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Home My WebLink AboutCDP 05-21; KELLAS RESIDENCE; GEOTECHNICAL INVESTIGATION KELLAS RES; 2004-11-15< SOIL & TESTING, INC 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 GEOTECHNICAL INVESTIGATION KELLAS RESIDENCE 4424 HIGHLAND DRIVE CARLSBAD, CALIFORNIA SUBMITTED NOVEMBER 15, 2004 TO: LAURIE AND BILL KELLAS 621 SALTGRASS AVENUE CARLSBAD, CALIFORNIA 92009 SUBMITTED BY SOUTHERN CALIFORNIA SOIL & TESTING, INC 6280 RIVERDALE STREET SAN DIEGO, CA 92120 O UJ o mmm < Providing Professional Engineering Services Since 1959 PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FAX (619) 280-4717 RO. Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www.Scst.com November15, 2004 SCS&T No. 0411290 Report No. 1 Laurie and Bill Kellas 621 Saltgrass Avenue Carlsbad, CA 92009 Subject: GEOTECHNICAL INVESTIGATION KELLAS RESIDENCE 4424 HIGHLAND DRIVE CARLSBAD, CALIFORNIA Dear Mrs. and Mr. Kellas: In accordance with your request, Southern California Soil and Testing, Inc. (SCS&T), performed a geotechnical investigation for the new residence you are planning at 4424 Highland Drive in Carlsbad, California. The new building will be constructed on the site of an existing private park. The area currently is covered with grass and contains a small decorative pond. We understand that the planned structure will be one or two stories in height and of wood-frame construction. The site slopes gently downward to the west. From discussions with you after our proposal was submitted, we understand that the structure will have wood floors and pier foundations. The site is underlain by landscaping soil and weathered terrace deposits to depths of about 8 to 11 feet below the ground surface. Dense terrace deposits underlie the upper soils. The landscaping soil and weathered terrace deposits are not suitable, in their present condition, for support of structures and settlement-sensitive improvements. The terrace deposits, below the upper weathered zone, will provide good support for drilled, cast-in-place concrete piers. Detailed recommendations for foundation support and for exterior and interior, if any, slab-on-grade floors are contained in the accompanying report. If you have any questions, please call me at 619.280.4321. Respectfully Submitted, SOUTHERN CALI^ORNIASOIL STESTiNG, INC James JfBtone, RGE 808 Principal Geotechnical Engineer )hn R. High, CEG 1237 >enior Engineering Geologist JJS:sd (6) Addressee TABLE OF CONTENTS SECTION PAGE 1 INTRODUCTION 1 2 SCOPE OF GEOTECHNICAL WORK 1 3 FINDINGS 1 3.1 SITE DESCRIPTION 1 3.2 GENERAL GEOLOGY AND SUBSURFACE CONDITIONS 2 3.3 TECTONIC SETTING 2 3.4 GEOLOGIC HAZARDS 3 3.4.1 GroundshaJcing 3 3.4.2 Siurface Rupture and Soil Cracking 3 3.4.3 Landsliding 3 3.4.4 Liquefaction 4 3.4.5 Tsunamis. 4 3.4.6 Flooding 4 4 DISCUSSION AND CONCLUSIONS 4 5 RECOMMENDATIONS 5 5.1 SITE PREPARATION AND GRADING 5 5.1.1 Site Preparation 5 5.1.2 Fill Materials, Placement and Compaction 5 5.1.3 Surface Drainage 5 5.2 FOUNDATION SUPPORT 6 5.3 DRILLED PIER INSTALLATION 6 5.3.1 Foundation Plan Review 7 5.3.2 Expansion Characteristics 7 5.4 SLABS-ON-GRADE 7 5.4.1 Interior Slab-on-Grade 7 5.4.2 Exterior Concrete Slabs-on-Grade 7 5.5 EARTH RETAINING WALLS 8 5.5.7 Active Pressure 8 5.5.2 Retaining Wall Backdrains 8 5.5.3 Backfill 8 6 LIMITATIONS 8 7 REFERENCES 10 8 AERIAL PHOTOGRAPHS 10 9 TOPOGRAPHIC MAPS 10 ATTACHMENTS FIGURES Figure 1 Site Location Map Figure 2 Local Geology Map Figure 3 Regional Fault Map PLATE Plate 1 Site Plan 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 1 INTRODUCTION This report presents the results of the geotechnical investigation Southern California Soil and Testing, Inc., (SCS&T) performed for the new residence you are planning at 4424 Highland Drive in Carlsbad, California. The new structure will be located in an open area currently covered with grass and decorative landscaping. The project location is shown on Figure 1. We understand that the planned structure will be one or two stories in height and of wood-frame construction. The new residence will have wood floors and drilled pier foundations. 2 SCOPE OF GEOTECHNICAL WORK The scope of the geotechnical investigation consisted of a surface reconnaissance, subsurface exploration, obtaining representative samples, testing selected samples in the laboratory, analyzing the field and laboratory data, and preparing this report. A description of the field exploration program and the logs of the test borings are contained in Appendix I. The results of the laboratory test program, and brief descriptions of test procedures, are in Appendix II. The results of the field exploration and, laboratory test programs were analyzed to develop conclusions and recommendations regarding: 1. Subsurface conditions beneath the new structure area. 2. Areal geology and sdismicity. 3. Seismic design criteria in accordance with the 2001 California Building Code. 4. Foundation support for the new structure along with geotechnical engineering criteria for foundation design. 5. Resistance to lateral loads. 6. Estimated foundation settlement behavior. 7. Lateral loads on retaining walls. 8. Groundwater levels and the necessity for dewatering. 9. Support for slabs-on-grade. 3 FINDINGS 3.1 SITE DESCRIPTION The site is an irregular shaped parcel of land located at 4424 Highland Drive in Carlsbad, California. The site is bounded by Highland Drive on the southwest and residential property on all other y^BASSWOOD \!>- \X ^ •^1% iVL V/ \«\ IGARY Vc I Mat/Mr CHES 1300 • iMii^nii^iiii • X • '^jl^i l' l Afe 700 p i my Wis ^^^^ w^'^ ^^w^ -—- *\ in AGUA 'Ho HEDIONDA SOUTHERN CALIFORNIA SOIL & TESTING, INC. SITE LOCATION MAP Kellas Residence Carlsbad, California Job No.: 0411290-1 Figure No.: 1 Laurie and Bill Kellas ^ November 15, 2004 Kellas Residence Project No.0411290-1 Page: 2 boundaries. Topographically, the site slopes gently downward toward the west with an overall difference in surface elevation of about 8 feet. Cut slopes that range up to approximately 7 feet in height with slope inclinations of about 1:1, horizontal to vertical, exist along the westerly and southwesterly property boundaries. Drainage occurs by sheet flow toward Highland Drive. The area currently is a private park and is covered with grass and contains a small decorative pond. The new building will be constructed on the site of the existing private park. 3.2 GENERAL GEOLOGY AND SUBSURFACE CONDITIONS The project site is located within the Coastal Plains Physiographic Sub-province of San Diego County and is underiain by Quaternary-age terrace deposits and topsoil. A portion of a local geology map is included as Figure 2. The building site is underiain by about 1 foot of grass and landscaping soil (topsoil) that is wet and loose. Weathered terrace deposits underlie the topsoil. The upper terrace deposits are deeply weathered. The weathered terrace deposits consist of dark reddish-brown, moist, loose, medium dense, silty sand to poorly graded sand. Dense to very dense, terrace deposits underiie the weathered materials at a depth of about 11 feet (Boring B-1) and 8 feet (Borings B-2 and B-3). Below a depth of about 11 feet in all 3 borings, the terrace deposits are comprised of reddish-brown to light reddish-brown, and tan, moist, very dense, relatively clean sand to silty sand. No groundwater was encountered in the borings. It is anticipated that the permanent groundwater level is relatively deep beneath the site. Local irrigation and rainfall runoff could cause the groundwater level to rise temporarily. Perched water potentially affecting drilled pier installation could develop at the top of the very dense terrace deposits. 3.3 TECTONIC SETTING No faults are known to underiie the site. However, much of Southern California, including the San Diego area, is characterized by a series of Quaternary-age fault zones that typically consist of several individual en echelon faults that generally strike in a northeriy to northwesteriy direction. Some of these fault zones (and the individual faults within the zone) are classified as active, while others are classified as only potentially actiye according to the criteria of the California Geologic Survey. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have Adapted from GEOLOGY OF THE OCEANSIDE, SAN LUIS REY, SAN MARCOS QUADRANGLES SAN DIEGO, CALIFORNIA, by Michael P. Kennedy, 1975 LEGEND iQgf j Alluvium and Colluvium I 1 Unconsolidated silt, clay, sand and gravel. IQ^ j Beach deposits, unconsolidated sand Terrace deposits; reddish brown, poorly bedded, pooriy- to moderately- indurated sandstone, siltstone, and conglomerate. Subscripts indicate relative level with 1 the lowest elevation (youngest age). The three lower levels hava been cori'elated with the Baypoint Formation, and the highest level with the Linda Vista Formation; see Kennedy (1976), Weber (1982) and Wilson (1972). Santiago Formation; light-colored, poorly bedded, pooriy-lndurated, fine to medium-grained sandstone interbedded with landslide-prone siltstone and clay- stone. Local coarse-grained sandstone and conglomerate. Renamed from Scripps formation in the Encinitas (Tan, 1986) and Rancho Santa Fe (Tan, 1987) quadrangles. It interfingers with Torrey Sandstone, Strike, and dip of inclined beds. Most bedding attitudes are estimated. Tsa e 70 Horizontal Beds. Strike, direction, and amount of dip of minor fault (shear joint) plane. Most fault displacements are less than 5 feel. SOUTHERN CALIFORNIA SOIL & TESTING, INC. LOCAL GEOLOGY MAP Kellas Residence Carlsbad, California Job Number: 0411290-1 Figure Number: 2 Laurie and Bill Kellas November 15,2004 Kellas Residence Project No.0411290-1 Page: 3 demonstrated movement during the Pleistocene Epoch (11,000 to 1.6 mijlion years before the present) but no movement within the Holocene Epoch. The site is located approximately 9 kilometers to the east of the Rose Canyon Fault Zone. Other active faults or fault zones in the region that could possibly affect the subject site include the Silver Strand, Coronado, and Spanish Bite Faults to the southeast, the Coronado Bank, San Diego Trough and San Clemente Fault Zones to the west, the Elsinore and San Jacinto Fault Zones to the northeast, and the Agua Bianca and San Miguel Fault Zones to the south. A regional fault map is presented on Figure 3. 3.4 GEOLOGIC HAZARDS 3.4.1 Groundshaking A geologic hazard likely to affect the site is groundshaking as a result of movement along one of the major active faults mentioned above. Based upon the 2001 edition of the California Building Code, the following seismic design criteria are considered appropriate for the subject site: Seismic Zone 4: Z = 0.40 Source Fault: Rose Canyon Fault Seismic Source Type: B Soil Profile Type: Sc Distance to Seismic Source: 8 kilometers Near-Source Factor Ng = 1.0 Near-Source Factor Nv = 1.1 It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structures. Probable groundshaking levels at the site could range from slight to strong depending on such factors as the magnitude of the seismic event and the distance to the epicenter. 3.4.2 Surface Rupture and Soil Cracking We are not aware of any evidence of on-site faulting, and the site is not considered susceptible to surface rupture. The risk of soil cracking from distant seismic events is considered minimal. 3.4.3 Landsliding The majority of the subject site is located within Landslide Hazard Area 3, Subarea 3-1 according to the Landslide Hazard Identification Map prepared by the California Geologic Survey. Area 4 is classified as most susceptible to slope instability. Area 3 is defined as "Generally Susceptible" to landslides. Subarea 3-1 includes areas that are thought to be at or near their stability limits due to a combination of weak materials and steep slopes (many slope SOUTHERN CALIFORNIA SOIL & TESTING, INC. REGIONAL FAULT MAP Kellas residence Carlsbad, California Job Number: 0411290-1 Figure Number: 3 Laurie and Bill Kellas November 15, 2004 Kellas Residence Project No.0411290-1 Page: 4 angles exceed 15 degrees). Although most slopes within Subarea 3-1 do not currently contain landslide deposits, they can be expected to fail, locally, when adversely modified. No evidence for slope instability was observed during the field reconnaissance. It is our opinion that the potential for overall slope instability is low. 3.4.4 LIquefaiction The materials underiying the site that will be supporting new foundations are very dense, and the groundwater ievel is relatively deep. On this basis, the potential for liquefaction is considered low. 3.4.5 Tsunamis Tsunamis are great sea waves produced by a submarine earthquake or volcanic eruption. Due to the elevation of the site and distance to the shore, tsunamis are not a significant risk with respect to the site. 3.4.6 ' Flooding The site is located outside the boundaries of 100-year and SOO-year flood zones. Accordingly, the risk of flooding is minimal. 4 DISCUSSION AND CONCLUSIONS The landscaping soil and weathered terrace deposits that underlie the site to depths of about 8 to 11 feet below the ground surface are not suitable, in their present condition, for support of structures and settlement-sensitive improvements. The terrace deposits, below the upper weathered zone, will provide good support for drilled, cast-in-place concrete piers. Settlements of drilled piers are expected to be slight. The existing soils should be removed to a depth of at least 3 feet from beneath new slab-on-gra^ and driveway areas, The grass and organically contaminated landscaping soil will not be suitable for use as fill. The landscaping soil can be stockpiled for later use in new landscaping. Conditions immediately beneath the existing pond that is to be removed are not known. It is anticipated that soils near and below the pond are saturated. Saturated or otherwise unsuitable soils should be excavated to their full depth and extent, as determined by the project geologist. The suitability of these materials for use as compacted fill can be determined in the field during excavation. Excavated soils except for landscaping soil and potentially unsuitable materials from near the pond area, generally can be used as compacted fill. SiC str Laurie and Bill Kellas November 15, 2004 Kellas Residence Project A/o.0411290-1 Page: 5 5 RECOMMENDATIONS 5.1 SITE PREPARATION AND GRADING 5.1.1 Site Preparation The existing grass and landscaping soil should be removed from areas of the site to be graded or that will support new improvements. Minimum latSral removal limits should be 5 feet beyond the perimeter of the improvements. Where new slab-on-grade floors will be located, the weathered terrace deposits should be excavated to a minimum of 3 feet below existing or planned final grades, whichever is lower. Excavation should extend at least 5 feet beyond slab- on-grade perimeter lines unless property lines or the existing driveway prevent excavation to these limits. The material exposed in the bottom of the excavation should be scarified to a depth of 12 inches, moisture-conditioned and compacted to at least 90 percent relative compaction at, a moisture content between optimum and 3 percentage points above optimum. Relative compaction should be based on the maximum dry density determined in accordance with the ASTM D 1557-00 laboratory test procedure. All references to relative compaction and optimum moisture content in this report are based on this test method. 5.1.2 Fill Materials, Placement and Compaction Existing soils, except for the upper approximately 12 inches of landscaping soil, will be suitable for reuse as compacted fill. Imported materials, if used, should not contain rocks or lumps greater than 12 inches in maximum dimension or organic debris. Imported materials should have an Expansion Index of 50 or less. On-site or imported materials should be placed in lifts 8 inches or less in loose thickness, moisture conditioned to between optimum moisture content and 3 percentage points above optimum moisture content and compacted to at least 90% relative compaction." The upper 12 inches below new pavement areas should be compacted to at least 95% relative compaction. 5.1.3 Surface Drainage The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed structures and toward apf)rdpriate drainage facilities. Fjlain gutters that discharge runoff away from the building are recommended. The ground surface around the building should be graded so that surface water flows rapidly away from the structure without ponding. In general, we recommend that the ground adjacent to a structure slope away at a gradient of at least 2 percent. Densely vegetated areas where runoff Laurie and Bill Kellas November 15,2004 Kellas Residence Project No.0411290-1 Page: 6 can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structure. Drainage patterns approved at the time of fine grading should be maintained throughout the life of the improvements. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, adverse groundwater conditions may develop. 5.2 FOUNDATION SUPPORT The main structure will be supported on drilled, cast-in-place concrete piers that develop support by end bearing and friction in the relatively unweathered terrace deposits below a depth of about 11 feet below existing site grades. Drilled piers should extend at least 3 feet into relatively unweathered terrace deposits and should have a minimum diameter of 18 inches. The drilled piers can be designed to impose an allowable bearing pressure of 7000 pounds per square foot (psf). This value can be increased by 1000 psf fpr each additional foot of depth or diameter up to a maximum of 25,000 psf. The allowable bearing pressure can be increased by Yz when considering the total of all loads, including wind or seismic forces. Total settlements of drilled pier foundations are expected to be less than inch. Differential settlements between adjacent piers are estimated to be less than VA inch. 5.3 DRILLED PIER INSTALLATION The soil overiying the dense, relatively unweathered terrace deposits are loose and can cave into open pier holes. In addition, the dense terrace deposits contain lenses/layers of cohesionless sand, which may present caving problems for the bore holes. Casing or drilling fluid may be necessary to maintain an open hole. Groundwater can accumulate on the top of the very dense terrace deposits. The contractor should be notified that pumping may be necessary for removing groundwater prior to placing concrete for the piers. Borings for the drilled pier installation should be observed by a SCS&T representative. If conditions encountered during drilling differ significantly than those anticipated based on the subsurface exploration, the presence of SCS&T's representative will enable modifications to the recommendations in this report or the preparation of additional recommendations on a timely basis. The passive pressure for resistance to lateral loads can be taken as 350 psf per foot of depth. This pressure can be increased Vs for wind or seismic loading. The passive pressure can be assumed to act on an area equal to twice the pier diameter. The upper 12 inches of soil in front of the piers Laurie and Bill Kellas November 15, 2004 Kellas Residence Project No.0411290-1 Page: 7 should not be relied upon for passive support unless pavements or slabs extend adjacent to the pier. 5.3.1 Foundation Plan Review The foundation plans should be submitted to this office for review to check whether the intent of the recommendations in this report have been implemented, and that revised recommendations are not needed due to changes in the foundation plans. 5.3.2 Expansion Characteristics The materials underiying the site are nondetrimentally expansive. The recommendations in this report reflect this condition. 5.4 SLABS-ON-GRADE 5.4.1 Interior Slab-on-Grade Interior concrete slabs-on-grade should have a minimum thickness of 4 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on center each way. Slabs-on- grade should be underiain by a 4-inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. Where moisture sensitive floor coverings are planned, moisture retarder/barrier should be placed over the coarse sand or gravel layer. A flow chart indicating the appropriate moisture retarder/barrier configuration based on American Concrete Institute standards is shown on Plate 4. 5.4.2 Exterior Concrete Slabs-on-Grade Exterior concrete 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 where cracks are anticipated to develop naturally, and should be in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. 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 concrete mix with a 1-inch maximum aggregate size and a water/cement ratio o^ less than 0.6 is recommended for exterior slabs. The relatively low water/cement ratio will decrease the potential for shrinl<age cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch. This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Standard Specifications for Public Works Construction" ("Greenbook") by Public Works Standards, Inc. Laurie and Bill Kellas November 15, 2004 Kellas Residence Project No.0411290-1 Page: 8 5.5 EARTH RETAINING WALLS 5.5.1 Active Pressure The active earth pressure for the design of unrestrained retaining walls with level backfills can be taken as equivalent to the pressure of a fluid weighing 40 per cubic foot (pcf). This pressure does not include surcharge loads. If any are anticipated, SCS&T should be contacted to evaluate the increase in active pressure. This value assumes a granular and drained backfill condition. 5.5.2 Retaining Wall Backdrains Retaining wall backdrains should be installed in accordance with the detail on Figure 5. Waterproofing specifications and details should be provided by the project architect. The geotechnical engineer should be requested to observe retaining wall backdrain and waterproofing installation. 5.5.3 Backfill Wall backfill should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. 6 LIMITATIONS The recommendations in this report are contingent upon SCS&T's review of final plans and specifications for conformance with the intent of the recommendations in this report. SCS&T should be retained to provide geotechnical engineering observations and tests during the earthwork operations. In the event that subsurface conditions differ from those anticipated based on the field exploration program, SCS&T's presence during construction will enable modifications to the recommendations in this report, or development of appropriate additional recommendations, on a timely basis. The recommendations and opinions expressed in this report reflect SCS&T's best estimate of the project requirements based on an evaluation of the subsurface conditions encountered at the test boring locations and on the assumption that the conditions do not deviate appreciably between and beyond the test boring locations. Any conditions not described in this report encountered during earthwork and foundation installation should be brought to the attention of the geotechnical engineer so that modifications to the recommendations in this report can be made if necessary. SCS&T should be advised of any changes in the project scope or proposed site grading. If necessary, the recommendations in this report will be modified based on these changes. 1^ Laurie and Bill Kellas November 15, 2004 Kellas Residence Project No.0411290-1 Page: 9 The findings in this report are valid as of the date of this report. Changes in the condition of a property can occur with the passage of time. In addition, changes in the standard of practice and government codes can occur. Therefore, the findings in this report can be invalidated wholly or in part by changes beyond SCS&T's control. This report should not be relied upon after a period of two years without a review by us verifying the continuing suitability of the conclusions and recommendations. I 1^ Laurie and Bill Kellas November 15, 2004 Kellas Residence Project No.0411290-1 Page: 10 7 REFERENCES Jennings, C.W., 1994, "Fault Activity Map of California and Adjacent Areas" California Division of Mines and Geology, Geologic Data Map No. 6. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California, California Division of Mines and Geology, Bulletin 200. Kennedy, M.P. and others, 1975, Character and Recency of Faulting, San Diego Metropolitan Area, California, California Division of Mines and Geology Special Report 123. Kennedy, M.P, 1977, Character and Recency of Faulting Along the Elsinor Fault Zone in Southern Riverside County, California, California Division of Mines and Geology Special Report 131. Lindvall, S.C, Rockwell, T.K., 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, California: Journal of Geophysical Research, Vol. 100, No. Bl 2, December 10. Tan, S.S., 1995, Landslide Hazards in the Southern part of San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-03. Treiman, Jerome A., 1993, The Rose Canyon Fault Zone, Southern California, CDMG Open-File Report 93-02. California Building Code, 2001, Chapter 16, and Maps of Known and Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, 1997. 8 AERIAL PHOTOGRAPHS San Diego County, 1928, Photographs 30E-2 and 3. San Diego County, 1975, Flight 35, Photographs 8 and 9. San Diego County, 1979, Flight 14B, Photographs 22 and 23. San Diego County, 1983, Photographs 243 and 255. 9 TOPOGRAPHIC MAPS California Division of Mines and Geology, 1996, Geology Maps of the Northewestern Part of San Diego County, Califomia, Plate 1 Geologic Maps of the Oceanside, San Luis Rey, and San Marcos 7.5 Minute Quandrangles. DMG Open-File Report 96-02. County of San Diego, 1975, Map Sheet 358-1665; Scale: 1 inch = 200 feet. U.S. Geological Survey, 1948 and 1968, 7.5 Minute Topographic Map, San Luis Rey Quadrangle. NOT TO SCALE SCS85T LEGEND Zh. APPROXIMATE LOCATION OF TEST BORING 4424 HIGHLAND DR. EXISTING DRIVEWAY HIGHLAND DRIVE SOUTHERN CALIFORNIA SOIL & TESTING, INC, KELLAS RESIDENCE BY: JJS DATE: 11/08/2004 JOB NO: 0411290-1 PLATE: 1 APPENDIX I c T APPENDIX! FIELD EXPLORATION Three borings were drilled with limited-access equipment to a depth of approximately 19 feet. The borings were logged by a SCS&T geologist who also collected samples for examination and laboratory testing. Disturbed (bulk) samples were obtained from drill cuttings. Relatively undisturbed samples were obtained in the borings by driving a 2.5-inch inner diameter sampler with a 140- pound hammer falling 30 inches. Blow counts for the last 12 inches of an 18-inch drive (or less) were recorded and, are noted on the boring logs as "Penetration (blows/ft. of drive). The logs of the test borings are contained on Plates 1-1 through 1-3. Subsurface materials are classified in accordance with the Unified Soil Classification System described on Plate 1-1. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES COARSE GRAINED, more than half ot material is larger than No. 200 sieve size CLEAN GRAVELS GRAVELS More than half of coarse fraction is larger than No. 4 sieve size but smaller than 3". SANDS 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, little or no fines. GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-sand-silt mixtures. (Appreciable amount of fines) GO Clayey gravels, poorly graded gravel-sand, day mixtures. GLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) sw Well graded sand, gravelly sands, little or no fines. SP Poorly graded sands, gravelly sands, little or no fines. SM Silty 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 flour, sandy silt or clayey-silt-sand mixtures with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy days, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine Liquid Limit greater than 50 sandy or silty soils, elastic silts. CH Inorganic days of high plasticity, fat clays. OH Organic clays of medium to high plasticity. III. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. V - Water level at time of excavation or as indicated us - Undisturbed, driven ring sample or tube sample sc - Sand Cone CON - Consolidation El - Expansion Index MS - Maximum Size of Particle MAX - Maximum Density ST - Shelby Tube SPT - Standard Penetration Sample pH - pH & Resistivity SF/CL - Sulfate & Chloride CK -Undisturbed chunk sample ^-Bulk Sample SP -Standard penetration sample DS-Dired Shear SA -Sieve Analysis PI -Plastic Index RC -Relative Compaction uc -Unconfined Compression TX -Triaxial Compression RS -Ring Shear AL -Atterberg Limits SOUTHERN CALIFORNIA SOIL & TESTING, INC. KELLAS RESIDENCE BY: DBA JOB NUMBER: 0411290-1 DATE: 10-05-04 PLATE NO.: 1-1 LOG OF EXPLORATORY BORING NUMBER B-1 Date Excavated: Equipment: Surface Elevation (ft): 10-04-04 Hollow Stem Auger Logged by: Project Manager: Depth to Water (ft): KAS/MM JJS N/A X H CL LU Q O CO 3 SAMPLES SUMMARY OF SUBSURFACE CONDITIONS •o O 4= tn o .Q LU cn h- O Q. > cc Q W H CO LU > a: o I-< Dd O CD < - 2 - 4 - 6 - 8 - 10 - 12 - 14 - 16 18 L 20 GRASS/LANDSCAPING SOIL: Dark brown, wet, loose SM WEATHERED TERRACE DEPOSITS: Dark reddish-brown, moist, loose to medium dense, SILTY SAND with trace CLAY SP Loose, poorly graded sand SM TERRACE DEPOSITS: Light reddish-brown, moist, dense to very dense, SILTY SAND SP Light reddish-brown, moist, very dense, SAND US US US 13 52 41 6.6 106 US 79 US 83 Bottom of boring at 19 feet SOUTHERN CALIFORNIA SOIL & TESTING, INC. KELLAS RESIDENCE SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY: JJS DATE: 10-05-04 SOUTHERN CALIFORNIA SOIL & TESTING, INC. JOB NUMBER: 0411290-1 PLATE NO.: 1-2 LOG OF EXPLORATORY BORING NUMBER B-2 Date Excavated: 10-04-04 Logged by: Equipment: Hollow Stem Auger Project Manager: Surface Elevation (ft): Depth to Water (ft): KAS/MM JJS N/A SAMPLES CO DEPTH (ft) USCS SUMMARY OF SUBSURFACE CONDITIONS UNDISTURBED BULK PENETRATION (blows/ ft. of drive) MOISTURE (%) DRY UNIT WT. (pcf) LABORATORY TEST GRASS/LANDSCAPING SOIL: Dark brown, wet, loose - 2 SM WEATHERED TERRACE DEPOSITS: Brown to dark reddish- brown, moist, loose to medium dense, SILTY SAND - 4 Loose, dark reddish-brown, poorly graded sand to slightly silty sand US 27 10.9 119 DS - 6 - 8 US 28 - 6 - 8 SM TERRACE DEPOSITS: Reddish-brown, moist, dense, SILTY SAND US 43 - 10 -SP Light reddish-brown-tan-orange, moist, very dense, SAND US 50/6 - 12 y - 14 A - 16 us 50/5 - 18 US 50/4 _ 9n Bottom of boring at 19 feet jCL SOUTHERN CALIFORNIA SOIL & TESTING, INC. KELLAS RESIDENCE jCL SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY: JJS DATE: 10-05-04 jCL SOUTHERN CALIFORNIA SOIL & TESTING, INC. JOB NUMBER: 0411290-1 PLATE NO.: 1-3 LOG OF EXPLORATORY BORING NUMBER B-3 Date Excavated: Equipment: Surface Elevation (ft): 10-04-04 Hollow Stem Auger Logged by: Project Manager: Depth to Water (ft): KAS/MM JJS N/A X H-Q. LU Q CO O CO 3 SAMPLES SUMMARY OF SUBSURFACE CONDITIONS O £ T3 «^ O I o X3 LU Dd 3 H CO o o Q. 3 >-Dd Q - 2 - 4 - 6 - 8 - 10 - 12 - 14 - 16 - 18 20 GRASS/LANDSCAPING SOIL: Dark brown, wet, loose SM WEATHERED TERRACE DEPOSITS: Dark reddish-brown, moist, loose, SILTY SAND SA us Loose us SP TERRACE DEPOSITS: Light reddish-brown-tan, moist, very dense, SAND us us us Bottom of boring at 19 feet 25 9.3 126 17 64 50/5 52 CX SOUTHERN CALIFORNIA SOIL & TESTING, INC. KELLAS RESIDENCE CX SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY: JJS DATE: 10-05-04 CX SOUTHERN CALIFORNIA SOIL & TESTING, INC. JOB NUMBER: 0411290-1 PLATE NO.: 1-4 APPENDIX II c T APPENDIX II LABORATORY TESTING The laboratory program included moisture content and dry density determinations, classification tests, and direct shear tests. Tests were performed in accordance with American Society for Testing and Materials (ASTM) test procedures. 1) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the material's dry weight. The results are summarized on the boring logs in Appendix I. 2) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for a representative sample in accordance with ASTM D 422. The results of this test are presented on Plate 11-1. 3) DIRECT SHEAR TEST: A direct shear test was performed in accordance with ASTM D 3080. The shear stress was applied at a constant rate of strain of approximately 0.005 inch per minute. The results of the test are presented on Plate 11-2. Samples not used in testing currently are stored in our laboratory. They will be disposed of 30 days after the date of this report unless we are requested to hold them. 100 T 90 80 ^ 70 3" 2" 1-1/2" 1." 3/4" 1/2" 3/8" #4 U.S. Standard Sieve Sizes #8 #16 #30 #50 #100 .a 60 I 50 I 40 u IH. 0) °- 30 - -h 20 4 10 0 "1 s #200 Hydrometer V i L. i-H L..1.,.,..L.. ..I— • -i-M ! i ••t---r- -1[- 100 10 1 0.1 Grain Size in Millimeters 0.01 0.001 COARSE FINE GRAVEL COARSE MEDIUM FINE SAND SILT AND CLAY SAMPLE TEST BORING NO.: B-3 SAMPLE DEPTH: 1'-5' DESCRIPTION: SILTY SAND SAND EQUIVALENT SOUTHERN CAUFORNIA SOIL & TESTING, INC. KELLAS RESIDENCE SOUTHERN CAUFORNIA SOIL & TESTING, INC. BY: JJS DATE: 11/5/2004 SOUTHERN CAUFORNIA SOIL & TESTING, INC. JOB NUMBER: 0411290-1 PLATE NO: 11-1 SAMPLE DESCRIPTION ANGLE OF INTERNAL FRICTION COHESION INTERCEPT (PSF) B-2@3.5'-4" Peak UNDISTURBED Shear Strenath at 0.2 inches of Deformation 35 33 610 440 SOUTHERN CALIFORNIA KELLAS RESIDENCE SOIL & TESTING BY: JJS DATE: 10-15-04 JOB NUMBER: 0311178 PLATE NO.: 11-2