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HomeMy WebLinkAboutXR2023-1455 - SoilsR M C CARTHY CONSULTING, INC March 22, 2021 Jeff Anderson 515 Signal Road Newport Beach, CA 92661 Subject: Interim Earthwork Observation/Testing Report Proposed Residential Construction Tract 1218, Lot 109 515 Signal Road Newport Beach, California APN: 049-251-32 Grading Permit No: 0663-2020 References: See attached list File No: 8401-10 Report No: 114-8401 This report presents the results of our observation and testing services performed during the grading of the property located at 515 Signal Road, Newport Beach, California. The purpose for our geotechnical services was to observe and document the excavation and grading operations and earthwork activities as part of the development of a graded pad area for the construction of the basement for the custom home. Based on our observations and review of the test results, it is our opinion that the grading and earthwork was performed in substantial conformance with the City of Newport Beach and project grading requirements. PROJECT DATA Site: 515 Signal Road Newport Beach, California Owner: Mr. Jeff Anderson General Contractor: Integrity Builders Grading Contractor: RB Holt Inc Drilling Contractor: Drilco, Inc Civil Engineer: IT Consulting Engineers Structural Engineer: FMH Engineering Regulatory Agency: City of Newport Beach 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 1 Email info@rmccarthyconsulting.com March 22, 2021 File No: 8401-10 Report No: R4-8401 Page: 2 Grading Plans: "Precise Grading Plan for Anderson Residence, 515 Signal Rd, Newport Beach, CA," prepared by ]T Consulting Engineers, dated 10/8/20, Sheets CA through C.6 Shoring Plans: "Shoring Site Plan, Proposed Temporary Shoring, 515 Signal Road, Newport Beach, CA," prepared by FMH Engineering, dated 9/18/20, Sheets SH-1 through SH-4 Observation Period: October 29, 2020, through February 24, 2021 SITE LOCATION The subject property is located on the west side of Signal Road, south of East 15th Street in Newport Beach, California. The property is bordered on the north, west and south by similarly developed residential lots. The east side of the lot fronts Signal Road. GRADING AND EARTHWORK The former site structures, swimming pool, improvements and vegetation were demolished and cleared from the property prior to and during grading. Shoring consisting of soldier piles and lagging were then installed along the northern side of the planned basement structure. The excavation for the basement pad followed the shoring installation. The east, south and west sides of the excavation are unshored and temporary cut slopes are in place. The construction access ramp is located on the on the east side of the property (at Signal Road). Excavations exposed alluvium, silty sand marine terrace deposits and bedrock. Shoring and Basement Excavation Shoring elements consisting of soldier piles and wood lagging were installed to provide lateral support along the northerly property line during excavation for the basement. Ten (10) shoring pile excavations were drilled to depths of approximately 15 to 35 feet below ground surface (bgs). Drilling of the soldier piles was observed by our field geologist. A summary of our observations is provided in Table 3, Summary of Shoring Pile Drilling. The locations of the shoring piles are depicted on the FMH Engineering Shoring Plans, Sheets SH-1 and SH-2, attached. Wood lagging was set in place behind the soldier pile flanges and void spaces were backfilled with a lean mix slurry. The excavation and slurry backfill activities were observed by our field geologist. Temporary sloped cuts were made along the west, south and east sides per the project plans as part of the basement excavation. C. Preparation of Existing Ground - Basement The basement excavation exposed competent marine terrace deposits at the subgrade level. The sandy terrace deposits were determined to be suitable for support of the R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 March 22, 2021 File No: 8401-10 Report No: R4-8401 Page: 3 basement slab and foundation elements. The exposed subgrade sands were compacted as part of the slab subgrade preparation. D. Fill Placement and Compaction Prior to placement of fill soil, the exposed excavated soil surface was scarified, moisture conditioned, and compacted to a minimum of 90 percent relative compaction. Test results indicate that a minimum of 90 percent relative compaction, as determined by ASTM D1557, was achieved. Fill material consisted of on -site silty sand. Equipment used for compaction included a CAT 289D track loader and hand -operated mechanical devices. Water was added by means of a fire hose. Based on the results of our field density testing, it is our opinion that a minimum of 90 percent relative compaction was achieved. Density tests were performed in accordance with ASTM D1556 (Sand Cone Method) and/or ASTM D6938 (Nuclear Gauge Method). The fill materials were also probed and observed to be firm and competent. Field Density Test Rpcultc are tahi datein te-locatlons of the field density tests are indicated on the Geotechnical Plot Plan, Figure 1. Representative samples of the site soils used as fill were returned to the laboratory for testing. Laboratory tests for maximum density and optimum moisture content were performed in accordance with ASTM D1557 (the Five Layer Method). The results are presented in Table 2, Laboratory Maximum Dry Density/Optimum Moisture Relationship. Testing was performed on representative areas to render a professional opinion as to the compaction of fill materials. It is our opinion that sufficient testing was performed to arrive at the conclusions stated herein; however, this is an opinion and is not a warranty that all fill materials are at 90 percent relative compaction. CONCLUSIONS AND RECOMMENDATIONS General Based upon Feld observations and test results, it is our opinion that grading and compaction described herein was accomplished in accordance with the project requirements and the grading requirements of the City of Newport Beach. Field density testing indicated that a minimum of 90 percent relative compaction was achieved at the basement subgrade level. Based on the observations and testing as described herein, the basement pad is considered suitable for the intended use. The temporary shoring caisson excavations were observed as indicated herein and determined to be in accordance with our recommendations. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 March 22, 2021 File No: 8401-10 Report No: R4-8401 Page: 4 Exclusions This report is an interim grading report for the basement slab subgrade area only. The street grade portions of the building pad and swimming pool backfill will be reported at a later date upon completion. Foundation and Slab Recommendations The fill materials consist primarily of silty sand and gravel with a very low expansion potential. The foundation recommendations provided in the referenced reports are considered applicable to the as -graded site. The Contractor should verify that the finished pad grade is at an appropriate level for the installation of the slab and subslab materials. The structural plans indicate a 15-inch thick concrete slab reinforced with No. 5 bars spaced at 12-inches on -center each way, top and bottom over a double layer of 15-mil plastic as a vapor retarder, over geofabric filter cloth over 4-inches of rock base for the basement floor structure and underlayment. Temporary Excavation Slopes Basement excavation slopes should be maintained by the contractor in a stable condition through the backfill completion. The contractor should notify us in the event of instability or problems with excavations during construction. Recommendations in the referenced approved soil reports are applicable. Concrete Construction Components in Contact with Soil The on -site soils have a low soluble sulfate content based on the results of previous laboratory testing, which indicated less than 0.10 percent soluble sulfate. Ordinary Type II cement is, therefore, anticipated to be suitable for concrete in contact with the subgrade soils. The concrete mix design should be in accordance with the project specifications. The structural plans indicate a minimum concrete strength of 4,000 psi for the basement slab. Metal Construction Components in Contact with Soil Metal rebar encased in concrete, iron pipes, copper pipes, elevator shafts, air conditioner units, etc., that are in contact with soil or water that permeates the soil should be protected from corrosion that may result from salts contained in the soil. Recommendations to mitigate damage due to corrosive soils, if needed, should be provided by a qualified Corrosion Specialist. Foundation Excavations All excavations should be observed by the Geotechnical Engineer prior to placement of forms, reinforcement, and concrete for verification of conformance with the intention of these recommendations. All excavations should be trimmed neat, level, and square. All loose or sloughed material should be removed prior to the placement of concrete. Materials from footing excavations should not be spread in slab -on -grade areas without compaction. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 March 22, 2021 List of Guidelines File No: 8401-10 Report No: R4-8401 Page: 5 The Geotechnical Consultant should be notified to observe and test the following activities during grading and construction: • To observe proper removal of unsuitable materials; • To observe the grading for the street grade portions of the site; • to observe the bottom of removals for all excavations for the grading, trenching, exterior site improvements, etc.; • to observe side cut excavations for retaining walls, trenches, etc.; • to test for proper moisture content and proper degree of compaction of fill; • to check that foundation excavations are clean and founded in competent material; • prior to and after pre-soaking of the slab subgrade soils (if necessary); • to check the slab subgrade materials prior to placing the gravel, vapor barrier and concrete; • to check retaining wall subdrain installation when the pipe is exposed and before it is covered by the gravel and fabric; and again, after the gravel and fabric have been placed; • to test and observe placement of wall backfill materials; • to test and observe placement of trench backfill materials; est and grade -materials; • to observe any other fills or backfills that may be constructed at the site. It is noted that this list should be used as a guideline. Additional observations and testing may be required per local agency and Code requirements at the time of the actual construction. The 2019 CBC requires continuous verification and testing during placement of fill materials and during pile/caisson drilling. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 March 22, 2021 LIMITATIONS File No: 8401-10 Report No: 114-8401 Page: 6 Our description of grading operations, as well as observations and testing, has been limited to those grading operations observed between October 29, 2020, and February 24, 2021. This report does not include line and grade survey results. Elevations and locations used in this report are estimated based on field surveys done by others. The opinions rendered apply to conditions in the subject areas observed by us as of the date of our indicated site visits. We are not responsible for any changes in the conditions that may occur after that date and outside our purview. Our work was provided consistent with and limited to the standard of care applicable to such services, which is that services were consistent with the professional care and skill ordinarily provided by consultants practicing in the same or similar locality under the same or similar circumstances. No other warranty is expressed or implied. The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, No. 2490 EV. 3/3v Robert I McCarthy, G. E�£4S Geotechnical Engineer Registration Expires 3-31-22 Date Signed: March 22, 2021 Attachments: Table 1 — Results of Field Density Tests Table 2 — Laboratory Maximum Dry Density/Optimum Moisture Relationship Table 3 — Observation of Shoring Piles References Figure 1, Geotechnical Plot Plan Shoring Plan, Sheets SH-1 and SH-2 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 March 22, 2021 TABLE 1 — RESULTS OF FIELD DENSITY TESTS File No: 8401-10 Report No: R4-8401 Page: 7 Moisture Dry No. Test Date Location Depth Tole yp Content Density Relative (feet) M (pcf) Compaction 1* 11/23/20 Basement Pad SG 1 12.6 116.3 95 Notes: *Indicates Sand Cone Test Method; all other tests Nuclear Gauge Method Depth where indicated is below finished pad grade. SG = Subgrade TABLE 2 — LABORATORY MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE RELATIONSHIP ASTM D1557-12 Optimum Type Description Moisture Density (per Content (%) 1 Dark Brown Clayey SAND / Sandy CLAY 11.5 122.0 TABLE 3 — SUMMARY OF SHORING PILE DRILLING Shoring Pile Number Date Diameter (in) Depth Drilled (ft) Minimum Required Tip Elevation (ft) Final Tip Elevation (ft) 1 10/29/20 24 15.3 70 68.4 2 10/29/20 30 34.2 50 49.7 3 11/4/20 30 34.1 50 49.3 4 11/3/20 30 34.1 50 50 5 11/2/20 30 34.4 50 49.5 6 11/4/20 30 34.2 50 49.6 7 11/2/20 30 34.7 50 49.3 8 11/4/20 30 34.2 50 49.7 9 11/2/20 30 34.3 50 49.5 10 11/2/20 24 15 70 68.8 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 March 22, 2021 File No: 8401-10 Report No: R4-8401 Page: 8 1. Apex Land Surveying, Inc., 2019, "Topographic Survey, 515 Signal Road, Newport Beach, CA 92663," 11/1/19, APN: 049-251-32, Scale: 1" = 8', Sheet 1 of 1. 2. American Society of Civil Engineers (ASCE), 2019, ASCE 7 Hazard Tool, https://asce7hazardtool.onl ine/ 3. California Building Code, 2019 Edition. 4. California Division of Mines and Geology, 2001, "Seismic Hazards Zones Map, Tustin Quadrangle," January 17. 5. California Divisions of Mines and Geology, 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117A. 6. Department of the Navy, 1982, NAVFAC DM-7.1, "Soil Mechanics, Design Manual 7.1," Naval Facilities Engineering Command. 7. Hart, E. W., and Bryant, W. A., 1997, "Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act: California Division of Mines and Geology," Special Publication 42 (Interim Supplements and Revisions 1999, 2003, and 2007). S. Jennings, Charles W., et al., 1994, "Fault Activity Map of California and Adjacent Areas," California Division of Mines and Geology, Geologic Data Map No. 6. 9. Martin, G. R. and Lew, M., 1999, "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California," SCEC, 10. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 11. Morton, D. M., Bovard, Kelly H., and Alvarez, Rachel M., 2004, "Preliminary Digital Geological Map of the 30' X 60' Santa Ana Quadrangle, Southern California, Version 2.0," Open -File Report 99-172, Version 2.0 — 2004. 12. Morton, P. K., Miller, R. V., and Evans, J. R., 1976, "Environmental Geology of Orange County, California: California Division of Mines and Geology," Open File Report 79-8 LA. 13. Morton, Douglas M., and Miller, Fred K., compilers, 2006, "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California," U. S. Geological Survey Open File Report 2006-1217. 14. Petersen, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory, P. A., and Schwartz, D. P., 1996, "Probabilistic Seismic Hazard Assessment for the State of California," Department of Conservation, Division of Mines and Geology", DMG Open -File Report 96-08, USGS Open File Report 96-706. 15. R McCarthy Consulting, Inc., 2020, "Response to City Review, First Review Comments (4/21/20), Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," APN: 049-251-32, Plan Check No: 0663-2020, File No: 8401-10, Report No: R3-8401, July 16. 16. R McCarthy Consulting, Inc., 2020, Geotechnical Investigation, Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-00, Report No: Rl- 8401, January 17 (2019 Code Update January 27). 17. Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, https://seismicma ps,org/ 18. Tan, Siang, S., and Edgington, William J., 1976, "Geology and Engineering Geology of the Laguna Beach Quadrangle, Orange County, California," California Division of Mines and Geology, Special Report 127. 19. Vedder, J. G., Yerkes, R. F., and Schoellhamer, J. E., 1957, "Geologic Map of the San Joaquin Hills - San Juan Capistrano Area, Orange County, California," U. S. Geological Survey, Oil and Gas Investigations Map OM-193. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 }❑ arom M Q Z 7VN9/S z CCU L U R IIII CL 0 a O v eC N SW MCI o�o'U t --- - - - -�/- o -x - - o i o O)'e d0" Ln 3 00 I , In Z LL I I m \ U Li I x�renvl i:.i � I nl I On z O / O / i v � C L O1 i Y I N O O C e 2 3 L _ a C i pCj a Ol c N O a C = J O 0 w u u C u c U C C uJ -pp0 O O -D 0 a a v rn N 1•>-- �- f9 3.E0.11=lIN W y,� y,� N -O C .- U1 +' ,(B E E C o u v Z W W u a O j V O W a a o E a v m w I m m R \( (\ - «( / & | $!\e ,IN {) {[\■F R �� _w \ §OWNG SITEP A mPOSE°TEMPORARY SHORING :85 !pp!!, [v r, *s ter-- ---- i2 I p ♦ m -- — —_ _-----... y RON €- _--— — — — — —— .I o ll I Ale ---- ----- a r----- - €1 —JJJ P 9Y 235 _'—Fa i a h PLAN & ELEVATION NIB I'�>uu uPROPOSED TEMPORARY SHORWOou.,,�e�u`.cmrn i CONSULTING, INC May 30, 2025 Jeff Anderson File No: 8401-10 515 Signal Road Report No: R10-8401 Newport Beach, CA 92663 Subject: Earthwork Observation/Testing Report Project Final Report Residential Construction Tract 1218, Lot 109 515 Signal Road Newport Beach, California Grading Permit No: XR2023-1455 1. R McCarthy Consulting, Inc., 2020, Geotechnical Investigation, Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-00, Report No: R1-8401, January 17 (2019 Code Update January 27). 2. R McCarthy Consulting, Inc., 2020, Response to City Review, 15t Review Comments (4/21/20), Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R3-8401, July 16. 3. R McCarthy Consulting, Inc., 2021, Interim Earthwork Observation/Testing Report, Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R4-8401, March 22. 4. R McCarthy Consulting, Inc., 2021, Geotechnical Review of Survey Data, Property Line Wall Shoring, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R5-8401, September 27. 5. R McCarthy Consulting, Inc., 2021, Earthwork Observation/Testing Report, Residential Construction Main/Street Level Areas, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R6-8401, December 9. 6. R McCarthy Consulting, Inc., 2022, Geotechnical Recommendations, Proposed Swimming Pool, Spa, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: 117-8401, January 28. 7. R McCarthy Consulting, Inc., 2022, Geotechnical Recommendations, Temporary Excavations for Proposed Swimming Pool, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R8-8401, April 25. 8. R McCarthy Consulting, Inc., 2022, Geotechnical Recommendations, Temporary Excavations for Proposed Swimming Pool, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R9-8401, September 14. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 1 Email info@rmccarthyconsulting.com May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 2 This report presents the results of our observation and testing services performed during the construction phase activities for the property located at 515 Signal Road in Newport Beach, California. The purpose for our geotechnical services was to observe and document the earthwork operations at the site. We understand that the earthwork is now completed and no further grading or earthwork is to be done at the subject site. This report may, therefore, be considered to be a final report of earthwork observation and testing. Based on our observations, and review of the test results, it is our opinion that the earthwork was performed in substantial conformance with the City of Newport Beach and project grading requirements. PROJECT DATA Site: 515 Signal Road Newport Beach, California Owner: Mr. Jeff Anderson Grading Contractor: Integrity Builders / RB Holt Inc Civil Engineer: JT Consulting Engineers Structural Engineer: FMH Engineering Regulatory Agency: City of Newport Beach Grading Plans: "Precise Grading Plan for Anderson Residence, 515 Signal Rd, Newport Beach, CA," prepared by JT Consulting Engineers, dated 10/8/20, Sheets CA through C.6 Observation Period: October 29, 2020, through May 28, 2025 SITE LOCATION The subject property is located on the west side of Signal Road, south of East 15" Street in Newport Beach, California as shown on the attached Location Map, Figure 2. GENERAL GRADING AND EARTHWORK A. General The observation and testing reported herein includes the construction earthwork activities since the completion of the grading as reported in Reference 5. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 B. Foundation Excavations File No: 8401-10 Report No: R10-8401 Page: 3 Foundations and excavations for the structural elements were observed during the construction. Memos for the observations were provided during the course of construction and included approvals as necessary for concrete pours. C. Trench Backfills Trench backfills, including those for the gas, electric, water, area drain and sewer lines were observed and tested. Based on our observations and test results, it is our opinion that the minimum required compaction was achieved. D. Exterior Hardscaoe The hardscape subgrade soils were observed, probed and tested during the construction and approved from a geotechnical standpoint. Results of the field density testing for the hardscape are included in Table 1. SUMMARY • The precise grading for the building pads, including the basement wall backfill, was observed and tested as indicated in References 3 and 5. • Foundation and slab areas for the house structure and garage were observed periodically and approved during the construction. • Foundation excavations for the swimming pool were observed periodically and approved during the construction. • Interior plumbing trenches were backfilled and compacted. • Retaining wall backfills were backfilled in lifts with compacted on -site soil and/or imported gravel and are reported in Reference 5. • The area drain trenches were relatively shallow. The trenches were backfilled in lifts with compacted on -site soil and/or imported gravelly sands. Equipment used for compaction included manual compaction with hand operated mechanical equipment and a water hose. • The utility line trenches, including sewer, water, electric and gas line trench backfills are primarily in landscape areas. The trenches were backfilled with on -site soil and shading materials and compacted with hand operated mechanical equipment. Backfill materials were probed and tested to check compaction. • Exterior hardscape subgrade areas were observed, tested and probed to check compaction. The contractor utilized mechanical compactors and/or light equipment to density the subgrade prior to placement of reinforcing steel and concrete. Based on the results of our field density testing, it is our opinion that a minimum of 90 percent relative compaction was achieved. Density tests were performed in accordance with ASTM D1556 (Sand Cone Method) and/or Nuclear Gauge Methods per ASTM D6938, ASTM D8167 & ASTM D8153. Areas of prepared subgrades, backfills and footing excavations were also probed R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 4 to check compaction. Field Density Test Results are tabulated in Table 1, Results of Field Density Tests. The approximate locations of density tests are shown on the Geotechnical Plot Plan, Figure 1. Representative samples of the site soils used as fill were returned to the laboratory for testing. Laboratory tests for maximum density and optimum moisture content were performed in accordance with ASTM D1557 (the Five Layer Method). The results are presented in Table 2, Laboratory Maximum Dry Density/Optimum Moisture Relationship. Testing was performed on representative areas to render a professional opinion as to the compaction of fill materials. It is our opinion that sufficient testing was performed to arrive at the conclusions stated herein; however, this is an opinion and is not a warranty that all fill materials are at 90 percent relative compaction. CONCLUSIONS AND RECOMMENDATIONS A. General Based en field observations -and test results, it is eur epinien that grading -and compaction described herein was accomplished in accordance with the project requirements and the grading requirements of the City of Newport Beach. Field density testing indicated that a minimum of 90 percent relative compaction was achieved at the locations tested. Based on the observations and testing, the described fill, retaining wall backfills, trench backfill materials and hardscape subgrade soils placed at the site were adequately compacted and are considered suitable for the intended use. B. Drainage and Drainage Devices Maintenance of drainage devices and drainage improvements is important to their long- term performance. The following is a list of suggested procedures provided as a guide for maintenance. • Graded berms, swales, area drains, and slopes are designed to carry surface water from pad areas and should not be blocked or destroyed. Water should not be allowed to pond in pad areas. • Sources of uncontrolled water, such as leaky water pipes or drains, should be repaired if identified. • Subdrain outlets, if present, should be maintained to prevent burial or other blockage. • Roof drains should collect water into a tight -lined drainage system of area drains. When area drain systems are not feasible, roof drain water should be diverted by swales and sloping ground to approved outlet areas. Where planters or unimproved ground are located next to building foundations or slab -on -grade construction, open roof drain outlets should be extended away from the structure. Outlets and infiltration R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, C4 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 5 of roof water next to structures is not acceptable and should be maintained by drainage devices. • Area drain inlet grates should be properly installed and maintained. The inlets need to be properly located at lower grade collection points around yard areas. The grate should be installed low enough to quickly transfer collecting water into the area drain pipe system. It should also be installed high enough to not be easily buried, silted over or choked out by vegetation. • Drainage inlet grates should be regularly inspected and cleaned/replaced as necessary to allow free flow of water into the drain system while effectively blocking larger detritus from entering risers and flow pipes. • Area drain pipes should be periodically checked for blockage and cleaned as necessary. • Landscape grades should be maintained or improved to allow efficient drainage to approved surface water outlets, BMP devices and/or the storm drain system. Modifications to designed or existing drainage grades should be made as necessary when ponds of excess water, standing water, low flows, etc. are noticed. An experienced landscape contractor, landscape architect and/or civil engineer should be consulted, if necessary, to provide recommendations for drainage improvements. As -i Tprovert nts aremade to existing resident tia! propel L es, it is ece......on for unlicensed landscape contractors, laborers or the homeowner to alter the flow patterns that were designed for site drainage. Such actions however can be harmful to the property. Adverse infiltration and surface flows may cause damage to foundations, slabs, concrete hardscape, slopes, neighboring properties, etc. and result in repair costs or litigation. Adverse or incorrectly modified drainage may also become a source of unwanted pollutants into the ocean or storm drain system. Attention to surface drainage and controlled irrigation will significantly reduce the potential for future problems related to unwanted water infiltration. • Irrigation of on -site vegetation should be properly controlled. Excessive watering should be avoided not only to save water, but to protect property improvements. Seasonal adjustments should be made to prevent excessive watering. • Water leaks should be repaired quickly when identified. • Broken sprinkler heads, broken pipes, leaks at joints, or other breaches should be immediately repaired when identified. C. Subsequent Grading Operations Prior to the commencement any future on -site earthwork we recommend to the Owner that a geotechnical engineer be notified to provide appropriate recommendations and observation and testing services as required. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 LIMITATIONS File No: 8401-10 Report No: R10-8401 Page: 6 Our description of grading operations, as well as observations and testing, has been limited to those grading operations observed between October 29, 2020 and May 28, 2025. This report does not include line and grade survey results. Elevations and locations used in this report are estimated based on field surveys done by others. The opinions rendered apply to conditions in the subject areas observed by us as of the date of our indicated site visits. We are not responsible for any changes in the conditions that may occur after that date and outside our purview. Our work was provided consistent with and limited to the standard of care applicable to such services, which is that services were consistent with the professional care and skill ordinarily provided by consultants practicing in the same or similar locality under the same or similar circumstances. No other warranty is expressed or implied. The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, R MCCARTHY CONSULTING, INC. Stephan P. Cousineau Staff Engineer QpOFESS/ o �+ w No. 2490 -< m * cEV. 3/31/ m sT �C�CHNtiGPyP Robert ]. McCarthy, G.E. 2490 Geotechnical Engineer Registration Expires 3-31-26 Date Signed: 5/30/2025 Attachments: Table 1 — Results of Field Density Tests Table 2 — Laboratory Maximum Dry Density/Optimum Moisture Relationship Figure 1 - Geotechnical Plot Plan Figure 2 — Location Map R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 7 TABLE 1 - RESULTS OF FIELD DENSITY TESTS Test No. Test Date Location Depth (feet) Soil Type Moisture Content 70) ( Dry Density (Pcf) Relative Compaction 1* 11/23/20 Basement Pad SG 1 12.6 116.3 95 2* 9/16/21 Wall Backfill 3 1 13.9 113.9 93 3* 9/17/21 Wall Backfill 2 1 12.6 112.6 92 4* 9/17/21 Wall Backfill 2 1 15.8 117.4 96 5* 9/17/21 Building Pad 1 1 14.0 115.4 95 6* 9/24/21 Building Pad 6 4 16.2 115.8 93 7* 9/24/21 Building Pad 5 1 14.7 113.3 93 * 9124121 Riiilrfinn Dnrl 4 1 1 9- 13.9 9* 9/27/21 Building Pad 6 4 16.0 115.3 92 10* 9/27/21 Building Pad 4 1 16.3 111.3 91 11* 9/27/21 Building Pad 6 4 14.9 113.1 90 12* 9/27/21 Building Pad 4 3 14.1 111.8 94 13* 9/28/21 Building Pad 3 1 16.2 113.9 93 14* 9/28/21 Building Pad 6 4 14.5 113.7 91 15* 9/29/21 Building Pad 4 1 14.8 113.8 93 16* 9/29/21 Building Pad 3 1 13.9 113.3 93 17* 9/30/21 Building Pad 2 1 15.1 114.9 94 18* 9/30/21 Building Pad 1 1 15.2 114.1 94 19* 9/30/21 Building Pad 0.5 1 13.8 113.8 93 20* 10/1/21 Building Pad SG 4 14.5 118.1 94 21* 11/4/21 Building Pad 2 4 13.3 117.8 94 22* 11/4/21 Building Pad SG 4 14.4 117.9 94 23* 11/10/21 Building Pad SG 4 14.3 116.3 93 24* 11/10/21 Building Pad SG 1 13.1 116.0 95 25* 11/10/21 Building Pad SG 1 14.4 113.8 93 26 10/9/2024 Haca eJckfill Trench BBa 2 1 11.3 117.1 96 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 8 Test Depth Soil Moisture DryRelative No. Test Date Location (feet) Type Content Density Compaction ( /0) (pCo 27 10/9/2024 Hardscape/ 2 1 11.0 120.4 99 Trench Backfll 28 10/9/2024 Hardscape/ 2 1 12.2 115.4 95 Trench Backfill 29 10/9/2024 Hardscape/ 1 9.5 116.0 95 Trench Trench Backfill 30 10/9/2024 Hardscape/ 2 1 13.2 111.2 91 Trench Backfll 31 10/9/2024 Hardscape/ SG 1 12.5 111.3 91 Trench Backfill 32 10/10/2024 Hardscape/ SG 1 11.9 114.5 94 Trench Backfill 33 10/10/2024 SG 1 9.9 119.3 98 TrenchHardsBackficape/ ll Notes: *Indicates Sand Cone Test Method; all other tests Nuclear Gauge Method ith where indicated is below finished pad grade. TABLE 2 — LABORATORY MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE RELATIONSHIP ASTM D1557-12 Soil Optimum Maximum Dry Type Description Moisture Density (pcf) Content %) ( 1 Dark Brown Clayey SAND / Sandy CLAY 11.5 122 2 Yellow -brown Silty SAND 13 120 3 Brown Clayey SAND 13 119 4 Dark brown Clayey SAND 11 125 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 e T 11 /j I I IG } U b I Z I min wR � e z9AX4001aIN J Q z O v U Q J z 4 MILL'LB n � U i Milli co OL of ryy - nNltt't8 - .� I{m�Wn 'o mri ^ ri �1110 L"98�% oa t O 016L r s l€m 'Iof 41 o m 41 'O V O a2 O U .12 I;s 9 _ �I ! g `. m to u i O EU L Bf'fB o N hYiµ1Lx�iB N 3 Cz DLSL'1B I I E L N LL to Z N -r+ Oi 47 N Fo• y_'Pt $',N iO —� --lLL�t_ ma LL � P+0 nNIBC'tt @ 1 i 1r ncn Itrrj i � (off O1so'rL -" ..,.1 dens o1 �'� O) c0 0� t�l I •a a L 3'J11YliOsq_t _ m_ f N' F a i• I I m y - y, m � /, 1I Q L tLt18'18 m U F- c c =' oQ [[[yLF d 0 O C m O 0 o o dE LL O- m O m6c to ©619 '� 'i ,E��I:. fin^ a E EtY E'�F m.. N U O O G w w w5 wm we D2 — Gf Cam.'• �16C'YB ,,�--1 — � • � I ', nN16S'f8 ® yg ryq W -_ _ Y• UN30.5r $ _ AP" m LL 5 h m no poveR P, V ru �0 I..L C Ql W rl \ J z O LL LL n u s a o � E o Z O aj d N p N N O U 7 d d O N m � mo_ J 0 o m Eoc:g LU m 0 E v auc N L N 0 F r Zyo LL a L N c-o oc d� E�9do _ N O T O N 0 O C m W O a E m E M �n U) N LL N Q O ►m 1 CONSULTING, INC May 30, 2025 Jeff Anderson 515 Signal Road Newport Beach, CA 92663 Subject: Earthwork Observation/Testing Report Project Final Report Residential Construction Tract 1218, Lot 109 515 Signal Road Newport Beach, California Grading Permit No: XR2023-1455 References: File No: 8401-10 Report No: R10-8401 1. R McCarthy Consulting, Inc., 2020, Geotechnical Investigation, Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-00, Report No: R1-8401, January 17 (2019 Code Update January 27). 2. R McCarthy Consulting, Inc., 2020, Response to City Review, 1st Review Comments (4/21/20), Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R3-8401, July 16. 3. R McCarthy Consulting, Inc., 2021, Interim Earthwork Observation/Testing Report, Proposed Residential Construction, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R4-8401, March 22. 4. R McCarthy Consulting, Inc., 2021, Geotechnical Review of Survey Data, Property Line Wall Shoring, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R5-8401, September 27. 5. R McCarthy Consulting, Inc., 2021, Earthwork Observation/Testing Report, Residential Construction Main/Street Level Areas, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R6-8401, December 9. 6. R McCarthy Consulting, Inc., 2022, Geotechnical Recommendations, Proposed Swimming Pool, Spa, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R7-8401, January 28. 7. R McCarthy Consulting, Inc., 2022, Geotechnical Recommendations, Temporary Excavations for Proposed Swimming Pool, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R8-8401, April 25. 8. R McCarthy Consulting, Inc., 2022, Geotechnical Recommendations, Temporary Excavations for Proposed Swimming Pool, Tract 1218, Lot 109, 515 Signal Road, Newport Beach, California," File No: 8401-10, Report No: R9-8401, September 14. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 1 Email info@rmccarthyconsulting.com May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 2 This report presents the results of our observation and testing services performed during the construction phase activities for the property located at 515 Signal Road in Newport Beach, California. The purpose for our geotechnical services was to observe and document the earthwork operations at the site. We understand that the earthwork is now completed and no further grading or earthwork is to be done at the subject site. This report may, therefore, be considered to be a final report of earthwork observation and testing. Based on our observations, and review of the test results, it is our opinion that the earthwork was performed in substantial conformance with the City of Newport Beach and project grading requirements. PROJECT DATA Site: 515 Signal Road Newport Beach, California Owner: Mr. Jeff Anderson Grading Contractor: Integrity Builders / RB Holt Inc Civil Engineer: IT Consulting Engineers Structural Engineer: FMH Engineering Regulatory Agency: City of Newport Beach Grading Plans: "Precise Grading Plan for Anderson Residence, 515 Signal Rd, Newport Beach, CA," prepared by IT Consulting Engineers, dated 10/8/20, Sheets CA through C.6 Observation Period: October 29, 2020, through May 28, 2025 SITE LOCATION The subject property is located on the west side of Signal Road, south of East 15LStreet in Newport Beach, California as shown on the attached Location Map, Figure 2. GENERAL GRADING AND EARTHWORK A. General The observation and testing reported herein includes the construction earthwork activities since the completion of the grading as reported in Reference 5. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 B. Foundation Excavations File No: 8401-10 Report No: R10-8401 Page: 3 Foundations and excavations for the structural elements were observed during the construction. Memos for the observations were provided during the course of construction and included approvals as necessary for concrete pours. C. Trench Backfills Trench backfills, including those for the gas, electric, water, area drain and sewer lines were observed and tested. Based on our observations and test results, it is our opinion that the minimum required compaction was achieved. D. Exterior Hardscaoe The hardscape subgrade soils were observed, probed and tested during the construction and approved from a geotechnical standpoint. Results of the field density testing for the hardscape are included in Table 1. SUMMARY • The precise grading for the building pads, including the basement wall backfill, was observed and tested as indicated in References 3 and 5. • Foundation and slab areas for the house structure and garage were observed periodically and approved during the construction. • Foundation excavations for the swimming pool were observed periodically and approved during the construction. • Interior plumbing trenches were backfilled and compacted. • Retaining wall backfills were backfilled in lifts with compacted on -site soil and/or imported gravel and are reported in Reference 5. • The area drain trenches were relatively shallow. The trenches were backfilled in lifts with compacted on -site soil and/or imported gravelly sands. Equipment used for compaction included manual compaction with hand operated mechanical equipment and a water hose. • The utility line trenches, including sewer, water, electric and gas line trench backfills are primarily in landscape areas. The trenches were backfilled with on -site soil and shading materials and compacted with hand operated mechanical equipment. Backfill materials were probed and tested to check compaction. • Exterior hardscape subgrade areas were observed, tested and probed to check compaction. The contractor utilized mechanical compactors and/or light equipment to densify the subgrade prior to placement of reinforcing steel and concrete. Based on the results of our field density testing, it is our opinion that a minimum of 90 percent relative compaction was achieved. Density tests were performed in accordance with ASTM D1556 (Sand Cone Method) and/or Nuclear Gauge Methods per ASTM D6938, ASTM D8167 & ASTM D8153. Areas of prepared subgrades, backfills and footing excavations were also probed R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 4 to check compaction. Field Density Test Results are tabulated in Table 1, Results of Field Density Tests. The approximate locations of density tests are shown on the Geotechnical Plot Plan, Figure 1. Representative samples of the site soils used as fill were returned to the laboratory for testing. Laboratory tests for maximum density and optimum moisture content were performed in accordance with ASTM D1557 (the Five Layer Method). The results are presented in Table 2, Laboratory Maximum Dry Density/Optimum Moisture Relationship. Testing was performed on representative areas to render a professional opinion as to the compaction of fill materials. It is our opinion that sufficient testing was performed to arrive at the conclusions stated herein; however, this is an opinion and is not a warranty that all fill materials are at 90 percent relative compaction. CONCLUSIONS AND RECOMMENDATIONS A. General Based upon -field -observations -and -testae , . radi and compaction described herein was accomplished in accordance with the project requirements and the grading requirements of the City of Newport Beach. Field density testing indicated that a minimum of 90 percent relative compaction was achieved at the locations tested. Based on the observations and testing, the described fill, retaining wall backfills, trench backfill materials and hardscape subgrade soils placed at the site were adequately compacted and are considered suitable for the intended use. B. Drainage and Drainage Devices Maintenance of drainage devices and drainage improvements is important to their long- term performance. The following is a list of suggested procedures provided as a guide for maintenance. • Graded berms, swales, area drains, and slopes are designed to carry surface water from pad areas and should not be blocked or destroyed. Water should not be allowed to pond in pad areas. • Sources of uncontrolled water, such as leaky water pipes or drains, should be repaired if identified. • Subdrain outlets, if present, should be maintained to prevent burial or other blockage. • Roof drains should collect water into a tight -lined drainage system of area drains. When area drain systems are not feasible, roof drain water should be diverted by swales and sloping ground to approved outlet areas. Where planters or unimproved ground are located next to building foundations or slab -on -grade construction, open roof drain outlets should be extended away from the structure. Outlets and infiltration R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 5 of roof water next to structures is not acceptable and should be maintained by drainage devices. • Area drain inlet grates should be properly installed and maintained. The inlets need to be properly located at lower grade collection points around yard areas. The grate should be installed low enough to quickly transfer collecting water into the area drain pipe system. It should also be installed high enough to not be easily buried, silted over or choked out by vegetation. • Drainage inlet grates should be regularly inspected and cleaned/replaced as necessary to allow free flow of water into the drain system while effectively blocking larger detritus from entering risers and flow pipes. • Area drain pipes should be periodically checked for blockage and cleaned as necessary. • Landscape grades should be maintained or improved to allow efficient drainage to approved surface water outlets, BMP devices and/or the storm drain system. Modifications to designed or existing drainage grades should be made as necessary when ponds of excess water, standing water, low flows, etc. are noticed. An experienced landscape contractor, landscape architect and/or civil engineer should be consulted, if necessary, to provide recommendations for drainage improvements. rrrprevementsare made is existing? unlicensed landscape contractors, laborers or the homeowner to alter the flow patterns that were designed for site drainage. Such actions however can be harmful to the property. Adverse infiltration and surface flows may cause damage to foundations, slabs, concrete hardscape, slopes, neighboring properties, etc. and result in repair costs or litigation. Adverse or incorrectly modified drainage may also become a source of unwanted pollutants into the ocean or storm drain system. Attention to surface drainage and controlled irrigation will significantly reduce the potential for future problems related to unwanted water infiltration. • Irrigation of on -site vegetation should be properly controlled. Excessive watering should be avoided not only to save water, but to protect property improvements. Seasonal adjustments should be made to prevent excessive watering. • Water leaks should be repaired quickly when identified. Broken sprinkler heads, broken pipes, leaks at joints, or other breaches should be immediately repaired when identified. C. Subsequent Grading Operations Prior to the commencement any future on -site earthwork we recommend to the Owner that a geotechnical engineer be notified to provide appropriate recommendations and observation and testing services as required. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 LIMITATIONS File No: 8401-10 Report No: R10-8401 Page: 6 Our description of grading operations, as well as observations and testing, has been limited to those grading operations observed between October 29, 2020 and May 28, 2025. This report does not include line and grade survey results. Elevations and locations used in this report are estimated based on field surveys done by others. The opinions rendered apply to conditions in the subject areas observed by us as of the date of our indicated site visits. We are not responsible for any changes in the conditions that may occur after that date and outside our purview. Our work was provided consistent with and limited to the standard of care applicable to such services, which is that services were consistent with the professional care and skill ordinarily provided by consultants practicing in the same or similar locality under the same or similar circumstances. No other warranty is expressed or implied. The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, R MCCARTHY CONSULTING, INC. It t Stephan P. Cousineau Staff Engineer Robert J. McCarthy, G.E. 2490 Geotechnical Engineer Registration Expires 3-31-26 Date Signed: 5/30/2025 Attachments: Table 1 — Results of Field Density Tests Table 2 — Laboratory Maximum Dry Density/Optimum Moisture Relationship Figure 1 - Geotechnical Plot Plan Figure 2 — Location Map R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 7 TABLE 1 - RESULTS OF FIELD DENSITY TESTS Test No. Test Date Location Depth (feet) Soil Type Moisture Content �o) ( DryRelative Density (per Compaction 1* 11/23/20 Basement Pad SG 1 12.6 116.3 95 2* 9/16/21 Wall Backfill 3 1 13.9 113.9 93 3* 9/17/21 Wall Backfill 2 1 12.6 112.6 92 4* 9/17/21 Wall Backfill 2 1 15.8 117.4 96 5* 9/17/21 Building Pad 1 1 14.0 115.4 95 6* 9/24/21 Building Pad 6 4 16.2 115.8 93 7* 9/24/21 Building Pad 5 1 14.7 113.3 93 * d 9* 9/27/217Building d 6 4 16.0 115.3 92 10* 9/27/21d 4 1 16.3 111.3 91 11* 9/27/21d 6 4 14.9 113.1 90 12* 9/27/21 gad 4 3 14.1 111.8 94 13* 9/28/21 Building Pad 3 1 16.2 113.9 93 14* 9/28/21 Building Pad 6 4 14.5 113.7 91 15* 9/29/21 Building Pad 4 1 14.8 113.8 93 16* 9/29/21 Building Pad 3 1 13.9 113.3 93 17* 9/30/21 Building Pad 2 1 15.1 114.9 94 18* 9/30/21 Building Pad 1 1 15.2 114.1 94 19* 9/30/21 Building Pad 0.5 1 13.8 113.8 93 20* 10/1/21 Building Pad SG 4 14.5 118.1 94 21* 11/4/21 Building Pad 2 4 13.3 117.8 94 22* 11/4/21 Building Pad SG 4 14.4 117.9 94 23* 11/10/21 Building Pad SG 4 14.3 116.3 93 24* 11/10/21 Building Pad SG 1 13.1 116.0 95 25* 11/10/21 Building Pad SG 1 14.4 113.8 93 26 10/9/2024 Hna e/ckfill Trench BBa 2 1 11.3 117.1 96 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 May 30, 2025 File No: 8401-10 Report No: R10-8401 Page: 8 Test Depth Soil Moisture DryRelative No. Test Date Location (feet) Type Content Density Compaction ( /o) (pcf) 27 10/9/2024 Hardscape/ 2 1 11.0 120.4 99 Trench Backfill 28 10/9/2024 Hardscape/ 2 1 12.2 115.4 95 Trench Backfill 29 10/9/2024 Hardscape/ 2 1 9.5 116.0 95 Trench Backfill 30 10/9/2024 Hardscape/ 2 1 13.2 111.2 91 Trench Backfill 31 10/9/2024 Hardscape/ SG 1 12.5 111.3 91 Trench Backfill 32 10/10/2024 Hardscape/ SG 1 11.9 114.5 94 Trench Backfill 33 10/10/2024 Hardscape/ SG 1 9.9 119.3 98 Trench Backfill Notes: *Indicates Sand Cone Test Method; all other tests Nuclear Gauge Method Depth where indicated is below finished pad grade. TABLE 2 — LABORATORY MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE RELATIONSHIP ASTM D1557-12 Soil Optimum Maximum Dry Type Description Moisture Density (pcf) Content (%) 1 Dark Brown Clayey SAND / Sandy CLAY 11.5 122 2 Yellow -brown Silty SAND 13 120 3 Brown Clayey SAND 13 119 4 Dark brown Clayey SAND 11 125 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 G mic LF U I ,•� �I m m. 0 I �i ci Q z - I F sa rw) m °° `` z I ' a LU euuza aiea,M z a C �i� III `IEL o lC o sL m to N � pi CK It yp�_ -6 C 1 n �i �'�' aL0 C 'C oa t o Co � � CID MIN* GO'Z E O rn 3 Z N o I ale- ma LL Lr)zE2 SP (f7 .- Q ODI Y gLL L(lnq} INgBB'it T — 00 {lU) nNiBr-LL +Y� 1 ! lr n rr'� -' - L------- nNlssfe _ 7 ' Q Lw QI i'ry=r ^ - a °= O r 0161*11 o C m o _ z O o E 0 a o m E mLL IN mym'�O f J JY J -O N mLL �I { tloll a Wsa�+ai� z If a m mm m— m u m•. E EEx w W W W— W¢] W F- D� O yy �•, a z W O CY p�E NIV muLL4 I mlm3 m i IK O g - O m L TL ' = MIN ,Ogg g�ratz m �oLL �u ci a `o T m E z N O U O N n Q N m � moo_ J > N3v ai �Zm� N 3Y 33� TN w ��A' CL Na W 'm a3Ed N '^ Lr) i OLL II I bO TdOHS AV8 E22 ma 0 yo . > ";r �. 00 %-•may ^ ,. �� � � { �� �&y b LL N It oa 31VNIdsfy 14/ � y �\ 00 2j��r EllPY w U-