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HomeMy WebLinkAboutCT 2018-0004; THE SEAGLASS; FINAL SOILS REPORT; 2022-03-31FINAL COMPACTION REPORT OF GEOTECHNICAL OBSERVATION AND TESTING SERVICES FOR “THE SEA GLASS” 2646 STATE STREET, CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA FOR 2646 SEA GLASS, LLC C/O PROPHET SOLUTIONS 5845 AVENIDA ENCINIAS, SUITE 138 CARLSBAD, CALIFORNIA 92008 W.O. 7544-B/D/E/F-SC MARCH 31, 2022 Geotechnical C Geologic C Coastal C Environmental 5741 Palmer Way C Carlsbad, California 92010 C (760) 438-3155 C FAX (760) 931-0915 C www.geosoilsinc.com March 31, 2022 W.O. 7544-B/D/E/F-SC 2646 Sea Glass, LLC c/o Prophet Solutions 5845 Avenida Encinias, Suite 138 Carlsbad, California 92008 Attention: Mr. Rod Boone Subject: Final Compaction Report of Geotechnical Observation and Testing Services for “The Sea Glass,” 2646 State Street, City of Carlsbad, San Diego County, California Dear Mr. Boone: In accordance with your request and authorization, GeoSoils, Inc. (GSI) is providing this final geotechnical report of grading operations and testing services for the subject property in the City of Carlsbad, San Diego County, California. Observation and testing services, consisting of grading observation/testing, underground utility, paving, and retaining wall observation and testing services within the subject project, under purview of this report, occurred periodically between May, 2020 and March, 2022. Based on the observations and testing performed by GSI, it is our opinion that the finished building pad(s) and associated underground/paving improvements appear suitable for their intended use. ENGINEERING GEOLOGY The earth materials encountered during grading included near-surface undocumented fill and colluvium (topsoil) deposits overlying quaternary older paralic deposits (considered formation). The geologic conditions exposed during the process of rough grading were observed by GSI staff. Observations during the process of rough grading included the removal of near-surface undocumented artificial fill and colluvium to expose the underlying bedrock (paralic deposits). Undercutting of older paralic deposits was also performed in order to provide for a minimum fill cap thickness. Additional observations and testing included fill placement and grading procedures of the contractor, in general accordance with the referenced report for the project site by GSI (2018b). GeoSoils, Inc. PURPOSE OF EARTHWORK The purpose of grading was to provide a relatively level building pad for the proposed concrete and/or wood frame commercial structure (two-story), along with associated offsite roadway/parking infrastructure, and underground utility improvements. Typical cut/fill grading techniques were used to attain the desired graded configurations. The purpose of grading was to prepare a relatively flat-lying building pad for a multi-family residential development. Earthwork generally consisted of the removal and recompaction of existing surficial soil (i.e., topsoils/colluvium) and undercutting of any near-surface formational soil (i.e., paralic deposits) in order to provide a minimum 3-4 foot thick fill pad. Site grading generally occurred in all areas of the site, in accordance with GSI recommendations. EARTHWORK CONSTRUCTION Earthwork operations have been completed in general accordance with recommendations provided in the field based upon conditions exposed and in accordance with the recommendations provided in the referenced report by GSI (2018b). GSI was onsite on a part-time basis as solely determined by the client/contractor. GSI relied on the client/contractor to notify us when our services were necessary. A discussion of rough grading is also included in GSI (2020b) which is provided herein as Appendix B. Preparation of Existing Ground 1. Deleterious material, such as concentrated organic matter, vegetation, and miscellaneous debris (paving asphaltic concrete, base material, etc.), were stripped from the surface and disposed of offsite, prior to placing any fill. 2. Near-surface undocumented fill and colluvium (topsoil) deposits were generally removed to the limits/depths indicated in the approved referenced reports (see Appendix A). 3. After remedial removals had been completed to suitable formation, the removal bottoms were visually inspected and probed and tested to ensure all weathered and potentially compressible materials had been removed. 4. After the above removals, the exposed subsoils were scarified to a depth of about 6 to 8 inches, brought to at least optimum moisture content, then compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557). 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 2 GeoSoils, Inc. 5. All re-processing of near-surface fills was observed by a representative of GSI. 6. GSI (2020b) discusses additional removals to be performed within the northwest corner of Unit A. This additional earthwork was performed during subsequent footing excavation operations in accordance with GSI recommendations. Fill Placement Fill consisting of onsite materials was placed in 6- to 8-inch lifts, watered, and mixed to achieve at least optimum moisture conditions, and compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557). Fill materials were placed in general accordance with the approved earthwork guidelines for the site (GSI, 2018b) and/or as provided in the field by GSI staff. Subdrains and Groundwater No perched water or buried drainages were encountered during rough grading operations within the subject portions of the site. In general, and based upon the available data to date, regional groundwater was not a major factor in the development of the site. However, perched groundwater and seepage may occur in the fill or along bedrock fractures and joints due to migration from adjacent drainage areas and development, during and after periods of above normal or heavy precipitation or irrigation. This potential increases on shallow fill lots. Thus, perched groundwater conditions and seepage may occur in the future, and should be anticipated. These observations reflect site conditions at the time of this report and do not preclude changes in local groundwater conditions in the future. If perched water conditions are observed due to excessive irrigation, precipitation, or other factors not obvious during grading, GSI should be contacted for recommendations for mitigation. Field Testing 1. Field density tests were performed using the nuclear (densometer) methods ASTM D 6938-10 (Procedure A), and the sand-cone method ASTM D 1556. The test results are presented in the attached Table 1. The approximate locations of the field density tests during grading are included in GSI (2020b) which is attached to this report as Appendix B. 2. Field density tests were taken at periodic intervals and selected locations to check the compactive efforts provided by the contractor. Where test results indicated less than optimum moisture content or less than 90 percent relative compaction, the contractor was notified and the area was reworked until retesting indicated at least optimum moisture and a minimum relative compaction of 90 percent were attained where tested. Based upon the grading operations observed, the test results presented herein are considered representative of the compacted fill. 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 3 GeoSoils, Inc. 3. Visual classification, supplemented by laboratory testing, was the basis for evaluating which maximum density value to use for a given density test. LABORATORY TESTING Maximum Density Testing The laboratory maximum dry density and optimum moisture content for each of the major soil types was evaluated in general accordance with test method ASTM D 1557. The following table presents the results: SOIL TYPE MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT (%) A - Silty/Clayey SAND, Dark Brown 124.0 12.5 B - Sandy Clay, Olive brown to Brown 117.8 11.8 Base - Recycled Aggregate Base 118.5 10.5 Base II - Recycled Aggregate Base 122.8 10.0 AC - Asphaltic Concrete (base pave)146 +/- 2 N/A AC1 - Asphaltic Concrete (cap pave)148 +/- 2 N/A Expansion Potential Expansion Index (E.I.) testing was performed for the typical foundation soil types exposed at pad grade, in general accordance with the 2019 California Building Code ([2019 CBC], California Building Standards Commission [CBSC], 2019a). Based on the test results obtained, the expansive potential of the onsite soils for the subject lots may be classified as ranging from low to medium expansive (i.e., E.I. between 21 and 90). SAMPLE NUMBER LOCATION EXPANSION INDEX EXPANSION CLASSIFICATION FOUNDATION EI-1 Units A - D 34 Low Mat Slab EI-2 Units E, F, & G 83 Medium Mat Slab Soluble Sulfates/Corrosivity Corrosivity testing, performed for sample EI-1 of the onsite soil indicates a pH of 7.5 (which is considered slightly alkaline); a soluble sulfate content of non-detectable by mass (which 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 4 GeoSoils, Inc. is considered “not applicable” per Table 19.3.2.1 of ACI 318-14 [per 2019 CBC {CBSC, 2019a}]); a chloride content of 40 parts per million (ppm), which is considered low per ACI (2014) and Caltrans (2003), and a saturated resistivity of 1,300 ohm-cm (which is considered corrosive to ferrous metals [California Highway Design Manual, 2006]). Although the site soils are categorized as being corrosive to ferrous metals, other than Exposure Category C1, no exposure conditions indicated in Table 19.3.2.1 of the ACI (2014a), are warranted based on our as-graded laboratory testing. It is our understanding that ferrous metals embedded in properly placed and formed concrete should be adequately protected from these conditions. Typical development of this type does not generally use significant amounts of exposed metal piping and/or other buried metal improvements. Based on the conditions encountered, a consulting corrosion engineer may be considered to provide specific recommendations for foundations, piping, etc., as warranted. GSI does not consult in corrosion engineering. TRENCH BACKFILL (GSI PHASE D) GSI evaluated compactive effort of the contractor and performed compaction testing for sewer, water, and and electrical line trench backfill on an as-needed, part-time basis, as solely determined by the client’s field representative. Onsite and import soils were used as backfill for sewer and electrical line trenches on the project, and placed in general accordance with standards of practice, City guidelines, and GSI recommendations. The required compaction was achieved by mechanical means. The minimum compaction specified was 90 percent of the laboratory standard (ASTM D 1557) at depth, and 95 percent of the laboratory standard where backfill was within the pavement subgrade zone. In areas where testing was requested and performed, our tests indicate that compaction appears to meet the minimum recommended requirements for relative compaction, and at or above the soils optimum moisture content, where tested. Test results are summarized in the attached Table 1 (Field Density Test Results). PAVEMENT CONSTRUCTION (GSI PHASE E) Pavement Design and Construction Recommendations for the design and construction of onsite pavement (i.e., pavers) was provided in GSI (2018a). Based on our observations and testing, pervious paver pavements appear to have been constructed as per plan and in accordance with the intent of the geotechnical reports (GSI, 2018a, 2018b). Trench pavement re-surfacing within State Street appears to have been performed per City standards. 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 5 GeoSoils, Inc. Pavement Subgrade GSI provided observation and testing services during pavement subgrade soil preparation (including trench re-surfacing in State Street) on an as-needed, part-time basis, as solely determined by the client’s field representative. Based on our observations and testing, the subgrade materials evaluated appear to have been compacted to at least 95 percent relative compaction, and to at least the soils’ optimum moisture content, per ASTM D 1557, where/when testing was requested and performed. Test results are summarized in the attached Table 1 (Field Density Test Results). Areas of yielding subgrade underlying localized areas of the onsite driveway were mitigated with the placement of a layer of geotextile fabric (Mirafi HP 570). Due to the permeable nature of the driveway pavement, the geotextile layer was extended the full length of the driveway. Pavement Aggregate Base GSI provided observation and testing services during the placement of aggregate base beneath the City driveway approach to the project and City curb/gutter on an as-needed, part-time basis, as solely determined by the client’s field representative. Based on our observations and testing, the aggregate base materials evaluated appear to have been compacted to at least 95 percent relative compaction, and to at least the soils optimum moisture content, per ASTM D 1557, where/when testing was requested and performed. Test results are summarized in the attached Table 1 (Field Density Test Results). Asphaltic Concrete GSI provided observation and testing services during asphaltic concrete base course placement during trench re-surfacing within state Street, and during the final “grind and cap” paving on an as-needed, part-time basis, as solely determined by the client’s field representative. Based on our observations and testing, the asphaltic concrete materials evaluated appear to have been compacted to at least 95 percent relative compaction, where/when testing was requested and performed. Test results are summarized in the attached Table 1 (Field Density Test Results). RETAINING WALL CONSTRUCTION (GSI PHASE F) A construction change resulted in the construction of a small retaining wall along the south side of the property, adjacent to an existing offsite commercial structure. Wall plans (Patterson [2020], and Van Ryn [2020]) were reviewed by GSI ( 2020a) and found to be is accordance with the intent of the geotechnical report. GSI was onsite as-needed, on a part-time basis, as solely determined by the client’s field representative, to evaluate the suitability of soils and footing trench conditions for this wall. Based on our observations, 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 6 GeoSoils, Inc. the wall footing excavation was in general accordance with our recommendations and per the minimum plan specifications. The wall was designed to retain onsite pavers and the underlying gravel reservoir rock. As such, compaction testing of backfill was not requested. FOUNDATIONS DESIGN AND CONSTRUCTION Site soil conditions were evaluated as expansive in GSI (2018a), and confirmed in preparation of GSI (2020b). Foundation plans prepared by Patterson Engineering (PE, 2019a; 2019b) were reviewed by GSI with respect to the identified expansive soils conditions (GSI, 2018a; 2020b), with the plans (PE, 2019a) evaluated to be in accordance with the intent of the soils report. GSI was onsite as-needed, on a part-time basis, as solely determined by the client’s field representative, to evaluate the suitability of soils and footing trench conditions. Based on our observations, the foundation trenches were in general accordance with our recommendations and per the minimum plan specifications. REGULATORY OPINION OF COMPLIANCE The engineering geologic and soils engineering conditions exposed during the process of grading were regularly observed by a representative from our firm. Based on our review in preparation of this report, the soil engineering and engineering geologic aspects of the construction appear to be in compliance with the approved geotechnical report and supplements (see Appendix A). As such, GSI will certify1 that the soil engineering and engineering geologic aspects of the grading are in compliance with the approved geotechnical reports, and the grading plans prepared by PLSA (2020a) and Van Ryn (2020), for this project (CT2018-004, Dwg. 519-2A). 1As defined in the California Business and Professions Code, Division 3, Chapter 15, Article 5, Section 8770.6. 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 7 GeoSoils, Inc. LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 8 GeoSoils, Inc. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted, GeoSoils, Inc. Robert G. Crisman Stephen J. Coover Engineering Geologist, CEG 1934 Geotechnical Engineer, GE 2057 RGC/SJC/JPF/sh Enclosures: Table 1 - Field Density Test Results Appendix A - References Appendix B - GSI (2020b) Distribution: (1) Addressee (PDF copy) 2646 Seaglass, LLC W.O. 7544-B/D/E/F-SC 2646 State Street, Carlsbad March 31, 2022 File: e\wp21\7500\7544bdef.fcr Page 9 ~ Table 1 FIELD DENSITY TEST RESULTS TEST UTILITY DATE TEST LOCATION TRACT ELEVATION MOISTURE DRY RELATIVE TEST SOIL NO.TYPE OR DEPTH CONTENT DENSITYCOMPACTION TYPE TYPE (ft)(%)(pcf)(%) PHASE B GRADING 1 5/13/20 Unit G 2646 State St 34.0 15.6 106.5 90.4 ND B 2 5/13/20 Driveway 2646 State St 34.0 16.2 106.3 90.2 ND B 3 5/13/20 Unit F 2646 State St 36.0 16.5 106.4 90.3 ND B 4 5/13/20 Driveway 2646 State St 36.0 17.0 107.0 90.8 ND B 5 5/14/20 Unit E 2646 State St 34.0 17.2 106.3 90.2 ND B 6 5/14/20 Driveway 2646 State St 35.0 17.5 107.2 91.0 ND B 7*5/14/20 Unit D 2646 State St 34.0 17.0 104.2 88.5 ND B 7A 5/14/20 Unit D 2646 State St 34.0 16.7 106.1 90.1 ND B 8 5/14/20 Driveway 2646 State St 34.0 16.8 112.5 95.5 ND B 9 5/15/20 Unit G 2646 State St 37.0 16.6 107.2 91.0 ND B 10 5/15/20 Unit F 2646 State St 36.5 16.1 106.7 90.6 ND B 11 5/15/20 Unit E 2646 State St 35.0 15.8 107.2 91.0 ND B 12 5/15/20 Unit D 2646 State St 35.0 17.0 107.0 90.8 ND B 13 5/15/20 Unit C 2646 State St 35.0 16.5 106.6 90.5 ND B 14 5/18/20 Unit B 2646 State St 33.0 17.1 106.4 90.3 ND B 15 5/18/20 Unit A 2646 State St 33.0 15.9 106.7 90.6 ND B 16 5/18/20 Unit B 2646 State St 35.0 16.8 106.2 90.2 ND B 17 5/18/20 Unit C 2646 State St 35.0 16.4 106.0 90.0 ND B 18 5/20/20 Unit G 2646 State St FG 15.5 107.1 90.9 ND B 19 5/20/20 Unit F 2646 State St FG 14.8 106.7 90.6 ND B 20 5/20/20 Unit E 2646 State St FG 16.2 107.5 91.3 ND B 21 5/20/20 Unit D 2646 State St FG 15.7 107.2 91.0 ND B 22 5/20/20 Unit C 2646 State St FG 15.9 106.6 90.5 ND B 23 5/20/20 Unit B 2646 State St FG 14.5 106.2 90.2 ND B 24 5/20/20 Unit A 2646 State St FG 14.9 106.6 90.5 ND B FOOTING 25 8/10/20 Building A 2646 State St SG 12.4 109.0 92.5 ND B 26 8/10/20 Grid Line 2 2646 State St SG 13.0 108.4 92.0 ND B PHASE D WATER LINE BACKFILL 1 W 5/15/20 State Street Lateral Service 2646 State St -3.0 13.2 111.4 96.0 ND B 2 W 5/15/20 State Street Lateral Service 2646 State St -1.0 12.9 109.5 94.4 ND B 3 W 5/15/20 State Street Lateral Service 2646 State St -3.0 14.0 112.0 96.6 ND B 4 W 6/9/20 State Street Lateral Service 2646 State St -4.0 13.3 109.2 94.1 ND B 5 W 6/9/20 State Street Lateral Service 2646 State St -2.0 12.7 111.8 96.4 ND B 6 W 6/9/20 State Street Lateral Service 2646 State St -0.5 11.9 110.1 94.9 ND B 7 W 6/15/20 State Street 2646 State St -0.5 18.5 113.5 96.3 ND B 8 W 6/15/20 State Street 2646 State St -0.5 18.0 114.6 97.3 ND B 9 W 6/15/20 State Street 2646 State St FG 18.6 113.8 96.6 ND B WATER LINE TRENCH BACKFILL 10 W 10/20/20 State Street Trench 2646 State St -1.0 18.4 113.9 96.7 ND B 11 W 10/20/20 State Street Trench 2646 State St -1.0 18.7 114.3 97.0 ND B 12 W 10/20/20 State Street Trench 2646 State St -0.5 18.2 113.7 96.5 ND B 13 W 10/20/20 State Street Trench 2646 State St -0.5 18.8 114.4 97.1 ND B 14 W 10/20/20 State Street Trench 2646 State St FG 18.3 114.6 97.3 ND B SEWER TRENCH BACKFILL 1 SM 6/4/20 Manhole State Street - Bottom (Native)2646 State St -8.0 16.2 105.5 85.1 ND A 2 SM 6/4/20 Manhole State Street - Bottom (Native)2646 State St -7.0 15.8 106.7 86.1 ND A 3 SM 6/11/20 State Street 2646 State St -3.0 13.7 112.5 95.5 ND B 4 SM 6/11/20 State Street 2646 State St -1.0 14.2 111.2 94.4 ND B 5 SM 6/11/20 State Street 2646 State St FG 13.3 112.0 95.1 ND B 6 SM 6/18/20 Sewer Onsite 2646 State St -4.0 14.4 107.8 91.5 ND B 7 SL 6/18/20 Sewer Lateral Building B 2646 State St -3.0 13.9 106.3 90.2 ND B 8 SM 6/18/20 Private Sewer Onsite 2646 State St -3.0 14.6 107.0 90.8 ND B Seaglass, LLC 2646 State Street, Carlsbad File: C:\excel\tables\7500\7544b,d,e.tbl1 GeoSoils, Inc. W.O. 7544-B,D,E-SC March, 2022 Page 1 Table 1 FIELD DENSITY TEST RESULTS TEST UTILITY DATE TEST LOCATION TRACT ELEVATION MOISTURE DRY RELATIVE TEST SOIL NO.TYPE OR DEPTH CONTENT DENSITYCOMPACTION TYPE TYPE (ft)(%)(pcf)(%) 9 SM 6/23/20 Sewer Main Onsite 2646 State St 30.0 14.5 107.5 91.3 ND B 10 SL 6/23/20 Sewer Lateral, Building G Onsite 2646 State St 34.0 13.9 106.8 90.7 ND B 11 SM 6/23/20 Sewer Main Onsite 2646 State St 32.0 14.0 106.4 90.3 ND B 12 SL 6/23/20 Sewer Lateral, Building E Onsite 2646 State St 33.0 13.3 106.1 90.0 ND B 13 SM 6/23/20 Sewer Main Onsite 2646 State St 32.0 15.2 106.6 90.5 ND B 14 SL 6/23/20 Sewer Lateral, Building A Onsite 2646 State St 34.0 14.9 107.4 91.2 ND B ELECTRICAL TRENCH BACKFILL 1*E 6/29/20 Building F/G 2646 State St -1.5 14.2 97.0 82.4 ND B 1A E 6/29/20 Building F/G 2646 State St -1.5 14.4 106.4 90.3 ND B 2*E 6/29/20 Building E/F 2646 State St -2.0 13.7 97.5 82.8 ND B 2A E 6/29/20 Building E/F 2646 State St -2.0 14.2 114.1 96.9 ND B 3 E 6/29/20 Driveway 2646 State St -2.0 14.6 107.0 90.8 ND B 4 E 7/9/20 Building G 2646 State St -1.0 13.7 105.4 90.9 ND B 5 E 7/9/20 Building F 2646 State St -0.5 14.9 106.2 91.6 ND B 6 E 7/9/20 Building E 2646 State St FG 13.3 104.9 90.4 ND B 1'E 10/19/20 North, West Side State Street 2646 State St -2.5 11.1 118.3 96.3 ND Base II 2'E 10/19/20 South, West Side State Street 2646 State St -2.5 10.9 116.7 95.0 ND Base II 3'E 10/19/20 North, West Side State Street 2646 State St -1.5 11.3 119.4 97.2 ND Base II 4'E 10/19/20 South, West Side State Street 2646 State St -1.5 11.0 117.2 95.4 ND Base II 5'E 10/22/20 North, West Side State Street 2646 State St FG 11.3 117.5 95.6 ND Base II 6'E 10/22/20 Middle, West Side State Street 2646 State St FG 11.1 118.7 96.6 ND Base II 7 E 10/22/20 South Knuckle, West Side State Street 2646 State St -2.0 10.7 116.9 95.1 ND Base II 8 E 10/22/20 South Knuckle, West Side State Street 2646 State St -2.0 10.9 119.8 97.5 ND Base II 9 E 10/22/20 South Knuckle, West Side State Street 2646 State St FG 11.4 117.3 95.5 ND Base II 10 E 10/22/20 South Knuckle, West Side State Street 2646 State St FG 10.8 120.1 97.8 ND Base II 11 E 10/27/20 West, West to East State Street 2646 State St -3.0 10.6 117.7 95.8 ND Base II 12 E 10/27/20 East, West to East State Street 2646 State St -3.0 10.3 116.9 95.1 ND Base II 13 E 10/27/20 West, West to East State Street 2646 State St -1.0 10.9 118.5 96.4 ND Base II 14 E 10/27/20 East, West to East State Street 2646 State St -1.0 11.0 117.3 95.5 ND Base II PHASE E PAVEMENT SUBGRADE 1 SG 1/5/22 Driveway East 2646 State St SG 13.1 112.8 95.8 ND B 2 SG 1/6/22 Driveway East 2646 State St SG 12.0 113.3 96.2 ND B 3 SG 1/7/22 Driveway Center 2646 State St SG 16.0 110.5 93.8 ND B 4 SG 1/10/22 Driveway Middle 2646 State St SG 13.9 112.0 95.1 ND B 5 SG 1/10/22 Driveway West Front 2646 State St SG 14.0 112.7 95.7 ND B 6 SG 2/7/22 Driveway Approach 2646 State St SG 15.2 112.1 95.2 ND B 7 SG 2/7/22 Curb/Gutter 2646 State St SG 15.7 112.0 95.1 ND B 8 SG 2/7/22 City Sidewalk 2646 State St SG 15.0 110.5 93.8 ND B PAVEMENT AGGREGATE BASE 1 AB 2/8/22 Approach/Curb 2646 State St BG 11.0 112.8 95.2 ND Base 2 AB 2/8/22 Approach 2646 State St BG 10.8 113.5 95.8 ND Base ASPHALTIC CONCRETE TEMP WET 1 AC 2/14/22 State Street Southbound 2646 State St -0.5 150 to 180 139.8 95.8 ND AC 2 AC 2/14/22 State Street Southbound 2646 State St -0.2 at Compaction 141.9 97.2 ND AC 3 AC 2/14/22 State Street Southbound 2646 State St -0.5 140.3 96.1 ND AC 4 AC 2/14/22 State Street Southbound 2646 State St -0.1 139.7 95.8 ND AC 5 AC 2/14/22 State Street Southbound 2646 State St FG 139.0 95.2 ND AC 6 AC 2/28/22 Water Line Crossing South State Street 2646 State St -0.1 180 to 220 139.8 95.8 ND AC 7 AC 2/28/22 Water Line Crossing South State Street 2646 State St -0.1 at 143.2 98.1 ND AC 8 AC 2/28/22 Water Line Crossing North State Street 2646 State St -0.1 Compaction 140.6 96.3 ND AC 9 AC 2/28/22 Water Line Crossing North State Street 2646 State St -0.1 140.0 95.9 ND AC 10 AC 3/1/22 Water Line Northbound State Street 2646 State St -0.3 180 to 225 144.1 98.7 ND AC 11 AC 3/1/22 Water Line Northbound State Street 2646 State St -0.1 at 141.5 96.9 ND AC 12 AC 3/1/22 Water Line Northbound State Street 2646 State St -0.3 Compaction 142.0 97.3 ND AC 13 AC 3/1/22 Water Line Northbound State Street 2646 State St -0.1 140.9 96.5 ND AC 14 AC 3/1/22 Sewer Northbound State Street 2646 State St -0.3 139.8 95.7 ND AC 15 AC 3/1/22 Sewer Northbound State Street 2646 State St -0.1 139.4 95.5 ND AC Seaglass, LLC 2646 State Street, Carlsbad File: C:\excel\tables\7500\7544b,d,e.tbl1 GeoSoils, Inc. W.O. 7544-B,D,E-SC March, 2022 Page 2 ,___ Table 1 FIELD DENSITY TEST RESULTS TEST UTILITY DATE TEST LOCATION TRACT ELEVATION MOISTURE DRY RELATIVE TEST SOIL NO.TYPE OR DEPTH CONTENT DENSITYCOMPACTION TYPE TYPE (ft)(%)(pcf)(%) 16 AC 3/2/22 Sewer Line Northbound State Street 2646 State St -0.2 220 to 180 144.1 98.7 ND AC 17 AC 3/2/22 Sewer Line Northbound State Street 2646 State St -0.1 at 143.2 98.1 ND AC 18 AC 3/2/22 Sewer Line Northbound State Street 2646 State St -0.1 Compaction 141.6 97.0 ND AC 19 AC 3/17/22 State Street Northbound 2646 State St FG 275 to 285 144.5 97.6 ND AC1 20 AC 3/17/22 State Street Northbound 2646 State St FG Truck 143.1 96.7 ND AC1 21 AC 3/17/22 State Street Northbound 2646 State St FG 190 to 160 144.8 97.8 ND AC1 22 AC 3/17/22 State Street Northbound 2646 State St FG at 143.0 96.6 ND AC1 23 AC 3/17/22 State Street Northbound 2646 State St FG Compaction 144.1 97.4 ND AC1 24 AC 3/17/22 State Street Northbound 2646 State St FG 143.9 97.2 ND AC1 25 AC 3/17/22 State Street Southbound 2646 State St FG 145.0 98.0 ND AC1 26 AC 3/17/22 State Street Southbound 2646 State St FG 143.5 96.9 ND AC1 27 AC 3/17/22 State Street Southbound 2646 State St FG 144.3 97.5 ND AC1 LEGEND * = Failing Test A = Retest ' = Repeated Test Number AB = Aggregate Base AC = Asphaltic Concrete BG = Base Grade E = Electric FG = Finish Grade ND = Nuclear Densometer Test SL = Sewer Lateral SM = Sewer Main SG = Subgrade W = Water Seaglass, LLC 2646 State Street, Carlsbad File: C:\excel\tables\7500\7544b,d,e.tbl1 GeoSoils, Inc. W.O. 7544-B,D,E-SC March, 2022 Page 3 GeoSoils, Inc. APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute, 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. _____, 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.2R-14), dated September. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). _____, 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2017, Minimum design loads and associated criteria and other structures, ASCE Standard ASCE/SEI 7-16. California Building Standards Commission, 2019a, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2018 International Building Code. _____, 2019b, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 1 of 2, based on the 2018 International Building Code. California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version 1.0, Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Technology Branch, dated September. Hetherington Engineering, Inc, 2019, Third party geotechnical review (second), proposed four-level residential structure, 2646 State Street, Carlsbad, California,” dated September 9, 2019, Project ID GR2019-0025, Project No. 8932.1, Log No. 20647, dated September 9. Esgil Corporation, 2019, 8 Residential Town homes with individual garage with elevator for 7 Units for 2646 Sea Glass LLC, Plan Chk# PC2019-0046, dated June 24. GeoSoils, Inc., 2020a, Review of Revised Plans, Including a New Retaining Wall Located Along the Southern Property Line at “The Sea Glass,” 2646 State Street, Carlsbad, California dated December 16. _____, 2020b, Revised Report of Geotechnical Observation and Testing During Grading, “The Sea Glass,” 2646 State Street, Carlsbad, California, W.O. 7544-B-SC, dated May 26, revised June 3. GeoSoils, Inc. _____, 2019a, Response to Third Party Geotechnical Review Comments, The “Sea Glass” Project, 2646 State Street, Carlsbad, California, W.O. 7544-A-SC, dated November 25. _____, 2019b, Second geotechnical plan review and response to City plan review comments, “Sea Glass” project, 2646 State Street, Carlsbad, California, W.O. 7544-A-SC, dated August 5. _____, 2019c, Supplement to the geotechnical plan review and response to City plan review comments, “Sea Glass” project, 2646 State Street, Carlsbad, California, W.O. 7544-A-SC, dated August 1, 2019, by GeoSoils, Inc. _____, 2018a, Review and comment regarding the planned pervious paver driveway, “Sea Glass” project, 2646 State Street, Carlsbad, California, W.O. 7544-A-SC, dated December 3. _____, 2018b, Geotechnical update for “The Sea Glass,” 2646 State Street, Carlsbad, California 92008, W.O. 7452-A-SC, Dated May 31. _____, 2015, Geotechnical evaluation, ‘The Wave,’ 2646 State Street, Carlsbad, San Diego County, California, W.O. 6935-A-SC, dated November 3. Patterson Engineering, Inc., 2020, Structural calculations package, retaining wall calculations, State Street condominiums, 2646 State Street, Carlsbad, Ca. 92008, P.N. 17090087, dated October 6. _____, 2019a, Structural plans, notes, and details for: The Sea Glass, new construction 2646 State Street, Carlsbad, Ca. 92008, AN 203-101-20-00, SEA Job No. 1713, dated August 5. _____, 2019b, Structural calculation package, plan check response calculation, State Street condominiums, 2646 State Street, Carlsbad, Ca. 92008, Project No. 17090087, Dated July 31. Pasco Laret Suiter, Associates, 2020a, Grading Plans for: The SeaGlass, P.N. CT2018-0004, DWG 519-2, J.N. 3078, Plot dated February 5. _____, 2019b, Improvement plans for: The SeaGlass, 2646 State St., Project No. CT2018-0004, DWG 519-2, J.N. 3078, Plot dated October 23. Van Ryn Engineering, 2020, Grading Plans for: The Sea Glass, P.N. CT2018-0004, DWG 519-2, Latest Revision (retaining wall details) dated October 7. State of California, 2022, Civil Code, Sections 895 et seq. 2646 Seaglass, LLC Appendix A File: e\wp21\7500\7544bdef.fcr Page 2 GeoSoils, Inc. APPENDIX B GSI (2020b) Geotechnical C Geologic C Coastal C Environmental 5741 Palmer Way C Carlsbad, California 92010 C (760) 438-3155 C FAX (760) 931-0915 C www.geosoilsinc.com TECHNICAL M E M O R A N D U M DATE: May 26, 2020 (Revised June 3, 2020)W.O. 7544-B-SC TO: 2646 Sea Glass, LLC c/o Prophet Solutions 5845 Avenida Encinias, Suite 138 Carlsbad, California 92008 Attn: Mr. Rod Boone From: Robert G. Crisman, CEG 1934 David W. Skelly, RCE 47857 Subject: Revised Report of Geotechnical Observation and Testing During Grading, “The Sea Glass,” 2646 State Street, Carlsbad, California References: 1. “Grading Plans for: The Sea Glass,” P.N. CT2018-0004, DWG 519-2, J.N. 3078, Plot dated October 23, 2019, by Pasco Laret Suiter, Associates 2. “Geotechnical Update for “The Sea Glass,” 2646 State Street, Carlsbad, California 92008,” W.O. 7452-A-SC, Dated May 31, 2018, by GeoSoils, Inc. In accordance with your authorization, GeoSoils, Inc. (GSI) has prepared this report of rough grading at a portion of the subject site. The purpose of grading was to prepare a relatively flat lying building pad for a multi-family residential development. Earthwork generally consisted of the removal and recompaction of existing surficial soil (i.e., topsoils/colluvium) and undercutting of any near surface formational soil (i.e., paralic deposits) in order to provide a minimum 3-4 foot thick fill pad. Site grading generally occurred in all areas of the site, in accordance with GSI recommendations, with the following exception. Earthwork in the vicinity of a planned transformer pad, located at the northwest corner of the site has not been completed as of the date of this report, and will be completed at a later date. Based on the relatively close proximity of this area to planned “Unit A,” it is recommended that this work is completed prior to foundation construction. Field density tests were performed using the nuclear (densometer) ASTM test method D 6938-10 (Procedure A). The test results obtained during grading operations indicate that reprocessed fill soils appear to meet the minimum compaction/moisture requirements previously established and adopted by the City, and as recommended by this office (i.e., at least 90 percent relative compaction, and at least optimum moisture, per ASTM D 1557). Daily field testing reports and a schematic field density test location map • are attached. The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. This report may be subject to review by the controlling authorities. Attachment: Daily Field Testing Reports Schematic Field Density Test Location Map 2646 Sea Glass, LLC W.O. 7544-B-SC 2646 State Street, Carlsbad Rev. June 3, 2020 File:e:\wp12\7500\7544b.rro.mem Page 2 GeoSoils, Inc. FIELD TESTING REPORT W.O.#7544-B-SC DATE:05/13/20 NAME:TODD HOURS:5 CLIENT CARLSBAD VILLAGE DEVELOPMENT TRACT 2646 STATE ST.LOCATION CARLSBAD SUPER PAT CONTRACTOR SIMMS EQUIP.1-TRACK LOADER, 1-WATER TRUCK REMEDIAL EARTHWORK TEST LOCATION EL. Or MOISTURE DRY % RELATIVE TEST SOIL NO.DEPTH CONTENT% DENSITY COMPACTION TYPE TYPE 1 UNIT G 34.0 15.6% 106.5 90.4% ND B 2 DRIVEWAY 34.0 16.2% 106.3 90.2% ND B 3 UNIT F 36.0 16.5% 106.4 90.3% ND B 4 DRIVEWAY 36.0 17.0% 107.0 90.8% ND B COMMENTS: GeoSoils, Inc. BY:______________________ PAGE: 1 OF 1 GSI ON SITE AT CLIENT’S REQUEST. TEST RESULTS MEET OUR RECOMMENDATIONS. ELEVATIONS USED FOR REFERENCE OF OX BY CONTRACTOR’S LASER. This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT W.O.#7544-B-SC DATE:05/14/20 NAME:TODD HOURS:4 CLIENT CARLSBAD VILLAGE DEVELOPMENT TRACT 2646 STATE ST.LOCATION CARLSBAD SUPER PAT CONTRACTOR SIMMS EQUIP.1-TRACK LOADER, 1-WATER TRUCK REMEDIAL EARTHWORK TEST LOCATION EL. Or MOISTURE DRY % RELATIVE TEST SOIL NO.DEPTH CONTENT% DENSITY COMPACTION TYPE TYPE 5 UNIT E 34.0 17.2% 106.3 90.2% ND B 6 DRIVEWAY 35.0 17.5% 107.2 91.0% ND B 7 UNIT D 34.0 17.0% 104.2 88.5% ND B 8 DRIVEWAY 34.0 16.8% 112.5 95.5% ND B 7A UNIT D 34.0 16.7% 106.1 90.1% ND B COMMENTS: GeoSoils, Inc. BY:______________________ PAGE: 1 OF 1 ON SITE AT CLIENT’S REQUEST. TESTS AND RE-TESTS MEET GSI RECOMMENDATIONS REGARDING RELATIVE COMPACTION AND MOISTURE CONTENT. ELEVATIONS USED FOR REFERENCE OF OX BY CONTRACTOR’S LASER. CONTRACTOR MADE EFFORTS TO REMOVE ORGANICS (PALM ROOTS) FROM FILL MATERIAL. This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT W.O.#7544-B-SC DATE:05/15/20 NAME:TODD HOURS:5.5 CLIENT CARLSBAD VILLAGE DEVELOPMENT TRACT 2646 STATE ST.LOCATION CARLSBAD SUPER PAT CONTRACTOR SIMMS EQUIP.1-TRACK LOADER, 1-WATER TRUCK REMEDIAL EARTHWORK TEST LOCATION EL. Or MOISTURE DRY % RELATIVE TEST SOIL NO.DEPTH CONTENT% DENSITY COMPACTION TYPE TYPE 9 UNIT G 37.0 16.6% 107.2 91.0% ND B 10 UNIT F 36.5 16.1% 106.7 90.6% ND B 11 UNIT E 35.0 15.8% 107.2 91.0% ND B 12 UNIT D 35.0 17.0% 107.0 90.8% ND B 13 UNIT C 35.0 16.5% 106.6 90.5% ND B COMMENTS: GeoSoils, Inc. BY:______________________ PAGE: 1 OF 1 GSI ON SITE AT CLIENT’S REQUEST. TEST RESULTS MEET OUR RECOMMENDATIONS. ELEVATIONS USED FOR REFERENCE OF OX BY CONTRACTOR’S LASER. EFFORTS WERE MADE BY CONTRACTOR TO REMOVE ROOTS FROM FILL This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT W.O.#7544-B-SC DATE:05/18/20 NAME:TODD HOURS:4.5 CLIENT CARLSBAD VILLAGE DEVELOPMENT TRACT 2646 STATE ST.LOCATION CARLSBAD SUPER PAT CONTRACTOR SIMMS EQUIP.1-TRACK LOADER, 1-WATER TRUCK REMEDIAL EARTHWORK TEST LOCATION EL. Or MOISTURE DRY % RELATIVE TEST SOIL NO.DEPTH CONTENT% DENSITY COMPACTION TYPE TYPE 14 UNIT B 33.0 17.1% 106.4 90.3% ND B 15 UNIT A 33.0 15.9% 106.7 90.6% ND B 16 UNIT B 35.0 16.8% 106.2 90.2% ND B 17 UNIT C 35.0 16.4% 106.0 90.0% ND B COMMENTS: GeoSoils, Inc. BY:______________________ PAGE: 1 OF 1 GSI ON SITE AT CLIENT’S REQUEST. PERFORMED TESTING AS NOTED AND RESULTS MEET OUR RECOMMENDATIONS. This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. , I 1111111 I I I I I I I I l t\'\ ~ I I I I I I 111111111111111 FIELD TESTING REPORT W.O.#7544-B-SC DATE:05/20/20 NAME:TODD HOURS:4 CLIENT CARLSBAD VILLAGE DEVELOPMENT TRACT 2646 STATE ST.LOCATION CARLSBAD SUPER PAT CONTRACTOR SIMMS EQUIP.1-TRACK LOADER, 1-WATER TRUCK REMEDIAL EARTHWORK TEST LOCATION EL. Or MOISTURE DRY % RELATIVE TEST SOIL NO.DEPTH CONTENT% DENSITY COMPACTION TYPE TYPE 18FG UNIT G FG 15.5% 107.1 90.9% ND B 19FG UNIT F FG 14.8% 106.7 90.6% ND B 20FG UNIT E FG 16.2% 107.5 91.3% ND B 21FG UNIT D FG 15.7% 107.2 91.0% ND B 22FG UNIT C FG 15.9% 106.6 90.5% ND B 23FG UNIT B FG 14.5% 106.2 90.2% ND B 24FG UNIT A FG 14.9% 106.6 90.5% ND B COMMENTS: GeoSoils, Inc. BY:______________________ PAGE: 1 OF 1 GSI ON SITE AT CLIENT’S REQUEST. PERFORMED TESTING AS NOTED AND RESULTS MEET OUR RECOMMENDATIONS. FINISH GRADE SAMPLES COLLECTED. This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. i ti\ ~ Field Density Test Location Map No Scale PROJECT: 7544-B-SC/Seaglass LOCATION: Carlsbad, Calif.