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HomeMy WebLinkAboutCDP 2017-0043; FRANCIS RESIDENCE; FINAL SOILS REPORT; 2022-01-14FINAL GEOTECHNICAL REPORT OF EARTHWORK CONSTRUCTION NEW SINGLE-FAMILY RESIDENTIAL DEVELOPMENT 1585 TRITON STREET, CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA 92011 ASSESSOR’S PARCEL NUMBER 215-070-51 CITY OF CARLSBAD PROJECT NO.: CDP2017-0043, DRAWING NO.: 507-5A FOR MR. MARK FRANCIS 3385 BLODGETT DRIVE COLORADO SPRINGS, COLORADO 80919 W.O. 7279-B/C/F-SC JANUARY 14, 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 January 14, 2022 W.O. 7279-B/C/F-SC Mr. Mark Francis 3385 Blodgett Drive Colorado Springs, Colorado 80919 Subject: Final Geotechnical Report of Earthwork Construction, New Single-Family Residential Development, 1585 Triton Street, Carlsbad, San Diego County, California 92011, Assessor’s Parcel Number (APN) 215-070-51, City of Carlsbad Project No.: CDP2017-0043, Drawing No.: 507-5A Dear Mr. Francis: In accordance with your request and authorization, and as required by the City of Carlsbad, GeoSoils, Inc. (GSI) has prepared this final geotechnical report summarizing our geotechnical observations and testing during grading (GSI Phase “B”); post-tensioned (PT) slab foundation construction and under-slab plumbing trench backfill (GSI Phase “C”); and retaining wall construction (GSI Phase “F”) at the subject site. Geotechnical observation and testing during the aforementioned construction tasks commenced in mid-January 2020 and were generally completed in late April 2020. Our services were provided on a part-time, as-needed basis, as solely determined by representatives of Coble Homes (Project General Contractor). During earthwork construction, line and grade was the responsibility of others and not GSI. Unless specifically superseded herein, the conclusions and recommendations in the project geotechnical reports (see Appendix A) remain valid and applicable, and should be appropriately implemented during property landscaping and maintenance activities, and any future development within the subject parcel. GEOTECHNICAL OBSERVATIONS AND FIELD DENSITY TESTING DURING GRADING (GSI PHASE “B”) GSI provided geotechnical observations and field density testing during grading within the subject property, which occurred in middle to late February 2020, and were substantially complete by month-end. Grading involved both planned and remedial earthwork. According to the grading plans prepared by Engineering Design Group ([EDG], 2019), the planned grading required the placement of additional fills up to approximately 6½ feet thick and excavations up to approximately ½ foot below the existing grades. Remedial grading consisted of removing and recompacting undocumented artificial fill and the weathered, surficial structural (compacted) fill placed during original site grading (GSI, 2004). In GeoSoils, Inc. general, remedial grading excavations extended to depths on the order of 1½ feet below the existing grades. Remedial grading was performed prior to the placement of the new planned fills. The geotechnical conditions observed during grading were generally similar to those encountered during field work performed as part of our 2017 geotechnical update evaluation (GSI, 2017). The as-graded geotechnical conditions are presented on Plate 1 (“As-Graded Geotechnical Map), which uses EDG (2019) as a base. Compacted fill materials typically consisted of imported granular soils blended with the onsite (native) earth materials. The compacted fills were moisture conditioned, placed in relatively thin lifts, and compacted to at least 90 percent of the laboratory maximum (per ASTM D 1557), where tested. Based on our observations and field density testing, the compacted fill materials, placed during the recent phase of grading, under purview of this report, are considered suitable for their intended use from a geotechnical perspective. GEOTECHNICAL OBSERVATIONS AND TESTING DURING PT SLAB FOUNDATION CONSTRUCTION AND UNDER-SLAB PLUMBING TRENCH BACKFILL (GSI PHASE “C”) PT Slab Foundation Excavation Observations Prior to concrete placement for the PT slab foundation of the new residential structure, GSI observed the foundation excavations. Based on our observations, the excavations for the PT slab foundation extended into suitable bearing materials and were in general accordance with the recommendations in GSI (2017). Under-Slab Plumbing Trench Backfill GSI performed field density testing on the under-slab plumbing trench backfill materials after the trenches were backfilled to the approximate pad grade elevation. The backfill generally consisted of the blended import and native soils. The field density tests results indicated that the backfill materials were moisture conditioned and compacted to at least 90 percent of the laboratory standard (per ASTM D 1557), where tested. GEOTECHNICAL OBSERVATIONS AND TESTING DURING RETAINING WALL CONSTRUCTION (GSI PHASE “F”) During retaining wall construction, GSI observed the foundation excavations for the San Diego Regional Standard Design (SDRSD) C-02 and C-04 retaining walls. In addition, we observed the subdrain construction for the SDRSD C-04 retaining wall. Lastly, GSI performed field density testing during the backfill of the SDRSD C-04 retaining wall. Francis W.O.7279-B/C/F-SC 1585 Triton Street, Carlsbad January 14, 2022 File:e:\wp21\7200\7279bcf.fgr Page 2 GeoSoils, Inc. Retaining Wall Foundation Excavation Observations The foundation excavations for the SDRSD C-02 and C-04 retaining walls were observed by GSI prior to the placement of concrete. In order to avoid surcharging the recently constructed retaining wall along the northern property boundary of the adjacent southern property, the foundation excavation for the east-west segment of the SDRSD C-04 retaining wall was deepened such that a 1:1 (horizontal:vertical [h:v]) plane projected down and toward the south from the bottom, outboard edge of the SDRSD C-04 retaining wall footing passed below the foundation for the adjacent, offsite retaining wall. In addition, the foundation excavation for the north-south segment of the SDRSD C-04 retaining wall was deepened into unweathered Quaternary-age very old paralic deposits, considered formational earth materials at the subject site, in order to provide suitable bearing support and to reduce the potential for this wall segment to experience deformations occurring within the nearby “flexible,” mechanically stabilized earth (MSE) retaining wall system on the adjacent western property. GSI’s observations indicated that the retaining wall foundation excavations for both retaining walls extended into suitable bearing materials and generally conformed to our recommendations. Retaining Wall Subdrain Observation GSI observed the subdrain construction for the SDRSD C-04 retaining wall. The subdrain consisted of a 4-inch diameter, perforated, high density polyethylene (HDPE) drain pipe with the perforations oriented down. The drain pipe was encased in ¾-inch gravels that were wrapped in filter fabric (Mirafi 140N). Prior to subdrain construction for the north- south segment of the wall, fill materials were placed atop the lowered retaining wall footing, moisture conditioned, and compacted to at least 95 percent of the laboratory standard (per ASTM D 1557), where field density testing was performed. Plastic sheeting was then placed above the compacted fill from the backside of the SDRSD C-04 retaining wall stem to the heel of the wall footing. The purpose of compacting this fill to at least 95 percent of the laboratory standard (per ASTM D 1557) and the placement of the plastic sheeting beneath the retaining wall subdrain was to direct subsurface water that may accumulate behind the retaining wall into the subdrain. Based on our observations, the subdrain construction for the SDRSD C-04 retaining wall generally conformed to our recommendations. Retaining Wall Backfill GSI performed field density testing during the backfill of the SDRSD C-04 retaining wall. The results of the field density tests indicated that the backfill was compacted to at least 90 percent of the laboratory standard (per ASTM D 1557), where tested. Francis W.O.7279-B/C/F-SC 1585 Triton Street, Carlsbad January 14, 2022 File:e:\wp21\7200\7279bcf.fgr Page 3 GeoSoils, Inc. FIELD DENSITY TESTING 1. Field density tests were performed using the nuclear densometer (ND) method, in general accordance with ASTM D 6938-10 (Procedure A) and the sand cone method, in general accordance with ASTM D 1556. The compaction test results are presented in the attached Table 1. 2. The field dry densities of the compacted fill materials were evaluated as a percentage of the maximum dry density attained in the laboratory for the representative earth material types, encountered during earthwork construction. Where field density testing indicated inadequate compaction or moisture content (as warranted), the failure area was reworked until the recommended compaction and moisture content was achieved. 3. Field density tests were taken at periodic intervals and random locations to check the compaction of the fill placed by the contractor. LABORATORY TESTING Maximum Density and Optimum Moisture Content Testing The maximum dry density and optimum moisture content for the major soil types, encountered during earthwork construction, were evaluated in the laboratory in general accordance with test method ASTM D 1557. The following table presents the maximum dry densities and optimum moisture contents of the soils encountered during earthwork construction. SOIL TYPE MAXIMUM DENSITY (PCF) MOISTURE CONTENT (%) A - Dark Reddish Brown, Clayey Sand 128.4 9.1 B - Reddish Brown, Silty Sand 132.0 8.5 Expansion Index A representative sample of compacted fill placed within the building pad area was subjected to expansion index testing. Expansion index (E.I.) testing and expansion potential classification were performed in general accordance with ASTM Standard D 4829. The results of the expansion index testing are presented in the following table: Francis W.O.7279-B/C/F-SC 1585 Triton Street, Carlsbad January 14, 2022 File:e:\wp21\7200\7279bcf.fgr Page 4 GeoSoils, Inc. EXPANSION INDEX EXPANSION POTENTIAL <5 Very Low E.I. = 0 to 20 - Very Low Expansion Potential; E.I. = 21 to 50 - Low Expansion Potential; E.I. = 51 to 90 - Medium Expansion Potential; E.I. = 91 to 130 - High Expansion Potential; E.I. > 131 - Very High Expansion Potential Corrosion Testing A representative sample of the compacted fill placed within the building pad was evaluated for soil corrosivity and soluble sulfates, and chlorides. The testing included evaluations of soil pH, soluble sulfates, chlorides, and saturated resistivity. The test results are presented in the following table and in Appendix B. pH SATURATED RESISTIVITY (ohm-cm) SOLUBLE SULFATES (% by weight) SOLUBLE CHLORIDES (ppm) 7.0 2,300 0.0100 30 Corrosion Summary The laboratory test results indicate that the tested sample of the compacted fill, placed within the building pad, is neutral with respect to soil acidity/alkalinity; is moderately corrosive to exposed, buried metals when saturated; has negligible concentrations of soluble sulfates (“Exposure Class S0” per Table 19.3.2.1 of American Concrete Institute [ACI] 318-14); and has a relatively low concentration of soluble chlorides that is below action levels. GSI does not consult in the field of corrosion engineering. Thus, consultation from a qualified corrosion consultant may be considered based on the level of corrosion protection required for the project, as determined by the Project Architect, Structural Engineer, Civil Engineer, and Plumbing/Mechanical Engineer. CONCLUSIONS The earthwork construction under the purview of this report is considered to be in general conformance with the preliminary recommendations contained in GSI (2017), GSI’s field recommendations, applicable conditions of the grading permit, Appendix Chapter J of the 2019 California Building Code (California Building Standards Commission, 2019), and with the requirements of the City of Carlsbad Grading Code and Ordinances, from a geotechnical standpoint. Where field density testing was performed, the compacted fill Francis W.O.7279-B/C/F-SC 1585 Triton Street, Carlsbad January 14, 2022 File:e:\wp21\7200\7279bcf.fgr Page 5 I I GeoSoils, Inc. materials received the required compaction efforts; and therefore, are considered suitable for their intended use from a geotechnical perspective. LIMITATIONS 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. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, not withstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Francis W.O.7279-B/C/F-SC 1585 Triton Street, Carlsbad January 14, 2022 File:e:\wp21\7200\7279bcf.fgr Page 6 GeoSoils, Inc. If you have any questions or comments regarding this letter, please do not hesitate to contact the undersigned. Respectfully submitted, GeoSoils, Inc. John P. Franklin Stephen J. Coover Engineering Geologist, CEG 1340 Geotechnical Engineer, GE 2057 Ryan B. Boehmer Project Geologist RBB/JPF/SJC/sh Attachments: Table 1 - Field Density Test Results Appendix A - References Appendix B - Laboratory Test Results Plate 1 - As-Graded Geotechnical Map Distribution: (1) Addressee (via email) (1) Coble Homes, Attention: Mr. Matt Coble (via email) Francis W.O.7279-B/C/F-SC 1585 Triton Street, Carlsbad January 14, 2022 File:e:\wp21\7200\7279bcf.fgr Page 7 Table 1 FIELD DENSITY TEST RESULTS TEST UTILITY DATE TEST LOCATION TRACT ELEVATION MOISTURE DRY RELATIVE TEST SOIL NO.TYPE OR DEPTH CONTENT DENSITY COMPACTION TYPE TYPE (ft)(%)(pcf)(%) GRADING 1 2/13/20 Building Pad 1585 Triton St 368.0 11.5 118.4 90.0 ND A 2 2/13/20 Building Pad 1585 Triton St 367.5 11.2 118.9 90.4 ND A 3 2/13/20 Building Pad 1585 Triton St 368.0 12.0 119.3 90.7 ND A 4 2/14/20 Building Pad 1585 Triton St 368.5 11.1 120.3 91.5 ND A 5 2/14/20 Building Pad 1585 Triton St 368.5 12.2 119.4 90.8 ND A 6 2/18/20 Building Pad 1585 Triton St 364.0 9.2 120.3 91.1 SC B 7 2/18/20 Building Pad 1585 Triton St 365.0 8.5 118.9 90.1 SC B 8 2/18/20 Building Pad 1585 Triton St 366.0 9.1 120.0 90.9 ND B 9 2/18/20 Building Pad 1585 Triton St 367.0 8.8 119.5 90.5 ND B 10 2/18/20 Building Pad 1585 Triton St 367.0 8.7 118.8 90.0 ND B 11 2/19/20 Building Pad 1585 Triton St 369.0 9.9 120.3 91.5 ND A 12 2/19/20 Building Pad 1585 Triton St 367.0 10.2 119.4 90.8 ND A 13 2/19/20 Building Pad 1585 Triton St 367.0 8.8 119.4 90.8 ND A 14 2/19/20 Building Pad 1585 Triton St 366.0 8.9 119.4 90.8 ND A 15 2/20/20 Building Pad 1585 Triton St 363.5 9.4 120.3 91.5 ND A 16 2/20/20 Building Pad 1585 Triton St 366.0 8.6 121.1 92.1 ND A 17 2/20/20 Building Pad 1585 Triton St 368.0 9.2 119.4 90.8 ND A 18FG 2/21/20 Building Pad 1585 Triton St 369.5 8.9 118.3 90.0 ND A 19FG 2/21/20 Building Pad 1585 Triton St 369.5 8.5 118.6 90.2 ND A 20FS 2/24/20 Southwest Slope 1585 Triton St 368.0 9.0 118.4 90.0 ND A 21FS 2/24/20 Southwest Slope 1585 Triton St 366.0 9.3 118.8 90.3 ND A 22FS 2/24/20 West Slope 1585 Triton St 367.0 9.4 119.0 90.5 ND A 23FS 2/24/20 West Slope 1585 Triton St 364.0 10.0 118.6 90.2 ND A UNDER-SLAB PLUMBING BACKFILL TRENCH 1 USP 4/17/20 Southeast Area of Pad 1585 Triton St 369.5 9.3 118.5 92.3 ND A 2 USP 4/17/20 Southeast Area of Pad 1585 Triton St 369.5 9.1 115.6 90.0 ND A 3 USP 4/17/20 Northwest Area of Pad 1585 Triton St 369.5 10.1 119.4 93.0 ND A RETAINING WALL BACKFILL 1 RW 2/14/20 West Wall 1585 Triton St 359.0 11.2 125.0 95.1 ND A 2 RW 2/14/20 West Wall 1585 Triton St 359.5 10.5 125.5 95.4 ND A 3 RW 2/14/20 Southwest Wall 1585 Triton St 360.0 11.0 125.8 95.7 ND A 4 RW 2/14/20 Southwest Wall 1585 Triton St 360.0 10.7 126.1 95.9 ND A 5 RW 2/14/20 West Wall 1585 Triton St 362.0 10.7 120.3 91.5 ND A 6 RW 2/14/20 West Wall 1585 Triton St 362.0 9.9 122.9 93.5 ND A 7 RW 2/14/20 Southwest Wall 1585 Triton St 362.5 10.1 124.7 94.8 ND A 8 RW 2/14/20 Southwest Wall 1585 Triton St 363.0 11.0 121.1 92.1 ND A LEGEND FG = Finish Grade FS = Finish Slope ND = Nuclear Densometer Test RW = Retaining Wall SC = Sand Cone Test USP = Under-Slab Plumbing PHASE F PHASE B PHASE C Francis 1585 Triton Street, Carlsbad File: C:\excel\tables\7200\7279b,c,f.tbl1 GeoSoils, Inc. W.O. 7279-B,C,F-SC January, 2022 Page 1 GeoSoils, Inc. APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES California Building Standards Commission, 2019, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2018 International Building Code. Engineering Design Group, 2019, Grading plans for: Francis Residence, Sheets 1 through 3 of 5, various scales, City of Carlsbad Project No.: CDP2017-0043, City of Carlsbad Drawing No.: 507-5A, dated November 13. GeoSoils, Inc., 2022, Documentation of geotechnical services requested during earthwork construction, new single-family residential development, 1585 Triton Street, Carlsbad, San Diego County, California 92011, Assessor’s Parcel Number (APN) 215-070-51, City of Carlsbad project no.: CDP2017-0043, drawing no.: 507-5A, W.O. 7279-SC, dated January 14. _____, 2020, Interim geotechnical report of rough grading and retaining wall construction, planned single-family residence, 1585 Triton Street, Carlsbad, San Diego County, California, Assessor’s Parcel Number (APN) 215-070-51, City of Carlsbad Project No.: CDP2017-0043, Drawing No.: 507-5A, W.O. 7279-B/F-SC, dated February 24. _____, 2018, Geotechnical review of grading and post-tension foundation plans, planned single-family residence, 1585 Triton Street, Carlsbad, San Diego County, California, Assessor’s Parcel Number (APN) 215-070-51, W.O. 7279-A-SC, dated April 13. _____, 2017, Geotechnical update evaluation, proposed single-family residence off of Triton Street, Carlsbad, San Diego County, California, Assessor’s Parcel Number (APN) 215-070-51, W.O.7279-A-SC, dated June 9. _____, 2004, Final compaction report of grading, Parcels 1 and 3, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B-SC, dated March 9. _____, 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carlsbad, San Diego County, California, W.O. 3460-A1-SC, dated December 20. _____, 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, proposed subdivision, Carlsbad, San Diego County, California, W.O. 3460-A-SC, dated November 27. GeoSoils, Inc. APPENDIX B LABORATORY TEST RESULTS W.O. 7279-B/C/F-SC PLATE B-1 II SoilCor CORROSION & THERMAL SCIENCES 42184 Remington Ave, Temecula CA 92590 ph (951) 795-3135 • fx (951) 894-2683 Work Order No.: 20B8141 Client: GeoSoils, Inc. Project No.: 7279-F-SC Project Name: Francis Report Date: March 10, 2020 Laboratory Test(s) Results Summary The subject soil sample was processed with the U.S. Standard No. 10 Sieve and tested for pH (ASTM G 51-95 2012), Soil Resistivity (ASTM G 57-06 2012), Sulfate Ion Content (ASTM D 516-16) and Chloride Ion Content (ASTM D 512-12B). The test results follow: pH As Rec'd Saturated Sulfate Chloride Sample Identification Resistivity Resistivity Content Content (H+) (ohm-cm) (ohm-cm) (mg/L) (mg/L) Soil Type A 7.0 140,000 2,300 100 30 *ND=No Detection We appreciate the opportunity to serve you. Please do not hesitate to contact us with any , questions or clarifications regarding these results or procedures. {l)l(;A1f124f!Gr.11u M E MB ER Ahmet K. Kaya, Laboratory Manager www.soilcor.com Form No. l ·PR Rev. 08/2019 W.O.DATE:SCALE:7279-B/F-SC 1" = 10' Plate 1 FIELD DENSITY TESTLOCATION MAP 01/22 ALL LOCATIONS ARE APPROXIMATE This document or efile is not a part of the Construction Documents and should not be relied upon as being an accurate depiction of design. Qvop X-17 GSI LEGEND Afc 2Afc1 X-19FG X-1X-2 X-3 X-4 X-5 X-7 X-8 X-6 X-9 X-14X-15 X-13 X-11 X-10 X-16 X-17 X-18FG X-19FG X-12 X-23FS N.A.P. X-RW8 X-RW4 X-RW8 X-RW3 X-RW7 X-RW2X-RW6 X-RW5X-RW1 NAfc 2 Afc Qvop1 Afc 2 Afc Qvop1 Qvop Afc 1 Qvop Afc 1 Qvop Afc 1 Qvop Afc 1 Afu Afc Qvop1 Qvop Afu Afc Qvop1 N.A.P. N.A.P. N.A.P. N.A.P. Afu X-20FS X-21FS X-22FS X-23FS Afc 2 Afc Qvop1 Qvop Afc 2 " I " I -- " lQWAY I " I ~ I :> (E) CUR I & GUTTER :, 'Td 01 1/ ,or --:>-- _j ----------:, I ---- I(,■ I I Ii!! • ____ D ____ IS_SI_PA_TO ___ R_Q) . , • • • APN 218•070•40 GRADING PLAN 10 C 10 20 JO -• -_____ I~------',, I M -I SCALE 1 • = 1D FT ......... , 1IQI£; EARTHEN BERMS TO B[ PROVIDED AT ALL FILL SLOPES SUBSEQUENT TO COMPLETION & PRIOR TO ROUGH GRADING APPROVAL. 5'-0" MIN -=f----~"-~-s~-~-=[ ___ N----=-B~E_R_M __ (j) -- z CONSTRUCTION LEGEND CD 0 Q) 0 ® @ (]) @ ® @ (j]) @ PROPOSED CMU RETAINING WALL PER SDRSD C-4, 5' -4" MAX HEIGHT• PROPOSED CONCRETE PAVING 4" MIN THICK 4" AREA DRA/N NOS BOX OR EQUIV. 12" SQ DRA/N INLET NOS BOX OR EQUIV. 4" SDR-35 STORM DRAIN PIPE AT 2% MIN, UNLESS OTHERWISE NOTED. 6" SDR-35 STORM DRAIN PIPE AT 2% MIN. RIPRAP 0/SSIPATOR PER DET.2/ THIS SHEET; SIZE Bf:r' 2.s ' • z.s ' PROPOSED WALL BACK DRAIN 4 • PERFORATED PIPE CONCRETE HEADWALL TO EXTEND MIN. 4" BEYOND PIPE LIMIT PROPOS£D ON-SITE WATER SERVICE PROPOSED EARTHEN BERM PER DET. 1 / THIS SHEET PROPOSED CMU RETAINING WALL PER SDRSO C-2, J' -0" MAX HEIGHT* • -SEE GEOTECHNICAL NOTES THIS SHEET POST -CONSTRUCTION SITE DESIGN 81./Ps: !SD-1I ls5=21 ~ ~ ~ ISD-6I ISD -7I MAINTAIN NATURAL DRAINAGE PATHWAYS AND HYDROLOGIC FEATURES CONSERVE NATURAL AREAS, SOILS, AND VEGETATION MINIMIZE IMPERVIOUS AREA MINIMIZE SOIL COMPACTION IMPERVIOUS AREA DISPERSION RUNOFF COLLECTION LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SPECIES POST CONSTRUCTION SOURCE CONTROL BIJPs: lsc -11 jsc -21 lsc-~ lsc-~ ~ PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 STORM DRAIN STENCILING AND SIGNAGE PROTECT OUTDOOR MATERIALS STORAGE AREAS PROTECT TRASH STORAGE AREAS ADDNL BMPS BASED ON POTENTIAL SOURCES OF RUNOFF POLLUTANTS: ON-SITE STORM DRAIN INLETS ABBREVIATIONS FF FJNISH[O FLOOR ELEVATION FP FJNISHED PAD ELEVATION TG TOP OF GRATE IE INVERT ELEVATION TW TOP OF WALL 11' TOP OF FOOTING FS FJNISHED SURFACE FG FlNISHE:D GRADE (E) EXISTING CL CENTERLINE PL PROPERTY LINE (N) NEW R.W. RIGHT-OF-WAY GENERAL NOTES: 1. PRIOR TO THE START OF WORK, THE CONTRACTOR SHALL CONVENE SITE MEETING TO DISCUSS SCOPE OF WORK, AND METHODS OF CONSTRUCTION. IN ATTENDANCE AT THE MEETING SHALL BE THE CONTRACTOR, THE OWNER/ HOA REPRESENTATIVE, GEOTECHNICAL CONSULTANT REPRESENTATIVE AND ENGINEERING DESIGN GROUP (EOG) REPRESENTATfVE. 2. NEITHER THE ARCHITECT, DESIGNER, GEOTECHNICAL CONSULTANT OR ENGINEER WILL ENFORCE SAFETY MEASURES OR REGULATIONS. THE OWNER, AND CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, CONSTRUCTION, AND MAINTENANCE OF ALL SAFETY DEVICES, INCLUDING SHORING, BRACING, AND BEST MANAGEMENT PRACTICES. THE OWNER AND CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAi.., STATE. AND FEDERA L SAFETY AND HEALTH STANDARDS, LAWS, AND REGULATIONS. J. CONSTRUCTION CONTRACTOR ASSUMES SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. CONTRACTOR SHOULD TAKE WHATEVER MEASURES NECESSARY TO MA/NTAIN A SAFE WORK SITE IN CONFORMANCE WITH CAL OSHA. 4. IT SHAI..L BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT HORIZONTAL ANO VERTICAL LOCATION OF ALL EXISTING UNDERGROUND AND OVERHEAD UTILITIES PRIOR TO COMMENCING CONSTRUCTION. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. 5. PRIOR TO THf START OF WORK THE CONTRACTOR SHALL TAKE ALL NECESSARY AND REASONABLE STEPS (INCLUDING MARK-OUT AND POT-HOLING) TO LOCATE UTILITIES AND EXISTING SUB-GRADE DRAINAGE FACILITIES ON THE PROJECT SITE. CONTRACTOR TO CALL DIG-ALERT SUFFICIENTLY IN ADVANCE OF WORK FOR PUBLIC UTILITY MARK-OUT. TOLL FREE NUMBER: 1-800-422-4 1 JJ. SHOULD A CONFLICT WITH EXISTING STRUCTURES ARISE, THE CONTRACTOR SHA/..L NOTIFY ENGINEERING DESIGN GROUP PRIOR TO THE CONTINUANCE OF EXCAVATION. ANY DAMAGE RESULTING FROM FAJLURE TO PROPERLY MARK-OUT EXISTING UTILITIES SHALL BE BORN BY CONTRACTOR 6. THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE PLANS HAS BEEN OBTAINED FROM AVAILABLE RECORDS ONLY AND MAY NOT REFLECT ALL EXISTING UTILITIES. LOCATIONS OF ALL EXISTING UT/UT/ES SHALL BE CONFIRMED BY FIELD MEASUREMENTS. PRIOR TO CONSTRUCTION, CONTRACTOR OF WORK TO PERFORM EXPLORATORY EXCAVATIONS IN ORDER TO PROVIDE SUFFICIENT TIME PRIOR TO CONSTRUCT/ON FOR ANY NECESSARY PERMIT REVISIONS. 7. CONTRACTOR IS REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN HEREON AND ANY OTHER EXISTING LINES NOT OF RECORD OR SHOWN ON THESE PLANS. B. CONTRACTOR TO CONFIRM VERTICAL DROP TO ENSURE MINIMUM FLOW PER THESE PLANS. 9. IF WORK PROPOSED CONFLICTS WITH EXISTING IMPROVEMENTS, CONFLICT LOCATIONS SHALL BE IDENTIF/£0 TO THE OWNER AND ENGINEER OF RECORD PRIOR TO THE START OF CONSTRUCT/ON. 10. PRIOR TO ANY CONSTRUCTION THE CONTRACTOR IS TO COORDINATE PLANS WITH A/..L OTHER DISCIPLINES, VERIFY ALL DIMENSIONS ANO NOTIFY ENGINEER OF WORK OF ANY DISCREPANCIES. 11. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES AND THE TYPICAL DETAILS ON PLANS IN CASE OF CONFLICT. 12. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK, THE DETAILS USED SHALL BE THE SAME AS FOR OTHER SIMILAR WORK, RECOGNIZED INDUSTRY STANDARDS, OR MANUFACTURERS INSTALLATION DfTAILS. I J. THE CONTRACTOR SHALL REPLACE A/..L DESTROYED OR DAMAGED SURFACE IMPROVEMENT WITH IMPROVEMENT EQUAL OR SUPERIOR. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR OR DEVELOPER TO ACQUIRE AND ENFORCE ALL NECESSARY TRAFFIC CONTROL. PERMITS NEEDED TO SAFELY CONDUCT WORK IN THE PUBLIC RIGHT OF WAY. CONTRACTOR OR DEVELOPER/OWNER MUST COORDINATE ALL TRAFFIC CONTROL WITH THE AGENCY OF JURISDICTION. 14. A SET OF THE LA TEST PLANS SHALL BE ON SITE DURING CONSTRUCTION. APPLICABLE CODES: THIS PROJECT IS TO CONFORM TO THE FOLLOWING CODES: 1. CURRENT 2016 CALIFORNIA RESIDENTIAL CODE WHICH ADOPTS THE MOST RECENT INTERNATIONAL RESIDENTIAL CODE. 2. THE CURRENT 2016 CALIFORNIA GREEN BUILDING CODE. J. THE 2016 CALIFORNIA BUILDING CODE WHICH ADOPTS THE MOST CURRENT INTERNATIONAL BUILDING CODE. 4. THE 2016 CALIFORNIA ELECTRICAL CODE (BASED ON THE MOST RECENT NEC). 5. THE 2016 CALIFORNIA PLUMBING CODE (BASED ON THE MOST RECENT UPC BY IAPMO). 6. THE 2016 CALIFORNIA MECHANICAL CODE (BASED ON THE MOST RECENT UMC BY IAPMO}. 7. THE MOST CURRENT CARLSBAD FIRE CODE (BASED ON THE MOST RECENT IFC). GEOTECHNICAL :NOTES: 1. THE BACKFILL FOR SDRSD RETAINING WALLS SHOULD CONSIST OF SELECT MATERIALS MEETING UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATIONS (SP, SW, GW, OR GP WITH LlffiE TO NO FINES, AS APPROVED BY PROJECT GEOTECHNICAL ENGINEER. 2. IF A GRAVEL BACKFILL IS USED, IT SHOULD PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 12 INCHES, MOISTURIZED, AND DENSIFIED. GRAVEL BACKFILL SHOULD BE ENTIRELY WRAPPED IN FILTER FABRIC (MIR/Fl 140N OR APPRO\/£D EQUfVALENT). J. THE WESTERLY WALL FOOTING SHOULD BE EMBEDDED AT LEAST 12 INCHES INTO FORMATIONAL MATERIALS OR PER GEOTECHNICAL ENGINEER IN FIELD. 4. FOR THE SOUTHERLY WALL MINIMUM EMBEDMENT SHOULD BE 18 INCHES BELOW THE LOWEST ADJACENT GRADE OR PER PER GEOTECHNICAL ENGINEER IN FIELD. 11 AS BUILT" RCE __ _ EXP, ___ _ DATE REVIEw'ED BY, INSPECTOR DATE I SH~ET I CITY OF CARLSBAD I SH~TS I ENGINEERING DEPARTMENT GRADING PLANS FOR: FRANCIS RESIDENCE GRADING PLAN GR2017-0056 ~':_ROV~( ) # JASON S. GELDERT ~ CITY ENGINEER RCE 6391 2 EXPIRES 9 / 30/U<! .,..._ DWN BY: "'V DATE INITIAL DATE INITIAL DATE INITIAL CHKD BY: v ' ,__,, PROJECT NO. DRAWING NO. ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY; rJ / CDP2O17-OO43 5O7-5A 10 0 5 ~ I ARTIFICIAL FILL -UNDOCUMfNTED ARTIFICIAL FILL -COMPACTED PLACED UNDER PURVIEW OF THIS REPORT ARTIFICIAL FILL -EXISTING, PLACED UND£R PURVIEW OF GS/ (2004), CIRCLED lltH£RE BURIED QUA TERNARY \ofRY OLD PARALLIC DEPOS/1S, CIRCLED lltHERE BURIED APPROX/MA TE LOCATION OF GEOLOGIC CONTACT, QUERIED lltHERE UNCERTAIN APPROX/MA TE LOCATION OF FIELD DENS/TY TEST APPROX/MA TE LOCATION OF FINISH GRAD£ FIELD DfNS/TY TEST APPROX/MA TE LOCATION OF FINISH SLOPE FIELD DfNS/TY TEST APPROX/MA TE LOCATION OF RETAINING WALL BACKFILL FIELD DfNSITY TEST NOT A PART OF THIS SWDY GRAPHIC SCALE 10 20 40 I I I ,· = /0'