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CT 06-13; TABATA 10; INTERIM AS-GRADED GEOTECHNICAL REPORT; 2014-10-31 (2)
C-r o Q GROUP DELTA October 31, 2014 Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, California 92656 Attention: Mr. Brian Nestoroff SUBJECT: INTERIM AS-GRADED GEOTECH ICAL REPORT Casero Development (Building Pads) Carlsbad, California Mr. Nesteroff: In accordance with your request, we have prepared this interim as-graded report summarizing the results of the testing and observation services provided by Group Delta Consultants to date during rough grading of the building pads at the Casero development in Carlsbad, California. Note that Lots 11 through13 of the development, and much of Camino Hills Drive, have not yet been finish graded as of October 24th, 2014. Our additional tests and observations associated with finish grading these lots, as well as backfill of the utility trenches and retaining walls, and the construction of the pavement sections and surface improvements will be provided in an updated as-graded report once these construction activities are completed The general contractor for this project was Lennar Homes The grading operations were conducted by JameMcMinn Incorporated (JMI) Our geotechnical services for this phase of the project were provided between September 4th and October 24th, 2014 10 PURPOSE AND SCOPE OF SERVICES This report and the associated geotechnical services were provided in general accordance with the provisions of the referenced agreement (Lennar, 2014) Our field personnel were provided for this —project in order to test and observe remedial earthwork, fill placement and the compaction operations These observations and tests assisted us in developing professional opinions regarding whether or not the geotechnical aspects of earthwork construction were conducted in general accordance with our geotechnical recommendations and the geotechnical requirements of the City of Carlsbad. Our services did not include supervision or direction of the work of the contractor, his employees, or agents. Our services did include the following. Interim As-Graded Geotechnical Report GDC Project No. S0365 Casero Development (Building Pads) October 31, 2014 Lennar Homes Page 2 As-needed consultation during grading. Pertinent reports are referenced in Appendix A. Observation of the preparation of the existing ground in order to confirm that remedial earthwork was conducted in accordance with our recommendations. Performing field and laboratory tests on fill materials in order to support geotechnical recommendations and conclusions. The laboratory test results are summarized in Appendix B. The field density test results are shown in Appendix C. Preparation of daily field reports summarizing the day's activity with regard to earthwork, and documenting the hours spent in the field by our technicians. Preparation of this interim report which summarizes site preparation to date, field and laboratory test results, fill placement, and the compaction operations. 2.0 SITE DESCRIPTION The subject site consists of the Casero residential development (formerly Tabata 10) located in the City of Carlsbad, California. The site is located immediately southeast of the intersection between El Camino Real and Camino Hills Drive, which form the northern and western property boundaries, respectively. Existing single-family residential developments bound the southern, eastern and western edges of the property. The approximate location of the site is shown on the Site Location Map, Figure 1. The geotechnical conditions at the site were described in detail in the referenced geotechnical investigation report (GDC, 2014a). Site development will include 26 two-story residential buildings supported by post-tension slab foundations. Other site improvements will include a new asphalt concrete paved residential street, reconstruction of the northern terminus of Camino Hills Drive, new Portland cement concrete sidewalks and driveways, several new retaining walls, and various subsurface utilities. A bio-swale and detention basin will also be constructed along the northern edge of the site. The layout of the site and the lot numbers are shown on the Rough Grading Plan, Figure 2. 3.0 GEOLOGY The site is located within the coastal plain section of the Peninsular Ranges geomorphic province of California, which consists of subdued landforms underlain by marine sedimentary formations. Prior to the grading operations described herein, most of the site was covered with alluvial flood plain deposits associated with Agua Hedionda Creek, undocumented fill, and stockpiled fills. The Eocene-age Santiago Formation underlies the entire site at depth. N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178.doc GROUP DELTA Interim As-Graded Geotechnical Report GDC Project No. SD365 Casero Development (Building Pads) October 31, 2014 Lennar Homes Page 3 The surficial soils used to cap the upper 3 or 4-feet of the building pad areas at the site generally classify as silty or clayey sand (Unified Soil Classification System SM and SC), with the exception of Lots 11 through 13, which have not yet been finish graded. Laboratory tests indicate that the fill soils typically have a low expansion potential (El<50), and a negligible soluble sulfate content based on commonly accepted criteria. Specific aspects of the rough grading operations within the building pad areas are described in more detail below. 4.0 GRADING AND IMPROVEMENT OPERATIONS The geotechnical aspects of the grading and improvement operations to date included remedial grading for the future building pad and improvement areas, and the placement and compaction of fill soils to attain site grades. These operations are described in greater detail below. 4.1 Remedial Earthwork: Remedial grading was conducted within the planned building pad areas in general accordance with the geotechnical recommendations presented in the referenced report (GDC, 2014a). Remedial excavations were first conducted to depths which typically varied from about 4 to 15 feet below the lowest existing grades within the pad areas. The excavated soil was then placed as a uniformly compacted fill to within 3 or 4 feet of finish pad grades. The upper 3 to 4 feet of fill soil placed within the building pads consisted of select, granular, imported, low expansion soil (Ek50). A summary of the as-graded conditions beneath each building pad is presented in Table 1. Note that Lots 11 through 13 have not yet been finish graded. 4.2 Fill Soils: The various materials used as fill are described in Figure B-i. The maximum densities and optimum moisture contents of the soils were determined in the laboratory using ASTM D1557 as a guideline. The on-site fill soils generated from excavations within the alluvium and formational materials generally consisted of lean to fay clay with a variable amount of fine grained sand (CL or CH). The select granular stockpiled fill material used to cap the building pad areas typically consisted of fine grained silty or clayey sand (SM or SC). 4.3 Fill Placement: Grading of the site was performed using typical grading techniques with heavy earthmoving equipment. In-place moisture and density tests were conducted during fill placement in general accordance with ASTM D6938. The results of these tests are presented in Appendix C. The approximate test locations are shown on the Test Location Plan, Plate 1. RDUP DELTA N:\Projects\SD\5D365 Lennar, Tabata Develop rnent\14-0178\14-0178.doc Interim As-Graded Geotechnical Report GDC Project No. SD365 Casero Development (Building Pads) October 31, 2014 Lennar Homes Page 4 The test locations and elevations were based on available field survey information provided by the grading contractor, and should only be considered rough estimates. The estimated locations and elevations should not be used for preparing cross sections, or for the purpose of after-the-fact evaluating of the sequence of fill placement. 5.0 GEOTECHNICAL EVALUATION AND CONCLUSIONS Based on the observations and tests we have conducted to date, it is our professional opinion that remedial grading operations for the building pad areas have been performed in general accordance with the intent of our geotechnical recommendations, and with the geotechnical requirements of the City of Carlsbad. Our conclusions are based on observations and tests performed between September 4th and October 24th, 2014. Note that Lots 11 through 13 have not yet been finish graded. No representations are made to the quality and extent of materials that we have not observed. 5.1 Compaction: In the areas we tested and observed, it is our professional opinion that fill materials were placed in substantial accordance with the minimum compaction criterion of 90 percent of the maximum dry density based on ASTM D1557. The approximate density test locations are shown on the Test Location Plan, Plate 1. 5.2 Building Pads: It is our professional opinion that remedial grading for the building pads was conducted in general accordance with the intent of our geotechnical recommendations. Laboratory tests were conducted on samples of the soils placed within the foundation influence zone for the proposed residential structures. Testing included expansion index and soluble sulfate content. The laboratory test results are shown in Figures B-2.1 and B-2.2. The testing indicates that the new buildings will generally be underlain by silty or clayey sand (SM or SC) with a low expansion potential (Ek50) and a negligible soluble sulfate content. 5.3 Foundations: All of the building pad areas were capped with 3 or 4-feet of low expansion sand (except for Lots 11 through 13 which have not yet been finish graded). The as-graded conditions beneath each lot are summarized in Table 1. The as-graded conditions are shown in more detail on the As-Graded Geotechnical Map, Plate 2. The 2013 CBC seismic design parameters are presented in Table 2. The updated post- tension slab foundation design parameters are described in detail below. GROUP DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178.doc Interim As-Graded Geotechnical Report GOC Project No. SD365 Casero Development (Building Pads) October 31, 2014 Lennar Homes Pages Post-Tension Slabs' (Category IA): The following post-tension slab foundation design parameters are considered to be applicable to building pad areas that are underlain by at least 4 feet of low expansion compacted fill. This condition applies to Lots 1, 2, 3, 14, 15, 16, 24, 25 and 26 only, as shown in Table 1. Moisture Variation, em: Center Lift: 9.0 feet Edge Lift: 5.ofeet Differential Swell, ym: Center Lift: 0.4 inches Edge Lift: 0.6 inches Allowable Bearing: 2,000 psf at slab subgrade Post-Tension Slabs (Category IB): The following post-tension slab foundation design parameters may be used for building pad areas that are underlain by at least 3 feet of low expansion compacted fill. This condition applies to Lots 17 to 23 (see Table 1). Moisture Variation, em: Center Lift: 9.0 feet Edge Lift: 5.Ofeet Differential Swell, ym: Center Lift: 0.5 inches Edge Lift: 0.7 inches Allowable Bearing: 2,000 psf at slab subgrade Post-Tension Slabs (Category II): Lots 4 through 10 are underlain by highly expansive fat clays derived from the Santiago Formation (Category II). These lots were all capped with at least 4 feet of low expansion sand. The following post-tension slab design parameters apply to Lots 4 through 10 only. Moisture Variation, em: Center Lift: 9.0 feet Edge Lift: 4.8feet Differential Swell, ym: Center Lift: 0.9 inches Edge Lift: 1.4 inches Allowable Bearing: 2,000 psf at slab subgrade GROUP DELTA N:\Projects\SD\5D365 Lennar, TabataDevelopment\14-0178\14-0178.doc 274cI&4 3 Matthew A. Fagan, G.E. 2569 Senior Geotechnical Engineer vlft~ a ; James C. Sanders, C.E.G. 2258 Senior Engineering Geologist Interim As-Graded Geotechnical Report GDC Project No. 5D365 Casero Development (Building Pads) October 31, 2014 Lennar Homes Page 6 6.0 LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report. We appreciate this opportunity to be of professional service. Feel free to contact the office with any questions or comments, or if you need anything else. GROUP DELTA CONSULTANTS Distribution: (1) Addressee, Mr. Brian Nestoroff (Brian.Nestoroff@lennar.com) (1) Addressee, Mr. Brett Hood (Brett.Hood@lennar.com) (1) Addressee, Mr. Moses Kim (Moses.Kim@lennar.com) / JAMS 7 - GE2569%\GANDERIIIII (if % I CERTIFIED Exp.12-31-15 1*1 t ' ENGINEERING * \GEOLOGW OF OFC RDUP DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178.doc TABLES TABLE I LOT CONDITION SUMMARY GDC PROJECT NO. SD365, Lennar Casero Development Lot Number Building Occupancy Type Foundation Category23 Reference Elevation [FT]4 Finish Pad Elevation [FT] Remedial OX. Bottom [FT]1 Over-Excavation Depth [FT]1 Total Compacted Fill Depth [FT] Expansion Index Expansion Potential Sulfate Content (%] Sulfate Exposure 1 Residential Category IA >90 103.2 -77 -13 -26 17 Low 0.02 Negligible 2 Residential Category IA >97 108.2 -83 -14 -25 12 Low 0.02 Negligible 3 Residential Category IA > 105 113.3 -97 -8 -16 17 Low 0.04 Negligible 4 Residential Category II >112 114.2 -102 -10 -12 17 Low 0.08 Negligible 5 Residential Category II >117 115.3 -101 -14 -14 19 Low 0.09 Negligible 6 Residential Category II >115 114.4 -92 -22 -22 16 Low 0.02 Negligible 7 Residential Category II >114 114.0 -108 -6 -6 23 Low 0.03 Negligible 8 Residential Category II >114 112.3 -106 -6 -6 15 Low 0.02 Negligible 9 Residential Category II >113 110.5 -106 -5 -5 18 Low 0.04 Negligible 10 Residential Category II > 113 109.6 -105 -5 -5 15 Low 0.03 Negligible II Residential Category 15 > 112 108.9 -103 -6 - 6 Pending Pending Pending Pending 12 Residential Category 1B > 111 108.3 - 99 - 9 - 9 Pending Pending Pending Pending 13 Residential Category IS > 109 107.8 -99 - 9 - 9 Pending Pending Pending Pending 14 Residential Category IA >103 114.2 -92 -11 -22 10 Low 0.02 Negligible 15 Residential Category IA >102 112.7 -89 -13 -24 4 Low 0.02 Negligible 16 Residential Category IA >101 111.0 -90 -11 -21 13 Low 0.02 Negligible 17 Residential Category IS > 101 109.7 -86 -15 -24 8 Low 0.02 Negligible 18 Residential Category IS >102 109.1 -91 -11 -18 0 Low 0.02 Negligible 19 Residential Category IS >102 108.4 -91 -11 -17 1 Low 0.02 Negligible 20 Residential Category IS > 102 107.8 -91 - 11 -17 5 Low 0.01 Negligible 21 Residential Category. IS >92 99.5 -76 -16 -24 17 Low 0.04 Negligible 22 Residential Category IS >92 98.9 -77 -15 -22 5 Low 0.02 Negligible 23 Residential . Category IS >91 99.7 -76 -15 -24 14 Low 0.02 Negligible 24 Residential Category IA >91 100.4 -76 -15 -24 10 Low . 0.02 Negligible 25 Residential Category IA >92 101.1 -76 -16 -25 7 Low 0.02 Negligible 26 Residential Category IA >92 102.0 -76 -16 - 26 24 Low 0.03 Negligible NOTES: 1) As a minimum, compressible soils were excavated and compacted throught the site as described in the investigation report. Actual Over-excavation bottom elevations are shown above. For Category IA lots, 4' of low expansion fill was used to cap the lots. For Category lB lots, 3' of low expansion fill was used. Category II foundations will be founded on 4' of low expansion fill overlying highly expansive fill and claystone of the Santiago Formation. The reference elevations for the recommended over-excavation depths were taken as the lowest natural grade on each lot Lots 11 through 13 have not yet been finish graded as of October 24th, 2014. The foundation design categories shown for Lots 11 through 13 should be considered preliminary. Site TABLE 2 2013 CBC ACCELERATION RESPONSE SPECTRA GDC PROJECT NO. 5D365, Lennar Casero Development S= S1= ss= F,= F,= TL MI= DS= ,,= T0= Ts=l 1.070 g = short period (0.2 sec) mapped spectral response acceleration MCE Site Class B (CBC 2010 Fig. 1613.5(3) or USGS Ground Motion Calculator) - g = 1.0 sec period mapped spectral response acceleration MCE Site Class B (CBC 2010 Fig. 1613.5(4) or USGS Ground Motion Calculator) = Site Class definition based on CBC 2010 Table 1613.5.2 _________ = Site Coefficient applied to S. to account for soil type (CBC 2010 Table 1613.5.3(1)) Latitude: 33.1439 = Site Coefficient applied to S1 to account for soil type (CBC 2010 Table 1613.5.3(2)) Longitude: -117.2865 sec = Long Period Transition Period (ASCE 7-05 Figure 22-16) = site class modified short period (0.2 sec) MCE spectral response acceleration = F. x S. (CBC 2010 Eqn. 16-36) = site class modified 1.0 sec period MCE spectral response acceleration = F, x S1 (CBC 2010 Eqn. 16-37) = site class modified short period (0.2 sec) Design spectral response acceleration = 2/3 x SMS (CBC 2007 Eqn. 16-38) = site class modified 1.0 sec period Design spectral response acceleration = 2/3 x S, (CBC 2007 Eqn. 16-39) sec = 0.2 SDI/SDS = Control Period (left end of peak) for ARS Curve (Section 11.4.5 ASCE 7-05) Isec = so'sos = Control Period (right end of peak) for ARS Curve (Section 11.4.5 ASCE 7-05) 0.413 D 1.072 1.586 8.00 1.147 0.655 0.765 0.437 0.114 0.571 - L Design MCE -IA - Sa(g) Sa(g) - 0.306 0.459 - 0.765 1.147 -MCE - No iiuimu W 0.0 0.5 1.0 1.5 20 2:5 3.0 3.5 4.0 0.118 0.177 0.115 0.172 0.112 0.168 Period (seconds) 0.109 0.164 0.109 1 0.164 a- 0 T econd 0.000 0.114 0.571 0.600 0.700 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.800 1.900 70-0-0- 2.100 72-0-0- T 3 0-0 2.400 2.500 2.600 2.700 2.800 2.900 3.000 3.100 3.200 3.300 3.400 3.500 3.600 3.700 3.800 0.765 1.147 0.728 1.092 0 0.8. • 0.624 0.936 0.546 0.819 0.485 0.728 1.2 0.437 0.655 0.397 0.595 0.364 0.546 0.336 0.504 1.0 0312 0.468 .2 0.437 0.273 0.409 w 0.257 0.385 - 2_. 0.364 Q 0.230 0.345 0.218 0.328 - 0.208 0.312 m 0.198 0.298 - 0.6 0.190 0.285 U 0.182 0.273 CL 0.175 0.262 Cl) 0.168 0.252 0.4 0.162 0.243 0.156 0.234 0151 0.226 0.146 0.218 0.2 0.141 0.211 0.136 0.205 0.132 0.198 0.128 0.193 ( n FIGURES -= - — - -=---- 7-0 Lot N o. --_f---- = =--= - ----- ----,-1 -a - -. -- I c - --- \/Foundation PH V41M C / I I _------- - ___ f25\ 26 _______ 4 tl - --- — - - JA --- - --— .-" E- - H - - 3 JA ffiri 171 4 ;j 2-1 'ji I • - / -rn - - - -, .• - - - 22 E 23 24 - r - - c. ..4:.t flulker, WE, I W40mom -Ts : ©4 4 I ng J/ - I / 1 -H —--- - -.,-.r.,.----- - - q I -- _.4, A•.. N -A T2 -tA \ i-r 1_ -— FOR UK - SEE, OrTAO BIORETENTION BA (TREATMENT, HMP AND PEAK FtC SECTION AA CX. Wt LPIL X.WO I 7.0 E S DRAIN I- - .100 .L4TCR.AL _\ LF \.L2.1 C ON LIT. I. SEC 0. CAMINO HILLS DRIVE (PER SECTION 6-W EL9TuNE SIIBORAIII AJ4) FILTER MATERIAL PER FISIJRE S OF SOILS REPORT ELNGED ON SHE 1, SEC BELOW FOR WrAlm FOOflNG TO NO.441W WITHIN LX. 100 CAMINO HILLS DRIVE (PER SECTION C-C NT5. G4ONL1 I -i. i -LLCD 004115 PER 4' AMUM -, =If So- a LOT 1,5,6.7,9 SECTION D-D 0 40 NO IDUF GROUP DELTA CONSULTANTS, INC ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO. CA 92126 (858) 536-100 PROJECT NAME PLATES 125 0N?P N '::'N N 77 LM 04 128 126 122 52,11 .19 195 F771' 143 0 / N142 196137 14 131 138 133 13Z/ 80 22 N N135 136 151 Z9; 198 141 801 92 F778 197 17 150 47 146 157 159/ 174 15 1 39 20 /NN 199 / 200 ail 1-1 154 144 86 IM ,1 NN43 28/ Ni19 5 17 158 229 148 78 35 201 9 231 \1817 14: 79,/Y 227 '18 230 -52 42 41 ' N 45 23274 53 m 36 ( 38 57/7/7 /225 228 60 70 F8- T3 LiI / 61 "s 68 207 71 6 / 76 223K///' APPENDIX A REFERENCES American Society for Testing and Materials (2006). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock (I); Volume 04.09 Soil and Rock Geosynthetics, ASTM, West Conshohocken, PA, Compact Disk. APWA et al. (2006). Standard Specifications for Public Works Construction, Untreated Base Materials, Asphalt Concrete, BNI, Vista, CA. Group Delta Consultants (2013). Geotechnical Review, Tabata 10 Subdivision, Carlsbad, CA, Project lR596, August 30. Group Delta Consultants (2014a). Geotechnical Investigation, Tabata Development, Carlsbad, California, Project No. SD365, Document No. 13-0339, March 4. Group Delta Consultants (2014b). Supplemental Settlement Monument Details, Casero Development (Formerly Tabata), Carlsbad, CA, Project No. SD365, Document No. 14- 0105, June 18. Group Delta Consultants (2014c). Updated Foundation Recommendations, Casero Development, Carlsbad, California, Project No. 5D365, Document No. 14-0117, July 16. Group Delta Consultants (2014d). Grading Plan Review, Tabata 10 Development (a.k.a. Casero), Chula Vista, California, Project No. SD365, Document No. 14-0158, August 13. Group Delta Consultants (2014e). Seismic and Geologic Hazards, Casero Carlsbad, California, Project No. SD365, Document No. 14-0165R, September 3. Group Delta Consultants (2014f). Testing of Pavement Sub grade Materials, Casero Development (Reef Circle Street), Chula Vista, CA, Project No. 5D365, Document No. 14- 0197, October 21. Lennar Homes of California, Inc. (2014). General Agreement for Consulting Services, Casero (Tabata), Carlsbad, Contract No. 19545880, May 5. Post-Tensioning Institute (2007). Standard Requirements for Analysis of Shallow Concrete Foundations on Expansive Soils and Addendum No. 1 to the 3rd Edition of the Design of Post-Tensioned Slabs-on-Ground, Phoenix Arizona, May, www.post-tensioning.org. RDUF DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178.doc APPENDIX B LABORATORY TESTING Selected samples were tested using generally accepted standards. Laboratory testing was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions in the same locality. No warranty, express or implied, is made as to the correctness or serviceability of the test results or the conclusions derived from these tests. Where a specific laboratory test method has been referenced, such as ASTM, Caltrans, or AASHTO, the reference applies only to the specified test method and not to associated test methods or practices, and the test method has only been used as a guidance document for the performing the test, and not as a "Test Standard." A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System as established by the American Society of Civil Engineers in general accordance with the procedures outlined in ASTM test method D2488. Maximum Density/Optimum Moisture: The maximum density and optimum moisture of selected fill soil samples were determined by using test method ASTM test method D1557. For samples with more than 10 percent plus Y4-inch material, the maximum densities and optimum moisture contents were corrected using ASTM D4718 as a guideline. The test results are summarized in Figure B-i. Expansion Index: The expansion potentials of selected samples of finish grade soils within the building pad areas were estimated in general accordance with the laboratory procedures outlined in ASTM test method D4829. The results are summarized on Figures B-2.1 and B-2.2. Sulfate Content: To assess the potential for reactivity with concrete, selected soil samples were tested for water soluble sulfate. The sulfate was extracted from the soil under vacuum using a 10:1 (water to dry soil) dilution ratio. The extracted solution was tested for water soluble sulfate in using ASTM D516. The results are also presented in Figures B-2.1 and B-2.2. d ERDUP DELTA N:\Projects\SD\SD365 Lennar, Tabata Develop ment\14-0178\14-0178.doc MAXIMUM DENSITY & OPTIMUM MOISTURE (ASTM D1557) ID DESCRIPTION MAXIMUM DENSITY [Ib/ft3] OPTIMUM MOISTURE [%] 1 Moderate yellow brown clayey sand (SC). 119 11'/2 2 Dark yellow brown clayey sand (SC). 123 1O'/2 3 Light olive brown sandy lean clay (CL). 120 12 4 Yellow brown sandy lean clay (CL). 119'/z 12 5 Dark yellow brown silty sand (SM). 121'/2 111/2 Document No. 14-0178 GROUP DELTA LABORATORY TEST RESULTS Project No. 5D365 FIGURE B-i EXPANSION AND SULFATE TEST RESULTS (ASTM D4829 & D516) EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 21to50 51 to 90 91to130 Above 130 Very low Low Medium High Very High Document No. 14-0178 GROUP DELTA LABORATORY TEST RESULTS Project No. SD365 FIGURE B-2.i ID SAMPLE DESCRIPTION SOLUBLE SULFATE EXPANSION INDEX El-1 Lot 1 - Moderate yellow brown clayey sand (SC) 0.02% 17 EI-2 Lot 2 - Moderate yellow brown clayey sand (SC) 0.02% 12 El-3 Lot 3 - Moderate yellow brown clayey sand (SC) 0.04% 17 EI-4 Lot 4 - Moderate yellow brown clayey sand (SC) 0.08% 17 El-S Lot 5 - Moderate yellow brown clayey sand (SC) 0.09% 19 El-6 Lot 6 - Moderate yellow brown clayey sand (SC) 0.02% 16 El-7 Lot 7 - Moderate yellow brown clayey sand (SC) 0.03% 23 El-8 Lot 8 - Moderate yellow brown clayey sand (SC) 0.02% 15 El-9 Lot 9 - Moderate yellow brown clayey sand (SC) 0.04% 18 El-10 Lot 10 - Moderate yellow brown clayey sand (SC) 0.03% 15 El-11 Pending Completion of Fine Grading El-12 Pending Completion of Fine Grading El-13 Pending Completion of Fine Grading --- SULFATE CONTENT [%] SULFATE EXPOSURE CEMENT TYPE 0.00 to 0.10 Negligible - 0.10 to 0.20 Moderate II, lP(MS), IS(MS) 0.20 to 2.00 Severe V Above 2.00 Very Severe V plus pozzolan EXPANSION AND SULFATE TEST RESULTS (ASTM D4829 & D516) ID SAMPLE DESCRIPTION SOLUBLE SULFATE EXPANSION INDEX El-14 Lot 14 - Dark yellow brown silty sand (SM) 0.02% 10 El-15 Lot 15 - Dark yellow brown silty sand (SM) 0.02% 4 El-16 Lot 16 - Moderate yellow brown clayey sand (SC) 0.02% 13 El-17 Lot 17 - Dark yellow brown silty sand (SM) 0.02% 8 EI-18 Lot 18 - Dark yellow brown silty sand (SM) 0.02% 0 EI-19 Lot 19 - Dark yellow brown silty sand (SM) 0.02% 1 El-20 Lot 20 - Dark yellow brown silty sand (SM) 0.01% 5 EI-21 Lot 21 - Moderate yellow brown clayey sand (SC) 0.04% 17 EI-22 Lot 22 - Dark yellow brown silty sand (SM) 0.02% 5 EI-23 Lot 23 - Moderate yellow brown clayey sand (SC) 0.02% 14 EI-24 Lot 24— Dark yellow brown silty sand (SM) 0.02% 10 EI-25 Lot 25 - Dark yellow brown silty sand (SM) 0.02% 7 EI-26 j Lot 26 - Moderate yellow brown clayey sand (SC) 0.03% 24 EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21to50 Low 51 to 90 Medium 91to130 High Above 130 Very High SULFATE CONTENT [%] SULFATE EXPOSURE CEMENT TYPE 0.00 to 0.10 Negligible - 0.10 to 0.20 Moderate II, IP(MS), IS(MS) 0.20 to 2.00 Severe V Above 2.00 Very Severe V plus pozzolan Document No. 14-0178 6. CUP DELTA LABORATORY TEST RESULTS Project No. SD365 FIGURE B-2.2 APPENDIX C FIELD TEST RESULTS The results of the field density tests taken during the grading operations at the subject site are presented in the following Figures c-i through c-s. Note that the elevations and locations of the field tests were determined by hand level and pacing relative to survey data provided by the grading contractor. The following abbreviations were used to describe tests reported in this appendix. FG = Finish Grade NU = Nuclear Density Test GROUP DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178.doc flNJ 06 06 t'LOI 071 5611 17 101 t71/Lt/60 OS flN 06 06 t'LOI 091 5611 17 £6 t71/LT/60 617 flN 06 06 6101 SS1 5611 17 96 171/LI/60 81 flN 06 16 1?11 8EI OEZI ? 56 t71/Lt/60 £17 flN 06 16 5801 651 5611 17 96 171/L1/60 917 flN 06 16 0601 091 5611 17 56 171/LI/60 517 flN 06 06 £011 091 OEZI Z 96 171/LI/60 1717 flN 06 06 ?111 551 OUT ? S6 171/LI/60 E17 flN 06 176 ESIt ?01 OUT ? E6 171/91/60 ?t' flN 06 06 8011 511 OUT ? ?6 171/91/60 117 flN 06 16 1Z11 6171 OUT ? E6 171/91/60 017 flN 06 ?6 17EII E9t 0EZI Z ?6 171/91/60 6E flN 06 06 17011 1701 OUT z £8 171/91/60 8E flN 06 06 1011 £01 OUT ? 88 171/91/60 LE n 06 06 8011 56 OUT z 68 171/91/60 9E fiN 06 06 E011 1711 OUT z 178 171/91/60 SE fiN 06 E6 Still £01 OUT ? ?8 171/91/60 tiE flN 06 16 9801 0'?l S611 17 1701 171/91/60 LE flN 06 06 OLOI ??1 S611 17 EOI 171/91/60 ?E fiN 06 16 E801 E01 S611 Ii 66 171/91/60 T fiN 06 ?6 0E11 E?1 OUT z 16 171/91/60 OE fiN OE 06 18 1001 80? OUT ? 16 171/91/60 6? fiN 06 16 17111 871 OUT Z 88 171/91/60 fiN 06 06 ?011 1701 OUT ? 06 t7t/S1/60 L? flN 06 06 5011 EEl OUT ? 68 tit/S1/60 flN 06 176 9SII 801 OUT z S6 t7t/S1/60 5? flN 06 E6 61711 501 OUT ? 176 17l/SI/60 17? fiN 06 ?6 SETT 871 OUT ? E6 17l/SI/60 E? fiN E? 06 98 1901 691 OUT ? £6 17l/St/60 U flN 06 06 1111 9171 OUT z ?6 t71/S1/60 1? fiN 1? 06 L8 S901 £61 OUT z ?6 171/SI/60 0? fiN 06 16 1?11 671 OUT Z L8 17t/?1/60 61 fiN 06 16 6111 S?1 OUT ? 98 t7l/?1/60 81 fiN 61 06 L8 9LOI Sit OUT ? is l7l/?1/60 £1 fiN 81 06 88 0801 ??1 OUT ? 98 171/?1/60 91 flN 06 16 5111 E?1 OUT ? ?6 17l/?1/60 s flN 06 06 5011 E?1 OUT z 16 t7l/?l/60 171 fiN 06 06 ELOI Slit 5611 17 £6 171/?1/60 El flN 06 06 SLOT ?St 5611 Ii £8 171/?l/60 Z flN 06 06 0801 0171 5611 Ii 98 17l/?1/60 11 fiN 06 16 8801 871 5611 17 L8 171/?1/60 01 fiN 06 ?6 0011 SEt 5611 Ii 98 171/?1/60 6 flN 06 16 17111 5?1 OUT ? 68 171/?l/60 8 flN 06 06 colt SOl OUT Z 88 171/?l/60 L flN L 06 58 61701 r6 OUT Z £8 t7l/?l/60 9 fiN 9 06 £8 9,901 176 OUT ? 98 t7t/?1/60 S fiN 06 06 6LOI 8EI 5611 17 £8 171/11/60 17 fiN 06 16 5801 Slit 5611 Ii Z8 171/11/60 £ flN 06 176 ??11 9171 5611 Ii Z8 171/11/60 ? fiN 06 ?6 0011 511 5611 Ii 18 171/11/60 1 [%] [%1 [pd] [%] [pd] poq,j Jaqwnj uoIpedwoj uoiDedwo) k!suaO jualuoD A!suaQ PJ!nba n!eIa luG ainisioN /u(] -xeAj adAj uo!eo ea ON lbS I /uoiej Isai I -3 3èlf101d S9EG 0N 1Da1OJd S11flS3J 1S31 A1ISN3 \7.L13c1 dfloèlEl 8L10-Vt °N wawnoa Document No. 14-0178 GROUP DELTA DENSITY TEST RESULTS Project No. SD365 FIGURE C-2 Test Test Elevation! Soil Max. Dry Moisture Dry Relative Required Retest Test No. Date Location Type Density Content Density Compaction Compaction Number Method [ft] [pcf] [%] [pcf] [%] [%] 51 09/17/14 102 2 123.0 14.0 110.8 90 90 NU 52 09/18/14 94 4 119.5 12.0 107.9 90 90 NU 53 09/18/14 95 4 119.5 12.4 107.4 90 90 NU 54 09/18/14 96 2 123.0 13.2 113.1 92 90 NU 55 09/18/14 97 2 123.0 14.4 112.1 91 90 NU 56 09/18/14 94 2 123.0 13.9 111.9 91 90 NU 57 09/18/14 96 2 123.0 13.3 111.5 91 90 NU 58 09/18/14 102 2 123.0 14.4 112.0 91 90 NU 59 09/18/14 104 4 119.5 17.6 109.1 91 90 NU 60 09/18/14 96 2 123.0 11.9 112.5 91 90 NU 61 09/18/14 98 2 123.0 10.0 111.4 91 90 NU 62 09/19/14 108 4 119.5 9.2 105.0 88 90 64 NU 63 09/19/14 109 4 119.5 9.0 104.8 88 90 65 NU 64 09/19/14 108 4 119.5 11.4 107.6 90 90 NU 65 09/19/14 109 4 119.5 13.2 109.8 92 90 NU 66 09/19/14 111 1 119.0 11.6 109.8 92 90 NU 67 09/19/14 112 1 119.0 11.4 1078 91 90 NU. 68 09/22/14 100 2 123.0 10.5 110.7 90 90 NU 69 09/22/14 102 2 123.0 10.0 111.0 90 90 NU 70 09/22/14 103 2 123.0 11.5 112.2 91 90 NU 71 09/22/14 104 2 123.0 10.9 110.9 90 90 NU 72 09/22/14 105 2 123.0 10.2 111.4 91 90 NU 73 09/22/14 104 2 123.0 9.9 110.4 90 90 NU 74 09/22/14 105 2 123.0 11.0 111,2 90 90 NU 75 09/22/14 106 2 123.0 15.5 107.6 87 90 76 NU 76 09/22/14 106 2 123.0 10.4 110.9 90 90 NU 77 09/22/14 107 2 123.0 13.8 113.3 92 90 NU 78 09/22/14 104 2 123.0 11.3 111.1 90 90 NU 79 09/22/14 105 2 123.0 10.5 110.6 90 90 NU 80 09/23/14 85 2 123.0 10.3 103.6 84 90 80 NU 81 09/23/14 86 2 123.0 9.7 106.8 87 90 81 NU 82 09/23/14 85 2 123.0 10.6 110.8 90 90 NU 83 09/23/14 85 2 123.0 12.0 110.9 90 90 NU 84 09/23/14 88 2 123.0 11.1 114.5 93 90 NU 85 09/23/14 88 2 123.0 11.4 110.8 90 90 NU 86 09/23/14 112 1 119.0 10.2 107.8 91 90 NU 87 09/23/14 113 1 119.0 10.8 107.0 90 90 NU 88 09/24/14 94 2 123.0 10.3 112.6 92 90 NU 89 09/24/14 95 2 123.0 11.1 111.1 90 90 NU 90 09/24/14 97 2 123.0 11.7 110.1 90 90 NU 91 09/24/14 98 2 123.0 11.3 111.8 91 90 NU 92 09/24/14 100 4 119.5 14.8 107.1 90 90 NU 93 09/24/14 102 2 123.0 9.7 114.6 93 90 NU 94 09/24/14 94 4 119.5 12.5 109.4 92 90 NU 95 09/24/14 95 4 119.5 12.8 107.2 90 90 NU 96 09/24/14 97 2 123.0 12.8 111.3 90 90 NU 97 09/24/14 99 2 123.0 11.9 110.9 90 90 NU 98 09/24/14 104 2 123.0 11.5 112.0 91 90 NU 99 09/26/14 86 2 123.0 10.0 112.4 91 90 NU 100 09/26/14 88 2 123.0 10.5 113.6 92 90 NU Document No. 14-0178 GROUP DELTA DENSITY TEST RESULTS Project No. SD365 FIGURE C-3 Test Test Elevation! Soil Max. Dry Moisture Dry Relative Required Retest Test No. Date Location Type Density Content Density Compaction Compaction Number Method [It] [pcI] [%] [pcI] I%1 [%] 101 09/26/14 100 3 120.0 12.2 108.5 90 90 NU 102 09/26/14 102 3 120.0 12.1 109.9 92 90 NU 103 09/26/14 103 3 120.0 15.6 100.3 84 90 105 NU 104 09/26/14 104 3 120.0 13.7 106.0 88 90 106 NU 105 09/26/14 103 3 120.0 13.5 109.0 91 90 NU 106 09/26/14 104 3 120.0 14.2 108.6 91 90 NU 107 09/26/14 82 2 123.0 10.7 110.4 90 90 NU 108 09/26/14 83 2 123.0 12.4 110.7 90 90 NU 109 09/26/14 85 2 123.0 10.7 112.4 91 90 NU 110 09/26/14 86 2 123.0 12.5 111.3 90 90 NU 111 09/26/14 88 2 123.0 14.2 102.2 83 90 112 NU 112 09/26/14 88 2 123.0 12.3 111.0 90 90 NU 113 09/29/14 92 2 123.0 13.0 106.9 87 90 114 NU 114 09/29/14 92 2 123.0 11.3 113.3 92 90 NU 115 09/29/14 89 2 123.0 14.5 110.6 90 90 NU 116 09/29/14 90 2 123.0 13.3 111.0 90 90 NU 117 09/29/14 80 2 123.0 10.3 107.6 87 90 119 NU 118 09/29/14 81 2 123.0 8.7 105.9 86 90 120 NU 119 09/29/14 80 2 123.0 10.1 110.6 90 90 NU 120 09/29/14 81 2 123.0 10.5 111.8 91 90 NU 121 09/29/14 83 4 119.5 14.7 110.9 93 90 NU 122 09/29/14 84 4 119.5 12.7 109.6 92 90 NU 123 09/30/14 87 4 119.5 15.1 110.5 92 90 NU 124 09/30/14 89 4 119.5 14.4 107.9 90 90 NU 125 09/30/14 79 4 119.5 12.6 107.7 90 90 NU 126 09/30/14 81 4 119.5 12.5 108.2 91 90. NU 127 09/30/14 83 4 119.5 13.8 108.9 91 90 NU 128 09/30/14 85 4 119.5 14.1 108.7 91 90 NU 129 09/30/14 87 4 119.5 13.9 109.3 91 90 NU 130 09/30/14 79 4 119.5 12.9 108.2 91 90 NU 131 09/30/14 81 4 119.5 12.5 108.4 91 90 NU 132 10/01/14 83 4 119.5 11.9 110,5 92 90 NU 133 10/01/14 85 5 121.5 11.3 111.2 92 90 NU 134 10/01/14 86 5 121.5 11.5 110.3 91 90 NU 135 10/01/14 80 5 121.5 11.5 110.7 91 90 NU 136 10/01/14 82 5 121.5 10.8 108.9 90 90 NU 137 10/01/14 85 5 121.5 11.1 113.9 94 90 NU 138 10/01/14 87 5 121.5 11.9 108.8 90 90 NU 139 10/02/14 96 5 121.5 11.5 112.8 93 90 NU 140 10/02/14 98 5 121.5 11.4 114.6 94 90 NU 141 10/02/14 82 4 119.5 11.5 109.7 92 90 NU 142 10/02/14 89 4 119.5 12.0 110.5 92 90 NU 143 10/02/14 90 2 123.0 9.7 116.5 95 90 NU 144 10/02/14 88 2 123.0 9.9 110.5 90 90 NU 145 10/02/14 90 4 119.5 13.8 108.8 91 90 NU 146 10/02/14 92 4 119.5 11.6 109.0 91 90 NU 147 10/02/14 94 4 119.5 11.8 112.1 94 90 NU 148 10/02/14 96 4 119.5 12.5 111.5 93 90 NU 149 10/02/14 98 4 119.5 11.2 111.5 93 90 NU 150 10/03/14 94 3 120.0 12.4 108.8 91 90 NU fiN 06 56 17E II 17'8 0611 1 9d 171/01/01 OOZ fiN 06 176 17111 8L 0611 1 E)J 171/01/01 661 flN 06 £6 ZEII 89 SIZI S 9J 171/01/01 861 flN 06 86 Z611 Z9 SIZI S Dj 171/01/01 L61 fiN 06 66 00Z1 69 SIZI S E)d 171/01/01 961 fiN 06 Z6 IZ11 Z8 SIZE S Di 171/01/01 561 fiN 06 86 1611 9L SIZI S 9j 171/01/01 1761 fiN 06 06 ILOI 601 0611 1 111 171/01/0I £61 fiN 06 176 0ZII 011 0611 1 011 171/01/01 Z61 fiN 06 176 17II Z01 0611 1 601 171/01/01 161 flN 06 176 £Z11 £01 0611 1 801 171/01/01 061 flN 06 176 5511 511 OUT Z 601 171/01/01 681 flN 06 56 8911 £01 OEZI Z 901 171/01/01 881 fiN 06 £6 11711 IZI OUT Z £01 171/01/01 L8t fiN 06 06 ZIlI 66 OUT z 001 171/60/01 981 flN 06 16 IZII 011 OUT z 86 171/60/01 581 flN 581 06 68 6801 L8 OEZI Z 86 171/60/01 1781 flN 06 16 0601 6'EI 0OZI £ 96 171/60/01 £81 fiN £81 06 98 LEOI 9LI 0OZI £ 96 171/60/01 Z81 fiN 06 Z6 ZOII 9171 0OZI £ 176 171/60/01 181 fiN 181 06 L8 6E01 OLE 0OZI £ 176 171/60/01 081 fiN 06 16 6011 001 SIZI 5 801 17t/LO/Ot 6L1 fiN 06 £6 87II £6 5IZ1 S 801 17140/01 8L1 fiN 06 06 5601 68 SIZt S 801 17t/LO/01 LLI flN 06 16 L011 L6 SIZt 5 801 t't/LO/Ut 9L1 flN 06 L6 £811 16 SIZI S 601 171/LU/Ut SLI ON 06 Z6 17111 176 S•1Z1 S 601 171/LO/OT 17LI fiN 06 176 9111 08 0611 I £01 171/LO/OT ELI flN 06 56 ZEII £6 0611 1 £01 17t/90/01 ZLI fiN 06 Z6 LIlt 001 SIZI 5 801 171/90/01 ILl fiN 06 16 SOIl £01 SIZI S 801 171/90/01 OLE fiN 06 16 0011 ZIl SIZI S 801 171/90/01 691 fiN 691 06 L8 0901 L8 SIZI S £11 171/90/01 891 fiN 06 Z6 LIII 1711 SIZI S £11 171/90/01 L9I flN 06 06 6801 ZI1 SIZI S ElI 171/90/01 991 fiN 991 06 58 SEOI ZL .StZl S ZII 171/90/01 S91 flN 06 Z6 SIll 611 SIZI S ZII 171/90/01 1791 flN 06 16 1011 WET SIZI 5 801 171/90/01 £91 fiN 06 £6 LZII 611 SIZI S LOT 171/90/01 Z91 fiN 06 16 0111 EZI SIZI S 901 171/90/01 191 flN 06 16 0601 £11 S611 17 901 171/90/01 091 flN 06 16 9801 0171 S61t 17 501 171/90/01 6S1 flN 06 16 Z601 0EI 0OZI E ZUI 171/EO/0I 851 flN 06 16 6801 97I 0OZI £ 101 171/EU/UI £51 flN LSI 06 L8 £1701 EZI 00Z1 £ 101 t7l/EO/01 9SI flN 06 06 1601 8171 SIZI 5 66 171/EO/OI 551 flN 06 16 ZOII 951 SIZI 5 86 171/EU/01 1751 flN 06 Z6 £111 5171 SIZI S 96 171/EU/01 £51 n 06 16 8011 £171 SIZI S 56 171/EU/UI ZSI fiN 06 16 t0Il 911 SIZI S 56 171/EO/01 151 [%1 [%] [pd] [%] [pd] [ui poqaj JWflN uoipedwoj UO!pedwoj AisueG jualuoD Aisuea adAj uoeoi aea °N Sj paj.inbaH aAijejaH Aicl ainisioVy M xej los /uo!eAl] sj isai 1-3 3lfl9kI sas 0N palOjd S11flS3d IS]! AIISN31 VL13C 1flDèJ9 8L10-171 ON uownoa Document No. 14-0178 GROUP DELTA DENSITY TEST RESULTS Project No. SD365 FIGURE C-5 Test Test Elevation! Soil Max. Dry Moisture Dry Relative Required Retest Test No. Date Location Type Density Content Density Compaction Compaction Number Method [It] [pcf] [%] [pcI] [%] 1 1%1 201 10/14/14 FG 1 119.0 9.1 113.5 95 90 NU 202 10/14/14 FG 1 119.0 10.8 107.7 91 90 NU 203 10/14/14 FG 1 119.0 9.2 110.7 93 90 NU 204 10/15/14 FG 1 119.0 7.5 108.4 91 90 NU 205 10/15/14 FG 5 121.5 9.4 119.1 98 90 NU 206 10/15/14 FG 5 121.5 9.4 112.7 93 90 NU 207 10/15/14 FG 5 121.5 11.4 110.1 91 90 NU 208 10/15/14 FG 5 121.5 7.8 110.5 91 90 NU 209 10/16/14 FG 5 121.5 9.9 113.5 93 90 NU 210 10/16/14 FG 5 121.5 11.1 120.4 99 90 NU 211 10/16/14 FG 5 121.5 10.1 118.1 97 90 NU 212 10/16/14 FG 5 121.5 10.6 112.7 93 90 NU 213 10/16/14 FG 5 121.5 11.1 111.1 91 90 NU 214 10/16/14 FG 5 121.5 10.3 109.9 90 90 NU 215 10/16/14 FG 5 121.5 11.6 111.6 92 90 NU 216 10/16/14 FG 5 121.5 12.3 110.4 91 90 NU 217 10/16/14 FG 5 121.5 10.5 113.2 93 90 NU 218 10/16/14 FG 5 121.5 11.6 109.2 90 90 NU 219 10/16/14 FG 5 121.5 10.3 115.3 95 90 NU 220 10/16/14 FG 5 121.5 10.5 110.1 91 90 NU 221 10/16/14 FG 5 121.5 11.0 114.4 94 90 NU 222 10/16/14 FG 5 121.5 10.8 111.9 92 90 NU 223 10/16/14 FG 5 121.5 10.3 111.9 92 90 NU 224 10/16/14 FG 5 121.5 11.1 110.8 91 90 NU 225 10/16/14 FG 5 121.5 11.0 111.7 92 90 NU 226 10/16/14 FG 5 121.5 12.0 112.0 92 90 NU 227 10/16/14 FG 5 121.5 12.2 112.3 92 90 NU 228 10/16/14 FG 5 121.5 11.9 111.4 92 90 NU 229 10/16/14 FG 5 121.5 11.5 110.7 91 90 NU 230 10/16/14 FG 5 121.5 12.1 112.2 92 90 NU 231 10/16/14 FG 5 121.5 11.9 111.7 92 90 NU 232 10/16/14 FG 5 121.5 10.5 110.9 91 90 NU 233 10/16/14 102 5 121.5 12.5 110.9 91 90 NU 234 10/16/14 103 2 123.0 11.9 112.8 92 90 NU 235 10/16/14 99 2 123.0 13.5 110.6 90 90 NU 236 10/16/14 100 2 123.0 12.9 111.4 91 90 NU