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HomeMy WebLinkAboutCT 06-24; BRESSI RANCH VILLAGE CENTER; GEOTECHNICAL AS-GRADED COMPLETION REPORT OF ROUGH AND FINE GRADING; 2008-03-276-r- ou - 7--4 GEOTECHNICAL AS-GRADED COMPLETION REPORT OF ROUGH AND FINE GRADING, BUILDING PADS FOR PAD "B" AND SHOP "C", BRESSI RANCH VILLAGE CENTER, CARLSBAD, CALIFORNIA Prepared For: LNR PROPERTY CORPORATION COMMERCIAL PROPERTY GROUP 4275 EXECUTIVE SQUARE, SUITE 210 LA JOLLA, CALIFORNIA 92037 Project No. 971009-050 March 27, 2008 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY March 27, 2008 Project No. 971009-050 To: LNR Property Corporation Commercial Property Group 4275 Executive Square, Suite 210 La Jolla, California 92037 Attention: Mr. Jeff Williams Subject: Geotechnical As-Graded Completion Report of Rough and Fine Grading, Building Pads for Pad, "B" and Shop "C", Bressi Ranch Village Center, Carlsbad, California Introduction In accordance with your request, Leighton and Associates, Inc. (Leighton) has performed geotechnical services during the rough and fine grading operations for the building pads for Pad "B", and Shop "C" of the Bressi Ranch Village Center project, located in-Carlsbad, California This report summarizes our geotechnical observation and testing services during the rough and fine grading operations for the subject building pads. As of this date, the grading operations are essentially complete on the building pads of the site. Summary of Grading Operations The rough and fine grading operations for the subject pads were performed between January and March 2008. The grading operations were performed by F. J. Willert Contracting while Leighton and Associates performed the geotechnical observation and testing services Our field technician was on site full-time during the grading operations while our project geologist was on site on a periodic basis. Grading of the site included: 1) the removal of potentially compressible and/or desiccated fill soils and weathered formational material; 2) preparation of areas to receive fill; 3) overexcavation of the building pads having cut/fill transition conditions; 4) processing/undercutting of the finish grade soils on the cut pads; 5) excavation of formational material; and 6) the placement of compacted fill soils. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 971009-050 . Site Preparation and Removals Prior to grading, :the areas within the limits of the proposed grading were stripped of surface vegetation and debris and these materials were disposed of away from the site. Removals of unsuitable, desiccated, and/or potentially compressible soils (including previously placed fill soils and weathered formational materials) were made to competent material. Removals were performed in accordance with the recommendations of the project geotechnical report (Leighton, 2007) and geotecbniçal recommendations made during the course of grading. The removal areas were scarified a minimum of 6 to 12 inches, moisture-conditioned as needed to obtain an above-optimum moisture content and compacted to a minimum 90 percent relative compaction, as determined by ASTM Test Method D1557. Overexcavation of Cut Lots During the rough and fine grading operations, the overexcavation or undercutting of the building pads comprised entirely of cut material was performed in order to pre-moisture condition the building pad finish grade soils Table 1 presents a summary of the overexcavation/ündercut conditions on each Of the building pads. Table 1 As-Graded Condition of the Building Pads Building Pad As-Graded Condition Pad "B" Cut Pad Undercut 18 inches Shop "C" Cut Pad Undercut 18 inches . Fill Placement and Compa:ion After the upper 18 inches of the building pad finish grade soils were processed, the soil was moisture conditioned as needed to attain an above-optimum moisture cOntent and compacted with heavy-duty construction equipment. Field density test results performed during the grading operations indicated that the fill soils were compacted to at least 90 percent of the maximum dry density in accordance with ASTM Test Method D1557. Compaction of the fill soils was achieved by use of heavy-duty construction equipment (including rubber-tire compactors and scrapers). Areas of fill in which field density tests indicated compactions less than the recommended relative compaction, where the soils exhibited nonuniformity, or had field moisture contents 4 Leighton I 9710097050 I less than approximately 2 percent above the laboratory optimum moisture content, were reworked. The reworked areas were then recompacted and re-tested until the recommended minimum 90 percent relative compaction and near-optimum moisture content was achieved. I . Field and Laboratory Testing Field density testing and observations were performed using the Nuclear-Gauge Method I (ASTM Test Methods D2922 and D3017). A summary of the field density test results are presented in Appendix B. The approximate test locations will be provided on the fmal geotechnical map for the project upon completion of the rough, fine, and post grading I operations. The field density testing was performed in general accordance with the applicable ASTM Standards, the current standard of care in the industry, and the precision of the testing method itself. Variations in relative compaction should be expected from the documented results. Laboratory maximum dry density tests of representative on-site soils were performed in general I accordance with ASTM Test Method D1557. Expansion potential and soluble sulfate content tests of representative finish grade soils were also performed in accordance with Uniform Building Code (UBC) 18-2 and standard geochemical methods, respectively. Expansion I potential and soluble sulfate content tests indicate the representative finish grade of the building pads of Pad-"B" and Shop "C" have a low to medium expansion potential and a severe soluble sulfate content. The laboratory test results are presented in Appendix C. I I Engineering Geology Summary The geologic or geotechnical conditions encountered during the rough and fine grading of the subject building pads were essentially as anticipated. Ground water was not encountered or I observed during the grading operations. A comprehensive summary of the geologic conditions (including geologic units, geologic structure and faulting) will be summarized in the final as- graded report for the project. Based on our geotechnical observations and geologic mapping during I the rough and fine grading operations for the project, no faults or evidence of faulting was encountered. Conclusions and Recommendations The rough and fine grading operations for the building pads of Pad "B" and Shop "C" of the Bressi Ranch Village Center were performed in general accordance with the project geotechnical report I and documents (Appendix A), geotechnical recommendations made during the rough and fine grading, and the City of Carlsbad requirements. Therefore, it is our professional opinion that the subject building pads are suitable for their intended use provided the recommendations included I in the project geotechnical report and documents are incorporated into the design and construction phases of site development. The conclusions and recommendations presented in the I 14 I -3- Leighton 971009-050 referenced project geotechnical documents are still considered pertinent and applicable to the proposed development and should be followed during the post grading and construction phases of the site development. The following is a summary of our conclusions: . Geotechnical conditions encountered during the rough and fine grading were generally as anticipated. . Site preparation and removals were geotedhnically observed. The building pads of Pad "B" and Shop "C" were undercut approximately 18 inches and replaced with compacted fill. Fill soils were derived from onsite soils. Field density testing indicated that the fill soils were placed and compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557) and above-optimum moisture content in accordance with the project recommendations. The expansion potential of representative finish grade soils of the building pads was tested and found to have a low to medium expansion potential. The potential for soluble sulfate attack of the finish grade soils on the building pads was tested and found to possess a severe soluble sulfate content. No evidence of active or inactive faulting was encountered during site rough and fine grading. . Ground water was not encountered or observed during the grading operation. . Due to the lack of ariear-surface ground water table and the dense nature of the onsite soils, it is our professional opinion that the liquefaction hazard at the site is considered low. Addendum Recommendations Recommendations concerning the construction of .the project that have previously been issued (Appendix A) are still considered applicable and should be followed during the post-grading and constructions phases of site development. Addendum recommendations based on geotechnical conditions that are different than assumed in the project geotechnical documents are provided below. Presaturation of the Building Pad Subgrade Soils The slab subgrade soils underlying the foundation systems of the proposed structures should be presoaked in accordance with the recommendations presented in Table 2 prior to -4- Leighton 971009-050 placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Table 2 Presaturation Recommendations Based on Finish Grade Soil Expansion Potential Shop "C" Pad "B" Presaturation Criteria Expansion Potential (per UBC 18-I-13) Very Low to Low Medium (0-50) (51-90) Minimum Presoaking Depth 12 _(in_inches) 18 Minimum Recommended Moisture Content 1.2 times optimum moisture 1.2 times optimum moisture I Limitations The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications: I I Li I , I I I 'I I I I Leighton 1 971009-050 If you have any questions regardmg this report, please contact this office We appreciate this I opportunity to be of service. Respectfully submitted, I 0ESSi011, LEIGHTON AND ASSOCIATES, INC 4-0 I52 No. Zo I 45283 I .I RandailK. V1agner,lCEG 1612 Principal Geologist f% IX CERTIFIED W Cn ENGINEERING I Attachments Appendix A - References EX f Field Appendix C 1 Lab Procedures oratory and Test Results CA%O I Distribution: (2) Addressee (5) Grant General Contractor, Attention: Mr. John Sadáhl 1 :1. I. I -6- Leighton - - -' -- I I I I I I I I I I I I I I I I I 11 971009-050 I APPENDIX A i References California Building Standards Commission (CBSC), 2001, California Building Code, Volume I - I Administrative, Fire- and Life-Safety, and Field Inspection Provision, Volume II - Structural Engineering Design Provision, and Volume Ill - Material, Testing and I Installation Provision. 2008, 2007 California Building Code, California Code of Regulations, Title 24, I Part 2, Volumes 1 and 2, dated June 2007 with Errata dated January 1, 2008. GSSI Structural Engineers, 2008, Structural Foundation Plans, Bressi Ranch Village Center, Carlsbad, California, Sheets S1.1, S2.1, S-Al, S-B1, S13P1, S-Cl, S-CM1, S-DI, S-El, I S-Fl, and S-G1, Project No. (6146A) 9910.30, dated November 29, 2007, revised February 14, 2008. I International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - I Structural Engineering Design Provisions, and Volume ifi - Material, Testing and Installation Provision, ICBO. I Leighton & Associates, 2007, Geotechnical Preliminary Investigation, Bressi Ranch Village Center, A Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-047, dated January 25, 2007. 2008a, Addendum Geotechnical Recommendations for Structural Foundations and Exterior Concrete Flatwork, Bressi Ranch Village Center, a Portion of Planning Area PA- 15, Carlsbad, California, Project No. 971009-050, dated January 15, 2008. 2008b, Limited pH Field Testing Study, Bressi Ranch Village Center, Carlsbad, I California, Project No. 971009-050, dated February 6, 2008, revised March 18, 2008. Project Design Consultants, 2007, Grading, Drainage and Erosion Control Plans For: Bressi Ranch I Village Center, Carlsbad, California, Drawing Number 452-9A, 16 Sheets, date received December 12, 2007. I I I I I I I I I I I I I H I I I I I I I I I 971009-050 APPENDIX B Explanation of Summary of Field Density Tests Test No. Test of Test No. Test of Prefix Test of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NG (SG) SUBGRADE Original Ground OG (AB) AGGREGATE BASE Existing Fill EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG Curb C (5) SEWER (SD) STORM DRAIN Gutter G (AD) AREA DRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER Street ST (SB) SUBDRAIN Sidewalk/Walkway SW (G) GAS Driveway DW (E) ELECTRICAL Driveway Approach DA (1) TELEPHONE Center Median CM (J) JOINT UTILITY Concrete Slab CS (I) IRRIGATION Trash Enclosure It Bedding Material B Shading Sand Main M Lateral L Crossing X Manhole MN Fire Hydrant Lateral FL Catch Basin CB Inlet I Clean-Oout CO Water Service WS (RW) RETAINING WALL (P) PRESATURATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom F Backfill B (IT) INTERIOR TRENCH Sewer Lateral S Storm Drain. SD Electric Line E N represents nuclear gauge tests that were perforated in general accordance with most recent version of ASTM Test Methods D2922 and D3017. S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556. iSA represents first retest of Test No. 15 I5B represents second retest of Test No. 15 "0" in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade) "-1" in Test Elevation Column represents test was taken one foot below the ground surface B-i SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 1 2/1/08 CF Major "C" 398.0 1 102.2 110.0 19.0 17.0 93 2 2/1/08 CF Major "C" 401.0 1 103.9 110.0 18.9 17.0 94 3 2/1/08 CF Major "C" 402.0 1 105.2 110.0 18.6 17.0 96 4 2/1/08 CF Major "C" 402.0 1 106.8 110.0 18.5 17.0 97 5 2/1/08 CF Major "C" 397.0 1 103.2 110.0 19.0 17.0 94 6 2/1/08 CF Major "C" 397.0 1 102.9 110.0 19.1 17.0 94 7 2/1/08 CF Major "C" 400.0 1 102.7 110.0 19.2 17.0 93 8 2/1/08 CF Major "C" 402.0 1 103.4 110.0 20.1 17.0 94 9 2/6/08 CF Major "C" 403.0 1 103.9 110.0 19.4 17.0 94 10 2/6/08 CF Major "C" 402.0 1 102.0 110.0 19.0 17.0 93 11 2/6/08 CF Major "C" 403.0 1 102.7 110.0 19.8 17.0 93 12 2/6/08 CF Major "C" 402.0 2 106.7 116.0 16.0 14,0 92 13 2/6/08 CF Major "C" 402.0 2 105.2 116.0 16.9 14.0 91 14 2/6/08 CF Major "C" 404.0 2 105.9 116.0 16.5 14.0 91 15 2/6/08 CF Major "C" 404.0 2 106.8 116.0 17.7 14.0 92 16 2/7/08 CF Major "C" 405.0 2 106.3 116.0 17.1 14.0 92 17 2/7/08 CF Major "C" 402.0 2 105.4 116.0 16.5 14.0 91 18 2/7/08 CF Major "C" 402.0 2 105.0 116.0 16.2 14.0 91 19 2/7/08 CF Major "C" 404.0 2 104.9 116.0 17.7 14.0 90 20 2/7/08 CF Major "C" 403.0 2 107.8 116.0 16.3 14.0 93 21 2/8/08 CF Major "C" 402.0 2 107.3 116.0 15.7 14.0 93 22 2/8/08 CF Major "C" 402.0 2 106.9 116.0 16.8 14.0 92 23 2/8/08 CF Major "C" 403.0 2 104.7 116.0 19.2 14.0 90 24 2/8/08 CF Major "C" 404.0 2 104.9 116.0 19.0 14.0 90 25 2/8/08 CF Major "C" 404.0 2 104.5 116.0 15.2 14.0 90 26 2/11/08 CF Major "A" 400.0 3 106.1 116.0 17.1 13.5 91 27 2/11/08 CF Major "A" 401.0 3 104.7 116.0 16.9 13.5 90 28 2/11/08 CF Major "A" 401.0 3 105.3 116.0 17.4 13.5 91 29 2/11/08 CF Major "A" 401.0 3 106.6 116.0 16.6 13.5 92 30 2/11/08 CF Major "A" 401.0 3 104.5 116.0 15.5 13.5 90 31 2/12/08 CF Major "A" 401.0 3 105.9 116.0 14.9 13.5 91 32 2/12/08 CF Major "A" 401.0 3 107.1 116.0 15.2 13.5 92 Project Number: 971009-050 Project Name: LNR/Bressi Project Location: 0 Client: 0 Pagel of 5 //2 77?1QAM - - - - - - - - - - - - - - - - - - - SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 33 2/12/08 CF Major 'A' 401.0 3 106.2 116.0 16.1 13.5 92 34 2/12/08 CF Major "A" 403.0 3 106.7 116.0 16.2 13.5 92 35 2/12/08 CF Major "A" 402.0 3 105.8 116.0 15.9 13.5 91 36 2/12/08 CF Major "A" 402.0 3 105.5 116.0 18.1 13.5 91 37 2/12/08 CF Major "A" 402.0 3 106.1 116.0 16.0 13.5 91 38 2/12/08 CF Major "A" 402.0 3 106.8 116.0 17.2 13.5 92 39 2/12/08 CF Major "A" 402.0 3 105.9 116.0 15.7 13.5 91 40 2/13/08 CF Major "A" 400.0 3 106.7 116.0 15.2 13.5 92 41 2/13/08 CF Major "A" 401.0 3 105.3 116.0 16.1 13.5 91 42 2/13/08 CF Major "A" 399.0 3 105.0 116.0 16.5 13.5 91 43 2/13/08 CF Major "A" 400.0 3 106.8 116.0 16.2 13.5 92 44 2/13/08 CF Major "A" 400.0 3 105.8 116.0 15.9 13.5 91 45 2/13/08 CF Pad "A" 404.0 4 104.1 113.0 18.1 16.0 92 46 2/13/08 CF Pad "A" 405.0 4 103.9 113.0 18.5 16.0 92 47 2/13/08 CF Pad "A" 406.0 4 103.5 113.0 18.2 16.0 92 48 2/13/08 CF Pad "A" 406.0 4 105.8 113.0 18.0 16.0 94 49 2/13/08 CF Pad "A" 406.0 4 103.8 113.0 18.6 16.0 92 50 4/19/08 CF Major "A" 401.0 4 104.3 113.0 18.2 16.0 92 51 4/19/08 CF Major "A" 403.0 4 104.7 113.0 18.8 16.0 93 52 4/19/08 CF Major "A" 403.0 4 103.9 113.0 17.9 16.0 92 53 4/19/08 CF Major "A" 403.0 4 104.7 113.0 18.9 16.0 93 54 4/19/08 CF Major "A" 403.0 4 104.5 113.0 19.1 16.0 92 55 4/19/08 CF Major "A" 403.0 4 104.0 113.0 18.4 16.0 92 56 4/19/08 CF Major "A" 403.0 4 103.8 113.0 18.0 16.0 92 57 4/19/08 CF Shop "E" 403.0 3 105.9 116.0 15.8 13.5 91 58 4/19/08 CF Shop "E" 403.0 3 106.2 116.0 16.2 13.5 92 59 4/19/08 CF Major "B" 403.0 3 108.4 116.0 14.8 13.5 93 60 4/19/08 CF Major "B" 404.0 3 107.4 116.0 15.2 13.5 93 61 4/19/08 CF Major "B" 404.0 3 106.2 116.0 15.0 13.5 92 62 4/19/08 CF Shop "E" 404.0 3 106.8 116.0 16.2 13.5 92 63 4/19/08 CF Shop "E" 404.0 3 108.5 116.0 15.2 13.5 94 64 4/19/08 CF Major "B" 405.0 3 103.2 116.0 11.9 13.5 89 Retest on 64A Project Number: 971009-050 Project Name: LNR/Bressi Project Location: 0 Client: 0 Page 2of5 fli1 1..1AA - - - - - - - - - - - - - - - - - - - SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 64A 4/19/08 CF Major "B" 405.0 3 107.3 116.0 15.2 13.5 93 Retest of 64 65 4/19/08 CF Shop "E" 405.0 3 104.2 116.0 12.1 13.5 90 Retest on 65A 65A 4/19/08 CF Shop "E" . 405.0 3 108.2 116.0 16.0 13.5 93 Retest of 65 66 3/5/08 CF Major "B" 0.0 2 107.1 116.0 16.8 14.0 92 67 3/5/08 CF Major "B" 403.0 2 105.8 116.0 16.2 14.0 91 68 3/5/08 CF Major "B" 404.0 2 105.9 116.0 17.2 14.0 91 69 3/5/08 CF Major "B" 404.0 2 106.2 116.0 16.8 14.0 92 70 3/5/08 CF Major "B" 405.0 2 106.3 116.0 16.2 14.0 92 71 3/5/08 CF Major "B" 405.0 2 106.0 116.0 16.2 14.0 91 72 3/5/08 CF Major "B" 404.0 2 104.2 116.0 16.8 14.0 90 73 3/5/08 CF Major "B" 404.0 2 106.6 116.0 16.0 14.0 92 74 3/5/08 CF Shop "G" 405.0 4 103.9 113.0 19.1 16.0 92 75 3/5/08 CF Shop "G" 404.5 4 104.7 113.0 18.4 16.0 93 76 3/6/08 FG Major "C" 0.0 2 107;2 116.0 16.2 14.0 92 77 3/6/08 FG Major "C" 0.0 2 106.2 116.0 15.9 14.0 92 78 3/6/08 FG Major "C" 0.0 2 105.9 116.0 16.7 14.0 91 79 3/6/08 FG Major "C" 0.0 2 106.3 116.0 16.2 14.0 92 80 3/6/08 FG Major "A" 0.0 5 108.3 118.0 15.2 13.0 92 81 3/6/08 FG Major "A" 0.0 5 107.4 118.0 14.9 13.0 91 82 3/6/08 FG Major "A" 0.0 5 107.6 118.0 16.1 13.0 91 83 3/6/08 PG Major "A" 0.0 5 107.9 118.0 15.3 13.0 91 84 3/6/08 FG Major "A" 0.0 5 108.4 118.0 15.0 13.0 92 85 3/6/08 FG Major "A" 0.0 5 107.2 118.0 16.1 13.0 91 86 3/7/08 CF Shop "G" 405.0 3 105.7 116.0 16.1 13.5 91 87 3/7/08 CF Shop "G" 405.0 3 105.2 116.0 16.2 13.5 91 88 3/7/08 CF Shop 7" 404.5 3 106.3 116.0 16.8 13.5 92 89 3/7/08 CF Shop "F" 404.5 3 106.8 116.0 15.5 13.5 92 90 3/7/08 CF Shop "F" . 405.0 3 105.7 116.0 16.2 13.5 91 91 3/7/08 CF' Shop "F" 405.0 3 105.9 116.0 16.3 13.5 91 92 3/7/08 CF Shop "G" 406.0 3 101.2 116.0 17.1 13.5 87 Retest on 92A 92A 3/7/08 CF Shop "G" 406.0 3 106.6 116.0 16.2 13.5 92 Retest of 92 93 3/7/08 CF Shop "F" 405.5 3 104.8 116.0 15.2 13.5 90 Project Number: 971009-050 Project Name: LNR/Bressi Project Location: 0 ;9 Client: 0. Page 3 of 5 3/25/2 7:22:20AM 94 3/7/08 CF Shop "F" 95 3/12/08 CF Shop "B" 96 3/12/08 CF Shop "B" 97 3/12/08 CF Shop "B" 98 3/12/08 CF Shop "B" 99 3/12/08 CF Shop "B" 99A 3/12/08 CF Shop "B" 100 3/13/08 FG Shop "F" 101 3/13/08 FG Shop "F" 102 3/13/08 FG Shop "G" 103 3/13/08 FG Shop "G" 104 3/13/08 PG Shop "E" 105 3/13/08 FG Shop "E" 106 3/13/08 FG Major "B" 107 3/13/08 PG Major "B' 108 3/13/08 PG Major "B" 109 .3/13/08 FG Major "B" 110 3/18/08 FG Pad "A" 111 3/18/08 PG Pad "A" 112 3/18/08 CF Major 'A" 113 3/18/08 CF Major "A" 114 3/18/08 CF Major "A" 115 3/18/08 CF Major "A" 116 3/20/08 FG Shop "D" 117 3/20/08 FG Shop "D" 118 3/20/08 FG Shop "D" 119 3/20/08 FG Shop "A" 120 3/20/08 FG Shop "A" 121 3/20/08 PG Shop "A" 122 3/20/08 FG Shop "B" 123 3/20/08 FG Shop "B" 124 3/20/08 FG Pad "B" Project Number: 971009-050 Project Name: LNR/Bressi Project Location: 0 Client: 0 405.5 3 104.9 116.0 16.0 13.5 90 404.0 6 105.2 116.0 16.2 14.0 91 405.0 6 107.4 116.0 15.9 14.0 93 406.0 6 105.9 116.0 15.8 14.0 91 406.0 6 105.7 116.0 15.3 14.0 91 406.5 6 100.7 116.0 16.8 14.0 87 406.5 6 107.5 116.0 15.7 14.0 93 0.0 5 108.9 118.0 18.0 13.0 92 0.0 5 108.8 118.0 17.9 13.0 92 0.0 5 108.5 118.0 17.8 13.0 92 0.0 5 107.9 118.0 18.3 13.0 91 0.0 2 104.8 116.0 17.0 14.0 90 0.0 2 106.7 116.0 16.3 14.0 92 0.0 2 110.6 116.0 16.4 14.0 95 0.0 2 110.4 116.0 16.0 14.0 95 0.0 2 110.0 116.0 17.4 14.0 95 0.0 2 109.7 116.0 16.1 14.0 95 0.0 5 106.9 118.0 15.2 13.0 91 0.0 5 106.3 118.0 16.0 13.0 90 397.0 1 103.6 110.0 19.8 17.0 94 397.0 1 101.2 110.0 19.3 17.0 92 398.0 1 101.8 110.0 20.1 17.0 93 398.0 1 102.7 110.0 18.9 17.0 93 0.0 5 112.6 118.0 13.9 13.0 95 0.0 5 112.8 118.0 14.2 13.0 96 0.0 S 111.8 118.0 14.6 13.0 95 0.0 6 105.2 116.0 16.0 14.0 91 0.0 4 102.7 113.0 18.0 16.0 91 0.0 6 106.9 116.0 15.0 14.0 92 0.0 5 112.8 118.0 15.0 13.0 96 0.0 5 105.8 118.0 16.0 13.0 90 0.0 2 108.5 116.0 16.0 14.0 94 Page 4 of 5 Retest on 99A Retest of 99 4 3/25/2 7:22:20AM -S MM - MM - - mm - MM MM - - - SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks I - - - - - - - - - - - - - - - - - - - SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 125 3/20/08 FG Pad "B" 0.0 2 107.0 116.0 14.9 14.0 92 126 3/20/08 FG Shop 'C' 0.0 6 108.6 116.0 13.9 14.0 94 127 3/20/08 FG Shop "C" 0.0 6 111.2 116.0 14.0 14.0 96 Project Number: 971009-050 Project Name: LNR/Bressi Project Location: 0 Client: 0 Page 5of5 U Li U I I I I I I I I I I I I I I I I 971009-050 APPENDIX C Laboratory Testing Procedures and Test Results Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, UBC Standard No. 18-2 and/or ASTM Test Method 4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Expansion Index Expansion Potential* Pad "B" 55 Medium Shop "C" 21 Low * Based on the 1997 edition of the Uniform Building Code (UBC), Table 18-I-B. Maximum Density Tests: The maximum dry density and optimum moisture content of typical soils were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Number Sample Description Maximum Dry Density (1 Optimum Moisture Content (%) 1 Olive gray silty to clayey SAND 110.0 17.0 2 Olive brown silty to clayey SAND 116.0 14.0 3 Yellow brown clayey SAND 116.0 13.5 4 . Light olive brown silty to clayey SAND 113.0 • 16.0 5 Pale olive brown silty to clayey SAND 118.0 • 13.0 6 Gray silty SAND 116.0 14.0 C-i I I I I I , I I. I I I I I I I I I. I. I . I Sample Location Sulfate Content (%) Sulfate Exposure* Pad "B" 0.250 Severe Shop "C" 0.200 Severe * Based on the 1997 edition of the Uniform Building Code (UBC), Table 19- A4 (ICBO, 1997). APPENDIX C (continued) C-2 971009-050 Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: