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Home My WebLink AboutCT 81-46; Carlsbad Airport Center Unit 2; Soils Report; 1991-03-21GEOTECHNICAL SITE EVALJJATION CARLSBAD AIRPORT CENTER, UNIT 2 CARLSBAD, CALIFORNIA FOR COLLINS DEVELOPMENT COMF'ANY 11750 SORRENTO VALLEY ROAD SAN DIEGO, CALIFORNIA 92121-5694 w.0. 1260-s~ MARCH 21, 1991 CeoSoils, Inc. TABLE OF CONTENTS SITECONDITIONS. ........................ 1 Groundwater. ..................... 2 Geologic Units .................... 3 FIELD AND LABORATORY TESTING .................. 3 FILL EVALUATION ......................... 4 Slopes ........................ 7 CONCLUSIONS ........................... RECOMMENDATIONS ......................... a a Additional Grading .................. 9 Graded Slope Maintenance ............... 9 Drainage ....................... 9 LIMITATIONS........................... 9 GeoSoils, Znc. - " Geotechnical Engineering Engineering Geology - 5741 Palmer Way - Carlsbad, California 92008 - (619) 438-3155 *FAX (619) 931-0915 March 21, 1991 W.O. 1260-SD COLLINS DEVELOPMENT COMPANY San Diego, California 92121-5694 11750 Sorrento Valley Road Attention: Mr. Steve Hollenbeck Sub j ect : Geotechnical Site Evaluation Carlsbad Airport Center, Unit 2 Carlsbad, California Gentlemen: As requested, presented herein is a summary of our evaluation of the previously placed fill in the Carlsbad Airport Center-Unit 2, Carlsbad, California. The purpose of our exploration and testing was to evaluate the as graded geotechnical conditions on site with respect to previous earthwork. This report presents our findings, conclusions and recommendations concerning future site development. SITE CONDITIONS General The project site consists of twenty-three sheet graded lots, a detention basin (Lot 26) and associated street improvements. The street improvements and utilities for the backbone road system are completed. An evaluation of the streets and various utility corridors, with respect to compaction testing, is not within the scope of this report. Los Angeles Ca. (818) 785-2158 Omnge Co. 1714) 647-0277 f Riverside Co. (7141 677-9651 COLLINS DEVEMPMENT COMPANY W.O. 1260-SD MARCH 21, 1991 PAGE 2 Site drainage is typically by sheet flow across the lots to catch basins, which convey the surface water into the storm drain system. Earthwork for the site has occurred in two phases. Initial earthwork on Unit 2 took place in conjunction with mass grading of Unit 1. Fill was placed under the observation and testing services of Moore h Taber in the areas of Lots 40, 41 and 48 and portions of Lots 33-35, 39, 42 and 49. Grading of Unit 1 and the above mentioned portions of Unit 2, was performed by Templeton Construction between November, 1985 and November, 1986. The second phase of earthwork for Unit 2 occurred under the observation and testing services of San Diego Geotechnical Consultants, Inc. (currently named ICG Incorporated). Grading of Unit 2 was performed by Astleford Construction between August, 1989 and March, 1990. Groundwater Groundwater seepage was encountered onsite in boring B-lb at a depth of 67 feet, just above the bedrock contact. The seepage encountered in this boring and seepage which is likely in other subsurface canyons, is not an unusual condition to encounter along a bedrock/fill contact. This water should be ultimately picked up and conveyed offsite via the subdrain systems denoted on the "As-Built Subdrain" map prepared by Bodas Engineering, Inc. for Unit 2 and constructed during grading of Unit 1. As such, this condition is not anticipated to adversely affect site development. These observations and opinions reflect site conditions at the time of this investigation and do not preclude changes in local groundwater conditions in the future from heavy irrigation or precipitation. GeoSoils, Znc. COLLINS DEVELOPMENT COMF'ANY W.O. 1260-SD HARCH 21, 1991 PAGE 3 Geolwic Units The site is underlain by Jurassic age Santiago Peak Volcanics, Eocene age Santiago Formation sediments and recently placed fill materials. Fill materials are discussed under the "Fill Evaluation" section of this report. Santiago Peak Volcanics (Map Symbol Jsp): The Jurassic age Santiago Peak Volcanics are a series of mildly metamorphosed, pervasively fractured and jointed volcanic rock. Excavation into this material should be expected to be difficult and would likely produce poor quality fill materials. Santiago Formation (Map Symbol Tsa): The Eocene age Santiago Formation underlies much of the site. As observed, this material consists of interbedded siltstones, claystones and sandstones. The clays and silts should be expected to be moderately to highly expansive, dependent upon the percent sand in the materials. FIELD AND LABORATORY TESTING Subsurface conditions were explored .by excavating backhoe test pits and advancing hollow stem auger borings. Logs of the test pits and borings are included in this report as Appendix I. Field exploration was performed in mid-December, 1990 by some of our staff geologists, who logged the excavations, performed field density tests and obtained samples of representative fill materials for laboratory testing. The approximate location of the exploratory test pits and borings are indicated on the enclosed Geotechnical Map (Plate 1) which utilizes the 1"=80' site plan prepared by Bodas Engineering Inc., as a base map. Six hollow stem auger borings were advanced to varying depths to explore subsurface conditions. For laboratory testing, ring samples were obtained on selected intervals as the borings were GeoSoils, Zne. COLLINS DEVELOF" COMPANY W.O. 1260-SD MARCH 21, 1991 PAGE 4 advanced. In addition, fifty-two backhoe test pits were excavated to explore and evaluate near surface conditions. Field density tests were performed in the test pits on approximately 2 foot vertical intervals to determine in-situ moisture and density of the fill material. Field density testing was performed using the sand cone method (ASTM D-1556-82) or nuclear density method (ASTM D-2922-81 and ASTM D-3017-78). These test results were compared to the laboratory maximum dry density and optimum moisture content (ASTM D-1557-78) of representative soil types to determine in place relative compaction of the materials tested. Both direct correlation and visual classification of the soils in the field and lab were the basis for determining which optimum moisture content and maximum dry density values to use for a given density test. The test results are presented in Appendix 11. Other laboratory tests were also performed on selected soil samples to evaluate the physical characteristics of representative on site materials. Testing included: coulomb shear strength parameters, soil compressibility and coefficient of consolidation, soil expansion potential and other soil index properties. The primary focus of our geotechnical study was to evaluate the nature of subsurface earth materials underlying the lots and to ascertain their engineering properties with emphasis on the fills placed during grading performed between August 1989 and March 1990 by Astleford Construction. Lot 37 has been excluded from this report, as it was previously evaluated and discussed in reference 4. GeoSoils, Inc. COLLINS DEVELOI'MENT COMF'ANY W.O. 1260-SD MARCH 21, 1991 PAGE 5 Reference 1 presents the geotechnical observation and testing services provided by Moore & Taber during mass grading of Unit 1 and portions of Unit 2. At most of the locations of our exploratory borings and test pits adequate removals were accomplished. For the most part, observations made in our test pits would indicate that proper benching was performed, as the contacts between bedrock and fill materials were relatively flat lying and distinct. However, topsoil and/or an abundance of organic material was exposed in TP-3 (Lot 28), TP-18 (Lot 48) and TP-35 (Lot 42). Remedial recommendations concerning these materials are presented in the 81Recommendationst8 section of this report. Stabilization fills were constructed for the ascending slopes from Lots 31, 32, 34, 35 and 49. These are documented by ICG's "Daily Report of Grading Observations" and "Field Memos" for the project and by the back drains locations indicated on the "AS Built Subdrain" map prepared by Bodas Engineering Inc. In addition, some of our test pits exposed either a portion of the keyway or backcut of the of the subject stabilization fills. Based on available data these appear to be constructed in accordance with current industry standards. A subdrain system was constructed during Unit 2 earthwork in the canyons below Lots 26, 29 and 30 and is also indicated in ICG documents and the "As-Built Subdrain" map prepared by Bodas Engineering. Subdrains were also constructed in Unit 2 during grading of Unit 1. The location of these subdrains are denoted on the Airport Business Center Unit 1, As Built-Grading Plans, prepared by Bodas Engineering, Inc. Cut/fill transitions are present on Lots 28, 30-36 and 42-47. The approximate locations of the cut/fill transitions are indicated on the enclosed Geotechnical Map, Plate 1. A cut/fill GeoSofls, fnc. COLLINS DEVEMPMENT COMPANY W.O. 1260-SD MARCH 21, 1991 PAGE 6 transition was also encountered in a proposed cut area on Lot 43 (TP-47). This fill was rather limited and likely associated with the excavation of the stabilization key for the ascending slope from Lot 49. In TP-25 through TP-27 on Lot 40, rock fill materials were encountered at depths of 7.5 to 8 .O feet. Rock fill was also encountered in TP-31 on Lot 39 at a depth of 3.5 feet. Any excavation into these materials is anticipated to be difficult and likely will produce oversized fill materials. Fill caps varying from three to four feet in thickness were encountered on Lots 38 and 39 in test pits TP-28 through TP-30. Below the fill caps Santiago Peak Volcanics were encountered. Excavation into the volcanics is anticipated to be difficult, possibly requiring special equipment or blasting and producing oversized fill materials. Density test results, presented in Appendix 11, indicate that the fill materials tested generally meet or exceed the typical industry standard of 90 percent relative compaction. However, some zones are apparently not compacted to the typical 90 percent minimum. Data indicates that these zones are rather limited. Zones or layers of this nature are rather typical within large fills. While it is typical to specify a minimum 90 percent relative compaction, the competency of a fill to support a given load is more significant with respect to the fills overall performance. For example: under a relatively light loading condition (1500 psf or less) a soil compacted to 87 percent should not perform significantly different than the same fill material compacted to 90 percent. Excluding Lots 35 and 40, which are discussed below, there are only three remaining tests results below 89 percent relative compaction. GeoSoils, Inc. COLLINS DEVEMPMENT COMPANY W.O. 1260-SD MARCH 21, 1991 PAGE 7 Considering the results of the fill evaluation and the following, it is our opinion that these zones will not adversely affect future site development for the following reasons. 1) Site grading was completed in March, 1990. Time consolidation data indicates that primary settlement due to the weight of the fill would have already occurred. 2) Consolidation test data for samples below 90 percent and above 90 percent, indicate no significant difference in consolidation behavior. 3) Some of the failing zones will be removed or recompacted during individual lot regrading and development. 4) Zones that will not be subject to significant stress increases from foundation loading conditions, etc., will not likely undergo additional primary settlement because without an increase in stress conditions, settlement is not likely to occur. On Lots 35 (TP-23) and Lot 40 (TP-26), the softer fill zones in these areas may impact development. More detailed evaluations to better delineate the limits should be performed when site development plans are available. Removal and recompaction might be warranted. Observations indicate that the surface soils (less than 1.5 feet deep) have been desiccated, loosened and remoistened (recently) and therefore, are likely below the minimum 90 percent compaction standard. sloDes Both cut and fill slopes have performed satisfactorily to date. However, these slopes are being heavily irrigated. Consideration should given to providing only the amount of water necessary to maintain plant life. Overwatering should be avoided. GeoSoils, Inc. COLLINS DEVELOP" COMF'ANY W.O. 1260-SD MARCH 21, 1991 PAGE 8 CONCLUSIONS Based on our field exploration, laboratory testing, review of the referenced reports and the engineering and geologic analyses performed, it is our opinion that the project site is suited for the proposed industrial/office development from a geotechnical engineering and geologic viewpoint, provided the recommendations presented herein are incorporated into the planning and design phase of individual lot development. RECOMMENDATIONS Prior to development, it is recommended that a detailed foundation investigation be conducted on each lot, so that appropriate site preparation and foundation recommendations could be provided with respect to the geotechnical conditions, building locations and foundation loading. Remedial recommendations concerning the soft fill zones in the area of TP-23 (Lot 35) and TP-26 (Lot 40) and the topsoil and/or an abundance of organic material exposed in TP-3 (Lot 28), TP-18 (Lot 48) and TP-35 (Lot 42) can then be provided based on specific lot development plans. Laboratory testing and visual observation of the surface soils indicate, medium to highly expansive soils are exposed across the site. They should be taken into consideration by the design consultants providing appropriate recommendations for construction of all improvements and landscaping. If we may be of further assistance and aid the other design consultants in this regard, please contact our office for additional consultation. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD MARCH 21, 1991 PAGE 9 aspects of design, site preparation and construction of said improvements could be provided upon request. Additional Grading This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. Graded Slope Maintenance Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Irrigation for planted areas on and above slope should be minimized to just support the vegetation and avoid developing artificial groundwater accumulation. Only the amount of irrigation necessary to sustain plant life should be provided. overwatering should be avoided. Drainaae Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Due to the nature of on site soils, local areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed to be representative of the total area. However, soil and bedrock materials may vary in character CeoSoiIs, Znc. COLLINS DEVELOPWENT COMPANY W.O. 1260-SD MARCH 21, 1991 PAGE 10 between excavations and natural outcrops. Test excavations are reflective of the soil and rock materials only at the specific location explored. Site conditions may vary due to seasonal changes or other factors. Since our study is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions based upon those parameters. These opinions have been derived in accordance with the current standards of practice and no warranty is expressed or implied. The opportunity to be of service is sincerely appreciated. If you should have any questions, please call. Very truly yours, Geosoils, Inc. ap Engineer RCS/VS/TEM/mc Enclosures: References Appendix I, Exploratory Logs Appendix 11, Laboratory Plate 1, Geotechnical Map cc: (6) Addressee GeoSoils, Inc. REFERENCE LIST 1. "Report of Geotechnical Services Carlsbad Tract No. 81-46 Airport Business Center, Unit No. 1 City of Carlsbad, California*8, by Moore & Taber, dated February 25, 1987 2. l1Supplemental Geotechnical Investigation Carlsbad Airport Center, Unit 2 , and Off-Site Fill Area Carlsbad, California", dated July 29, 1988, by San Diego Geotechnical Consultants, Inc., Job No. 05-4879-011-00-00. 3. "Foundation Investigation Carlsbad Airport Center Unit 2, Lot 37 Carlsbad, California", dated August 6, 1990, by ICG Incorporated, Job No. 05-7967-004-00-00. 4. "Report of Geotechnical Services Carlsbad Tract No. 81-46 Airport Business Center Unit No. 1 City of Carlsbad, California", dated February 25, 1987, by Moore & Taber, Job NO. 285-256. 5. "Additional Geotechnical Investigation Carlsbad Airport Center, Unit 2 Carlsbad, Californiam8, dated August 7, 1989, by San Diego Geotechnical Consultants, Inc., Job No. 05- 4879-016-00-00. 6. "Supplemental Geotechnical Investigation Carlsbad Airport by San Diego Geotechnical Consultants, Inc., Job No. 05- Center, Unit 3 Carlsbad, California", dated August 22, 1989, 4879-015-00-00. 7. "Preliminary Geotechnical Investigation Proposed Palomar Business Park North San Diego County, California", dated January 15, 1980, by H.V. Lawnmaster & Co., Inc., File No. 79-9394/654G. 8. "Addendum to Additional Geotechnical Investigation Airport Business Center, Unit 2, Carlsbad, California", dated August 9, 1989, by San Diego Soils Engineering, Inc. 9. "Geotechnical Evaluation and Compaction Testing, Site Regrading Carlsbad Airport Center, Unit 2, Lot 37 Carlsbad, California", dated December 11, 1990, by GeoSoils, Inc., W.O. 1261-SD GeoSoils, Inc. APPENDIX I EXPLORATORY LOGS -14- GeoSoils, Znc. Test Pit mDth (ft.1 Material DescriDtion TP- 1 0-8 moist, dense, silty fine SAND with -FILL: Yellow brown, some clay. @6.5 Becomes pale yellow brown to light brown SAND. Total Depth= 8 feet TP-2 0-(0-.5) ARTIFICIAL FILL: Yellow brown, moist, dense, silty SAND. (0-.5)-2.5 BEDROCK - SANTIAGO FORMATION: Pale yellow and red brown, dense, slightly moist, cross bedded SANDSTONE. Bedding attitude: N35E, 15"SE: N45E, 12'SE. @2' Becomes olive brown and red brown, moist, dense, cemented, and thinly laminated silty fine SANDSTONE. Bedding attitude: N67W/6SW. Total Depth= 2.5 feet CeoSofls, fnc. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG Test Pit Depth (ft.1 Material DescriDtion TP-3 SEE GRAPHIC LOG TP-3 TP-4 SEE GRAPHIC LOG TP-4 MARCH 21, 1991 TP-5 0-3 BEDROCK - SANTIAGO FORMATION: Gray with red brown, lamination, moist, dense, weakly laminated SANDSTONE. @la Grades to red brown, well cemented SANDSTONE. Bedding attitude: N70W, 8"SW Total Depth= 3 feet TP-6 SEE GRAPHIC LOG TP-6 TP-7 0-2 BEDROCK - SANTIAGO FOmTION: Black, moist, dense, well rounded and cemented, fissile in parts, thinly laminated SILTSTONE. Bedding attitude N60'W, 1O'SW. Upper 1 foot is mottled olive yellow grade horizontally to a pale red along bedding planes. Appears to dense SILTSTONE. Total Depth= 2 feet TP-8 SEE GRAPHIC LOG TP-8 -2- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG MimcH 21, 1991 Test Pit mDth (ft.1 Material DescriDtion TP-9 0-8 ARTIFICIAL FILL: Light yellow brown, dry, dense, silty SAND. moist. @.5 feet becomes yellow brown and @2.5* Becomes dark brown, moist, dense, clayey SAND, abrupt smooth ct. at base. @3' Yellow gray, slightly moist, dense, silty SAND. Total Depth= 8 feet TP-10 0-3 BEDROCK - SANTIAGO FORPlATION: Mottled olive gray, gray brown and red brown, dry, dense, fissile thinly laminated silty fine SANDSTONE. Bedding attitudes: N20W, 5'SW, N30W, 9'NE, N60E, 5'SE. Total Depth= 3 feet TP-11 0-2.5 ARTIFICIAL FIJA: Grayish yellow brown, dry, dense, silty fine SAND with some clay. 2.5-3 BEDROCK SANTIAGO FORMATION: Olive brown, moist, dense, massive weakly fissile sandy SILTSTONE with fossil shells and wood stems. Total Depth= 3 feet -3- GeoSoils, he. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG MARCH 21, 1991 Test Pit Haterial Descriution TP-12 0-2 brown, moist, dense, weakly laminated BEDROCK - SANTIAGO FORMATION: Olive and fissile fossilli ferrous SANDSTONE. 81.5' Becomes very cemented and inundated. Total Depth= 2 feet 2.5-4 TP-13 0-2.5 ARTIFICIAL FILL: Interlayered dark brown, moist, clayey SAND; orange brown, moist, dense SAND and gray brown silty sand. BEDROCK - SANTIAGO FORMATION: Olive brown and red brown, moist, dense, fissile, thinly laminated fine sandy SILTSTONE. Bedding attitude: N60W, 6'SW NZOE, 10'NE Total Depth= 4 feet TP-14 0-2.5 BEDROCK - SANTIAGO FORMATION: Gray brown, dry, dense and laminated SANDSTONE. Bedding attitude: N50E 6" SE. becomes moist dense, well cemented @.5' Gray brown and yellowish gray weakly laminated SANDSTONE. Total Depth= 2.5 feet -4- CeoSoffs, Inc. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG MARCH 21, 1991 Test Pit DeDth fft.) gaterial Description TP-15 0-4.5 -: Gray brown and pale yellow dry dense SAND. 6.5' Becomes moist. 4.5-7 BEDROCK - SANTIAGO FORMATION: Dark arav to dark bluish qray slightly " " moist, dense, massive to weakly laminated locally very hard micaceous discontinuous fossil ferrous zones silty SAND. Contains common and scattered shell float. Total Depth= 7 feet TP-16 SEE GRAPHIC LOG TP-16 TP-17 0-10 dense, silty SAND. ARTIFICIAL FILL: Gray brown, dry, 6.5' Becomes moist. Total Depth= 10 feet TP-18 SEE GRAPHIC LOG TP-18 TP-19 0-9 ARTIFICIAL FILL: Brown, dry, dense, silty SAND. 61' Becomes moist. Total Depth= 9 feet -5- GeoSoils, Znc. CENTRE DEVELOPWENT W.O. 1260-SD TEST PIT LOG MARCH 21, 1991 Test Pit DeDth fft.1 Material DescriDtion TP-2 0 0-9 ARTIFICIAL FILL: Gray brown, dry, medium dense, silty SAND. moist, dense, silty SAND. @1.5' Becomes brown to yellow brown, Total Depth= 9 feet TP-2 1 0-10 ARTIFICIAL FILL: Gray brown, dry, medium, silty SAND with some clay. @1' Becomes brown, moist and dense. Total Depth= 10 feet TP-22 SEE GRAPHIC LOG TP-22 TP-23 0-11 ARTIFICIAL FILL: Yellow to gray brown, dry, medium dense, silty SAND with CLAY. @1' Becomes moist. clayey SAND and gray brown to brown @4' Becomes brown, moist, dense, cobbles. silty SAND with occasional small @El Becomes medium brown, slightly moist. 10-11 BEDROCK - SANTIAGO FORMATION: Mottled dark qrav, sliqhtlv moist, dense, silty fine. SANDsTONk. Total Depth= 11 feet -6- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG MARCH 21, 1991 Test Pit DeDth (ft.1 Material DescriDtion TP-24 0-1.5 BEDROCK - SANTIAGO FORMATION: Olive gray moist dense laminated fine sandy SILT with red orange mottling or few bedding planes. Bedding attitudes: N2OE/6'SE, N40E, 10SE. Total Depth= 1.5 feet TP-25 0-8 ARTIFICIAL FILL: Gray brown, dry, medium dense, silty SAND with clay. @1' Becomes moist. clayey SAND. @2' Becomes brown, moist, dense, @4' Becomes dark gray, moist, dense micaceous sandy SILT to silty fine SAND. @6' Becomes yellow brown, moist, dense silty fine SAND. @7.5' Becomes blue gray VOLCANIC rock clayey SAND matrix (rock fill). fragments in a red brown moist, Practical refusal at 8 feet. -7- GeoSoiIs, Znc. CENTFE DEVELOPMENT W.O. 1260-SD TEST PIT LOG MARCH 21, 1991 Test Pit DeDth (ft.) Material DescriDtion TP-2 6 0-8 ARTIFICIAL FILL: Gray brown, dry, medium dense, silty SAND with clay. @1' Becomes moist. clayey SAND. @2' Becomes brown, moist, dense, @4' Becomes dark gray, moist, dense micaceous sandy SILT to silty fine SAND. dense silty fine SAND. @6' Becomes yellow brown, moist, @7.5' Becomes blue gray VOLCANIC rock clayey SAND matrix (rock fill). fragments in a red brown moist, Practical refusal at 8 feet. TP-27 0-8 ARTIFICIAL FILL: Gray brown, dry, dense, silty fine SAND. @1.5' Becomes moist. @2.5' Becomes interlayered brown, moist, dense, clayey SAND and gray brown moist, dense micaceous silty SAND. @8' Becomes small cobble size volcanic rock fragments in a moist red brown clay matrix (rock fill). Practical refusal at 8 feet. -8- GeoSofZs, Inc. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG Test Pit mDth (ft. 1 Material DescriDtion MARCH 21, 1991 TP-28 0-3 .silty fine SAND to clayey SAND. ARTIFICIAL FILL: Brown, dry, dense, 3+ @.5' Becomes moist. BEDROCK - SANTIAGO PEAK VOLCANICS: Blue gray and red brown, dense rock. fractured and weathered volcanic Practical refusal at 3 feet. TP-29 0-4 ARTIFICIAL FILL: Gray brown, dry, dense, to medium dense, fine sandy SILT to silty fine SAND. @.5' Becomes yellow brown and moist. 4-5 BEDROCK - SANTIAGO PEAK VOLCANICS: Blue gray and red brown, dense fractured and weathered VOLCANIC rock and clay matrix along fractures. Joint attitude N25W, 70SW. Total Depth= 5 feet TP-3 0 0-4 silty to clayey SAND. ARTIFICIAL PILL: Brown, dry, dense, @.5' Becomes moist. 4+ BEDROCK - SANTIAGO PEAK VOLCANICS: Blue gray and red brown, dense CLAY matrix along fracture. fractured volcanic rock and moist Total Depth= 4 feet -9- GeoSoSls, Inc. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG Test Pit DeDth ift.1 Material DescriDtion MARCH 21, 1991 TP-3 1 0-3.5 ARTIFICIAL FILL: Gray brown, dry, dense, silty fine SAND. @.5' Becomes yellow brown, moist, dense fine sandy SILT to silty SAND. 3.5' Blue gray volcanic rock fragments in red brown CLAY matrix (rock fill). Total Depth= 3.5 feet TP-3 2 0-10 ARTIFICIAL FILL: Yellow brown, dry, medium dense silty fine SAND. moist, dense silty to clayey fine @1.5' Becomes interlayered brown, SAND and dark to light gray dense SAND. @2' Yellow brown moist, dense clayey to silty SAND brown moist dense sandy CLAY and dark gray to blocky clayey SAND and red brown, dry, sandy SILT. Few stems and twigs, musty organic odor. Occurs as thin layer 0.5 to 1 foot thick. @5' Red brown and dark gray brown, moist dense clayey SAND and yellow brown moist dense silty fine SAND. As thin layers .5 to 1 foot thick. Total Depth= 10 feet. -10- GeoSoils, Inc. CENTRe DEVFXOPMENT W.O. 1260-SD TEST PIT LOG Test Pit Material DescriDtion TP-33 0-10 FRTIFICIAL FILL: Yellow brown, moist, dense, silty fine SAND, moist, dense, dark gray, clayey SAND and brown sandy CLAY. Total Depth= 10 feet TP-34 HARCH 21, 1991 0-10 ARTIFICIAL FILL.: Yellow brown, moist, dense, silty fine SAND, moist, dense, dark gray, clayey SAND and brown sandy CLAY. 10-10.5 BEDROCK - SANTIAGO FORMATION: Pale massive silty SANDSTONE. yellow and orange brown, dry, dense, Total Depth= 10.5 feet TP-3 5 SEE GRAPHIC LOG TP-35 TP-3 6 0-10 ARTIFICIAL FILL: Yellow brown, moist, dense, silty fine SAND, moist, dense, dark gray, clayey SAND and brown sandy CLAY. Total Depth: 10 feet TP-37 SEE GRAPHIC LOG TP-36 TP-38 SEE GRAPHIC LOG TP-38 -11- GeoSofls. Inc. CENTRE DEVELOPWENT W.O. 1260-SD TEST PIT LOG Test Pit Depth fft.1 Material DescriDtion TP-39 0-8 ARTIFICIAL FILL: Interlayered yellow brown, moist, dense, clayey fine SAND and dark gray, moist, dense, sandy SILT. Total Depth= 8 feet MARCH 21, 1991 TP-4 0 SEE GRAPHIC LOG TP-40 TP-4 1 0-9 ARTIFICIAL FILL: Interlayered yellow brown, moist to dry, dense, clayey fine SAND and dark gray, sandy SILT. @4' Becomes dark gray moist to slightly moist dense, fine sandy SILT, with yellow brown to brown, moist, dense clayey fine SAND, occasional larger bedrock fragment of dense laminated dark gray sandy SILTSTONE. Total Depth= 9 feet TP-42 SEE GRAPHIC LOG TP-42 TP-4 3 SEE GRAPHIC LOG TP-43 TP-44 0-8 ARTIFICIAL FILL: Interlayered yellow brown, moist to dry, dense, clayey fine SAND and dark gray, sandy SILT. Total Depth= 8 feet -12- GeoSoils, Ine. CENTRE DEVELOPMENT W.O. 1260-SD TEST PIT LOG Test Pit DeDth fft.1 Haterial DescriDtion TP-45 SEE GRAPHIC LOG TP-45 MARCH 21, 1991 TP-46 0-8 ARTIFICIAL FILL,: Interlayered moist, brown, clayey SAND. Moist dark gray sandy SILT and moist, dense, yellow brown, silty fine SAND. Total Depth= 8 feet TP-47 SEE GRAPHIC LOG TP-47 TP-48 0-3 BEDROCK - SANTIAGO FORMATION: Medium gray brown, dry, dense, thinly laminated fissile clayey SILTSTONE. gray to black slightly moist, dense, @.5' Grades to less weathered dark thinly laminated SILTSTONE. N70E/5'SE; N80W/7'SW. Total Depth= 8 feet TP-49 TP-50 TP-51 TP-52 SEE GRAPHIC LOG TP-49 SEE GRAPHIC LOG TP-50 SEE GRAPHIC LOG TP-51 SEE GRAPHIC LOG TP-52 -13- GeoSoils, Znc. o* ;7: ~. .. .......... ..... c I" ~. . .~ ... .- ............. - ...... .............. .... ~ ...... ._ ...... -. ............ . I :I ................. ~- ... . ... __ .......... ~* ....... ". ...... ...... .-I ..... -. .. -~ - -I _" ". < "~ ....... a ......... c ,~~. . ~- 3 L < .............. z ............. ....... ..... _. .... ~ " .... .... ... ....... ..... __ . . ....... . . ~~~ z 0 I- - % a 0 (D W (D -1 a 5 a W I- < I ~~-, - .. " ~ ........ - ..... ..... ......... .... _" i. ...... 4 c " ......... ,. .... ...... .. , ... 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I I t i . - _. " ~* - . ; ................ L.. ... ~ . ......... .. ,. ~. 4+ ... .- . ..... ~~~ ...... ...... .... . ........ ,- .- .. BORING LOG W. 0. 1260-SO Project: CARLSBAD AIRPORT CENTER UNIT I1 Boring B-la Sheet 1 of 4 110.6 110.6 107.7 109.5 112.3 106.9 - a, h 1- 4JLW Lo- .rl - 2 14 .o 13.1 14.9 14.2 14.0 18.6 Date Excavated 12-17-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb harmer and 30' drop ~ ~ ~ Descriution of Material ARTIFICIAL FILL: Yellow brown, moist, dense, silty to clayey SAND. @7' Brown, moist, dense, sandy CLAY. @lo' Dark gray, moist, dense, clayey SAND, (weak organic odor) and yellow brown, dense, moist, silty SAND. 612' Brown moist, dense, sandy CLAY. ye1 1 ow SAND. @16' Grades to yellow brown, moist, dense, clayey SAND and pale Refusal on rock at 24.5 feet. Pulled off hole and relocated 20 feet east. Plate Project: RRLSBAO AIRPORT CENTER UNIT I1 - s" CI Ti - cw 3u x- a M a - 110.6 110.6 107.7 109.5 112.3 106.9 110.0 109.3 a, M L)dP 3- 4 m- 2 - 14.0 13.1 14.9 14.2 14.0 18.6 15.3 12.1 - w.0. 1260-SO Boring B-lb Sheet 2 of4 Date Excavated 12-17-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hamner and 30' drop Description of Material \RTIFICIN FILL: Yellow brown, moist, dense, silty to clayey SAND. @7' Brown, moist, dense, sandy CLAY. @lo' Dark gray, moist, dense, clayey SAND, weak organic odor and yellow brown, moist, dense, silty SAND. @12' Brown moist, dense, SAND, clay. @16' Grades to yellow brown, moist, dense, clayey SAND and pale yellow SAND. Refusal on rock at 24.5 feet. Pulled off hole and relocated 20 feet east. 825' Olive, moist. dense CLAY and brown, moist, dense sandy CLAY. P27' Dark gray and mottled yellow brown, clayey SAND, moist, dense, with very few roots, organic odor. 828' Pale yellow, moist, dense SAND. I Plate Project: CARLSBAD AIRPORT CENTER UNIT I1 - 4 - 4J 30 cw a h' u - n 110.4 112.0 110.9 112.5 108.6 105.7 115.6 112.4 a, u +J* 2- ,rl a- 2 - 11.2 14.6 15.9 15.4 18.1 17.9 11.1 16.3 W. 0. 1260-SD Boring B-lb Sheet 3 of 4 Date Excavated 12-17-90/12-26-g0 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hamner and 30' drop Description of Material dense, clayey, SAND, and brown, moist, dense CLAY. Interlayered dark gray, moist, dense, sandy CLAY, yellow brown, moist 840' Brown, moist, dense, sandy CLAY and olive brown, clayey SAND with few bedrock fragments and one small stick. @45' Interlayer of olive brown and yellow brown, moist, dense, silty fine SAND and brown, sandy CLAY. Plate KO' Brown, moist, dense, silty, fine SAND with clay. BORING LOG Project: W. 0. 1260-SD CARLSBAD AIRPORT CENTER UNIT I1 Boring 6-lb Sheet 4 of 4 111.1 101 .E " 25.0 " Date Excavated 12-26-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hamner and 30' drop Description of Material 65' Brown, moist, dense, sandy CLAY. 367' Groundwater encountered. @68' BEDROCK - UI(TIA60 FOWTIOII: Olive, moist, dense, weakly laminated silty CLAYSTONE. Total Depth- 71 feet Groundwater at 67 feet Hole Backfilled Plate W. 0. 1260-SO Project: CARLSBAD AIRPORT CENTER UNIT I1 Boring 8-2 Sheet 1 of 1 - .rl u 30 cw h- a %4 - a 105.1 111.1 111.2 108 .o 105.3 108.9 " - - al !+ 3- !J* In- .+ : - 11.3 15.3 14.0 12.5 17.7 - 14.3 " - Date Excavated 12-17-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hamr and 30' drop ~~~ ~ Description of Material FTIFICIAL FILL: Pale yellow brown, dry, dense, SAND and ellow brown, dense, silty, fine SAND. 3' Becomes moist. 5' Becomes dark gray brown, moist, dense, sandy CLAY. Interlayered ith pale yellow brown, moist, dense SAND and brown, sandy CLAY. 18' Pale yellow moist, dense, SAND and yellow brown, moist, dense. AND with some CLAY. 26' BEDROCK - SANTIAGO FmTI(II: Pale yellow and pale olive ,ray, slightly moist, dense, thinly laminated, fine grained SANDSTONE 'otal Depth= 28 Feet lo Groundwater lole Backfilled Plate BORING LOG C. Project: CARLSBAD AIRPORT CENTER UNIT I1 Boring 8-3 Sheet 1 of 1 1 - s 4 - +1 30 CW a 5- n - 109.9 107.2 _” 109.3 109.8 - ” 110.6 - a M UdP 9- .rl In- i2 I_ 14.9 14.7 _” 16.1 14.1 - 14.9 ” - Date Excavated I?-lR-qn Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hamner and 30’ drop Description of Material ICIM FILL: Yellow brown, dry, dense, silty, fine SAND. ecomes moist. layered, yellow brown and brown, moist, dense, silty. fine SAND clay and yellow brown, clayey SAND and sandy CLAY. Frequent ic ordor. inter ,layers o f re d brown, moist, dense, sandy, CLAY, , dense, fine grained, SANDSTONE. BEDROCK - WTIAGO FOlMATIOW: Pale olive gray, slightly Depth= 23.5 Feet oundwater Backfilled Plate BORING LOG C. , ., .. . . ., W. 0. 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT 11 Boring 8-4 Sheet 1 of 1 - &! +J 4 - cw 3u a >I- !4 n - 111.7 111.4 113.6 102.5 107.9 107.1 " - - a, u 3- u6p 0- TI - 2 13.6 16.2 11.1 23.8 19.6 19.4 - " - Date ExcavatedLz-16-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hamner and 30' drop -~ ~ Description of Material LRTIFICIAL FILL: Light yellow brown, moist, dense, silty, :ine SAND and brown. moist, dense, clayey SAND. !5' Interlayered dark gray, moist, dense, micaceous, silty, fine jAND and brown to yellow brown, clayey SAND and pale yellow, moist, lense, fine SAND. 312' Red brown, moist, dense CLAY and olive gray, moist, dense, silty fine SAND. P16' Olive brown, moist, dense CLAY and olive brown, clayey SAND. 318.5' BEDROCK - SANTIAGO FOWTIOII: Light olive gray, slightly moist, dense, silty, fine grained SANDSTONE. Total Depth- 19 Feet No Groundwater Hole Backfilled Plate BORING LOG C. Project: :* . - CARLSBAD AIRPORT CENTER UNIT I1 T w. 0. XO-SO Boring 6-5 Sheet 1 of 1 Date Excavated 12-18-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 Ib hamner and 30' drop Description of Material RTIFICIAL FILL: Wet, loose, sandy CLAY and clayey SAND. 2' Becomes very moist. 3' Becomes brown, moist, dense, sandy CLAY and olive brown, silty o clayey fine SAND. ~~~~ ~~ ~ ~~ 3.5' BEDROCK - SANTIAGO PEM VOLC4NIC.S: Blue gray VOLCANIC rock and ed brown, moist, CLAY. rota1 Depth = 9 feet lo Groundwater {ole Backfilled Plate APPENDIX I1 LABORATORY TESTING CeoSoiIs, Inc. LABORATORY TESTING General Laboratory tests were performed on selected Soil Samples to evaluate the physical characteristics of representative On site materials. Laboraton Standard-Maximum Dn Density To determine the compaction character of representative samples of onsite soils, laboratory testing was performed in accordance with ASTM Test Method D-1557-78. The maximum density and optimum moisture content from these tests are summarized below: Maximum Density Optimum Location DescriDtion Density Iwf) Moisture 8 Soil Type-A Yellowish gray TP-1 @ 30' silty fine Sand 114.0 Soil Type-B Yellowish gray TP-3 @ 3' silty fine Sand 115.5 Soil Type-C Yellowish gray TP-15 @ 2' silty fine Sand 117.0 Soil Type-D Yellowish brown TP-23 @ 3.5' silty fine Sand 118.0 Soil Type-E Yellowish gray TP-30 @ 2' silty fine Sand 113.5 16.0 15.5 15.5 15.0 17.0 Soil Type-F Dark gray TP-41 @ 8' sandy Clay 111.0 18.5 Soil Type-G Dark olive gray B-1 @ 55.0' sandy Clay 121.5 12.5 Field Moisture and Density For selected "undisturbed" samples of fill materials, the field moisture content and dry unit weight were determined. The dry GeoSoils, Znc. COLLINS DEVELOPEIENT COMPANY W.O. 1260-SD LABORATORY TESTING PAGE 2 HARm 21, 1991 unit weight was determined in pounds per cubic foot and the field moisture content was determined as a percentage of the dry unit weight. Where possible, the in-situ dry unit weight of the samples were compared to the laboratory standard-maximum dry density and optimum moisture content of the representative soil types, to determine in place relative compaction of the materials tested. The results of field density, field moisture content and relative compaction determinations are summarized below: Field Field Dry Relative Soi I Location Descrimtion Moisture X Density (Dcf) ComDaction Tyme TP-17 0 5' Yellow gray silty fine SAND 13.3 111.4 95 c TP-19 a 5' Yellow gray silty fine SAND 16.6 104.0 92 E TP-21 a 5' Yellow gray silty fine SAND 15.9 108.3 93 c TP-23 a 5' yellow brown silty fine SAND 13.3 112.3 95 D Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellou gray silty fine SAND Yellow gray silty fine SAND Greenish gray silty fine SAND Greenish gray clayey SAND Yellow gray silty fine SAND Yellow brown silty SAND Dark olive gray sandy CLAY Dark olive gray sandy CLAY Dark alive gray sandy CLAY Dark olive gray sandy CLAY 14.0 13.1 14.9 14.2 14.0 18.6 15.3 12.1 11.2 14.6 15.9 15.4 18.1 110.6 110.6 107.7 109.5 112.3 106.9 110.0 109.3 110.4 112.0 110.9 712.5 109.8 95 c 95 c 92 c 94 c 96 c 91 c 94 C 93 C 94 0 92 G 91 G 93 G 90 G GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD Dark olive gray sandy CLAY Dark olive gray sandy CLAY Dark Olive gray sandy CLAY Olive gray sandy CLAY Green gray silty CLAY Yellow gray silty fine SAND Oark gray olive sandy CLAY Yellow brown silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellow gray silty fine SAND Yellowish brown silty SAND Yellow gray silty SAND Yellow gray silty SAND Yellow brown sandy silty CLAY Dark gray sandy CLAY Yellow brown silty SAND Yellow brown silty SAND * Denotes that no applicable MARCH 21, 1991 11.1 16.6 17.9 16.3 25 .O 11.3 15.3 14.0 12.5 17.7 14.3 14.9 14.7 16.1 14.1 14.9 13.6 16.2 11.1 23.8 19.6 19.4 15.9 laboratorv 115.6 111.1 107.0 112.4 101.8 105.1 111.1 111.2 108.0 105.3 108.9 109.9 107.2 109.3 109.8 110.6 111.7 111.4 113.6 102.5 107.9 107.1 110.1 standard 95 91 a8 93 brx 91 91 94 92 90 93 94 92 93 94 95 95 95 97 92 97 91 93 curves were - available for these soil types and therefore no accurate estimation of relative compaction could be provided. " G G G G * 8 G D C C C C C C C C 0 C C *. F D D GeoSoiIs, Inc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD LABORATORY TESTING PAGE 4 MARCH 21, 1991 Field Density Testing Field density tests were performed in the test pits on approximately 2 foot vertical intervals to determine in-situ moisture and density of the fill material. Field density testing was performed using the sand cone method (ASTM D-1556-82) or nuclear density method (ASTM D-2922-81 and ASTM D-3017-78). These test results were compared to the laboratory maximum dry density and optimum moisture content (ASTM D-1557-78) of representative soil types to determine in place relative compaction of the materials tested. Both direct correlation and visual classification of the soils in the field and lab were the basis for determining which optimum moisture content and maximum dry density values to use for a given density test. The test results are presented below. MOISTURE DRY RELATIVE SOIL MCATION AND DEPTH CONTENT % DENSITY COMPACTION % TYPE TP-1 @ 2' TP-1 @ 4' TP-1 @ 6' TP-1 @ 8' TP-3 @ 3' TP-4 @ 1.5' TP-6 @ 1.5' TP-9 @ 4' TP-9 @ 8' TP-15 @ 2 ' 15.9 13.5 11.1 14.0 13.3 13.6 14.3 13.3 16.3 11.3 106.1 107.8 105.6 99.3 104.9 102.2 111.7 110.8 103.7 107.4 93 92 90 88 91 90 95 94 91 91 A C C E B A D D A D GeoSoils, Znc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD TP-17 @ 2 ' TP-17 @ 4 ' TP-17 @ 6' TP-17 @ 9' TP-18 @ 2' TP-19 @ 2' TP-19 @ 6' TP-19 @ 8 ' TP-19 @ 9' TP-20 @ 2' TP-20 @ 4' TP-20 @ 6' TP-20 @ 9' TP-21 @ 2 ' TP-21 @ 4' TP-21 @ 6' TP-21 @ 9' TP-23 @ 8' TP-23 @ 6' TP-23 @ 4' TP-23 @ 2 ' TP-25 @ 6' TP-25 @ 4 ' TP-25 @ 2' TP-26 @ 2' TP-26 @ 4 ' TP-26 @ 6' TP-27 @ 2 ' TP-27 @ 4' TP-27 @ 6' TP-29 @ 2 ' TP-30 @ 2' 19.4 19.2 15.1 14.6 13.6 12.6 15.9 14.3 21.2 12.4 14.0 16.6 18.0 16.6 17.6 17.6 19.1 15.2 14.6 13.6 15.6 16.3 11.4 18.3 19.8 19.8 23.1 14.9 16.6 15.3 17.9 11.5 106.5 107.6 107.9 116.2 109.2 106.0 104.1 110.3 106.1 107.9 105.9 100.9 112.8 102.9 105.8 104.3 loa. 8 107.2 101.5 98.0 97.0 114.3 106.4 107.4 113.0 100.9 95.6 111.0 104.0 106.0 104.4 110.5 MARCH 21, 1991 93 94 92 99 93 90 90 94 93 91 91 89 96 90 93 92 92 94 89 86 85 97 90 91 96 a9 84 94 91 92 90 94 A A C D D D B D A D C A D A A A D A A A A D D D D E E D A B B D GeoSoils, Inc. COLLINS DEWELOF'MENT COMPANY W.O. 1260-SD TP-31 @ 2' TP-32 @ 2' TP-32 @ 4' TP-32 @ 7' TP-32 @ 10' TP-33 @ 3' TP-33 @ 6' TP-33 @ 8' TP-33 @ 10' TP-34 @ 2' TP-34 @ 4' TP-34 @ 5' TP-34 @ 8' TP-35 @ 3' TP-35 @ 8' TP-38 @ 2 ' TP-36 @ 3' TP-36 @ 5' TP-36 @ 8' TP-36 @ 10' TP-39 @ 3' TP-39 @ 6' TP-39 @ 8' TP-41 @ 3 ' TP-44 @ 2' TP-44 @ 4' TP-44 @ 6' TP-44 @ 8' TP-47 @ 2' TP-47 @ 3 ' TP-46 @ 6' TP-46 @ 8' LABORATORY TESTING PAGE 6 13.0 16.6 12.7 17.7 9.6 14.9 14.6 13.3 16.6 19.8 12.1 14.6 13.3 17.0 17.7 11.4 12.4 17.3 10.8 12.1 16.6 18.7 13.6 19.8 20.9 16.6 14.6 17.0 19.8 18.0 19.4 17.0 112.1 103.3 108.5 107.2 106.8 107.6 112.5 104.1 107.3 104.8 99.1 107.3 111.0 109.0 103.6 102.2 105.9 106.2 108.7 115.2 103.8 101.9 104.5 106.8 100.7 102.2 104.0 101.5 105.2 100.1 105.4 107.8 MARCH 21, 1991 95 D 93 D D 91 C 91 C 91 D 98 D 90 B 93 B 92 A 87 A 91 D 94 D 92 D 91 A 89 B 96 C 91 C 92 D 98 D 91 A 89 A 90 B 91 D 89 E 90 A 90 B 89 E 92 A 88 E 93 E 91 D " GeoSoits, fnc. COLLINS DEVEMPMENT COMF'ANY W.O. 1260-SD MARCH 21, 1991 LABORATORY TESTING PAGE 7 Expansion Tests Swell tests were performed on remolded samples of near surface soil. The samples were prepared at 80 percent of the optimum moisture and at 90 percent of the maximum dry density, placed under a 60 pound per square foot surcharge, and submerged in water for 24 hours. The percent swell was then recorded as the amount of vertical rise compared to the original one inch sample height. Expansion index tests were also performed on samples of the near surface material. Testing was performed in accordance with Standard 29-2 of the Uniform Building Code. Test results are summarized below: Expansion Location Swell % Expansion Index Potential Iswell/EIL TP-3 @ 3' 13.1 92 critical/high TP-6 @ 2' 5.6 23 moderate/low TP-41 @ 8' 17.1 TP-46 @ 7' 11.2 119 critical/high 56 high/medium Shear Test Shear tests were performed on undisturbed soil samples in a strain control-type direct shear machine. The rate of GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD MARCH 21, 1991 LABORATORY TESTING PAGE 8 deformation was approximately 0.025 inches per minute. The samples were sheared and resheared under varying confining loads in order to determine the Coulomb shear strength parameters, cohesion and angle of internal friction. The samples were tested in an artificially saturated condition. The results are plotted on the enclosed Shear Test Diagrams, Plate SH-1 through SH-5. Consolidation Test Consolidation tests were performed on relatively undisturbed ring samples in accordance with ASTM test method D-2435. This test determines the magnitude of consolidation (or expansion), in vertical percent volume change, when the soil sample is restrained laterally and drained axially. This is accomplished by placing the samples in a restraining apparatus and applying a succession of vertical loads. Time dependant measurements then record the amount of consolidation a particular sample undergoes at each load increment. After the samples are fully loaded, similar measurements are taken during the rebound of the sample as the load is incrementally reduced. The results of the consolidation tests are presented as Plates C-1 through C-15. GeoSoils, Znc. 0 I a 4 W u) I 0 0 ( phi angle = cohesion = I + 1.0 1 2.0 2 10 I ksf NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT 0 PEAK - AT SATURATED MOISTURE CONTENT RELATIVE DENSITY; THEN SATURATED DIRECT SHEAR REMOLDED TO 90% UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT PCF % MOISTURE % SATURATED MOISTURE CONTENT I SHEAR TEST DIAGRAM Undisturbed Shear 8-1 0 5' GeoSoSZs, I##& :DATE -1w.0. NO 1260-m Soil Mechanics Geology Foundation Engineering NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT 0 PEAK - AT SATURATED MOISTURE CONTENT DIRECT SHEAR REMOLDED TO 00% RELATIVE DENSITY; THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT PCF % MOISTURE ~. % SATURATED MOISTURE CONTENT I I SHEAR TEST DIAGRAM Undisturbed Shear 8-2 P 5' Soil Mechanics Geology Foundation Engineering :nnu ur!n-gA 3. 2. Y m Y L c I c) z w a m i- 1. c1 K 4 w L m 2. f 1. 0. NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT PEAK - AT SATURATED MOISTURE CONTENT DIRECT SHEAR REMOLDED TO 90% RELATIVE DENSITY; THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED PCF 'x MOISTURE % SATURATED MOISTURE CONTENT .~ % SATURATED MOISTURE CONTENT I SHEAR TEST DIAGRAM Undisturbed Shear 0-4 e 3' GeoSoOZs, Ine, iATE 2/91 I W. 0. NO 1260-y) Soil Mechanics Geology Foundation Engineering NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT 0 PEAK - AT SATURATED MOISTURE CONTENT DIRECT SHEAR REMOLDED TO 00% RELATIVE DENSITY; THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED PCF % MOISTURE % SATURATED MOISTURE CONTENT % SATURATED MOISTURE CONTENT SHEAR TEST DIAGRAM Undisturbed Shear TP-17 @ 5' GeoSot'ts, Itt~. W.O. NO 1260-Y) DATE 2/91 Soil Mechanics Geology Foundation Engineering 3 2 LL v) Y I- X I c1 z W I- 1. In 0 2 a f a < W I In 1. 0. f NORMALPRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT 0 PEAK - AT SATURATED MOISTURE CONTENT DIRECT SHEAR REMOLDED TO 00% RELATIVE DENSITY; THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT PCF % MOISTURE 1 % SATURATED MOISTURE CONTENT I SHEAR TEST DIAGRAM Undisturbed Shear TP-23 @ 5' I Soil Mechanics Geology Foundation Engineering 2 II c i !? Y m 00 4 i 0 i i c FORM 8818 NOllV~llOSNO3 lN33L13d 0 N e 10 (0 f! NOllVOllOSN03 lN33L13d a NOllVOll06N03 lN33ki3d CORY OO/O NOllVa110SN03 lNi5tl3d