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Home My WebLink AboutCT 82-23; Vons Market Pad - ECR & Alga; Soils Report; 1989-12-22INTERIM AS-GRADED REPORT VONS MARKET PAD PLAZA PASEO REAL COMMERCIAL DEVELOPMENT EL CAMINO REAL AND ALGA ROAD CARLSBAD, CALIFORNIA ~~ ~~ PREPARED FOR: MR. MITCHELL BROWN JOHNSON WAX DEVELOPMENT COMPANY 3150 BRISTOL STREET, SUITE 250 COSTA MESA, CALIFORNIA 92626 DECEMBER 22, 1989 PROJECT NO. 100170-06 Johnson Wax Development Company December 22, 19S9 Project NO. 100170-06 TABLE OF CONTENTS & Site Location and Description ...................................... 1 Proposed Construction ........................................... 2 Grading Operations ............................................. I 7 Geolozic Conditions ............................................. 3 Fill Placement ................................................. 3 Conclusions ................................................... 4 Recommendations .............................................. 5 Limitations ................................................... 6 Illustrations Figure 1 - Site Location Map Figure 2 - Site Plan Figure 3 - Geotechnical Map Figure 4 - Field Density Test Location Map Table 1 - Summary of Field Density Test Results Appendices Appendix A - References Appendix B - Laboratory Test Results - December 22, 1989 Project No. 100170-06 Johnson Wax Development Company 3150 Bristol Street, Suite 250 - Costa Mesa, California 92626 Attention: Mr. Mitchell Brown Subject: Interim As-graded Report, Vons Market Pad, Plaza Paseo Real Commercial Development, El Camino Real and Alga Road, Carlsbad, California - Gentlemen: In accordance with your request, we have performed on-site obsemations and soil testing during grading of the Vons market pad located within the subject development (Figures 1 and 2). This report summarizes our field observations during grading, laboratory and field density test results, and geotechnical conditions. Foundation and floor slab recommendations for the proposed market building are also provided. The market pad is underlain by fill material placed under the observation and testing of both Geocon, Inc. and Ninyo & Moore. Geocon’s grading reports pertaining to the subject development are refe.renced in Appendix A. Ninyo & Moore performed a subsurface investigation to evaluate the previously placed fill material. The results of this investigation are provided in our report dated August 31, 1989 (Appendix A). It should be emphasized that this report provides our observations, test results, and recommendations specifically pertaining to the proposed Vons market. Our findings and recommendations regarding the entire subject development will be incorporated into om final as-graded report. Site Location and Description The subject site i<!ocated in the eastern portion of Carlsbad in San Diego County. The - site is bounded by El Camino Real to the east, Alga Road to the south, and undevelop- ed property to the north and west. The site is legally described as Lot 1 of Carlsbad - - 10225 Barnes Canyon Road SuiteA-I 12 - San Diego. Callforn!a?2121 * Phone (619) 457-0400 - Fax (619) 556-1236 Johnson Wax Development Company December 22, 1989 Project No. 100170-06 Tract No. 82-23. The market pad is located in the south-central portion of the lot (Figure 2). Prouosed Construction Based on review of the grading plans prepared by Rick Engineering Company, dated November 7, 1989, (Appendix A), and building plans, dated December 21, 1989, prepared by MCG Architects, the market building will consist of an approximately 45,000 square- foot, concrete block, one-story structure with a mezzanine level. We understand that the building will be founded on shallow perimeter footings and isolated interior footings with a concrete slab-on-grade floor. Gradinq Operations Review of Geocon’s grading reports indicated that initial grading of the site was performed between September 1983 and June 1984. Vegetation, loose topsoil, and loose alluvial soils were reportedly removed. The exposed natural ground surface was reportedly scarified, moisture conditioned, and compacted prior to fill placement. Grading operations, observed and tested by our firm, were performed between September and December 1989.. The pre-existing fill was scarified, moisture conditioned, and recompacted prior to additional-fill placement. Localized areas of loose material were also moisture conditioned and recompacted. Up to approximately 5 feet of additional fill was placed on the pad during our grading involvement. Heavy earth moving equipment was used during grading which included scrapers, bulldozers, and rubber tire compactors. Representatives of our firm performed grading observations and testing of compacted fill on a full-time basis. 2 Johnson Wax Development Company December 22, 19S9 Project No. 100170-06 Compacted fill material placed on the site during our observation and testing was derived from on-site and from a nearby borrow area. The borrow area was located roughly 500 feet west of the subject site. Geologic Conditions During grading operations, geologic conditions were observed and documented by our field geologist. Detailed descriptions of the encountered geologic conditions as well as a seismic analysis will be provided in our final as-graded report for the entire development. Based on review of geologic data referenced in Appendix A and our visual observations during grading, the site does not appear to be underlain by any active faults or landslides. Borings performed at the site indicated that the ground water table is well below the zone of influence of liquefaction. Fill Placement Fill Material Placed Durine Ninvo & Moore's Observation and Testing Fill materials placed and compacted under the observation and testing of Ninyo & Moore consisted of on-site and borrow materials. These materials generally consisted of silty, very fine to medium sand; clayey, fine to medium sand; silty sandstone; and sandy claystone. Field density tests performed by our firm indicated a minimum relative compaction of 90 percent, based on ASTM D1557-78. Compaction tests were performed in accordance with ASTM D1556-82 (sand cone method) and ASTM D2937-83 (nuclear gauge method). The results of our field density tests are presented in Table 1. Test locations are indicated on Figure 4. Maximum dry density, optimum moisture content, and expansion index tests were performed on the fill material placed on the market pad. The Johnson Wax Development Company December 22, 19S9 Project No. 100170-06 expansion index tests indicated a very low to low potential for expansion, based on UBC 29-2. The results of our laboratory tests are presented in Appendix B. Geocon. Ids. Compacted Fill Soils Borings performed by our firm during our earlier subsurface investigation (Appendix A) indicated that the pre-existing engineered fill in the vicinity of the market pad consisted primarily of clayey sand and sandy clay. Laboratory tests performed by our firm indicated an average relative compaction of approximately 90 percent, based on ASTM D1557-78. Field density tests performed by Geocon, Inc. during grading indicated a minimum relative compaction of 90 percent, based on ASTM D1556. Expansion index tests performed by Geocon indicated a very low potential for expansion. The results of Geocon’s field density and expansion index tests are provided in their soils reports referenced in Appendix A. CONCLUSIONS - Based on our review of the materials referenced in Appendix A, grading observations, and testing, it is our opinion that the grading was performed in substantial conformance with the recommendations of the geotechnical consultant, site grading plans (Appendix A: Reference lo), and the requirements of the City of Carlsbad. Field density tests performed by our firm indicated a minimum relative compaction of 90 percent (based on ASTM D1557-78) for tests taken on the subject building pad. Expansion tests indicated a very low to low expansion potential for the near-surface soil on the pad. - - - - As stated earlier in this report, the site was previously graded under the observation and testing of Geocon, Inc. It should be emphasized that Ninyo & Moore assumes no responsibility for the performance of fill material placed under the purview of others. - 4 Johnson Wax Development Company December 22, 1989 Prqject No. 100170-06 RECOMMENDATIONS Foundation and Floor Slab Design Foundations and slabs should be designed in accordance with structural considerations and the following minimum recommendations. The proposed building may be supported on continuous perimeter footings founded at a minimum depth of 18 inches below adjacent grade. Footings should be a minimum of 18 inches wide with at least two number 4 reinforcing bars at the top and bottom, and should conform to the recommendations of the project structural engineer. Footings conforming to these minimum specifications may be designed for an allowable bearing capacity of 2,000 pounds per square foot. Isolated interior footings founded at a minimum depth of 18 inches below top of slab and having minimum dimensions of 24 inches square may also be designed for an allowable bearing capacity of 2,000 pounds per square foot. Isolated footings should be reinforced in accordance with the recommendations of the project structural engineer. These bearing capacity values may be increased by one-third for transient loads such as wind and seismic forces. The slab-on-grade floor should have a minimum thickness of 6 inches and should be reinforced with a minimum of number 3 reinforcing bars placed 18 inches on centers in both directions. Slab reinforcement should be placed within the center one-third of the slab section. Correct placement of reinforcing steel is vital for the reinforcement to perform adequately. Floor slabs subject to warehouse-type loads, such as heavy wheel-loads or high area-loads due to materials storage should conform to the design recommendations of the project structural engineer. Moisture sensitive floor slabs should be underlain by a minimum of 2 inches of clean sand, underlain by a 6 mil or thicker plastic moisture barrier, underlain in turn by at least 4 inches of 3i8'inch pea gravel or equivalent crushed rock. 5 Johnson Wax Development Company December 22, 1989 Project No. 100170-06 In order to minimize shrinkage cracks, we recommend that the concrete have a 4 inch slump during placement and be appropriately inspected and tested. All concrete should be placed on adequately moistened soil. Surface Drainage Surface drainage of the lot should be controlled at all times. Positive surface drainage should be provided to direct surface water away from the structure and toward the street or suitable drainage facility. Ponding of water should be avoided adjacent to the structure. Additional Recommendations Additional recommendations concerning flatwork design, street and parking area sections, etc. will be provided in our final as-graded report. LIMITATIONS The geotechnical services outlined in this report have been conducted in accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations, and professional opinions presented in this report. Site conditions may vary from those observed and described in this report. Our conclusions and recommendations are based on an analysis of the observed conditions. If actual conditions differ from those described in this report, our office should be notified and additional recommendations, if required, can be provided upon request. 6 Johnson Wax Development Company December 22, 1989 Project No. 100170-06 We appreciate the opportunity to be of service. If you have any questions, please contact the undersigned. Very truly yours, NINYO & MOORE Bruce Bowman Project Geologist >I i BDB/CACKCG/atm Distribution: (4) Addressee (1) City of Carlsbad, Engineering Department (1) City of Carkbad, Engineering Department Attention: Mr. Dick Cook Attention: Mr. Walter Brown 7 - REFERENCE: 1986 Aerial Fot.o-Map Book. 0 2000 4000 Scale in Feet NORTH - I SITE LOCATION MAP VONS MARKl3 PLAZA PASEO REAL CARLSBAD. CALIFORNIA PROJECT NO./ DATE 100170-0(5 I 12/89 FIGURE 1 LEGEND Approxlmata footprlnt of VONS MAm(ET bulldng SITE PLAN VONS MARKET PLAZA PASEO REAL CARLSBAD. CALIFORNIA PROJECT NO.1 DATE 100170-06 I 12/89 1 FIGURE 2 TABLE 1 * SWARV OF FIELD DENSITY TESTS FOR PROJECT # 100170-06 Test A rox Moisture Content Dr Density Relative Soil No. Date of Test Location Rev Field optiMn Fierd Max. Cnpactlon Type (feeti (X) (X) (Wf) (Wf) (X) No. Remarks Test 6# 8' 711 9* 1 O# 11# 27' 12# 31' 180# 191# 219' 220' 223' 224* 14.1 14.7 16.0 14.9 14.8 16.5 16.8 12.2 12.4 14.5 13.2 12.2 11.0 13.1 12.0 11.7 11.7 10.5 12.0 12.0 12.0 12.0 11.7 11.7 12.0 14.0 12.0 12.0 14.0 14.0 109.4 108.7 117.8 99.9 103.9 116.1 113.7 109.0 108.9 106.8 103.8 107.8 106.1 103.6 103.1 119.8 119.8 122.8 117.7 117.7 117.7 117.7 119.8 119.8 117.7 114.2 117.7 117.7 114.2 114.2 91 91 96 85 88 99 97 91 91 91 91 92 90 91 90 * Test results prescribed on Table 1 include tests performed in the vicinity of the subject pad by Ninyo & Moore. Results of tests performed by Geocon, Inc., are provided in their grading reports referenced in Appendix k ! ; 2 RETEST ON 11s 2 RETEST ON 12# 2 RETEST OF 9* 2 RETEST OF lo# 1 2 1 4 2 4 2 4 EXPANSION INDEX TEST RESULTS Performed in general accordance with UBC Standard 29-2. NUMBER INITIAL MOISTURE NUMBER SAMPLE DRY DENSITY COMPACTED (PCF) 105.3 100.2 107.5 99.5 MOISTURE FINAL (8) 18.6 23.3 16.7 21.3 VOLUMETRIC SWELL (IN.) -0.001 0.042 -0.001 0.025 EXPANSION INDEX -1 42 -1 25 MAXIMUM DENSITY TEST RESULTS Performed in general accordance with ASTM D1557-78. SOIL DESCRIPTION Yellowish-Tan silty Sand (SM). Medium brown silty/clayey SAND (SM/SC). Reddish-Tan silty SAND (SM). Yellowish-Brown silty SAND (SM). DRY DENSITY MAXIMUM (PCF) 119.8 117.7 122.8 114.2 EXPANSION POTENTIAL Very Low LOW Very Low LOW MOISTURE OPTIMUM CONTENT (%I 11.7 12.0 10.5 14.0 THE AYERICAN SOCIETY FOR TESTING AXD MATERILLS !.457.’1 HAS E\’ALCATED THE PRECISION OF TEE ?Ik)iI?lUH DEXSITY TEST METHOD [ASTM 01557-781, AXD HAS IC3iCATED THAT VARIATIOXS IN THE TEST RESCLTS ChS OCCL‘R. ASTM DEFISES THE ACCEPThELE RATGE OF XC FZSYLTS IW TABLE 3 IS THE TEXT OF AST?l D1557-7$. THE RANGE IS COXSIDERED ACCEPTABLE IF THE DIFFERENCE 3ETlCEES ANY TWO RESl‘LTS EXPRESSED AS A PER- CENTAGE OF THE AVERAGE VALUE OF THE TKO RESULTS 3CrS !;@T EXCEED 4.0 PEXCENT. AS SET, ASTX HAS CCT >E?ZSITY TEST RESULTS COULD hLS0 OCCUR. hCCOECISGLY, THE ACCCMCY OF THE RELATIVE CONFkCTION \-;.ICES REPORTED PRECISION VALUES FOR FIELD DESSITY TEST .‘.:iTAODS, BCT I.:E ESPECT THhT VARIATIOSS IS TEE FIELD ?RESENTED 19 THIS REPORT IS DEPESDEXT 08 THE FREC1S:ON OF THE ASTM TEST ?IETHOD. hND THEREFORE, 7AE TEST RESULTS MAY BE SUBJECT TO VARIATION. I Vons Market Johnson Wax Development Company APPENDIX A References December 22, 1989 Project No. 100170-06 1. Eisenberg, L., 1983, “Pleistocene Marine Terrace and Eocene Geology, Encinitas 2. Geocon, Inc., “Geotechnical Investigation for Tentative Planned Development, Map 3. Geocon, Inc., “Report of Testing and Observation Services During Mass Grading and Rancho Santa Fe Quadrangles.: 82-83, Carlsbad, California,” dated May 25, 1983. Operations for Carlsbad Tract No. 82-83, Carlsbad, California,” dated May 21, 1984. 4. Geocon, Inc., “Final Report of Testing and Observation Services During Mass Grading Operations for SDP 82-4 and CT 82-23, Carlsbad, California,” dated September 19, 1984. 5. Ninyo & Moore, ”Geotechnical Investigation, Plaza Paseo Real, El Camino Real and Alga Road, Carlsbad, California”, dated August 31, 1989. 6. Rick Engineering Company, “Site Grading Plans for Plaza Paseo Real,” dated July 17, 1989. 7. Rick Engineering Company, ”Rough Grading Plans for Plaza Paseo Real,” dated July 21, 1989. 8. Rick Engineering Company, “Site Grading Plans for Plaza Paseo Real,” dated July 31, 1989. 9. Rick Engineering Company, “Interim Grading Plans for Plaza Paseo Real”, dated September 9, 1989. 10. Rick Engineering Company, “Site Grading Plans for Plaza Paseo Real,” dated November 7, 1989. 11. Rick Engineering Company, Structural Plans Entitled ”Plaza Paseo Real Vons Market #65, Carlsbad, California,” dated December 21, 1989. Aerial Photoeraphs Source Date Scale Flight Numbers USDA 4-11-53 1:20,000 AXN-8M 21 and 73