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CT 01-09; La Costa Town Square; Geotechnical Investigation; 2007-04-23
2 son « TISTING, INC. a O z m m X t> a O PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FAX (619) 280-4717 San Diego Office P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www.scst,com PHONE (750) 775-5983 TOLL FREE (877) 215-4321 FAX (760) 775-8362 November 6, 2007 Mr. John Tworoger Aspen Properties 8799 Balboa Avenue, Suite 270 San Diego, California 92123 Indio Office 83-740 Citrus Avenue Suite G Indio, CA 92201-3438 www.scst.com SCS&T No. 0511038 Report No. 8 Subject: Reference: PROPOSED BIOSWALES LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA "Tentative Map for La Costa Town Square Commerciaf, prepared by O'Dav Consultants, dated November 1, 2007. ^ ^ Dear Mr. Tworoger: As requested by Mr. Robert Ladwig of Ladwig Design Group we have reviewed th« thti'Jf ^^^^PT* P'^" proposed design of\To- wis with n the parking lot area. Based upon this review, our conclusions are as follows: 1.) Based on the proposed locations of the bio-swales and our understanding of Sama Fe Road "^'9'^*^ ^^e borrow pit underling Rancho llltr^n^H^T '^^^^.^T" d^gned to reduce the risk of potential adverse effects on adjacent hardscape features. The proposed bio-swale design includes subdrains and SPSI'^'I' ? '''^ °^ undermining of, and water migra'on beneath, the adjacent hardscape. ^ Should you have any questions regarding this document or if we may be of further sen/ice please contactzouc office at your convenience. ^ ' Respectfully submittec SOUTHERN jp/U.rF9R^ SOIL & TESTING, Michael f^. ^arr,^peG 1938 Associate Engineenng Geologist MPF:kv (1) Addressee (2) Ladwig Design Group l^heel Stop FloLU off Hard Surface Planting Bacikfi Prain Inlet Tube •/e rti 6a I SECTION LCTS ~ "Bio Swale' W.24.01 COMPILATION OF REPORTS LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA PREPARED FOR: MR. WAYNE GEORGE ASPEN PROPERTIES 8799 BALBOA AVENUE, SUITE 270 SAN DIEGO, CALIFORNIA 92123 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Sen/ices Since 1959 TABLE OF CONTENTS Report No. Title 0511038-6 Geotechnical Summary 0511038-5 Shrinkage-Bulkage Estimates Appendix I: 0511038-4 Update Letter 0511038-3 Borrow Pit Stability Fill Recommendations 0511038-1 Updated Preliminary Geotechnical Investigation < SOIL C TESTING, INC. Z ce PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FAX (619) 280-4717 San Diego Office, P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com PHONE (760) 775-5983 TOLL FREE (877) 215-4321 FAX (760) 775-8362 Indio Office 83-740 Citrus Avenue Suite G Indio, CA 92201-3438 www.scst.com SCS&T No. 0511038 Report Np. 6 April 23, 2007 Mr. Wayne George Aspen Properties 8799 Balboa Avenue, Suite 270 San Diego, California 92123 Subject: GEOTECHNICAL SUMMARY LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA Dear Mr. George: In accordance with your request, Southern California Soil and Testing, Inc., has prepared this geotechnical summary for the subject project. This summary is based primarily on a review of the referenced reports and should be considered preliminary. The referenced reports are attached hereto in Appendix I. Additional geotechnical issues related to site development may arise once the recommended supplemental geotechnical investigation is performed. GEOTECHNICAL SUMMARY The following is a general discussion of the main geotechnical issues anticipated for site development. Compressible Soils: The site is underlain by potentially compressible fill, slopewash, residual soils, alluvial deposits and highly weathered formational deposits. These materials are considered unsuitable, in their present condition, for the support of structural fills or settlement-sensitive improvements, and will require removal and replacement as compacted fill. Deep Fill and Cut/Fill Transitions: Proposed grading may result in fills up to about 70 to 80 feet in depth (including compressible soil removal) underlying portions of the site. Experience indicates that even well compacted fill will compress due to stresses within the fill mass, as well as foundation loads. Although this compression settlement per unit fill depth is anticipated to be relatively small (0.3 to 0.4 inches per 10 feet), cumulative compression of fill extending to depths such as those anticipated may result in significant settlements. Aspen Properties April 23, 200/ La Costa Town Square SCS&T No. 0511038-6 Rancho Santa Fe Rd., & La Costa Ave., Carlsbad, CA Page 2 Although total settlements due to compression are important in foundation design, differential settlements are even more significant. It is recommended that this condition be mitigated where appropriate by undercutting formational soils, flattening transition slopes, and increased foundation consideration as described hereinafter. In addition, grading for the subject project will likely result in cut/fill transitions. This configuration may result in differential settlements due to the potential for formational soil and/or rock and fill to compress differently. It is therefore recommended that the cut portion of the lots be undercut and backfilled with compacted fill. This procedure will reduce the potential for differential settlement between portions of the pads underlain by formational soils and/or rock and portions underlain by fill soils, and will facilitate trenching, landscaping and subsurface drainage. Expansive Soils: It is anticipated that large quantities of highly expansive soils will be generated during grading operations. The presence of highly expansive soils at finish grades will result in increased foundation and pavement cost, as well as an increased potential for future maintenance. In addition, highly expansive soils are not suitable for placement as fill in the outer portions of fill slopes. Select grading is recommended to mitigate this condition. It is our understanding that mining is being considered to generate enough select soil suitable for capping of building pads and construction of fill slopes. Metavolcanic Roci<: Approximately the eastern % of the site is underlain by nonrippable metavolcanic rock. This material will require blasting to achieve proposed grades. Cuts in volcanic rock will generate variable rock/soil mixtures depending upon depth below the existing surface, rock hardness, and blasting techniques employed. It is likely that mixing of fines with rock will be required in some cases to achieve soil/rock mixtures suitable for placement as compacted fill. In addition, a large stockpile of shot rock resulting from offsite grading and construction exists at the north-central portion of the site. This material will also require mixing with soil prior to placement as compacted fill. Consideration should be give to rock crushing operation to reduce the amount of rock requiring special handling. An additional consideration is the potential presence of adverse fractures within rock exposed in cut slopes. This condition may require stabilization measures such as buttressing, rock anchors, or surficial stabilization. Slope Stability: It is anticipated that Delmar Formation mudstones and claystones will be present in some of the proposed cut and fill-over-cut slope, as well as in existing natural slopes that will be overlain by sliver fills. These materials generally possess Aspen Properties La Costa Town Square Ranctio Santa Fe Rd., & La Costa Ave., Carlsbad, CA April 23, 2007 SCS&TNo. 0511038-6 Page 3 relatively weak strength parameters with respect to slope stability, and may require buttressing. Additional investigation will be required to evaluate this issue. Borrow Pit: Rocky borrow pit fill will be exposed in a significant length of the proposed cut slope southeast of Rancho Santa Fe Road. It is our opinion that the rocky fill is not a suitable slope-face material due to a relatively high potential for erosion and/or surficial instability. It is therefore recommended that a stability fill be constructed for the affected portion of the proposed cut slope. Should you have any questions regarding this document or if we may be of further sen/ice, please contact our office at your convenience. Respeql SOUT; SOIL & TESTING, INC/, No 1938 DBA:MPF:kv (1) Addressee (1) O'Day Consultants (4) Ladwig Design Group Mic)^^b^^^^^G 1938 Engineering Geologist >4spen Properties April 23, 2007 La Costa Town Square SCS&T No. 0511038-6 Rancho Santa Fe Rd., & La Costa Ave., Carlsbad, CA Page 4 REFERENCES: 1. "Update Letter, La Costa Town Square, Carlsbad Tract No. CT. 01-09, Rancho Santa Fe Road and La Costa Avenue, Carlsbad, California"', prepared by Southern California Soil and Testing, Inc.; dated March 28, 2007 (SCS&T No. 0511038-4). 2. "Borrow Pit Stability Fill Recommendations, Las Costa Town Square, Carlsbad Tract No. CT. 01-09, Rancho Santa Fe Road and La Costa Avenue, Carlsbad, California'"; prepared by Southern California Soil and Testing, Inc.; dated January 20, 2006 (SCS&TNo. 0511038-3). 3. "Updated Preliminary Geotechnical Investigation, La Costa Town Square, Carlsbad Tract No. CT. 01-09, Rancho Santa Fe Road and La Costa Avenue, Carlsbad, California"; prepared by Southern California Soil andTesting, Inc.; dated April 8, 2005 (SCS&T No. 0511038-1). < SOIL ft TESTING, INC. Z a O <t w Z PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FAX (619) 280-4717 San Diego Office P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 , www.scst.com PHONE (760) 775-5983 TOLL FREE (877) 215-4321 FAX ^ (760) 775-8362 Indio Office 83-740 Citrus Avenue Suite G Indio, CA 92201-3438 www.scst.com April 24, 2007 SCS&T No. 0511038 Report No. 5 Mr. Wayne George Aspen Properties 8799 Balboa Avenue, Suite 270 San Diego, California 92123 Subject: SHRINKAGE - BULKAGE ESTIMATES LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA Reference: "Updated Preliminary Geotechnical Investigation, La Costa Town Square, Carlsbad Tract No. CT. 01-09, Rancho Santa Fe Road and La Costa Avenue, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated April 8, 2005 (SCS&T No. 0511038-1). Dear Mr. George: In accordance with a request from Mr. Robert Ladwig, Southern California Soil and Testing, Inc. has prepared this letter to provide shrinkage-bulkage estimates for the soils under the subject site. Soli Type Shrinkage Bulkage Topsoil, slopewash and alluvium 15% to 20% Del Mar Formation 5% to 10% Metavolcanic Rock 10% to 20% Rock Stockpile 15% to 20% These valuQS are based on a review of the referenced report and our experience with similar soil conditions. As such, the values are only estimates and should be used accordingly. Shobid you haye_ariy questions regarding this document or if we may be of further service, please contef^^^^p^E^t your convenience. Very tr4 SOUT! IL & TESTING, INC. (1) Addressee (1) O'Day Consultants (4) Ladwig Design Group APPENDIX I \ COPIES OF REFERENCED REPORTS < SOIL ll TISTINS, INC. i • 0 a 0 :!-— P H O K K (619) 280-1321 i O L L f- R e E (877) 2iS-4321 F A X (619) 280-4717 San Diego Office P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Stieet San Diego, CA 92120 www.iicst.corn PHONE (760) 775-S983 TOLL F K e E (377) 215-4321 FAX (760) 775-8362 Indio Office 83-740 Citrus Avenue Suite G Indio, CA 9220J 3438 www, scst. corn March 28. 2007 SCS&T No. 0511038 Report No. 4 Mr. Wayne George Aspen Properties 8799 Balboa Avenue, Suite 270 San Diego, California 92123 Subject: UPDATE LETTER LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA References- 1. "Borrow Pit Stability Fill Recommendations, Las Costa Town Square, Carlsbad Tract No. CT. 01-09, Rancho Santa Fe Road and La Costa Avenue, Carlsbad, California'"; prepared by Southern California Soil and Testing, Inc.; dated January 20. 2006 (SCS&T Nb. 0511038-3).. 2 "Updated Preliminary Geotechnical Investigation, La Costa Town Square, Carlsbad Tract No. CT. 01-09, Rancho Santa Fe Road and La Costa Avenue, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated April 8, 2005 (SCS&T No. 0511038-1). Dear Mr. George: In accordance with your request. Southern California Soil and Testing, Inc., has prepared this updated letter for the subject project. It is our opinion that the recommendations contained in the referenced reports are still applicable and should be implemented. Should you have any questions regarding this document or if we may be of further sen/ice, please contact our office at your convenience. ^^^^lA SOIL & TESTING, INC. DBA:kv (4) Addressee < SOIL ft TESTING, i o ""1 I' HONE (619) 280-4321 TOLL F f( C E (877) 215-4321 F A X (619) 230-4717 P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 wvvw.scst.com January 20, 2006 Mr. Wayne George Aspen Properties 8799 Balboa Avenue, Suite 270 San Diego, California 92123 SCS&T No. 0511038 Report No. 3 Subject: Reference: PPSSSU' '''^ STABILITY FILL RECOMMENDATIONS LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND U COSTA AVENUE CARLSBAD, CALIFORNIA ^vtNUt •'Preliminary Findings, Agua Dulce Slope Failure and Borrow Pit Evaluation Las Cosja Town Square, Rancho Santa Fe Road and La Costa Avenue Carisbad Dear Mr. George: in accordance with your request, we have prepared this report to present recommendations for the cons ruction of a stability fill at the subject site. The stability fill is recommended for the portion of the proposed cut slope to the southeast of Rancho Santa Fe Road that will expose rocky borrow pit fill material as discussed below. Our scope of work consisted of a review of readily available geotechnical documents and the excavation of 6 exploratory trenches along the alignment of the proposed cut slope to the southeast of Rancho Santa Fe Road The approximate location of the borrow pit. the recommended stability fill limits and our exploratory trenches are depicted on the attached Plate No. 1. y BACKGROUND Mass grading for the new alignment of Rancho Santa Fe Road adjacent to the subject site was completed .n early 2003. A borrow pit was excavated beneath a portion of Rancho Santa Fe Road and a portion of the subject site (see Plate No. 1) without the knowledge or permission of Aspen Properties, the owner of the subject site. The borrow pit was excavated to obtain material suitable for capping and slope construction, as well as to provide a suitable area for the placement of rocky materials (rock fills and rock/soil fills). Aspen Properties 20,2006 La Costa Town Square SCS& T No. 0511038-3 —^ Page 2 The borrow pit extended to a depth of about 65 feet below the surface of the new Rancho Santa Fe Road, with the deepest point at about elevation 285 feet above mean sea level (msl). The borrow pit had a length of about 600 feet, a width of about 250 feet, and extended about 75 feet into the subject site. The southeastern portion of the borrow pit extends into the area where a cut slope is proposed. In early 2005. a large failure occurred in the northwest-facing fill slope directly to the northwest of the borrow pit. Operations to stabilize the failure area and reconstruct the slope are currently under way. Major elements of the slope stabilization and slope reconstruction process include the installation of temporary dewatering and shoring systems, and the construction of a new buttress slope with a permanent subdrain system. As discussed in the referenced preliminary findings report, the slope failure is not expected to have any long-temn. slope stability-related, adverse effects upon the subject site. FINDINGS Six exploratory trenches were excavated with a track-mounted excavator in the area of the proposed cut slope adjacent to the borrow pit. Survey control was provided to define the location and elevation of the top and toe of the proposed slope. The trenches were excavated perpendicular to and just above the proposed surface of the cut slope to avoid unnecessary disturbance of cut slope materials. Graphic logs of the trenches are provided on Plate No. 3. The proposed cut slope will be graded at a 2:1 (horizontahvertical) gradient, with heights ranging from about 10 to 15 feet in the area adjacent to the borrow pit. As depicted in the graphic trench logs, the cut slope at the location of Trench No. 1 is expected to expose Delmar Formation sandstone and claystone. while the cut slope at Trench No. 6 will primarily expose Delmar Formation sandstone and metavolcanic rock of the Santiago Perk Volcanics. At the locations of Trenches No. 2 through 5. rocky borrow pit fill is expected to be exposed throughout most or all of the proposed height of the cut slope (see graphic pit logs, Plate No. 3). At Trenches No. 2 and 3. the steeply dipping contact between the rocky fill and the underlying Delmar Formation (the southeast side slope of the borrow pit) intersected the trench near the toe of the proposed cut slope. In Trench Nos. 4 and 5, the rocky borrow pit fill extended beyond the toe of the proposed cut slope and into the proposed building pad area to the southeast. At these locations, the steeply-dipping borrow pit sidewall was encountered about 20 to 30 feet to the southeast of the toe of the proposed slope. The rocky borrow pit fill obsen/ed in our trenches consisted primarily of brown, moist to very moist, silt/clay/sand matrix material with abundant metavolcanic rock fragments. The rock fragments generally ranged from about 30 to 70 percent of the fill by volume. The majority of the rock fragments were between 1 to 6 inches in diameter, -4spei7 Properties January 20, 2006 La Costa Town Square SCS&TNo. 0511038-3 Page 3 with occasional large fragments ranging up to 18 to 24 inches in largest dimension. The fill generally appeared to be relatively uniform and well compacted, with generally adequate matrix material to fill the spaces between rock fragments. However, some pockets of nested rock, with some voids unfilled by soil matrix material, were obsen/ed in Trench Nos. 3, 4, and 5. In-place density testing of the rocky fill material was not practical due to the high rock content. CONCLUSIONS AND RECOMMENDATIONS Information obtained from our exploratory trenches indicates that rocky borrow pit fill will be exposed in a significant length of the proposed cut slope southeast of Rancho Santa Fe Road. The area anticipated to be affected by this condition is indicated on Plate No. 1. and has an overall length of about 500 feet. It is our opinion that the rocky fill encountered in our trenches is not a suitable slope-face material due to a relatively high potential for erosion and/or surficial instability. It is therefore recommended that a stability fill be constructed for the affected portion of the proposed cut slope. The stability fill should be constructed in accordance with the typical detail presented herein as Plate No. 2. Compacted fill used to construct the stability fill should consist of granular soil with clay binder, and should be approved by SCS&T. It is anticipated that suitable material is available on site, although removal of unsuitable overburden soils and/or select grading may be required to obtain fill soils suitable for the stability fill. In the area of Trenches No. 3 and 4, it is anticipated that the rocky borrow pit fill will extend beyond the toe of the proposed cut slope into the adjacent proposed pad area (see Plate No. 3). Any such rocky fill within 5 feet of pad grade should be removed and replaced with suitable compacted fill. Rocky fill more than 5 feet should be evaluated at the time of grading. Removals deeper than 5 feet may be required depending on the condition of the rocky fill and the type of improvements proposed in the rocky fill areas. The installation of horizontal drains extending from the slope failure reconstmction area northwest of Rancho Santa Fe Road into the borrow pit is currently in progress. It is our understanding that the drains will extend 10 to 20 feet into the rocky borrow pit fill near the bottom of the pit The purpose of the drains is to prevent the build up of groundwater within the highly permeable, rocky borrow pit fill. After installation, the effectiveness of the drains will be tested by measuring groundwater levels in the existing dewatering wells in Rancho Santa Fe Road. An additional report addressing the issue of groundwater within the borrow pit and the horizontal drains will be prepared by SCS&T once the installation and testing of the horizontal drains is completed. TT /Aspen Properties La Costa Town Square January 20. 2006 SCS&TNo. 0511038-3 Page 4 If you have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted. SOUTHERN CALIFORNIASpiL & TESTING, INC Mike P. Farr. CEG 193f Associate Engineering geologist \ DBA:MPF:kv (6) Addressee .Ay Town MF/ DCD Job No. 0511038-3 1/18/06 Plate: SE NW TYPICAL STABILITY FILL DETAIL SCALE: 1" = 5' H:V 7^ 10' PROPOSED PAD GRADE REMOVE ROCKY BORROW PIT FILL •FROM UPPERS FEET IN THIS AREA WHERE PRESENT (EXTENT LIMITED) -7| 3' SUBDRAIN: 4" PERFORATED PIPE (SDR 35 OR EQUIVALENT) SURROUNDED BY 3 CUBIC FEET/LINEAL FOOT CRUSHED ROCK WRAPPED IN FILTER CLOTH (MIRAFI MON OR EQUIVALENT). |£ SOUTHERN CALIFORNli^ • SOIL & TESTING, INC. By: LA COSTA TOWN SQUARE MF/DCD JobNo.: 0511038-3 Date: 1/18/06 Plate: L & TESTING, NC PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FAX (619) 280-4717 P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com SCS&T No. 0511038 Report No. 1 April 8. 2005 Mr. Wayne George Aspen Properties 8799 Balboa Avenue, Suite 270 San Diego, California 92123 Subject: UPDATED PRELIMINARY GEOTECHNICAL INVESTIGATION LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD. CALIFORNIA Dear Mr. George: In accordance with your request we have completed an updated preliminary geotechnical investigation for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. The main geotechnical conditions affecting the proposed development of the property consist of compressible soils, relatively shallow nonrippable rock, cut/fill transition lots, large fill differentials beneath some proposed buildings, expansive soils and existing and proposed slopes exposing weak soils. These conditions will require special site preparation and foundation design considerations as described herein. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional sen/ice is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNI Daniel Vice Presid DBA:MPF:sd ESTING, INC. Mike P. Farr, CEG 1938 Senior Engineering Geolog (6) Addressee ( r TABLE OF CONTENTS SECTION PAGE 1 INTRODUCTION AND PROJECT DESCRIPTION 1 2 PROJECT SCOPE. 2 3 FINDINGS 2 3.1 SITE DESCRIPTION ! 2 3.2 SITE GEOLOGY i 3 3.3 SLOPE STABILITY 3 3.4 AVAILABLE CAPPING MATERIAL 4 4 CONCLUSIONS 5 5 PRELIMINARY RECOMMENDATIONS 6 5.1 GRADING 6 5. ]. 1 Site Preparation :. '. 6 5.1.2 Compressible Soil Removal 7 5.1.3 Cut and Transition Lots 7 5.1.4 Transition Undercut Slopes 7 • 5.1.5 Metavolcanic Rock... 7 5.1.6 Rock Disposal Placement .8 5.1.7 Select Grading 8 5.1.8 FillSlopes. 8 5.1.9 CutSlopes 9 5.1.10 Subdrains 9 5.1.11 Compaction and Method of Filling 9 5.1.12 Surface Drainage 10 5.1.13 Grading Plan Review 10 5.2 SLOPE STABILITY 11 5.2.1 General ; .11 5.3 FOUNDATIONS 11 5.3.1 General ; 11 5.3.2 Post-Tensioned Foundations ,. 11 5.3.3 Settlement Characteristics 12 5.3.4 Foundation Excavation Observations 12 5.3.5 Expansive Characteristics 12 5.3.6 Moisture Protection for Interior Slabs 12 5.3.7 Foundation Plan Review '. 13 5.4 EXTERIOR CONCRETE SLAB-ON-GRADE .' 13 5.5 EARTH RETAINING WALLS 14 5.5.7 Foundations 14 5.5.2 Passive Pressure 14 5.5.3 Active Pressure 14 5.5.4 Retaining Wall Subdrains and Waterproofing 15 5.5.5 Backfill 75 5.5.6 Factor of Safety 75 5.6 CHEMICAL TESTING 15 6 LIMITATIONS 15 6.1 REVIEW, OBSERVATION AND TESTING 15 /• 1 TABLE OF CONTENTS SECTION PAGE 6.2 UNIFORMITY OF CONDITIONS 16 6.3 CHANGE IN SCOPE 1 16 6.4 TIME LIMITATIONS 16 7 FIELD EXPLORATION , 16 8 LABORATORY TESTING 17 9 REFERENCES .....18 ATTACHMENTS FIGURES Figure 1 Site Vicinity Map PLATES Plate IA Plate IB Plate 2 Plates 3-9 Plate 10 Plate 11 Plate 12 Plate 13 Plate 14 Borrow Area Plan Proposed Development Soil Classification Boring Logs Expansion Index Test Results Rock Disposal Placement Canyon Subdrain Detail Cut/Fill Slope Detail Retaining Wall Subdrain Detail APPENDICES Appendix A Appendix B Appendix C Grading Recommendations Technical Bulletin GeoSoils, Inc. Geotechnical Map and Logs f" 1 SiC Sty < SOIL tr TISTINa, INC It PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FAX (619) 280-4717 P.O. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com UPDATED PRELIMINARY GEOTECHNICAL INVESTIGATION LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our updated preliminary geotechnical investigation for a proposed commercial and residential project to be constructed northeast of the intersection of Rancho Santa Fe Road and La Costa Avenue in the city of Carlsbad, California. Site location is shown on Figure No. 1. It is our understanding that the subject site will be developed to receive commercial and residential developments. Approximately the western of the property will be developed for commercial use, while the eastern 1/3 of the property will receive 64 single-family residential structures. The commercial development will receive about 19 structures, including a movie theater and a single-level underground garage. Commercial structures will be of wood-frame and masonry construction. The proposed residential buildings will be one and/or two stories high and of wood-frame construction. Post-tensioned foundation systems are anticipated. Grading will consist of cuts and fills up to about 30 feet and 60 feet, respectively. Cut and fill slopes will extend to maximum heights of about 40 feet and 60 feet, respectively, at a 2:1 (horizontal to vertical) inclination. Retaining walls up to 10 feet in height are proposed. To assist in the preparation of this report, we were provided with a "Preliminary Geotechnical Study Update, Parcels S.E. 13 and 25 Acres Easteriy of La Costa Avenue and Mission Estancia, La Costa, City of Carisbad, California" prepared by GeoSoils, Inc.. dated June 6, 1990. The geotechnical map and the boring and trench logs from this report are included herein as Appendix C. In addition, we have been provided with the following plans prepared by O'Day Consultants: 1) "Tentative Map for La Costa Town Square Residential"; dated March 10, 2004 2) "Grading Plans for Carisbad Tract No. CT 01-09, La Costa Town Square Commercial"; undated. 3) "Grading Plans for La Costa Town Square"; dated December 18, 2003. 1147 I.AC/OON ^'1 gi©2005 Thomas Bros. Maps | ^- ' -• • J.Q SOUTHERN CALIFORNIA W SOIL & TESTING, INC. SITE LOCATION MAP La Costa Town Square Rancho Santa Fe Road & La Costa Avenue Carlsbad, California JobNo.: 0511038-1 Figure: 1 ( r Aspen Properties April 8, 2005 La Costa Town Square SCS&TNo. 0511038-1 Page 2 The site configuration ahd the approximate locations of our subsurface explorations are shown on Plate No. 1. 2 PROJECT SCOPE The investigation consisted of: surface reconnaissance, subsurface exploration, obtaining representative samples, laboratory testing, analysis of the field and laboratory data, and preparation of this report. MOre specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed constaiction. b) Evaluate the pertinent engineering properties of the various strata which may influence the proposed construction, including bearing capacities, expansive characteristics, and settlement potential. c) Evaluate the extent of available select soil suitable for use in capping lots and constructing fill slopes. d) Address potential constmction difficulties that may be encountered due to soil conditions, or groundwater, and provide preliminary recommendations concerning these problems. e) Recommend an appropriate foundation system for the type of structures anticipated and develop preliminary soil engineering design criteria for the recommended foundation design. 3 FINDINGS 3.1 SITE DESCRIPTION The project site is a parcel of undeveloped land located to the northeast of the intersection of La Costa Avenue and Rancho Santa Fe Road in Carisbad, California. The site is bordered by La Costa Avenue to the south and southwest, Rancho Santa Fe Road to the north and northwest, and a recently-completed residential subdivision to the east. Site topography is characterized by hilly terrain, sloping In a generally south to southeast direction, dissected by several southeast-trending drainages. Overall topographic relief is approximately 175 feet, with on-site elevations ranging from about 265 feet to 440 feet above mean sea level (MSL). Vegetation in the undisturbed area of the site consists of a moderate to heavy growth of natural grasses and brush. 2:1 (horizontal to vertical) cut slopes with a maximum height of about 35 feet are present adjacent to La Costa Avenue along the site's southern and southwestern boundaries. A rock/soil stockpile generated by recent grading for the proposed office development site north of Rancho Santa Fe Road is present in the central portion of the site. In addition, the northwestern (c Page 3 portion of the site was utilized as a borrow area for the proposed office development site (see Plate No. 1A). x 3.2 SITE GEOLOGY Site geology is described in detail in the referenced preliminary geotechnical update report by GeoSoils, Inc. Our findings indicate that current geologic conditions are generally as described in the GeoSoils. Inc. report, except where altered by the recent realignment of Rancho Santa,Fe Road and the creation of soil/rock stockpiles and borrow areas. In addition, our findings indicate that portions of the area mapped by GeoSoils, Inc. as the sandstone member of the Delmar Formation (see Appendix C, map symbol Tdss), are actually underiain by interbedded Delmar Formation sandstone, siltstone, mudstone and claystone. f The eastern portion of the site, including the proposed residential portion of the project and the easternmost part of the commercial area, is underiain by Jurassic-age metavolcanic rock of the Santiago Peak Volcanics. This material typically becomes very hard at relatively shallow depths below the surface, and produces a variable rock/soil mixture up excavation. Blasting is frequently required for deeper excavation in the Santiago Peak Volcanics. The western portion of the site, including most of the proposed commercial development, is underiain by Eocene-age sedimentary deposits assigned to the Delmar Fonnation. These deposits consist of heterogeneous interbedded sandstones, siltstones, mudstones and claystones. Residual soils and slopewash materials form a thin surficial layer overiying the Santiago Peak Volcanics and Delmar Formation throughout the undisturbed portions of the site. In addition, limited quantities of fill and alluvial deposits are present in the drainages along the southwestern and southeastern margin of the site. 3.3 SLOPE STABILITY The metavolcanic rock of the Santiago Peak Volcanics and the sandstone portion of the Delmar Formation possess relatively high strength parameters with respect to slope stability. Cut slopes in these materials are expected to have an adequate factor of safety with respect to gross slope failure. The mudstone and claystone portions of the Delmar Formation possess relatively weak strength characteristics with respect to slope stability, and have been known to be associated with landslides and slope instability in some areas of northern San Diego County. It is anticipated that some proposed cut and fill-over-cut slopes will expose Delmar Formation mudstones and claystones. In addition, sliver fills are proposed in some areas over existing SjC ST; Aspen Properties La Costa Town Square ( April 8, 2005 SCS&TNo. 0511038-1 Page 4 natural slopes comprised of Delmar Formation mudstones and claystones. These slopes may require buttressing. Additional investigation, including field exploration and engineering analysis, will be required to evaluate these issues. 3.4 AVAILABLE CAPPING MATERIAL It is our understanding that consideration is being given to mining to obtain capping material to be placed in the upper portions of the building pads and on slope faces. An evaluation of the extent of available capping material, including drilling of 4 new borings with a hollow-stem auger drill rig, was performed as part of our study. The proposed mining area, as well as the estimated limits and elevation ranges of the available suitable capping material, are shown of Plate No. IA. The limits and elevation ranges are based upon information obtained from our borings, a review of GeoSoils, Inc. boring and test pit logs, and observation of cut slopes adjacent to La Costa Avenue and in the recently excavated borrow area. Significant quantities of suitable capping material are located in the westem 1/3 of the project site, which is underiain by Delmar Formation materials. The available capping material has an estimated average thickness of about 10 feet in the western portion of the proposed mining area and about 15 feet in the eastern portion of the mining area. For the purposes of this report, suitable capping material is considered to be material with a low to moderate expansion potential (expansion index of less than 90), and which confomis to the criteria for Zone A soils as defined in Section 5.1.7 and Plate 11 of this report (i.e., soil without excessive rock fragments). This material is considered to be suitable for placement as fill within 4 feet of finish grade, as well as for the construction of the outer portions of fill slopes. Throughout much ofthe proposed mining area, the suitable capping material is overiain by 10 to 20 feet of highly expansive Delmar Formation deposits that are not suitable for use as capping material. In some areas, the overlying highly expansive soils will be at least partially removed by proposed cuts, while in other areas, they are below proposed grades and will need to be removed to gain access to the underiying capping materials. The suitable capping materials generally occur between elevations of about 300 to 330 feet / MSL, although elevations vary from area to area. The Delmar Fonnation depositsC^lSv^ elevations of about 300 feet to 310 feet are predominantly comprised of highly expansive mudstones and claystones. Due to the discontinuous and interfingered nature of the Delmar Formation deposits at the subject site, lenses of highly expansive, non-suitable capping materials may be present in some areas within the elevation ranges designated as suitable capping material. In addition, lenses of suitable capping material may be present above and SIT/ Aspen Properties April 8, 2005 La Costa Town Square SCS&T No. 0511038-1 Page 5 below the elevation ranges of the suitable materials, but are generally not present in great enough thickness or lateral extent to be of practical use as capping material. The estimated elevation ranges and limits of the suitable capping materials depicted on Plate No. 1A should be considered approximate. Final determination as to the suitability of mined materials for lot capping or slope construction should bie determined by SCS&T representatives at the time of grading. Some of the residual soils and colluvial deposits at the site may be suitable for use as capping material, provided they meet the criteria described above. In addition, the uppermost, highly weathered portion of the Santiago Peak Volcanics may produce a soil/rock mixture suitable for use as capping material. 4 CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. The main geotechnical conditions affecting the proposed development of the property consist of compressible soils, relatively shallow nonrippable rock, cut/fill transition lots, large fill differentials beneath some proposed buildings, expansive soils and existing and cut slopes exposing weak soils. These conditions are discussed hereinafter. Compressible Soils: The site is underiain by potentially compressible fill, slopewash, residual soils, alluvial deposits and highly weathered formational deposits. These materials are considered unsuitable, in their present condition, for the support of structural fills or settlement-sensitive improvements, and will require removal and replacement as compacted fill. Deep Fill and Cut/Fill Transitions: Proposed grading may result in fills up to about 70 to 80 (including compressible soil removal) feet in depth underlying portions of the site. Experience indicates that even well compacted fill will compress due to stresses within the fill mass, as well as foundation loads. Although this compression settlement per unit fill depth is anticipated to be relatively small (0.3 to 0.4 inches per 10 feet), cumulative compression of fill extending to depths such as those anticipated may result in significant settlements. Although total settlements due to compression are important in foundation design, differential settlements are even more significant. It is recommended that this condition be mitigated where appropriate by undercutting formational soils, flatter transition slopes, and increased foundation consideration as described hereinafter. In addition, grading for the shr./ Aspen Properties April 8, 2005 La Costa Town Square SCS&T No. 0511038-1 Page 6 subject project will likely result in cut/fill transitions. This configuration may result in differential settlements due to the potential for fonnational soil and/or rock and fill to compress differently. It is therefore recommended that the cut portion of the lots be undercut and backfilled with compacted fill. This procedure will reduce the potential for differential settlement between portions of the pads underiain by formational soils and/or rock and portions underiain by fill soils, and will facilitate future trenching, drainage and landscaping. Expansive Soils: It is anticipated that large quantities of highly expansive soils will be generated during grading operations. The presence of highly expansive soils at finish grades will result in increased foundation and pavement cost, as well as an increased potential for future maintenance. In addition, highly expansive soils are not suitable for placement as fill in the outer portions of fill slopes. Select grading is recommended to mitigate this condition, it is our understanding that mining is being considered to generate enough select soil suitable for capping building pads and construction of fill slopes. Metavolcanic Rock: Approximately the eastem of the site is underiain by nonrippable metavolcanic rock. This material will require blasting to achieve proposed grades. Cuts in volcanic rock will generate variable rock/soil mixtures depending upon depth below the existing surface, rock hardness, and blasting techniques employed. It is likely that mixing of fines with rock will be required in some cases to achieve soil/rock mixtures suitable for placement as compacted fill. An additional consideration is the potential presence of adverse fractures within rock exposed in cut slopes. This condition may require stabilization measures such as buttressing, rock anchors, or surficial stabilization. Slope Stability: It is anticipated that Delmar Formation mudstones and claystones will be present in some of the proposed cut and fill-over-cut slope, as well as in existing natural slopes, that will be overiain by sliver fills. These materials generally possess relatively weak strength parameters with respect to slope stability, and may require buttressing. Additional investigation will be required to evaluate this issue. 5 PRELIMINARY RECOMMENDATIONS 5.1 GRADING 5.1.1 Site Preparation Site preparation should begin with the removal from the site of any existing debris, as well as existing vegetation and other deleterious matter, from the areas of the site to be graded. SiC Aspen Properties La Costa Town Square April 8, 2005 SCS&TNo. 0511038-1 Page 7 5.1.2 Compressible Soil Removal It is recommended that existing compressible soils (fill, slopewash, residual soil, alluvium and highly weathered formational deposits) underiying areas of the 6ite to be graded be removed in their entirety. Most of the site is covered with a mantle of slopewash and residual soils with an average thickness of about 3 feet. In addition, the uppemnost portion of the Delmar Formation and Santiago Peak Volcanics may be highly weathered and potentially compressible in many areas. Based upon the findings of the GeoSoils, Inc. report:, alluvial deposits in the drainages are expected to range up to about 6 to 7 in thickness, although deeper removals should be anticipated locally. Fill soils requiring removal and recompaction are expected to be limited to the daylight fill area adjacent to La Costa Avenue (see Plate No. 1A, map symbol Qaf). 5.1.3 Cut and Transition Lots It is recommended that cut lots exposing metavolcanic rock, as well as the cut portions of transition building pads be undercut to a minimum depth of 3 feet below pad grade or 1 foot below the deepest footing, whichever is more. Deeper undercuts are recommended in areas where fills deeper than 20 feet in depth are proposed. A minimum undercut of 5 feet is recommended for fills between 20 and 30 feet in depth, and an undercut of 10 feet is recommended for fills between 30 to 40 feet deep. Transition building pads with fill in excess of 40 feet should be evaluated on an individual basis. The removed materials can be replaced as compacted fill. The bottoms of the undercuts should be sloped toward the street or fill portion ofthe building pad, and away from its center. 5.1.4 Transition Undercut Slopes It is recommended that transition undercut slopes (i.e., the transition zone between the undercut area and the deep fill area of a building pad) be constructed at an inclination no steeper than 3:1 (horizontal to vertical). 5.1.5 Metavolcanic Rock Approximately the eastem % of the site is underiain by nonrippable metavolcanic rock. This material will require blasfing to achieve proposed grades. Cuts in volcanic rock will generate variable rock/soil mixtures depending upon depth below the existing surface, rock hardness, and blasting techniques employed. To the extent possible, blasfing should be designed to produce rock fragments no larger than 2 feet in maximum dimension and sufficient fines (soil matrix material) to fill voids between rock fragments. In some cases, particulariy in deep f ' sc SIT' r r Aspen Properties La Costa Town Square April 8, 2005 SCS&T No. 0511038-1 Pages cuts, it is likely that mixing of fines with rock will be required to achieve soil/rock mixtures suitable for placement as compacted fill. Because available on-site fines consist primarily of silts and clays with relatively limited sand, suitable rock/soil mixtures will have to be achieved by mechanical mixing rather than flooding or washing fines down into voids in rock fills. The existing shot rock stockpile consists mainly of large rock fragments with inadequate fines to be placed as compacted fill. Special handling of this material, including reduction in rock fragments size and mixing with fines, will be required for the stockpile. An additional consideration is the potential presence of adverse fractures within rock exposed in cut slopes. This condifion may require stabilization measures such as buttressing or rock anchors. 5.1.6 Rock Disposal Placement The attached Plate No. 11 provides rock placemient recommendafions. The minimum depth of Zone A (capping layer) may be increased in proposed pad areas in consideration of future pool excavations or if deeper utility trenches are anficipated. The minimum depth of Zone A in proposed streets should be increased to one foot below the deepest proposed utility trench. 5.1.7 Select Grading It is recommended that building pads be capped with a minimum 4-foot-thick layer of suitable capping material. Suitable capping material is material with a Ipw to moderate expansion potential (Expansion Index less than 90), and which confonns to the Zone A specifications as depicted on Plate No. 11. In proposed partying areas the minimum cap depth recommended is 2 feet. Transition areas between shallow and deeper caps should be graded to prevent water from ponding on relatively impermeable underiying soils. 5.1.8 FillSlopes Fill slopes should be constructed at an inclination of 2:1 (horizontahvertical) or fiatter. Compaction of slopes should be performed by back-rolling with a sheepsfoot compactor at vertical intervals of 4 feet or less as the fill is being placed, and by track-walking the face of the slope when the fill is completed. As an alternafive, the fill slopes can be overfilled by at least 3 feet and cut back to expose dense material at the design line and grade. Keys should be made at the toes of fill slopes in accordance with the recommendations presented above under "Compaction and Method of Filling." Highly expansive soils should not be sc flT^ Aspen Properties ^ ^ April 8.2005 La Costa Town Square SCS&T No. 0511038-1 Page 9 allowed wtthin^a distance from the face of fill slopes equal to 10 feet, or half the slope height, whichever is more. 5.1.9 CutSlopes Cut slopes exposing rock should be observed, by a representative from SCS&T during grading. Adverse jointing and/or fractures may require buttressing, anchors or fiatter slopes. Cut slopes exposing Delmar Formafion mudstones or claystones may require l?uttressing due to their relatively low strength characteristics. Cut slopes should be evaluated on a case-by-case basis by the engineering geologist at the time of grading to determine whether buttressing is necessary. Addifional investigation will be required prior to grading to evaluate cut slopes, cut-over-fill slopes, and some fill slopes where Delmar Formafion mudstones and claystones are present. 5.1.10 Subdrains Canyon subdrains should be installed at the bottom of canyon removals wherever fill depths exceed 10 fee^ Canyon subdrains should consist of a 4-inch perforated pipe (SDR 35 or equivalent), sun-ounded by at least 6 cubic feet per lineal foot of crushed rock wrapped in filter fabric (Mirafi 140N or equivalent). A canyon subdrain is provided as Plate No. 12. As graded canyon subdrain locations should be surveyed. Subdrains may be required at the heel of keyways for buttress slopes and/or fill-over-cut slopes (see Plate No. 13). Subdrains may also be required for some transifion undercut areas if warranted by soil conditions or the presence of groundwater. 5.1.11 Compaction and Method of Filling All structural fill should be compacted to a relative compaction of at least 90 percent. Fills should be placed at or slighfiy above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or Other materials determined to be unsuitable by the project geologist or geotechnical engineer. Fill material should be free of rocks or lumps of soil in excess of 6 inches in maximum dimension. Oversized rock may be place as discussed in preceding sections of this report. Fills should be benched into temporary slopes and into competent natural soils when the natural slope is steeper than 5:1 (horizontal to vertical). Keys should be constructed at the toes of all fill slopes. The keys should extend at least 1-foot into firm natural ground and f 1 SiC Aspen Properties La Costa Town Square April 8, 2005 SCS&T No. 0511038-1 Page 10 should be sloped back at least 2 percent into the slope. Keys should have a minirlium width of 15 feet Utility trench backfill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent relative compaction. The upper 12 inches of subgrade. beneath paved areas should be compacted to 95 percent relative compaction. This compacfion should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. All grading and fill placement should be performed in accordance with the City of Carisbad Grading Ordinance, the California Building Code, and the Recommended Grading Specifications attached hereto as Appendix A. The special site preparation recommendations presented in the sections above supersede those in the standard Recommended Grading Specifications. 5.1.12 Surface Drainage Final surface grades around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward appropriate drainage facilifies. Rain gutters on the structures that discharge runoff away from the buildings are recommended. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent to structures slope away at a gradient of at least 2 percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structures. Drainage patterns approved at the time of fine grading should be maintained throughout the life of the proposed structures. Site in'igation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigafion, impaired drainage, or unusually high rainfall occur, adverse groundwater conditions can develop. 5.1.13 Grading Plan Review The grading plans should be submitted to this office for review to ascertain that the recommendafions contained in this report have been implemented, and no revised recommendafions are necessary due to change in the development scheme. SlC SIT' Aspen Properties La Costa Town Square April 8. 2005 SCS&TNo. 0511038-1 Page 11 5.2 SLOPE STABIUTY '5.2.1 General It is anticipated that proposed cut and fill slopes will extend to maximum heights of about 40 feet and 60 feet, respectively. In general, slopes constructed at 2:1 or flatter (horizontal to vertical) will possess ari adequate factor-of-safety with respect to deep-seated rotational failure provided the recommendafions contained in this report are implemented. However. It is anticipated that Delmar Formation mudstones and claystones will be present jn some of the proposed cut and fill-over-cut slope, as well as in exisfing natural slopes, that will be overiain by sliver fills. These materials generally possess relatively weak strength parameters with respect to slope stability, and may require buttressing. Additional investigation will be required to evaluate this issue. All cut slopes should be observed by the engineering geologist during grading to ascertain that no adverse conditions are encountered. 5.3 FOUNDATIONS 5.3.1 General Based on the anticipated conditions, three foundation categories have been detennined for the subject site. The categories are defined on the following table. Tablet Category Description* 1 Lots undertain by compacted fill less than 10 feet deep. 11 Lots underlain by compacted fill ranging in depth between 11 and 25 feet, with less than 10 feet of fill depth differential. III Lots underiain by compacted fill ranging in depth between 26 feet and 45 feet and fill differential depth ranging from 10 to 20 feet.* and fill differentials exceeding 20 feet. 5.3.2 Post-Tensioned Foundations Post-tensioned foundafiOns should be designed by an engineer vvith expertise in this type of foundation system. The structural designer should select the appropriate design method based on site specific geotechnical conditions. The following data may be ufilized if the Post-Tension Institute method is followed. SlC Aspen Properties La Costa Town Square April 8, 2005 SCS&TNo. 0511038-1 Page 12 Design Criteria Category 1 Category II Category III Edae Moisture Variation, Center Lift 5.2 feet 5.2 feet 5.2 feet Edge Lift 2.5 feet 2.5 feet 2.5 feet Differential Swell, Ym Center Lift 1.4 inch 3.2 inch 4.7 inch Edge Uft 0.3 inch 0.6 inch 0.8 inch Differential Settlement 0.5 inch 0.75 inch 1.0 inch Bearing Capacity 2000 psf 2000 psf 2000 psf Minimum Perimeter Foofing Depth 12 inches 18 inches 24 inches 5.3.3 Settlement Characteristics The anticipated total and differential settlements for the proposed structures may be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. ' 5.3.4 Foundation Excavation Observations It is recommended that all foundation excavations be approved by a representative from this office prior to forming or placement of reinforcing steel. 5.3.5 Expansive Characteristics Expansive index tests were performed on representative samples of the antipipated prevailing foundation soils. The test results, combined with previous tests performed by GeoSoils, Inc., indicate that prevailing foundafion soil conditions will generally range from low to moderately expansive, provided the select grading described in Section 5.1.8 is implemented. The recommendations contained herein reflect these conditions. 5.3.6 Moisture Protection for Interior Slabs Slabs-on-grade should be underiain by a 4-inch thick blanket of clean, pooriy graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. If visqueen is used, a minimum 10-mil is recommended. An additional 2 inches of sand should be placed over the vapor retardant. i 1 SlC stt^ ( c tr^.i:i%^. scs,rM^« It i&ourunderstanding that the moisture layer described above will allow transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendafions will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addifion, over-watering should be avoided, and good site drainage should be established and maintained to prevent the build-up of excess sub-slab moisture. 5.3.7 Foundation Plan Review Foundation plans should be submitted to this office for review to ascertain that the recommendations contained in this report are implemented and no revised recommendations are necessary due to changes in the development scheme. 5.4 EXTERIOR CONCRETE SLAB-ON-GRADE Exterior slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. All slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Joints should be placed where cracks are anticipated to develop naturally. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs-on-grade. A 1-inch maximum size aggregate concrete mix is recommended for exterior slabs. A water/cement ratio of less than 0.6 is recommended in order to reduce the amount of water in the mix. Lower water content will decrease the potential for shrinkage cracks. |t is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch (psi). This suggestion is meant to address eariy driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Greenbook" Standard Specifications for Public Works Construction. It would be prudent to consult with a Materials Engineer regarding review of the concrete mix design, and to retain a Registered Special Inspector to observe placement of the concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing and ( Aspen Properties La Costa Town Square April 8, 2005 SCS&TNo. 0511038-1 Page 14 redistribution of stresses. Some shrinkage cracks may be expected. Such cracks are not necessarily an indication of vertical movements or structural distress. Factors that contribute to the amount of shrinkage that takes place in a slab-on-grade include joint spacing, depth, and design; concrete mix components; water/cement rafio and surface finishing techniques. According to the attached (Appendix B) undated "Technical Bullefin" published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association, fiatwork fonned of high-slump concrete (high water/cement ratio) utilizing 3/8-inch maximum size aggregate ("Pea Gravel Grout" mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 5.5 EARTH RETAINING WALLS 5.5.1 Foundations Shallow foundations may be utilized for the support of proposed retaining walls. The foofings should have a minimum depth of 18 inches below lowest adjacent finish pad grade. A bearing capacity of 2000 pounds per square foot (psf) may be assumed for footings. The bearing capacity may be increased by % when considering wind or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum setback distance of 10 feet exists between the outside upper edge of the footing and the face of the slope. Reinforcement recommendations should be provided by the project structural engineer. 5.5.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 psf per foot of depth. This pressure may be increased by 1/3 for seismic loading. The coefficient of friction between concrete and the underiying material may be assumed to be 0.3. When combining frictional and passive resistance, friction should be reduced by 1/3 The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. 5.5.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining stmctures with level backfills may be assumed to, be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an equivalent fluid pressure of 50 pcf may be assumed. An additional 15 pcf should be added to said values for 2:1 (horizontal:vertical) sloping backfill conditions. These pressures do not consider any other surcharge loads. If SC SIT Aspen Properties <tr<i&T No'osfl038-1 La Costa Town Square Page t5 any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a granular and drained backfill condition. 5.5.4 Retaining Wall Subdrains and Waterproofing Retaining wall subdrains should be installed in accordance with the detail presented on Plate No. 14. Waterproofing specifications and details should be provided by the project architect. The geotechnical engineer should be requested to verify that retaining wall subdrains and waterproofing have been properiy installed. 5.5.5 Backfill All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The waif should not be backfilled until the grout has reached an adequate strength. 5.5.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. 5.6 CHEMICAL TESTING It is recommended thgt water soluble sulfate and chloride tests be performed for at least every 3 residential lots. Similar tests are recommended for each commercial pad. In addition, pH and resistivity tests are recommended for any pads where corrosion-sensitive utility lines are proposed. If warranted by the test results, additional tests may be recommended. Furthermore, it should be recognized that post constmction factors such as fertilizer and/or soluble sulfate in the water supply may increase water soluble sulfate contents to detrimental levels. This potential should be evaluated by the project structural engineer. 6 LIMITATIONS 6.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and the California Building Code. It is recommended that SCS&T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts. r ( Aspen Properties La Costa Town Square April 8, 2005 SCS&T No. 0511038-1 Page 16 specifications or recommendations-and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of constmction. 6.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the perfonnance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intemiediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 6.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. 6.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the vyork of man on this or adjacent properties. In addition, changes in the standards-of-practice and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendafions. 7 FIELD EXPLORATION Four small diameter borings were made with an Ingersol-Rand A300 hollow stem auger drill rig at the locations shown on Plate No. 1A. The purpose of the borings was to obtain information regarding the extent of suitable capping material. The field work was conducted under the observafion of our engineering geology personnel. Boring logs are presented on Plates Nos. 3 through 9. Soils are described in accordance with the Unified Soil Classification System as illustrated on the attached simplified chart on Plate No. 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as very soft, soft, medium stiff, stiff, very stiff, or hard. SjC SIT' c Aspen Properties LaCosta Town Square April 8, 2005 SCS&TNo. 0511038-1 Page 17 Disturbed and "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing. Disturtaed and "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing. Representative undisturbed core samples were obtained by means of a split tube sampler driven into the soils by means of a 140-pound weight free falling a distance of 30 inches. The number of blows required to drive the sampler is indicated on the boring lots as "sampling penetration resistance." Standard penetration tests (SPT) were also performed at selected locations to detennine the relative density of the subsurface soils. 8 LABORATORY TESTING Laboratory tests were performed in accordance with the generally aqcepted American Society for Testing and Materials (ASTM) test methods and Uniform Building Code standards. A brief description ofthe tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classificafions. are in accordance with the Unified Soil CFassification System. b) EXPANSION INDEX TESTS: Expansion index tests on remolded samples were performed on representative samples of soils likely to be present at finish grade. > The tests were performed on the portion of the samples passing the #4 standard sieve. The samples were brought to optimum moisture content and then dried back to a constant moisture content for 12 hours at 230 + 9 degrees Fahrenheit. The specimen were brought to 50 percent saturation, compacted in two layers in a 4-inch diameter mold, and then trimmed to a height of 1-inch. The specimen were placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12.63 pounds was placed (144.7 psf), and the samples were allowed to consolidate for a period of 10 minutes. The samples were allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The expansion index is reported herein as the total vertical displacement times the fraction of the sample passing the #4 sieve times 1000. Test results are presented on Plate No. 10. CLASSIFICATION OF EXPANSIVE SOIL Expansion Index Potential Expansion 1-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above 130 Very High SC SIT./ ( c Aspen Properties April 8, 2005 La Costa Town Square SCS&T No. 0511038-1 Page 18 9 REFERENCES Eisenberg, Leonard, 1983, "Pleistocene and Eocene Geology of the Encinitas and Rancho Santa Fe Quadrangle" in "On the Manner of Deposition of Eocene Strata in Northern San Diego County", San Diego Association of Geologists Guidebook. GeoSoils, Inc., June 6, 1990, "Preliminary Geotechnical Study Update, Parcels S.E. 13, and 25 Acres Easteriy of La Costa Avenue and Mission Estancia, La Costa, City of Carisbad, Califomia", W.O. 1047-SD. Jennings. C.W., 1994, "Fault Activity Map of California and Adjacent Areas", California Division of Mines and Geology, Geologic Data Map No. 6. Tan, S.S., 1995, "Landslide Hazards in Southern Part ofthe San Diego Metropolitan Area, San Diego County, California"; California Division of Mines and Geology Open-File Report 95- 03. Tart, Siang S., and Kennedy, Michael P., 1996, "Geologic Maps of the Northwestem Part of San Diego County, California", California Division of Mines and Geology, Open-File Report 96- 02. SC srr^ (• SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SaL DESCRIPTION GROUP SYMBOL TYPICAL NAMES COARSE GRAINED, more than half of material is larger than No. 200 sieve size. CLEAN GRAVELS More than half of coarse fraction is larger than No. 4 sieve size but smaller than 3". SAt^ More than half of coarse fraction is smaller than No. 4 sieve size. GW Well graded gravels, gravel-sand mixtures, little or no fines. GP Poorly graded gravels, gravel sand mixtures, littie or no fines. GRAVELS WITH FINES GM SUty gravels, poorly graded gravel-sand-silt mixtures. (Appreciable amount of fmes) ^ clayey graveb. poorly graded gravel-sand, day mixtures. CLEAN SANDS SANDS Vy/ITH FINES (Appreciable amount o( fines) SW WeH graded sand, gravelly sands, little or no fines. SP Poorly graded sands, graveBy sands, little or no fines. SM saty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and day mixtures. II. FINE GRAINED, more than half of material Is smaller than No. 200 sieve size. SILTS AND CLAYS Liquid Limit less than 50 ML Inorganic silts and very fine sands, rock ftour, sandy silt or dayey-silt-sand mixtures with sligtit plasticity. CL Inorganic days of low to medium plasticity, gravelly days, sandy days, silty days, lean days. OL Organic silts and organic silty days or low plastidty. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine Liquid Umit greater than 50 sandy or silty soils, elastic silts. CH inorganic days of high plasticity, fat days. OH Organic days of medium to high plasticity. lil. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. 2 - Water level at time of excavation or as indicated US - Undisturbed, driven ring sample or tube sample SO - Sand Cone CON - ConsoBdation Ei - Expansion Index MS - Maximum Size of Particle MAX - Maximum Density ST - ShelljyTube SPT - Standard Penetration Sample pH - pH & Resistivity SF/CL - Sulfate & Chloride CK -Undisturbed chunl< sample lEI-Bull< Sample SP -standard penetration sample DS-Direct Shear SA -Sieve Analysis PI -Plastic Index RC -Relative Compadton uc -Unconfined Compression TX -Triaxial Compression RS -Ring Shear AL -Atterberg Umits 1 SOUTHERN CALIFORNIA SOIL & TESTING, INC. LA COSTA TOWN SQUARE | SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY: DBA DATE: 4/6/2005 1 SOUTHERN CALIFORNIA SOIL & TESTING, INC. JOB NUMBER: 0511038-1 PLATE NO.: 2 1 ( ( Date Excavated: Equipment: Surface Elevation (ft) LOG OF EXPLORATORY BORING NUMBER B-1 Logged by: MPF Project Manager: DBA Depth to Water (ft): 03-18-05 HAS (Ingersol-Rand A300) 331" to O Oi ZD SAMPLES SUMMARY OF SUBSURFACE CONDITIONS ? I "5 r si UJ oc 5 i > cc o te UJ I->• cc o 5 - 2 - 4 - 6 - 8 - 10 - 12 - 14 - 16 - 1 L 20 CU ML DELMAR FORMATION: Rust to grayish-brown, moist, humid. CLAYEY SILT/SILTY CLAY (mudstone) Not suitable capping material MU SM Gray with rust mottling, moist, hard/dense, SANDY SILT/FINE SILTY SAND with CLAY (siltstone/sandstone) Suitable capping material STP 57 1 «« SOUTHERN CALIFORNIA LA COSTA TOWN SQUARE | SOIL & TESTING, INC. BY: DBA/SD DATE: 04-06-05 1 ^. a E/ SOIL & TESTING, INC. JOB NUMBER: 0511038-1 PLATE NO.: 3 1 c LOG OF EXPLORATORY BORING NUMBER B-1 (continued) Date Excavated: 03-18-05 Logged by: MPF Equipment: HSA (Ingersol-Rand A300) Project Manager: DBA Surface Elevation (ft): 331' Depth to Water (ft): N/A I Ui o 0) o CO 3 SAMPLES SUMMARY OF SUBSURFACE CONDITIONS a- S I •o UJ cc te o 1 z 3 >-OC o MU SM - 22 • 24 - 26 - 28 - 30 - 32 - 34 - 36 s - 40 1- 41 Gray with rust mottling, moist, hard/dense. SANDY SILT/FINE SILTY SAND with CLAY (siltstone/sandstone) Suitable capping material @ 23': Slight color change, more rust iron oxide staining X STP 50/4' CL Gradational contact 33" - 35'± bark oiive to grayish-blackTmoist.TTurik^ SILTY CLAY (claystone) Not suitable capping material @ 40': Numerous shell fragments, high decayed organic content in sample STP 60/3" Bottom of boring at 41 feet {Z'L SOUTHERN CALIFORNIA S ^1 SOIL & TESTING, INC. LA COSTA TOWN SQUARE {Z'L SOUTHERN CALIFORNIA S ^1 SOIL & TESTING, INC. BY: DBA/SD DATE: 04-06-05 JOB NUMBER: 0511038-1 PLATE NO.: 4 LOG OF EXPLORATORY BORING NUMBER B-2 Date Excavated: Equipment: Surface Elevation (ft): 03-18-05 HAS (Ingersol-Rand A300) 311' Logged by: MPF Project Manager: DBA Depth to Water (ft): N/A I UJ o 10 12 14 16 20 CO O CO ZD SM/ ML DELMAR FORMATION: Gray with rust, moist, hard/dense. SANDY SILT and FINE SILTY SAND (siltstone/sandstone) Suitable capping material ML CU ML SAMPLES SUMMARY OF SUBSURFACE CONDITIONS Gray to maroon, moist, hard. SANDY SILT with CLAY (siltstones) Suitable capping material bark orange-brown to dark grayish-brown, moist, hard, CLAYEY SILT/SILTY CLAY, some SANDY SILT (mudstone and siltstone) Not suitable capping material Concretion at 12.5'+, difficult drilling Dark blackish-gray @ 20': Hard cemented siltstone in sample tip STP STP I 50/5' 50/4' UJ CC 3 te o 2 3 > CC a CO te u - oc 1 O ffl L 23' Boring ended on concretion at 23 feet 1 1 » ST' SOUTHERN CALIFORNIA LA COSTA TOWN SQUARE 1 1 » ST' SOIL & TESTING, INC. BY: DBA/SD DATE: 04-06-05 SOIL & TESTING, INC. JOB NUMBER: 0511038-1 PLATE NO.: 5 I LOG OF EXPLORATORY BORING NUMBER B-3 Date Excavated: Equipment: Surface Elevation (ft): 03-18-05 HAS (Ingersol-Rand A300) Logged by: MPF Project Manager: DBA Depth to Water (ft): N/A X UJ Q SAMPLES SUMMARY OF SUBSURFACE CONDITIONS 0) — 4= UJ oc 3 O z 3 >- oc Q SM/ ML - 2 - 4 - 6 - 8 - 10 - 12 - 14 - 16 - 18 I- 20 DELMAR FORMATION: Gray with rust, moist, hard/dense, SANDY SILT/SILTY SAND (siltstone/sandstone) with CLAY Suitable capping material X Green to dark grayish-brown CU ML Dark blackish-gray, moist, hard, SILTY CLAY/CLAYEY SILT (mudstone) Not suitable capping material Practical refusal at 15 feet SOUTHERN CAUFORNIA §T/ SOIL & TESTING, INC. LA COSTA TOWN SQUARE SOUTHERN CAUFORNIA §T/ SOIL & TESTING, INC. BY: DBA/SD DATE: 04-06-05 SOUTHERN CAUFORNIA §T/ SOIL & TESTING, INC. JOB NUMBER: 0511038-1 PLATE NO.: 6 r ( - LOG OF EXPLORATORY BORING NUMBER B-4 Date Excavated: Equipment: Surface Elevation (ft): 03-18-05 HAS (Ingersol-Rand A300) Logged by: Project Manager: Depth to Water (ft): MPF DBA N/A SAMPLES Q. UJ Q CO O CO 3 SUMMARY OF SUBSURFACE CONDITIONS Q UJ m oc 3 CO o z 3 Z o ffl lu z Ui 0. "S" 1 ^o" I ^ I "O "S I .a Ui cc 3 o Z 3 Q CO Ui >• CC IOLD ASPHALT and BASE OU DELMAR FORMATION: Olive to mauve with sulphur yellow seams, very moist, stiff. SILTY CLAY (claystone) Not suitable capping material 10 12 14 16 18 STP 28 20" SOUTHERN CALIFORNIA SOIL & TESTING, INC. LA COSTA TOWN SQUARE BY: DBA/SD JOB NUMBER: 0511038-1 DATE: 04-06-05 PLATE NO.: 7 r i LOG OF EXPLORATORY BORING NUMBER B-4 (continued) Date Excavated: 03-18-05 Logged by: MPF Equipment: HSA (Ingersol-Rand A300) Project Manager: DBA Surface Elevation (ft): Depth to Water (ft): N/A I UJ Q SAMPLES SUMMARY OF SUBSURFACE CONDITIONS - S UJ 5 0- 3 Ui oc 3 O CO ^ 1^ >-cc o t z 3 >-OC Q < CC o ffl 22 24 MU SM Contact at 20'+, distinct change in cuttings ^ ^ G>iy wlh>7sllnoist,"i^rd?denT^^^ with CLAY (siltstone/sandstone) Suitable capping material Occasional CLAYEY SILT/SILTY CLAY layers May not be suitable capping material STP 75 26 28 30 32 34 36 38 40 ML MU CL Light water seepage at 34' ^ bark yeriowTsh^rown,^ SANDY SILT with CLAY (siltstone), some rock fragments Suitable capping material Grades to SILTY CLAY/CLAYEY"SILT (mudstone) Not suitable capping material 1 ^'t/4.M^ SOUTHERN CALIFORNIA LA COSTA TOWN SQUARE | 1 ^'t/4.M^ SOIL & TESTING, INC. BY: DBA/SD DATE: 04-06-05 1 ^'t/4.M^ SOIL & TESTING, INC. JOB NUMBER: 0511038-1 PLATE NO.: 8 1 LOG OF EXPLORATORY BORING NUMBER B-4 (Continued) Date Excavated: 031-8-05 Logged by: ^PF Equipment: HAS (Ingersol-Rand A300) Project Manager: DBA Surface Elevation (ft): Depth to Water (ft): N/A DEPTH (ft) USCS SUMMARY OF SUBSURFACE CONDITIONS SAMPLES PENETRATION (bk>ws/ft.ofdrive) MOISTURE (%) DRY UNIT WT. (pcf) LABORATORY TESTS DEPTH (ft) USCS SUMMARY OF SUBSURFACE CONDITIONS UNDISTURBED BULK PENETRATION (bk>ws/ft.ofdrive) MOISTURE (%) DRY UNIT WT. (pcf) LABORATORY TESTS -42 • 44 -46 SPT 50/5" -42 • 44 -46 ML Tan to gray to rust, moist, hard. SANDY SILT with CLAY (siltstone) Suitable capping material SPT 50/5" Absolute refusal at 47 feet on very hard material -48 (cobble or Santiago Peak Volcanics?) -50 -52 -54 -56 -58 - 60 ^l, SOUTHERN CALIFORNIA 11V * TESTING, INC. LA COSTA TOWN SQUARE ^l, SOUTHERN CALIFORNIA 11V * TESTING, INC. BY: DBA/SD DATE: 04-06-05 ^l, SOUTHERN CALIFORNIA 11V * TESTING, INC. JOB NUMBER: 0511038-1 PLATE NO.: 9 EXPANSION INDEX TEST RESULTS SAMPLE Bl 9 8'-9' B2 9 6'-7' 81 9 23'-25' CONDITION Remolded Remolded Remolded INITIAL MOISTURE CONTENT, % 11.5 11.0 12.1 INITIAL DENSITY, PCF 104.5 104.9 102.3 FINAL MOISTURE CONTENT, % 26.2 20.4 23.5 NORMAL STRESS, PSF 144.7 144.7 144.7 EXPANSION INDEX 104 60 54 CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION 1 -20 Very low 21 -50 Low 51 -90 Medium 91 -130 High Above 130 Very High SOUTHERN CALIFORNIA LA COSTA TOWN SQUARE r ITT? SOIL & TESTING, INC. BY: DBA DATE: 4/8/2005 JOB No.: 0511038-1 PLATE: 10 Typical Wbidnw OMII(EiidVl*w) S<* FI0O9M10 Fll VOO* dVU« M F lOIBM 10 Fit VOOi- T)»lc«IMndiipwD«l«ll(PraRI»Vlfw) OVERSIZE ROCK PLACEMENT DETAIL (Structural Soil - Rock Fill) 1 1 • • : ZONE A : V— , —4^ ZONEC 4* min 3' min W07ES 1. Compte M toll Ml thill coMaki al lta*i 40 paicMl toll ttetpactiiig IM Inch slow, (by «»lgM),awi bacomMctod In accordinea vriih (HClflcaUmi tor druelvnl fll. 2. Rock*ovar4fo«(inmaxinwndiin»n«BnBotpannltlad in til. IfGCND iDNEA: CompacMiollflLNo BcktnvinMtiowr6iiich>slngfaatostdimantlon. 2DNE B: Racka2 lo 4 bat la miibnumdlmaaaba phcad la windrawt uirroandad bycomMctad loi fll confonning loZONEA. 20NCC: Itockt<lneka(to2laalln mxknamdknanibn UBlorn%dl»UbiMd aad wall spaeod ki compa cM aoil til coafoining to ZONE A 2ONE0: Raquliad total •Hitting tbpaa6:1andttoapar,90Kmlatnium compacUon.ZONE A or C natorlal may b« atad tor ZONE 0. SC SOUTHERN CALIFORNIA. SOIL & TESTING, INC. SITE LOCATION MAP La Costa Town Center Carlsbad, California Job No.: Plate: 0511038-1 11 REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH: SEE DETAIL AAB DETAIL A FILTER MATERIAL e CUBIC FEET/FOOT COVER 4 BEDDINO" LJ-'-'O'-^ FILTER MATERIAL SHALL BE CLASS 2 PERMEABLE MATERIAL PER STATE OF CALIFORNIA STANDARD SPECIFICATIONS, AND APPROVED ALTERNATE. CLASS 2 FILTER MATERIAL SHOULD COMPLY WITH THE FOLLOWINQ LIMITS PERFORATED PIPE 4'0 MINIMUM PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL DETAIL A-2 SIEVE SIZE 1 3/4 3/8 No. 4 No. 8 No. 30 No. 50 No. 200 % PASSING 100 90-100 40-100 28-40 18-33 5-15 0-7 0-3 DETAIL B DETAIL B-1 e'MIN OVERLAP FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) 1 1/2' MAX QRAVEL OR APPROVED EQUIVALENT 8 CUBIC FEET/FOOT 1 1/2 GRAVEL WRAPPED IN FILTER FABRIC SUBDRAIN INSTALLATION:SUBDRAiN PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN SUBDRAIN PIPE:SUBDRAIN PIPE SHALL BE PVC OR ABS. J^PE SDR 35 FOR FILLS UP TO 35 FEET DEEP. OR, TYPE SDR 21 FOR FILLS UP TO 100 FEET DEEP SOUTHERN CALiFORNIA SOIL & TESTINQ,INC. La Costa Town Center By: MF/DCD JobNo.: 0511038-1 Date: 4/09/2005 Plate: 12 CUT/FILL SLOPE DETAIL Not to Scale Pad 3' or equivalent ^ ft3m Minimum 1 ft /ft of 3/4" crushed rock 15'Min. Formational Soil or Rock 4" perforated plastic pipe, SDR35 or equivalent, holes down. Minimum 1% to drain. Concrete lug at solid pipe connection SOUTHERN CALIFORNIA SOIL & TESTING, INC. La Costa Town Center By: DBA/DCD Job No. 0511038-1 Date: Plate: 4/08/05 13 r fl8"mln. Compacted FIU SJcriJsK'edS ^ \p:2/3\wall^i Typical Retaining Wall Subdrain Detaii Not to Scale 33Z Miradrain 6000 or equivalent, 2/3 wall heigiit 22 0 Floor Slab Filter Fabric between rock and soil Bac:kcut 0 Waterproof back of wall lollowing architect's specifications 4* minimum perforated pipe, SDR35 or equivalent, holes down, 1% fall to outiet, top of pipe below top of slat>, encased in 3/4' crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirafi MON or equivalent), with 6" minimum overlap. Provide solid outiet pipe at suitable location. SOUTHERN CALIFORNIA LA COSTA TOWN SQUARE f SOIL & TESTING, INC. BY: DBA DATE: 04-06-05 JOB NUIVIBER: 0511038-1 PLfl^TE NO.: 14 APPENDIX A ST/ Aspen Properties La Costa Town Square C C April 8, 2005 SCS&TNo. 0511038-1 Appendix A, Page 1 LA COSTA TOWN SQUARE CARLSBAD TRACT NO. CT. 01-09 RANCHO SANTA FE ROAD AND LA COSTA AVENUE CARLSBAD, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and/or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in coiSjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximunri Density & Optimum Moisture Content - ASTM D 1557 Density of Soil In-Place - ASTM D 1556 or ASTM D 2922 SlC ST/ „ ^. C ^ Apri/8,2005 Aspen Propertm sCS&TNo. 0511038-1 La Costa Town Square Appendix A, Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to fimi natural ground, which is defined as natural soils which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of "the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original grdund shall be stepped or benched. Benches shall be cut to a firnn competent formational soils. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above-described procedure should bO backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may detennine if any special recommendafion will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. SC. SIT Aspen Pmperties • SCS&T No^05i%3?-? La Cosfa Town Square ^CS&T No. 0511033 7 Appendix A, Page 3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, oi- soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL ^ Approved fill material shall be placed in areas prepared to receive fill in layers not tb exceed 6 inches in compacted thickness! Each layer shall have a unifomi moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be unifonnly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compacfion to be achieved is specified in either the Special Provisions or , the recommendations contained irf the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than 4 feet. In addifion, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cutback to flnish contours after the slope has been SC ST- Aspen Properties La Costa Town Square . Aprils. 2005 SCS&T No. 0511038-1 Appendix A. Page 4 constructed. Slope compacfion operations shall result in all fill material 6 or more inches inward from the finished face of the slope having a relative compaction of at least 90. percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operafion on the slopes shall be confinued unfil the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construcfion of the slopes to detennine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUTSLOPES The Engineering 'Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operafions at intervals deterrnined at his discretion. If any condifions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mifigafing measures are necessary. Unless othenwise specifled in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operafions so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observafion and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SIT Aspen Properties ' April 8. 2005 La Costa Town Square SCS&T No. 0511038-1 I Appendix A, Page 5 SEASON UMITS Fill shall not be placed during unfavorable weather condifions. When work is interrupted by heavy rain, filling operafions shall not be resumed unfil the proper moisture content and density of the fill materials can be achieved. Damaged site conditions reisulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent For street and parking fot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent ofthe fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transifions between cut and fill bccur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as stmctural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. .f 1 STD ( APPENDIX B SC ST. Southern Califomia Rock Products Association Southern Califomia Ready Mixed Concrete Association -(" TECHNICAL BULLETIN 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southem Califomia for slabs on grade. Many complaints of 'poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready-mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water/cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximimi size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage ofthe cement paste. Suggested Spacing of Control Joints Slab thickness inches Less than Vi-in. aggregate spacing, ft. Larger than Vi-in. aggregate spacing, ft. Slump less than 4-iii. spacing, ft. Control Joint Min. depth Inches 3 4 5 6 7 6 8 10 12 14 8 10 13 15 18 9 12 15 18 21 0.75 1.00 1.25 1.50 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. c Building Residential Driveways, Sidewalks and Patios in Southern California Concrete is an excellent building material for residential construction. In addition to its superior overall appearance, it can be molded to many shapes and finished with many textures. Concrete may be colored or combined with stone, brick, or tile paving in many interesting pattems. Concrete is a good material to use for ground cover. Concrete slabs are low-maintenance, long-lasting home additions, especially when compared to other materials. With carefiill planning the average homeowner can construct his own patio or sidewalk, or he may choose to employ an experienced contractor. In either case the homeowner should familiarize himself with these guidelines so that the end result will be consistent with the homeowner's desires. LAYOUT - JOINTS The first task of the planning process is to detennine the location and slope of the concrete. The concrete should be sloped so that water drains away from buildings and does not accumulate in low spots. A slope of 1 to 2% (or 1/8 tol/4 inch per linear foot) is generally recommended. Concrete shrinks as it dries out and therefore will crack. In order to control cracks into straight lines and to minimize the occurrence of cracks, "contracdon" and "isolation" joints are cut or tool grooved into concrete slabs. "Joints'* are simply weakened cross sections in slabs resulting in good looking preplanned cracks, (figure 2) j^lsololion joints ^Sidewalk Curb Fig. 1 Concrete walks, driveways, and patios should be provided virtth property- placed joints. Control joints SAWED TOOLED SLAB- l^iti m CONCRETE CRACKS SELOW JOINQ Fig. 2 A) "Contraction Joints"are grooves built into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L-shaped. The length of a slab should not exceed 1.5 times the width. Driveways which are two cars wide should be provided with a joint down the middle of the driveway (figure 1). Joints should be cut to a depth equal to at least 1/4 of the thickness of the slab (e.g. 1" deep in a 4" thick slab). If the joint is to be created by saw-cutting rather than by grooving with a tool before the concrete has hardened, the saw cutting should be done no later than the day after the concrete is placed (especially during hot weather), the same day, if possible. B) "Isolation Joints" which separate the slab from adjacent fixed structures such as house footings and plumbing fixtures will allow the concrete to shrink back from those structures instead of cracking out in the middle of the slab. In order to prevent the new slab from bonding to existing structures and pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures (figure 3). Either avoid installing drains cast into the new slab, or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Isolation joints ^HOUSE ^ Isolation joint r . .— m ^SLAB When the slab shrinks, it is free to move, thus preventing a crack. SOIL t if the foundation settles, the slab is not affected. Fig. 3 Use isolation joints between concrete sections that need to move relative to each other. SLAB THICKNESS - REINFORCING Most walks and driveways are constructed approximately 4" thick unless vehicles heavier than cars frequently pass over the concrete. If the slab is subjected to heavier loads, a thickness of S" is usually reconunended. It is important that the slabs are uniformly thick. They should be as thick in the middle as they are at the edges. Wire fabrk or other types of steel reinforcing are generally not needed or recommended for walks, patios, and driveways. FORMWORK AND SUBGRADE PREPARATION It is important that the soil beneath the slab is cut to a uniform depth, is firm and compacted, and is moist but not wet This soil must be stable or the concrete will crack. It is usually not necessaiy to place plastic sheeting under exterior concrete slabs and it is never recommended that the concrete is placed directly onto plastic sheeting. If plastic sheeting is to be used, place a 2" layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formworic must be sturdy and adequately braced. 2 x 4-inch boards are generally used and should be staked no more than 4 feet apart All "butt joints" in the lumber should be backed up with a stake (figure 4). Remember, you will not have time to construct or reconstruct the formwoik when the concrete arrives so do the necessary work nowl Put stake at all butt joints. After nailing, cut off stake for easier finishing. Fig. 4 TOOL UP FIRST! Now is the time to line up the necessaiy tools, or to make sure the contractor has the tools he needs. A) Sturdy wheelbairows or buggies are needed if the concrete can not be placed directly from the truck chute, and if the concrete is not going to be pumped. A sturdy "wheelbarrow operator" or two would be a nice addition to the labor crsw. B) Short-handed, square-ended shovels are used to spread out the concrete in the forms, and to tamp down the concrete along the edges of the slab. C) A straightedge (usually a 2 x 4 board) is used to strike off and level the concrete using a sawing style motion. D) A wood or metal float is used to further level the concrete without sealing the surface (figure S). H) A semi-stiff bristled push-broom may be used to create a roughened non-slip surface. In addition to providing an excellent non-slip surface, the use of a "broom finish" reduces or eliminates the need for troweling (figure 7). I) A heavy spray application of liquid curing compound is the most practical method to [Hcvent r^id drying and cracking of the slab. WatCT may be used istead but the concrete must be kept continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. Bull floats may be either wood or magnesium. For non-air-entralned concrete, wood tHill floats may t>e best but for air-entrained concrete, metal bull floats are better. Bull floats are used to get rki of the high and tow spots after staightedging. E) Edger tools should be used all the way around the exposed edges so that a rounded edge is formed. In addition to making the concrete look good, rounded edges are safer is case of trips and falls. F) Jointing tools are used to cut straight grooves into the concrete. The jointing tool should have a blade depth of at least one-fourth the depth of the slab (figure 6). A contractor may elect to saw-cut joints the next day or may use premolded plastic strips. G) A trowel is used to seal and compact the top surface of the concrete. Repeated troweling will create a hard smooth slippery surface which usually is not desirable for exterior concrete exposed to rain or other water. ORDERING YOUR CONCRETE If you order your own concrete, consult with your local ready- mixed concrete producer to select the coirect concrete mixture for your needs. Unless your house is located at high elevations where freezing and thawing occurs regularly, there is no need to use air-entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped into place. Be sure that the truck has access to the point at which you want him to discharge his load. Check the width of driveways and the height of overhead power and telephone lines. Be advised that concrete trucks are heavy and may crack existing walks and driveways. The use of pea gravd (3/8") pump mix is not recommended fbr residential use. This type of concrete shrinks more when it dries than concrete nuide with 1" gravel. Because it shrinks more it also cracks more. If the homeowner must use a 3/8" pump mix, please refer to thc technical bulletin, 3/8" Aggregate "Pea Gravel Grout" Mix for Use in Flatwork. published by the Technical Committee of the Southem Califomia Ready Mixed Concrete Association. Concrete is sold in units of cubic yards (1 culnc yard equals Z) cubic feet). Order quantities small enough so that you can place and finish the concrete before it hardens. An experiencec homeowner should order no more than 3 cubic yards at one time and should have at least one other person to help. Avoid placin{ Fig. 6 A straightedge such as a board, 1 inch thick and at least 6 inches wide, is recommended as a guide wtien scoring with a groover. ng.7 Broomed finish can be ot>tained by pulling dame t>rooms across fresh' floated or troweled surfaces. r concrete during very hot and windy weather, or at least get more help. Concrete placed during hot weather will diy sooner and has a teiMlency to crack. When placing your order remember to include an allowance for an additional 10%. This should (nevent you from coining up just short of what you need due to waste, spillage, and variations in meastuements. SAFETY Exercise crowd control over children, dogs, neighbors and the like. Beware of tiucks as they back into position. Wear protective clothing like rabber gloves to keep the wet concrete off of yotir skin. People with sensitive skin can have their skin irritated by wet concrete. REFERENCES 1. "Concrete in Practice" (CIP) Series. Available from National Ready Mixed Concrete Association, 900 Spring Street, Silver Springs, Matylind 20910. 2. "Cement Maion't Guide," Publicttion No. PA122.02H, Portland Cement Aiiociation, S420 Old Orchard Road, Skokie, Illinoii 60077 3. "Residential Concrete," National Association of Home Builders, ISth & "M" Stteets, N.W., Wuhington, D.C. 20003. 4. "Concrete Craftsman Series - Slabs on Grade," American Conciete Institute, P.O. Box 19130 Redford Station, Detroit, Michigan 48219. 3. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, and Colon" Publication No. IS206.01T, Portiand Cement Association, 3420 Old Orchard Rowl, Skokie, niinou 60077. SUMMARY Further information including advice on special finishes is contained in the list of references in this publication. Building residential driveways, sidewalks and patios of concrete is a good outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. •ny nd ictpoiaitailky far 111 •ppHcalki* ef dM it^ dua lha woifc pnfanMl« toronnailoa dndopid hjr Ikt AModMioH. Phone (818) 441-3107 for a list of our prefened ready mixed concrete providers. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Portland Cement Association.) Southern Califomia Ready Mixed Concrete Associatir- r c , APPENDIXC fT.-' ( TP-1 4-4.5 0-0.5 0.5-1.5 1.5-3 3-4 4-4.5 o^^ratelY difficult excavating. Easy to moderatexy very difficult excavating. Medi- brown; ^^^^^^^ Y^^iiT-brittle, P°|°^^;c^ fragments, ^° ^""^tnlecrburro^s and roots, dry. common insect g?a^«5ay =¥^^1.^2°ittle, very slightly Medium hard and M^^^^'hlgh angle , open fr'al"i?-rocfaiiS rootlets, sl.ghtly moist. Greenish g^^f^r^Iit-tan, higi^^^ to'clayey ?oc3c, l°"i^L^|nle to deSse, brittle, ^^";;?i'f?actu?ed with common clayey rxnds highly f^^^ situ alteration, Kntrr=o?lJt" Slightly .oist. Orange-gray-«hite hif^lj^fy^ voLCAHic f^iy. Slightly sticky, medium aense, crmnbly^ ^^^•^ distinct "•r^^i^Sns !ocaii«a caliche, truncated lineations, lo s„ingers «ora"tfd: slightly moist. Hedium .ro«n-yello« brown gr|y.-^^^^ Sge,"S;rtre!y' fractured, oxidized, dry. practical Refusal at 4.5 feet Hole Backfilled ^. ,v. 3' N70W/62SW SntTotnt^at 2.5. N3B«/76SW GeoSoils, Inc. ( M.A.G. PROPERTIES W.O. 1047-SD TTYmnPATOFY '^^'^ ^TT LOGS TestPit n.nth f^t.) Material DPScription JUNE 6, 1990 TP-2 0-5 5-7 0-0.5 0.5-2.5 2.5-4 4-7 Easy to moderately very difficult excavating. Moderately difficult to very difficult excavating. TOPSQII,: Medium brown, silty CLAY, loose,'brittle, porous, occasional small to large gravel size rock fragments, common insect burrows and roots, dry. HTrm.Y PTi'aTHTgRED wTgnpocTC fJsp): Greenish Sa^^st-tan, highly weathered VOLCANIC ?ock,^ocally'highly decomposed to clayey aravil, medium dense to dense, brittle, hiohlY fractured with common clayey rinds representing in situ alteration, occasional rootlets, slightly moist. Grayish green-rust, weathered VOLCANIC rock, medium dense, brittle, highly fractured with 2"-l'(±) spacing, f"ctures exhibit clayey crusts (in situ deration) , traces rootlets, locally highly decomposed to sandy clayey materials, slightly moist. Rust and gray with green and white random streaking, irregularly S;;?hered/decomposed VOLCANIC rock, medium dense, medium hard, brittle, ??actured with 8«-l'(±) spacing, locally comon randomly orientated discontinuous stringers of crumbly green and white cl5e? material with caliche (highly llllmlosed zones?), locally very blocky, oxidized, slightly moist. prominent joint set at ^;5' N55W/42-48SW prominent joint set at 4* N18E/6BSE Practical refusal at 7 feet Hole Backfilled -2- CeoSoiUt inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD T.^T"i>^>rnPY TFST PTT LOGS TestPit n.,nth fft._l Material^escriE^ Easv to moderately difficult excavating. DUficul? to very difficult excavating. TP-3 0-4 4-5.5 0-1/2 2-3 TOPSOIL: Medium brown, silty CLAY, iw&cj.ij Dorous, occasional s:aall irftige gravSl l"e rock fragments, comio^Uelt burrows and roots, dry. 2 siSSSStm-- Reddish brown, clayey GEAVZL, Sidimn hird and brittle, porous, olca2?onal rootlets, slightly moist. tg^ie raJ.rcSrstifr^ightiy slightly moist to moist. !tlav and orange, highly irregularly ISom^sed^OLCANIC rock, predominantly sandy clay with pockets or rock ??^aSents, medium dense, abundant rSd^Sy orientated gray discontinuous SSingers, material may represent zone of cSSrt metamorphic with Delmar Formation ?o wSst, moist to slightly moist. «^ «-»-av weathered VOLCANIC rock, ^Ssi: SM'br??tle, blocky with ?SSents up to l'(±) in one dimension, oSdized, common black manganese (?) staining, dry. practical refusal at 5.5 feet Hole backfilled 3-5 5-5.5 -3- GeoSoils, Inc* M.A.G. PROPERTIES W.O. 1047-SD c c JUNE 6, 1990 •pvDTrtP&TnPY TEST PIT LOGS T^st Pit n^n-hh fft.) M^i-Prial DP.scription TP-4 0-3.5 0-0.5 Easy to moderately difficult excavating. 3.5-8.5 Moderately difficult to difficult excavating. TOPSOIL; Mediiam dark brown, silty CLAY, loose, porous, abundant rootlets and insect burrows, dry. 5_3 STOPEWASH: Reddish brown, clayey GRAVEL, medium hard and brittle, porous, occasional rootlets, slightly moist. -,_o 5 TTrCTTT.Y WET^TTTKRED BT^T?OCK fj-gp): Tan- olive gray-gray, irregularly deconposed VOLCANIC rock, predominantly sandy and clayey with localized pockets/stringers of hard rock, medium dense, common in situ weathering/alteration to clayey materials, oxidized, locally very crumbly and friable, traces of caliche at 3*- 3.5* i±) , slightly moist. Joint set at 5" N50W/70NE Practical refusal at 8.5 feet Hole backfilled -4- GeoSoilSf Inc. ( (• JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD EXPIORATQBmT-'^'^' PTT IPGS TP-5 O--* TP^t Pit pppth (ft.I Materiai +.«iir r^ifficult excavating. excavating. insect burrows, dry. 4-10 0-0.5 0.5-2 2-10 ™^;e/itfff ToS2ra?Sy'poSus, local gravel, stiff,moa i^^al slightly Pl^^^iJ'^^Jes occasional vertical open fractures, rootlets, moist. «TrnTY pirnpnr^ fJspV; Yellow brown to g^^y ^?am 5e°°^posed VOLCANIC surfaces, ?-^r®^i5 clavev and sandy (in weathered, °^idi?^?„^^^^i?gh??y platy «,T,rranesef?) staining, siigntxy ^-^ ^ ^^tSIvaqriith fragments averaging 5" (±) ?i^one^diminsion, slightly moist. prominent joint at 4- NSE/ve^tical Localized practical refusal at 10- Hole backfilled -5- CeoSoiUi Inc. M.A.G. PROPERTIES W.O. 1047-SD T^«„4-h fft ) TT^v^-r-i^l Dpsnription TPst Pit ^^r^^ ftr.) as JUNE 6, 1990 TP-6 1-4 0-0.5 0.5-2 3-4 Easy excavating. Difficult excavating. TOPSOIL: Medium brown, silty CLAY, TOPSuxi.. tjorous, occasional small irfarge graiel s?ze r^)ck fragments, ^^ion^inSct burrows, and roots, dry. eTr^TJTTWASH- Reddish brown, sandy CLAY, f^rr^lvel stiff, moderately porous, sUgitS pliable, brittle, occasional Vertical open fractures, occasional rootlets, moist. ^jrT.r^y^y^ BEr^^nnc f Jso): Rust and gray, ^5j~S4,Trrcturefwith spacing, fragments average 3"(±) in one dimension, dry. Local practical refusal at 1'to 4 feet Hole backfilled -6- GeoSoiU, Inc. M.A.G. PROPERTIES W.O. 1047-SD ( C JUNE 6, 1990 ^^Tr^p^TORY in.c;q^ pTT LOGS Test^ npr^th fft.^ Material^escript^ TP-7 0-5 5-7 0-0.5 0.5-1.5 1.5-7 Easv to moderately difficult excavating. Molira?e?y difficult to very difficult excavating. TOPSOIL- Brown, silty CLAY, occasional ^^on surface rock fragments porous, brittle, abundant rootlets, slightly moist. Si^oPEWASS: Brown with J^ange mottling, ;TT-avellv CLAY, medium stiff to stitr, ^dI?aSl5 porous, occasional rootlets, moist. WEaT^ED.BEERQC^JJSEl: ^"J^TJ^S??" -— irreoularly weathered VOLCANIC gray, ^^T^"-^°^„^_ v,iahlv fractured with rock, medium dense, higniy ita^I. randim orientations, locally highly decomposed to crumbly sandy/clayey mS?e?ials, traces of -^^^if^J' °?iJJ?:?es with clayey crusts on prominent fractures an situ alteration) in upper 1'(±). slightly moist. Prominent joint §1-5' N25W/50SW S°mSent.'joint 65 ' N3W62NE General lineation 3' N5W/60W Practical refusal at 7 feet Hole backfilled -7- GeoSoils, Inc. M.A.G. PROPERTIES W.O. 1047-SD P^T^p.nv.T?V TEST PTT LOGS \ Ml I t-r rim p^g'-ri ption TPgt Pit r.ppf>i fft.1 Maxe£i n-T Easy excavating TP-8 0 ^ Difficult excavating JUNE 6, 1990 1-3 0-0.5 0.5-1 1-3 llT.^.'rlll l^'gieS^Stllrlis, Sit??: aSrrlotletsr Slightly moist. cTr^PFWASH- orange brown-brown, sandy l^^^if, porous, slightly pliable and sSckyfocc^sional rootlets, moist. —x,T.nT>nmc fJsoV: Rust and gray, Slathered VOLCANIC rock, dense, hard and J^^lttle blocky cleavage, fractured with 2"-5"^S) spacSg, fragments average 3" (±) in one dimension, dry. joint set at 1.5. N40W/70SW Practical refusal at 3 feet Hole backfilled -8- GeoSoils, Inc. r f JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD TTVPT^PATORY TT^ST PIT LOGS Test Pit n.r,th fft.) M.trrim Ppscription 0-1 MolL™di«icult to very difficult excavating. ^,r^pcnTT.^•qTOPEWASH: Reddish brown, sandy loose and porous to medium sti£t, crumbly, occasional surface rock fragments, occasional to common rootlets, slightly moist. TJviiTWKPED PT-npoCT fJsp^ : Tan-rust-gray, irregularly decomposed VOLCANIC rock, mSiS denL, rocky to locally sandy and clav^ fractured with 2"-l'(±) spacing, mino?^ilayey crusts on fractures ^urfaces (in situ alteration), trace relict rootlets, oxidized, slightly moist. Joints set at 4' N62W/85-90SW Localized practical refusal at 7 feet Hole backfilled 1-7 TP-10 0-8 0-3 Easy to moderately difficult excavating. T.op<?nTT./^T.TPVIUM; Brown-orange brown, sandy CLAY, loose to stiff, porous, brittle crumbly to moderately pliable, common roots and relict roots, moist. 3-8 xxrr^.V WKATHFRED BEDROCK (Jsp) : ^J^st- 3 8 grav-brown, irregular decomposed VOLCANIC ?ock, predominantly gravelly with sandy and clayey crumbly fragments, localized hard ro^k blocks, oxidized, no distinct fractures, abundant in situ alteration, moist. Total depth= 8 feet Hole backfilled -9- GeoSoils, Inc. (• ( JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD p^T/^PATORY TF.C;T PIT LOGS TestPit ^V^y^ rft.^ Materi_a1 Dpscription Easy to moderately difficult excavating. T^^nTT.^^T/^PEWASH: Brown sandy CLAY, loose, porous, common roots/rootlets, dry. ^^^^^OC£_IJspi: Gray and brown irreoularly weathered/decomposed VOLCANIC rolk predominantly gravelly/cobbly up to l°f^) in one dimension, dense, platy^ cleavage, fractured with average 3"(±) spacing, oxidized, locally very clayey (in situ alteration), dry. prominent joint at 2' N55W/65SW Total depth= 5 feet Hole backfilled TP-11 0"= 0- 1.5 1- 5 -10- GeoSoilSi Inc. TP-12 0-7.5 7.5-9 0-0.5 JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD pvT>T/^PATOPY TPgT PTT IPGS Test^ npr^th fft.) Materia Dpsr.ription Fasv to moderately difficult excavating. D^^ficuirto very difficult excavating. TOPSOIL: Red brown, sandy CLAY, loose, ^^f^irumbly, slightly brittle, common roots, slightly moist. «?T/5PEWASH: Mottled red-orange-brown-red g^S^ndy CLAY with occasional rock fraSJents, kiff, brittle, occasional relict rootlets, moist. TXT,.»T.V WEATTTTTT^ T^irnPorK f JSP^ : Red brown-yellow brown-tans irregularly decSiposed VOLCANIC rock predomi^^^^ sandy and clayey with isolated rock Sockets, medium dense, slightly friable, ?oS^on in situ alteration, randomly fractured with discontinuous orientations, occasional vhite V8 clay seams along fractures in upper 1'(±), oxidized, slightly moist. Localized practical refusal at 9 feet Hole backfilled 0.5-3 3-9 -11- GeoSoiUi Inc. r (• JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD T.VPTOPATORY_TFST PTT LOGS T^^t^ DSP«^^ M^t^^i^LD^^^^iP^ TP-13 0"^ 6 0-0.5 0.5-2 2-3 3-8 ^iruS^y^UgfirbriSI^ ioots, slightly moist. C;TOPEWASH: Red brown, gravelly CLAY, l^ilT^ittle, porous, occasional rootlets, moist. red, irregularly .-f^Hy gravelly clayey ralekirs'S?S^fo-li-?-=^ pockets, SIdlS'dlnse, ab-f alteration, crumbly, moist. HS^HSEEa^Sfjia^UlfSec^^^^^^ ,^S?n!S?r;"k?'p«loS?nant?y small gravel ?o^e cobble^size clayey crumbly rock to J-arg« alteration) , ^""^^to^al hard rocky pockets, irregular SSs4s™'!-^ practical refusal at 8 feet Hole backfilled -12- GeoSofls, Inc. r c JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD TestPit peEthjLft^ Material DP.cription TP-14 0-5 0-0.5 0.5-1 1-5 Easy to moderately difficult excavatLng. TOPSOIL: Red brown, sandy CLAY, loose, ^^iruiibly, slightly brittle, comnon ?oots, slightly moist. ginPEWASH; Red brcvn, gravelly CLAY, stiff, brittle, porous, occasional rootlets, noist. ^^.v WF.ATHT"^'^ ..^PfV^ fJsp^: Multi- rl^ioT^ed irregularlv decomposed VOLCMTIC ?ockrpredSSantly-sandy gravelly clay Jo clavev cravel, medium dense, SdStinct^in situ weathering/alteration StteriS, occasional roots from heavy brush, slightly moist. TP-15 0-4.5 4.5-9 .pT^pp orTOi^TrTAT. DEBRTS AND ALLUVIUM: iottled brown-gray-olive, fine sandy SAY medium stiff, locally very poroBS, S^asional rock fragments highly organic to 1.5'(i)f occasional roots, sticKy, moist. ^i^onTTrpTO SFHROCK fKLl = Greenish gray- SaYTcLAYSTONE, sitt; spongey to 6' (=) , Sdiim dense to 9;, mottled with orange and red brown stringers (oxidation ?). Sic^, highly pliable, moist, to wet with no free water. Total depth= 9 feet Hole backfilled -13- GeoSo'ils, Inc. r ( JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD ^vpTnPRTORY '^<;T PTT LOGS T.st Pit DepthOftA Material_Descri^ n ^ 5 Easy to moderately difficult excavating. ^-"^^ Is-e D??ficult excavating. TOPSOIL: Medium dark brown, fi^^y CLAY, SdfeThard and brittle, blocky, highly porous, abundant roots, clay. 0-0.5 0.5-2 2-5.5 ciTnPEWASH: Brown-red brown, gravelly I^T^ium hard and brittle, porous, cSly occasional rootlets, slightly moist. .,p,TTTFPF" T^T?npncK fKl): Olive brown, -^srgravelly-HI^iioNE with localized ^S'rock fragments up to l'. (±) dimension, medium dense, Pl^able, moderately sticky, oxidized, moist. K = t^i^TmTPED BT^npnnc f Jsp): Gray and rust, 5.5-6 ^Sie^ed VOLCANIC rock medium dense, medium hard and very brittle, platy ^^Tpavaae fractured with fragments ,!t^«fna 4" f+) in one dimension, common cIayS ?inds^and crusts associated with ?ractSris and larger rock fragments (in situ alteration/weathering), moist to slightly moist. Total depth= 6 feet Hole backfilled -14- GeoSoilSy Inc. ij>p_3.7 0-3 . 5 0-1.5 JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD p^pTr^t>A^PY TFST PTT IPGS Test_Pit DeEth_IftJ. Material^Descr^^ Easy to moderately difficult excavating. TOPSQILZMJSYTSH: Dark brown gravelly loose, porous, slightly stiff and pliable, abundant roots, moist. TTT^TTTF— ^^"^"^^ ^^^^ c^I^sSoNE rust-aray, weathered gravelly CLAYSTONE, ^Ih ?ocJ'fragments up ^o 10" (±) - -e dimension, medium dense, slightly sticky, indistinct weathering patterns, occasional roots, oxidized, moist. prominent joint set at 3.5' N60W/43SW. Total depth= 3.5 feet Hole backfilled 1.5-3.5 TP-18 0-0.5 0.5-2.5 2.5-5 TOPSOIL: Medium dark brown, silty CLAY, SiS^hard and brittle, blocky, highly porous, abundant roots, clay. SI^^WASS: Medium red brown with^ocal oranae mottling, gravelly sandy CLAY, stiff? slightly pliable, porous, common vertical open fractures, moist. r^•rfzur^f WFAT^^^n BEDROCK (Jsp) : RUSt- brown-gray, irregularly decomposed vnT-CANIC rock, medium dense to dense, ha^brit?le highly fractured with i?^eiullr trends and common clayey crusts alonrfractures (in situ alteration), highly oxidized with occasional manganese ctainina (dark brown black staining), cruSi?! trace relict rootlets, slightly moist. Total depth= 5 feet Hole backfilled -15- GeoSoiUf Inc. (' c JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD p^^rnT^T^TOPY TFST PTT LOGS Test^ DepthJLfta Materia^DescripUo^ Easv to moderately difficult excavating. DilficSl? to very difficult excavating. TP-19 0-4 4-5 n n c, TOPSOIL: Medium brown, fine sandy CLAY, iSr^crumbly, porous, occasional g?a?ei, Si^ rock fragments, common lootlets and insect burrows, dry. ^TOPEWASH: Brown sandy CLAY, medium S?d^Sttle and blocky, highly porous, oSctsional gravel, --^-^.Zl^^Z^AT fractures, occasional relict rootlets, dry, slightly moist. --p.T^TFPFP T^fnpnrKf JSP): Brown-gr^y- Sra^ge, weathered'VULCANIC rock dense, hard brittle, platy cleavage, local c"y4y zones ^tnd crusts surrounding rock and in fractures (in situ alteration), oxidized, very rare relict rootlets, slightly moist. 4. Ar.^r^^ «5et at 3.5' N32E/85-90NW Prominent ^oint set a^ ^.^ / Practical refusal at 5 feet Hole backfilled 3-5 -16- GeoSofls, Inc. c ( JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD ^VPT^PATOPY TFST PTT IPGS TP-20 0-3 3-6.5 6.5-7.5 0-0.5 0.5-2 ^ » w.|-rrin1 p^g^fiption TP.st Pit pppt.h (ft.j a^^teriai^ Easy to moderately difficult excavating. HoKrately difficult to difficult excavating. very difficult excavating. TOPSOIL- Medium brown, fine sandy CLAY, ^^^^^;^,niTnhiv porous, occasional ^oc^fragients, common ?oo?!ets ind insect burrows, dry. HIGHLI-WS^TpRES^l^^ slightly moist. >n-p,TnrrrP ^^^.por^ f JSP^ : ^an-yellow in o?anae VOLCANIC rock, dense, Snd^?;?S5 h^rd to hard and brittle, moderately ^^th fragments :?frlSg^-(?) in rr-e^ih- '"'^ ss:^Siir o;il^?el?^Se'gJra?upper "SIIS with in situ «avelly clayey materials to 3 (±) , slightly moist to dry. practical refusal at 7.5 feet Hole backfilled 2-7.5 -17- G£o5ofls, Inc. ( c JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD p^TOPRTOPY -PTT LOGS ^es:^ Depth^Ift^ Material_Desc^^ Easv to moderately difficult excavating. Modera?e?y difficult to difficult excavating. TOPSQILZSIOPEWASH: Brown-red, brown, sandy gravelly C^Y, loose to stiff and Sightly pliable, porous, occasional rootlets, moist. ^^.n^Tin BEnt>orK f Jsp): Tan-yellow g^^nge, VOLcANIC^ock, dense .-«^o-ra+-eiv hard to hard and brittle, modSltSy fractured with fragments ,«^„r,in one dimension, SldiliS? irii^lS upper contact .with in Situ alt4ration to gravelly clayey materials slightly moist to dry. ^!?^);;:rti'calfNiw7lswrS2SB/85-.0NW. Total depth= 4.5 feet Hole backfilled TP-21 0-2 2-4.5 0-1.5 1.5-4.5 -18- GeoSoilSf Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD EXPimTQRYTEST.PITJfiGS Ttagt Pit EsEauJJta HateEiaJ^DescriEtian Moderately difficult to difficult re55"d!i"f!iult excavating. 3-4 0-0.5 0.5-4 fseporrs.^ircr?siv!"-i^"^ moist. SEAS^BlD^pOg^^ VOLC.S!S"?ock, up to blocky cleavage wirn I y brittle, l.(±) in one ^^J^f^J^t^^n/weathered along local in situ alteration/w ^.^^ r5nsroxrd?zS! stytiy moist.. Joint at 2' N45W/72SW JoSt at 3' N30W/61SW practical refusal at 4 feet Hole backfilled -19- GeoSoilSi Inc. r c JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD pvPTORATnPY T^'^'^ TP.st Pit pppth (ft.I TP-23 0-5.5 0-0.5 0.5-1.5 1.5-5.5 Easy to moderately difficult excavating. sgs'LrraMt^rsoc^^^^^^^^ pSrous, abundant roots, clay. ^?t.rrriS?e?'ratr™' , "etLg" ioSi"'very porous, occasional rootlets, moist. IIK |||J_lTT^'TTmTFP °^"pnrK f Jsp^ : Jfeil°^ platy cleavage, fractured with 2 8 (-) inr-allv verY crumbly to J ^-^ ' ?5naii!;d clayey ^bS clayey brown crusts a?Sng f?actires^in situ alteration), higSly oxidized, slightly moist. 4- -ir^int set at 3' N45W/60SW l^rinlSt lo^ sS tt 3.S- N68E/68SE Total depth= 5.5 feet Hole backfilled -20- G^oSofls, Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD „ (^t. ^ MateEial^-ESScriEtion TP?^t Pit pppt-h (ft. I ns Easy to moderately difficult excavating. 5 Difficult excavating- 0-0.5 0.5-1.5 1.5-3 3-7.5 moist. ^^fflkifrd ifo«h?f gous ^ct^fn^fgravel, com-o^ fractures, occasional reiici- slightly moist. mTHSEES.™^^ medtu^'d^Ilse to weathered VOLCANIC rock,^m^^^^^^ with 3"- dense, platy ^idized, very ^^itUrocSsionlf ?e?ic^^ along fracturU, slightly moist. Tan to yellow fo^^i^^^^^^^tZ'^^^^^^ rock, v^^y.f^J^g^Slt'avSaging 4"(±) in ^^^'^S'f^Inslon c^SSon rhythmic fractures Sfde^^rrn^arerb^y^S^^^ -i^' prominent joint set at 2' N10W/43W^^ prominent Doint set at 3.D r^ practical Refusal at 7.5 feet Hole backfilled -21- GeoSoiUy Inc. JUNE 6, 1990 TP-25 0-* 4-8 0-3 M.A.G. PROPERTIES W.O. 1047-SD p^PT.^•oATOPY TFST PTT LOGS T«:>st Pit nopth fft.Y Mareridj: Easy to moderately difficult excavating. MolLately difficult to difficult excavating. TOPSQlLZmfiVIUM: Medium dark brown and CLAY and gravelly CLAY, loose to stiff^ediSm hard and brittle, porous, SccaJional rootlets, slightly moist. Tpr^^.y WTTATHETF- -n^nporK f Jsp) : Brown to 'rrrav on brokon surfaces, m^^Ssel/weathered VQLCMIC rock, SfgS ^^^^^ slightly moist. Shear at 3.5- N35E/60NW Joint at 4' N22E/53NW Joint at 4- 45W/65NE Total depth at 8 feet Hole backfilled -22- GeoSoiUf Inc. M.A.G. PROPERTIES W.O. 1047-SD ( C JUNE 6, 1990 P^PT^^^^nPV TEST PTT LOGS TestPit DeEth_XftJ. MateriaLDescriEU^ TP-26 0-9 0-6.5 6.5-9 Easy to moderately difficult excavating. T^po,.TVAT.TUVIUM: Medium dark brown, ^T-avellY CLAY, loose to medium stiff and ^oSlStelv pliable, slightly sticky, rofouS^^occfsional'rootlets occasional rock fragments up to 1.5-(-) m one dimension moist. ei?;^:andr-ed?S dSnse and moderately b?!tt?e to slightly friable, platy cliavage, average rock fragments is 4"(±) 5i one^dimension, oxidized, occasional relict rootlets, slightly moist. Total depth- 9 feet Hole backfilled -23- GeoSoiUt Inc. 0-0.5 0.5-2 JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD H(HfiRAlQEY.TEST^IT_IfiGS ^ ^y, ,ft V MateEial_SescriEtion Tpc;t Pit pppth (ft-l s Easy to moderately difficult excavating. TP-27 0-3 Difficult excavating. -g-Uiirb?t^-"S^^^^^^^ pSous, abundant roots, clay. SiaESS^SoSK^rrgTentrmid?-with occasional rocK xry common open ^r^ilfl frf=^i?U!^o=Ssional rootlets. Slightly moist. yellow brown, weatterea brittle, iedium dense to "^''Sith blocky Cleavage fractured^wi :Sof «U=t^rootl-e4s Long fractures, slightly moist. joint at 2.5- N62W/13SW Joint at 3' N40W/50NE joint It 3- N48E/30NW practical refusal at 7 feet Hole backfilled -24- GeoSoiU, Inc. r ( JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD E2SLQBATORY-^EST.^2^JLfiGS D.p«L_Lfta M.t.ri.l-D^^^^™ tl 5 roferftSry^dS to very difficult excavating. sgeporrs,^iMiy^^LiS-v moist. HlASHERlDBEMa^ VOLCANIC rock, dense, hard, massive, oxidized, dry. practical refusal at 1.5- feet Hole Backfilled 0-0.5 0.5-1.5 -25- GeoSoiUt Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD TTVPrnPATORY '^^'^ ^^T LOGS Test Pit n^r^th fft.) M-itori^l DPScription TP-29 0-2.5 2.5-4 0-2.5 2.5-4 Easy to moderately difficult excavating. Difficult to very difficult excavating. Tr^T.cnTT.^AT.TUVIUM: Medium dark brown, gravelly CLAY, loose to medium stiff and moderately, pliable, slightly sticky, porous, occasional rootlets, occasional ?ock fragments up to l'(±) m one dimension, moist. ^^TT^PT> BT-npocK r JSP): Brown and gray iroken surfaces) VSLCANIC rock dense, hard and brittle, highly fractured with 2ii_8''(+) spacing, platy cleavage, oxidized, slightly moist to dry. - Prominent joint set at 3- N75W/80-90NE prominent joint set at 3' N15E/48NW Prominent joint set at 3.5- N45W/43NE Practical refusal at 4 feet Hole backfilled -26- GeoSoilSi Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD pvDTr.PATQRY '^'^'^ T>TT LOGS TestPit n.nth fft.l Material_Descri^ ?:J Di?fiSir?o'"vl;T difficult excavating. TOPSOIL: Red brown, gravelly CLAY, I^SiTporous, and crumbly, slightly moist. 1-4 0-0.5 0.5-4 ^^.nTm.pT-.n BEnPorK f JspY : Tan and yellow So^lnd gray, dxt ter int ially decomposed VOLCANIC rock, predominantly very hard ISd^nse! brittle, highly fractured with random orientations, locally clayey (m Ii?u alteration/weathering), blocky cleavage with fragments averaging 3"(±) in one dimension, dry. Practical refusal at 4 feet Hole backfilled -27- GeoSoils, Inc. M.A.G. PROPERTIES W.O. 1047-SD C ( JUNE 6, 1990 pvT^Ti^PATORY '^g'^ T'TT LOGS TestPit DeEth_ift^ Material Description TP-31 0-1 1-2 2-4.5 TOPSOIL: Dark brown, clayey SAND, loose, porous," abundant rootlets, crumbly, dry. gTOPEWASH: Brown, clayey SAND with common rounded ''^tamorphic rock . fragments, medium hard, slightly friable, modSa?ei; porous, occasional rootlets, slightly moist. -T^TFPFP ^T=T>P"f^ ^TdssY: Light orange, m^dluTto coarse giain SANDSTONE medium SSnie? moderately, friable, conglomeratic bSd at 2.5-3(±), moderately well sorted, permeable, slightly moist. Total depth= 4.5 feet Hole backfilled -28- GeoSoilSt Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD FYPTDRATnPV TEST PTT LOGS Test Pit n^nth fft.-> M^tprial Dpscription TP-32 0-2 2-4 TOPSQTL/STOPEWASH: Brown to dark brown, clayey SAND with occasional rounded metamorphic rock fragments, loose to medium hard, slightly friable, porous, occasional rootlets, slightly moist. ^^TTP?T?T?r> TtTgnPQCK fTd^: Light orange, medium to coarse-grain SANDSTONE, medium dense, friable, moderately well sorted, slightly moist. Total depth- 4 feet Hole backfilled „p ,o 0-1 Easy to moderately difficult excavating. TP 33 2^-3.5 Difficult to very difficult excavating. 0-1 TOPSOIL: Red brown, clayey SAND/sandy CLAY, loose to stiff, porous, crumbly, common rootlets, dry. 1^3 5 WPATHERED BT-npocK f JspY : Red brown and gray on fresh surfaces, weathered VOLCANIC rock, dense, hard and brittle, blocky cleavage with fragments averaging 5"(±) in one dimension, dry. Joint §2' N35W/85-90SW Practical refusal at 3.5 feet Hole backfilled -29- GeoSoils, Inc. M.A.G. PROPERTIES W.O. 1047-SD x.^T/.PATQRY '^'^'^ T^TT LOGS TestPit n..^h rft.^ Material DPScription JUNE 6, 1990 TP-34 0-2 2-4.5 0-1 1-3 3-4.5 Easv to moderately difficult excavating. Dilficult to very difficult excavating. TOPSOIL: Red brown, clayey SAND/sandy CLAY, loose to stiff, porous, crumbly, common rootlets, dry. p^^xxT.v WV.ATHFRFD BEDROCK f^^P) f^, colored, highly decomposed VOLCANIC rock, p?edoS;ant?y gravelly clayey materi^^^ Medium dense, common in situ alteration associated with <=layey rinds of rock, occasional relict rootlets, slightly moist. WEATHEREDBIDRQCS: Multi-colored, Scl^sed VOLE^IC rock, predominantly ^ave?cobble sized fragments with clayey Snds and crusts, dense, brittle, irregularly fractured, oxidized, dry. Practical refusal at 4.5 feet Hole backfilled -30- GeoSotlSt Inc. M.A.G. PROPERTIES W.O. 1047-SD p^TOPATORY T^'^T ^TT' JUNE 6, 1990 4.« •mori.^ratelv difficult excavating SllicSl? ?f veli'^ait"™" excavating. TP-35 0-1.5 1.5-3 0-1.5 1.5-3 I2ESSlUSIgEH^, Brown-red brown, br?Sll";oroSs?^cia'sional rootlets, slightly moist. WEM^EDJEmeSS-eSEl: ^sray and brown, lYaSerld vOLCANlT^SSk, f hard, brittle, =1 jy|5[^^°^^i|n)wUthering, 1«(±) in one dimension, oxidized, slightly moist to dry. practical refusal at 3 feet Hole backfilled Ti-l SliiSS^rlo'vliy difficult excavating. S?ocSroc=L5"Ii rootlets, slightly 1.5-3 0-1.5 moist. 1.5-3 .^PP ^..npor-K r JSP): Red brown and 5"(±) in one dimension, ary. Practical refusal at 3 feet Hole backfilled -31- GeoSoilSf Inc. ( JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD T^YPTOPATORY '^g'T' PTT LOGS Test Pit npnth fft.) Mnl-nri^T DPScription o 1 TOPSOIL: Brown, gravelly CIAY, loose, i^iSS crumbly', Occasional vertical open fractures, common rootlets, sligntiy moist. 1-2.5 o^^-TTT.v WFATHERFD BEDROCK f J^P\^ ^^7;^-;f ^ ^ brown-yellow brown, decomposed VOLCANIC roX predominantly gravelly clay, medium dens4, crumbly, occasional rare relict rootlets, moist. wi^ATTTTn^ED BEDRQCg: Gray rust, VOLCANIC rock, medium dense, brittle, hard, highly fractured with l"-4"(±), spacing, c^ly, localized clayey rinds-stringers (inlitu alteration), oxidized, slightly moist. Joint set at 3' N45E/77SE Joint set at 3- N25E/60NW Total Depth= 5 feet Hole backfilled 2.5-5 -32- GeoSoilSf Inc. C (^ JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD TTYPirtPATOR^ •^^'^ T>TT LOGS TestPit Depth^Lft^ MntoriRl DP.scription TP-38 0-2.5 2.5-5 TOPSOIL: Gray brown, dry, loose to SdiS^dense,'^porous silty SAND, many roots, hard, blocky structure. @0 5' Becomes dark brown, slightly moist, medium dense, porous clayey to silty S^D^ haS blocky with common desiccation cracks. @2' Becomes brown, many small carbonate nodules and mottlings. x,t.T.pnrnr fTdss): Yellow brown and gray^ slightly moist, dense, weakly laminated siltv fine SANDSTONE. Common laminate iron staining and very few carbonate mottlings. Total depth- 5 Feet No Groundwater Hole Backfilled -33- GeoSoilSf Inc. r M.A.G. PROPERTIES W.O. 1047-SD t^vprnPATORY '^^'^ T»TT IPGS Test_Pit n..f,h fft.) Material Ppscription JUNE 6, 1990 ipp_39 0-1.5 0.5-3 2-3 3-6.5 FILL: Yellow brown, slightly moist, l^e porous, silty fine SAND. TQPSQIi: Brown, moist to very moist, f^Sito medium dense, soft, P°rous, silty lean CLAY with occasional stringers of yellow brown fine sand. Grades to olive brown and brown, moist, mSdlSm dense, firm, flig^^^X P°5?"Jtu?es' lean CLAY with few fine random fractures. x^x^T^porK fTdss): Light gray, slightly, moist, dense, weakly laminated fme grained SANDSTONE. 04' Dark olive, moist, dense, stiff, ?hin?y laminat;d ClJ^f ^di^f atStSde^N-mottling near base of bedding attitude N S/8'W; N50W/6SW^ Total Depth- 6.5 Feet No Groundwater Hole Backfilled -34- GeoSoilSi Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD ..VPT^PATORY '^'''^ T'TT I^S Test^ n^^th fft.^ Material DPScription -pp_40 0-0.5 0.5-2 2-5 TOPSOlLZCQUfiVTUM: Gray brown, dry, igg-e! porous siity SAIO) with rounded gravel float. TOPSOIL: Brown, slightly moist to dry, ^ifSTdense to loose, hard, clayey SAND. ?Smion random desiccation cracks. BEDEQCKJTdssi: . .^^t^;^ and gray, mediun dense, higniy SelS^rlS aSd randomly fractured silty fine SANDSTONE with sone clay. 02 5' Grades to yellow brown and gray, IlilhtS moist, dense, weakly lamxnated Siltv fine SANDSTONE. Common laminate ?ron staining and very few carbonate mottlings. Bedding attitude N30E/5-NW. Total Depth- 2.5 Feet No Groundwater Hole Backfilled « ^ TOPSOIL: Dark brown, moist to slightly TP-41 0-1.5 J^fKrioose, blocky and fractured clayey SAND. 1.5-5 BFDROCKfTdssZTdcsl: Gray brown, JiiahSY moist, medium dense, massive to ^etSy laStiat^d silty fine SANDSTONE. at> 5 Grades to olive brown, moist, dense, ve^^ SS!y laminated silty CLAYSTONE with wavy laminate orange brown stains. Bedding attitude N60W/14SW. Total Depth- 5 Feet No Groundwater Hole Backfilled -35- GeoSoilSi Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD VYPTnPATOR^ '^^'^ "PTT LOGS Test Pit np..th fft.) M.trrial DPScription TP-42 0-3 3-6 TOPSOIL: Brown, dry, loose, porous silty iSrfeth clay weak blocky and friable. 01- Becomes gray brown, dry loose to medium dense, porous, silty SAND with Sany columnar desiccation fractures. x^x^nporK fTdss) : Gray with orange brown stringers, dry, dense weakly laminated fine SANDSTONE. QRi Grades to brown, dry, medium dense, IlighSy porous maskve silty SANDSTONE Sith coLon shell fossils in upper part. @6' Grades to gray, dry, dense, fine SANDSTONE. Bedding attitude N80E/7-NW. Total Depth- 6.5 Feet No Groundwater Hole Backfilled -36- GeoSoiU, Inc. 3-5.5 JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD EmeEATQRY_TEST.PIT_LOGS T.st Pit peEth_Ift^ Material DPScription i-oTTiJVIUM/TQPSQIIj: Brown, dry, loose, TP-43 0-1 gg^!7^;Ictured, porous silty SAND with maSy riots and rounded pebbles. l_3 TOPSOIL: Reddish brown, moist, soft to firm, medium dense sandy, lean CLAY. BEDROCKfTdssl: Gray with lamellar red bro^moltling, slightly moist, dense, thiS!y laminate fine SANDSTONE. Bedding attitude N20E/7-NW. Total Depth- 5.5 Feet No Groundwater Hole Backfilled TOTjriVIUMZTOPSOIL: Gray brown, dry, WVporous, Ulty SAND with many roots and common rounded pebbles. TOPSOTL: Reddish brown, moist, firm, medium dense slightly porous, silty to clayS SAND, desiccation cracks common. RFDROCK rTdssl:Gray, dry, dense, gg^Sed fine SANDSTONE. Some yellow brown staining along bedding. Bedding attitude N50E/15-SE. Total Depth- 5 Feet No Groundwater Hole Backfilled TP-44 0-0.5 0.5-2.5 2.5-5 -37- GeoSoits, Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD T:YPT.QRATO°^ -^^T T^^T LOGS Test Pit n^ptb fft.) M.tPrial DPScriptioTi « 1 - PTTT.- Brown, Slightly moist, loose, TP.,5 0-1.= |™4s, sUty SAND and trash (plastic concrete, rocks etc.). TOPgQIL: Red brown, dry, medium dense, slightly porous clayey SAND. x,.nPnrK fTdss): Mottled gray and orange brown, slightly moist, medium dense, massive to weakly laminated fine SANDSTONE. Gypsum intergrowths common. §4« Becomes very dense. Bedding attitude N15W/6-SW Total Depth- 4 Feet No Groundwater Hole Backfilled 1.5-2 2-5 -38- GeoSoilSf Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD TTYPTf^RATO^v '^^'^ T^'tT LOGS Test Pit n^pth fft.) MiitPTial DPScription 0-1.5 Zm: Gray brown, dry, loose silty sand and trash. 1.5-2 2-3 3-8 roT.TnVTUy/TOPSOIL: Red brown, moist, soft to firm, medivim dense, slightly porous clayey SAND with few rounded pebbles, desiccations cracks common. TOPSOIL: Brown, moist, firm, medium dense, sandy lean CLAY with few desiccation cracks. BEDRQCK_ITdcsl: Brown, moist, stiff, dense thinly laminated SILTSTONE to silty CLAYSTONE. §5« Grades to olive brown color. Bedding attitude N30E/10-SE. Total Depth- 8 Feet No Groundwater Hole Backfilled -39- GeoSoils, Inc. M.A.G. PROPERTIES ^ ^' W.O. 1047-SD EYPTORATORV TEST PTT LOGS Test Pit np-r^th fft.) Mai-erial Description TP-47 0-2.5 ^PTTPTPTAL FILL: Dark brown, slightly^ moist, medium dense, porous, silty SAND with many roots. gl« Becomes dry, lightly brown friable meditim dense SAND and brown, slightly moist, medium dense, hard clayey sand. e2' Becomes orange brown, noist, medium dense gravelly silty SAND. 2 5-7 T^vnpnnK fTdcs): Olive brown, moist, stiff, dense conchoidally fractured, thinly laminated, silty CLAYSTONE. Attitude N65E/6'NW. Total Depth- 7 Feet No Groiandwater Hole Backfilled AO 0-0 5 AT.TiTVTUM: Yellow brown, dry, loose, porous, weakly stratified SAND. 0 5-2 PFnporK fTdss); Orange brown, dry, loose to medium dense, slightly porous, fine grained SANDSTONE. §1.5' Gray, slightly moist, dense, massive to weakly laminated fine grained SANDSTONE. Total Depth- 2 Feet No Groiandwater Hole Backfilled -40- GeoSoils, Inc. JUNE 6, 1990 M.A.G. PROPERTIES W.O. 1047-SD pypTriPATORY TEST PTT LOGS Test Pit r»PT.th fft.) MatPrial Description TP-49 0-2 2-3 TOPSOIL: Red brown, dry, loose, porous, silty SAND and cobble sized rock. BTCnporK fJsp^: Red brown, dense, weathered VOLCANIC rock, breaking to gravely silty sand. Practical refusal at 3 feet Hole backfilled TP-50 0-3 3-5 TOPSOIL: Red brown, dry, loose, porous, silty SAND with many roots. @1' Grades to dark red brown, moist, firm, medium dense sandy lean CLAY with common desiccation cracks. PT-nporK fTdss): Light gray, dry, dense, thinly laminated fine grained SANDSTONE. Bedding attitude N50W/11*SW Total depth- 5 feet Hole backfilled -41- GeoSoitSt Inc. c M.A.G. PROPERTIES W.O. 1047-SD T^YPinPATORY TnggT PTT LOGS Test^ npr>th fft.) M.tPrial DPScriptioii JUNE 6, 1990 TP-51 TP-52 0-2.5 2.5-4.5 0-2.5 2.5-5 TOPSOIL: Red brown, dry, loose, porous, silty SAND wi th many roots. t»Trnpr»rK fTdss): 03 5«Becomes gray, slightly moist, deAse, very weakly laminates fine grained SANDSTONE with common yellow brown lamellar stains. Total Depth- 4.5 Feet No Groundwater Hole Backfilled TOPSOIL: Brown, moist, medium dense firm to stiff sandy clay with common desiccation cracks. T^vnpnrK fTdcs): Olive, moist, stiff, dense massive CLAYSTONE. Total Depth- 5 Feet No Groundwater Hole Backfilled -42- GeoSofls, Inc. CUENTJ^an^Cnrp W. 0.223=211 OATE DRILLEt. LOGGED BYi „.,c...,.„... ... IBSURFACE ELEV.Ai21_»«'V-N6 WT.^400i and 14 tu Ul ac UJ H I b. Ul 0 u 0. o < -J ce o e ffl auj< n * U O 12 UJ o FILL: Brown to tan Clay to Sand mixtures, with a high percentage of volcanic rock up to 24 inches ,| moist, loose. NATURAL SOIL: Brown Silty Clay to Clayey Silt, stiff, moist. Clay Color grades to light brown, is moderately soft^ , BEDROCK (Torrey Sandstone) s Tan to gray Sandstone-biirs^one, weath- ered and soft in upper few feef firm to hard below, moist. ' Total Depth 13 feet. No Water. No Caving. Ui \ tc ^ lu I * «. 3 * o< ° ft "^ lucD o ISO 7 C 98.6 6.2, 1 C 102.5 19.2. 3 C 102.3^ 19.' Ol ATP B-l CLIENT., PROJECT, paon corp. _ W. O.IIil^^ DATE DRILLED 6/8/8^ LOGGED BY RCK/DM ± 330 DRIVING WT. 2400»,1550#* T.a rnsta. S.E. .SURFACE ELEV. ~ 13 and i4 a: UJ u UJ a. Ul o u S3 cc e B: Bedding TOPSOIL: Medium brown siiry Ciay, T^p.pprv^ir fTnrrey Sandstone) : Light orangish tan Silty sandstone, slightly moist, very dense. Grades to a light gray and orange mottled Silty Sandstone, damp, hard, tight. Thin rust-colored seams indicate near horizontal structure • 00 J<0( J<0( RE Q.-n • UJ O z IC UJ O 0- IU o< ° ft 11 I ae ac - ' K UJ CO 5 I C I 89.9| 14.7- B 8 I C I 103.el 14.' 8 C 112.3113.: •10- -15- -20' Two inch thick Sandy S jits tone interbed, B: N-S, 3-5 E. Medium orangish brown Sandy Siltstone, hard, damp. 7 C 110.8 11. 7/J C ' id" 110.1 13. 7* B 104.9 15. B 8°SE. C B 110.8 24.1 o: NICE, - —- Thin Sand^^-one interbed nvnvnc.i^: (Del Mar Formation) : > 115* Medium greenish brown s>ilty Clay stone with orange mottles, moist hard. Thin gray Sand interlamin- ations cross-cut by numerous gypsum seams; tightly bedded. ^ • , . , , iireqular random slicks throughout- |i2*l c |l05.5|20 P^^Ition c-^---^^^ irregular anji R-2a < C Ll ENT ___Daoii_Cor£^ PROJECTLa^_C£Staj__S BORING LO G _£::2. WO 212=511 DATE DRILLED fii:fliia2_ LOGGED BYRfK/nM SURFACE ELEV:.. ± 330^ DRIVING WT.1550.*, 850t** 13 and 14 U U u. X Ul H-Q. < 1 U o -35- Si 3 a: o >•; lo.- e |M( ]u> luJ z( ui. >-»- cn lUJ 1 3C luisl > , I I a: locol o ujSi te. »- — I 3 * O o 2 O Claystone becomes dark greenish bro^ Sith black iron stains; some slicks observed, hard, moist. Six inch thick discontinuous frac- ti^e zone, abundant fractured rock with slick surfaces; no open structures. 201 C 115.8 14. •45-Rock becoming increasingly dense; drilling is slowed. i ** 15 C 110.4 17. •50-: Total Depth 50 feet. No Caving. No Water. CLIENT. Paon corp. w 279-SDDATE DRILLED J/S/H LOGGED BY PCK/JftS DDo.prT T.. ro.^.. S.E. SURFACE ELEV.. 270 DRIVING WT. 2400^, 1550#* DC u I- < Ui Ui I- Q. Ul o 0- o Q. O < -I a: o -10 15 -20 -25- •30- •35- 13 and 14 J: Joint surface B: Bedding S: Shear surface TOPSOIL: Medium brown Silty Clay, firm, upper foot is desiccated and contains root hairs, very >; CO* Q.- 3 O ac o |co< lu* 1*1 tu: u. a.1 >- ]U o< ]oaa >- , I I a: locol o u o moist below upper foot. WEATHERED BEDROCK: Grayish green ^ and red Clayey Silt with caliche stringers to 43$ feet, slightly moist, very stiff. Grades into_i. light brown Clayey Silt with / _ some coarse grains. J BEDROCK iKijv.rw L-^.^ - . - green Claystone wi-cn some reddish ^ orange streaks, no structure, slightly weathered, damp, tight, hard. § 9 feet. J: Randomly oriented, southeast gentle inclination suggested. @ 10 feet. J: N45E, 25SE: No slick surfaces. § 12 feet. Red zones in grayish- green Claystone § 13 feet. B: Relatively flat; Claystone, more moist. § 14 feet. Claystone becomes brown with gray amd yellow mottling. § 15 feet. S: N80W, 22-32NE with striae downdip, gray, soft, moist, clay. Two inch thick directly above. - 7 C 116.7 I5I5 feet. Becomes an ochre, gray red, yellow and light brown mot- tled Claystone(?) or weathered tuff with angular volcanic frag- ments, aoist, hard. 17 feet. Local seepage; coarse grains (volcanics) no longer pres 12 I C 1104.8 B 3 C 111.0 U X H K UJ CO 2 u 19.6 fn^l Mar Formation); Grayishl U |B \225.l — 11 C 121.6 — 5* C 119.4 — 20* C 120.7 15.1 14.: ll.. 13.1 12.6- .... R-*^?) ^ 0. rZlz^SBDATE DRILLED .6Z8Z82. LOGGED BY RCK/JAS CLIENT . i 270 DRIVING WT..2400^ 1550»* PPnirrT ^-- ^-osta. S.E. SURFACE ELEV._^^ . ^^\ and 14 ' ec Ul U u X 0. u o o ac o oco CO z w S: Shear surface B: Bedding 0 19 feet. Claystone becomes a gray color with orange-brown zones. @ 20 feet. S: NlOW, 35NE: Red stained shear surface, polished, large grooves. s. NlOW, SONE , , shear surface 5 inches below previous surface. @ 22 feet. Gray Claystone contains occasional angular to subround granular fragments; J: N40W, 7UNq Red-stained joints. @ 23 feet. S: N28E, 30SE; N70W 20N irregular shear surface, slightly polilhed, yellow stain; some free Soisture along fractures Below 23 feet. Hard, predominately q?ay Claystone with random slick lurfaces and random fracturing. |0 25 feet. S: N45W, 45NE: ' Shear surface, slightly polished, poor]|y| developed. B- (->) N40W, 10-15SW. Pair of parallel surfaces. o za"H^ e ul4 I ' I ^ ae »- I- Uf (O t- O o S o Total Depth 30 feet. Slight water seepage at 17 teet. No Caving. R-3b CLIENT Daon Corp. W.O. 279-SDp^TE DRILLED ±±:!i. LOGGED BY. RCK ppniFr.T La Costa SURFACE FIFV.270t DRIVING WT., 24 00% S.E. 13 & 14 Ul UJ UJ UJ 5- -LO- 0. o < -I lu aco CO z u TOPSOIL: Medium brown Silty^ Clay —J?Ith"interlenses of reddisn-brown --"st to wet, 3 u: O Z< loe u- ML loio > BC y- H UJ CO »- I > Sandy Clay, very soft to firm. moi Light to greenish-brown Clayey Sand ^dium dense, very moist, abundant \ caliche, volcanic rock fragments present in varying amounts. , BEDROCK (Volcanics) : ^^^iablf -fan Basalt, weathered to a friable consistency in upper 6"; hard and blocky below. B § 9 feet. Unable to continue j dilling due to hardness. /j Total Depth at 9 feet. No Water. No caving. 1110.3 1 < CL.ENT_B!2!L£^ PROJECT J±.S£!11- S.E. 13 S. BORING LOG -Bzi. y,.0 279-SD D^^TE DRILLED Jl!:!3 LOGGED BY SURFACE ELEV.^J^ DRIVING WT. 2400#, 1550#* 14 u Ul u. ae X UJ I I- < u ?| o •0 -5 - o a o < -1 oe C9 S: Shear Surface B: Bedding J: Joint Surface ag cod III _ _ C03 CO I oc »^ <n*i uju. u z ^ 3 %^ujao< ° ftiw ae uj-J|' JL 25 o Q.5I000I o Sfsh-?»'smy= sandstone to Sandrsiitstone, with brown and 9?ay Sorties, dense to hard, damp. a 4 feet. B: N35E; 3-5tIW iighfgraylsh-orange thin Sand laminae. 0 6 5 feet. Sandstone grades to ® l^l liaht grayish-tan Sandy ^!tsionew!th brown mottles, dense, damp, massive. UJ £. o o 2 O CL @ 15 feet. discontinuous Gypsum infilling of fractures. BEDROCK (Del Mar^^^^^^^^j^dirk "^^XSaylirty^cia^^^^^ to lll^lTtdlllol^^^^^^ yellow and SfctTrf^^^^ 0 lfi feet. Fracture Zone, 2' thick ® B N65W; 14NE: Thin lamination I 1: N35W; 52NE: Slick surface, s. highly polished. @ 18 feet. S: N-S, 69W: Slick surface with iron staining; gypsum infilling above surface. I @ 19 feet. J. N60E; 79NW: Joint S*. N40W; 33SW: Highly polished slick surface with iron staining and ^YP^vm- Intersects and truncates the joint. Parallel slick surface 5 C P.09.9 9.5 10 C 108.3 7.5. 9 C 110.9 8.1. C 112.4 10.0 9 C 109.9 18.1 < BORING LO G B::5_ „,P,,^ paon corp. w. 0.279-SD_ DATE DRILLED izizil. LOGGED BY.^ PROJECT La Costa g P.- 13 & 14 SURFACE Fl gy. 310+ DRIVING WT.2400#, 1550#* 5 |« ^\ X < -J Ul I J- o: . CL I <9 < I UJ 20. 25. -30- 40 S: Shear Surface J: Joint Surface >• co ol I H i>:co Hi^igsis ^^^^ o Sao® o ISO CO z UJ UJS^ oc l- Ul N40E; 4 3SE: Joint N75W; 20SW: @ 19.5 feet. J: @ 22.5 feet: S; Slick Surface § 24 feet. J: N57W; 26NE: Joint § 25 feet. S: N55W; 41SW: Zone of parallel slick surfaces, 2" thick. @ 26.5 feet. @ 30.5 feet N-S, 76E N15E; 20-40SE! thick zone of subparallel slick surfaces @ 34.5 feet. N70W; 21SW. @ 38 feet. Drilling slow as Claystone becomes denser. Total Depth at 40 feet. No Water. No Caving. 9* C 106.1 20.: \IBA C 109.4 18.7. BORING LOG B-6 cLiENT-£f2iLE2f£: PROJECT J±f2!^i •"•""^ RCK WoiZl^^DATE DR,LLEB±±^ LOGGED BY. 2400#, 1550#* SURFACE ELEV.i!!i ^""^"NS WT. S.E. 13 & 14 UJ UJ U. a. UJ o 0 o Q. O < -« oe o -10. _15. 20. 25_ 30. J: Joint Surface S: Shear Surface B: Bedding >*^ico'-i COI(g"«-' *** o zp^"° ?; FILL: Medium brown Silty Clay, moist^ ^ose to firm, intermingled \- arasses; r^P^orn texture BEDROCK (Del Mar Formation)^: "^^^tf Sfa^S'lmstone^ wit^ and'oJrn'ge mottles, moist, hard. fl A «^ feet. 2 feet thick fracture ' Ir Jclllk by 2 parallel slick ^ N50E; 26E: Tulrluifaois 'polished, grooved and iron-stained >- UJ p oeo CO I oe H u ' H UJ CO *^ o a 2 U 1 "1 1 5 I C 102.8 23.iL § 8 feet. @ 9 feet. J: N30E; 50NW. J: N20W; 84SW. 7 C 112.8 15.0. @ 11.5 feet. J:. f!' subparallel Domt set. e 15 feet. J: ^t' ^l^' subparallel DO^^jt set. J: N75E; 7SE: intersects previous joint. @ 16 feet. S: N70W; 15NE: Polished slick surface. @ 17 feet. 6" thick orange Silty layer, irregular. fl 17 5 feet.. Grades to dark ' gr;enish-gray Clayey Siltstone, tight, hard, moist. 0 18 5 feet. J: N25E; 12SE: ^ Fr;ctu?I infilled with gypsum. 9 C 106.8 19.2. L3* C 109.0 17.5 CLIENT32!L.^ ppoiPr.T La Costa S.E. 13 & 14 W0!I!l^DATE DRILLED ±±11 LOGGED BY — "SURFACE ELEV._i!!±_OR,V,NG w T. » * u a. o < -J ac C9 B: Joint Surface Shear Surface Bedding @ 21 feet. B: Thin orange Siltj lamination, near horizontal. 0 22 feet. Fracture zone, 6" thick, truncated at base by slick surface: S: N55W; 34SW. @ 25 feet. Random gypsum crystals. >- 1 1221 I - I UJ e >-*5 co3 CO oe I- % Lgo< ft oe uJ ' ' i ¥ ^ Total Depth at 30 feet. No Water. No Caving. I \ CLIENT_Daon Corp.. 27 9-SD_DATE DRILLED^±±±2LOGGED BY_E^^ '.MRFACE ELEV ^-^^^ DRIVING WT. 2400#, 1550# ppofprT La costa _ SURFACE ELEV._::^21= S.E. 13 & 14_ UJ I u UJ 5i . 0- o oe X < -J UJ I- ae H- I (L I o < I UJ 10. .15. _20. -30- B: Bedding S: Shear Surface TOPSOIL: Reddish-brown Clayey Sand^ •551st, medium dense, caliche. SLDlffDEBRIS{?) : Silty Sand with angular Siltstone fragments > I- u _ |C04 >'gco;-, w^auu-i cc uJ^' • % c9 Q.ffl|ocD a CO oe H UJ CO 2 O Is I C |ll3.4 |14.1 yellow-brown, firm, no structure, irregular contact at base. BEDROCK (Torrey Sandstone); Light orangish-brown to orangish- tan sandy Siltstone with occasional thin gray and brown laminae of Silty Sandstone, damp, dense to hard. @ 8 feet. J: N20E; 44NW. with 2" thick greenish-gray Clay. I I @ 10 feet. B: N40E; lONW: Brown and gray thin Sand Lamination. § 14 feet. Coguina layer, white, well cemented, 1* thick. § 15 feet. B: N70W; 15SW: Basal contact of coquina layer with orangish-tan Sandy Silt- stone. @ 17 feet. B: E-W; 8-lOS: Formation contact, irregular. 4 C 109.0 16.2. 1 7 C 107.0 9.6. r': BEDROCK (Del Mar Formation) : Medium to dark greenish-gray Clayey Siltstone to Silty Claystone with orange and brown mottling, moist, hard, caliche and gypsum in upper 3'. L2* C 107.5 18. BORIN G LOG B-7 CLIENT. PROJECT Daon corp. w oHil^DATE DRILLED ±±11 LOGGED BY_1?! ' ?fin+ no.v/iMr WT 2400#, 1550#* LaCosta SURFACE ELEV.J^^t DRIVING WT. oe UJ < S.E. 13 & 14 o X O £ o < -» oe o ca l»-*d I . ^ g g bo @ 19 feet. J: N30E; 40NW, orange stained. @ 19.5 feet. J: oremge stained, N60E; 26NW, g 20.5 feet. Random fractures, gypsum infilled. § 22 feet. 1-1/2' thick fracture zone. random orientations i§ 23.5 feet N70W; 40SW. Multiple parallel slick surf at base of fracture zone. [§ 26 feet. Claystone becomes <-iaht and hard. aces i Total Depth at 30 feet. No water. No caving. TEST PITLOGS W.O. 279-SD DEPTH (ft.) 0 - IS IH - 3 3 - 4 uses MOISTURE PTimV-'^"""^- f-f^NTENT (%) DRY - ^ nF.NSITY (PC^ 1 0 - 2J5 2*1-6 nF.TAlLED DESCRIPTION^ TOPSOIL: Reddish brown Silty Clay dry, porous. c^n-v Clay, moist, stitt. Yellow-brown Silty uiay, ii?I^M7aV to brown, fractured, blocky, hard. Total Depth 4 feet. No Water. No Caving. ieESffii= /«^eo?canirrooi*(«."e!;ts ^^^^^drv'anl "Sie at sut face. SSIsr;nr£i™ below 1 £oot. BEDROCK_(Volcanics) : Ifriable Ti[r"biiilt, "^.^^^^llf.foct'. hard consistency in upper 3 tec . and blocky below. Total Depth 6 feet. No Water. No Caving. PLATE C-l TEST PITLOGS W.O. 279-SD DEPTH (ft.) 0-4 4-6 U S CS. MOISTURE GROUP'SYMBOL CONTENT (%). DRY _^ DENSITY (pcf) 0-2 2-5 nT.TATT.ED DESCRIPTION below. 55?fi2C!U2o||fX-^^ da!i"to" riight'ly "™l="'ti.ht, hard, .ass.ve.^ Total Depth 6 feet. No Water. No Caving. TOPSOIL: Medium ^rown Clayey Silt, porousT loose, dry m upper i Firm and moist below. S'irj^nUTur/e^i^nrar"o?i.ontal bedding. Total Depth 5 feet. ^ No Water. No Caving. PLATE C-2 TEST PIT LOGS W.O. 279-SD DEPTH (tt.) 0-3 3-5 5-6 U.S.C.S. MOISTURE GROUP SYMBOL CONTENT (%) DRY DENSITY (pcf) nFTAILED DESCRIPTION ALLUVIUM: Dark brown Clayey Sand with volcanic rock fragments, very moist, medium dense. Yellow brown Silty Clay to Sandy rlav. moist to very moist, stirt,. scattered volcanic rock fragments, (weathered bedrock?) BEDROCK (volcanics); ,.^„^„ Bif^iTItr mottled tan and brown, fractured, hard, blocky, red staining. Total Depth 6 feet. No Water No Caving. 0-3 3-6 TOPSOIL: Dark brown Silty Clay, dry and loose in upper 1 foot, moist and stiff below. BEDROCK (Volcanics) ; w4 t-h Basalt,-yellow tan to »^rown with red and gray mottles, shored to a friable consistency in upper 21 inches, hard and blocky below. Total Depth 6 feet. No Water. No Caving. PLATE C-3 TEST PIT LOGS W.O. 279-SD DEPTH (ft.) 0 - 2Js 2*3 - U.S.C.S. MOISTURE ^H^^^^ (pcf) GROUP SYMBOL CONTENT (%) DENSITY (pc ) - 7 0 - - 5 nFTAILED DESCRIPTION ALLUVIUM: Light brown f^^Y^^and loose and dry in ^PPej.6/n^^es, slightly moist and medium dense below. Dark greenish brown fand-Clay mix, very moist to wet, firm (weathered bedrock?) ^ RPnROCK (Del Mar Formation): Medium iiinih&sisd^^^ r ' hard, upper 2 inches weathered to light greenish gray Sandy Clay. Total Depth 7 feet. No Water. No Caving. ALLUVIUM: Light brown Silty Sand, inoist, loose, porous. Dark greenish brown Silty Clay, very moist, stiff, (weathered bedrock?) RF.nRQCK (De] Mar Formatio_a) : Medium greenish gray Clayey biitstone, moist, hard, massive. Total Depth 6 feet. No Water. No Caving. PLATE C-4 TEST PIT LOGS W.O. 279-SD DEPTH (ft.) 0-4 4-6 6-7 uses. MOISTURE GROUP'SYMBOL CONTENT (%)_ DRY _^ DENSITY (pcf) - nvTi^TT.ED DESCRIPTION 0 - 3»i 34 - 44 44 - 54 ALLUVIUM: Dark brown Silty Clay, moist, tirm. Dark greenish brown Silty Clay, very moist to wet, stiff ^weai. bedrock?) BEDRgCKjDe].Ma^^ sfltsto^. ^^^^^^^r^i^Sil^v c?ays?one. hard, moist to Siity v-xay Total Depth 7 feet. No VJater. No Caving. TOPSOIL: Dark brown Silty Clay, firm, dry and porous in upper one foot, stiff and moist below. Light yellow brown Silty Clay, moist, stiff. BEDROCK (Volcanics) : j^^h ^ Dark green and black basalt, wl ,^ orange and brown mottles, blocKy, hard, fractured. Total Depth 54 feet. No Water. No Caving. PLATE C-5 TABLE 1 rpPQT PIT LOGS W.O. 279-SD nEPTH (ft.) 0-5 5-7 U.S.C.S. GROUP SYMBOL^ MOISTURE CONTENT. (%1 DRY _^ DENSITY (pcf) 12 0 - - 7 DETAILEDDESCRIPTION ^iM^^ ^^rgreSrL^or^ed TiitJ' firm, grades to green Clay with depth. •'^ «-^^^2rE|£||2' iuc^' Soapy texture BEDROCK tPel ^tone, green color, surfaces throughout. hard, moist. — Total Depth 7 feet. No Water. No Caving. bL^^^^^- "-Tsl f^om's^'fee?! Trades ^^ftT^ry \^^°^es moderately to green color, become stiff. BEDR0ClLJ2elJl^£^^ textile' with occasional SIICK moderately hard, moist. Total Depth 7 feet. No Water. No Caving. PLATE C-6 TEST PIT LOGS W.O. 279-SD L4 DEPTH (ft.) 0-3 3-8 U.S.C.S. MOISTURE GROUP SYMBOL CONTENT (%). DRY _^ DEl^lSITY (pcf) 0-3 3-6 6-8 • nT.TaTT.ED DESCRIPTION ALLUVIUM: Brown Clayey to Sandy silt, moist, stiff. -stone, ^h^^e por. Fine ^^^^^^^^y grain, massive, friaoie well cemented, moist. Total Depth 8 feet. No Water. No Caving. TOPSOIL: Dark brown Sandy Silt with Clay, moist, stiff- ^^EBRISII) : Tan to ^ray, mottled, ^^"^^"^^^^^^ S°n^''"Moisi! meSium fragments throughout. Moist, dense. ppppnrtf mpl Mar Forma_ti2n) • Sil^" itone. Clayey tan Lo ^^ray-color. Abundant gypsum throughout No apparent structure. Moderately n may be creep affected. Total Depth 8 feet. No Water. No Caving. PLATE C-7 TEST PIT LOGS W.O. 279-SD U S CS. MOISTURE GROUP'SYMBOL CONTENT (%) DRY DENSITY (per) - 14 14 - 15 . nPTftTT.ED DESCRIPTION TOPSOIL: Dark brown Clayey Silt, moist, hard. SUm.m^^^\ .o^ifshen fragment. Sand, occasional f°^^^^.nVt slightly No structure, porous. Soft, sixg moist. From 6 feet grades to dark brown ^ Clayey Silt, moist, hard. From 8 feet, color is yellow-red, mottlad. nrnpn^K ("•^r-n.Y sandstone) : ^ At 14 foet, tan Sandstone, f"^*^"^''''' Ught, moderately well cemented. Total Depth 15 feet. No Water. No Caving. PLATE C-8