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CT 05-08; FARADAY SPECTRUM; REPORT OF GEOTECHNICAL INVESTIGATION; 2004-12-07
SOIL & TESTING, INC z - P H 0 N F P.O.. Box 600627 (T I (619) 280-4321 San Diego, CA 92160-0627 (877)215-4321 6280 Riverdale Street jIT FAX San Diego CA 92120 ' (619) 280-4717 www.scst.com REPORT OFGEOTECHNICAL INVESTIGATION LOTS 2 AND 3 CARLSBAD RESEARCH CENTER 2200-2210 FARADAY AVENUE CARLSBAD, CALIFORNIA I PREPARED FOR: MR. KEN SATTERLY - 4350 EXECUTIVE DRIVE, SUITE 301 SAN DIEGO, CALIFORNIA 92121 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 < SOIL & TESTING. INC. 2 - P H 0 N E . P.O. Box 600627 (619) 280-4321 San Diego, CA 921600627 (877)215-4321 6280 Riverdale Street fi FAX San Diego, CA 92120 (619) 280-4717 www.scst.com December 7, 2004 SCS&T No. 0411318 Report No. 1 Mr. Ken Satterly 4350 Executive Drive, Suite 301 San Diego, California 92121 Subject REPORT OF GEOTECHNICAL INVESTIGATION LOTS 2 AND 3, CARLSBAD RESEARCH CENTER 2200-2210 FARADAY AVENUE CARLSBAD, CALIFORNIA Dear Mr. Satterly: In accordance with your request we have completed a 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 are the presence of highly expansive soils and relatively shallow, compressible fill soils underlying the site. These conditions will require special site preparation and foundation consideration as S 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 service is sincerely appreciated. .5 Respectfull ub itted. . - . •. . INC Dar!H. dler, CE 36037 Michael P. Farr, CEG'.1 938 . .-. - Vice Pre dent .• . Senior Engineering Geologist •- 11 X DBA:MPF:sd (4) Addressee S (1) Michael Card S S (2). Smith Consulting Group, Attn: Gary Potter TABLE OF CONTENTS SECTION PAGE INTRODUCTION AND PROJECT DESCRIPTION .......................... ....... ................................. ...1 PROJECT SCOPE ............................................... .................................................................... ............. 1 FINDINGS........................................................................................................................................... 3.1. SITE, DESCRIPTION ..................................... . ....................................................................................... 2, 3.2. SITE GEOLOGY ...............................................................................................................................2 3.2.1. Geologic Setting and Subsurface Conditions .......................................... . .............................. 2 3.2.2. Tectonic Setting ................ ................................................ ....................................................... 3 3.3. GEOLOGIC HAZARDS ............ ........................................................................... . .............................. 4 - 3.3.1. General ........ . ........................................................ ...................................................................... 4. 3.3.2. Groundshaking ................................................................... . ........................................................ 4 3:3.3. Surface Rupture and Soil Cracking ............ ... ... ................ ......................................................... 4 3.3.4. Liquefaction ............................................................................................ . ................................ 4 3.3.5. Landslides ............................ ....... ............................................................................................. 4 3.3.6. Flooding...... . . 3.3.7. Groundwater ........................................................................................................................... 5 CONCLUSIONS................................................................................................................................ RECOMMENDATIONS ........................................................................................................................ 6 5.1'. GRADING .......................................................................................................................................6 5.1.1. Site Preparation..................................................................................................................... 5.1.2. Exploratory Trench Backfill ............................................. ................ ......................................6 5.1.3. Excavation Characteristics .......................................... .... ............................ . ................................ 6 5.1.4. Processing of Fill Areas .......................................................................................................... 6 5.1.5. Compaction and Method of Filling ............................................................. ............................. 6 5.1.6. Fill Slopes .............. .................... ............................................................................................... 7 5.1.7... Surface Drainage ............................................................. ....................................................... 7 5.1.8. . Grading Plan Review ............................................................................................................. 8 5.2. FOUNDATIONS .......... ....................................................................................................................... 8 5.2.1. General ........................................................................................................ . .......................... 8 5.2.2. Reinforcement ..... ...................................................................................................... . ............... 8 5.2.3. Settlement Characteristics ............... .................................................. .......................... ............ 8 5:2.42 Corrosivily .............. .............................................................................................................. 9 5.2.5. Foundation Plan Review ............................ ...................................... ........................................... 9 5.2.6. Foundation Excavation Observation ...................................................................................... ..9 5.2.7. Moisture Conditioning...................................... .................................................................... 9 5.3.,. SLABS-ON-GRADE4 ............................................................. .............................. ..................................9 5.3.1. Interior Concrete Slabs-on-Grade ........................... ................. .............................................. 9 5.3.2. Exterior Concrete Slabs-on-Grade .......... ............................................................................. 10 5.4. RETAINING WALLS .......................................................................................................................11 5.4.1. Foundations ................. . ............................................................. ...........................................11 5.4.2. Passive.Pressure ............. .'.................................................................................................11 5.4.3. Active Pressure........................................................................ , :............................................. 5.4.4. , Retaining' Wall Subdrains and Waterproofing .......... . ........................ ................................... 12 5.4.5. Backfill ...................................... ............................... ............................................................... 12 . . 5.4.6., Factor of Safety ..................................... ............................................................................... 12 5.5. PRELIMINARY PAVEMENT RECOMMENDATIONS ............................................................................12 & TABLE OF CONTENTS SECTION ; PAGE 5.6. MISCELLANEOUS CONSTRUCTION CONSIDERATIONS.................... ..............................................13 6. LIMITATIONS ..................... ........................................... ................................................................. 13 6.1. REVIEW, OBSERVATION AND TESTING ........................................................................................13 .2. UNIFORMITY OF CONDITIONS ............... . ........................ ........ ......................................................... 13. 6.3. CHANGE IN SCOPE ...................................... . .............. ....... ............................................. . ....... . .......... 14 6.4. TIME LIMITATIONS .......................................................................................................................14 6.5. PROFESSIONALSTANDARD ...........................................................................................................14 7 FIELD EXPLORATION 14 LAIORATORY TESTING ............ .................................................... .............................................. 15 REFERENCES ................................. .......................................................................................... ....... 17 AERIAL PHOTOGRAPHS .............. ........................................................................................ ..... 17 11 TOPOGRAPHIC MAPS 17 ATTACHMENTS FIGURES Figure 1 Site Vicinity Map Figure 2 Local Geology. Map Figure 3 Regional Fault Map PLATES. Plate 1A Site Plan /Boring and Trench Locations Plate 1 B Proposed Development Plate? Unified Soil Classification Chart Plates 3-13 Trench Logs Plates 14-19 Sieve Analysis Plate 20 Maximum Density / Optimum Moisture and Expansion Index Plates 21-22 Direct Shear . Plate 23 Soluble Sulfate Results Plate 24 Subdrain Detail APPENDICES. Appendix A Grading Recommendations Appendix B Technical Bulletin Appendix ,C Geocon Boring and Trench Logs: ( SOIL & TESTING, INC P H 0 N E P.O. Box 600627 (619) 280-4321 San Diego, CA 92160-0627 (877)215-4321 6280 Riverdale Street FAX San Diego, CA 92120 (619) 280-4717 www.scst.com z I" I 0 GEOTECHNICAL INVESTIGATION LOT 2 AND 3 CARLSBAD RESEARCH CENTER 2200-2210 FARADAY AVENUE - CARLSBAD, CALIFORNIA 11. INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our preliminary geotechnical investigation for the subject site, located at 2200-2210 Faraday Avenue in the city of Carlsbad, California. Site location is shown on Figure No. 1 on the following page. It is our understanding that the subject site will be developed to receive nine commercial structures and associated paved parking as depicted on Plate No. 1 B. The two largest buildings, designated as Buildings B and F, will be light industrial structures, while the remaining buildings will be office structures The proposed structures will be two- or three-stories high and of concrete tilt-up construction Shallow foundations and conventional concrete slab-on-grade floor systems are anticipated. No grading plans have been developed at this time. However, it is our understanding that grading will entail cuts and fills of less than about 5 feet from existing grades. To assist in the preparation of this report, we were provided with the following documents "Preliminary Site Plan", Smith Consulting Architects, dated August 5, 2004 "Final Report of Testing and Observation Services During Mass Grading, Nellor Puritan Bennett Addition"; Geocon, Incorporated; January 15, 1997. "Interim Report of Testing and Observation Services During Site Grading, Nellor Puritan Bennett Addition"; Geocon, Incorporated; November 18, 1996. "Geotechnical Investigation, Nellor Puritan Bennett Addition, Carlsbad Research Center, LOt 44"; Geocon, Incorporated; August 13, 1996. Data from Reference No..us included in Appendix C of this report 2 PROJECT SCOPE The investigation consisted of surface reconnaissance, subsurface exploration, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and r PD Vorth 12 c \ (Al Not PROJECT ON / \ I Fj ) LOLD ç Is 2 PARK I I CLSBAD COMPANY . 5 1' --. . STORES 13 . .. cosmos H:. . DR .14 6 111111A 'T pOlh LN Lll~ Al CK D4 LA COSTA 15 . * . . 200ThomasBws Maps SITE LOCATION MAP I Job No.: 0411318-1 IC SOUTHERN CALIFORNIA SOIL & TESTING, INC. Lots 2 & 3 Carlsbad Research Center Figure No.: I Carlsbad, California Mr. Ken Satterly ' December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS& T No. 0411318-1 S . Page laboratory data, research of available géologic.Iiterature pertaining to the site, and preparation of. this report. More specifically, the intent of our investigation was to: h) Explore the subsurface conditions to the depths influenced by the proposed construction. 'i) Evaluate the pertinent engineering properties of the various strata that may influence the proposed construction, including bearing capacities, expansion characteristics, and. settlement potentials. . . . . . Describe the general geology at the site including possible geologic hazards that could! have an effect on development. Address, potential construction conditions that may be encountered due to soil conditions, groundwater, or geologic hazards, and provide preliminary recommendations concerning these factors. I) Develop soil engineering criteria for site grading. . m) Provide preliminary pavement recommendations based on assumed "R" values. n). Recommend an appropriate foundation system for the type of structures anticipated and develop preliminary soil engineering . design criteria for the recommended foundation system.. S.. FINDINGS 3.1'. SITE DESCRIPTION The project site is located north of and adjacent to Faraday Avenue in the city of Carlsbad, California. The site consists of undeveloped land designated as Lots 2 and 3 of Carlsbad Research . Center. The site is bordered by Faraday Avenue- to the south and developed commercial properties to the east, north and west. Site topography is characterized by a sheet- graded configuration sloping toward the west and southwest at gradients generally ranging from about 1 to 2 percent Drainage is achieved via sheetf low toward a desilting basin located in the southwestern portion of the- site. On-site 'elevations range from about 284 to 300 feet above mean sea level (MSL) 32 SITE GEOLOGY 3.2.1. Geologic Setting and Subsurface Conditions The project site is located with the Peninsular Ranges Geomorphic Province of California and the Coastal Plains Physiographic Province of San Diego County. The site is underlain by artificially-placed fill soils and Cretaceous-age sedimentary deposits assigned to the Point Loma Formation Detailed descriptions of each of these geologic units are presented on the enclosed exploratory trench logs, while a brief summary is presented below. Trench and boring logs from the referenced geotechnical investigation by Geocon, Inc are included Mr. Ken Satterly December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS&T No. 0411318-1 Page 3 as Appendix C. A portion of the geologic map by Tan and Kennedy (1996) showing local geology is included as Figure No. 2. Artificial Fill: A thin layer of uncompacted fill covers essentially the entire site. As encountered in our exploratory trenches, this material consists mainly of brown, moist, soft, silty clay. The fill appears to have been placed with little or no compaction effort. Fill thickness generally ranges from abOut 1 foot in the westernmost portion of the site to about 3 to 6 feet in the central and eastern portidns of the site. Point .oma Formation The fill soils throughout the site are underlain by Point Loma Formation deposits. As encountered in our trenches, these'deposits consist primarily of olive to olive-gray, humid to moist, very stiff to hard; claystone. In some trenches, the uppermost 1 to 2 feet of the Point Loma Formation was weathered and/or fractured The thickness of these deposits is thought to be on the order of several tens of feet. 3.2.2. Tectonic Setting It should be noted that 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 northerly to northwesterly directiOn Some of these fault zones (and the individual faults within the zone) are classified as active, while others are classified as only potentially active according to the criteria of the California Geologic Survey (formerly California Division of Mines and Geology). 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 demonstrated movement during the Pleistocene Epoch (11,000 to 1.6 million years before the present) but no movement within the Holocene Epoch. Faults with no demonstrable movement within the Pleistocene or Holocene Epochs are, typically considered 10 be inactive, although this classification is not included within he California Geologic Survey criteria. . The site is located approximately 12 kilometers to the northeast of the Rose Canyon Fault . Zone Other active fault zones in the region that could possibly affect the subject site include 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 Blanca and San Miguel Fault Zones to the south Local faulting is depicted on the geologic map presented as Figure No. 2, while regional faulting is presented on the fault map by Jennings (1994), included as Figure No. 3. , . GEOLOGIC MAP OF THE Is OCEANSIDE, SAN LUIS REY, QUADRANGLES & SAN MARCOS 7.5 Cox Vel SAN DIEGO COUNTY, CALIFORNIA, sts by Michael P. Kennedy, 1996 DMG open File Report 96-02 MAP UNITS ' ? 5.'ifl ay, vand orth D I 0 J Fdd(rkL 4 S I 1 .241000 " / - Lhhd hth.rp .,1 1948) Iholo.d. 9n-r.nJ ca e , hClfr 1)9.11 r Mine. ac.Ia .d h—lint. ill, I11Y Op.n-Fd Repent 97.04. hill . , The three bower 1-1, h— been I ..,.. ' q I . // ..,/, Swr. a ,cf with Linda Vista Formal ... nhI by fl" -1 r'tcnosa f 'i' I ) f c; \ L Dm _,.....) . (19771 Weber (1982). and Wilson 1972) Omen Volley flynalile, a- 1948); onsdium- ountr CI Q1 -' // / - °°'' rj—is '.ini a 19 9 but I. I-Vs the absondantonlourrO .. fl—.. LJ -g.4n d nl'dln FTT. J ,..Ai /" )— d.ond PL \:) . '°LIAff O 11! . f&.J' -< vç2 R q (v)1 type,' I' 9.00::T:°9. 11. 01p 0099 cllfl9.lfll .05919. 9 S g F orni on I gIl .o . ponoIoojoä nreOIl nPh neiss and -oo 5 fl t ' • .' .. ( -• -. . . 1' ' .... / \_ J 9.:.. a.o.. Ilno.o nd(ono-g,ornnd II 11(1 0009190 of .005 types 1,9.04 mdo, 1 r I TI 9.nd to r9.9.d w5l000d.I4pn., 01 so b 1 o Iydon \. .ond0onn and ongIonono. Rnnonond fnoo. Scripps I / "5ô tI c, S'---7- \ ° '-t o-- MAP SYMBOLS Rancho (klI9 and Interfinipers with Tormy Sandstone. Contact (boundary)b WOO flIOP 01 M 04 asic, = BW exposed and are infected. . . ' T000ny S ound onhon, Jolla Group). light I_ )thick ns. tiaorse..Wnt awli-indwat IV' and of Inclined 54 M bedding P . ç 4 fr •_\_) \ __ LJ , Frhua, Formed. (IA Jolla Group); poody-bedided, poonip i11AO11I. 11d0IIdo.p.on0 lofo. wi000 00 I d A- and os. / ( — - o-O ). — - 01 foOd) 11590010011 0040001111 and 009011001191 11, 010 049.00 490110f Md 090 .1 dip I P000d fault PROJECT days—SITE (V I 7 (kjj IPO0dV4 _j_ consnilutmon side. U d ph 0 14: indicate, Strike. direction. and amount r i-p 8 jO of mirm fault gmeni3liculoved 10 YPik IthoSonlIog _. (55 Jo P9 M fault displacements \ ) "ui — .. \ ' point1 IWWOd ° ooI _ fino-hoolnod 09000. . . I I 101lodod w1h10 the loop ,ynobol. LoodIjd oo po-onoon CR c o J I 40p ooi prior U b don op.noo O..ly Ionoi ,.o 04414 0,0400 1 9904 obbl ho Coo. 3M Ion 0 oo Sown on thon P P.o It . . . .,.. ..__, .- ...... .. l4f f . •. I) - .. _ ... — . ( . 9. . . I 9.99no ,o(OIIOMOO 000 California D,v0000fl of noodo no a°° 0109 and c000l toopoorolgRoeon95od (IV this. TcO Fn.o In Os. Questionable IldodidO. Alf -T5 [ti r I s AJ C SOUTHERN CALIFORNIA LOCAL GEOLOGY MAP . Job Number: 0411318-1 SOIL & TESTING, INC. Lots 2 & Center Figure Number: 2 - /-"- -'V'A/F Mr. Ken Satterly , December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS& T No. 0411318-1 Page 4 3.3. GEOLOGIC HAZARDS - 3.3.1. General The site is located within an area that is subject to potential geologic hazards. Specific geologic hazards are, discussed below. 3.3.2. 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 1997 edition of the Uniform 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: SD Distance to Seismic Source: 12 kilometers Near-Source Factor Na = 1.0 Near-Source Factor N = 1.0 It is likely that the site will experience the effects of 'at least one 'moderate to large' earthquake during the life of the proposed improvements. Probable groundshaking levels at the site could range from slight to strong dependingon such factors as the magnitude of the seismic event, and the, distance to the epicenter. The relevant sections of the Uniform Building Code are intended to minimize damage caused by a major seismic event, although it is generally not considered practical to deign structures completely resistant to seismic shaking,. ' ' 3.3.3. , Surface Rupture and Soil Cracking We are hot aware of any evidence of on-site faulting; therefore, the site is not considered susceptible to surface rupture The risk of soil cracking from distant seismic events is —considered to be mitimal 3.3.4. Liquefaction The materials underlying the site are not considered subject to liquefaction due to such factors as soil type and density, as well as a lack of shallow groundwater. 3.3.5. Landslides Due to the relatively level topography of the subject site and surrounding area, the risk of landsliding is negligible & Mr. Ken Satterly December 7, 2004 Lots 2 and 3, Carlsbad Research Center , SCS& T No. 0411318-1 Page 5 3.3.6..Flooding The site is located outside the boundaries of both 100 and 500-year flood zones. Accordingly, risk of flooding is minimal. 3.3.7... ;Groundwater S No groundwater was noted during our investigation and we Jo not anticipate major groundwater seepage. However, it should be noted that seepage and ponding can occur ' after development of a site, even where none were present before development Such conditions are often the result of alteration of the permeability characteristics of the soil, alteration in drainage patterns, or increases in irrigation water. It is our opinion that seepage and poriding can be most effectively corrected on an individual basis if and when they develop 4. CONCLUSIONS In general, no geotecInical conditions were encountered that would preclude the development of the site as presently proposed, provided the recommendations presented herein are followed; The main geotechnical conditions that will affect the proposed development are the presence of expansive soils and shallow, compressible fill soils underlying the site These conditions are discussed hereinafter. Expansive Soils: The prevailing soil conditions at the site generally range from moderately to highly expansive. The recommendations contained herein reflect a highly expansive condition. Existing Fill Soils: The site is underlain by a relatively thin layer of soft fill soils. Fill depths range up to an estimated maximum of about 6 feet, although deeper fills may be present in • areas between our exploratory trenches. It is recommended that existing fills be removed and replaced as compacted fill. •• - S Cut/Fill Transitions Cut/fill transitions may result from proposed grading or, site preparation recommendations:,This condition will be evaluated after grading plans are submitted for review. Undercutting the cut portion of the pad and/or deeper footings extending into formational soils may be recommended to mitigate this condition Mr. Ken Satterly December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS&T No. 0411318-1 Page 6 5. RECOMMENDATIONS 5.1. GRADING 5.1.1. Site Preparation Site preparation should begin with the removal of any existing vegetation and deleterious matter from the areas of the site to be graded. Existing fill soils underlying proposed settlement sensitive improvements should be removed in their entirety and replaced as compacted fill.,Removal depths are generally expected to range up to a maximum of about 6 feet, although deeper removals may be required in some areas if deeper fill is encountered. Removal of the uppermost portion of the Point .Loma Formation may be required in some areas if highly weathered/fractured materials are present. .The exact depth of required removal should be determined by a representative of SCS&T at the time of grading The bottom of the removal excavation should be processed as described in Section w 5.1.5. 5.1.2. Exploratory Trench Backfill Trench backfill associated with SCS&T and Geocon exploratory trenches should be removed and replaced as compacted fill The upper portion of the trench backfill will generally be removed as part of the site preparation operations discussed in Section 5.1.1. 5.1.3. Excavation Characteristics It is anticipated that proposed grading operations may be performed. utilizing large conventional grading equipment in good working order. The formational deposits range from very stiff- to very hard, and localized highly cemented zones requiring heavy ripping should be antipipated. Refusal with a backhoe was encountered in most of our trenches. 5.1.4. Processing of Fill Areas - Prior to placing any excavated soils or filling over competent ground, the exposed surface should be scarified to a depth of. 12 inches, watered thoroughly, and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D 1557-00, Method AorC. 41 5.1.5. Compaction and Method of Filling Fill should be compacted to a relative compaction of at least 90 percent relative compaction as determined by ASTM Laboratory Test D 1557-00, Method A or C. Fill soils should be placed at a moisture constant of at least 3 percent above optimum. Fills should be placed at or slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift Mr. Ken Satterly December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS& T No. 0411318-1 Page T 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 soil technicians or geologist. Fills should be benched into all temporary slopes and into competent natural soils when the natural slope is steeper than an inclination of 5:1 (horizontalto vertical). Keys should be constructed at the toes of all fill slopes. The keys should extend at least 1. foot into competent soils and should be sloped back at least 2 percent into the slope area,.Slope keys should have a minimum, width of 15 feet. : Utility trench bäckf ill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum of 90% relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to 95% relative compaction. This compaction should be obtained by the Ipaving 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 Recommended Grading Specifications attached hereto as Appendix A All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. , 5.16. Fill Slopes - Fill slopes should be constructed at an inclination of 2:1 or flatter (horizontal to vertical) 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 track-walking the face of the slope when the slope is completed. As an alternative, thef ill slopes can be Overfilled by at least 2 feet and cut back to the compacted core 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." 5.1.7. • Surface Drainage The drainage around the proposed improvements should be designed to collect and' direct surface water away from proposed structures and the top of slopes toward approved - draining facilities Rain gutters 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 Mr. Ken. Satterly - December 7,2004 Lots 2 and 3, Carlsbad Research Center ' SCS& T No. 0411318-1 Page 8 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 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 occur. 5.1.8. Grading Plan Review The foundation plans should be submitted to SCS&T for review to ascertain that the recommendations contained in this report have been implemented, and that no revised recommendations are necessary due to changes in the development scheme. 5.2. FOUNDATIONS 5.2.1. General - Shallow, foundations.,may be utilized for the support of the proposed structures The footings for the propOsed buildings should have a minimum depth of 24 inches below lowest adjacent. finish pad grade (below interior slab-on-grade and sand blanket). Minimum widths of 12 and Winches are recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square foot (psf) may be assumed for footings. The bearing capacity may be increased by 1/3 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 7 'feet exists between the outside bottom edge of the footing and the face of the slope., For retaining wall footings, a minimum setback of 10 feet is recommended. 5.2.2.. Reinforcement . . - Both exterior and interior continuous footings should be reinforced with at least two No 5 I bars positioned near the bottom of the footing and at least two No. 5 bars positioned near -' the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations 5.2.3. Settlement Characteristics . . The anticipated total and differential settlements for the proposed buildings will be within VW tolerable limits provided the recommendations presented in this report are followed It should be recognized that minor cracks normally occur in concrete slabs and fo(indations & Mr. Ken Sattsrly December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS&T No. 0411318-1 Page 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. 5.2.4. Corrosivity ,• The results of a water soluble sulfate test performed on a san)ple of the anticipated, foundation soil are presented on Plate No. 23 The test results indicate a moderate potential for corrosion The test results should be submitted to a corrosion engineer for evaluation It is recommended that additional tests including pH and resistivity and water soluble chloride be performed after grading is completed. Furthermore, it should be recognized that post construction factors such as fertilizer and soluble sulfates in the water supply may increase Water soluble sulfate contents..This potential should be evaluated by the project structural engineer. .5.2.5. Foundation Plan Review , Foundation plans should be submitted to this office for review to ascertain that the, recommendations contained in this report have been implemented, and no revised recommendations are necessary due to changes in the development scheme. 5.2.6. Foundation Excavation Observation It is recommended that all foundation excavations, be approved by a representative from SCS&Tprior to forming or placing reinforcing steel. 5.27. Moisture Conditioning It is recommended that expansive soils underlying proposed foundations, interior slabs, and exterior slabs be kept at a minimum moisture content equal to 3 percent above optimum. 5.3. SLABS-ON-GRADE - 5.3.1. Interior Concrete Slabs-on-Grade . . Concrete slab-on-grade thickness and reinforcement recothméndations should be provided by the project structural engineer based on the proposed structure use However, it is recommended that concrete slab-on-grade floors have a thickness of at least 5 inches and. be reinforced with at least No. 4 reinforcing bars placed at 18 inches on center each way. Slab reinforcement should be placed approximately at mid-height ofthe slab and extend at least 6 inches down into the footings. . Slabs-on-grade should be underlain by a 4-inch thick blanket of clean, poorly graded, coarse sand. (sand equivalent = 306r greater) or crushed rock. This blanket should consist of no.. Mr. Ken Satterly December 7, 2004 - Lots 2and 3, Carlsbad Research Center " SCS&T No. 0411318-1 Page 10 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-mills recommended. An additional 2 inches of sand should be placed over thevapOr retardant. It is our understanding that the moisture barrier described above will allow the 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 recommendations 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 addition, over-watering should be. avoided, and. good site drainage should 'be established and maintained, as discussed in Section 5.1.7 to prevent the build-up of excess sub-slab moisture 5.3.2. Exterior Concrete Slabs-on-Grade Exterior concrete' slabs should have a minimum thickness of 5 inches and should be reinforced with at least No. 3 bars at' 12 inches on center each way or No. 4 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 (Ad) 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 of less than 0.6 is recommended for exterior slabs. A lower water content will decrease the potential for shrinkage 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"), published by Public Works Standards, Inc. ' ' ' . - It would be prudent to consult with a materials engineer regarding the review of the concrete mix design, and to retain a registered special inspector to 'observe the 'placement of 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 & Mr. Ken Satterly December 7,_ 2004 Lots 2 and 3, Carlsbad Research Center SCS& T No. 0411318-1 Page 11 recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing and redistribution of stresses. Some shrinkage cracks should be expected and are not necessarily an indication of excessive vertical movement or structural distress. Factors that contribute to the amount of shrinkage that takes place in a concrete slab include joint spacing, depth, and design; concrete mix components; water/cement ratio and surface finishing techniques. According to the undated "Technical Bijlletin" published by the Southern California Rock Products Association and Southern California iRe.ady, Mixed Concrete Association (see Appendix B), flatwork formed 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 5.4. RETAININ't WALLS 5.4.1.' Foundations The recommendations provided in the foundation section of this report are also applicable to -earth retaining structures., 5.4.2. 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 for concrete to soil may be assumed to be 0.3 for theresistanceto lateral movement. When combining frictional and passive resistance, the friction should be reduced by 1/3. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls ,5.4.3. Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backt ills 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 55 pcf may be assumed. An additional 17 pcf should be added for 2:1 (horizontal to vertical) sloping backfill conditions.' These pressures do not consider any surcharge loads. If any are anticipated, this office should be contacted fOr the necessary increase in soil pressure. These values assume a granular and drained backfill condition & Mr. Ken Satterly December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS& T No. 0411318-1 - Page 12 5.4.4. Retaining Wall Subdraifls and Waterproofing Retaining wall subdrains should be installed in accordance with the detail presented on Plate No. 24. 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 properly installed. 5.4.5. Backf ill All backfill soils should be compacted to at least 90% relative compaction Expansive or clayey soils should not be used for backfill material. Therefore, it is anticipated that imported soil will be used for wall backfill Imported fill should be approved by this office prior to delivery to the site. The wall should not be backfilled until the grout has reached an adequate strength. :. 5.4.6. Factor of Safety The above values, withthe exception of the allowable soil bearing pressure, do hot include a factor of safety. Appropriate facitors of safety should be incorporated into the design to prevent the walls from overturning and sliding. 5.5. PRELIMINARY PAVEMENT RECOMMENDATIONS It is anticipated that the subgrade soils will have poor pavement support characteristics. Based on this assumption, the following preliminary pavement recommendations are provided. Final pavement section recommendations will be provided after grading is performed and the actual "A" value of the subgrade soils is determined. S ASPHALT CONCRETE STRUCTURAL SECTION Proposed Use R-Value Traffic Index Asphaltic Concrete Class 2 Base. Parking and light traffic areas 10 4.5 2.5 inches 8.5 inches Driveways 10 5.0 3.0 inches 9.0 inches Fire lane and trash truck route 10 TO 3.0 inches 16.0 iñchOs Trash enclosure and approach areas should be underlain by a 6 inch thick concrete slab reinforced with No 4 bars placed at 18 inches on-center each way. The slab should be underlain by.4 inches of base. • S The upper 12 inches of subgrade should be scarified, moisture conditioned to above optimum moisture contents, and compacted to at least 95 percent of the maximum dry density & Mr. Ken Satterly . December 7, 2004 Lots 2 and 31 Carlsbad Research Cèntèr . SCS&TNo. 0411318-1 'Page 13 determined in accordance with the ASTM D 1557-00 laboratory test procedures. All soft or spongy areas should be removed and replaced with compacted fill. Aggregate base should be compacted to at least 95 percent of its maximum dry density. All materials and methods of construction should conform to good. engineering practices and the minimum standards set for by the City of Carlsbad. . .. . . . . 5.6. MISCELLANEOUS CONSTRUCTION CONSIDERATIONS . . The presence of highly expansive foundation soils will require careful design, construction and maintenance of the subject site Special foundation recommendations reflecting this condition are contained in this report In addition, the following items should be considered Limit or avoid landscaping adjacent to foundations. Design utility lines with flexible connections. Limit depth of sand backfill in utility trenches, and slope trenches away from structures. Provide thickened edges around perimeter of exterior concrete slabs. 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 with Appendix Chapter 33 of the Uniform 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, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. 62 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 performance 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 intermediate and unexplored areas Any unusual conditions not covered in this report that may be encountered during site development -. ... - - - 1'• - - - Mr. Ken Satterly December 7, 2004 Lots 2 and 3, Carlsbad Research Center SCS&T No. 0411318-1 Page 14 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 work - 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 recommendations. 6.5.,PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under imiIarconditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings 7. FIELD EXPLORATION Eleven backhoe trenche's were excavated at the locations indicated on the attached Plate No 1 on November 3, 2004 The field work was conducted under the supervision of our engineering - geology personnel. The trenches were carefully logged when made Trench logs are presented on Plate Nos 3 through 13 The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate No 2 In addition, a verbal textural Mr; Ken Satterly - December 7, 2004 Lois 2 and 3, Carlsbad Research Center - SCS& T No. 0411318-1 Page 15 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. Disturbed and "undisturbed" samples of typical, and representative soils, were obtained and returned to the laboratory for testing., 8. LABORATORY TESTING. Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil 'classifications are in accordance with the Unified Soil Classification System. b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the trench logs. - c,) GRAIN SIZE. DISTRIBUTION: The grain size distribution was determined from representative samples of the native soils in accordance with ASTM D 422.. The results of these tests are presented on Plate Nos. 14 through 19. . . . d) COMPACTION TEST: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with ASTM Standard Test D 1557-00, Method A. The results of these tests are presented on Plate No. 20. f) EXPANSION INDEX TESTS: Expansion index tests on remolded samples were performed on representative samples of soils likely to be present at finish grade. The jest was performed on the portion of the sample passing the #4 standard sieve. The sample was brought to optimum moisture content and then dried back to a constant moisture content for 12 hçurs at 230 ± 9 degrees Fahrenheit. The specimen was - 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 was 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 sample was allowed to consolidate for a period of 10 minutes. The sample was 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 thesample passing the #4 sieve -times 1000. The results are presented on Plate No. 20. ) DIRECT SHEAR TESTS: Direát shear-tests were performed to determine the failure envelope based on yield shear strength The shear box was designed to accommodate & Mr. Ken Satterly December 7, 2604 Lots 2 and 3; CrIsbad Research Center SCS& T No. 0411318-1 Page 16 a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of these tests are presented on the attached Plate Nos. 21 and 22. f) SOLUBLE SULFATE TESTS: A water soluble sulfate test was performed in accordance With California Test 417. Test results are presented on Plate No. 23. - - .-' & Mr. Ken Satterly December 7, 2004 Lot 2 and 3, Carlsbad Research Center SCS&TNo. 0411318-1 Page 17 9. REFERENCES Anderson, J. G.; Rockwell, R.K. and Agnew, D.C., 1989, "Past and Possible Future Earthquakes of Significance to the San 'Diego Region", Earthquake Spectra, Volume 5, No. 2, 1989. International Conference of Building Officials, 1997, "Uniform Building Code". Jennings, C.W., 1992, "Preliminary Fault Activity Map of California", California Division of Mines and Geology, Open-file Report 92-03. . Mualchin, L. and JOnes, A.L., 1992, "Peak Acceleration from Maximum Credible Earthquakes in California", (Rock and Stiff-Soil Sites) California Division of Mines and Geology Open- File Report 92-1. Tan, S.S., 1995, "Landslide Hazards in Northern Part of the San Diego Metropolitan Area, San Diego County, California"; California Division of Mines and Geology Open-File Report 95-04. Tan, S.S., and Kennedy, Michael P., 1996 "Geologic Maps of the Northwestern Part of San Diego County, California"; CDMG Open-File Report 96-02- Wesnousky, S.G., 1986, "Earthquakes, Quaternary Faults, and Seismic Hazards in California",. ' 10. AERIAL PHOTOGRAPHS . . San Diego County, 1928, Photographs 30D-4 and 30D-5; approximate, scale: 1 inch = 1000 feet. GS-VB01, 1967, Photographs 1-172 'and 1-173; approximate scale; .1 inch = 2800 feet. San Diego County, 1974, Flight 5, Photographs 8 and 9, approximate scale 1'. inch = 1000 feet San Diego County (West County), 1978-79, Flight 16B, Photographs 29 and 30; approximate scale: 1 inch = 1000 feet. CAS, 1983, Photographs 538 and 539, approximate scale 1 inch = 1000 feet WAC (West), 1989, Photograph 1-215; approximate scale: 1 inch = 1000 feet. , 11. TOPOGRAPHIC MAPS . • ;.. USGS, 1948, 1968, 1975, San Luis Rey Quadrangle, 15 Minute Series; approximate scale: 1 inch: 24,000. • . ' • , San Diego County, 1963, 1976, Map Sheet 350-1683; approximate scale: 1 inch = 200 f.,èet. prcaleørcel 2 I -mom sip - ______4 ____ low 4600 All MOO IS I1ilL __I preliminary site plan AAA PROPOSED DEVELOPMENT sc - SOUTHERN CALIFORNIA SOIL & TESTING, INC - - By:-- y: - Lo 2 & 3, Carlsbad Research Center - - _MF/DCD___Date:-12/10/04 ST Job No.: 0411318-1 Plate No.: 1B. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines. More than half of coarse fraction is GP Poorly graded gravels, gravel sand mixtures, little or no fines. larger than No. 4 sieve size but GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-sand-silt mixtures. smaller than 3'. (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel-sand, day mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little or no fines. More than half of coarse fraction is SP Poorly graded sands, gravelly sands, little or no fines. smaller than No. 4 sieve size. SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount of fines) SC Clayey sands, poorly graded sand and day mixtures. FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flOur, sandy silt Liquid Limit less than 50 or clayey-sift-sand mixtures with slight plasticity. CL Inorganic days of low to medium plasticity, gravelly days, sandy clays, silty days, lean clays. OL Organic silts and organic silty days 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 days of medium to high plasticity. Ill. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. - Water level at time of excavation or as indicated CK - Undisturbed chunk sample US. - Undisturbed, driven ring sample or tube sample - Bulk Sample SC - Sand Cone s - Standard penetration sample CON - Consolidation DS - Direct Shear El - Expansion Index SA - Sieve Analysis MS - Maximum Size of Particle P1 - Plastic Index MAX - Maximum Density AC - Relative Compaction ST .- Shelby Tube UC - Unconfined Compression SPT - Standard Penetration Sample • TX - Triaxial Compression pH - pH & Resistivity AS Ring Shear SF/CL - Sulfate & Chloride AL - Atterberg Limits fl SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER ( SOIL & TESTING, INC. BY: DBA DATE: 12/13/2001 • JOB NUMBER: •. 0411318-1 PLATE NO.: 2 LOG OF EXPLORATORY TRENCH NUMBER T-1 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 288 Depth to Water (ft): N/A SAMPLES CL CL SUMMARY OF SUBSURFACE CONDITIONS cu ML FILL: Brown, moist, soft, SILTY CLAY - 1 CU POINT LOMA FORMATION: Olive-gray, very moist, very stiff, - ML SILTY CLAY (claystone), weathered, fractured -2 CK 15.2 115.2 Olive, hard, highly cemented - -4 CK 16.6 115.1 -5 -6 -7 -8 - 9 Practical refusal at 81/2 feet - 10 SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER ,sc STT( SOIL & TESTING, INC BY DBA DATE 11-1704 JOB NUMBER: 0411318-1 PTE NO.: 3 LOG OF EXPLORATORY TRENCH NUMBER T-2 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: D3A Surface Elevation (ft): 289 Depth to Water (if): NA SAMPLES W 0 C.) cc • SUMMARY OF SUBSURFACE CONDITIONS cu ML FILL: Brown, moist, soft, SILTY CLAY X 1 CU POINT LOMA FORMATION: Olive-gray, moist, very stiff, — ML SILTY CLAY (claystone) -2 CK 18.2 111.3 Gil Olive, moist, Ward, SILTY CLAY (claystone), highly cemented, - ML gypsum deposits -4 — -5 -6 -7. -8 — -9 101 1 Practical refusal at 91/2 feet . -— --- ___ — C. SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SOIL & TESTING, INC. IBY: DBA IDATE: 11-17-04 I NUMBER: 0411318-1 IPLATE NO.: 4 LOG OF EXPLORATORY TRENCH NUMBER T-3 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 294 Depth to Water (ft): N/A SAMPLES W _ 801 0 . >- SUMMARY OF SUBSURFACE CONDITIONS cu ML FtLL: Brown, moist, soft, SILTY CLAY -2 -3 CL/ POINT LOMA FORMATION: Olive-gray, moist, stiff, SILTY - ML CLAY (claystone) Hard -5 6 - -- - - - - - - Bottom of trench at 6 feet -7 -B -9 -10- 1 1 --- ___ -- !SIC SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SOIL & TESTING, INC BY DBA DATE 1117-04 JOB NUMBER: 0411318-1 PLATE NO.: 5 LOG OF EXPLORATORY TRENCH NUMBER 1-4 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 293 Depth to Water (ft): N/A SAMPLES Q - 0 . >- CL SUMMARY OF SUBSURFACE CONDITIONS CU ML FILL: Brown, moist, soft, SILTY CLAY -1 -2 -3 CL! POINT LOMA FORMATION: Olive-gray, moist, very stiff, - ML SILTY CLAY (claystone) Hard, strongly cemented Bottom of trench at 51/2 feet -6 -7 -8 -9 -le— SOUTHERN CALIFORNIA 1 Sits SOIL & TESTING, INC. LOTS 2 AND 3 CARLSBAD RESEARCH CENTER BY. DBA DATE. 11-17-04 JOB NUMBER: 0411318-1 PLATE NO.: 6 LOG OF EXPLORATORY TRENCH NUMBER T-5 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 291 Depth to Water (ft): N/A SAMPLES VJ Z)SUMMARY OF SUBSURFACE CONDITIONS W CC CU ML FILL: Brown, moist, soft, SILTY CLAY -1 -2 - Cu POINT LOMA FORMATION: Olive-gray, moist, very stiff, ML SILTY CLAY (claystone) - 4 Hard -5 Bottom of trench at 51(2 feet -6 -7 -8 .9 -10 - SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER (J SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOB NUMBER: 0411318-1 PLATE NO.: 7 LOG OF EXPLORATORY TRENCH NUMBER T-6 Date Excavated: 11-02-04 Logged by: MM Equipmenl: JD 410 Backhoe Project Manager: DBA Surface Elevation (if): 292 Depth to Water (ft): N/A SAMPLES W - C) - >- SUMMARY OF SUBSURFACE CONDITIONS ca cu ML FILL: Brown, moist, soft, SILTY CLAY -1 -2 -3 -4 CL] POINT LOMA FORMATION: Olive-gray, moist, hard, SILTY - ML CLAY (claystone), harder with depth -6 -7 Refusal at 71/2 feet -8 -9 - 101 — SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOB NUMBER: 0411318-1 PLATE NO.: 8 LOG OF EXPLORATORY TRENCH NUMBER T-7 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Eevation (ft): 293 Depth to Water (ft): N/A SAMPLES Cc >- CL D SUMMARY OF SUBSURFACE CONDITIONS Im cu ML FILL: Brown, moist, soft, SILTY CLAY -1 — -2 -3 -4 — - CU POINT LOMA FORMATION: Olive-gray, moist, very stiff, ML SILTY CLAY (claystone) - - 6 Hard, harder with depth -7 CK 16.8 110.5 10 -12 L Practical refusal at 12½ feet 13 — ______________________________________________ SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER S SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOB NUMBER: 0411318-1 PLATE NO.: 9 LOG OF EXPLORATORY TRENCH NUMBER T-8 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 293 Depth to Water (ft): N/A SAMPLES 0 - - () . > Cn SUMMARY OF SUBSURFACE CONDITIONS Cr CU ML FILL: Brown, moist, very soft, SILTY CLAY -1 - -2 • CU Olive, moist, medR.Jrn stiff, chunks of CLAYSTONE, maximum - ML size 6" - CU POINT LOMA FORMATION: Olive-gray, very moist, hard, ML SILTY CLAY (claystone), bedding N55°W/4°SW, traces of - - 6 crystallized gypsum deposits CK 19.4 108.9 10 - -12 Practical refusal at 121/2 feet 131 SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SIY SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOB NUMBER: 0411318-11 PLATE NO.: 10 LOG OF EXPLORATORY TRENCH NUMBER T-9 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 296 Depth to Water (ft): N/A SAMPLES a - C.) >- SUMMARY OF SUBSURFACE CONDITIONS D co CU ML FILL: Brown, moist, very soft, SILTY CLAY -1 - -2 -3 -5 - 6 CL! POINT LOMA FORMATION: Olive-gray, very moist, hard, - ML SILTY CLAY (claystone), trace iron oxide stains -7 CK 18.1 109.2 9 - ------------ Gray, moist, very hard - 10 I Practical refusal at 11 feet ( SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SZr/ SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOB NUMBER: 0411318-1 PLATE NO.: 11 LOG OF EXPLORATORY TRENCH NUMBER T-10 Date Excavated: 11-02-04 Logged by: MM Equipment: JO 410 Backhoe Project Manager: DBA Surface Elevation (ft): 297 Depth to Water (ft): N/A SAMPLES 0 C) SUMMARY OF SUBSURFACE CONDITIONS j2 Er cu ML FILL: Brown, moist, soft, SILTY CLAY -1 -2 -3 -4 - CL! POINT LOMA FORMATION: Gray, very moist, hard to very ML hard, SILTY CLAY (claystone) -6 CK 19.7 106.7 Trace orange-brown iron oxide stains CK -12 Crystallized gypsum deposits Very hard, strongly cemented 13 Refusal at 13 feet sc SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SiT? SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOB NUMBER: 0411318-1 KATE NO.: 12 LOG OF EXPLORATORY TRENCH NUMBER T-1 1 Date Excavated: 11-02-04 Logged by: MM Equipment: JD 410 Backhoe Project Manager: DBA Surface Elevation (ft): 300 Depth to Water (ft): N/A SAMPLES w C) >- SUMMARY OF SUBSURFACE CONDITIONS 0 > I CU ML FILL: Brown, moist, soft, SILTY CLAY -1 -2 -3 - CL POINT LOMA FORMATION: Olive-gray, very moist, hard, - • SILTY CLAY (claystone) -5 CK 18.7 106.7 Trace orange brown iron oxide stains gypsum deposits - —10 From 10' - 14' very hard, strongly cemented - -12 - 141 - - - - Practical refusal at 14 feet SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER (S5 SOIL & TESTING, INC. BY: DBA DATE: 11-17-04 JOBNUMBER: 0411318-11 PLATE NO.: 13 FINES COARSE I FINE COARSE I MEDIUM I FINE SAMPLE UNIFIED SOIL CLASSIFICATION: CL ATERBERG LIMITS EXPLORATION NUMBER: T 1 LIQUID LIMIT: SAMPLE LOCATION: 1-2.5 DESCRIPTION: SILTY CLAY PLASTIC LIMIT: PLASTICITY INDEX: ifl SOUTHERN CALIFORNIA SOIL & TESTING, INC LOTS 20 CARLSBAD BY GF DATE 12/1/2004 JOB NUMBER: 0411318-1 PLATE NO: 14 U.S. Standard Sieve Sizes 100 117 3_ 11/2 38 #8 #1O#1 #30#40#50#100#200 Hydrometer 90 iii.iI_. II.II II[ IIi IIZIi iIII IIIIIII1I 80 II HFFH 70 60 4 - ----- ------ __ 50 LL IL----- - --- 40 30 20 10 EH I _I EEEE IILEH i iE - 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters FINES COARSE I FINE COARSE I MEDIUM I FINE SAMPLE UNIFIED SOIL CLASSIFICATION: CL AUERBERG LIMITS EXPLORATION NUMBER: T2 LIQUID LIMIT: SAMPLE LOCATION: 4-8 DESCRIPTION: SILTY CLAY PLASTIC LIMIT: PLASTICITY INDEX: SOUTHERN CALIFORNIA LOTS 2+3,CARLSBAD SOIL& TESTING, INC. BY: GF • •. DATE: • 12/1/2004 JOB NUMBER: 0411318-1 • PLATE NO: 15 FINES COARSE -T -FINE COARSE I MEDIUM I FINE SAMPLE UNIFIED SOIL CLASSIFICATION: CL A1TERBERG LIMITS EXPLORATION NUMBER: T7 LIQUID LIMIT: SAMPLE LOCATION: 1-4.5 DESCRIPTION: SILTY CLAY PLASTIC LIMIT: PLASTICITY INDEX: SOUTHERN CALIFORNIA SOIL & TESTING, INC LOTS 2+3,CARLSBAD BY GF DATE 12/1/2004 JOB NUMBER: 0411318-1 PLATE NO: 16 FINES COARSE I FINE COARSE I MEDIUM I FINE SAMPLE UNIFIED SOIL CLASSIFICATION: CL ATIERBERG LIMITS EXPLORATION NUMBER: 17 LIQUID LIMIT: SAMPLE LOCATION: 7-8 DESCRIPTION: SILTY CLAY PLASTIC LIMIT: PLASTICITY INDEX: SOUTHERN CALIFORNIA SOIL & TESTING, INC LOTS 20 CARLSBAD BY GF DATE 12/1/2004 JOB NUMBER: 0411318-1 PLATE NO: 17 E-- I FINES COARSE I FINE I COARSE - I MEDIUM I FINE -d SAMPLE UNIFIED SOIL CLASSIFICATION: CL ATERBERG LIMITS EXPLORATION NUMBER: T9 LIQUID LIMIT: SAMPLE LOCATION: 1-6 DESCRIPTION: SILTY CLAY PLASTIC LIMIT: PLASTICITY INDEX: (1 • SOUTHERN CALIFORNIA LOTS 20 CARLSBAD SOIL & TESTING, INC BY GF DATE 12/1/2004 JOB NUMBER: 0411318-1 PLATE NO: • 18 U.S. Standard Sieve Sizes 3° 1-1/2 3/4 3/8° #4 #8 #10 #16 #30 #40 #50 #100 #200 Hydrometer 00 I 90 ---.------- - __ ___ ____ 80 -------------- - - 70 LM 60- 50- .E- 40w -------- -----i------ - -- -- ___ ___ _________ T 30 -i----------- ------- ___ -- --- ____ ---------- ___ _____ 20 __- III __ II __ 1111 ____ 10 -H--' - 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE MEDIUM I FINE FINES SAMPLE UNIFIED SOIL CLASSIFICATION: CL A1TERBERG LIMITS EXPLORATION NUMBER: T11 • LIQUID LIMIT: SAMPLE LOCATION: 0-4 DESCRIPTION: SILTY CLAY PLASTIC LIMIT: PLASTICITY INDEX: Cl SOUTHERN CALIFORNIA SOIL & TESTING, INC.. • LOTS 2+3,CARLSBAD BY: GF DATES 12/1/2004 JOB NUMBER: 0411318-1 PLATE NO: 19 MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT IMETHOD - A I IASTM - D 1557-00 I SAMPLE DESCRIPTION MAXIMUM DENSITY (pcf) OPTIMUM MOISTURE (pcf) TI © 1-2.5' Gray, Silty Clay 114.9 10.6 T9 @ V-6.Olive, Silty Clay 111.1 12.9 EXPANSION. INDEX TEST RESULTS SAMPLE Ti © 1-2.5' T2 © 4'-8' T9 © i'-6' CONDITION Remolded Remolded Remolded INITIAL MOISTURE CONTENT, % 14.5 13.9 13.5 INITIAL DENSITY, PCF 94.9 95.6 98 FINAL MOISTURE CONTENT, % 33.9 30.9 32 NORMAL STRESS, PSF 144.7 144.7 144.7 EXPANSION INDEX 98 81 101 I ( . SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SOIL & TESTING, INC. BY: DBNSD DATE: 11-1704 JOB No.: 0411318-1 PLATE NO.: 20 [1 DIRECT SHEAR SUMMARY 5000 ..-................. 4500 4000 _ _±..............................-.--.... 3500 - ..- . ._.............L........................-.... _ H 3,300 ------------ ____ ---- cn cn Lu (I) 2500 ----------------- .---..-- cn 2000 -100 1500 1000 - i:::: 0 L 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (23/8" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (°) (PSF) Ti © 1-2.5' Remolded to 90% 27 550 SOUTHERN CALIFORNIA . LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SOIL & TESTING, INC. BY: DBNSD . DATE: 12/1/2004 JOB NUMBER: 0411318-1 IPLATE NO..: 21 DIRECT SHEAR SUMMARY 5000 ---p-- -- --.---- 4500 -a---- -----.--•-- ........----- ------------ 4000 ...................... L. ........................ 3500 ..............-. 3000 ------. --. --- Cl) C/) CC Ui I 2500 it Lu cn 2000 C/) -000 1500 1III1I< 500, 0 500 1000 1500 2000 . 2500 3000 3500 4000 4500 5000 - . NORMAL STRESS [PSF] (2 3/8" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (°) (PSF) T9 @ 1-6 Remolded to 90% 25 550 ill(c SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER BY:. DBA/SD . DATE: 12/1/2004 (J SOIL & TESTING, INC. JOBNUMBER: . 04113181 PLATE NO.: . . 22 LABORATORY REPORT TO-16-rhnnim (1Q) 42c-1gg y 42.-1Q17 Rth1iqhri 1QR CLAR13ON LABORATORY AND SUPPLY INC. 350 Treu3d1c Dr. Chü].a Viota, Ca. 01010 ww,q.o1arken1a.corn ANALYTICAL AND CONSULTING CHEMISTS Date: November 16, 2004 Purchase Order Number: 0411318 Sales Order Number: 76819 Account Number: SOU To: * ------------------------------------------------- 0-462,--- P.O. .1 £ P.O. Box 600627 San Diego, CA 92160 ?anion: Chwim Rand Laboratory Number: S07528 Customers Phone: 280-4321 Fax: 280-4717 xip10 Docigion: * -------------------------------------------------* 041131A ntirked as follows- ANALYSIS: Water Soluble Sulfate. California Test 417 Sample SO4% T1e1-2.z' 0.17 T91 6' 0.176 QdL1A J1IShannon M s c SOUTHERN CALIFORNIA LOTS 2 AND 3 CARLSBAD RESEARCH CENTER SOIL & TESTING, INC. BY: DBNSD DATE: 12/1/2004 IJOB NUMBER: 0411318-1 IPLATE NO.: 23 pical Retaining Wail Subdrain Detail Not to Scale IMradrain 6000 or equivalent, % compacted 2/3 wall height \ Fill ® Roar Slab Filter Fabric between rock and soil © Backcut ® Waterproof back of wall following architect's specifications 4 minimum perforated pipe, SDR35 or equivalent, holes down, 1% fall to outlet, top of pipe below top of slab, encased in 3/4k crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirafi 140N or equivalent), with 6" minimum overlap. Provide solid outlet pipe at suitable location. G;c SOUTHERN CALIFORNIA CARLSBAD RESEARCH CENTER LOTS 2 AND 3 SOIL & TESTING, INC. BY: DBA • DATE: 6/18/2004 JOB NUMBER: 0411318-1 1 PLATE NO.: • 24 Mr. Ken Satterly December 7, 2004 Lot 2 and 3, Carlsbad Research Center SCS&T No. 0411318-1 Appendix A,.Page 1 LOT 2 AND 3, CARLSBAD RESEARCH CENTER 2200-2210 FARADAY 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 conjunction with the, geotchnical report or 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 Calfornia 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 opnionas 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 appraised of work schedules, changes and new information and data so that he may provided 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 Maximum Density & Optimum Moisture Content - ASTM D 457 Density of Soil In-Place'- ASTM D 1556 or ASTM D 2922 F1 Mr. Ken Satterly December 7, 2004 Lot 2 and 3, Carlsbad Research Center SCS&T No. 04113 19 1 / 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 firm natural ground, which i 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 ground shall bestepped or benched. Benches shall be cut to a firm - 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 hereip 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 be 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 determine, if any special recommendation, will be necessary. All water wells, which will be abandoned, should be backfrlled 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 GeotchnicaI Engineer and/or a qualified Structural Engineer. & Mr. Ken Satterly ' December 7,2004 Lot 2 and 3, Carlsbad Research Center SCS& T No. 0411318-1 Appendix A, Page 3 FILL MATERIAL S S S 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 Pro'visions. Expansive soils, soils of poor gradation, or 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 to exceed inches in compacted thickness Each layer shall have a uniform 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 uniformly 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 compaction to be achieved is specified in either the Special Provisions or the recommendations contained in 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 sheOpsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater thn four feet In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be track-rolled Steeperfill slopes shall be over-built and cutback to finish contours after the slope has been constructed Slope compaction operations shall result in all fill material six or more inches & U - .- • - • V - - Mr. Ken Satterly December 7, 2004 Lot 2 and3, Carlsbad Research Center SCS& T No. 0411318-1 Appendix A, Page 4 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 operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surf icially stable. - Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine 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 Gaotechnical Engineer, or his representative in the form of a daily iield 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. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion If any conditions 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 mitigating measures are necessary. Unless otherwise specified 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 operations 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 observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction Mr. Ken Satterly December 7, 2004 Lot 2 and 3, Carlsbad Research Center SCS&TNo. 0411318-1 Appendix A, Page 5 S SEASON LIMITS ' S Fill shall not be placed during unfavorable weather conditions. When work is interrupted by hevy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting 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 backf ill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as claey 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 \rnaterlals should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of thef ill soils shall pass througha No. 4 U.S. Standard Sieve. N S TRANSITION LOTS Where transitions between cut and fill occur 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 structural backfill. In certain .cases that would be addressed, in the geotechnical report, special footing reinforcement or a combination of special footing S reinforcement and undercutting may be required. ' & Southern SQU (I1*'H Rock Ready Mixed Pr,)uhI(:I, (uni:rvtt, \.$):i.ItioIt r,sueL.ltiI)n TECHNICAL BULLETIN 31W' AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California 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 I" 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 maximum 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 of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness 'h-in, aggregate 'h-in, aggregate than 4-in. Mm. depth inches spacing, ft. spacing, ft. spacing, ft. Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 21 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. 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 patterns. 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 carefull 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 determine 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 I to 2% (or 1/8 to 1/4 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, "contraction" 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) Patio -; - Service S walk - f * T1 1 rr -j House l Pcrch - - 15Ci0tlC -.- Joints - - Steps 4. - - _j - or - drvewa, I - - ..11 - -. ew F;are-' 'f—Curb Fig. 1 Concrete walks, driveways, and patios should be provided with properly- placed joints. Short-handed, square-ended shovels are used to spread out the concrete in the forms. and to tamp down the concrete along I the edges of the slab. A straightedge (usually a 2 x 4 board) is used to strike off and level the concrete ushig a sawing style motion. I D) A wood or metal float is used to further level the concrete wit hout sealing the surface (figure 5). I I I Bull floats may be either wocd or magnesium. For non-air-entrained concrete, wood bull floats may be best but for air-entrained concrete, metal bull floats are better. Bull flca:s are used to get rid of the high and low spots after st;ghtedging I 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 I falls. F)Jointing tools are used to cut straight grooves into the concrete. The jointing tool should have a blade depth of at least I I one-fourth the depth of the slab (figure 6). A contra:tor may elect to saw-cut joints the next c a y or may use preniolded 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 wa:er. 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). A heavy spray appication of liquid curing compound is the most practical method tic prevent rapid drying and cracking of the slab. Water 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. ORDERING YOUR CONCRETE If you order your own concrete, consult with your local ready- mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is lo:ated at high elevations where freezing and thawing occurs regulari',', there is no need to use air-entraining admixtures. Be sure to tell the supplier if the concrete is to he pumped into place. Be :;ure 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 crace existing walks and driveways. The use of pea gravel (3/8') pump mix is not recommended for residential use. This type of concrete shrinks more when I t dries than concrete made with I' gravel. Becau-e it shrinks more it also cracks more. If the homeowner must use a 3/8" pump mix, please refer to the technical bulletin, 3/8"Aoregate "Pea Gravel Grout' Mix for Use in Flatwork. pubhshed by the Technical Committee of the Souf-iern California Ready Mixed Concrete Association. Concrete is sold in ur.its of cubic yards (I cubic yard equals 27 cubic feet). Order quan:ities small enough so that you can place and finish the concrete before it hardens. An experienced homeowner should order no more than 3 cubic yards at one time and should have at least one other person to help. Avoid placing Fig. 6 A straightedge such as a board, 1 inch thick and at least inches wide, is recommended as a guide wh.ei acorir.g with a grccver. I Fig. 7 Broomed finish can be obtaned by pulling darp brccms across freshly- floated or troweled surfaces. Control joints SAWED TOOLED LAB -.2fA -, n 11- 7 SLAB = . SOiL ". ,/ It! rtIli SOIL CONCRETE CRACKS BELOW JOIN1 Fig. 2 A.) "Contraction Joints"are grooves built into slabs which how the concrete to break in a straight line. The maximum istance between contraction joints should generally be held town to about 10 feet. Slab sections should be approximately quare and should not be L-shaped. The length of a slab should ot exceed 1.5 times the width. Driveways which are two cars vide should he provided with a joint down the middle of the iriveway (figure 1). Joints should be cut to a depth equal to at ast 1/4 of the thickness of the slab (e.g. 1" deep in a 4" thick lab). If the joint is to he created by saw-cutting rather than by rooving with a tool before the concrete has hardened, the saw utting should be done no later than the day after the concrete is laced (especially during ho: weather), the same day, if possible. B) 'Isolation Joints" which separate the slab from adjacent ixed structures such as house footings and plumbing fixtures 'ill allow the concrete to shrink back from those structures nstead of cracking out in the middle of the slab. In order to revent the new slab from bonding to existing structures and )ipes. the slab should be isolated by placing premolded joint naterial or building paper between the new slab and those tructures (figure 3); Either avoid installing drains cast into the ie'.• slab, or allow for slab movement around the drain. A wide. aint space may be filled with caulking later. Isolation joints 2_.ICLI5E Isolation joint When the slab shrinks, it is free to A 7' move, thus preventing a crack. .' •.'' 'IE-1 j —I.--- 3 01 - -. . If the foundation settles, the slab is not affected. Fig.3 )se isolation joints between concrete sections that need to move relative D 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 5" is usually recommended. It is important that the slabs are uniformly thick. They should be as thick in the middle as they are at the edges. Wire fabric 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 necessary 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. Formwork must be sturdy and adequately braced. 2 x4-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 formwork when the concrete arrives so do the necessary work now! Put stake at all butt joints. After nailing, cut TOOL UP FIRST! Now is the time to line up the necessary tools, or to make sure the contractor has the tools he needs. A) Sturdy wheelbarrows 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 crew. concrete during very hot and windy weather, or at least get more help. Concrete placed during hot weather will dry sooner and has a tendency to crack. When placing your order remember to include an allowance for an additional 10%. This should prevent you from coming up just short of what you need due to waste, spillage, and variations in measurements. SAFETY Exercise crowd control over children, dogs, neighbors and the like. Beware of trucks as they back into position. Wear protective clothing like rubber gloves, to keep the wet concrete off of your skin. People with sensitive skin can have their skin irritated by wet concrete.. SUMMARY Further information incuding 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. REFERENCES I. "Concrete in Practice" (CIP) Series. Available from National Ready Mixed Concrete Association, 900 Spring Street, Silver Springs, Maryland 20910. "Cement Mason's Guide," Publication No. PA I' Portland Cement Association, 5420 Old Orchard Road. Skokie. Illinoic 60077 'Residential Concrete," National Association of Home Builders, 15th & "M" Streets, NW.. Washiiigton, D.C. 20005. "Concrete Craftsman Series - Slabs on Grade." .American Concrete Institute, P.O. Box 19150 Redford Station. Detroit, Michigan 48219. "Finishing Concrete Slabs, Exposed Aggregate. Patterns, and Colors" Publication No. IS206.0IT, Portland Cement Association, 5420 Old Orchard Road, Skokie, Illinois 60077. The Pc.r5and CcmeniA.e,ociation and ih Southern California Ready Mined Concrete Association disclaim any and all responsibility for the application of the stated principlenor for the accuracy of the sources other than ihat work performed or information developed by the As..oci.itionc. Phone (818) 441-3107 for a list of our preferred ready mixed concrete providers. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Portland Cement Association.) [ft (_EOUNCIL Southern California Ready Mixed Concrete Association ROJECT NO. 05772-11-01 CD I— BORING B 4 .. • >- W X DEPTH SAMPLE SOIL %W NO. ELEV. (MSL.) 291 DATE COMPLETED 7/16/96 cç FEET EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION FILL SOIL - Loose, dry, grayish green, Clayey SILT, medium to - 2 - high plasticityMH - -Becomes damp to moist at 1.5 feet - - -Becomes medium loose to medium dense - - 114-1 -Becomes medium loose PUSH 101.1 25.9 -6 - 8 - Medium soft to medium stiff, very moist, dark gray CH - - / - to green, CLAY i1'. - 100.4 23.2 B4-2 -PUSH - 10 - r21 Medium loose, moist, green, Clayey SILT - MH 12 - ----------------------- - MeMediumsoft, very dark gray, Silty CLAY, - CH medium to_ high plasticity POINT LOMA FORMATION - 14 134-3 ML Dense,eiamP grayish green, SILT, weathered, 3/12" 103.2 22.1 fractur -Becomes very dense, highly cemented '6B4-4 - B4-5 -18 - BORING TERMINATED AT 18 FEET AT NEAR REFUSAL Figure A-5 Log of Boring B 4, page 1 of 1 HPBA SAMPLE SYMBOLS UI .. SAMPLING UNSUCCESSFUL. El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ROJECT NO. 05772-11 -01 BORING B 5 DEPTH SOIL (C W X SAMPLE NO. :jLscSsS ELEV. (MSL.) 292 DATE COMPLETED 7/16/96 ZLL c3 FEET EQUIPMENT E-120 BUCKET RIG 0 0 MATERIAL DESCRIPTION 0 - FELL SOIL - MH Loose, dry, grayish brown, very Clayey SILT, high - 2 - plasticity -Becomes medium dense, moist to very moist at 1 - B5-1 loe \_ feet POINT LOMA FORMATION - 4 - B5-2 - - Dense, damp, green, Clayey SILT fractured - -Becomes very dense, highly cemented -. ML 8 - - B5-3 - 3 -10 - - -12 - / lo 14 - B54 3 103.2 22.1 BORING TERMINATED AT 15 FEET Figure A-6 Log of Boring B 5, page 1 of 1 NPBA SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ii... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ROJECT NO. 0.5772-11-01 )- w BORING B 9 Z w^ ,- DEPTH F IN SAMPLE x CLASS EET z SOIL ELEV. (MSL.) 292 DATE COMPLETED 7/17/96 EQUIPMENT E-120 BUCKET RIG _ a MATERIAL DESCRIPTION -0 - Sc FILL SOIL Loose, damp, brown, Clayey, fine to medium SAND - - 2 - - POINT LOMA FORMATION Very hard, damp, orange and gray-brown, Sandy - - CL CLAY - -L.Z -Highlycemented - BORING TERMINATED AT 4.5 FEET PRACTICAL REFUSAL Figure A-li Log of Boring B 9, page 1 of 1 NPBA 0 ... SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ROJECT NO. 05772-11-01 >. w BORING B 10 ..-. DEPTH SAMPLE ( 9 SOIL 0 Z. - 0 0 ELEV. (MSL.) 288 DATE COMPLETED 7/17/96 FEET EQUIPMENT E-120 BUCKET RIG wwco CLMW of x:0 0, MATERIAL DESCRIPTION r - CL FELL SOIL - . Soft, damp, brown, Sandy CLAY - -2 - - 7/ BAYPOINT FORMATION - 7 Very hard, damp, orange-brown, Sandy CLAY - 4 - -Highly cemented CL : BORING TERMINATED AT 9 FEET PRACTICAL REFUSAL I II II• I I • Figure A-12 Log of Boring B 10 page 1 of 1 NPBA SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. 11.15 NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ROJECT NO. 05772-11-01 >-w CD TRENCHT 5 0Li.J i.... DEPTH SAMPLE SOIL LU. NO. Z CLASS ELEV. (MSL.) 291 DATE COMPLETED 7/19/96 FEET EQUIPMENT JOHN DEERE 310 '-. MATERIAL DESCRIPTION -0 - - - /,- Sc FELL SO]] - T5-1 brown, Clayey, fine to SAND Loose, dry, medium - 2 - -Becomes medium dense, moist, orange-brown, - clayey - CL Medium stiff, very moist, gray-brown, Silty CLAY TRENCH TERMINATED AT 5 FEET Figure A-17, Log of Trench T 5. NPBA SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED DR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 05772-11-01 TRENCH DEPTH 0 C SOIL F- ZL H' ' W SAMPLE NO. o o CI. ELEV. (MSL.) 290 DATE COMPLETED 7/19/96 LI- FEET WHO H EQUIPMENT JOHN DEERE 310 MATERIAL DESCRIPTION sc FILL SOIL Loose, dry,_ brown, Clayey, fine tomedium _SAND / POINT LOMA FORMATION 2 - - T6-1 SC Dense, moist, orange-brown and gray, very - Clayey, fine to medium SAND 4 // -Slightly to moderately cemented - - TRENCH TERMINATED AT 5 FEET Figure A-18, Log of Trench T 6 NPBA SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL Li ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. 17 IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCAIONS AND TIMES. PROJECT NO. 05772-11-01 >. w TRENCH T 7 DEPTH CD I—. SOIL • I— MPLE SA NO 0 0 ELEV. (MSL.) 291 DATE COMPLETED 7/19/96 Ow cc FEET H 0 WHO EQUIPMENT JOHN DEERE 310 th ED MATERIAL DESCRIPTION FELL SOIL SC Loose, dry, brown, Clayey, fine to medium SAND 2 Medium stiff, moist to very moist, Silty CLAY CL 4- TRENCH TERMINATED AT 5 FEET Figure A-49, Log of Trench T 7 NPBA SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. IPROJECT NO. 05772-11-01 1 TRENCH .T 8 p.. DEPTH PIE SOIL I WX F IN CLAS EET NO. M ELEY. (MSL.) 291 DATE COMPLETED 7/19/96 EQUIPMENT JOHN DEERE 310 OS/ 0 MATERIAL DESCRIPTION 0 SC FILL SOiL - Looses dry, brown, Ciayey, fine to medium SAND 2 - CL Medium stiff, moist, gray-brown, Sandy CLAY SC Medium dense, moist, orange and gray-brown, CL -Clayey SAND I -______ - \_Mediumstiff,verymoist,grey,SiltyCLAY TRENCH TERMINATED AT 5 FEET I I I I I I . I. I I Figure A-20, Log of Trench T 8 .. . . . . NPBA I I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST' U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT.IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. i to I— TRENCH T 9 _I SOIL CLASS ELEV. (MSL.) 291 DATE COMPLETED 7/19/96 x (USCS) EQUIPMENT JOHN DEERE 310 W00 WHO U)>- W o_-, _E MATERIAL DESCRIPTION sc FILLSOLL Loose, dry, brown, clayey, fine to medium SAND f POINT LOMA FORMATION - ML Dense, to very dense, moist, gray-brown with - orange streaks, very Clayey SILT -Slightly to moderately cemented - DEPTH SAMPLE IN NO. FEET T9-i ROJECT NO. 05772-11-01 TRENCH TERMINATED AT 5 FEET Figure A-21, Log of Trench T 9 NPBA 0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 19 -. DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ROJECT NO. 05772-11-01 - TRENCH T1O .-. DEPTH CD)- 0 son. 0 H)- H" LL W X SAMPLE ELEY. (MSL.) 292 DATE COMPLETED 7/19/96 FEET ()J EQUIPMENT JOHN DEERE 310 0 0 MATERIAL DESCRIPTION 0 . SC FILL SOIL - Loose, dry, brown, Clayey, fine to medium SAND . POINT LOMA FORMATION CL Hard, moist, grey-brown, Sandy CLAY [ - -Slightly to moderately cemented TRENCH TERMINATED AT 5 FEET Figure A-22, Log of Trench T 10 NPBA SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I I I I I FEB 18200 5 ENGINEERI N G DEPARTME N T