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HomeMy WebLinkAboutW. O. 1260-SD; Carlsbad Airport Center, Unit 2 - Collins; Carlsbad Airport Center, Unit 2; 1991-03-21GEOTECHNICAL SITE EVALUATION CARLSBAD AIRPORT CENTER, UNIT 2 CARLSBAD, CALIFORNIA ~ FOR am COLLINS DEVELOPMENT COMPANY 11750 SORRENTO VALLEY ROAD SAN DIEGO, CALIFORNIA 92121-5694 W.O. 1260-SD MARCH 21, 1991 GeoSoils, Inc. 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 11750 Sorrento Valley Road •• San Diego, California 92121-5694 *" Attention: Mr. Steve Hollenbeck «w Subject: Geotechnical Site Evaluation •m Carlsbad Airport Center, Unit 2 Carlsbad, Californiamt Gentlemen:mm .,^ As requested, presented herein is a summary of our evaluation of the previously placed fill in the Carlsbad Airport Center-Unit 2, *** Carlsbad, California. UK „ 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. te^» SITE CONDITIONS tmmt General ••MM " The project site consists of twenty-three sheet graded lots, a detention basin (Lot 26) and associated street improvements. The am street improvements and utilities for the backbone road system «M 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 Co. (818) 785-2158 • Orange Co. (714} 647-0277 • Riverside Co. (714) 677-9651 COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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 & 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, Inc. COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD PAGE 3 Geologic 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, Inc. COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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 test'ed. 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 II. 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. FIT.T. EVALUATION 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 DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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 "Recommendations" 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 GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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 4 9. In TP-25 through TP-27 on Lot 40, rock fill materials were encountered at depths of 7.5 to 8.0 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 II, 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 DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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. Slopes 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 DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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 MARCH 21, 1991 W.O. 1260-SD 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. Drainage 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 GeoSoils, Inc. COLLINS DEVELOPMENT 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, you should have any questions, please call. Very truly yours, GeoSoils, Inc. Stoker Project Engineer Vithya Singnanet, GE 782 Geotechn^eal Engineer Timothy Principal RCS/VS/TEM/mc Enclosures:References Appendix I, Exploratory Logs Appendix II, Laboratory Plate 1, Geotechnical Map If 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", by Moore & Taber, dated February 25, 1987 2. "Supplemental 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. l 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, California", dated August 7, 1989, by San Diego Geotechnical Consultants, Inc., Job No. 05- 4879-016-00-00. 6. "Supplemental Geotechnical Investigation Carlsbad Airport Center, Unit 3 Carlsbad, California", dated August 22, 1989, by San Diego Geotechnical Consultants, Inc., Job No. 05- 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, Inc. TEST PIT LOG Test Pit Depth (ft.) Material Description TP-1 0-8 ARTIFICIAL FILL: Yellow brown, moist, dense, silty fine SAND with 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 GeoSoils, Inc. CENTRE DEVELOPMENT MARCH 21, 1991 W.O. 1260-SD TEST PIT LOG Test Pit Depth (ft.) Material Description TP-3 SEE GRAPHIC LOG TP-3 TP-4 SEE GRAPHIC LOG TP-4 TP-5 0-3 BEDROCK - SANTIAGO FORMATION: Gray with red brown, lamination, moist, dense, weakly laminated SANDSTONE. @1' 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 FORMATION: Black, moist, dense, well rounded and cemented, fissile in parts, thinly laminated SILTSTONE. Bedding attitude N60°W, 10'SW. Upper 1 foot is mottled olive yellow along bedding planes. Appears to grade horizontally to a pale red dense SILTSTONE. Total Depth= 2 feet TP-8 SEE GRAPHIC LOG TP-8 -2- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth fft.)Material Description TP-9 0-8 ARTIFICIAL FILL: Light yellow brown, dry, dense, silty SAND. @.5 feet becomes yellow brown and moist. @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 FORMATION; 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 2.5-3 ARTIFICIAL FILL: Grayish yellow brown, dry, dense, silty fine SAND with some clay. BEDROCK SANTIAGO FORMATION: Olive brown, moist, dense, massive weakly fissile sandy SILTSTONE with fossil shells and wood stems. Total Depth= 3 feet -3- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description TP-12 0-2 BEDROCK - SANTIAGO FORMATION: Olive brown, moist, dense, weakly laminated and fissile fossilli ferrous SANDSTONE. @1.5' Becomes very cemented and inundated. Total Depth= 2 feet TP-13 0-2.5 2.5-4 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 N20E, 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. @.5' Gray brown and yellowish gray becomes moist dense, well cemented weakly laminated SANDSTONE. Total Depth= 2.5 feet -4- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description TP-15 0-4.5 4.5-7 ARTIFICIAL FILL; Gray brown and pale yellow dry dense SAND. @.5' Becomes moist. BEDROCK - SANTIAGO FORMATION: Dark gray to dark bluish gray slightly moist, dense, massive to weakly laminated locally very hard micaceous silty SAND. Contains common discontinuous fossil ferrous zones and scattered shell float. Total Depth= 7 feet TP-16 SEE GRAPHIC LOG TP-16 TP-17 0-10 ARTIFICIAL FILL: Gray brown, dry, dense, silty SAND. @.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. @1' Becomes moist. Total Depth= 9 feet —5— GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description TP-20 0-9 ARTIFICIAL FILL: Gray brown, dry, medium dense, silty SAND. @1.5' Becomes brown to yellow brown, moist, dense, silty SAND. Total Depth= 9 feet TP-21 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 10-11 ARTIFICIAL FILL; Yellow to gray brown, dry, medium dense, silty SAND with CLAY. @1' Becomes moist. @4' Becomes brown, moist, dense, clayey SAND and gray brown to brown silty SAND with occasional small cobbles. @8' Becomes medium brown, slightly moist. BEDROCK - SANTIAGO FORMATION: Mottled dark gray, slightly moist, dense, silty fine SANDSTONE. Total Depth= 11 feet -6- GeoSoils, Inc. CENTRE DEVELOPMENT MARCH 21, 1991 W.O. 1260-SD TEST PIT LOG Test Pit Depth (ft.) Material Description 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: N20E/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. @2' Becomes brown, moist, dense, clayey SAND. @4' Becomes dark gray, moist, dense micaceous sandy SILT to silty fine SAND. 66' Becomes yellow brown, moist, dense silty fine SAND. @7.5' Becomes blue gray VOLCANIC rock fragments in a red brown moist, clayey SAND matrix (rock fill). Practical refusal at 8 feet. -7- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit:Depth rft.)Material Description TP-26 0-8 ARTIFICIAL T?TT.T.; Gray brown, dry, medium dense, silty SAND with clay. @1' Becomes moist. @2' Becomes brown, moist, dense, clayey SAND. @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 fragments in a red brown moist, clayey SAND matrix (rock fill). 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- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description TP-28 0-3 3+ ARTIFICIAL FILL; Brown, dry, dense, silty fine SAND to clayey SAND. @.5' Becomes moist. BEDROCK - SANTIAGO PEAK VOLCANICS; Blue gray and red brown, dense fractured and weathered volcanic rock. Practical refusal at 3 feet. TP-29 0-4 4-5 ARTIFICIAL FILL: Gray brown, dry, dense, to medium dense, fine sandy SILT to silty fine SAND. @.5' Becomes yellow brown and moist. 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-30 0-4 4+ ARTIFICIAL FILL: Brown, dry, dense, silty to clayey SAND. @.5' Becomes moist. BEDROCK - SANTIAGO PEAK VOLCANICS; Blue gray and red brown, dense fractured volcanic rock and moist CLAY matrix along fracture. Total Depth= 4 feet -9- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description TP-31 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-32 0-10 ARTIFICIAL FILL; Yellow brown, dry, medium dense silty fine SAND. @1.5' Becomes interlayered brown, moist, dense silty to clayey fine 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 DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description TP-33 0-10 ARTIFICTAT. FTT.T.; Yellow brown, moist, dense, silty fine SAND, moist, dense, dark gray, clayey SAND and brown sandy CLAY. Total Depth= 10 feet TP-34 0-10 10-10.5 ARTIFICTAT. FTT.T.; Yellow brown, moist, dense, silty fine SAND, moist, dense, dark gray, clayey SAND and brown sandy CLAY. BEDROCK - SANTIAGO FORMATION: Pale yellow and orange brown, dry, dense, massive silty SANDSTONE. Total Depth= 10.5 feet TP-35 SEE GRAPHIC LOG TP-35 TP-36 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 TP-38 SEE GRAPHIC LOG TP-36 SEE GRAPHIC LOG TP-38 -11- GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.)Material Description 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 TP-40 SEE GRAPHIC LOG TP-40 TP-41 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 TP-43 SEE GRAPHIC LOG TP-42 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, Inc. CENTRE DEVELOPMENT MARCH 21, 1991 W.O. 1260-SD TEST PIT LOG Test Pit Depth (ft.) Material Description TP-45 SEE GRAPHIC LOG TP-45 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. @.5' Grades to less weathered dark gray to black slightly moist, dense, thinly laminated SILTSTONE. N70E/5-SE; N80W/VSW. Total Depth= 8 feet TP-49 SEE GRAPHIC LOG TP-49 TP-50 SEE GRAPHIC LOG TP-50 TP-51 SEE GRAPHIC LOG TP-51 TP-52 SEE GRAPHIC LOG TP-52 -13- , Inc. i i i i i -i i ' I i i "i i i GEOSOILS INC. TEST PIT LOG TP-3 CLIENT Centre Development Carlsbad Airport Center Unit 2, Lot 28 i I i i I ELEVATION ?4T LOGGED BY RGC t i ii | i i i i WORK ORDER_L2£QiSD PATE 12-11-90 •nO DEPTH OB CO MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Red brown, moist, dense clayey SAND and yellow brown moist, dense, silty SAND. TOPSOIL: Red brown loose dry clayey SAND with few roots. BEDROCK - SANTIAGO FORMATION: Olive gray to gray, moist, dense indurated and thinly laminated fine sandy SILTSTONE to siltv fine SANDSTONE. N20W, 10SW N78E, 15SE N60E, 13SE Topsoil pinches out lateralli laterally east and west from the test pit. SCALE H- 1/4" = !' FT v- 1/4"=!' FT. PIT ORIENT._N2DJi NATURAL SLOPE: ANGLE J^ T.D. HTTP; R Fi rTI r : r [ • • T.tXlTITJl-! :i !irl[-:il!tl{tnMn -i:-:rj! PLATR i :i i r ir § i "ii' i • i i i § GEOSOILS INC. CLIENT Centre Development TEST PIT LOG TP-4 l i I I I i I t I i I i I i I I, Carlsbad Airport Center Unit 2, Lot 30 ELEVATION . 277' LOGGED BV RGC WORK ORDER_l£fiO_L DATE 12-11-90 -n O DEPTH o>o* MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Yellow brown, slightly moist to dry, dense, silty SAND. Becomes moist. BEDROCK - SANTIAGO FORMATION: Olive gray and red brown, moist, dense, thinly laminated and cemented, silty, fine SANDSTONE. N60E, 8SE SCALE H- 1/4"=1' PT T.D. 4' r -f-mn i PLATE e~i '• i "i ~V § 'T't GEOSOILS INC. I 'i- ' I' i "T'l- HT I "I "I CLIENT Center Development i TJ § §• i i 11,11.11 I i i ELEVATION 273' TEST PIT LOG TP-G Carlsbad Airport Center Unit 2, Lot 31 LOGGED BY RGC WORK ORDER 1260-SD HATE 12-H-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Gray brown, very moist to wet, medium dense, silty SAND with CLAY. Base of fill consists of a discontinuous laver I/?' fest thick nf brown clayey SAND. BEDROCK - SANTIAGO FORMATION: Reddish orange, moist, dense, massive cemented SANDSTONE grades to pale yellow ray weakly bedded to SANDSTONE with discontinuous reddish lamellae. SCALE Hr 1/4"=1 FT y.. 1/4"=1 FT. PIT ORIENT. N5E i r i i i .NATURAL SLOPE: ANGLE _<!*_ T'i" ri'T'r-J i t -I i - I '-r i-l '• i i M '-; !"l • ' ! • : . • =•' • ' i ! ; ; ' ••! ; i ! : :.. i i i I I I I I GEOSOILS INC. -.-« ^ —11-11 it r i i Centre Deve1opment I J I ! ' I 1 f 1 II I t t i t I i t I, TEST PIT LOG TP-8 CLIENT Carlsbad Airport Center Unit 2, Lot 32 ELEVATION -15il__ WORK ORDER 1260-Sp LOQQED BYJGC _ DATE 12-11-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Gray brown, dry, dense, silty SAND with some CLAY. BEDROCK - SANTIAGO FORMATION: Olive and red brown, moist, dense thinly laminanted silty CLAYSTONE. with discontinuous thin intergrowths of- gypsum along bedding planes. N20E, 9SE SCALE H- 1/4"=1 FT RTF T-F " r}T p !.::;: r f-i-r_f j- HM TT-i I r-r-r pfffflOTHiinniiiifiniriJfi i i I ' .1 I • _ I ' . I 1_ '.I . . .... .1. . 1 ..; I . i . ! ... I i:j_;4iri-; r_i fft-P-'-''-'-rH-j-:' -}"!-'- -~ : - - ' ! 1 fir:.:--M| M• i i • i * i i . •r i-' rrtrirui'i -[: |1 i-i-;;:« ;i .1 rl-!-t:; :•;-• "! !: -"i 11! :' -rrt" ™ [TT i - • . . •:-(-:-:-H' r • l' '-'' — "i , ;..,. . • t • r • j j ' -| 1 j ! • I -r r I I i ' i ' ' • innM::;rrr !.•::;.!:: p- n :-"! :- 'f'"•\'\ ' < ' : ' • : : i ! r PIT ORIENT. N70E PLATE [ :§ 1^11 T~i GEOSOILS INC. TEST PIT LOG TP-16 F"i • I "i ri i i i 1 CLIENT Centre Development i i i i ii it I Carlsbad Airport Center Unit 2, Lot 36 ELEVATION. LOGGED BY 309' I i ii li WORK nnnpR 126Q-SD DATE 12-11-90 DEPTH o»o» MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Light gray brown, dry, dense, silty SAND. BEDROCK - SANTIAGO FORMATION: Pale yellow gray, dry, dense, massive to N60E, 10SE N70°E, 90' weakly bedded well Indurated SANDSTONE. Red mottled along weakly defined bedding planes. SCALE Hr l/4"-l FT 1-T ANGLE _1!L T.D. 3.5- i ' i , i ! ;- Hrifl-niLiT.:: PLATE ii i i i i i i f i l § l t l § GEOSOILS INC. CLIPMT Centre Development § t g i i i f i l i I TEST PIT LOG TP-18 Carlsbad Airport Center Unit 2, Lot 48 ELEVATION 272' LOGGED BY RGC li i i i i WORK nRDER 126Q-SD nATE 12-12-90 I * DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Brown, wet, loose, silty, fine SAND with some CLAY. 91' Becomes moist and dense yellow brown, silty, fine SAND. TOPSOIL: Brown, dry, porous clayey SAND, blocky with many open fractures. Topsoil wedge pinches out ± 20 feet east of test pit. BEDROCK - SANTIAGO FORMATION: Light gray brown with red brown mottling along bedding plane, moist, dense, cemented SANDSTONE, wavy laminations oriented N60E. 9°SE. SCALE 1/4"°1 PT IT rrr r ~f"i~r ' 'rr"i"n~-N t r h ' il_, -.--»- I. I- -f • -) -(• -KT-;-H-Hl--j I. ,..(_ rT-t- -T y;- 1/4"=1 FT, PIT ORIENT..!i;!-]rm-"fnr N-S NATURAL SLOPE: ANGLE <1%T.D.. •rr nrfinrrr ; ri..! t.i ii;; • i ="~; \: l PLATE -i i ii GEOSOILS INC. i it i -i i i i i CLIENT Centre Development 'i i I i. i i I i I i I I 1 i I i i » i Carlsbad Airport Center Unit 2, Lot 35 TEST PIT LOG TP-22~ ELEVATION-2§<L! LOGGED BY RG WORK QRnER 1260-SD DATE 12-12-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Gray brown, dry, medium dense, silty SAND with CLAY. 01' Becomes moist. BEDROCK - SANTIAGO FORMATION: Olive brown, moist, dense, weakly E-W,10-14°S laminanted fine to medium grained SANDSTONE. Red mottling along wavv laminations. SCALE f 1/4"=1 CT - 1/4""1 FT.PIT ORIENT. N40E - -> n • : - ' n''i "'"' r"" PLATE §:T i"T t' T 1 GEOSOILS INC. 1 I-** I i"r i "t i CLIENT Centre Development ! i " i t * i 1 i i it TEST PIT LOG TP-35~ Carlsbad Airport Center Unit 2, Lot 42 ELEVATION. LOQQEO BY 228' RGC WORK ORRER 1260-SD DATE 12-13-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDINQ JOINTS FAULT/ SHEAR COMMENTS FILL: Yellow brown, dry, dense, silty, fine SAND and dark gray, clayey SAND in thin layers. 01' Becomes moist. 0?' Rrown. moist, dense, stiff, sanriv PI AY and rlavpv SAND with thin layers of dark gray clayey, SAND and orange brown SAND, organic debris and scattered sticks and twigs. One pocket of BEDROCK - SANTIAGO FORMATION: Olive brown, dry, dense. SILTSTONE.An additional trench was excavated perpendicular to trench described to evaluate extent of organic deposits. These deposits where not found to be continuous. SCALE Hr 1/4"=1 FT.V- 1/4"=1 FT PIT ORIENT. ~n I"Ijb^ajtlo'ri! of • i ! pe.rpendicul'ar , PLATE -—. »^_ ~4 fm * « f .1 -|i i -1 ii i nr GEOSOILS INC. i i 'i i 'i »• li i i, i »•• i » "i i CLIENT Dpyplompnt TEST PIT LOG TP-3?: Carlsbad Airport Center Unit 2, Lot 42 ELEVATION —2211— WORK nnnPR 1260-SD LQQQED BY RGC DATE 12-14-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Brown, dry, dense, silty to clayey fine SAND. @l/2' beocmes moist. BEDROCK - SANTIAGO FORMATION: Pale yellow brown and orange brown, moist, dense, massive to weakly laminanted SANDSTONE. N50E, 10°SE SCALE H- 1/4"=1 FT v-.FT. PIT ORIENT. N60E 3.5' HriT-",-•—r--«—•—r-• H-i Mill' - +r. i •Tt-|T'•f— t" "T*"l "'"".CLU..L. -I-:t n n P ;" • . "rn- I • ; . . i i , i & -T *- I i r -|-iT1— " mi-• un W-: rur | :.( .4 .... : . . • i I I " ' '' i i • 'I ._j j_.j ;.;,..: | .: j ["i p : i ! ! • ; • | ..... |-H ! ; :•! : ; !.,-!;- -• c • ••i ' • ' ' i i 1• -T II'1- • •:•. L ! i -!..-, •; [ . 1; : : j.. i : , . . . :• 1 1 i ' i •:•!•-i i i :- i ' • , ••-hi:. • : , •i . . i -.. i . . ' •iilJuL.;.! ;•! • ', i-.r - -, j- !••' • i - . ..^ , j 1' i • - i » • • • i ' ! ; ! j ! i •;-»;; ::r!!-i.l - ; * f r* ! ' ; !" • \ ' 1 ' 1• i 1 ! • ' ' i ; !}. '.!;.. - • J i ! i : • ' ! ; ' 1 t i • '' 1 ' ' ''! ! : ; ' i ; i i ' ; - • J i|l.i , Ii , 1. ! ' ! ' I I I ; I : ' • ' • ' i ' 1 i i i ' I ' • I i ; 1 i ! il; h:i'i;! :': . '• i \\i\i\ i h i i i i! i i i i 111 i! PLATE i § i § i i i i GEOSOILS INC. * i § ' i § ' i It f I II,II I i, CLIENT Centre Development TEST PIT LOG TP-38 Carlsbad Airport Center Unit 2, Lot 42 ELEVATION _2351__ WORK ORDER 126Q-SD LOGGED BY RGC DATE 12-14-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDINQ JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Yellow brown, dry, dense, silty fine SAND. @l/2' Becomes moist. BEDROCK - SANTIAGO FORMATION: Medium gray, moist, dense, massive silty. SANDSTONE. SCALP H. 1/4"=1 FT M- l/4"-l pT, PIT ORIENT. N70E TTTrfF NATURAL SLOPE: ANGLE T.D. 2.5' PLATE i ii it i ' I i i i i i § i i i, i i i GEOSOILS INC. TEST PIT LOG TP-40 CLIENT Centre Development Carlsbad Airport Center Unit 2, Lot 46 ELEVATION 303' LOQQEO BY RGC WORK ORDER 1260-SD nATE 12-14-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDINQ JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Yellow brown, moist, dense CLAY to silty, fine SAND. BEDROCK - SANTIAGO FORMATION: 01 ive gray, moist, denseTlamlnanted sandy SILTSTONE. Red brown staining along some bedding planes. N20E, 10SE N60W, 4SW N40E, 10SE SCALE H- l/4"-l FT v- 1/4"=1 FT PIT ORIENT.2.5' vr:-.-; rt'T ri T n r . ' • . , ; i i i f r J- H h :J- -1"----! ' * r- I • i ' •• r • ! [ : f -M-rh-T ••+;"!" "•• IT i i" !-? • r n ' •-• r •'"-t-|-H i--*- r4- -f -r-vi-'-'-t' r *": "r"~ T1'i • - ' -TT'^ rff' ! FT ! - ' r--r- -- r j-..L.i ti_, I. \-L..., - l.-i - .... ,.; . i ;- 4...._- ..|"!-'-ri~t"r 1--H--H ! ;-t-- ^ •'-•-:-!• |-j- ?•-!--?• r !._...! , I | i ; j _; .; ___•. i ; _ ' . ._ ; -i-iH-hfih-n~rr' i ' ' ' ' f ; i i- -r r r r! r! r- --"r* -• ~ :\ rn/ !.;.-H-rH Lt ri -i -u-i-K -i ri.I ri.r.i:!!..!. .LI.I-i! ili.il. L PLATE II fill GEOSOILS INC. l i i i i '•• I' l ' I l ' i J " I i ' I CLIENT Centre Development II • * § *' ' * TEST PIT LOG TP-42" Carlsbad Airport Center Unit 2, Lot 45 ELEVATION-221! LOGGED BY RGC WORK ORDER 1260-SD r»ATE 12-14-90 Tl O DEPTH 0 OB MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Yellow brown, moist, dense, clayey to silty, fine SAND. BEDROCK - SANTIAGO FORMATION: Pale yellow brown to orange brown, dry, dense, massive, SANDSTONE. SCALE H:_J/5±L FT. V:-_I/£±L FT. PIT ORIENT._N^ ' : '.i.i1 ; • • i 'i : • i ••;.!.: "i :.i.;;! i; M! i.i i •; u L; i: •:.;: i • :•PLATE rr~t M~i CT"I nr GEOSOILS INC. "T~f n"i rr i n i CLIENT Centre Development ! 'f ! 'I I 11 fill If I i II 293' 1 i TEST PIT LOG ,TP-43," Carlsbad Airport Center Unit 2. Lot 45 ELEVATION LOGGED BY RGC WORK ORDER 1260-SD DATE 12-14-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Brown, silty to clayey fine SAND. BEDROCK - SANTIAGO FORMATION: Pale yellow, dry, dense, massive to Cut/fill contact is back cut for slope buttress fill. weakly bedded SANDSTONE. SCALE Hr 1/4" = 1 FT T Til V-FT.PIT ORIENT._JbS_.NATURAL SLOPE: ANGLE _UJL T.D. 3' TF R'JT"}H I' 1 j 1!' j [![I I'M • M H i <! I!' M , (.4 L. j.j •.;. lIMi!';J H ! ' I '* I i -| i i-i ! , . i -"K4-I--I rri i i -I I-1 ! • • • :•! -'! I- f--r- p •••' -|, .... i. '. ( 1... ,_, ; ' • . ! '• ' ' r i I i i ' | i ; M i I ' j • ' '! : ! ; - !1 iti'1: I! hi! n ri i f i rr ! I i M >\'' PLATE I 1 I 1 I I I i I I I i I i I ! f GEOSOILS INC. CLIENT Centre Development TEST PIT LOG TP-45 I i I * i I I i I I. t I I i Carlsbad Airport Center Unit 2, Lot 44 ELEVATION. LOGGED BY 276' WORK nRftER 1260-SD RGC DATE 12-14-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Brown to yellow brown, moist, dense, silty to clayey SAND. BEDROCK - SANTAI60 FORMATION: Gray and orange brown, moist, dense. weakly bedded SILTSTONE. N70E, 10SE E-W, 16S Cut/fill contact is a back cut for buttress fill slope. SCALE .FT. PIT ORIENT. N10W NATURAL SLOPE: ANQLE <l% , •ures* Backdut , i PLATE i rr i nr i MT \ :i i i i M~ i m GEOSOILS INC. CLIENT Centre Development i i i i i i i * TEST PIT LOG TP-47" Carlsbad Airport Center Unit 2, Lot 43 ELEVATION 252' LOQQEO BY RGC WORK nnnFR 1260-SD DATE 12-14-90 DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDINQ JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Yellow brown, moist, dense, clayey SAND. BEDROCK - SANTIAGO FORMATION: Medium gray, slightly moist, dense fissile, laminated SILTSTONE. N20E, 5°SE N30W, 3°SW SCALE <T.D. 3.5' r,., . .... ..... (. , . -, ; . . i!!"!" i i • .-; - j- [ \ , • I •• ; | i n ]-:' r :.\, ..:--.,.. {\ , , M , i f;! i if r >•;.-:.•; V;>S^^:T|(. r;.i.;.iM;i . . L| .;- i . ;-, TV 7^- ~ H 1, . i r-T&Arnrl, PLATE i 1 i i i i I i l i till It II i GEOSOILS INC. TEST PIT LOG TP-49 CLIENT Centre Development Carlsbad Airport Center Unit 2, Lot 49 ELEVATION 257' LOGGED BY RGC WORK nanER 1260-SD DATE 12'14-90 11 O DEPTH OB 09 MATERIALS DESCRIPTION ATTITUDES BEDOINQ JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Brown, wet to very moist, medium dense to dense Moose on slope face). BEDROCK - SANTIAGO FORMATION: Dark gray to black, very moist, dense. <Hnht.1v thinly sandy STI TSTflNF. Excavation is at the toe of an ascending buttress fill slope. In vicinity of TP-49, pad grade is heaving and cracking adjacent to areas of standing water. SCALE Hr 1/4" = 1 FT PIT ORIENT. -Lto slope * 1 i . ' ' M * >rn : ^' H i r !•]•: -u 11l- ---!--"• t rt h i rfili f-;- lit I ' •H >- • rrrrrn-(••"•j-r-r-rt-r-i-t-•- i *•-1 -+—I I—r T—-r PI ATP GEOSOILS INC. TEST PIT LOG TP-50 § ri § ^ri T i n CLIENT Centre Development I § i i i i I i i i I i i I 1 till) Carlsbad Airport Centre Unit 2, Lot 47 ELEVATION 284> LOQQED BY RGC WORK ORDER 1260-SD DATE 12-14-90 DEPTH CDo» MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Light gray brown to olive brown, dry, medium dense, slltv SAND with some CLAY. Cut/fill transition. <?1' Becomes moist and dense. BEDROCK: Pale yellow, dry, dense. SANDSTONE. SCALE Hr l/4"-l FT M,. l/4"-l FT PIT ORIENT._N1°W NATURAL SLOPE: ANQLE T.D. : I V ; < • ! ' 1 i I ; i ! • I ! i . ; • : i i ! ; ! ! I ! • i i i •; IT • ; i ' • 'i -' i-+- f •• ' -f I -rj p-j- !-' i-- •• ' - -rj p-- -• !•••• I- - ,..,.,.. ,..j r|. ...j. ,. ,- -: -4 I- ... r;T! • i -• j : i r- i ! • . • .] j '.!Z.!..'.. 1 '.....:.p 'I •-! i : ' i"].'' r i "I i' • ' ' ' ' i., j... -... r .- r ,4-r-p '-; • ,-• :-i ;; u .1 i.i i i LtjiitiT.11.! i: : ' i.:PLATE i i i i i i i i GEOSOILS INC. I i I I I I I I i i i i I i i I I I I I • » « « « ' § § CLIENT Centre Development ELEVATION 312'WORK ORDER 1260-SD Carlsbad Airport Center Unit 2, Lot 36 LOGGED BY RGC DATE 12-14-90TEST PIT LOG TP-51 LOGGED BY DA DEPTH MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Olive brown to light yellow brown, dry, sandy SILT. BEDROCK - SANTIAGO FORMATION: Light yellow brown, dry, dense, firm Cut/fill transition. SANDSTONE. SCALE Hr 1/4"=1 PT FTHT FT. PIT ORIENT. _N30W_.NATURAL SLOPE: ANGLE _<1*__ T.D. 11 mT!TTTTirTF|:[Tnr|TM'!'l- j i ; i i i f ; i - i ! I I | i i I | . : j .....,. .,..,.. .., ,...,. i - ...... • -r ^! H M h i "I- ...., ; i .. , .-, ...-i . . _-| i. .T|f f-T p.j£E!".h-Zij'±:'r !4il.f! .Lr.,.:.:".:.'. r,.,.i XIHj .H ! I ; ! i ! i ! s : ; : -fTT'l-I h i ! HITHim lilTf!TfTliTnTi: |.,1^ M.j ,. , '.l.tj :-,TI|.j..j ; :.| ! •; i T I -\-\-\ ••'•:• i i -vf l" ' i : I i ! 11; [.lUlTiJ-L.lLit.! 1_L±! I —' I • ••" !•<«•» •••« t•—••-«•I § ' I i ' I I GEOSOILS INC. TEST PIT LOG I I I 1 I ! I 1 f CLIENT Centre Development i 'I i 'I !i 'i i f i it li Carlsbad Airport Center Unit 2, Lot 47 TP-52 ELEVATION _££!!_ LOGGED BY RGC WORK nBPER 126Q-SD DATE 12-14-90 11o DEPTH OBo MATERIALS DESCRIPTION ATTITUDES BEDDING JOINTS FAULT/ SHEAR COMMENTS ARTIFICIAL FILL: Yellow brown, dry, dense, sllty to clayey SAND. @l/2' Becomes moist. BEDROCK - SANTIAGO FORMATION: Pale yellow and olive gray, dry to slightly moist, dense, massive to weakly bedded cemented siltv SANDSTONE N70E, 10SE E-W, 6S N50W, 5SW SCALE H- l/4"sl PT ORIENT. N30W SLOPE: ANGLE <1%T.D. 21 OP ! H |.|-[-.jl!.rs-n-r[M-:fl-pm-.j.. • : T | • i •-'- 4 I - .. H-:— —r-r-- PLATE .? :•'••<£ ;-5^*. "S^PGeoSoils, Inc. •&'-' -. -i--'- :<* J*£ >:-:-?*"•••••H"-'" V;-;SK«-" SiT.^a9 BORING LOG W.O. 1250-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-la Sheet 1 of 4 -P 4-1 jz -Pa0)Q 5_ i n T cJLD - o n- 25- 30- Sample xM 3 CQ Z I'd(00) HJ3 X3MC3 D-P X X] x X X X 14-J m 05 Ot— in 12. 30. 35 16/18 15/31 15/30 5/38 11/21 usesSymbolSM SC SC s/sc s/sc s/sc 4Js -p •rH --.c ^D Ua>i^-j-i Q 110.6 110.6 107.7 109.5 112.3 106.9 Moisture(%)14.0 13.1 14.9 14.2 14.0 18.6 Date Excavated 12-17-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 Ib hammer and 30' drop Description of Material ARTIFICIAL FILL: Yellow brown, moist, dense, silty to clayey SAND. @7 ' Brown, moist, dense, sandy CLAY. 610' Dark gray, moist, dense, clayey SAND, (weak organic odor) and yellow brown, dense, moist, silty SAND. @12' Brown moist, dense, sandy 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. Plate •«t f— ... m jig^ W GeoSoils, Inc. <•'• ' :^' %,r *(5 Project: CARLSBAD AIRPORT CENTER • -P U-I J3-P CL0)a T ^10- - T c - o n o c - 30- S ample ^ Hdm X X i-dCQO) riQ O5-) C3D-P X X X X X X X X 4J L^ tr> CO of-l CO' ii 30 35 16/18 15/31 15/30 15/38 11/21 17/32 6/46 usesSymbolSC/SM SC SC s/sc s/sc SC SC sc/s 4Js -p•H — , C 4-) D Oa>1—i-la 110.6 110.6 107.7 109.5 112.3 106.9 110.0 109.3 Moisture(%)14.0 13.1 14.9 14.2 14.0 18.6 15.3 12.1 BORING LOG W.O. 1260-SD UNIT II Boring B-lb Sheet 2 of 4 Date Excavated 12-17-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 1b hammer and 30' drop Description of Material ARTIFICIAL FILL: Yellow brown, moist, dense, silty to clayey SAND. @7' Brown, moist, dense, sandy CLAY. @10' 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. 925' Olive, moist, dense CLAY and brown, moist, dense sandy CLAY. 327' Dark gray and mottled yellow brown, clayey SAND, moist, dense, rfith very few roots, organic odor. 328' Pale yellow, moist, dense SAND. Plate «•..-.' x-. J&**.* *^fGeoSoils, Inc...:'. • *.. •••- * .*-.* -• ..... --• "S.+1&" <->> BORING LOG W.O. 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-lb Sheet 3 of 4 • 4J4-1 x:-Pa<uQ 35 40 45. 50- 55 60 Sample A!rH 3CO <vk% •>5\ 0o I'dwo) HQdnC3 C34-* ^ X s s X X X X 4-t UJ .m CO ot-i« 9/19 12/27 12/21 13/25 19/27 12/24 20/36 21/37 usesSymbolSC SC SC SC SM SM/SC SM/SC SM/SC -P5 4J•H *-. C «HD OQ. ^1MQ 110.4 112.0 110.9 . 112.5 108.6 105.7 115.6 112.4 Moisture(%)11.2 14.6 15.9 15.4 18.1 17.9 11.1 16.3 . Date Excavated 12-17-90/12-26-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 Ib hammer and 30' drop Description of Material Interlayered dark gray, moist, dense, sandy CLAY, yellow brown, moist, dense, clayey, SAND, and brown, moist, dense CLAY. @40' 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 @60' Brown, moist, dense, silty, fine SAND with clay. .$?**'-* '*£&GeoSoils, Inc.BORING LOG W.O. 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-lb Sheet 4 of 4 Jl*-l .C4JaOJa 65 _ 70 - Sample ^,H 3CQ IT3 WO) HQanC334J X X 4-1 H-l ta nSo -H S3 14/23 17/2S usesSymbolSC jjs 4J t J ^^^^ C t-iD Oa>i~Ma ni.i 101.8 Moisture(%)16.6 25.0 Date Excavated 12-25-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 Ib hammer and 30' drop Description of Material @65' Brown, moist, dense, sandy CLAY. @67' Groundwater encountered. @68' BEDROCK - SANTIAGO FORMATION: Olive, moist, dense, weakly laminated silty CLAYSTONE. Total Depth= 71 feet Groundwater at 67 feet Hole Backfilled Plate .&; ->£• j^. wGeoSoils, Inc.-,,,- %dr -«r» BORING LOG W.O. 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-2 Sheet 1 of 1 J M-l .cjja 0)a 5- 10- 15- 20- 25- .30- S ample x r-\3 ffl I'dend)HQOHC3D-P X X X X X X 4J 'H m•. «30«— ipa 10/23 11/24 16/23 7/32 13/25 40/ioc usesSymbolSM S/SC SH/SC M/SC SM/SC — 4Js 4J C >W D Ua>i~Ma 105.1 lii.l 111.2 108.0 105.3 108.9 Moisture(%)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 hammer and 30' drop Description of Material ARTIFICIAL FILL: Pale yellow brown, dry, dense, SAND and yellow brown, dense, silty, fine SAND. @3' Becomes moist. @5' Becomes dark gray brown, moist, dense, sandy CLAY. Interlayered with pale yellow brown, moist, dense SAND and brown, sandy CLAY. @18' Pale yellow moist, dense, SAND and yellow brown, moist, dense, SAND with some CLAY. e?fi- BEDROCK - SANTIAGO FORMATION: Pale yellow and pale olive gray, si ightly moist, dense, thinly laminated, fine grained SANDSTONE. Total Depth= 28 Feet No Groundwater Hole Backfilled Plate ,,-,.•-3. jjSg®^ WGeoSoils, Inc.- &.? *.^ m BORING LOG W.O. 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-3 Sheet 1 of 1 •-Pm .cJJa0)Q 5- 10- 15- 20- 25- 30- S ample x !-) DCQ I'd 030)HQ 0^ CP D-P X ^ SPT X X £ ^j U-l u-i -^. 0] SOt— ( (0 15/27 12/20 '/% 16/21 10/16 35/50 usesSymbolSM/SC SM/SC SM/SC SM/SC SC 4Js 4J C IWD 0a ^1 """^M Q 109.9 '107.2 109.3 109.8 110.6 Moisture(%)14.9 14.7 16.1 14.1 14.9 Date Excavated i?_^_qp Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 lb hammer and 30' drop Description of Material ARTIFICIAL FILL: Yellow brown, dry, dense, silty, fine SAND. @2' Becomes moist. Interlayered, yellow brown and brown, moist, dense, silty, fine SAND with clay and yellow brown, clayey SAND and sandy CLAY. 015' Frequent interlayers of red brown, moist, dense, sandy, CLAY, organic ordor. 0??' BEDROCK - SANTIAGO FORMATION: Pale olive gray, slightly moist, dense, fine grained, SANDSTONE. Total Depth= 23.5 Feet No Groundwater Hole Backfilled Plate ,.v:;^r, ^*| t^ GeoSoils. Inc. •- _.;-• ^vfr ,^pv BORING LOG W.O. 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-4 Sheet i of 1 • 4J IW J2 -Ua 0)a 5- 10- 15- 20- 25- Sample xi — i3« IT3 CflO) Hfl CJM C3 D4J X x x X X X 4_i '•M m CO OfH £Q 15/22 9/17 13/24 11/22 4/18 YlOC usesSymbolSM/SC 5M/SC SM/SC SM/C C/SC -Us -P •H -^ C 4-1 D OaK>I " — *>-ia 111.7 111.4 .113.6 102.5 107.9 107.1 ~Moisture(%)13.6 16.2 11.1 23.8 19.6 -19.4 ~ Date Excavated 12-18-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 1b hammer and 30' drop Description of Material ARTIFICIAL FILL: Light yellow brown, moist, dense, silty. fine SAND and brown, moist, dense, clayey SAND. @5' Interlayered dark gray, moist, dense, micaceous, silty, fine SAND and brown to yellow brown, clayey SAND and pale yellow, moist, dense, fine SAND. @12' Red brown, moist, dense CLAY and olive gray, moist, dense, silty, fine SAND. @16' Olive brown, moist, dense CLAY and olive brown, clayey SAND. <?18.5' BEDROCK - SANTIAGO FORMATION: Light olive gray, slightly moist, dense, silty, fine grained SANDSTONE. Total Depth= 19 Feet No Groundwater Hole Backfilled Plate A-;?^ ~^*§ *SgGeoSoils, Inc.'••• ••••• •-> -ity -"TJ"•- j^-~ :S.,y&- *»•£> BORING LOG w-°- 1260-SD Project: CARLSBAD AIRPORT CENTER UNIT II Boring B-5 Sheet 1 of 1 4J4-4 A4J &0)Q 10- 15- 20- 25- 30- S ample ^ •H 3CQ IT3 WOJHjaT3S-ICD D-t-> X Blows/ft.15/24 usesSymbolSM/SC -P5 4J •H --^ C 4-4 D 0 Q- >!*- S-lQ 110.1 Moisture(%)15.9 16.0 Date Excavated 12-18-90 Sample Method: HOLLOW STEM AUGER Ring Sampler using 140 1b hammer and 30' drop Description of Material ARTIFICIAL FILL: Wet, loose, sandy CLAY and clayey SAND. @2' Becomes very moist. @3' Becomes brown, moist, dense, sandy CLAY and olive brown, silty to clayey fine SAND. 08.5' BEDROCK - SANTIAGO PEAK VOLCAHICS: Blue gray VOLCANIC rock and red brown, moist, CLAY. Total Depth = 9 feet No Groundwater Hole Backfilled Plate APPENDIX II LABORATORY TESTING rr t«B| r r r • -?1!rf"* *. GeoSoils, Inc. m LABORATORY TESTING General Ml Laboratory tests were performed on selected soil samples to «*' evaluate the physical characteristics of representative on site "~; materials. *» «. Laboratory Standard-Maximuia Dry Density ** To determine the compaction character of representative samples of onsite soils, laboratory testing was performed in accordance m& with ASTM Test Method D-1557-78. The maximum density and optimum moisture content from these tests are summarized below: &>; rf Maximum Density Optimum "- Location Description Density (pcf) Moisture % Soil Type-A Yellowish gray TP-1 @ 30' silty fine Sand 114.0 16.0 Soil Type-B Yellowish gray TP-3 § 3' silty fine Sand 115.5 15.5 t*--»' Soil Type-C Yellowish gray TP-15 € 2' silty fine Sand 117.0 15.5 S*»W Soil Type-D Yellowish brown TP-23 @ 3.5' silty fine Sand 118.0 15.0 i*«* — Soil Type-E Yellowish gray TP-30 © 2' silty fine Sand 113.5 17.0 ^ Soil Type-F Dark gray TP-41 @ 8' sandy Clay 111.0 18.5 <!•» Soil Type-G Dark olive gray "" B-l @ 55.0' sandy Clay 121.5 12.5 Field Moisture and Density For selected "undisturbed" samples of fill materials, the field i ^ moisture content and dry unit weight were determined. The dry GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD MARCH 21, 1991 LABORATORY TESTING PAGE 2 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: •r" Ste*w»* T- r. f<S*"«. r. -*p» DM r, "SS« p „ r —r Location TP-17 a 5 ' TP-19 a 5' TP-21 3 5' TP-23 a 5' B- 1 a 51 B-1 a 10- 8-1 a 14- 8-1 a 161 8-1 a 19' 8-1 3 22' 8-1B a 25' 8-18 a 28' 8-18 a 31 ' 8-18 3 34 ' 8-18 a 37' 8-1 a 40' 8-1 a 45 ' Description Yel low Yellow Yellow ye I low Yel low Yel low Yel low Yellow Yel low gray si gray si gray si brown s gray si gray si gray s i gray si gray si Greenish gray Greenish gray Yellow Yellow Dark ol Dark ol Dark ol Dark ol gray si brown s Field Moisture X Ity fine SAND Ity fine Ity fine SAND SAND i Ity fine SAND Ity fine Ity fine Ity f ine Ity fine Ity fine SAND SAND SAND SAND SAND silty fine SAND clayey SAND Ity fine SAND ilty SAND i ve gray sandy i ve gray sandy i ve gray sandy i ve gray sandy CLAY CLAY CLAY CLAY 13 16 15 13 14 13 14 14 14 18 15 12 11 14 15 15 18 .3 .6 .9 .3 .0 . 1 .9 .2 .0 .6 .3 .1 .2 .6 .9 .4 .1 Field Dry Density (pcf) 111. 104. 108. 112. 110. 110. 107. 109. 112. 106. 110. 109. 110. 112. 110. 112. 109. 4 0 3 3 6 6 7 5 3 9 0 3 4 0 9 5 8 Relative Compaction 95 92 93 95 95 95 92 94 96 91 94 93 94 92 91 93 90 Soil Type C E C D C C C C C C C C D G G G G GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY W.O. 1260-SD LABORATORY TESTING PAGE 3 MARCH 21, 1991 B-1 3 55' Dark olive gray sandy CLAY B-1 a 65' Dark olive gray sandy CLAY B-1B a 50' Dark Olive gray sandy CLAY B-1B 3 60' Olive gray sandy CLAY B-1b a 70' Green gray silty CLAY B-2 35' Yellow gray silty fine SAND B-2 3 10' Dark gray olive sandy CLAY B-2 a 15' Yellow brown silty fine SAND 8-2 a 20' Yellow gray silty fine SAND B-2 a 23' Yellow gray silty fine SAND B-2 a 27' Yellow gray silty fine SAND B-3 a 5' -Yellow gray silty fine SAND B-3 a 10' Yellow gray silty fine SAND B-3 3 16' Yellow gray silty fine SAND B-3 3 19' Yellow gray silty fine SAND B-3 a 23' Yellow gray silty fine SAND B-4 a 3' Yellowish brown silty SAND B-4 3 6' Yellow gray silty SAND 8-4 a 9' Yellow gray silty SAND B-4 a 12' Yellow brown sandy silty CLAY B-4 3 15' Dark gray sandy CLAY B-4 a 18' Yellow brown silty SAND B-4 a 5' Yellow brown silty SAND 11.1 16.6 17.9 16.3 25.0 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 15.9 115.6 111.1 107.0 112.4 101.8 105.1 111.1 111.2 108.0 105.3 108.9 109.9 107.2 109.3 109.8 110.6 111.7 111.4 113.6 102.5 107.9 107.1 110.1 95 91 88 93 brx 91 91 94 92 90 93 94 92 93 94 95 95 95 97 92 97 91 93 G G G G * B G •D C C C C C C C C D C C *< F D D * Denotes that no applicable laboratory standard curves were available for these soil types and therefore no accurate estimation of relative compaction could be provided. r GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD LABORATORY TESTING PAGE 4 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 *, LOCATION AND DEPTH CONTENT % L . ,„ *•> ••» 4 . r.«, r- TP-l TP-1 TP-1 TP-1 TP-3 TP-4 TP-6 TP-9 TP-9 TP-15 @ 2 ' @ 4 ' @ 6 ' @ 8 ' 6 3' e i.5' e 1.5' e 4- @ 8' § 2' 15.9 13.5 11.1 14.0 13.3 13.6 14.3 13.3 16.3 11.3 DRY DENSITY 106.1 107.8 105.6 99.3 104.9 102.2 111.7 110.8 103.7 107.4 RELATIVE SOIL COMPACTION % TYPE 93 92 90 88 91 90 95 94 91 91 A C C E B A D D A D GeoSoils, Inc. COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD LABORATORY TESTING PAGE 5 TP-17 TP-17 @ 4 TP-17 TP-17 TP-18 @ 2 TP-19 @ 2 TP-19 @ 6 TP-19 @ 8 TP-19 @ 9 TP-20 @ 2 TP-20 @ 4' TP-20 e 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 6 2 TP-26 @ 4' TP-26 @ 6 TP-27 6 2 TP-27 @ 4 TP-27 @ 6 TP-29 @ 2 TP-30 @ 2 GeoSoils, Inc. 2' 19.4 1' 19.2 5' 15.1 31 14.6 21 13.6 2' 12.6 51 15.9 3' " 14.3 )' 21.2 >' 12.4 I1 14.0 >' 16.6 >' 18.0 !' ' 16.6 -' 17.6 i1 17.6 11 19.1 1 15.2 ' 14 . 6 1 13.6 1 15.6 1 16,3 1 11.4 1 18.3 1 19.8 1 19.8 ' 23.1 1 14.9 1 16.6 1 15.3 1 17.9 1 11.5 106.5 107.6 107.9 116.2 109.2 106.0 104.1 110.3 106.1 107.9 105.9 100.9 112.8 102.9 105.8 104.3 108.8 107.2 101.5 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 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 89 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 COLLINS DEVELOPMENT COMPANY MARCH 21, 1991 W.O. 1260-SD 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 TP-3 @ 3 ' TP-6 @ 2 ' TP-41 @ 8' TP-46 @ 7' Swell % Expansion Index Potential ( swell/El) 13.1 5.6 17.1 11.2 92 23 119 56 critical/high moderate/ 1 ow critical/high 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 MARCH 21, 1991 W.O. 1260-SD LABORATORY TESTING PAGE 8 m# deformation was approximately 0.025 inches per minute. The Hun samples were sheared and resheared under varying confining loads M 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. i$M 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 Uft . record the amount of consolidation a particular sample undergoes at each load increment. After the samples are fully loaded, i. . similar measurements are taken during the rebound of the sample T. as the load is incrementally reduced. The results of the consolidation tests are presented as Plates C-l through C-15. T< iWHt ti H»M( r, r. GeoSoils, Inc. 3. 2.5 2.0 u. OT *II H CJz HIcct- 1.5to a HII 03 1.0 0.5 phi angle cohesion = 35° 3 ksf 0 0.5 1.0 1.5 2.0 NORMAL PRESSURE-KSF EXPLANATION O RESHEAR - AT SATURATED MOISTURE CONTENT • PEAK - AT SATURATED MOISTURE CONTENT 2.5 3.0 DIRECT SHEAR REMOLDED TO 90%RELATIVE DENSITY; THEN SATURATED PCF % MOISTURE % SATURATED MOISTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT *Y " Tt "rCeoSoi SHEAR TEST DIAGRAM Undisturbed Shear B-l 9 5' DATE W.O. NQ 1260-SD Soil Mechanics • Geology • Foundation Engineering FORM 87/8-2A PLATE SH-1 3.0 2.5 2.0 u.to I-ozUIITf- 1.5m O LU Ito 1.0 0.5 phi cohesi an |le = 21° m = 0.95 ksf 0 0.5 1.0 1.5 2.0 NORMAL PRESSURE-KSF EXPLANATION O RESHEAR - AT SATURATED MOISTURE CONTENT • PEAK - AT SATURATED MOISTURE CONTENT 2.5 3.0 DIRECT SHEAR REMOLDED TO 80%RELATIVE DENSITY; THEN SATURATED PCF % MOISTURE % SATURATED MOISTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT SHEAR TEST DIAGRAM Undisturbed Shear B-2 9 5' DATE 2/91 W.O. NO 126Q-SQ Soil Mechanics • Geology • Foundation Engineering *- FORM 87/8-2A PLATE SH-2 3. T, 2.5 2.0 £ 1.6eo O a: ai 03 1.0 0.5 phi an cohesi le = 9° n = 1.65 ksf 0 0.5 1.0 1.5 2.0 NORMAL PRESSURE-KSF EXPLANATION O RESHEAR - AT SATURATED MOISTURE CONTENT • PEAK - AT SATURATED MOISTURE CONTENT 2.5 3.0 r. ««* r r. DIRECT SHEAR REMOLDED TO 90%RELATIVE DENSITY; THEN SATURATED PCF % MOISTURE % SATURATED MOISTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT ,gR| oloSof *$•£•'Inc. SHEAR TEST DIAGRAM Undisturbed Shear B-4 « 3' DATE 2/91 W.O. MO 1260-SD Soil Mechanics • Geology • Foundation Engineering — FORM 87/8-2A PLATE SH-3 3.0 2.5 2.0 u. CO ozUJrrI- 1.5CO Oz tr CO 1.0 0.5 phi ang cohesion 5 = 24° = 0.8 ksf 0 0.5 1.0 1.5 2.0 NORMAL PRESSURE-KSF EXPLANATION O RESHEAR - AT SATURATED MOISTURE CONTENT • PEAK - AT SATURATED MOISTURE CONTENT 2.5 3.0 DIRECT SHEAR REMOLDED TO 90%RELATIVE DENSITY; THEN SATURATED PCF % MOISTURE % SATURATED MOISTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT ••&£&&,? -GeoSoi Is, Inc. °:- '•••' .•;•• v; • -••.'-.r'J "" SHEAR TEST DIAGRAM Undisturbed Shear TP-17 * 5' DATE 2/91 W.O. NO 1260-SD Soil Mechanics • Geology • Foundation Engineering FORM 87/8-2A PLATE SH-4 2.5 2.0 u_to 1I o UJ OCI- 1.5to Oz cc UJIto 1.0 0.5 00 ' •* 7 / /( phi angle cohesion X' E) = 39° = 0.3 ksf ) / / 7 0.5 1.0 1.5 2.0 2.5 3.C NORMAL PRESSURE-KSF EXPLANATION O RESHEAR - AT SATURATED MOISTURE CONTENT • PEAK - AT SATURATED MOISTURE CONTENT 7. «•» Ti DIRECT SHEAR REMOLDED TO 80%RELATIVE DENSITY; THEN SATURATED PCF % MOISTURE % SATURATED MOISTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED % SATURATED MOISTURE CONTENT SHEAR TEST DIAGRAM Undisturbed Shear TP-23 9 5' DATE"2/91 WO 1260-SD Soil Mechanics • Geology • Foundation Engineering FORM 87/8-2A PLATE SH-5 * * 1 Tlo 03c o••^ 0 GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development BORING SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA.FEET BEFORE AFTER INCHES INCHES B-l 6' i i i i t i CLASSIFICATION I i WORK ORDER NO. 1260-SD 0.01 0.12 3 466760 2/91 STRESS IN KIPS 1.04 66789 10 6 6 100788 m «-rr r I ..I i .4 t I J 1 . I ! , 3 GEOSOILS, INC. I CONSOLIDATION TEST CLIENT Centre Development ! I ! I ! I 1 I BORINQ SAMPLE DEPTH WATER C.ONTENT, % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHESB-l 16' I i I i I I t i I i CLASSIFICATION WORK ORDER HO. 1260-SD 0.01 0.12 3 4 6 e r a a DATE Jl/il STRESS IN KIPS 1.02 3 456789 10 1004 5 fl 7 8 * H •n O 3C aa I I I »•• ill t i I GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development BORING SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-l 22' I 3 111! CLASSIFICATION WORK ORDER NO. 1260-SO 0.01 DATE JZiL 0.1 STRESS IN KIPS 1.04 60789 1 4 I rl r!-I .1 I I t t i i o 3 £ GEOSOILS, INC. CONSOLIDATION TEST Centre Development BORINQ SAMPLE DEPTH WATER CONTENT, % HEIGHT DIA. FEET iEFORE AFTER INCHES INCHES B-.l-b 301 CLASSIFICATION r* o3 £ a Cf r-l i -I 1-4 I - I I [• I It-f 1-1 ! J I I I I f GEOSOILS, INC. CONSOLIDATION TEST Centre Development BORING SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-lb 45' I ! I I I i I i CLASSIFICATION rl -n O3 £ dc* i:l in i t-l i rf GEOSOILS, INC. CONSOLIDATION TEST CUE-NT Centre Development till i i 1 i I i I BORING SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-lb 50' 1 I ! I i CLASSIFICATION WORK ORDER HO- 1260-SO .01 0.12 3 466789 DATEJ/iL STRESS IN RIPS 1.04 S 6 7 8 9 10 6078 Tlo o»a ! r| I r| 1 rl I 4 I fl GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development f 1 ! BORING SAMPLE DEPTH WATER CONTENT, % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-lb 65' ! f ! I i CLASSIFICATION I I WORK ORDER NO. I260-SD 0.01 0.12 3 4sere» DATE 2/91 STRESS IN RIPS 4 S 8 7 8 B "10 100ret •n O c»•-* o> ! .. I I -I I ,-J I .4 I r I J.I GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development .1 I 1 I 1 I BORING SAMPLE DEPTH WATER C.ONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-lb 70' 1 I i I J CLASSIFICATION WORK ORDER MO- 1260-SD .01 0.1 2 3 456789 DATE-lZil STRESS IN RIPS 1.04 50780 nt * Tf* [1 Tl O a c» j ri i rf $ r* * :• | GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development -I -1 I .f ! I BORING SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET iEFORE AFTER INCHES INCHES B-2 5' 1 I I I I CLASSIFICATION i i WORK ORDER HO- 1260-SD 0.01 0.12 3 466769 DATE 2/91 STRESS IN KIPS 4 6 6 7 8 9 10 5 0 1007 8 0 -I -I i 1 rl 1 r _f i i § i i § i Tlo 3r 0 01 GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development BORINQ SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-2 23' i i i 1 i CLASSIFICATION t ! WORK ORDER MO. 1260-SD PATE 2/91 0.01 5 8 T 8 0.1 STRESS IN KIPS 4 58789*10 10078* II -no a at M i rf i i r 1 .1 I i t GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development BORING SAMPLE DEPTH WATER CONTENT, % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-I 5' i i I i f i CLASSIFICATION STRESS IN 56789 a a 1 • I I -I i _-l I . -I I r- I I r GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development t i i BORING SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-3 16' I i I CLASSIFICATION WORK ORDER NO. 1260-SD .01 0.12 3 450780 DATE 2/91 STRESS IN KIPS 1.04 66789 10 6676 100 •! j ;-l J -* I rl I 7! 1 2 GEOSOILS, INC. » CONSOLIDATION TEST CLIENT Centre Development BORING SAMPLE DEPTH WATER CONTENT, % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHESB-4 3' CLASSIFICATION WORK ORDER NO. 1260-SD DATE J/9I 0.01 STRESS IN KIPS 4 5 fl 7 881'° -n O 03r atat 1 • I I -I 1 -I I -4 GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development i , I I . I i 1 t BORING SAMPLE DEPTH WATER C.ONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHESB-4 9' i I i t i CLASSIFICATION WORK ORDER NO. _1260-SD 0.01 0.12 3 458788 DATE 2/91 STRESS IN KIPS 4 68788"10 if i s i ILI i rl i GEOSOILS, INC. CONSOLIDATION TEST CLIENT Centre Development I lit i ! •I I i i i i i i -n o 33 £ 9 9 BORINQ SAMPLE DEPTH WATER CONTENT. % HEIGHT DIA. FEET BEFORE AFTER INCHES INCHES B-4 15' i i I i i i CLASSIFICATION WORK ORDER .01 2 NO. 3 1260-SD DATE_2/91