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Home My WebLink AboutCT 2018-0002; Aviara Apartments – East Parcel; FINAL SOILS REPORT; 2024-07-01 AS-GRADED GEOTECHNICAL REPORT AVIARA APARTMENTS – EAST PARCEL 6145 LAUREL TREE LANE CARLSBAD, CALIFORNIA 92009 Prepared for BRIDGE HOUSING 4142 Adams Avenue, Suite 103-627 San Diego, CA 92116 Prepared by GROUP DELTA CONSULTANTS, INC. 9245 Activity Road, Suite 103 San Diego, California 92126 Project No. SD722 July 1, 2024 9245 Activity Road, Suite 103, San Diego, CA 92126 TEL: (858) 536-1000 Anaheim – Irvine – Ontario – San Diego – Torrance www.GroupDelta.com BRIDGE Housing July 1, 2024 4142 Adams Avenue, Suite 103-627 Project No. SD722 San Diego, California 92116 Attention: Mr. Jeff Williams, Senior Project Manager SUBJECT: AS-GRADED GEOTECHNICAL REPORT Aviara Apartments – East Parcel 6145 Laurel Tree Lane Carlsbad, California, 92011 Mr. Williams: Group Delta Consultants, Inc. (Group Delta) is submitting this As-Graded Geotechnical Report summarizing the results of geotechnical testing and observation services provided during construction of the Aviara Apartments East Parcel project. Geotechnical testing and observation services were provided for: 1) remedial grading of the building pad and the exterior surface improvements, 2) placement of fill to establish site pad elevations, 3) installation of temporary and permanent shoring, 4) foundation excavations, 5) backfill of utility trenches, 6) backfill of retaining walls, and 7) pavement construction (collectively referred to as earthwork construction). In our professional opinion, the geotechnical aspects of earthwork construction were conducted in general accordance with the intent of our geotechnical recommendations and the project plans. We appreciate the opportunity to be of professional service. Please feel free to contact the office with any questions or comments, or if you need anything else. GROUP DELTA CONSULTANTS Charles Robin (Rob) Stroop, G.E. 2298 Associate Geotechnical Engineer Distribution: Addressee – Jeff Williams (jwilliams@bridgehousing.com) 03/31/26 As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel July 1, 2024 BRIDGE Housing Page i 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................ 1 1.1 Scope of Services .................................................................................................... 1 1.2 Site Description ....................................................................................................... 2 1.3 Project Description ................................................................................................. 2 1.4 Construction Summary ........................................................................................... 2 2.0 SUBSURFACE CONDITIONS ........................................................................................... 2 2.1 Young Alluvium ....................................................................................................... 2 2.2 Undocumented Fill .................................................................................................. 3 2.3 Groundwater........................................................................................................... 3 3.0 LABORATORY TESTING ................................................................................................. 3 4.0 EARTHWORK CONSTRUCTION OPERATIONS ................................................................ 3 4.1 Remedial Earthwork ................................................................................................ 3 4.2 New Artificial Fill ..................................................................................................... 4 4.2.1 Pad Preparation Fill Placement and Compaction ........................................ 4 4.2.2 Utility and Retaining Backfill Fill Placement and Compaction ..................... 5 4.3 Pavement Subgrade ................................................................................................ 5 4.4 Pavements .............................................................................................................. 5 4.5 Shoring Construction .............................................................................................. 6 5.0 GEOTECHNICAL EVALUATION AND CONCLUSIONS ....................................................... 6 6.0 LIMITATIONS ................................................................................................................ 6 7.0 REFERENCES ................................................................................................................. 7 As-Graded Report Project No. SD722 Aviara Apartments – East Parcel July 1, 2024 BRIDGE Housing Page ii 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx FIGURES Figure 1 – Site Vicinity Map PLATES Plate 1 – As-Graded Geotechnical Map Plate 2 – Field Density Test Locations APPENDICES Appendix A – Laboratory Testing Appendix B – Field Density Test Results Appendix C – Shoring Observations As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel July 1, 2024 BRIDGE Housing Page 1 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx 1.0 INTRODUCTION This As-Graded Geotechnical report summarizes the geotechnical testing and observation services provided by Group Delta Consultants, Inc. (Group Delta) during the earthwork construction for the Aviara Apartments East Parcel project in the City of Carlsbad, California. Earthwork construction comprised: 1) remedial grading of the building pad and the exterior surface improvements, 2) placement of fill to establish site pad elevations, 3) installation of temporary and permanent shoring, 4) foundation excavations, 5) backfill of utility trenches, 6) backfill of retaining walls, and 7) pavement construction. 1.1 Scope of Services Group Delta prepared this report per the referenced proposal (Group Delta, 2022a) and additional service requests (Group Delta, 2022b, 2022d, and 2024). Field technicians completed field density testing and provided full-time observation during the earthwork for the building pad, the backfill of retaining walls, and the backfill for utility trenches and part-time observation of the subgrade preparation and pavement construction. Field Engineers provided full-time observation of the installation of soldier piles and lagging for the temporary and permanent shoring wall. This testing and observation assisted in developing professional opinions regarding whether the geotechnical aspects of the earthwork construction were conducted in accordance with our recommendations (Group Delta, 2022c, 2023a, 2023b) and the project plans. The general contractor was the Wermers Companies (Wermers), the earthwork contractor was Qwest Engineering Inc., the subsurface utility backfill contractor was TUI, and the shoring construction contractor was Elliot Drilling. Wermers coordinated our full and part time testing and observation services. Our services did not include supervision or direction of the work of Wermers, their subcontractors, employees, or agents. We provided the following services for the project between January 12, 2023, and April 15, 2024. • Laboratory testing of soils, aggregate base, and asphalt concrete. The laboratory test results are summarized in Appendix A. • The above described field observation and testing services. The field density test results are provided in Appendix B. The field density test locations are shown on Plates 1 and 2. • Preparation of daily field reports summarizing the activities for each day of earthwork construction, and documenting the hours spent in the field by our technicians. Copies of these reports were distributed to BRIDGE Housing during construction and are retained in our project files. • As-needed geotechnical engineering consultation. • Preparation of this As-Graded Geotechnical report. As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel June 28, 2024 BRIDGE Housing Page 2 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx 1.2 Site Description The project site is a triangular shaped parcel located northeast of the intersection of Laurel Tree Lane and Aviara Parkway in Carlsbad, California, as shown on Figure 1. An ephemeral creek channel with abundant vegetation borders the project site to the north. Prior to earthwork construction, the project site was lightly vegetated and relatively level with elevations ranging from west to east of about 90 to 100 feet (NGVD 29) and slopes descended from the roadways to the west and south down to the project site. Perimeter site civil retaining walls replaced these slopes. 1.3 Project Description The project consisted of the construction of a new 70 unit, four-story, “tuck under” apartment buildings. The structure is wood framed and supported by post-tension mat slab foundations. The finished floor elevation is 98.10 feet. The project also included construction of perimeter site civil retaining walls consisting of concrete masonry units or permanent soldier pile and timber lagging shoring, underground utilities, stormwater best management practices (BMPs), trash enclosures, and paved driveways and parking areas. The stormwater BMPs consisted of 72-inch diameter perforated underground retention systems. The site improvements are shown on Plates 1 and 2. 1.4 Construction Summary Remedial grading was completed to prepare the subgrade for the building foundations and exterior surface improvements. The bottoms of the excavations were compacted, and the excavations were backfilled with new fill. Fill was then placed to establish site pad elevations. On-site and import soils were used for fill. Construction of the apartment buildings and exterior surface improvements followed the preparation of the pad. Plate 1 shows the limits of grading. 2.0 SUBSURFACE CONDITIONS The site is located in an alluvial canyon just south of a natural drainage channel. Prior to construction the site was underlain by undocumented fill ranging from 5- to 13-feet thick across the site. Holocene-age young alluvium lies below the fill varying in thickness ranging from 4 to 15 feet. Sandstones and claystones associated with the Eocene-age Santiago Formation are below the alluvium at depth across the site. The geologic units observed by Group Delta at the site during earthwork are described below. 2.1 Young Alluvium Holocene-age young alluvium was encountered in the overexcavation for the building pad. The young alluvium soils consisted of sandy clay, clayey sands, and silty sands (CL, SC, and SM). The young alluvial soils are buried below new compacted fills within the limits of grading shown on Plate 1. As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel June 28, 2024 BRIDGE Housing Page 3 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx 2.2 Undocumented Fill The undocumented fill consisted of clayey sand and sandy lean clay (SC and CL). The undocumented fill was observed to be saturated in some locations due to rainfall and existing leaking utilities. The remedial grading removed the undocumented fill entirely within the plan limits building pad as recommended in the referenced geotechnical report (Group Delta, 2022C). The undocumented fill was removed to the extent of overexcavation recommended in the referenced geotechnical report (Group Delta, 2022c) within the plan limits of the exterior surface improvements. 2.3 Groundwater Prior subsurface exploration encountered groundwater an elevation of about 79 to 80 feet (Group Delta, 2022c). Groundwater was observed approximately at these elevations during the drilling for the installation of the soldier piles located near the corner of Aviara Parkway and Laurel Tree Lane. 3.0 LABORATORY TESTING Laboratory testing of the materials used for fill, backfill, and pavement base is described in Appendix A. The maximum density and optimum moisture content of these materials were determined per ASTM D1557. Six subgrade soil samples (sample no. 4 through 9) were collected insitu from the finished pad and were tested for particle size analysis, Atterberg Limits, expansion index, and soluble sulfate content. The locations of these six samples are shown on Plate 1. The laboratory tests indicate the finish pad grade soils for the building primarily consist of sandy lean clay (CL), have a very low to low potential for expansion, and have a negligible potential for sulfate attack. The results of the laboratory tests are provided in Appendix A. A soil sample from the pavement subgrade was collected for R-Value testing in general accordance with CT301. The results are summarized in Appendix A. The Hveem density of asphalt concrete used for paving onsite was evaluated in the laboratory in general accordance with ASTM D2726. The results are summarized in Appendix A. 4.0 EARTHWORK CONSTRUCTION OPERATIONS The following sections describe the geotechnical aspects of earthwork construction operations. 4.1 Remedial Earthwork As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel June 28, 2024 BRIDGE Housing Page 4 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx Remedial grading was completed as recommended in the referenced geotechnical report (Group Delta, 2022c) as shown in the table below to prepare the subgrade for the building foundations and exterior surface improvements. REMEDIAL EARTHWORK REQUIREMENTS Type of Improvement Minimum Depth of Overexcavation Lateral Extent of Overexcavation beyond Improvement Main Building Foundations ~ 10 feet (all Undocumented Fill) 5 feet Accessory Building Foundations 2 feet below bottom of footing 2 feet Exterior Surface Improvements 2 feet below finished subgrade 2 feet Overexcavation was completed to elevations ranging from 86 to 89 feet within the building limits, as shown on Plate 1. Overexcavation was completed to elevations ranging from 88 to 92 feet outside the building limits, as shown on Plate 1. The bottoms of the remedial excavations were compacted and prepared for placement and compaction of new artificial fill. 4.2 New Artificial Fill On-site and import soils were used for new artificial fill. Soils were processed, placed, and compacted to finished subgrade. When encountered, saturated onsite soils were mixed with dry granular import soils to achieve the optimum moisture contents required for proper compaction. New artificial fill was placed from the above described bottom of excavation elevations to the finished pad elevations. Artificial fill was also placed as backfill within utility trench excavations and behind retaining walls. Artificial fill soils were derived from the existing on-site soils and approved import material. Soils were imported from near-by projects at 1967 North Vulcan Avenue and 10933 North Torrey Pines Road, in Encinitas and San Diego, California. These soils mostly consisted of clayey sands (SC). 4.2.1 Pad Preparation Fill Placement and Compaction Scrapers, dozers, compactors, graders, excavators, and other construction equipment were used to process and place fill. Compactive effort was applied by wheel rolling with the equipment, tracking with dozers, and/or compaction with vibratory tampers. Group Delta performed field moisture and density tests during fill placement in general accordance with ASTM D6938. The results of these tests are summarized in Appendix A. The approximate test locations are also shown on Plates 1 and 2. The field density test locations and elevations are based on available field survey information provided by Wermers and their subcontractors and should only be considered approximate estimates. The estimated locations As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel June 28, 2024 BRIDGE Housing Page 5 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx and elevations should not be used for preparing cross sections, or in any case, for the purpose of after-the-fact evaluating of the sequence of fill placement. 4.2.2 Utility and Retaining Backfill Fill Placement and Compaction Subsurface utilities were placed in trenches excavated for electrical, storm drain, water, and sanitary sewer utilities. Pipe zone materials, including gravel, shade sand, or cement slurry were placed prior to backfilling the trench excavations. The bottoms of the excavations were compacted and the trenches were backfilled with properly processed, placed, and compacted fill to finish subgrade elevations. The area between the back of site civil retaining walls and temporary slopes or temporary shoring was also backfilled with properly processed, placed, and compacted fill to finish subgrade elevations. Compactive effort for backfill was applied using a combination of excavators utilizing a sheepsfoot roller, hand-operated compactors, or hand tampers as needed. Group Delta performed field moisture and density tests during fill placement in general accordance with ASTM D6938. The approximate test locations are shown on Plate 2. The field density test locations and elevations are based on available field survey information provided by the contractor and should only be considered rough estimates. The estimated locations and elevations should not be used for preparing cross sections, or in any case, for the purpose of after-the-fact evaluating of the sequence of fill placement. 4.3 Pavement Subgrade Pavement subgrade was prepared prior to the paving operation by scarifying and re-compacting the upper 12-inches of fill. Where soft, yielding, and/or saturated subgrade was encountered, the subgrade was overexcavated 12- to 24-inches and stabilized with Tensar TX160 Geogrid and placed and compacted aggregate base. The geogrid was placed on the bottom of the excavation. A second layer was placed over the compacted aggregate base where additional subgrade yielding was observed. Group Delta performed one R-Value test on a sample of the pavement subgrade soil that resulted in an R-Value of 24. The results of this test are presented in Appendix A. The location is shown on Plate 1. 4.4 Pavements Aggregate base was usually placed with a skip loader and compacted with a smooth drum vibratory roller compactor prior to asphalt concrete paving. Asphalt concrete was generally placed and processed into thin lifts using a paver, skidsteer, backhoe, and hand tools. Breakdown and finish rolling were usually provided by a variety of smooth drum rollers and vibratory tampers. As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel June 28, 2024 BRIDGE Housing Page 6 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx Group Delta performed field density tests on aggregate base in general accordance with ASTM D6938. Group Delta performed field density tests on asphalt concrete following compaction in general accordance with ASTM D2950. The results of these tests are summarized in Appendix A. The approximate test locations are shown on Plate 2. 4.5 Shoring Construction Shoring was installed for the construction of the retaining wall at the southwest corner of the site, near the intersection of Laural Tree Lane and Aviara Parkway. The shoring system constructed included a soldier pile and timber lagging retaining wall consisting of 14 soldier piles. The shoring system consists of temporary and permanent portions. A detailed account of the installation procedure, a table of our observations, and the general layout of the shoring system is presented in Appendix C. 5.0 GEOTECHNICAL EVALUATION AND CONCLUSIONS It is our opinion that the geotechnical aspects of the construction activities described in this report and observed and tested by Group Delta were conducted in general accordance with the intent of our geotechnical recommendations (Group Delta, 2022c, 2023a, and 2023b) and the project grading plans (Hunsaker & Associates, 2022). It is further our opinion the soil properties for new compacted fill should meet those recommended in the referenced geotechnical reports (Group Delta, 2022c, 2023a, 2023b) and restated on the project structural plans (VCA Structural, 2022). Laboratory tests conducted on soil samples collected from finished pad grade indicate that the new building is generally underlain by sandy lean clay (CL) with a very low to low expansion potential. The results of our field testing indicate the placement and compaction of fill, backfill, and aggregate base, and the preparation of soil subgrades achieved at least 90 or 95 percent relative compaction (as required), at the locations tested, as evaluated in general accordance with ASTM D1557. The results of our field testing indicate the placement and compaction of asphalt concrete achieved at least 95 percent relative compaction, at the locations tested, as evaluated in general accordance with ASTM D2726. The locations of our field density tests and observations were located within the limits of grading as depicted on Plates 1 through 2. Our conclusions are based on observations and tests conducted between January 12, 2023, and April 15, 2024. 6.0 LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. Our observations and testing do not imply a guarantee or warranty of the Contractor’s work. We accept no responsibility for any subsequent changes made by others, by uncontrolled action of water, or by failure of others to properly repair damages by uncontrolled action of water. No warranty, express or implied, is made as to the conclusions and opinions included in this report. As-Graded Geotechnical Report Project No. SD722 Aviara Apartments – East Parcel June 28, 2024 BRIDGE Housing Page 7 2024-07-01 Bridge Housing Aviara Apts As-Graded Rpt (Group Delta 23-0031).docx 7.0 REFERENCES American Society for Testing and Materials (2022). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock (I); Volume 04.09 Soil and Rock (II); Geosynthetics, ASTM, West Conshohocken, PA. Group Delta (2022a). Proposal For Geotechnical Services, Aviara Apartments – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, Proposal No. SD21-066, January 20. Group Delta (2022b). Proposal for Change Order (No. 1), Aviara Apartments – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, Proposal No. SD22-098, August 26. Group Delta (2022c). Report of Geotechnical Investigation, Aviara Apartments – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, Project No. SD722, October 24. Group Delta (2022d). Proposal for Construction Phase Geotechnical Services, Aviara Apartments Change Order No. 2) – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, Proposal No. SD22-083, October 27. Group Delta (2023a). Addendum No. 1, Report of Geotechnical Investigation, Aviara Apartments – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, Project No. SD722, February 16. Group Delta (2023b). Addendum No. 2: Carport Pole Foundations, Aviara Apartments – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, Project No. SD722, July 25. Group Delta (2024). Request for Change Order (No. 3) / Estimate to Completion, Aviara Apartments – East Parcel, 6145 Laurel Tree Lane, Carlsbad, California 92009, April 25. Hunsaker & Associates (2022). Grading Plans and Onsite Improvements For: Aviara Apartments East, 6145 Laurel Tree Lane, Carlsbad, California 92009, December 15. Shoring Design Group (2022). Shoring Plans for: Aviara Apartments East, 6145 Laurel Tree Lane, Carlsbad, California 92009, December 7. VCA Structural (2022). Aviara Apartments, Carlsbad, CA; Structural Specifications (SD-1 to SN-3), Building Framing Plans (S-201.H, S-201 to S-204), Structural Details (SW0.1 to SW8.0;) VCA Project Number: 10-11209. FIGURES 1SD722 SITE VICINITY MAP FIGURE NUMBER:PROJECT NUMBER: FIL E P A T H : \\ 1 9 2 . 1 6 8 . 1 0 . 4 \ f i l e s $ \ P r o j e c t s \ S D \ S D 7 0 0 \ S D 7 2 2 B r i d g e H o u s i n g A v i a r a A p t s G e o t e c h n i c a l I n v e s t i g a t i o n \ 1 1 . D r a f t i n g \ S D 7 2 2 F i g u r e s 1 - 2 - 3 - 4 . d w g PL O T T E D D A T E : 4/1 1 / 2 0 2 2 1 1 : 1 0 : 5 4 A M S A V E D B Y : jo s e m i g u e l t AVIARA APARTMENTS-EAST PARCEL 6145 LAUREL TREE LANE CARLSBAD, CALIFORNIA 0 6000'3000' REFERENCE: SAN LUIS REY AND ENCINITAS QUADRANGLES (USGS, 2018) PROJECT SITE PLATES 0 40'80' FIL E P A T H : N: \ P r o j e c t s \ S D \ S D 7 0 0 \ S D 7 2 2 B r i d g e H o u s i n g A v i a r a A p t s G e o t e c h n i c a l I n v e s t i g a t i o n \ 1 1 . D r a f t i n g \ D e n s i t y T e s t L o c a t i o n s . d w g PL O T T E D D A T E : 6/ 2 7 / 2 0 2 4 1 1 : 2 2 : 3 1 A M S A V E D B Y : br e n d a a SD722 REFERENCE: HUNSAKER & ASSOCIATES, SAN DIEGO, INC, AVIARA APARTMENTS - EAST. (2022) AVIARA APARTMENTS-EAST PARCEL 6145 LAUREL TREE LANE CARLSBAD, CALIFORNIA AS-GRADED GEOTECHNICAL MAP PROJECT NUMBER PLATE NUMBER 1 N EXPLANATION: 1 2 3 4 5 6 789 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 26 27 28 29 30 31 32 33 34 35 36 53 APPROXIMATE GRADING TEST LOCATION 37 38 40 41 42 43 44 45 46 47 48 49 50 51 52 53 86.9 86.986.9 88.1 87.1 87.0 87.2 88.0 87.4 88.5 88.5 88.9 88.9 91.3 86.8 86.6 87.086.5 89.0 86.7 86.9 87.087.0 87.1 86.8 86.9 86.9 86.9 87.0 86.1 86.9 86.7 86.4 86.1 86.8 86.7 86.7 92.0 92.5 92.0 86.4 EXCAVATION BOTTOMS ELEVATION 4 7 69 8 5 LIMIT OF GRADING LABORATORY TEST SAMPLE NUMBER5 92.0 39 17 0 40'80' FIL E P A T H : N: \ P r o j e c t s \ S D \ S D 7 0 0 \ S D 7 2 2 B r i d g e H o u s i n g A v i a r a A p t s G e o t e c h n i c a l I n v e s t i g a t i o n \ 1 1 . D r a f t i n g \ D e n s i t y T e s t L o c a t i o n s . d w g PL O T T E D D A T E : 6/ 2 7 / 2 0 2 4 1 2 : 3 2 : 1 3 P M S A V E D B Y : br e n d a a SD722 REFERENCE: HUNSAKER & ASSOCIATES, SAN DIEGO, INC, AVIARA APARTMENTS - EAST. (2022) AVIARA APARTMENTS-EAST PARCEL 6145 LAUREL TREE LANE CARLSBAD, CALIFORNIA FIELD DENSITY TEST LOCATION MAP PROJECT NUMBER PLATE NUMBER 2 N EXPLANATION: SS - 4 SS - 6 SS - 5 SD - 1 1 SD - 1 2 E- 1 E-2 SD - 5 SD - 2 SD - 1 SD - 3 SD - 4 SD - 6 SD - 7 SD - 8 SD - 9 SD - 1 0 SS - 3 SS - 2 SS - 1 W-1 4 W-1 3 W-1 5 W- 1 6 W-1 8 W-1 7 SD-19 STORM DRAIN SS-6 SANITARY SEWER W-18 WATER LINE WB-34 WALL BACKFILLXX-## TYPE OF TEST TEST NUMBER REPRESENTS APPROXIMATE LOCATION OF FIELD DENSITY TEST SD - 1 4 SD - 1 3 SD - 1 5 SD - 1 6 SD - 1 9 SD - 1 8 SD - 1 7 AC - 1 6 AC - 1 8 AC - 1 7 AC - 1 9 AC - 2 0 AC - 2 2 AC - 2 3 AC - 2 4 AC - 2 1 AC - 2 5 AC - 2 7 AC - 2 8 AC - 2 6 AC - 2 9 AC - 3 0 AC - 3 1 AC - 3 3 AC - 3 5 AC - 3 2 AC - 3 6 AC - 3 7 AC - 3 4 AC - 1 5 AC - 1 2 AC - 1 4 AC - 1 1 AC - 1 0 AC - 1 3 AC - 8 AC - 9 AC - 7 AC - 6 AC - 5 SG - 9 SG - 3 SG - 2 1 SG - 2 2 SG - 2 3 SG - 2 SG - 2 0 SG - 1 9 SG - 1 SG - 1 2 SG - 1 8 SG - 4 SG - 1 3 SG - 1 4 SG - 5 SG - 6 SG - 1 0 SG-7 SG - 1 7 SG - 1 5 SG - 1 6 SG - 1 1 SG - 8 AB - 1 WB - 1 3 WB - 1 6 WB - 2 8 WB - 1 7 WB - 2 9 WB - 1 4 WB - 2 0 WB - 2 3 WB - 3 0 WB - 2 6 WB - 2 1 WB - 1 8 WB - 3 1 WB - 2 4 WB - 1 5 WB - 3 2 WB - 2 7 WB - 4 WB - 2 WB - 1 9 WB - 3 3 WB - 2 2 WB - 3 4 WB - 2 5 WB - 3 WB - 5 WB - 6 WB - 7 WB - 8WB - 9WB - 1 0 WB - 1 1WB - 1 2 E-2 ELECTRIC SG-42 SUBGRADE SOIL AB-1 AGGREGATE BASE AC-37 ASPHALT CONCRETE SG - 3 2 SG - 3 1 SG - 2 8 SG - 3 0 SG - 2 9 SG - 2 4 SG - 2 5 SG - 2 6 SG - 2 7 AC - 2 W- 6W- 1 2 W-3 W-4 AC - 4 W-7 W-8 AC - 1 W- 1 1 W- 5 W-2 W-1 W-9 W-1 0 AC - 3 SG - 4 2 SG - 4 1 SG - 4 0 SG - 3 9 SG - 3 8 SG - 3 7 SG - 3 6 SG - 3 3 SG - 3 5 SG - 3 4 WB - 1 APPENDIX A LABORATORY TESTING APPENDIX A LABORATORY TESTING 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 and 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 or Caltrans, the reference only applies to the specified laboratory test method, which has been used only as a guidance document for the general performance of the test and not as a “Test Standard”. A brief description of the various tests performed for this project follows. Classification: Soils were classified visually according to the Unified Soil Classification System as established by the American Society of Civil Engineers per ASTM D2488. Maximum Density/Optimum Moisture: The maximum density and optimum moisture of fill soil and aggregate base samples were determined using ASTM D1557. The test results are summarized in Figures A-1 and A-2. Expansion Index: The expansion potential of selected finished pad subgrade soil samples and a select sample of the import soil from the UCSD Theatre District Living and Learning Neighborhood project was estimated in general accordance with the laboratory procedures outlined in ASTM D4829. The test results are summarized in Figures A-1 and A-2. Figure A-4 also presents common criteria for evaluating the expansion potential based on the expansion index. Sulfate Content: To assess the potential for reactivity with concrete, selected finished pad subgrade 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 general accordance with ASTM D516. The test results are presented in Figures A-1 and A-2. Figure A-4 also presents common criteria for evaluating soluble sulfate content. Particle Size Analysis: A particle size analysis was performed for a select sample of the import soil from the UCSD Theatre District Living and Learning Neighborhood project in general accordance with ASTM D6913 and were used to supplement visual soil classifications. The test results are summarized in Figures A-1 and A-2. R-Value: R-Value tests were performed on select rough subgrade soil samples for new pavements in general accordance with Caltrans Test Method 301. The test results are shown in Figures A-1 and A-2. Atterberg Limits: ASTM D4318 was used to determine the liquid and plastic limits, and plasticity index of selected soil samples. The test results are presented in Figures A-1 and A-2. Hveem Density: The Hveem densities of asphalt concrete comprised of a density provided by the plant, and another was determined using ASTM D2726. The reference values provided are summarized in Figure A-2. SUMMARY OF LABORATORY TESTING RESULTS Project No. SD722 Aviara Apartments - East Parcel Maximum Density Optimum Moisture Content Rock Contentb Correction Passing 3- inch Sieve Passing 3/4- inch Sieve Passing No. 4 Sieve Passing No. 200 Sieve Sulfate Content pcf%%%%%%% 1A 118.2 11.3 0 1B 119.8 10.8 5 1C 121.5 10.3 10 1D 123.2 9.8 15 1E 125.0 9.2 20 1F 126.8 8.7 25 2A 119.1 11.3 0 2B 120.7 10.8 5 2C 122.4 10.3 10 2D 124.0 9.8 15 2E 125.8 9.2 20 2F 127.6 8.7 25 Middle of Site Clayey Sand (SC) Yellowish Brown 120.5 10.5 ------ 100 98 95 43 ------ NW Building Pad Sandy Lean Clay (CL) Dark Yellowish Brown ------ 21 -- 100 99 98 55 29 10 -- SW Building Pad Lean Clay with Sand (CL) Dark Yellowish Brown ------ 35 -- 100 100 99 72 35 14 -- E. Middle Building Bad Sandy Lean Clay (CL) Yellowish Brown ------ 25 -- 100 99 97 54 30 13 -- NW Building Pad Sandy Lean Clay (CL) Dark Yellowish Brown ----------------------0.01 SW Building Pad Lean Clay with Sand (CL) Dark Yellowish Brown ----------------------<0.01 E. Middle Building Bad Sandy Lean Clay (CL) Yellowish Brown ----------------------<0.01 Stockpile Onsite Recycled Aggregate Base -- 113.8 15.3 3 ------------------ Stockpile (SW Corner of Site) Clayey Sand (SC) Yellowish Brown 120.3 11.1 1.5 23 ---------------- E. Side of Site - trench spoils Clayey Sand (SC) Dark Yellowish Brown ------ 28 ---------------- 1967 N. Vulcan Ave. Encinitas Clayey Sand (SC)Dark Brown 129.9 7.8 4.2 ------------------ 11 12 13 7 8 10 4 5 6 9 3 ---------- 36 ----1 --2 Windrow On- Site Clayey Sand (SC) Dark Yellowish Brown -- N/W Corner Clayey Sand (SC) Dark Yellowish Brown 34 -- Corrosivity (ASTM D516) Liquid Limit (LL) ---- --99 96 Atterberg Limits (ASTM D4318)c Plasticity Index (PI) 100 Sample No.a Sample Location Sample Description Lab Assignment Sheet Color Compaction (ASTM D1557 & D4718) Expansion Index (ASTM D4829) Particle Size Distribution (ASTM D6913) R-Value (CT301) Figure A-1 SUMMARY OF LABORATORY TESTING RESULTS Project No. SD722 Aviara Apartments - East Parcel Maximum Density Optimum Moisture Content Rock Contentb Correction Passing 3- inch Sieve Passing 3/4- inch Sieve Passing No. 4 Sieve Passing No. 200 Sieve Sulfate Content pcf%% %%%% % Corrosivity (ASTM D516) Liquid Limit (LL) Atterberg Limits (ASTM D4318)c Plasticity Index (PI) Sample No.a Sample Location Sample Description Lab Assignment Sheet Color Compaction (ASTM D1557 & D4718) Expansion Index (ASTM D4829) Particle Size Distribution (ASTM D6913) R-Value (CT301) 14A 140.2 7.2 0 14B 141.2 6.9 5 14C 142.1 6.6 10 14D 143.1 6.3 15 14E 144.1 6 20 14F 145.1 5.7 25 ------------------------------ 16A 120.9 10.4 0 16B 122.3 9.9 5 16C 123.7 9.5 10 16D 125.1 9 15 16E 126.6 8.5 20 16F 128.1 8.1 25 Upper 12" of Finish Subgrade in Driveway B Clayey Sand (SC) Yellowish Brown -------- 24 -------------- -------------- ---- Notes: a Designations for variable rock content are shown, where applicable. b Rock Content is the retained coarse percentange of soils, when more than five percent, for compaction testing purposes. -------------- 17 15 16 On site Stockpile Recycled Aggregate Base ------ 14 Entrance Approach off Laurel Tree Lane Crushed Aggregate Base -- Figure A-2 SUMMARY OF LABORATORY TESTING RESULTS Project No. SD722 Aviara Apartments - East Parcel Hveem Density Maximum Theoretical (Rice) Density Air Voids Passing 1- inch Sieve Passing 3/4-inch Sieve Passing 1/2-inch Sieve Passing 3/8-inch Sieve Passing No. 4 Sieve Passing No. 8 Sieve Passing No. 30 Sieve Passing No. 200 Sieve pcf pcf % % %%%%%%%% AC-1 Temporary Roadway - Superior Twin Oaks 149.9 - - --------- - AC-2 Driveway A & B Type III C3 1/2" Asphalt Escondido Plant #041 148.9 - - --------- - Particle Size Distribution (ASTM D5444) S-Value (CTM 304 and 366) Sample No.Sample Location Asphalt Type and Class Supplier and Plant Asphalt Density (ASTM D2726 & D2041)Asphalt Binder (ASTM D6307) Figure A-3 Project No. SD722 FIGURE A-4 EXPANSION TEST COMMON CRITERIA 0 EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very High SOLUBLE SULFATE CONTENT COMMON CRITERIA 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 LABORATORY TEST RESULTS APPENDIX B FIELD DENSITY TEST RESULTS APPENDIX B FIELD DENSITY TEST RESULTS The results of the field density tests taken during construction of the surcharge fill and the remedial grading at the subject site are presented in the following Figures B-1 through B-10. The elevations and locations of the field tests were determined by pacing and elevation data provided by Wermers and their subcontractors. The following abbreviations were used to describe the field density tests reported in Appendix B. The approximate locations of these tests are shown on Plates 1 through 2. AB = Aggregate Base AC = Asphalt Concrete CMU = Concrete Masonry Unit E = Electrical Trench Backfill FBG = Finish Base Grade FG = Finish Grade FS = Finish Surface FSG = Finish SubGrade NU = Nuclear Density RG = Rough Grade SD = Storm Drain Trench Backfill SG = SubGrade SS = Sanitary Sewer Trench Backfill SB = Soldier Beam W = Water Trench Backfill WB = Wall Backfill Figure B-1 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] 1 01/12/23 Bldg. Pad N. Side 89 1A 12.2 108.2 118.2 92 90 NU 2 01/12/23 Bldg. Pad N. Side 89 1A 11.6 106.9 118.2 90 90 NU 3 01/13/23 Private Driveway "A" 90 1A 13.9 107.7 118.2 91 90 NU 4 01/13/23 Parking N. Side 90 1A 13.2 109.3 118.2 92 90 NU 5 01/13/23 Parking NW of Bldg. Pad 93 1A 12.8 108.6 118.2 92 90 NU 6 01/13/23 Parking N. Side 92 1A 14.0 106.4 118.2 90 90 NU 7 01/13/23 Bldg. Pad NW corner 92 1A 14.3 106.2 118.2 90 90 NU 8 01/13/23 Bldg. Pad NW corner 92 1A 12.8 107.3 118.2 91 90 NU 9 01/13/23 W. of Bldg. Pad -NW corner 89 1A 11.9 108.9 118.2 92 90 NU 10 01/13/23 W. of Bldg. Pad -NW corner 89 1A 12.4 107.5 118.2 91 90 NU 11 01/26/23 Building pad, center 87 1A 15.1 106.8 118.2 90 90 NU 12 01/26/23 Building pad, east 87 1A 13.4 111.5 118.2 94 90 NU 13 01/26/23 Building pad, center 88 1A 14.3 107.9 118.2 91 90 NU 14 01/26/23 Building pad, east 89 1A 14.2 109.3 118.2 92 90 NU 15 01/26/23 Building pad, south 88 1A 14.9 107.6 118.2 91 90 NU 16 01/27/23 Edge of N. Pad 90 1A 15.2 108.2 118.2 92 90 NU 17 01/27/23 Center of fill area 90 1A 13.3 107.2 118.2 91 90 NU 18 01/27/23 N. Bldg. pad W. side 92 1A 14.1 108.5 118.2 92 90 NU 19 01/27/22 Edge of S. Pad 92 1A 15.2 106.9 118.2 90 90 NU 20 01/27/23 SW corner pad 88 1A 15.9 111.2 118.2 94 90 NU 21 01/27/23 S. Bldg. Pad 92 1A 14.3 108.8 118.2 92 90 NU 22 02/01/23 SE corner (footing) 93 1A 15.1 109.6 118.2 93 90 NU 23 02/01/23 South side (footing) 93 1A 13.5 107.5 118.2 91 90 NU 24 02/02/23 SW corner pad 91 1A 13.7 108.5 118.2 92 90 NU 25 02/02/23 SW corner pad 92 3 9.5 107.9 120.5 90 90 NU 26 02/02/23 E. End of N. Bldg. pad 95 3 11.7 108.5 120.5 90 90 NU 27 02/02/23 W. End of Pad at Roundabout 91 3 14.5 109.7 120.5 91 90 NU 28 02/02/23 W. End of Pad at Roundabout 93 3 13.9 109.5 120.5 91 90 NU 29 02/03/23 SW corner pad 93 3 12.8 108.2 120.5 90 90 NU 30 02/03/23 S. edge of bldg pad 92 3 13.2 109.4 120.5 91 90 NU 31 02/03/23 Bldg. pad S. side 94 3 13.4 108.9 120.5 90 90 NU 32 02/03/23 Bldg. pad S. side 96 3 12.9 109.7 120.5 91 90 NU 33 02/03/23 Center pad 92 3 13.0 107.9 120.5 90 90 NU 34 02/06/23 Center pad west end 94 3 10.8 113.9 120.5 95 90 NU 35 02/06/23 Center pad 92 3 12.4 109.9 120.5 91 90 NU 36 02/06/23 Bldg. pad SW section 94 3 11.2 109.3 120.5 91 90 NU 37 02/07/23 Footing SW corner 94 1B 9.8 107.7 119.8 90 90 NU 38 02/07/23 Footing S. Side 93 1B 10.2 108.6 119.8 91 90 NU 39 02/07/23 Footing S. Side 94 1B 10.6 108.3 119.8 90 90 NU 40 02/08/23 Garage pad N. Side FG 3 11.5 115.9 120.5 96 90 NU 41 02/08/23 Garage pad N. Side FG 3 9.3 119.1 120.5 99 90 NU 42 02/08/23 Garage pad N. Side FG 3 10.4 117.0 120.5 97 90 NU 43 02/08/23 Bldg. Pad N. Side FG 3 11.3 112.4 120.5 93 90 NU 44 02/08/23 Bldg. Pad N. Side FG 3 10.0 113.0 120.5 94 90 NU 45 02/08/23 Bldg. Pad N. Side FG 3 10.2 110.7 120.5 92 90 NU 46 02/08/23 Garage pad S. Side FG 3 11.5 114.6 120.5 95 90 NU 47 02/08/22 Garage pad S. Side FG 3 12.0 113.7 120.5 94 90 NU 48 02/08/23 Garage pad S. Side FG 3 11.7 115.2 120.5 96 90 NU 49 02/08/23 Bldg. pad S. Side FG 3 14.1 112.3 120.5 93 90 NU 50 02/08/23 Bldg. pad S. Side FG 3 10.1 115.3 120.5 96 90 NU FIELD DENSITY TEST RESULTS - GRADING Figure B-2 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] FIELD DENSITY TEST RESULTS - GRADING 51 02/08/23 Bldg. pad S. Side FG 3 12.3 113.9 120.5 95 90 NU 52 02/08/23 Bldg. pads @ juncture E. side FG 3 11.8 112.6 120.5 93 90 NU 53 02/09/23 Footing NW corner 91 3 13.3 111.7 120.5 93 90 NU Figure B-3 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] E-1 04/07/23 Electrical room NW pad 95 2 14.1 112.2 119.1 94 90 NU E-2 04/07/23 Electrical room NW pad 97 2 13.5 111.5 119.1 94 90 NU FIELD DENSITY TEST RESULTS - ELECTRIC Figure B-4 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] SD-1 03/07/23 12" SD - Line "B" 95 1A 15.1 109.3 118.2 92 90 NU SD-2 03/08/23 10" SD - Line "B" 95 1A 13.4 107.9 118.2 91 90 NU SD-3 03/08/23 12" SD - Line "B" 95 1A 14.4 106.4 118.2 90 90 NU SD-4 03/08/23 12" SD - Line "B" 95 1A 15.5 107.1 118.2 91 90 NU SD-5 03/08/23 10" SD - Line "B" 95 2 14.8 109.3 119.1 92 90 NU SD-6 03/08/23 18" SD Line "A" 92 1A 15.4 109.6 118.2 93 90 NU SD-7 03/08/23 18" SD Line "A" 94 1A 14.2 108.1 118.2 91 90 NU SD-8 0308/23 18" SD Line "A" 92 1A 14.6 107.7 118.2 91 90 NU SD-9 04/20/23 Area Drain @ Playground 96 11 14.4 108.1 120.7 90 90 NU SD-10 04/20/23 Area Drain @ Playground 96 11 14.7 108.7 120.7 90 90 NU SD-11 04/24/23 Manholes NW corner 93 1A 12.6 109.2 118.2 92 90 NU SD-12 04/24/23 Manholes NW corner 95 1A 13.2 110.4 118.2 93 90 NU SD-13 04/27/23 Manholes NW corner 96 1A 11.9 109.9 118.2 93 90 NU SD-14 04/27/23 Manholes NW corner 96 1A 12.3 110.2 118.2 93 90 NU SD-15 04/27/23 18" SD Line "A" 96 1A 12.8 108.3 118.2 92 90 NU SD-16 04/27/23 18" SD Line "A" 96 1A 11.5 109.0 118.2 92 90 NU SD-17 05/17/23 SD SW Section 96 1A 13.2 107.7 118.2 91 90 NU SD-18 05/18/23 SD SW Section 96 1A 12.1 109.4 118.2 93 90 NU SD-19 05/18/23 SD West Section 97 1A 12.5 108.4 118.2 92 90 NU FIELD DENSITY TEST RESULTS - STORM DRAIN Figure B-5 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] SS-1 02/21/23 North driveway 97 1A 12.2 113.3 118.2 96 90 NU SS-2 02/21/23 North driveway 97 1A 13.8 106.2 118.2 90 90 NU SS-3 02/21/23 North driveway 97 1A 14.1 108.0 118.2 91 90 NU SS-4 04/05/23 Bldg. pad NE of elev. Pit 97 1A 11.9 108.3 118.2 92 90 NU SS-5 04/06/23 Bldg. pad SE of elev. Pit 97 1A 13.1 107.9 118.2 91 90 NU SS-6 04/06/23 Bldg. pad E. of elev. Pit 97 1A 12.2 109.4 118.2 93 90 NU FIELD DENSITY TEST RESULTS - SANITARY SEWER Figure B-6 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] SG-1 09/20/23 Curb & gutter - N. side FG 1A 10.8 112.6 118.2 95 95 NU SG-2 09/20/23 Curb & gutter - N. side FG 1A 11.0 113.2 118.2 96 95 NU SG-3 09/20/23 Curb & gutter - N. side FG 1A 11.2 112.8 118,2 95 95 NU SG-4 09/20/23 Curb - Private Driveway "B" FG 11 13.5 114.4 120.3 95 95 NU SG-5 09/20/23 Curb - Private Driveway "B" FG 11 14.2 115.1 120.3 96 95 NU SG-6 09/20/23 Curb & gutter - N. Laurel Tree Ln.FG 11 13.6 114.4 120.3 95 95 NU SG-7 09/20/23 Curb & gutter - N. Laurel Tree Ln.FG 11 12.5 114.9 120.3 96 95 NU SG-8 09/20/23 Curb & gutter - N. Laurel Tree Ln.FG 11 13.3 115.2 120.3 96 95 NU SG-9 09/27/23 C & G NW corner FG 1A 12,6 113.8 118.2 96 95 NU SG-10 09/27/23 Curb - Private Driveway "B" FG 11 12.9 114.4 120.3 95 95 NU SG-11 09/27/23 Curb - Private Driveway "B" FG 11 12.3 115.1 120.3 96 95 NU SG-12 09/27/23 Curb & gutter - N. Laurel Tree Ln.FG 11 11.8 115.9 120.3 96 95 NU SG-13 11/06/23 Ribbon Gutter - Dr. Aisle "B" FG 11 11.5 116.2 120.3 97 95 NU SG-14 11/06/23 Ribbon Gutter - Dr. Aisle "B" FG 11 13.1 114.4 120.3 95 95 NU SG-15 11/06/23 Ribbon Gutter - Dr. Aisle "B" FG 11 12.6 114.8 120.3 95 95 NU SG-16 11/06/23 Parking - Dr. Aisle "B" RG 11 10.9 115.4 120.3 96 90 NU SG-17 11/06/23 Parking - Dr. Aisle "B" RG 11 11.7 114.2 120.3 95 90 NU SG-18 11/06/23 Parking - Dr. Aisle "B" RG 11 12.0 113.9 120.3 95 90 NU SG-19 11/06/23 Parking - Dr. Aisle "A" RG 1A 11.5 111.9 118.2 95 90 NU SG-20 11/06/23 Drive Aisle "A" RG 1A 10.7 109.1 118.2 92 90 NU SG-21 11/07/23 Parking - Dr. Aisle "A" RG 1A 11.4 108.6 118.2 92 90 NU SG-22 11/07/23 Drive Aisle "A" RG 1A 11.3 107.9 118.2 91 90 NU SG-23 11/07/23 Parking - Dr. Aisle "A" RG 1A 11.4 108.3 118.2 92 90 NU SG-24 03/05/24 Driveway "B" ribbon gutter FSG 16c 10.7 118.3 123.7 96 95 NU SG-25 03/05/24 Driveway "B" ribbon gutter FSG 16c 10.8 117.6 123.7 95 95 NU SG-26 03/05/24 Driveway "B" ribbon gutter FSG 16c 12.6 118.4 123.7 96 95 NU SG-27 03/05/24 Driveway "B" ribbon gutter FSG 16c 12.1 118.3 123.7 96 95 NU SG-28 03/06/24 trash enclosure pad FSG 16c 10.2 119.6 123.7 97 95 NU SG-29 03/11/24 Driveway & bays "A" FSG 16c 10.9 116.9 123.7 95 95 NU SG-30 03/11/24 Driveway & bays "A" FSG 16c 11.0 117.4 123.7 95 95 NU SG-31 03/11/24 Driveway & bays "A" FSG 16c 12.7 119.2 123.7 96 95 NU SG-32 03/11/24 Driveway & bays "A" FSG 16b 11.6 115.7 122.3 95 95 NU SG-33 03/11/24 Driveway & bays "A" FSG 16b 12.0 115.6 122.3 95 95 NU SG-34 03/11/24 Driveway & bays "A" FSG 16C 11.4 118.6 123.7 96 95 NU SG-35 03/11/24 Driveway & bays "A" FSG 16C 10.4 117.9 123.7 95 95 NU SG-36 03/12/24 Driveway & bays "B" FSG 16C 10.2 119.4 123.7 97 95 NU SG-37 03/12/24 Driveway & bays "B" FSG 16C 9.9 120.1 123.7 97 95 NU SG-38 03/12/24 Driveway & bays "B" FSG 16C 10.9 118.5 123.7 96 95 NU SG-39 03/12/24 Driveway & bays "B" FSG 16C 11.0 117.7 123.7 95 95 NU SG-40 03/12/24 Driveway & bays "B" FSG 16C 10.6 118.3 123.7 96 95 NU SG-41 03/12/24 ENTRY FSG 16C 11.3 117.9 123.7 95 95 NU SG-42 03/12/24 ENTRY FSG 16C 10.1 118.7 123.7 96 95 NU FIELD DENSITY TEST RESULTS - SUBGRADE Figure B-7 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] WB-1 04/03/23 Lag Wall bet. SB#1 and SB#2 96 11 16.2 110.5 120.3 92 90 NU WB-2 04/03/23 Lag Wall bet. SB#2 and SB#3 97 11 15.3 111.7 120.3 93 90 NU WB-3 04/03/23 Lag Wall bet. SB#3 and SB#4 98 11 14.1 112.3 120.3 93 90 NU WB-4 04/03/23 Lag Wall bet. SB#3 and SB#4 102 11 14.6 111.4 120.3 93 90 NU WB-5 04/03/23 Lag Wall bet. SB#4 and SB#5 101 11 13.9 110.8 120.3 92 90 NU WB-6 04/03/23 Lag Wall bet. SB#5 and SB#6 97 11 14.4 111.8 120.3 93 90 NU WB-7 04/03/23 Lag Wall bet. SB#6 and SB#7 103 11 13.4 113.2 120.3 94 90 NU WB-8 04/04/23 Lag Wall bet. SB#7 and SB#8 104 11 12.4 109.9 120.3 91 90 NU WB-9 04/04/23 Lag Wall bet. SB#8 and SB#9 104 11 13.8 114.4 120.3 95 90 NU WB-10 04/04/23 Lag Wall bet. SB#9 and SB#10 103 11 13.6 113.2 120.3 94 90 NU WB-11 04/04/23 Lag Wall bet. SB#10 and #11 105 11 11.9 112.8 120.3 94 90 NU WB-12 04/04/23 Lag Wall bet. SB#12 and #13 104 11 14.2 111.2 120.3 92 90 NU WB-13 06/05/23 Retaining CMU wall 96 11 14.5 109.2 120.3 91 90 NU WB-14 06/05/23 Retaining CMU wall 96 11 15.5 108.8 120.3 90 90 NU WB-15 06/05/23 Retaining CMU wall 96 11 13.9 110.1 120.3 92 90 NU WB-16 06/06/23 Retaining CMU wall 98 11 14.6 110.4 120.3 92 90 NU WB-17 06/06/23 Retaining CMU wall 98 11 13.3 111.5 120.3 93 90 NU WB-18 06/06/23 Retaining CMU wall 101 11 14.8 109.8 120.3 91 90 NU WB-19 06/06/23 Retaining CMU wall 101 11 15.1 108.5 120.3 90 90 NU WB-20 06/14/23 Retaining CMU wall 98 11 12.2 116.5 120.3 97 90 NU WB-21 06/14/23 Retaining CMU wall 98 11 11.9 114.4 120.3 95 90 NU WB-22 06/15/23 Retaining CMU wall 100 11 12.4 111.9 120.3 93 90 NU WB-23 06/15/23 Retaining CMU wall 100 11 11.4 111.5 120.3 93 90 NU WB-24 06/15/23 Retaining CMU wall 100 11 10.8 111.2 120.3 92 90 NU WB-25 06/15/23 Retaining CMU wall 100 11 11.6 112.2 120.3 93 90 NU WB-26 06/19/23 Retaining CMU wall 102 2 10.5 113.6 119.1 95 90 NU WB-27 06/19/23 Retaining CMU wall 102 2 11.0 112.6 119.1 95 90 NU WB-28 06/20/23 Retaining CMU wall 100 2 10.8 109.5 119.1 92 90 NU WB-29 06/20/23 Retaining CMU wall 100 2 10.7 110.1 119.1 92 90 NU WB-30 06/20/23 Retaining CMU wall 104 2 11.0 108.9 119.1 91 90 NU WB-31 06/20/23 Retaining CMU wall 103 2 10.5 109.3 119.1 92 90 NU WB-32 06/20/23 Retaining CMU wall 105 2 10.7 110.8 119.1 93 90 NU WB-33 06/20/23 Retaining CMU wall 106 2 11.5 109.7 119.1 92 90 NU WB-34 06/20/23 Retaining CMU wall 102 2 11.3 112.2 119.1 94 90 NU FIELD DENSITY TEST RESULTS - WALL BACKFILL Figure B-8 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] W-1 02/15/23 Laurel Tree Ln Sta. 13+79.39 100 1B 15.5 107.7 119.8 90 90 NU W-2 02/15/23 Laurel Tree Ln Sta. 13+79.39 101 1B 13.6 114.4 119.8 95 95 NU W-3 02/15/23 Laurel Tree Ln Sta. 13+68.94 99 1B 14.0 111.0 119.8 93 90 NU W-4 02/15/23 Laurel Tree Ln Sta. 13+68.94 101 1B 13.6 115.2 119.8 96 95 NU W-5 02/15/23 Laurel Tree Lane Sta. 13+79.39 FG 1B 12.9 114.6 119.8 96 90 NU W-6 02/15/23 Laurel Tree Lane Sta. 13+68.39 FG 1B 13.2 113.8 119.8 95 90 NU W-7 03/06/23 Laurel Tree Lane Sta. 13+68.39 100 10 17.2 109.9 113.8 97 95 NU W-8 03/06/23 Laurel Tree Lane Sta. 13+68.39 FG 10 16.5 111.2 113.8 98 95 NU W-9 03/06/23 Laurel Tree Lane Sta. 13+79.39 100 10 16.7 110.7 113.8 97 95 NU W-10 03/06/23 Laurel Tree Lane Sta. 13+79.39 FG 10 17.5 113.2 113.8 99 95 NU W-11 03/06/23 Laurel Tree Lane 13+79.30 Shoulder FG 10 15.8 111.8 113.8 98 95 NU W-12 03/06/23 Laurel Tree Lane 13+68.39 Shoulder FG 10 16.2 110.3 113.8 97 95 NU W-13 04/13/24 Fire water line FG 11 12 104.8 120.3 87 90 15 NU W-14 04/13/24 Fire water line FG 11 11.1 112.4 120.3 93 90 NU W-15 04/14/24 Fire water line FG 11 7.9 118.3 120.3 98 90 NU W-16 04/14/24 Fire water line FG 11 12.4 112.3 120.3 93 90 NU W-17 04/14/24 Fire water line FG 11 12.6 112.6 120.3 94 90 NU W-18 04/14/24 Fire water line FG 11 12.6 114.4 120.3 95 90 NU FIELD DENSITY TEST RESULTS - WATER Figure B-9 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [NGVD 29] No. Content Density Density Compaction Compaction Number Method [ft] [%] [pcf] [pcf] [%] [%] AB-1 01/17/24 Driveway Approach FG 1A 7.7 137.9 141.8 97 95 NU FIELD DENSITY TEST RESULTS - BASE Figure B-10 Project No. SD722 Document No. SD23-0031 Test Test Description/ Elevation Sample HVEEM Rice Field Relative Relative Air Retest No. Date Location [NGVD 29] No. Density Density Density Compaction Compaction Voids Number [ft] [pcf] [pcf] [pcf] HVEEM [%] Rice [%] AC-1 03/06/23 Laurel Tree Lane 13+79 Shoulder FG AC-1 149.9 -- 142.9 95 -- -- AC-2 03/06/23 Laurel Tree Lane 13+68 Shoulder FG AC-1 149.9 -- 143.6 96 -- -- AC-3 03/06/23 Laurel Tree Lane 13+79 FG AC-1 149.9 -- 141.9 95 -- -- AC-4 03/06/23 Laurel Tree Lane 13+68 FG AC-1 149.9 -- 142.6 95 -- -- AC-5 03/13/24 Driveway "B" & bays FG AC-1 149.9 -- 143.7 96 -- -- AC-6 03/13/24 Driveway "B" & bays FG AC-1 149.9 -- 144.0 96 -- -- AC-7 03/13/24 Driveway "B" & bays FG AC-1 149.9 -- 144.6 96 -- -- AC-8 03/13/24 Driveway "B" & bays FG AC-1 149.9 -- 145.7 97 -- -- AC-9 03/13/24 Driveway "B" & bays FG AC-1 149.9 --143 95 -- -- AC-10 03/13/24 Driveway "B" & bays FG AC-1 149.9 --143.5 96 -- -- AC-11 03/13/24 Driveway "B" & bays FG AC-1 149.9 --143.2 96 -- -- AC-12 03/13/24 Driveway "B" & bays FG AC-1 149.9 --145.5 97 -- -- AC-13 03/13/24 Driveway "B" & bays FG AC-1 149.9 --144.3 96 -- -- AC-14 03/13/24 Driveway "B" & bays FG AC-1 149.9 --143.4 96 -- -- AC-15 03/13/24 Driveway "B" & bays FG AC-1 149.9 -- 144.6 96 -- -- AC-16 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 143.8 96 -- -- AC-17 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.0 96 -- -- AC-18 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 143.4 96 -- -- AC-19 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 143.0 95 -- -- AC-20 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 146.0 97 -- -- AC-21 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.6 96 -- -- AC-22 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.6 96 -- -- AC-23 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 147.8 99 -- -- AC-24 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 149.0 99 -- -- AC-25 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 145.4 97 -- -- AC-26 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.6 96 -- -- AC-27 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.3 96 -- -- AC-28 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.9 97 -- -- AC-29 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.9 97 -- -- AC-30 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.1 96 -- -- AC-31 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.0 96 -- -- AC-32 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 145.5 97 -- -- AC-33 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 144.8 97 -- -- AC-34 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 143.0 95 -- -- AC-35 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 148.1 99 -- -- AC-36 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 147.6 98 -- -- AC-37 03/13/24 Driveway "A" & bays FG AC-1 149.9 -- 146.5 98 -- -- FIELD DENSITY TEST RESULTS - ASPHALT CONCRETE APPENDIX C SHORING OBSERVATIONS APPENDIX C SHORING OBSERVATIONS Fourteen excavations were drilled using a 24- to 30-inch diameter spin auger to depths of approximately 13 to 29.5 feet below surrounding grades between March 27th and March 28th, 2023, for the installation of a shoring system consisting of steel soldier piles beams and timber lagging. The installation of the soldier piles and concrete/slurry backfill was completed between March 28th and March 29th, 2023. Note the shoring systems soldier piles were completed in a “bottom up” condition due to excessive grading at the planned shoring location. The drilling and installation of the shoring system was completed by Elliot Drilling using a CAT LoDril. Soldier beams were inspected to confirm the correct length and section per design schedule. Approximate elevations were provided by the contractor via stationary laser and laser detector. Approximate depths of soldier pile excavations were found by contractor via weighted tape measure. Slurry was poured over top concrete toes approximately to surface elevation. Please see our soldier pile installation observations in Figure C-1. So l d i e r B e a m N o . Da t e ( s ) D r i l l e d Ob s e r v e d B y So l d i e r B e a m Se c t i o n De p t h t o Gr o u n d w a t e r [ F T ] Gr o u n d w a t e r Ele v a t i o n [ F T ] Da t e o f Co n c r e t e / S l u r r y Pla c e m e n t 2 Design Observed Design Observed Design Design Observed Design Observed Observed Observed Design Observed Design Observed Design Observed Design Observed Design Observed Design Observed Observed 1 03/27/23 JWJ 24 15.0 W14x30 97.5 97.0 97.5 N/A N/A 15.0 82.5 82.5 5.0 2.5 92.5 10.0 3/28/2023 - 3/29/2023 2 03/27/23 JWJ 24 20.0 W16x36 98.5 97.5 98.5 18.0 79.5 20.0 78.5 78.5 6.0 2.5 92.5 14.0 3/28/2023 - 3/29/2024 3 03/27/23 JWJ 24 27.0 W16x45 102.5 97.5 102.5 18.0 79.5 27.0 75.5 75.5 10.0 3.5 92.5 17.0 3/28/2023 - 3/29/2025 4 03/27/23 JWJ 24 29.0 W18x50 103.5 97.5 103.5 19.0 78.5 29.0 74.5 74.5 11.0 3.5 92.5 18.0 3/28/2023 - 3/29/2026 5 03/27/23 JWJ 30 30.0 W18x71 104.5 98.3 104.5 20.0 78.3 30.0 74.5 74.5 12.0 4.5 92.5 18.0 3/28/2023 - 3/29/2027 6 03/27/23 JWJ 30 30.0 W18x71 105.5 98.5 105.5 20.0 78.5 30.0 75.5 75.5 12.0 4.0 93.5 18.0 3/28/2023 - 3/29/2028 7 03/27/23 JWJ 30 32.0 W18x76 106.5 99.5 106.5 21.0 78.5 32.0 74.5 74.5 13.0 5.0 93.5 19.0 3/28/2023 - 3/29/2029 8 03/28/23 JWJ 30 30.0 W14x74 106.5 102.0 106.5 23.0 79.0 30.0 76.5 76.5 12.0 6.0 94.5 18.0 3/28/2023 - 3/29/2030 9 03/28/23 JWJ 30 30.0 W14x74 106.0 103.0 106.0 24.0 79.0 30.0 76.0 76.0 12.0 7.0 94.0 18.0 3/28/2023 - 3/29/2031 10 03/28/23 JWJ 30 30.0 W14x74 106.0 103.83 106.0 24.5 79.3 30.0 76.0 76.0 12.0 8.0 94.0 18.0 3/28/2023 - 3/29/2032 11 03/28/23 JWJ 30 28.0 W14x74 105.5 103.83 105.5 24.0 79.8 28.0 77.5 77.5 10.0 9.0 95.5 18.0 3/28/2023 - 3/29/2033 12 03/28/23 JWJ 30 28.0 W14x74 105.5 101.25 105.5 22.0 79.3 28.0 77.5 77.5 10.0 7.5 95.5 18.0 3/28/2023 - 3/29/2034 13 03/28/23 JWJ 30 30.0 W14x74 105.5 100.5 105.5 21.0 79.5 30.0 75.5 75.5 12.0 6.0 93.5 18.0 3/28/2023 - 3/29/2035 14 03/28/23 JWJ 24 15.0 W14x30 101.5 99.0 101.5 N/A N/A 15.0 86.5 86.5 5.0 3.0 96.5 10.0 3/28/2023 - 3/29/2036 Project No. SD722 FIGURE C-1 SOLDIER PILE INSTALLATION OBSERVATIONS Dr i l l i n g E l e v a t i o n [F T ] So l d i e r B e a m T i p Ele v a t i o n [ F T ] So l d i e r B e a m Sh a f t D i a m e t e r [IN ] So l d i e r B e a m Le n g t h [ F T ] T. O . C o n c r e t e Ele v a t i o n [ F T ] To t a l D r i l l e d Le n g t h [ F T ] Dr i l l e d T i p Ele v a t i o n [ F T ] De p t h t o T . O . Co n c r e t e 1 [F T ] T. O . B e a m Ele v a t i o n 1 [ F T ] NOTES: See additional comments and observations in daily memoranda. Specified parameters are shown in italics. Variations from the approved plans are shown in red. 1 Variations due to bottom up soldier pile drilling condition. 2 Slurry was placed above concrete. = Observed to meet Design. Be a m Em b e d m e n t " D " [F T ]