Loading...
HomeMy WebLinkAboutX2021-2607 - Soils (2)649MuI I VI'VIV ENGINEERS 8 GEOLOGISTS Report of Geotechnical Observation and Testing of Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, City of Newport Beach, Orange County, California Prepared For Mr. and Mrs. Jewkes May 3, 2024 GMU Project No. 21-126-10 Permit No.: 2267-2021 Site Address: 4 Pinehurst Lane .. 50 years �� Geotechnical • Pavement • Structural • Civil 30336 Esperanza, Rancho Santa Margarita, CA 92688 1 0 949.888.6513 1 www_GMUgeo. corn J40"uI I VI'VIV ENGINEERS 8 GEOLOGISTS Roger and Laurie Jewkes 3750 Las Vegas Boulevard S., Unit 4701 Las Vegas, NV 89158 DATE: May 3, 2024 PROJECT: 21-126-10 SUBJECT: Geotechnical Report of Observation and Testing of Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California. Dear Mr. and Mrs. Jewkes: GMU is pleased to present this final geotechnical report for the subject site, which summarizes our observations and testing during precise grading and during construction of the residence and associated exterior improvements. Please note that this report has not been prepared for the use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. We appreciate the opportunity to work on this project. Please do not hesitate to contact the undersigned if you have any questions regarding any aspect of this report. Respectfully submi ed, J David Hansen, M.Sc., PE, GE 3056 Associate Geotechnical Engineer DISTRIBUTION: Addressee: PDF copy Legacy Homes Attn: Mr. Bill Jackson (PDF copy) City of Newport Beach Grading Inspector (PDF copy) so rear. "AV Geotechnical • Pavement • Structural • Civil 30336 Esperanza, Rancho Santa Margarita, CA 92688 1 0 949.888.6513 1 www. GMUgeo.corn Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing of Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinelturst Lane, Big Canyon, Newport Beach, California TABLE OF CONTENTS Description Page INTRODUCTION.............................................................................................................................I PURPOSE.............................................................................................................................1 SCOPE................................................................................................................................... I PRECISE GRADE OBSERVATIONS AND TESTING..................................................................I GENERAL............................................................................................................................I RESIDENTIAL BUILDING FOUNDATION EXCAVATIONS AND SLAB SUBGRADE CONSTRUCTION..........................................................................2 SWIMMING POOL AND SPA EXCAVATIONS...............................................................3 SITE WALL AND PILASTER FOOTING EXCAVATIONS.............................................3 BASEMENT WALL CONSTRUCTION.............................................................................3 UTILITY TRENCH BACKFILL..........................................................................................4 STORM WATER AND SEWER EJECTION TANK SUBGRADE AND BACKFILL .....4 BIORETENTION PLANTER RETAINING WALL BACKFILL.......................................5 HARDSCAPE, PATIO, POOL/SPA DECKING, AND DRIVEWAY SUBGRADES .......5 TESTING PROCEDURES................................................................................................................6 CONCLUSIONS................................................................................................................................6 GEOTEC14NICAL SUITABILITY......................................................................................6 FUTURE SITE SOIL MOVEMENTS AND EFFECTS ON SITE IMPROVEMENTS ...... 6 FUTURE HOMEOWNER IMPROVEMENTS...................................................................7 DISCLOSURE TO HOMEOWNERS..................................................................................7 RECOMMENDATIONS...................................................................................................................8 LIMITATIONS..................................................................................................................................8 CLOSURE...................................................................................................................................9 REFERENCES..................................................................................................................................10 PLATES Plate 1 — Location Map Plate 2 — Field Density Test Location Map Plate 3 — Summary of Compaction Curve Data Plate 4 — Results of Field Density Tests APPENDIX — "Co -existing With Expansive Soil — An Informational Guide for Homeowners," by CaIGeo May 3, 2024 i GMU Project 21-126-10 INTRODUCTION PURPOSE This report summarizes the results of our geotechnical observation and testing relevant to the precise grading and site improvements within Lot 66 of Tract No. 7223 located at 4 Pinehurst Lane within the Big Canyon community in the City of Newport Beach, California. The location of Lot 66 with respect to the surrounding area is shown on Plate 1 of this report. SCOPE Our scope consisted of the following: • Performed periodic observation and testing during pool and spa demolition, precise grading, new swimming pool and spa excavations, building foundation and footing excavations, building slab subgrade preparation, utility trench backfill, driveway and hardscape subgrade preparation, and construction of associated exterior site improvements. • Performed laboratory testing to determine the engineering properties of the typical on -site and imported soil and rock materials. • Prepared this report summarizing the results of our observation and testing. Our scope did not include any surveying, grading plan design, safety engineering, or testing related to determining the presence of toxic or hazardous materials. PRECISE GRADE OBSERVATIONS AND TESTING Waki►rwaly- 1 The design precise grading, as illustrated on the reference (1) precise grading plans, consisted of making cuts of up to about 13 feet to create the subgrades for the residential structure basement and minor cuts and fills for the at grade improvements within Lot 66 of Tract No. 7223. General precise grade observations and testing are summarized below: Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California • The existing pool and spa were demolished and filled with on -site native soil materials. The backfill of the former swimming pool and spa excavations is described in our reference (4) report which was previously submitted to the City of Newport Beach for their review and approval. • The surficial soils within the at -grade portions of the site were over -excavated to a minimum depth of 2 feet below the design grade surface exposing competent, engineered fill materials. In areas of cuts greater than 2 feet competent, engineered fill materials or native terrace deposits were exposed requiring no over -excavation. The remedial grading for the building pad is described in our reference (3) report which was previously submitted to the City of Newport Beach for their review and approval. • Prior to placing any fill materials, areas to receive fill were scarified, moisture conditioned as necessary to over optimum moisture content, and compacted in accordance with the project geotechnical recommendations. • The native soils used as backfill and fill materials were placed in thin lifts, moisture conditioned to over optimum moisture content, and compacted in accordance with the project geotechnical recommendations. • The subgrade soil materials underlying the driveway, patio, pool and spa decking, and hardscape areas were scarified, moisture conditioned as necessary to over optimum moisture content conditions and compacted in accordance with the project geotechnical recommendations. • Periodic hand -probing of footings, foundations, subgrades, and native soil backfill and fill materials was performed during the project and indicated the supporting soils to be suitable for their intended use. RESIDENTIAL BUILDING FOUNDATION EXCAVATIONS AND SLAB SUBGRADE CONSTRUCTION Our observations are summarized below: • The building foundations were excavated into soil materials considered suitable for the support of the planned structure. • The foundation excavations were moisture conditioned as necessary to maintain over optimum moisture content conditions. • The interior utility trenches were backfilled with imported sand materials in the pipe/conduit zone which were observed to be consolidated via jetting or heavy moisture conditioning and mechanical compaction. The remaining backfill consisted of native soil materials which were placed utilizing the backfill methods described in the previous "General" section of this report. • The building slab subgrade areas were found to be suitable for the support of the proposed slabs and observed to be moisture conditioned to over optimum moisture content in accordance with the project geotechnical recommendations. May 3, 2024 2 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site lmprovennents, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California • The foundations and slab areas were observed to be constructed in general accordance with the recommendations included in our references. SWIMMING POOL AND SPA EXCAVATIONS Our observations are summarized below: • The swimming pool and spa shell subgrades were excavated into soil materials considered suitable for the support of the planned pool and spa improvements. SITE WALL AND PILASTER FOOTING EXCAVATIONS Our observations are summarized below: • The footings for the wall and pilaster improvements were excavated into soil materials considered suitable for support of the planned improvements. • The footing excavations were moisture conditioned as necessary to maintain over optimum moisture content conditions. • The footings were observed to be constructed in general accordance with the recommendations included in our references. BASEMENT WALL CONSTRUCTION Our observations are summarized below: • The footings for the basement walls were excavated into soil materials considered suitable for the support of the planned wall improvements. • The footing excavations were moisture conditioned as necessary to maintain over optimum moisture content. • The footings were observed to be constructed in general accordance with the recommendations included in our references. • A waterproofing agent along with a geotextile drain mat system was observed to be applied to the back side of the walls. It should be noted that design and inspection of the waterproofing and geotextile drainage mat is not within GMU's purview. • Backdrain systems consisting of 4-inch-diameter SDR 35 perforated plastic pipe enclosed in a minimum of 1 cubic foot of/4-inch crushed rock per lineal foot of pipe wrapped in filter fabric consisting of Mirafi 140N or equivalent were installed at the base of the basement wall footings. May 3, 2024 3 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geolechnical Report of Observation and Testing, Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California • The backdrain systems outlet into the storm water ejection tank. • The backfill above the backdrain systems consisted of pea gravel materials placed to within about 3 feet of finish grade followed by a native soil materials. • The pea gravel materials were placed in lifts, mechanically compacted, and wrapped with filter fabric consisting of Mirafi 140N or equivalent prior to placing the native soil backfill materials. • The native soil materials were placed utilizing the backfill methods previously described on Page 2 in the "General' section of this report. UTILITY TRENCH BACKFILL Backfill observations and testing are summarized below: • The relatively shallow utility trenches were excavated into soil materials suitable for the planned improvements in areas observed by GMU. • The pipe/conduit zone materials consisted of imported sand materials and were observed to be consolidated via jetting or heavy moisture conditioning and mechanical compaction. The backfill above the pipe/conduit zone typically consisted of native soils. • The native soils were placed utilizing the backfill methods described previously in this report on Page 2 in the "General' section. The native soil backfill materials were periodically hand -probed during placement and found to be suitable for their intended use. STORM WATER AND SEWER EJECTION TANK SUBGRADE AND BACKFILL Our observations and testing are summarized below: • The up to about 6 feet deep excavations for the storm water and sewer ejection tanks were founded in soil materials considered suitable for the support of the planned improvements. • Prio to placing the subject tanks 12 inches of/4-inch crushed rock materials were placed over the subgrade. • The storm water and sewer ejection tanks were backfilled with native soil materials which were placed utilizing the backfill methods described previously in this report on Page 2 in the "General' section. May 3, 2024 4 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site Improveneerrts, Lot 66, Trael No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California BIORETENTION PLANTER RETAINING WALL BACKFILL Our observations and testing are summarized below: • A waterproofing agent along with a geotextile drainage mat system was observed to be applied to the back side of the wall. It should be noted that design and inspection of the waterproofing and geotextile drainage mat is not within GMU's purview. • A backdrain system consisting of 4-inch-diameter perforated SDR 35 plastic pipe enclosed in a minimum of 1 cubic foot of/4-inch crushed rock per lineal foot of pipe wrapped in filter fabric consisting of Mirafi 140N or equivalent was installed at the base of the wall footing. • The backdrain system outlets into the onsite storm/area drain system. • The backfill above the backdrain systems consisted of pea gravel materials placed to within about 2 feet of finish grade followed by a native soil materials. • The pea gravel materials were placed in lifts, mechanically compacted, and wrapped with filter fabric consisting of Mirafi 140N or equivalent prior to placing the native soil backfill materials. • The native soil materials were placed utilizing the backfill methods previously described on Page 2 in the "General" section of this report. • The bioretention planter was observed to be constructed in general accordance with Detail 17 on Sheet 3 of the reference (1) grading plan. HARDSCAPE, PATIO, POOL AND SPA DECKING, AND DRIVEWAY SUBGRADES Our observations are summarized below: • The subgrades for the subject improvements were excavated into soil materials considered suitable for the support of the planned improvements. • The subgrade soils were moisture conditioned to over optimum moisture content conditions in accordance with the project geotechnical recommendations. • Prior to placing the concrete for the subject improvements, a minimum of 2-inches (hardscape, patio, driveway) and 5-inches (pool/spa decking) of aggregate base (AB) materials were placed over the moisture conditioned subgrade areas and mechanically compacted. May 3, 2024 5 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site /mprovements, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California TESTING PROCEDURES The following test procedures were utilized: Test I Test Method Test Results Com action Tests ASTM D 1557 Listed on Plate 3 Field Density Tests * ASTM D 6938 Listed on Plate 4 * The locations of our field density tests are shown on Plate 2 of this report. CONCLUSIONS GEOTECHNICAL SUITABILITY The soil/geologic conditions observed during the precise grading and construction of the improvements within the site were as anticipated and as previously described in our referenced reports. It is our opinion, based on the results of our observation and testing, that the subject precise grading and construction of site improvements for Lot 66 of Tract No. 7223 located at 4 Pinehurst Lane, where observed and tested, was completed in general conformance with the recommendations included in our referenced reports and letters. The site is underlain by expansive soils which will experience soil movements with changes in moisture contents. Consequently, some movement -related distress may occur and should be expected (i.e., minor cracking and/or separations of appurtenant structures, etc.) See the following section of this report for additional detail. FUTURE SITE SOIL MOVEMENTS AND EFFECTS ON SITE IMPROVEMENTS Although recommendations have been provided for the design of proposed on -site improvements to minimize the effects of soil movements, the subject site will be affected by future vertical soil movements related to expansion/contraction and settlement. The design recommendations for the proposed improvements (i.e., foundations, slabs, walls, etc.) are only designed to reduce the effects of the movements. The movements cannot be stopped nor prevented and should be considered normal. Typical soil movements are as follows: • Lateral movements could cumulatively be on the order of I to 2 inches extending across the lot from the rear yard slope to the front yard sidewalk as well as some tilting of the ground surface. Typically, movement can be expected to be greatest in the backyard area (adjacent to the rear yard slope) and less at the front of the lot. May 3, 2024 6 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geolechnical Report of Observation and Testing, Precise Grading and On -Site improvements, Lot 66, Tract No. 7223, 4 Pineburst Lane, Big Canyon, Newport Beach, California • These movements typically result in: i) flatwork separations, ii) separations in side yard wall joints, iii) separation between top -of -slope walls and side yard walls, iv) separations of rear yard patios from top -of -slope walls, v) separation between the driveway slab and the house, vi) separations between the driveway slab and the front sidewalk, and vi) rotation of the floor slab as reflected in a post -construction manometer. • Typical flatwork separations can range up to `/2 of an inch with cumulative movements (i.e., resulting from both lateral movements and vertical expansion) ranging from 1-2 inches across the lot. • Foundation slab movements typically can result in a post -construction manometer reading indicating 1 to 2 inches across the structure. FUTURE HOMEOWNER IMPROVEMENTS A geotechnical engineer should be utilized by the owner to aid in the design of all future improvements. Without proper engineering guidance, the performance of homeowner -installed improvements will likely result in unacceptable performance. Other important items to note in this regard include the following: • All future site improvements (i.e., including walls, fences, patio covers, flatwork, etc.) must be designed with consideration to the above discussed movements. Specific recommendations should be provided by a geotechnical engineer hired by the homeowner. • The foundation for the residential structure was constructed with a mat slab foundation system. Any additions added by the homeowner that are structurally connected to the residential structure should be designed by a structural engineer experienced with expansive soil conditions and must consider the potential for differential movements between the addition and the residential structure. • Additional recommendations for future improvements can be provided upon request. Alternatively, the homeowner may hire an independent geotechnical engineer to provide recommendations. Failure to hire a geotechnical engineer could result in unacceptable performance of improvements. 111 F,M411[I1YII S 8111[11,' CI �CII�ii/►1_ ,7,y The above described typical post -construction movements as well as requirements for future homeowner improvements should be noted by the homeowner and passed on to any future May 3, 2024 7 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinch urst Lane, Big Canyon, Newport Beach, California homeowners. It is highly recommended that specific acknowledgment by future homebuyers is obtained regarding this issue. Additionally, a copy of "Coexisting with Expansive Soil — An Informational Guide for Homeowners" developed by The California Geotechnical Engineering Association (Ca1Geo) should be reviewed by the homeowner and passed on to future homeowners. A copy is included as an Appendix to this report. RECOMMENDATIONS • Care should be taken to confirm that surface drainage within the project conforms to the project grading plan. • Pending of surface runoff or over -irrigation could result in moisture problems within structures, weakening of pavement and hardscape subgrades, and/or saturation and potential failures of slope areas. • The on -site expansive soils are subject to volume change (both expansion and contraction) as a result of changes in moisture. Future planting, irrigation, landscaping, and maintenance should therefore strive to maintain a uniform soil moisture content that is similar to the moisture content at which the fills were placed. Furthermore, the fills should not be allowed to become excessively dry or saturated. • All future improvements shall be designed in minimum accordance with the "Future Site Soil Movements and Effects on Site Improvements" section of this report (Page 6). LIMITATIONS In reviewing the data, conclusions, and recommendations presented in this report, it should be recognized that our work does not constitute a guarantee that the contractors have performed their work in accordance with the project plans, reports, and specifications. We believe that we have exercised a degree of care comparable to that presently maintained by other professionals in the fields of geotechnical engineering and engineering geology and have performed sufficient observation and testing to provide a rational basis for our opinion that the grading and improvements completed to date were performed in general accordance with our geotechnical recommendations, where observed and tested. This report has not been prepared for the use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. May 3, 2024 8 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, California CLOSURE We are pleased to present the results of our geotechnical observation and testing of precise grading and site improvements for the project. The Plates and Appendix that complete this report are listed in the Table of Contents. If you have any questions concerning our findings or recommendations, please do not hesitate to contact us. Respectfully submitted, David Hansen, M.Sc., PE, GE 3056 Associate Geotechnical Engineer rah/21-126-IOA 4 Pinehurst Lane (05-03-24) May 3, 2024 9 GMU Project 21-126-10 Mr. and Mrs. Jewkes Geotechnical Report of Observation and Testing, Precise Grading and On -Site Improvements, Lot 66, Tract No. 7223, 4 Piaehurst Lane, Big Canyon, Newport Beach, California REFERENCES (1) Precise Grading Plan for Jewkes Residence, Revision No. 1, 4 Pinehurst, Lot 66, Tract 7223, Newport Beach, CA, 92660, dated May 10, 2022, plans prepared by Toal Engineering, Inc. (Their Project 21116). (2) Our "Geotechnical Review of Pool and Spa Plans and Details, 4 Pinehurst Lane, Big Canyon, Newport Beach, California," dated October 4, 2022 (GMU Project 21-126-00). (3) Our "Geotechnical Report of Observation and Testing of Building Pad Grading, 4 Pinehurst Lane, Lot 66, Tract 7223, Big Canyon, City of Newport Beach, Orange County, California," dated March 30, 2022 (GMU Project 21-126-10). (4) Our "Results of Geotechnical Observation and Testing — Backfill of Pool and Spa Excavation, Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach, Orange County, California," dated February 23, 2022 (GMU Project 21-126-10). (5) Our "Response to City of Newport Beach Geotechnical Report Review Checklist Pertaining to Geotechnical Investigation for Proposed Single Family Residence, 4 Pinehurst Lane, Big Canyon, Newport Beach, California," dated November 30, 2021 (GMU Project 21-126-00). (6) Our "Geotechnical Investigation, Proposed Single Family Residence, 4 Pinehurst Lane, Big Canyon, Newport Beach, California," dated August 11, 2021 (GMU Project 21-126- 00). May 3, 2024 10 GMU Project 21-126-10 PROJECT SITE 4 PINEHURST LANE NEWPORT BEACH, CA o N o e !€ €3 @Syg@e aiE a sE •n aFFEFSf: SgEB� €d�, t� gg C i F•, a - _ A!, y I. I kill w C4 1 II r! I m a rz gg u 4g i i F� �3.gn;eeF a9��Ss� `"• 'r F � r �! � r' 4� a!• Fe°R J9at 3€IR T I60°�i C!d FR 9�dp F C °� F �✓+�`-.\ i ; -, i � �c # p a � EI RAI as { gyp, ® © ® ® 0 �i @ a_ ..i$8$ 'dg@g 6B6 �•: .di{ �{{ tto554 qe2 8 _�_ "`__ 4yW dal �@e P,�EB Cv 6e ;P ie3a� ..• pp g a 6i SS4 }F4 �C 8{ T ^d 4Q9 44 P9W44494 PP944P9P9 " ai EFE^ @Bee' af 99 @€�69ia' i = a m®eQ �!aela@3�i@€lEp B�'3'a6S $ Z°:eaa€iSaaeil�aFiia3 Z N @9S �Eaiin u, IsS�faasa9SS o 6'a SI9•aS9ge••° �� F p€€ ic eF a 9F®°-ie'iit ill, zSa tg a N € 9 S U) ^� s PNEGISE GMGING PLAN SUMMARY OF COMPACTION CURVE DATA PLATE 3 Job Name: JEWKES - Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach Job #: 21-126-10 PM: D. Hansen MAX OPTIMUM CURVE MATERIAL DESCRIPTION DRY MOISTURE # (TYPE, COLOR) DENSITY CONTENT 1 SILTY CLAY (CL), light olive brown 101.5 20.0 2 SILTY CLAY with SILTSTONE (CL), olive brown 111.0 15.5 3 SANDY CLAY (CL), brown 117.5 13.0 4 SANDY CLAY with SILTSTONE (CL), brown 1 109.5 1 17.0 GMU RESULTS OF FIELD DENSITY TESTS PLATE Project No: 21-126-10 Project Name: JEWKES - Lot 66, Tract No. 7223, 4 Pinehurst Lane, Big Canyon, Newport Beach GMU TEST TYPE DEPTHI CURVE OPT. FIELD DRY RETEST DATE # (N,S) N E TR LOT STA. ELEV # MC MC DENSITY R.C. # NOTES 02/16122 1 N 7223 66 -8.5 1 20.0 25.4 94.6 93 Y 0211622 2 N 7223 66 -7 1 20.0 22.6 97.3 96 Y 0211622 3 N 7223 66 5 1 20.0 24.1 97.2 96 Y 0211622 4 N 7223 66 1 209 247 935 92 Y 0211622 5 N 7223 66 -3.5 1 20.0 22.5 97.0 96 Y 02/1622 6 N 7223 W -1.5 1 20.0 20.3 93.5 92 Y 02/1622 7 N 7223 66 -15 1 280 21,3 97 5 96 Y 03/1522 8 N 7223 66 100 2 15.5 20.5 100.2 W 03/15/22 9 N 7223 66 101 3 13.0 15 9 108.0 92 03/15122 10 N 7223 66 100 1 20.0 23.2 92.7 91 03/1522 11 N 7223 66 100 2 155 182 102.9 93 0311522 12 N 7223 66 99,5 2 155 195 100.0 90 07MB22 13 N 7223 66 100 3 139 15.8 106.2 90 L 07/0822 14 N 7223 66 100.5 3 13.0 153 107o 91 L 07/0822 15 N 7223 66 99.5 3 13.0 15.5 106.9 91 L 07/12122 16 N 7223 66 99 3 130 15.9 1055 90 L 07/1222 17 N 7223 W 100 3 13o 16.1 105.8 90 L 08/0822 18 N 7223 66 99 3 13.0 158 105.7 90 L 0810822 19 N 7223 66 995 2 15.5 20.4 102.1 92 L 08/0822 20 N 7223 66 100 2 15.5 196 1003 91 L 0810822 21 N 7223 66 100 2 15.5 19.1 101.9 92 L 03/27/24 22 N 7223 66 100 2 15.5 17.3 99.9 90 V NOTE DESCRIPTION L RETAINING WALL BACKFlLL V DRIVEWAY SUBGRADE Y POOL/SPA DEMOLITION BACKFlLL TEST DESCRIPTION N NUCLEAR PROBE APPENDIX "Co -existing with Expansive Soil — An Informational Guide for Homeowners" by California Geotechnical Engineering Association (Ca1Geo)