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Home My WebLink AboutCT 06-13; TABATA 10; AS-GRADED GEOTECHNICAL REPORT; 2015-08-18K GROUP DELTA August 18, 2015 ; Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, California 92656 Attention: Mr. Brian Nestoroff SUBJECT: AS-GRADED GEOTECHICAL REPORT ' Casero Development - Carlsbad, California .Mr. Nesteroff: - In accordance with your request, we have prepared this as-graded report summarizing the results of the testing and observation services provided by Group Delta Consultants at the Casero development in Carlsbad, California. The general contractor for this project was Lennar 'Homes. The grading operations were conducted by James McMinn Incorporated (JMI) and Clarke. Grading Incorporated. Underground improvements were made by Cass Construction and the Schilling Corporation. Paving operations were conducted by Marathon General Incorporated (MGI). Our geotechnical services for this project were provided between September 4th of 2014 and July 29th, 2015. 1.0 PURPOSE AND SCOPE OF SERVICES This report and the associated geotechnical services were provided in general accordance with the provisions of the refererced 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 rand 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 geotechnièal 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. As-needed consultation during grading. Pertinent reports are referenced in Appendix A. As-Graded Geotechnical Report GDC Project No. 5D365 Casero Development August 18, 2015 Lennar Homes Page 2 . 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 included 26 two-story residential buildings supported by post-tension slab foundations. Other site improvements included 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 were also 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. GROUP DELTA N:\Projects\SD\5D365 Lennar, Tabata Development\14-0178\14-0178R3.doc As-Graded Geotechnical Report GDC Project No. SD365 Casero Development August 18, 2015 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). 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 grading and improvement operations are described in more detail below. ) 4.0 GRADING AND IMPROVEMENT OPERATIONS The geotechnical aspects of the grading and improvemeht 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 condicted 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 (El<50). A summary of the as-graded conditions beneath each building pad is presented in Table 1. 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). For selected pavement areas, the expansive clay subgrade was stabilized using 6 percent dry-hydrated lime in general accordance with our recommendations (GDC, 2014g). The select granular stockpiled fill material used to cap the buildihg pad areas generally consisted of low expansion (Ek50) 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. A GROUP DELTA N:\Projects\SD\SD365 Lennar, Tabata As-Graded Geotechnical Report Casero Development Lennar Homes GDC Project No. 5D365 August 18, 2015 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 conducted at the site, it is our professional opinion that remedial grading operations and improvement operations were 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 of 2014 and July 295h, 2015. 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. Our tests indicate that pavement subgrade and aggregate base were placed in substantial accordance with the minimum compaction criterion of 95 percent of the maximum dry density based on ASTM D1557. Our tests also indicate that the asphalt concrete was compacted to between 91 and 97 percent of the Rice density per ASTM D2041. The density test results are presented in detail in Appendix.C. 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 8-2.2. The testing indicates that the new buildings will generally be underlain by silty or clayey sand (SM or SC) with a low expansion potential (El<50) and a negligible soluble sulfate content. The as-graded conditions are summarized in Table 1, and are also shown on the As-Graded Geotechnical Map, Plate 2. GROUP DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14 0178\14 0178R3 doc As-Graded Geotechnical Report GDC Project No. 5D365 Cásero Development August 18, 2015 Lennar Homes Page 5 5.3 Foundations: All of the building pad areas were capped with 3 or 4-feet of low expansion sand. The as-graded conditions beneath each lot are summarized in Table 1. The 2013 CBC seismic design parameters are presented in Table 2 The updated post- tension slab foundation design parameters are described in detail below. Post-Tension Slabs (Category IA): The following post-tension slab foundation design parameters are considered to be applicable to building pad areasthatare 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: 5.0feet . . 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 12,13 and 17 to .23: Moisture Variation, em: Center Lift: .9.0 feet Edge Lift: • 5.0 feet • • : Differential Swell, ym: Center Lift: 0.5 inches . Edge Lift: 0.7 inches Allowable Bearing: 2,000 psf at slab sub grade Post-Tension Slabs (Category II): Lots 4 through 11 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 11 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, •• raRoUP DELTA N:\Projects\SD\SD365 Len nar Tabata Development\14 0178\14 0178R3 doc As-Graded Geotechniçal Report GDC Project No. 50365 Casero Development August 18, 2015 Lennar Homes Page 6 5.4 Pavements: R-Value tests were conducted on randomly selected samples of the pavement subgrade soil collected from the site in general accordance with CTM 301. The results were presented previously (GDC, 2014fhi). Recommendations for lime stabilization were provided for areas with low the lowest R-Values (GDC, 2014g). The R- Value testing is summarized in Figure B-3. The R-Values were used to develop pavement section recommendations for the site, as shown in Figure B-3. The pavement sections were constructed by first scarifying, moisture conditioning, and compacting the surficial 12 inches of pavement subgrade. The recycled Class 2 Aggregate Base sections were then placed and compacted. A base course of Type Ill, Class B2 asphalt concrete was placed directly over the compacted base. The equipment used for construction of the pavement section included various loaders, water trucks, vibratory rollers, and asphalt laydown machines. Conformance testing was conducted on randomly selected samples of the aggregate base placed at the site. Conformance tests for the base included particle size analysis, R-Value, Sand Equivalent, and Durability, as shown in Figures B-4.1 through B-4.6. The test results indicate that the base generally conformed to requirements for %-inch Maximum Class 2 Aggregate Base from Section 26-1.02B of the 2010 Caltrans Standard Specifications. However, it should be noted that the gradations for Samples AB-3 and AB-4 did not meet the Caltrans requirements for Class 2 Aggregate Base in the No. 4 and No. 30 sieve sizes. In addition, the Durability Index for Sample AB-1 and the Sand Equivalent for Samples AB-3 did not meet Caltrans requirements. However, all of the base samples had R-Values well above the minimum required of 78. Conformance tests were also conducted on the Type Ill %-inch Maximum Class B2 asphalt concrete placed at the site. Conformance tests for the asphalt concrete included asphalt oil extraction and gradation, Hveem and maximum theoretical (Rice) densities, stabilometer, and air voids. The asphalt concrete conformance test results are summarized in Figures B-5.1 through B-5.3. The conformance testing indicates that the base course of the asphalt concrete generally met the gradation and quality requirements from Section 400-4 of the 2012 SSPWC. GROUP DELTA N:\Projects\SD\S0365 Lennar, Tabata Development\14-0178\14-0178R3.doc As-Graded Geotechnical Report GDC Project No. S0365 Casero Development August 18, 2015 Lennar Homes Page 7 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 cotact the office with anyquestions or comments, or if you need anything else. GROUP DELTA CONSULTANTS 12-31-15 E25 Matthew A. Fagan, G. .2569 James C. Sanders, C.E.G. 2258 4 Senior Geotechnical Engineer Senior Engineering Geologist Distribution: (1) Addressee, Mr. Brian Nestoroff (Brian.Nestoroff@lennar.com) r (1) Addressee, Mr. Brett Hood (Brett.Hood@lennar.com) ep.t4oEve (1) Addressee, Mr. Moses Kim (Moses. Kim @lennar.com)CEFMFIED GEOLOGIST 0FCP 1. GROUP DELTA N:\Projects\SD\50365 Lennar, Tabata Devel6pment\14-0178\14-0178R3.doc TABLES ulfate :posure gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible gligible TABLE 2 2013 CBC ACCELERATION RESPONSE SPECTRA GDC PROJECT NO. SD365, Lennar Casero Development - - S5= SI= Site Class= F0= F0= TL SMS= S= S= S01= T0= T5= 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 S 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 = F0 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 SM1 (CBC 2007 Eqn. 16-39) sec = 0.2 SD1/Sss = Control Period (left end of peak) for ARS Curve (Section 11.4.5 ASCE 7-05) sec = S1/S05 = 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 0 - 1.147 0.655 0.765 0.437 0.114 0.571 - T (seconds) Design MCE 1.2 2.600 0.168 0.252 0.4 3.000 0.146 0.218 0.2 MEN 3.100 0.141 0.211 ME 3.400 0.128 0.193 0.0 .. . . . Sa (g) Sa (g) 0.000 0.306 0.459 0.114 0.765 1.147 0.571 0.765 1.147 0.600 0.728 1.092 0.700 0.624 0.936 0.800 0.546 0.819 0.900 0.485 0.728 1.000 0.437 0.655 1.100 0.397 0.595 1.200 0.364 0.546 1.300 0.336 0.504 1.0 1.400 0.312 0.468 .2 1.500 0.291 0.437 Z 1.600 0.273 0.409 1.700 0.257 0.385 0.8 1.900 0.230 0.345 _ 2.000 0.218 0.328 - o 2.100 0.208 0.312 .200 0.198 0.298 20.6 2.300 0.190 0.285 Uj w 2.400 0.182 0.273 . IL 2.500 0.175 0.262 2.700 0.162 0.243 2.800 0.156 0.234 2.900 0.151 0.226 3.300 0.132 0.198 0.125 0.187 3.900 0.112 0.168 Period (seconds) gg 0.121 0.182 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 3.700 0.118 0.177 3.800 0.115 0.172 4.000 0.109 0.164 4.000 0.109 0.164 1.4 _ fflUI !T IN _________ _.__•I- ._I ,r[.II • ______ S......-•..... .........I I S ••..•uui 1iiIjH1IPJffh1IiiI1ihu.iiiN 1.800 0.243 0.364 C.)MEN IIHuI!Ui!iIO!INhIINHhIiIN .5_U. i. 3.200 0.136 0.205 ME MOMME S - . 4g I 4, \ .1_ •-" fop 64 Av jr \\ 0 . MIN '(TREATMENT. HWIP AND PEAK FLOW ATTENUATION) \No . 41:2— 10 SECTION'A-K 3) JM24 25 BIORETENTION BASIN -- -- - B { QIA I IH IB 1A-_ e 1 ~14 CAMIN0HILUDRWRDWG 47270) 17 0 1B SECTION V ) 1- H: — 0 J 0 1 1 I kr,— 13 _ - DUP 68TA 0 ENGINEERS COSU SD365 140178 C ROUGH GRADING PLAN REFERENCE: Hunsaker & Associates (2014). Grading Plan for Tabata 10, dated August 11. //t Ja\N — fll —7 12. 43 211 4 42 112 Zo / N 211 / - - 212 N / / 7 / - Elmn 21 un/ m%,) GROUP NN // LE N N / / 'N I Explanation —:— EEL S 036 5 14-0178 AOED GEOTECHNICAL MAP 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). Geotechnica/ 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. 1370339, 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. SD365, 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 (20141). Testing of Pavement Sub grade Materials, Casero Development (Reef Circle Str'et), Chula Vista, CA, Project No. 5D365, Document No. 14- 0197, October 2. Group Delta Consultants (2014g). Lime Stabilization Recommendations, Casero Development, Carlsbad, CA, Project No. SD365, Document 14-0203, October 30. Group Delta Consultants (2014h). Testing J of Pavement Sub grade Materials, Casero Development (Comma Hi/Is Drive), Carlsbad, California, Project No. D365, Document 14- '0197R, dated November 13. DLP DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178R2.doc APPENDIX A REFERENCES (Continued) Group Delta Consultants (2014i). Testing of Pavement Subgrade Materials (Revised), Casero Development (Camino Hills Drive), Carlsbad, California, Project No. D365, Document 14- 0197112, dated November 18. 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 31(1 Edition of the Design of Post-Tensioned Slabs-on-Ground, Phoenix Arizona, May, www.post-tensioning.org. DLJPDEL.TL N:\Projects\SD\SD365 Lennar, Tabata Development\14-0178\14-0178R2.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 %-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. DLJP DELTA N:\Projects\SD\SD36S Lennar, Tabata Developrnent\14 0178\14 0178R2 doc APPENDIX B LABORATORY TESTING (Continued) R-Value: R-Value tests were performed on selected pavement subgrade materials in general accordance with California Test Method 301. The test results are summarized in Figure B-3. Base Conformance-Tests: Conformance testing was conducted on a selected sample of the recycled Class 2 aggregate base used at the site. Individual laboratory tests included Sieve Analysis (ASTM C136), Sand Equivalent (ASTM D2419), R-Value (ASTM D2844), and Durability (ASTM D3744). The test results are presented in Figures B-4.1 through B-4.6. Asphalt Conformance Tests: Laboratory conformance testing was also conducted on selected samples of the asphalt concrete used at the site. Individual laboratory tests included Extracted Gradation (ASTM C136), Specific Asphalt Content (ASTM D6307), Hveem Density (ASTM D2726), Maximum Theoretical Density (ASTM D2401), and Stabilometer (ASTM D1560). Air voids were calculated using ASTM D3203. The results are shown in Figures B-5.1 through 8-5.3. DUPDELT1, N:\Projects\SD\5D365 Lennar, Tabata Development\14-0178\14-0178R2.doc S MAXIMUM DENSITY & OPTIMUM MOISTURE (ASTM D1557) LABORATORY TEST RESULTS 14-0178 Project No. SD365 Document No FIGURE B-i ID DESCRIPTION MAXIMUM DENSITY [lb/ft3] OPTIMUM MOISTURE [%] 1 Moderate yellow brown clayey sand (SC). 119 1111z 2 Dark yellow brown clayey sand (SC). 123 10Y2 3 Light olive brown sandy lean clay (CL). 120 12 4 Yellow brown sandy lean clay (CL). 1191/z 12 5 Dark yellow brown silty sand (SM). 1211/2 11% 6 Dark yellow brown lean clay with 6% lime (CL). 121 14 B-i Recycled %-inch Maximum Class 2 Aggregate Base. 119 1114 EXPANSION AND SULFATE TEST RESULTS (ASTM D4829 & D516) ID SAMPLE DESCRIPTION SOLUBLE SULFATE EXPANSION INDEX El-i Lot 1 - Moderate yellow brown clayey sand (SC) 0.02% 17 EI-2 Lot 2 - Moderate yellow brown clayey sand (SC) 0.02% 12 EI-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-5 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 EI-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 EI-10 Lot 10 - Moderate yellow brown clayey sand (SC) 0.03% 15 El-11 Lot ii - Moderate yellow brown clayey sand (SC) 0.03% 25 EI-12 Lot 12 - Moderate yellow brown clayey sand (SC) 0.03% 19 El-13 Lot 13 - Moderate yellow brown clayey sand (SC) 0.04% 28 EXPANSION INDEX POTENTIAL EXPANSION 0to20 Very low 21to50 Low 51to90 Medium 91 to 130 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 DL1P DELTA LABORATORY TEST RESULTS Project No. SD365 FIGURE B-2.1 EXPANSION AND SULFATE TEST RESULTS (ASTM D4829 & D516) SAMPLE r%CcrDIrrrIrRI SOLUBLE CVflAMCIfThI vlrLI_ DESCRIPTION IJI - / ID SULFATE INDEX EI-14 Lot 14— Dark yellow brown silty sand (SM) 0.02% 10 EI-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 El-18 Lot 18— Dark yellow brown silty sand (SM) 0.02% 0 El-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 El-22 Lot 22— Dark yellow brown silty sand (SM) 0.02% 5 El-23 Lot 23 - Moderate yellow brown clayey sand (SC) 0.02% 14 El-24 Lot 24— Dark yellow brown silty sand (SM) 0.02% 10 El-25 Lot 25 - Dark yellow brown silty sand (SM) 0.02% 7 El-26 Lot 26 - Moderate yellow brown clayey sand (SC) 0.03% 24 EXPANSION INDEX POTENTIAL EXPANSION 0to20 Very low 21t050 Low 51t090 Medium 91 to 130 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) 0.20t02.00 - Severe V Above 2.00 Very Severe V plus pozzolan eA 13ROUP. Document No. 14-0178 LABORATORY TEST RESULTS Project No. SD365 FIGURE B-2.2 R-VALUE TEST RESULTS (CTM 301) Sample No. Sample Date Street Name Sample Location Sample Represents R-Value R-1 10/10/14 Reef Circle Station 17+00 Reef Circle Street, Station 16+00 to 19+00 5 R-2 10/14/14 Reef Circle Station 25+50 Reef Circle Street, Station 24+00 to 27+00 20 R-3 10/15/14 Reef Circle Station 22+00 Reef Circle Street, Station 21+00 to 24+00, 24 R-4 10/15/14 Reef Circle Station 20+00 Reef Circle Street, Station 19+00 to 21+00 10 R-5 11/10/14 Camino Hills Station 14+00 Camino Hills Drive, Station 13+00 to 16+00 14 R-6 11/14/14 Camino Hills Station 11+00 Camino Hills Drive, Station 10+00 to 13+00 12 R1* 10/23/14 Reef Circle Station 17+00 Reef Circle Street, Station 16+00 to 19+00 67 R4* 10/23/14 Reef Circle Station 20+00 Reef circle Street, Station 19+00 to 21+00 72 NOTE: Samples R1* and R4* were retested using 6.0% dry-hydrated lime slurry. RECOMMENDED PAVEMENT SECTIONS Pavement Area Design R-Value Traffic Index Asphalt Section Base Section / Lime Treated Soil (LTS) Camino Hills Drive, Stations 10+00 to 16+50 12 6.0 4 Inches 10 Inches Reef Circle Street, Stations 16+50 to 21+00 5 5.0 4 Inches 4 Inches / 8 Inches LTS Reef Circle Street, Stations 21+00 to 27+00 5 5.0 4 Inches 8 Inches NOTE: Lime stabilization was only conducted between Stations 16+50 and 21+00 of Reef Circle Street. ik LABORATORY TEST RESULTS Document No. 14-0178 Project No. SD365 FIGURE B-3 GRADATION ANALYSIS SIEVE SIZE PERCENT FINER AS TESTED SPECIFIED OPERATING RANGE 1" 100 100 3/4" 95 90-100 3/8" 77 No.4 58 35-60 No.8 45 No. 16 33 No. 30 23 10-30 No. 50 16 No. 100 10 No. 200 6.8 2-9 U.S. Standard Sieve Sizes 3/4" 3/8' #4 #8 #16 ' #30 #50 #100 #200 100 90 80 .c .70 C) \\ 60 UPPER LIMIT OF SPECIFICATION 50 U- 4- 40 a. 30 20 10 LOWER LIMIT OF SPECIFICATION -. 0 100 10 1 - 0.1 0.01 Grain Size in Millimeters CLASS 2 AGGREGATE BASE, 3/4" MAXIMUM CALTRANS STANDARD SPECIFICATIONS 2010 EDITION, SECTION 26-1.02B - SAMPLE ID: AB-1 (Recycled) DATE SAMPLED: 11/14/2014 SAMPLE LOCATION: Reef Circle Street (@23 Tons) QUALITY SPECIFICATIONS R-VALUE (CTM 301) MAXIMUM DENSITY (ASTM D1557) MAXIMUM DENSITY: 77,7- .PC OPTIMUM MOISTURE: 12 RESULTS SPECIFIED 85 78 MIN SAND EQUIVALENT (CTM 217) 40 22 MIN DURABILITY (CTM 229) 28 35 MIN LA ABRASION, 100 REV (CTM 131) -- 15 MAX LA ABRASION, 500 REV (CTM 131) -- 52 MAX / Document No. 14-0178 % GROUP DELTA.. CONFORMANCE TEST RESULTS Project No. 5D365 FIGURE B-4.1 U.S. Standard Sieve Sizes 3/4" 3/8' #4 #8 #16 #30 #50 #100 #200 100- 90 -----\\ ------ - - ___ ___ 80 70 \ , 0 60 ----- UPPER LIMIT OF SPECIFICAT ON ---- ___ - - ___ 50 LL 40 ---- 20 10 LZ LOWERLIMITOFSPECIFICATION _ 0 , , , , - _____ _______ - ____ ____ ____ ________ 100 10 1 0.1 0.01 Grain Size in Millimeters MAXIMUM DENSITY (ASTM D1557) F XIMUM DENSITY: TIMUM MOISTURE: -- GRADATION ANALYSIS SIEVE SIZE ____ PERCENT FINER AS TESTED SPECIFIED OPERATING RANGE 100 100 3/4" 98 90 -100 3/8" 77 No.4 56 35-60 No.8 44 No. 16 32 No. 30 20 10-30 No. 50 12 No. 100 7 No. 200 4.4 2:9 CLASS 2 AGGREGATE BASE, 3/4" MAXIMUM CALTRANS STANDARD SPECIFICATIONS QUALITY SPECIFICATIONS RESULTS SPECIFIED 2010 EDITION, SECTION 26-1.02B SAMPLE ID: AB-2 (Recycled) DATE SAMPLED: 11/20/2014 SAMPLE LOCATION: Reef Circle Street, Station 20+00 R-VALUE (CTM 3O1) 83 78 MIN SAND EQUIVALENT (CTM 217) 60 22 MIN DURABILITY (CTM 229) 54 35 MIN LA ABRASION, 100 REV (CTM 131) -- 15 MAX LA ABRASION 500 REV (CTM 131) -- 52 MAX Document No. 14-0178 GRDLJP DELTA. CONFORMANCE TEST RESULTS Project No. SD365 FIGURE B-4.2 GRADATION ANALYSIS SIEVE SIZE ____ PERCENT FINER AS TESTED SPECIFIED OPERATING RANGE 1" 100 100 3/4' 99 90 -100 3/8" 83 No.4 65 35-60 No.8 52 No. 16 39 No. 30 28 10-30 No. 50 19 No. 100 12 No. 200 7.8 2- 9 U.S. Standard Sieve Sizes 3/4" 3/8' #4 #8 #16 #30 #50 #100 #200 100 90 80 \ \ .70 \ , N ' UPPER LIMIT OF SPECIFICATION 60 Q)50 U- --- \ 4Q Q 30 20 10 LOWER LIMITOF SPECIFICATION 0 100 10 1 0.1 0.01 Grain Size in Millimeters CLASS 2 AGGREGATE BASE, 3/4" MAXIMUM CALTRANS STANDARD SPECIFICATIONS QUALITY SPECIFICATIONS 2010 EDITION, SECTION 26-1.02B SAMPLE ID: AB-3 (Recycled) DATE SAMPLED: 12/1/2014 SAMPLE LOCATION: Reef Circle Street (@ 25 Tons) MAXIMUM DENSITY (ASTM D1557) MAXIMUM DENSITY: -- OPTIMUM MOISTURE: -- ) RESULTS SPECIFIED R-VALUE(CTM 301) 84 78 MIN SAND EQUIVALENT (CTM 217) 48 22 MIN DURABILITY (CTM 229) 33 35 MIN LA ABRASION, 100 REV (CTM 131) -- 15 MAX LA ABRASION, 500 REV (CTM 131) -- 52 MAX Document No. 14-0178 GROUP DELTA CONFORMANCE TEST RESULTS Project No. 5D365 FIGURE B-4.3 U.S.- Standard Sieve Sizes 3/4' 3/8' #4 #8 #16 #30 #50 #100 #200 100 ------k - 90 80 70 it 60 ) UPPER LIMIT OF SPECIFICATION N _'\ - --- -- 50 30 20 10 / LOWER LIMIT OF SPECIFICATION 0 100 10 1 0.1 0.01 Grain Size in Millimeters MAXIMUM DENSITY (ASTM D1557) MAXIMUM DENSITY: -- OPTIMUM MOISTURE: -- GRADATION ANALYSIS SIEVE SIZE PERCENT FINER AS SPECIFIED OPERATING 1" 100 100 3/4" 98 90-100 3/8" 85 No.4 71 35-60 No.8 61 No. 16 48 No. 30 35 10-30 No. 50 22 No. 100 12 No. 200 6.7 2- 9 CLASS 2 AGGREGATE BASE, 3/4" MAXIMUM CALTRANS STANDARD SPECIFICATIONS 2010 EDITION, SECTION 26-1.02B SAMPLE ID: AB-4 (Recycled) DATE SAMPLED: 12/1/2014 SAMPLE LOCATION: Reef Circle Street (@ 570 Tons) QUALITY SPECIFICATIONS RESULTS SPECIFIED R-VALUE (CTM 3O1) 81 78 MIN SAND EQUIVALENT (CTM 217) 55 22 MIN DURABILITY (CTM 229) 50 35 MIN LA ABRASION, IOO REV (CTM 131) -- 15 MAX LA ABRASION, 500 REV (CTM 131) -- 52 MAX Document No. 14-0178 4) ERDUP DELTA CONFORMANCE TEST RESULTS Project No 5D365 FIGURE B-4.4 CIFIED RATING NGE 100 -100 5 -60 )-30 - 9 H 10 LOW U ER MITOF SPECIFICATION 100 10 1 0.1 0.01 Grain Size in Millimeters CLASS 2 AGGREGATE BASE, 3/4" MAXIMUM CALTRANS STANDARD SPECIFICATIONS QUALITY SPECIFICATIONS 2010 EDITION, SECTION 26-1.02B SAMPLE ID: AB-5 (Recycled) DATE SAMPLED: 1/7/2015 a - tan. — I ts .an. I-s ------I i:II_ rs..:..... ns_s:... An • fin MAXIMUM DENSITY (ASTM D1557) MAXIMUM DENSITY: - OPTIMUM MOISTURE: -- RESULTS SPECIFIED R-VALUE 301) 80 78 MIN SAND EQUIVALENT (CTM 217) 58 22 MIN DURABILITY (CTM 229) 46 35 MIN LA ABRASION, 100 REV (CTM 131) -- 15 MAX LA ABRASION, 500 REV (CTM 131) -- 52 MAX Document No. 14-0178 GROUP DELTA CONFORMANCE TEST RESULTS Project No 5D365 FIGURE B-4.5 U.S. Standard Sieve Sizes 3/4" 3/8' #4 #8 #16 #30 #50 #100 #200 100 iI =iI 70 60 -u--- UPPER LIMIT OF SPECIFICATION - -- ___ 50 40 30 20 10 LOWER LIMIT OF SPECIFICATION -..... 0 - 100 10 1 0.1 0.01 Grain Size in Millimeters MAXIMUM DENSITY (ASTM D1557) MAXIMUM DENSITY: -- OPTIMUM MOISTURE: -- GRADATION ANALYSIS SIEVE SIZE _____ PERCENT FINER AS TESTED SPECIFIED OPERATING RANGE 1" 100 100 3/4" 94 90 -100 3/8" 74 No.4 57 35-60 No.8 46 No. 16 36 No. 30 26 10-30 No. 50 17 No. 100 11 No. 200 7.0 2- CLASS 2 AGGREGATE BASE, 3/4" MAXIMUM CALTRANS STANDARD SPECIFICATIONS 2010 EDITION, SECTION 26-1.02B SAMPLE ID: A13-6 (Recycled) DATE SAMPLED: 1/9/2015 SAMPLE LOCATION: Camino Hills Drive, Station 14+00 QUALITY SPECIFICATIONS RESULTS SPECIFIED R-VALUE(CTM 301) 81 78 MIN SAND EQUIVALENT (CTM 217) 51 22 MIN DURABILITY (CTM 229) 36 35 MIN LA ABRASION, 100 REV (CTM 131) -- 15 MAX LA ABRASION, 500 REV (CTM 131) -- 52 MAX - Document No. 14-0178 41 ' ERDUP DELTA CONFORMANCE TEST RESULTS Project No 5D365 FIGURE 13-4.6 SIEVE SIZE PERCENT FINER AS SPECIFICATION INDIVIDUAL MOVING TESTED TEST RESULT AVERAGE 1" 100 100 100 3/4" 99 87-100 90-100 1/2" 84 3/8" 63 50 -80 60 -75 No. 4 35 30 -60 40 -55 No.8 26 22-44 27-40 No. 16 20 No.30 16 8-26 12-22 No.50 11 No.100 6 No. 200 3.5 1 1 -8 3 - 6 U.S. Standard Sieve Sizes 3/4" 1/2' 3/8" #4 #8 #16 #30 #50 #100 #200 100 90 ' 80 \' ,70 .60 .E 50 UPPER LIMIT OFSPECIFICATION - - - - ____ - - _____ 40 30 0 i --—-- / 20 - - LOWER LIMIT OF SPECIFICATION 100 10 1 0.1 0.01 Grain Size in Millimeters TYPE III CLASS 132 ASPHALT CONCRETE QUALITY SPECIFICATIONS "STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION", 2012 EDITION, SECTION 400-4 SAMPLE ID: AC-1 (Escondido Asphalt, Inc.) DATE SAMPLED: 11/24/2014 SAMPLE LOCATION: Reef Circle Street (@21 Tons) TEST RESULTS SPECIFIED SAND EQUIVALENT (ASTM D2419) --- 45 MIN STABILOMETER VALUE (ASTM D1560) 46 35 MIN SPECIFIC ASPHALT CONTENT (ASTM D6307) 5.0% 4.6% - 6.0% HVEEM DENSITY (ASTM 1562) 152.8 N/A MAXIMUM THEORITICAL DENSITY (ASTM D2041) 160.5 N/A PERCENT AIR VOIDS (ASTM D2041) 1 4.8% 2.0% - 6.0% 7. Document No. 14-0178 DUP DELTA ASPHALT CONCRETE CONFORMANCE Project No. SD365 FIGURE B-5.1 SIEVE SIZE PERCENT FINER AS SPECIFICATION INDIVIDUAL MOVING TESTED TEST RESULT AVERAGE 1" 100 100 100 3/4" 99 87-100 90-100 1/2" 77 3/8" 57 50 -80 60 -75 No. 4 35 30 -60 40 -55 No.8 26 22-44 27-40 No. 16 20 No.30 15 8-26 12-22 No.50 10 No. 100 6 No. 200 3.2 1-8 1 3-6 TEST RESULTS SPECIFIED U.S. Standard Sieve Sizes 100 3/4" 1/2" 3/8' #4 #8 #16 #30 #50 #100 #200 90 80 .7n 60 E 50 LL UPPER LIMIT OF SPECIFICATION 40 30 20 10 - - LOW LIMIT OF SPECIFICATION 1111d-- 100 10 1 0.1 0.01 Grain Size in Millimeters QUALITY SPECIFICATIONS SAND EQUIVALENT (ASTM D2419) --- 45 MIN STABILOMETER VALUE (ASTM D1560) 46 35 MIN SPECIFIC ASPHALT CONTENT (ASTM D6307) 5.0% 4.6%-6.0% HVEEM DENSITY (ASTM 1562) 153.3 N/A MAXIMUM THEORITICAL DENSITY (ASTM D2041) 160.1 N/A PERCENT AIR VOIDS (ASTM D2041) 4.2% 12.0%-6.0% TYPE III CLASS 132 ASPHALT CONCRETE "STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION", 2012 EDITION, SECTION 400-4 SAMPLE ID: AC-2 (Escondido Asphalt, Inc.) DATE SAMPLED: 11/24/2014 SAMPLE LOCATION: Reef Circle Street (@ 442 Tons) Document No. 14-0178 ERDLIF DELTA\ ASPHALT CONCRETE CONFORMANCE Project No SD365 SIEVE SIZE PERCENT FINER AS SPECIFICATION INDIVIDUAL MOVING TESTED TEST RESULT AVERAGE 1" 100 100 100 3/4" 99 87 -100 90 -100 1/2" 88 3/8" 71 50-80 60-75 No. 4 46 30 -60 40 -55 No.8 35 22-44 27-40 No. 16 27 No.30 21 826 12-22 No.50 14 No. 100 8 No. 200 4.3 1 - 8 3-,6 I U.S. Standard Sieve Sizes 100 3/4" 1/2 3/8' #4 #8 #16 #30 #50 #100 #200 90 80 - 70 1 IN C) >60 a, .E 50 \ UPPER LIMIT OF SPECIFICATION - - ____ - .. 40 30 ----_ -- -- _ -_ 20 10 LOWER LIMIT OFSPECIFICATION 0 100 10 1 0.1 0.01 Grain Size in Millimeters TYPE III CLASS 132 ASPHALT CONCRETE "STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION", 2012 EDITION, SECTION 400-4 SAMPLE ID: AC-3 (Escondido Asphalt, Inc.) DATE SAMPLED: 1/13/2015 SAMPLE LOCATION: Camino Hills Drive (@358 Tons) TEST QUALITY SPECIFICATIONS RESULTS SPECIFIED SAND EQUIVALENT (ASTM D2419) --- 45 MIN STABILOMETER VALUE (ASTM D1560) 42 35 MIN SPECIFIC ASPHALT CONTENT (ASTM D6307) 5.2% 4.6%-6.0% HVEEM DENSITY (ASTM 1562) 151.5 N/A MAXIMUM THEORITICAL DENSITY (ASTM D2041) 155.8 N/A ,PERCENT AIR VOIDS (ASTM D2041) 2.8% 2.0%-6.0% H Document No. 14-0178 RDLJF DELTA ASPHALT CONCRETE CONFORMANCE Project No 5D365 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-lU. Note that the elevations and locationsof 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. AB = Aggregate Base AC = Asphalt Concrete CG = Curb & Gutter FG = Finish Grade FBG = Finish Base Grade FSG = Finish SubGrade iT = Joint Trench ITS = Lime Treated Soil NU = Nuclear Density Test SD = Storm Drain SG=SubGrade 55 = Sanitary Sewer W = Water WB = Wall Backfill DLJP DELTA N:\Projects\SD\SD365 Lennar, Tabata Development\14 0178\14 0178R3 doc Document No 14-0178 450 Lk"k- GROUP DELTA DENSITY TEST RESULTS Project No. SD365 FIGURE C-I Test Test Elevation! Soil Max. Dry Moisture 7 Dry Relative Required Retest Test No. Date Location Type Density Content Density Compaction Compaction Number Method [ft] [pcfl [%] [pcf] [%] 1%] 1 09/11/14 81 4 119.5 11.5 110.0 92 90 NU 2 09/11/14 82 4 119.5 14.6 112.2 94 90 NU 3 09/11/14 82 4 119.5 14.5 108.5 91 90 NU 4 09/11/14 83 4 119.5 13.8 107.9 90 90 NU 5 09/12/14 86 2 123.0 9.4 106.6 87 90 6 NU 6 09/12/14 87 2 123.0 9.2 104.9 85 90 7 NU 7 09/12/14 88 2 123.0 10.5 110.5 90 90 NU 8 09/12/14 89 2 123.0 12.5 111.4 91' 90 NU 9 09/12/14 86 4 119.5 . 13.5 110.0 92 90 NU 10 09/12/14 87 4 119.5 12.8 108.8 91 90 NU 11 09/12/14 86 4 119.5 14.0 108.0 90 90 NU 12 09/12/14 87 4 119.5 15.2 107.5 90 90 NU 13 09/12/14 93 4 119.5 14.5 107.3 90 . 90 NU 14 09/12/14 91 2 123.0 12.3 110.5 90 90 NU 15 09/12/14 92 2 123.0 12.3 111.5 91 90 NU 16 09/12/14 86 2 123.0 12.2 108.0 , 88 90 18 . NU 17 09/12/14 87 2 123.0 11.5 107.6 87 90 19 NU 18 09/12/14 86 2 123.0 12.5 111.9 91 90 NU 19 09/12/14 87 2 123.0 12.9 112.1 . 91 90 NU 20 09/15/14 92 2 123.0 19.3 106.5 87 90 21 NU 21 09/15/14 92 2 123.0 14.6 111.1 90 90 NU 22 09/15/14 93 2 123.0 16.9 106.1 86 90 23 NU 23 09/15/14 93 2 123.0 12.8 113.5 92 90 NU 24 09/15/14 94 2 123.0 10.5 114.9 93 90 NU 25 09/15/14 95 2 123.0 10.8 115.6 94 90 NU 26 09/15/14 89 2 123.0 13.3 110.5 90 90 NU 27 09/15/14 90 2 123.0 10.4 110.2 90 90 NU 28 09/16/14 88 2 123.0 12.8, 111.4 91 90.. NU 29 09/16/14 91 2 123.0 20.8 100.1 81 90 30 NU 30 09/16/14 91 2 123.0 12.3 113.0 92 90 NU 31 09/16/14 99 4 119.5 10.3 108.3 91 90. NU 32 09/16/14 103 4 119.5 12.2 107.0 90 90 . NU 33 09/16/14 104 4 119.5 12.0 108.6 91 90 NU 34 09/16/14 82 2 123.0 10.7 114.5 93 90 NU 35 09/16/14 84 2 123.0 11.4 110.3 90 90 NU 36 09/16/14 89 2 123.0 9.5 110.8 90 . 90 NU 37 09/16/14 88 2 123.0 10.7 110.1 90 90 NU 38 09/16/14 87 2 123.0 10.4 . 110.4 90 90 . NU 39 09/16/14 . 92 2 123.0 16.3 113.4 92 90 NU . 40 09/16/14 . 93 2 123.0 14.9 112.1 91 90 NU 41 09/1/14 92 2 123.0 11.5 110.8 90 90 NU 42 09/16/14 93 2 123.0 10.2 115.3 94 90 NU 43 09/17/14 95 2 123.0 15.5 111.2 90 90 NU 44 09/17/14 96 2 123.0 16.0 110.7 90 .90 NU 45 09/17/14 95 4 119.5 16.0 . 109.0 - 91 90 . ' NU 46 09/17/14 96 4 119.5 15.9 108.5 91 90 NU 47 09/17/14 95 2 123.0 13.8 112.1 91 90 NU 48 09/17/14 96 4 119.5 15.5 107.9 90 90 . NU 49 09/17/14 97 4 119.5 16.0 107.4 90 90 NU 50 09/17/14 101 4 1195 120 1074 90 90 NU Document No. 14-0178 Ak~ ISR - DUP 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 09/18,114 96 2 123.0 13.2 113.1 92 90 NU 55 09,118,114 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 11.4 107.8 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 I Compaction Number Method [ft] [pci] [%] [pci] [%] [%] 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 1230 10.7 110.4 90 90 MU 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 MU 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 MU 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 MU 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 MU 135 10/01/14 80 5 121.5 11.5 110.7 91 90 MU 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 MU • 147 10/02/14 94 4 119.5 11.8 112.1 94 90 MU 148 10/02/14 96 4 119.5 12.5 111.5 93 90 MU 149 10/02/14 98 4 119.5 11.2 111.5 93 90 MU 150 10/03/14 94 3 120.0 12.4 108.8 91 90 NU Document No. 14-0178 GROUP DELTA DENSITY TEST RESULTS Project No 5D365 FIGURE C-4 Test Test Elevation! Soil Max. Dry Moisture Dry Relative Required Retest Test No. Date Location Type Density I Content Density Compaction Compaction Number Method Eft] [pcf] [%] [pcf] [%] 1%] 151 10/03/14 95 5 121.5 11.6 110.1 91 90 NU 152 10/03/14 95 5 121.5 14.3 110.8 91 90 NU 153 10/03/14 96 5 121.5 14.5 111.3 92 90 NU 154 10/03/14 98 5 121.5 15.6 110.2 91 90 NU 155 10/03/14 99 5 121.5 14.8 109.1 90 90 NU 156 10/03/14 101 3 120.0 12.3 104.3 87 90 157 NU 157 10/03/14 101 3 120.0 12.6 108.9 91 90 NU 158 10/03/14 102 3 120.0 13.0 109.2 91 90 NU 159 10/06/14 105 4 119.5 14.0 108.6 91 90 NU 160 10/06/14 106 4 119.5 11.3 109.0 91 90 NU 161 10/06/14 106 5 121.5 12.3 111.0 91 90 NU 162 10/06/14 107 5 121.5 11.9 112.7 93 90 NU 163 10/06/14 108 5 121.5 13.0 110.1 91 90 NU 164 10/06/14 112 5 121.5 11.9 111.5 92 90 NU 165 10/06/14 112 5 121.5 7.2 103.5 85 90 166 NU 166 10/06/14 113 5 121.5 11.2 108.9 90 90 NU 167 10/06/14 113 5 121.5 11.4 111.7 92 90 NU 168 10/06/14 113 5 121.5 8.7 106.0 87 90 169 NU 169 10/06/14 108 5 121.5 11.2 110.0 91 90 NU 170 10/06/14 108 5 121.5 10.3 110.5 91 90 NU 171 10/06/14 108 5 121.5 10.0 111.7 92 90 NU 172 10/06/14 103 1 119.0 9.3 113.2 95 90 NU 173 10/07/14 103 1 119.0 8.0 111.6 94 90 NU 174 10/07/14 109 5 121.5 9.4 111.4 92 90 NU 175 10/07/14 109 5 121.5 9.1 118.3 97 90 NU 176 10/07/14 108 5 121.5 9.7 110.7 91 90 NU 177 10/07/14 108 5 121.5 8.9 109.5 90 90 NU 178 10/07/14 108 5 121.5 9.3 112.8 93 90 NU 179 10/07/14 108 5 121.5 10.0 110.9 91 90 NU 180 10/09/14 94 3 120.0 17.0 103.9 87 90 181 NU 181 10/09/14 94 3 120.0 14.6 110.2 92 90 NU 182 10/09/14 96 3 120.0 17.6 103.7 86 90 183 NU 183 10/09/14 96 3 120.0 13.9 109.0 91 90 NU 184 10/09/14 98 2 123.0 8.7 108.9 89 90 185 NU 185 10/09/14 98 2 123.0 11.0 112.1 91 90 NU 186 10/09/14 100 2 123.0 9.9 111.2 90 90 NU 187 10/10/14 103 2 123.0 12.1 114.1 93 90 NU 188 10/10/14 106 2 123.0 10.3 116.8 95 90 NU 189 10/10/14 109 2 123.0 11.5 115.5 94 90 NU 190 10/10/14 108 1 119.0 10.3 112.3 94 90 NU 191 10/10/14 109 1 119.0 10.2 112.1 94 90 NU 192 10/10/14 110 1 119.0 11.0 112.0 94 90 NU 193 10/10/14 111 1 119.0 10.9 107.1 90 90 NU 194 10/10/14 FG 5 121.5 7.6 119.1 98 90 NU 195 10/10/14 FG 5 121.5 8.2 112.1 92 90 NU 196 10/10/14 FG 5 121.5 6.9 120.0 99 90 NU 197 10/10/14 FG 5 121.5 6.2 119.2 98 90 NU 198 10/10/14 FG 5 121.5 6.8 113.2 93 90 NU 199 10/10/14 FG 1 119.0 7.8 111.4 94 90 NU 200 10/10/14 FG 1 119.0 8.4 113.4 95 90 NU 9.1 113.5 . 95 90 10.8 107.7 91 90 9.2 110.7 93 90 7.5 108.4 91 90 9.4 119.1 98 90 9.4 112.7 .93 90 11.4 110.1 . . 91 . . 90 7.8 . 110.5 91 90 9.9 113.5 93 90 11.1 120.4 99 90 10.1 118.1 97 90 10.6 112.7 93 90 11.1 111.1 91 90 10.3 109.9 90 90 11.6 111.6 92 90 12.3 110.4 91 90 10.5 113.2 93 90 11.6 109.2 90 . 90 10.3 . 115.3 95 . 90 . 10.5 110.1 91 11.0 114.4 94 90 10.8 111.9 92 90 10.3 111.9 92 90 11.1 . .. 110.8 91 90 11.0 111.7 92 90 12.0 . .112.0 .92 90- 12.2 112.3 92 90 11.9 111.4 92. 90 . 11.5 110.7 91 90 12.1 112.2 92 90 11.9 . 111.7 92 90 10.5 .. 110.9 91 .. 90 12.5 110.9 91 90 11.9 112.8 92 90 13.5 110.6 9,0 90 12.9 111.4 91 90 9.5 114.5 96 90 9.6 117.2 95 90 10.2 117.5 96 90 8.3 : 113.2 95 90 9.4 113.9 96 90 8.7 114.2 96 90 5.6 109.0 90 90 5.0 111.0 91 90 4.9 110.0 91 90 5.9 . 114.0 94 90 11.1 113.6 95 95 12.7 . 116.6 98 95 11.8 115.3 97 95 NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU .N U NU NU NU NU NU NU NU NU NU NU NU NU NU NU NU Document No 14-0178 A DLIP DELTA DENSITY TEST RESULTS Project No 5D365 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 [ft] [pcf] [%] [pcf] [%} [%j Th 201 10/14/14 FG 1 119.0 202 10/14/14 FG 1 119.0 203 10/14/14 FG 1 119.0 204 10/15/14 FG 1 119.0 205 10/15/14 FG 5 121.5 206 10/15/14 FG 5 121.5 207 10/15/14 FG 5 121.5 208 10/15/14 FG 5 121.5 209 10/16/14 FG 5 121.5 210 10/16/14 FG 5 121.5 211 10/16/14 FG 5 121.5 212 P10/16/14 FG 5 121.5 213 10/16/14 FG 5 121.5 214 10/16/14 FG 5 121.5 215 10/16/14 FG 5 121.5 216 10/16/14 FG 5 121.5 217 10/16/14 FG 5 121.5 218 10/16/14 FG 5 121.5 219 10/16/14 FG 5 121.5 220 10/16/14 FG 5 121.5 221 10/16/14 FG 5 121.5 222 10/16/14 FG 5 121.5 223 10/16/14 FG 5 121.5 224 10/16/14 FG 5 121.5 225 10/16/14 FG 5 - 121.5 226 10/16/14 FG 5 121.5 227 10/16/14 FG 5 121.5 228 10/16/14 FG 5 121.5 229 10/16/14 FG 5 121.5 230 10/16/14 FG 5 121.5 231 10/16/14 FG 5 121.5 232 10/16/14 FG 5 121.5 233 10/16/14 102 5 121.5 234 10/16/14 103 2 123.0 235 10/16/14 99 2 123.0 236 10/16/14 100 2 123.0 237 11/18/14 FG 1 119.0 238 02/23/15 104 2 123.0 239 02/23/15 105 2 123.0 240 02/25/15 106 1 119.0 241 02/25/15 FG 1 119.0 242 02/26/15 105 1 119.0 243 06/02/15 FG 5 121.5 244 06/02/15 FG 5 121.5 245 06/02/15 FG 5 121.5 246 06/02/15 FG 5 121.5 AB-1 11/20/14 FBG B-i 119.0 AB-2 11/20/14 FBG B-i 119.0 AB-3 11/20/14 FBG B-i 119.0 Document No. 14-0178 GROLJP..DELTA DENSITY TEST RESULTS Project No. SD365 FIGURE C-6 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] [%} [pci] [%] [%] AB-4 11/20X14 FBG B-i 119.0 12.3 116.2 98 95 NU AB-5 11/20/14 FBG B-i 119.0 11.4 115.8 97 95 NU AB-6 11/20/14 FBG B-i 119.0 12.0 116.3 98 95 NU AB-7 01/16/15 FBG B-i 119.0 11.9 118.0 99 95 NU AB-8 01/16/15 FBG B-i 119.0 11.7 117.6 99 95 NU AB-9 01/16/15 FBG B-i 119.0 12.0 118.1 99 95 NU AB-10 01/16/15 FBG B-i 119.0 11.5 117.3 99 95 NU AB-11 01/16/15 FBG B-i 119.0 11.6 117.9 99 95 NU AB-12 01/17/15 FBG B-i 119.0 10.7 118.0 99 95 NU AB-13 01/17/15 FBG B-i 119.0 11.0 118.3 99 95 NU AB-14 01/20/15 FBG B-i 119.0 9.0 118.0 99 95 NU AB-15 05/28/15 FBG B-7 123.0 8.2 121.3 99 95 NU AB-16 05/28/15 FBG B-7 123.0 8.7 122.5 100 95 NU CG-1 11/13/14 STA 23+00 2 123.0 11.7 118.8 97 95 NU CG-2 11/13/14 STA 25+00 2 123.0 10.9 119.0 97 95 NU CG-3 11/13/14 STA 24+00 2 123.0 11.5 117.7 96 95 NU CG-4 11/13/14 STA 22+50 2 123.0 11.3 118.1 96 95 NU CG-5 11/14/14 STA 25+50 B-i 119.0 15.8 118.3 99 95 NU CG-6 11/14/14 STA 24+00 B-i 119.0 11.6 117.9 99 95 NU CG-7 11/14/14 STA 22+50 B-i 119.0 12.3 117.6 99 95 NU CG-8 11/14/14 STA 21+00 B-i 119.0 12.0 118.5 100 95 NU CG-9 I1/14/14 STA 19+50 B-i 119.0 11.9 117.2 98 95 NU CG-10 11/14/14 STA 18+00 B-i 119.0 14.3 116.9 98 95 NU CG-ii 11/14/14 STA 16+50 B-i 119.0 12.2 116.5 98 95 NU CG-12 11/14/14 STA 16+00 B-i 119.0 11.7 117.0 98 95 NU CG-13 12/01/14 STA 14+50 B-i 119.0 11.3 113.7 96 95 NU CG-14 12/01/14 STA 13+50 B-i 119.0 11.5 115.5 97 95 NU CG-15 12/01/14 STA 12+50 B-i 119.0 11.0 115.0 97 95 NU CG-16 12/01/14 STA 11+50 B-i 119.0 11.8 117.7 99 95 NU CG-17 01/06/15 STA 10+10 B-i 119.0 11.4 117.3 99 95 NU iT-i 11/05/14 FSG i 119.0 11.1 114.1 96 95 NU JT-2 11/05/14 FSG 1 119.0 10.5 113.7 96 95 NU JT-3 11/06/14 FSG 1 119.0 9.7 113.9 96 95 NU JT-4 11/07/14 FSG 1 119.0 10.3 114.4 96 95 NU JT-5 11/07/14 FSG i 119.0 0.4 113.5 95 95 NU JT-6 11/07/14 FSG i 119.0 9.6 114.0 96 95 NU JT-7 11/24/14 FSG i 119.0 9.6 113.8 96 95 NU JT-8 11/24/14 FSG i 119.0 10.9 115.0 97 95 NU JT-9 11/24/14 FSG 1 119.0 11.0 114.3 96 95 NU SD-1 11/10/14 90 1 119.0 10.6 109.8 92 90 NU SD-2 11/10/14 92 1 119.0 11.0 108.8 91 90 NU SD-3 11/10/14 94 1 119.0 11.3 109.7 92 90 NU SD-4 11/10/14 92 1 119.0 12.4 113.9 96 95 NU SD-5 11/10/14 96 1 119.0 11.8 114.3 96 90 NU SD-6 11/10/14 98 1 119.0 12.1 114.6 96 95 NU SG-1 11/13/14 FSG 6 121.0 17.0 109.0 90 90 LTS NU Document No. 14-0178 GROUP .09...T.1%I DENSITY TEST RESULTS Project No. SD365 FIGURE C-7 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] 1%] 1 [%] SG-2 11/13/14 FSG SG-3 11/13/14 FSG SG-4 11/13/14 FSG SG-5 11/13/14 FSG SG-6 11/13/14 FSG SG-7 11/13/14 FSG SG-8 11/13/14 FSG SG-9 11/13/14 FSG SG-10 11/13/14 FSG SG-ii 11/13/14 FSG SG-12 12/19/15 FSG SG-13 12/19/15 FSG SG-14 12/19/15 FSG SG-15 12/19/15 FSG SG-16 01/06/15 FSG SG-17 04/21/15 FSG SG-18 04/21/15' FSG SG-19 04/21/15 FSG SG-20 05/01/15 FSG SG-21 05/01/15 FSG SG-22 05/01/15 FSG SS-1 10/23/14 103 SS-2 10/23/14 109 SS-3 10/23/14 108 55-4 10/23/14 104 SS-5 10/23/14 108 SS-6 10/23/14 108 SS-7 10/23/14 105 55-8 10/23/14 109 SS-9 10/23/14 108 SS-10 10/23/14 110 55-11 10/23/14 110 SS-12 10/23/14 109 SS-13 10/23/14 102 SS-14 10/23/14 98 55-15 10/24/14 96 SS-16 10/24/14 95 SS-17 10/24/14 96 SS-18 10/24/14 95 SS-19 10/24/14 93 SS-20 10/24/14 92 SS-21 10/24/14 93 SS-22 10/24/14 94 55-23 11/04/14 105 SS-24 11/04/14 FG SS-25 11/04/14 FG SS-26 11/04/14 FG SS-27 11/05/14 FG SS-28 11/10/14 93 6 121.0 22.6 108.6 6 121.0 17.6 110.1 6 121.0 17.2 109.5 6 121.0 17.3 110.3 2 123.0 12.9 118.6. 2 123.0 10.3 120.0 2 123.0 11.0 117.7 2 123.0 12.6 . 117.9 2 123.0 11.9 118.4 2 123.0 10.1 117.2 5 121.5 . 10.5 115.4 5 121.5 9.2 115.9 5 121.5 . 9.8 116.1 5 121.5 10.3 115.0 6 121.0 15.3 114.8 B-i 119.0 6.4 116.2 B-i 119.0 6.9 115.3 B-i 119.0 7.7 115.8 B-i 119.0 10.6 , 114.6 B-i 119.0 10.9 108.3 B-i 119.0 10.7 112.5 3 120.0 11.9 108.4 3 120.0 12.01 109.5 3 120.0 12.1 110.1 2 123.0 12.6 115.1 3 120.0 12.3 103.5 3 120.0 12.5 111.6 2 123.0 11.3 112.2 3 120.0 14.3 108.9 3 120.0 12.1 . 108.2 2 123.0 11.4 114.5 3 120.0 11.9 109.7 3 120.0 11.6 108.3 2 123.0 12.2 . 112.5 2 123.0 11.0 112.1 2 123.0 12.0 113.0 2 123.0 12.4 114.2 2 123.0 12.1 112.1 2 123.0 12.9 111.9 2 123.0 11.7 110.6 2 123.0 12.3 111.9 2 123.0 12.2 114.6 2 123.0 13.0 111.8 1 119.0 9.6 110.6 1 119.0 9.4 114.1 1 119.0 10.2 113.8 1 119.0 9.7 114.4 1 119.0 13.6 113.6 1 119.0 10.5 . 111.5 90 90 LTS NU 91 90 LTS NU 90 90 LTS NU 91 90 LTS NU 96 95: NU 98 95 NU 96 . 95 NU 96 95 NU 96 95 NU 95 .95 NU 95 .95. NU 95 95. . NU 96 95 . NU 95 .95 NU 95 . 95 NU 98 95 NU 97 95 NU 97 95 NU 96 90 NU 91 90 NU 95 .90 NU 90. 90 NU 91 90 NU 92 . 9Q NU 94 90 NU 86 90 55-6 NU 93 .90. NU 91 90 NU 91 90 NU 90 90 NU 93 90 NU 91 90 . NU 90 90 NU 91 90. NU 91 90. - NU 92 90 . . NU 93 : 90 NU 91 90 NU 91 90 NU 90 90 NU 91 90 NU 93 90 NU 91 90 . NU 93 90 NU 96 95 . NU 96 95 NU 96 95 NU 95 . : 95 : . . NU 94 90 . NU Document No. 14-0178 NN, ERDUP DELTA DENSITY TEST RESULTS Project No SD365 FIGURE C-8 Test Test Elevation! Soil Max. Dry Moisture Dry Relative Required Retest Test No. Date Location Type Density Content Density Compaction Compaction Number Method [ft] [pcfl [%] [pcf] [%] [%] SS-29 11/10/14 95 1 119.0 10.9 113.5 95 95 NU SS-30 11/14/14 93 1 119.0 11.4 113.8 96 95 MU SS-31 11/14/14 95 1 119.0 11.9 114.2 96 95 NU SS-32 11/14/14 103 1 119.0 12.2 114.0 96 95 NU SS-33 11/14/14 105 1 119.0 11.3 113.5 95 95 NU SW-1 01/30/15 FSG 2 123.0 10.1 119.0 97 90 NU SW-2 01/30/15 FSG 2 123.0 9.7 118.3 96 90 NU SW-3 01/30/15 FSG 2 123.0 10.3 119.1 97 90 NU SW-4 01/30/15 FSG 2 123.0 10.6 118.0 96 90 NU SW-5 01/30/15 FSG 2 123.0 9.6 117.5 96 90 MU SW-6 01/30/15 FSG 2 123.0 10.0 117.9 96 90 NU SW-7 02/13/15 FSG 2 123.0 10.2 114.9 93 90 NU SW -8 TEST NUMBER NOT USED SW-9 04/17/15 FSG 2 123.0 9.6 117.2 95 90 MU SW-10 04/17/15 FSG 2 123.0 9.2 118.0 96 90 NU SW-11 04/17/15 FSG 2 123.0 10.4 117.6 96 90 MU SW-12 04/17/15 FSG 2 123.0 8.9 118.5 96 90 MU SW-13 05/28/15 FSG B-7 123.0 9.6 111.4 91 90 MU SW-14 06/03/15 FSG 4 119.5 14.5 112.1 94 90 MU SW-15 06/03/15 FSG 5 121.5 10.8 109.0 90 90 NU SW-16 06/03/15 FSG 5 121.5 11.7 111.2 92 90 MU sw-li 07/17/15 FSG 5 121.5 11.2 115.5 95 90 NU SW-18 07/17/15 FSG 5 121.5 10.7 116.1 96 90 NU SW-19 07/17/15 FSG 5 121.5 11.4 116.3 96 90 MU S-20 07/17/15 FSG 5 121.5 10.9 115.9 95 90 NU SW-21 07/29/15 FSG 5 121.5 11.0 114.8 94 90 NU SW-22 07/29/15 FSG 5 121.5 10.8 106.5 88 90 SW-29 NU SW-23 07/29/15 FSG 5 121.5 9.0 118.0 97 90 MU SW-24 07/29/15 FSG 5 121.5 12.5 115.5 95 90 MU SW-25 07/29/15 FSG 5 121.5 11.9 109.6 90 90 MU SW-26 07/29/15 FSG 5 121.5 13.8 115.5 95 90 MU SW-27 07/29/15 FSG 5 121.5 12.8 110.6 91 90 NU SW-28 07/29/15 FSG 5 121.5 12.9 105.0 86 90 SW-30 NU SW-29 07/29/15 FSG 5 121.5 11.2 110.6 91 90 MU SW-30 07/29/15 FSG 5 121.5 12.5 111.1 91 90 NU W-1 10/30/14 FG 1 119.0 8.9 113.7 96 95 MU W-2 10/30/14 FG 1 119.0 9.2 114.0 96 95 NU W-3 10/30/14 FG 1 119.0 10.0 113.3 95 95 NU W-4 10/30/14 FG 1 119.0 10.8 112.5 95 95 MU W-5 10/30/14 FG 2 123.0 9.6 117.0 95 95 NU W-6 10/30/14 93 2 123.0 10.3 118.3 96 95 MU W-7 10/30/14 FG 2 123.0 9.9 118.8 97 95 MU W-8 10/30/14 FG 2 123.0 10.5 117.9 96 95 MU W-9 10/30/14 FG 2 123.0 10.7 118.6 96 95 MU W-10 11/04/14 FG 1 119.0 10.3 113.9 96 95 MU w-li 11/04/14 FG 1 119.0 9.4 113.6 95 95 MU W-12 11/18/14 FG 2 123.0 11.4 119.2 97 95 MU W-13 11/18/14 FG 2 123.0 10.9 118.8 97 95 MU Document No. 14-0178 GROUP DELTA DENSITY TEST RESULTS Project No. SD365 FIGURE C-9 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] 1%] [pcf] [%] [%] W-14 11/18/14 FG 2 123.0 11.6 119.5 97 95 NU WB 1 11/24/14 116 1 119.0 11.4 114.5 96 95 NU WB-2 11/24/14 117 1 119.0 10.6 116.8 98 95 NU WB-3 11/24/14 115 1 119.0 10.7 115.2 97 95 NU WB-4 11/24/14 114 1 119.0 10.3 114.3 96 95 •• NU WB-5 12/19/14 118 1 119.0 10.2 114.9 97 - 95 NU WB-6 12/19/14 120 1 119.0 9.9 113.7 96 95 NU Document No. 14-0178 DUP DELTA DENSITY TEST RESULTS Project No SD365 FIGURE C-b Test Test Elevation! AC Hveem Rice Field Air Relative Relative Required No. Date Station Type Density Density Density Voids Compaction Compaction Compaction IN [pcf] [pcfJ [pcf] [%] (Hveem) [%] (Rice) [%] Rice [%] AC-1 11/24/14 FG AC-1 152.8 160.5 149.8 6.7 98 93 91-97 AC-2 11/24/14 FG AC-1 152.8 160.5 - 149.5 6.9 98 93 91-97 AC-3 11/24/14 FG AC-1 152.8 160.5 153.1 4.6 100+ 95 91-97 AC-4 11/24/14 FG AC-1 152.8 160.5 154.1 4.0 100+ 96 91-97 AC-5 11/24!14 FG AC-1 152.8 160.5 149.8 6.7 98 93 91-97 AC-6 11!24/14 FG AC-1 152.8 160.5 150.2 6.4 98 94 91-97 AC-7 11/24/14 FG AC-1 152.8 160.5 151.9 5.4 99 95 91-97 AC-8 11/24/14 FG AC-1 152.8 160.5 147.3 8.2 96 '92 91-97 AC-9 11/24/14 FG AC-1 152.8 160.5 149.8 6.7 98 93 91-97 AC-1 11/24/14 FG AC-1 152.8 160.5 153.2 4.5 100+ 95 91-97 AC-11 11/24/14 FG AC-1 152.8 160.5 151.9 5.4 99 95 91-97 AC-12 11/24/14 FG AC-1 152.8 160.5 149.0 7.2 98 93 91-97 AC-13 11/24/14 FG AC-1 152.8 160.5 147.4 8.2 96 92 91-97 AC-14 11/24/14 FG AC-1 152.8 160.5 148.2 7.7 97 92 91-97 AC-15 11/24/14 FG AC-1 152.8 160.5 147.5 8.1 97 92 91-97 AC-16 11/24/14 FG AC-1 152.8 160.5 148.3 7.6 97 92 91-97 AC-17 11/24/14 FG AC-2 153.3 160.1 148.0 7.6 97 92 91 -97 AC-18 11/24/14 FG AC-2 153.3 160.1 155.3 3.0 100+ 97 91-97 AC-19 11/24/14 FG AC-2 153.3 160.1 149.1 6.9 97 93 91-97 AC-20 11/24/14 FG AC-2 153.3 160.1 149.0 6.9 97 93 91-97 AC-21 11/24/14 FG AC-2 153.3 160.1 153.8 3.9 100+ 96 91-97 AC-22 11/24/14 FG AC-2 153.3 160.1 150.9 5.7 98 94 91-97 AC-23 11/24/14 FG AC-2 153.3 160.1 149.8 6.4 98 94 91-97 AC-24 11124/14 FG AC-2 153.3 160.1 155.4 2.9 100+ 97 91-97 AC-25 11/24/14 FG AC-2 153.3 160.1 150.1 6.2 98 94 91-97 AC-26 11/24/14 FG AC-2 153.3 160.1 151.2 5.6 99 94 91-97 AC-27 11/24/14 FG AC-2 153.3 160.1 155.8 2.7 100+ 97 91-97 AC-28 11/24/14 FG AC-2 153.3 160.1 148.4 7.3 97 93 91 -97 AC-29 11/24/14 FG AC-2 153.3 160.1 154.1 3.7 100+ 96 91-97 ACL30 11/24/14 FG AC-2 153.3 160.1 146.7 8.4 96 92 91-97 AC-31 11/24/14 FG AC-2 153.3 160.1 148.0 7.6 97 92 91-97 AC-32 11/24/14 FG AC-2 153.3 160.1 152.8 4.6 100 95 91-97 AC-33 01/13/15 FG AC-3 151.5 155.8 150.3 3.5 99 96 91 -97 AC-34 01/13/15 FG AC-3 151.5 155.8 150.5 3.4 99 97 91-97 AC-35 01/13/15 FG AC-3 151.5 155.8 151.5 2.8 100 97 91-97 AC-36 01/13/15 FG AC-3 151.5 155.8 150.2 3.6 99 96 91 -97 AC-37 01/13/15 FG AC-3 151.5 155.8 150.4 3.5 99 97 91-97 AC-38 01/13/15 FG AC-3 151.5 155.8 149.8 3.9 99 96 91-97 AC-39 01/13/15 FG AC-3 151.5 155.8 150.1 3.7 99 96 91 -97 AC-40 01/13/15 FG AC-3 151.5 155.8 150.6 3.3 99 97 91 -97 AC-41 01/13/15 FG AC-3 151.5 155.8 149.6 4.0 99 96 91-97 AC-42 01/13/15 FG AC-3 151.5 155.8 150.3 3.5 99 96 91-97 AC-43 01/13/15 FG AC-3 151.5 155.8 150.9 3.1 100 97 91-97 AC-44 01/13/15 FG AC-3 151.5 155.8 149.4 4.1 99 96 91 -97 U