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Home My WebLink About; EWA Operations & Maintenance Bldgs; Approved As-Graded Report; 2006-06-16Dudek & Associates, Inc. 605 Third Street Encinitas. CA 92Q24 TRANSMITTAL No. 0646 Piione: (760)479-4226 Fax: (760) 632-0164 PROJECT: EWA Operations & Maintenance Bldgs TO: Cityof Carlsbad 5950 El Camino Real Carlsbad, CA 92008 DATE: 6/16/06 REF: Approved "As-Graded" Report Dated May 19, 2006 ATTN: Joe McMahon RTTRMTTTFn FORr ArXION TAKFN- Shop Drawings Approval Approved as Submitted Letter • Your Use Approved as Noted Prints As Requested Retumed After Loan Change Order ^ Review and Comment Resubmit Plans Submit Samples SF.NT VTA: Retumed Specifications Attached Retumed for Corrections Other: Approved "As-Graded" Report Dated May Separate Cover Via: FED-EX Due Date: ITEM PACKAGE SUBMITTAL DRAWING REV. ITEM NO. COPIES DATE DESCRIPTION 1 6/16/06 STATUS (1) Copy of the AS-GRADED NEW REPORT OF ROUGH AND FINE GRADING, PROPOSED OPERATIONS AND MAINTENANCE FACILITY BUILDING PADS ENCINA WASTEWATER AUTHORITY, 6200 AVENIDA ENCINAS, CARLSBAD, CA Dated: May 19, 2006 For your files. R ECEIVE D JUN 1 9 2006 c\\ \ or ( Aui.siiAn ENGIMJ KINC h! I'AUJMEINT <M\1 I>1\ISION CC: Signedr--^ Shannon Goodrich Espedilion AS-GRADED REPORT OF ROUGH AND FINE GRADING, PROPOSED OPERATIONS AND MAINTENANCE FACIUTY BUILDING PADS ENCINA WASTEWATER AUTHORITY, 6200 AVENIDA ENCINAS, CARLSBAD, CALIFORNIA Prepared For: ENCINA WASTEWATER AUTHORITY 6200 Avenida Encinas Carlsbad, California 92009 May 19, 2006 Project No. 601008-001 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY 4 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY May 19, 2006 ProjectNo. 601008-001 To: Encina Wastewater Authority 6200 Avenida Encinas Carlsbad, Califomia 92009 Attention: Mr. Dwayne Larson, PE Subject: As-Graded Report of Rough and Fine Grading, of the Proposed Operations and Maintenance Facility Buildings, Encina Wastewater Authority, 6200 Avenida Encinas, Carlsbad, Califomia Introduction In accordance with your request and authorization, we have performed geotechnical observation and testing services during rough and fine grading of the proposed Operations and Maintenance Facility Buildings at the for the Encina Wastewater Authority located at 6200 Avenida Encinas in Carlsbad, Califomia. The grading operations for the site were performed by Sierra Pacific West. Leighton Consulting, Inc. performed geotechnical observation and testing services. This as-graded report summarizes our geotechnical observations, field and laboratory test results and the geotechnical conditions encountered during the grading for the building pads. In addition, this report provides conclusions and recommendations for the proposed post grading of the site. The grading plans for this project were prepared by Lee and Ro Inc. dated January 31, 2005 (PlattAVhitelaw, 2005). Proiect Description The proposed Operations and Maintenance Facility building pads are located in the north westem comer of the existing Encina Wastewater Plant complex, east of Avenida Encinas and south Palomar Airport Road in Carlsbad, Califomia (Figure 1). In general, the proposed site development includes the construction ofthe aforementioned buildings, parking and pavement areas, landscaping and other associated improvements. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.569.6914 • Fax 858.292.0771 •www.leightonconsulting.com BASE MAP: 2003 Digital Edition Tliomas Guide, San Diego County 1.200 2,400 Scale in Feet Operations and Maintenance Building Pads Encina Wastewater Authority 6200 Avenida Encinas Carisbad. Califomia SITE LOCATION MAP Project No. 601008-001 Date May 2006 Figure No. 1 601008-001 Sumnnarv of Rougli and Fine Gradina Rough and fine grading of Operations and Maintenance Facility building pads began in August 2005 and was essentially completed in Febmary 2006. Our field technician and engineer were on site on full time and part time basis, respectively, diaring the grading operations. Rough and fine grading operations for the building sites included 1) the removal of potentially compressible soils to predetermined depth or competent formational material; 2) the preparation of areas to receive fill; and 3) the placement of native and imported compacted fill soils. Removal depths in the Operations Building pad ranged firom 5 feet in the northeastem portion of the pad, and up to 20 feet in the westem and southem portions of the pad. In general, all removals within the Operations Building pad extended to competent formational material. In addition, limited removals underlain with Mirafi 500X were performed on the south side of the Operations Building beneath patio areas. Removals within the Maintenance Building pad were also limited to 6 feet below the proposed finished elevation based on additional analysis of the existing fill soils (Leighton, 2005a). The replacement fills for the Operations Building typically consisted of reused granular on site soils and imported soils that were moisture conditioned and/or dried back to near optimum moisture conditions prior to placement and compacted to at least 90 percent relative compaction (based on ASTM Test Method D 1557). Fill soils failing to yield minimimi compaction requirements and/or exhibited non-uniform moisture contents were re-processed and re-compacted until achieving specified compaction. As specified in the revised remedial grading recommendations for the proposed Maintenance Building (Leighton, 2005a), imported select fill soil was placed and compacted to at least 95 percent relative compaction (based on ASTM Test Method D 1557). Fill compaction in both areas was achieved with heavy-duty earthmoving machinery. Field density testing and observations were performed using the Nuclear-Gauge Method (ASTM Test Methods D2922 and D3017). The approximate test locations are shown on the Field Density Test Location Map (Figure 2). The results of the field density tests are summarized in Appendix B. The field density testing was performed was in general accordance with the applicable ASTM Standards, the current standard of care in the industry, and the precision of the testing method itself As with all field and laboratoiy testing methods, variations in relative compaction should be expected fi-om the results documented herein due to the differences in operator's methods and in the precision of the test methods themselves. Laboratorv Testina Laboratory maximum dry density and optimum moisture content testing (ASTM Test Method D1557), Sand Equivalent (SE) testing (ASTM Test Method D 2419), and expansion index testing (ASTM Test Method D 4829) was conducted on representative samples of on site and import soils used as fill. The test results are presented in Appendix C. -3- Leighton 601008-001 The test results of the imported select fill indicated that expansion index (EI) values ranged fi-om 0 to 17 (very low), SE greater than 15, and a sulfate content ofless than 0.0375 percent (i.e., negligible per the 2001 CBC). Based on the underlying soil conditions and observation during grading, we recommend using Type II cement in the concrete for the foundations and slabs-on- grade based on the sulfate content. Summarv of Conclusions The rough and fine-grading operations for the proposed Operations and Maintenance Facility building pads at project site are believed to have been performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City ofCarlsbad requirements. The finish grade soils on the building pads have a very low to low expansion potential. It is our opinion that the site is suitable for its intended use provided the recommendations included herein and in the referenced project geotechnical reports are incorporated into the design and constmction of the proposed stmcture and associated improvements. Recommendations Based on die results of our observation and testing during the rough and fine grading of the proposed Operations and Maintenance Facility building pads, the site conditions were judged to be essentially as anticipated. Therefore, the recommendations conceming the post grading and constmction phases of the project presented in our geotechnical report for the site (Leighton, 2003) are still considered applicable. Limitations The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations fi-om project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work or their responsibility if defects are subsequentiy discovered in their work. Our responsibilities did not mclude any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. -4- Leighton 601008-001 If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfiilly submitted, LEIGHTON CONSULTING, INC. William D. Olson, RCE 45283 Senior Project Engineer Michael R. Stewart, CEG 1349 Principal GeologistA^ice President Attachments: Figure 1 - Site Location Map Figure 2 - Field Density Test Location Map - Operation Building Figure 3 - Field Density Test Location Map - Maintenance Building Appendix A - References Appendix B - Summary of Field Density Tests Appendix C - Laboratoiy Testing Procedures and Test Results Distribution: (4) Addressee -5-Leighton APPENDIX A 601008-001 APPENDIX A REFERENCES Leighton and Associates, 2003, Update Geotechnical Investigation, Proposed Encina Wastewater Authority Administrative Center and Maintenance Buildings, 6200 Avenida Encinas, Carlsbad, Cahfomia, Project No. 990230-002, dated August 28, 2003 Leighton Consulting Inc., 2005a, Revised Grading Recommendations for Maintenance Building, Proposed Encina Wastewater Authority Administrative Center and Maintenance Buildings, 6200 Avenida Encinas, Carlsbad, Califomia, Project No. 601008-001, dated October 11, 2005 Leighton Consulting Inc., 2005b, Geotechnical Completion Letter of Rough and Fine-Grading Operations for Proposed Administration Building Pad, 6200 Avenida Encinas, Carlsbad, Califomia, Project No. 601008-001, dated October 18, 2005 Leighton Consulting Inc., 2006, Geotechnical Completion Letter of Rough and Fine-Grading Operations for Proposed Maintenance Building Pad, 6200 Avenida Encinas, Carlsbad, Califomia, ProjectNo. 601008-001, dated January 24, 2006 PlattAVhitelaw, 2005, Encina Water Pollution Control Facility Operation and Maintenance Facilities, Plans and Specifications, dated January 31,2005 A-1 APPENDIX B APPENDIX B EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS 601008-001 Test No. Test of Test No. Test of Prefix Test of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NG (SG) SUBGRADE Original Ground OG (AB) AGGREGATE BASE Existing Fill EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG (S) SEWER Curb C (SD) STORM DRAIN Gutter G (AD) AREA DRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER Street ST (SB) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELECTRICAL Driveway Approach DA (T) TELEPHONE Parking Lot PL (J) JOINT UTILITY Electric Box Pad EB (I) IRRIGATION Bedding Material B Shading Sand S Main M Lateral L Crossing X Manhole MH Hydrant Lateral HL Catch Basin CB Riser R Inlet 1 (RW) RETAINING WALL (P) PRESATURATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom F Backfill B Wall Cell C (IT) INTERIOR TRENCH Plumbing Backfill P Electrical Backfill E represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D2922 and D3QI7. 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The results of these tests are presented in the table below: Sample Number Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) 1 Pale yellow-brown silty SAND 123.0 11.0 2 Red-brown silty SAND 123.5 9.0 3 Yellow-brown silty SAND 116.5 12.0 4 Pale brown-grey silty SAND 125.0 10.0 5 Brown silty SAND 127.5 9.5 6 Reddish brown silty SAND 126.5 10.5 1 7 Yellow-brown silty SAND with gravel 111.5 15.5 8 Red-brown silty SAND 127.0 10.5 Expansion Index Tests: The expansion potential was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2 and/or ASTM Test Method 4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Sample Description Expansion Expansion Number Sample Description Index Potential 1 Pale yellow-brown silty SAND 0 Very Low 2 Red-brown silty SAND 1 Very Low 4 Pale brown-grey silty SAND 11 Very Low 6 Reddish brown silty SAND 15 Very Low 7 Yellow-brown silty SAND with gravel 17 Very Low 8 Red-brown silty SAND 0 Very Low C-1 601008-001 APPENDIX C (Continued) Sand Equivalent: The sand equivalent were determined in accordance with ASTM Test Method D2419. The results are presented in the table below: Sanq)le Number Sample Description Sand Equivalent Value | 1 Pale yellow-brown silty SAND 17 2 Red-brown silty SAND 20 4 Pale brown-grey silty SAND 21 6 Reddish brown silty SAND 15 7 Yellow-brown silty SAND with gravel 16 8 Red-brown silty SAND 23 Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods (Caltrans Test Method CT417). The test results are presented in the table below: Sample Number Sample Description Sulfate Content (%) Potential Degree of Sulfate Attack* Ops Bidg Reddish brown siity SAND 0.0375 Neghgible Maint. Bidg (N) Red-brown silty SAND 0.0324 Negligible Maint. Bidg (S) Red-brown silty SAND 0.0150 Negligible * Based on the 1997 edition of the Uniform Building Code, Table No. 19-A-4, prepared by the Intemational Conference of Building Officials (ICBO, 1997). C-2