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Home My WebLink AboutPD 2024-0009; 3771 SKYLINE RD; SUMMARY OF GEO TECHNICAL SERVICES; 2025-06-16 REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 JOB NO. 24 7703 March 2, 2024 Prepared for: Veck Investment Properties, LLC Elizabeth Temple P.O. Box 2085 Carlsbad, CA. 92018 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: cwlamonte@gmail.com ♦ Fax: (619) 462-9859 Soil and Foundation Engineers Soil and Foundation Engineers 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: cwlamonte@gmail.com ♦ Fax: (619) 462-9859 March 2, 2024 TO: Veck Investment Properties, LLC Elizabeth Temple P.O. Box 2085 Carlsbad, CA. 92018 SUBJECT: Report of Limited Geotechnical Investigation Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 In accordance with your request, we have performed a geotechnical investigation for the proposed residential development. We are presenting herein our findings and recommendations. In general, we found the property suitable for the proposed project provided that the recommendations contained herein are adhered to. We found the proposed project site to be overlain with approximately 3 to 4 feet of loose fill, topsoil and subsoils. The property is underlain at depth with competent marine terrace deposits. These loose surface soils will require mitigation by remedial grading. Detailed earthwork and foundation recommendations are provided in the ensuing report. If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C. W. La Monte Company Inc. ______________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 Job No. 24 7703 12/31/2025 12/31/2025 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: clamonte@flash.net ♦ Fax: (619) 462-9859 TO: SUBJECT: This report has been prepared in response to the City of Carlsbad Grading Plan Final Submittal Checklist E-8. Item 7 states the following: One PDF of approved bound soils report with all amendments and responses to comments added as addendums, signed and sealed by soils engineer. All documents prepared by the soils engineer have been consolidated into this email and attached as PDF documents. In summary the included documents are listed below by date: 1. Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated March 2, 2024 2. Review of Structural Plans, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated July 17, 2024 3. LID Improvements, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company, Inc., dated September 17, 2024 4. Response to Review Comments and Addendum Geotechnical Report, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008by C. W. La Monte Company, Inc., dated September 19, 2024 5. Review of Civil Plans, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated October 13, 2024 Job No. 24 7703 June 16, 2025 Summary of Geotechnical Services Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 Plan ID 1024-0009; GR No. 2024-0013 City of Carlsbad Land Development Engineering 1635 Faraday Avenue Carlsbad, CA 92008 C. W. la Monte Cmnmp•J Tuttt. Jo'il a di f'oY1 dia\to rs 3771 Skyline Rd Carlsbad, California June 16, 2025 Page 2 6. Response to Review Comments and Addendum Geotechnical Report # 2, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008by C. W. La Monte Company, Inc., dated January 22, 2025 7. Temporary Cut Slopes, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company, Inc., dated March 31, 2025 (Revised June 6, 2025) If you should have any questions after reviewing this document, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 Exp. 12/31/2025 No. 25241 Exp. 12/31/2025 No. 495 TABLE OF CONTENTS PROJECT DESCRIPTION ............................................................................................... 1 SCOPE OF WORK ........................................................................................................... 2 FINDINGS ......................................................................................................................... 3 SITE DESCRIPTION ........................................................................................................ 3 DESCRIPTION OF SUBSURFACE SOIL CONDITIONS ........................................... 4 GROUND WATER .......................................................................................................... 5 SEISMICITY AND FAULTING...................................................................................... 5 SEISMIC DESIGN PARAMETERS ................................................................................ 6 GEOLOGIC HAZARDS .................................................................................................. 8 CONCLUSIONS ............................................................................................................... 9 RECOMMENDATIONS................................................................................................ 10 EARTH WORK AND GRADING ................................................................................ 10 Specifications and Preconstruction ....................................................................... 10 Compaction and Method of Filling ...................................................................... 11 Temporary Cut Slopes ............................................................................................ 12 Excavation Characteristics ..................................................................................... 12 Surface Drainage ..................................................................................................... 12 Erosion Control ........................................................................................................ 13 Grading Plans Review ............................................................................................ 13 FOUNDATIONS ............................................................................................................ 13 Foundation Embedment ......................................................................................... 13 Soil Bearing Value ................................................................................................... 14 Lateral Load Resistance .......................................................................................... 14 Foundation Reinforcement .................................................................................... 14 Horizontal Distance of Footings from Slopes ..................................................... 15 Anticipated Settlements ......................................................................................... 15 Foundation Excavation Observation .................................................................... 15 Foundation Plan Review ........................................................................................ 15 CONCRETE SLABS-ON-GRADE ................................................................................ 15 SLAB MOISTURE BARRIERS ...................................................................................... 16 Interior Slab Curing Time ...................................................................................... 17 DESIGN PARAMETERS FOR EARTH RETAINING STRUCTURES .................... 17 Passive Pressure ...................................................................................................... 17 Soil Bearing Value ................................................................................................... 18 Active Pressure for Retaining Walls ..................................................................... 18 Pressures for Seismic Ground Motions ................................................................ 18 Surcharge Loads ...................................................................................................... 19 Vehicular Loads ....................................................................................................... 19 Waterproofing and Drainage ................................................................................. 19 Backfill ....................................................................................................................... 20 FIELD INVESTIGATION .............................................................................................. 20 LABORATORY TESTS AND SOIL INFORMATION ............................................... 21 LIMITATIONS ................................................................................................................ 21 3771 Skyline Road March 2, 2024 Page 2 Carlsbad, CA TABLES Table I Mapped Spectral Acceleration Values and Design Page 7 Table II Foundation Embedment Page 13 Table III Equivalent fluid weights Page 18 ATTACHMENTS FIGURES Figure No. 1 Site Location Map (Topo) Figure No. 2A Plot Plan and Geotechnical Map Figure No. 2B Site Plan -Proposed Development Figure No. 3 A -3C Test Boring Logs Figure No. 4 Cross Section Figure No. 5 Regional Geologic Map Excerpt (2005) Figure No. 6 Regional Fault Activity Map Figure No. 7 Retaining Wall Details APPENDICES Appendix "A"- Standard Grading Specifications Appendix "B" - Unified Soil Classification Chart REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 PROJECT DESCRIPTION The following report presents the results of a limited geotechnical investigation performed for the proposed residential project. The project site is a developed residential lot located at 3771 Skyline Road in the City of Carlsbad, California. Figure Number 1 (attached) provides a vicinity map showing the approximate location of the property and area topography. The property is irregular lot, approximately 0.26 of an acre in area. The site is improved with a one-story single-family residence with an attached garage. It is our understanding the existing improvements will be removed to make way for a new custom home with a pool. The residence will be a maximum of two-stories in height and will be founded on conventional shallow spread foundations with concrete slab on grade floors. The new residence and pool will be constructed at or near the resisting lot grade. The pool may be constructed with a retaining wall. To aid in the preparation of this report, we were provided with a Topographic Survey, Veck Investment Properties, LLC, 3771 Skyline Road, Carlsbad, CA 92008, by Rancho Coastal Surveying & Engineering, dated May 10, 2023 and a preliminary architectural plan set titled Veck Residence, 3771 Skyline Road, Carlsbad, CA 92008, by Friehauf Architects, dated October 3, 2023. The Topographic Survey and Site Plan and from the referenced plans were used to prepare the attached Figures Numbers 2A (Plot Plan and Geotechnical Map), 2B (Site Plan). This report has been prepared for the exclusive use of the stated client and his design consultants for specific application to the project described herein. Should the project be changed in any way, the modified plans should be submitted to C. W. La Monte Company, Inc. for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation, laboratory testing and/or recommendations are necessary. Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, expressed or implied. 3771 Skyline Road March 2, 2024 Page 2 Carlsbad, CA SCOPE OF WORK The scope of this investigation was limited to: surface reconnaissance, research of readily available geotechnical literature pertinent to the site, subsurface exploration, laboratory testing, engineering and geologic analysis of the field and laboratory data and preparation of this report. More specifically, the intent of this investigation was to:  Review available geotechnical reports and maps pertinent to the subject site.  Identify the subsurface conditions of the site to the depths influenced by the proposed construction.  Based on laboratory testing and our experience with similar sites in the area, identify the engineering properties of the various strata that may influence the proposed construction, including the allowable soil bearing pressures, expansive characteristics and settlement potential.  Describe possible geotechnical factors that could have an effect on the site development.  Provide mapped spectral acceleration parameters obtained from the USGS Seismic Design Maps.  Address potential construction difficulties that may be encountered due to soil conditions and groundwater, and provide recommendations concerning these problems.  Recommend an appropriate foundation system for the proposed structures and develop soil engineering design criteria for the recommended foundation designs.  Provide a preliminary pavement section based on the estimated R-value characteristics of the anticipated subgrade soil.  Perform infiltration testing to determine the feasibility of infiltration LID improvements.  Present our opinions in this written report, which includes in addition to our findings and recommendations, a site plan showing the location of our 3771 Skyline Road March 2, 2024 Page 3 Carlsbad, CA subsurface explorations, logs of the test trenches and a summary of our laboratory test results. It was not within our scope of work to evaluate the site for hazardous materials contamination. Further, we did not perform laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to on- grade concrete and below grade improvements. FINDINGS SITE DESCRIPTION The project site is a developed residential lot located at 3771 Skyline Road in the City of Carlsbad, California. The property is bounded on the east, west and south with single- family homes and on the north with Skyline Road. A legal description of the property is Assessor's Parcel Number 207-053-13-00. The property is irregular lot, approximately 0.26 of an acre in area with approximately 80 feet of frontage along Skyline Road. Vegetation consists of lawn grass, landscape shrubs and a few trees. An oblique aerial photograph of the site and adjacent areas is presented below; view is looking north. 3771 Skyline Road March 2, 2024 Page 4 Carlsbad, CA Topographically, the property, generally, slopes gently to the west. The site has been modified by grading with the placement of a thin veneer of fill soils over much of the site. An apparent fill slope, approximately 7 feet in height descends from the east property line. A cut slope, also about 7 feet in maximum height was placed along the south property line. Elevations on the site range from a high of approximately 295 feet (MSL) at the top of the fill slope along the east property line to a low of 278 feet Mel at the northwest corner of the property. DESCRIPTION OF SUBSURFACE SOIL CONDITIONS The site is located within the coastal plain section of the Peninsular Ranges Geomorphic Province of California. The coastal plain generally consists of subdued landforms underlain by tertiary to quaternary aged marine sedimentary deposits. The site was found to be underlain Quaternary aged sedimentary formational deposits with associated surficial topsoils and subsoils. The encountered soil types are considered non-expansive. These soil types are described individually below in order of increasing age. Refer the attached Test Boring Logs, Figure No. 3A-3C. A Plot Plan and Geotechnical Map is attached as Figure No. 2A with the test boring locations a mapping of the encountered units. A geotechnical cross sections is attached as Figure No. 4. An excerpt from a regional geologic map is included as Figure No. 5. Fills: Much of the site is overlain with a thin veneer of fill soils less than one- foot in thickness. The fills consist of dark brown, loose to medium dense, silty sand and clayey sand with a little gravel. Topsoil: The site is overlain with about 1 to 2 feet of natural ground topsoil materials. The encountered topsoil consists primarily of dark brown, loose to medium dense, silty sand. Subsoil: The topsoils are underlain with a subsoil profile about 1 to 2 feet in thickness. The subsoil consists primarily of dark reddish brown, loose to medium dense, silty sand and clayey sand. Very Old Paralic Deposits (Qvop): The site is underlain at depth with competent, Quaternary-aged, terrace deposits indentified as very old paralic deposits in current geologic literature. The encountered paralic deposits consist primarily of reddish brown, dense, silty sands. 3771 Skyline Road March 2, 2024 Page 5 Carlsbad, CA GROUND WATER No groundwater was encountered in our test excavations at the time of our investigation. It should also be kept in mind, that any required grading operations might change surface drainage patterns and/or reduce permeability due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, only if good positive drainage is implemented at the completion of construction. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. SEISMICITY AND FAULTING No faults are known to traverse the site, thus it is not considered susceptible to surface rupture as a result of on-site faulting. The probability of soil cracking caused by shaking from close or distant fault sources is also considered to be low. It should be noted that much of Southern California, including the San Diego County area is characterized by a series of Quaternary-age fault zones, which typically consist of several individual, en echelon faults that generally strike in a northerly to north- westerly direction. Some of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active, according to the criteria of the California Division of Mines and Geology (currently California Geological Survey). Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years), while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. An excerpt from the Fault Activity Map of California (California Geological Survey) is attached as Figure No. 6 and provides the recency of faulting in the site vicinity. Current geologic literature indicates that the Newport-Inglewood-Rose Canyon Fault Zone is the nearest active fault with the nearest segment mapped offshore about 3 miles west of the site. According to the 2008 National Seismic Hazard Maps - Fault Parameters (USGS website), the Maximum Magnitude earthquake on the Rose Canyon / Newport-Inglewood Fault Zone is 6.9 (Ellsworth) or 6.7 (Hanks) with a slip rate of 1.5. The Rose Canyon Fault Zone is currently classified as a Type "B" fault (California Probabilistic Seismic Hazard Maps, June 2003. 3771 Skyline Road March 2, 2024 Page 6 Carlsbad, CA The active Coronado Bank/Palos Verdes Hills and San Diego Trough Fault Zones are located about 17 and 29 miles (respectively), offshore to the west. According to the San Diego County, Seismic Safety Element it is estimated that a magnitude of 7.7 earthquake could be generated by these nearby faults. The Elsinore and San Jacinto Fault Zones are located about 40 and 60 miles (respectively) northeast of the site. The City of San Diego Seismic Safety Element estimates the maximum probable earthquake for both the San Jacinto and the Elsinore Fault Zones is between M 6.9 and 7.3, with a repeat interval of approximately 100 years. The maximum credible earthquake for both fault zones is estimated at M 7.6. Other active fault zones in the region that could possibly affect the site include the San Clemente Fault Zone to the west and the Earthquake Valley and San Andreas Fault Zones to the east. However, a Maximum Magnitude Earthquake on the Rose Canyon Fault Zone are likely to generate ground accelerations on the site, greater than a maximum probable earthquake on any of these other nearby active fault zones. In addition to the active faults listed above, several fault breaks are located within a five mile radius of the site, several unnamed Pre-Quaternary (inactive) faults located within 5 miles of the site and located to the north, south and east. Also the La Nacion Fault Zone and other Quaternary faults are located over 30 miles south of the property. These faults are considered potentially active, inactive, presumed inactive, or activity unknown, by the City of San Diego Seismic Safety Study [potentially active faults have demonstrated movement during the Pleistocene Epoch (11,000 to 1.6 million years before the present) but no movement during Holocene (recent) times]. According to the Official Map of Alquist-Priolo Earthquake Fault Zones of California, by the California Division of Mines and Geology (currently California Geological Survey) (CDMG, 1991) the site IS NOT located an Alquist-Priolo Earthquake Fault Zone map. SEISMIC DESIGN PARAMETERS We have determined the mapped spectral and ground acceleration values for the site utilizing current U.S.G.S. Seismic Design Maps from the ASCE 7 Hazard Tool website. The results of the analysis are presented in the following Table: 3771 Skyline Road March 2, 2024 Page 7 Carlsbad, CA TABLE I SEISMIC DESIGN DATA Site Information Ad ress: 3771 Skylme Rd. Carlsbad; Califom1a, 92008 EleYat'on: 285 ft (NAVD 88) Lat: 33.160807 Long: -117.323018 Sl.anda d: ASCE/SEI 7-22 Risk II Category: Soil Class: D -Sli ff Soil Seismic Data Sc· ... l _ l 5 s, 0.37 Sr..-is 1.41 S,..,1 0.94 sl)S 0.94 Sm 0.63 TL 8 PGAM 0.53- Vs]() 260 Se1:m1lc Design D Category w ere values o·f the m lti-per od 5%-dampe MC R response spectr rn a.re not aya1la ble fro the USGS S smic Design ote G eod ata base, the des1g n response spectrum sha II be per milted to be eterrm ed in accordance with Section 11.4.5.2 3771 Skyline Road March 2, 2024 Page 8 Carlsbad, CA GEOLOGIC HAZARDS General: No geologic hazards of sufficient magnitude to preclude development of the site as currently proposed are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed development. Ground Shaking: A likely geologic hazard to affect the site is ground shaking resulting from movement along one of the major active fault zones mentioned above. Probable ground shaking levels at the site could range from slight to severe, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structures. Construction in accordance with the minimum requirements of the current building codes and local governing agencies should minimize potential damage due to seismic activity. Landslide Potential and Slope Stability: A detailed, deterministic slope stability analysis was not included within our scope of services. However, due to the sites underlying stable geologic formation and gentle to moderate topography, deep- seating landsliding does not appear to present a significant geotechnical hazard. Liquefaction: The materials at the site are not subject to significant liquefaction due to such factors as soil density, grain-size distribution, and groundwater conditions. Soil Expansion: Generally, the soils encountered at the site are considered to possess a very low to moderate-expansive potential. Flooding: The site is located outside the boundaries of both the 100-year and the 500-year floodplains according to the maps prepared by the Federal Emergency Management Agency. Tsunamis and Seiches: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs. Based on the project’s elevated location, the site is considered to possess a low risk potential from tsunamis or seiche activity. 3771 Skyline Road March 2, 2024 Page 9 Carlsbad, CA CONCLUSIONS In general, our findings indicate that the project site is suitable for the proposed structures, provided the recommendations presented herein are followed. The most significant geotechnical conditions that will influence site development are summarized below.  The building site is overlain with surficial overburden deposits consisting of fills, topsoils and subsoils overlying competent terrace deposits. The overburden materials are approximately 3 to 4 feet in combined thickness. These surficial are considered unsuitable in their present condition to support structural fill and/or settlement sensitive improvements. As such, all fill, topsoil and subsoil materials not removed by planned site grading will need to be removed from areas to support fills and/or settlement sensitive improvements and, where necessary to achieve planned site grades, be replaced as properly compacted fill. Refer to the “Site Preparation” section of this report for specific recommendations.  No groundwater or significant seepage was encountered in our test excavations. Therefore, groundwater should not present am immediate issue to the development as presently designed. Proper subdrainage is required for retaining walls to accommodate normal storm water infiltration.  The foundation level materials encountered at the site are considered to possess a very low expansion potential (expansion index [EI] less than 20) as defined by ASTM D4829. Recommendations for heaving soils are not required. 3771 Skyline Road March 2, 2024 Page 10 Carlsbad, CA RECOMMENDATIONS EARTH WORK AND GRADING Specifications and Preconstruction Any grading should conform to the guidelines presented in this report, Sections 1804 and Appendix “J” of the current California Building Code, the minimum requirements of the City of Carlsbad, and the Standard Grading and Construction Specifications, Appendix “A”, attached hereto, except where specifically superseded in the text of this report. Prior to any grading, a representative of C. W. La Monte Company Inc. should be present at the preconstruction meeting to provide additional grading guidelines, if necessary, and to review the earthwork schedule. Fill Suitability On-site excavated materials may be used as compacted fill material or backfill. The on-site materials, typically, possess a very low to low expansion potential. Any potential import soil sites should be evaluated and approved by the Geotechnical Consultant prior to importation. At least two working days notice of a potential import source should be given to the Geotechnical Consultant so that appropriate testing can be accomplished. The type of material considered most desirable for import is a non-detrimentally expansive granular material with some silt or clay binder. Observation of Grading Observation and testing by the soil engineer is essential during the grading operations. This observation can range from continuous to an as-needed basis, based on the project situation. This allows the soil engineer to confirm the conditions anticipated by our investigation, to allow adjustments in design criteria to reflect the actual field conditions exposed, and to determine that the grading progresses in general accordance with the recommendations contained herein. Site Preparation Site preparation should begin with the removal of the all vegetation, structures, improvements designated for removal and other deleterious materials from the portion of the lot that will be graded and/or that will receive improvements. This 3771 Skyline Road March 2, 2024 Page 11 Carlsbad, CA should include all root balls from the trees removed and all significant root material. The resulting materials should be disposed of off-site. After clearing and grubbing, site preparation should continue with the removal all existing loose fill, topsoils and subsoils from areas that will be graded or that will support settlement-sensitive improvements. As the project is presently planned, topsoil removals are, generally, expected to be about 3 to 4 feet. Please note the estimated removal depths may be thicker in localized areas. The loose soil shall be removed to expose firm natural ground as determined by our field representative during grading. Prior to placing any fill soils or constructing any new improvements in areas that have been cleaned out to receive fill, the exposed soils should be scarified to a depth of approximately 6 to 8 inches, be moisture conditioned, and compacted to at least 90 percent relative compaction. Compaction and Method of Filling All structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum dry density as determined by ASTM Laboratory Test D1557. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or project geologist. All material should be free of rocks or lumps of soil in excess of eight inches in maximum width. Utility trench backfill within five feet of the proposed structures and beneath all pavements and concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density. The upper one-foot of pavement subgrade and base material should be compacted to at least 95 percent relative density. All grading and fill placement should be performed in accordance with the local Grading Ordinance and/or the California Building Code. Manufactured Slope Construction Any proposed new cut or fill slopes should be constructed at an inclination of 2:1 or flatter (horizontal to vertical). Such slopes are considered adequately stable. Compaction of fill slopes should be performed by back-rolling with a sheepsfoot compactor at vertical intervals of four feet or less as the fill is being placed, and track- walking the face of the slope when the slope is completed. As an alternative, the fill slopes may be overfilled by at least three feet and then cut back to the compacted core at the design line and grade. 3771 Skyline Road March 2, 2024 Page 12 Carlsbad, CA Temporary Cut Slopes No temporary cut slopes over 5 feet are anticipated, however any temporary cuts exceeding 5 feet shall be excavated at a minimum inclination of 1.0:1.0 (horizontal to vertical). The stability of temporary slopes should be verified by the geotechnical consultant at the time of excavation. No surcharge loads such as stockpiles, vehicles, etc. should be allowed within a distance from the top of temporary slopes equal to half the slope height. Further care should be taken not to undermine adjacent improvements by the placement of temporary excavations. It should be noted that the contractor is solely responsible for designing and constructing stable, temporary excavations and may need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides where friable sands or loose soils are exposed. The contractor’s “responsible person”, as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety process. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Actual safe slope angles should be verified by the geotechnical consultant at the time of excavation. Excavation Characteristics Based on our exploratory excavations, the subsurface materials at the site appear relatively easy to moderate to excavate with conventional earthmoving equipment and will generate good quality silty sand. No significant amounts of oversize rock material are anticipated. Surface Drainage Surface runoff into graded areas should be minimized. Where possible, drainage should be directed to suitable disposal areas via non-erodible devices such as paved swales, gunited brow ditches, and storm drains. Pad drainage should be designed to collect and direct surface water away from proposed structures and toward approved drainage areas and/or LID systems. Section 1804.3 of the CBC specifies the following for site grading: The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5-percent slope) for a minimum distance of 10 feet measured perpendicular to 3771 Skyline Road March 2, 2024 Page 13 Carlsbad, CA the face of the wall. If physical obstructions or lot lines prohibit 10 feet of horizontal distance, a 5-percent slope shall be provided to an approved alternative method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent where located within 10 feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped at a minimum of 2 percent away from the building... The procedure used to establish the final ground level adjacent to the foundation shall account for additional settlement of the backfill. Erosion Control In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly-constructed cut or fill slopes. Appropriate Best Management Practice (BMP) erosion control devices should be provided in accordance with local and federal governing agencies. Grading Plans Review Any future grading plans should be submitted to this office for review to ascertain that the recommendations provided in this report have been followed and that the assumptions utilized in its preparation are still valid. Additional or amended recommendations may be issued based on this review. FOUNDATIONS Foundations for the structures should consist of continuous strip footings and/or isolated spread footings founded in compacted fill or competent natural ground. It appears recommendations for heaving soils are not required Foundation Embedment Foundations should be constructed in accordance with the recommendations of the project structural engineer and the minimum requirements of the CBC. The actual embedment and dimensions of foundations shall be determined by the structural engineer. The following table provides suggested foundation dimensions. 3771 Skyline Road March 2, 2024 Page 14 Carlsbad, CA TABLE II - FOUNDATION DIMENSIONS Number of Floors Supported by The Foundation Width of Footing (Inches) Embedment Depth Below Undisturbed Soil 1 12 12 2 15 18 3 18 24 Isolated pad footings shall be at least 24 inches in width. Soil Bearing Value The recommended allowable bearing capacity for foundations with minimum dimensions described herein is 2,000 psf for footings bearing in competent formational deposits or properly compacted fill. The values presented herein are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. Lateral Load Resistance Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.4. The passive resistance may be considered to be equal to an equivalent fluid weight of 350 pounds per cubic foot in recompacted fill or firm natural ground material. This assumes the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one- third. Foundation Reinforcement It is recommended that continuous footings be reinforced with at least four No. 5 steel bars; two reinforcing bars shall be located near the top of the foundation, and two bars near the bottom. The steel reinforcement will help prevent damage due to normal, post construction settlement or heaving, resulting from variations in the subsurface soil conditions. The minimum reinforcement recommended herein is based on soil characteristics only and is not intended to replace reinforcement required for structural considerations). 3771 Skyline Road March 2, 2024 Page 15 Carlsbad, CA Horizontal Distance of Footings from Slopes According to Section 1808.7 (Foundation on or adjacent to slopes), of the California Building Code foundations on or adjacent to slope surfaces shall be founded in firm material with an embedment and set back from the slope surface sufficient to provide vertical and lateral support for the foundation without detrimental settlement. Generally, setbacks should conform to Figure 1808A.7.1, provided in the CBC (See Appendix A, attached). Anticipated Settlements Based on our experience with the soil types on the subject site, the soils should experience settlement in the magnitude of less than 0.5 inch under proposed structural loads. It should be recognized that minor hairline cracks normally occur in concrete slabs and foundations due to shrinkage during curing and/or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. Foundation Excavation Observation All foundation excavations should be observed by the Geotechnical Consultant prior to placing reinforcing steel and formwork in order to verify compliance with the foundation recommendations presented herein. All footing excavations should be excavated neat, level and square. All loose or unsuitable material should be removed prior to the placement of concrete. Foundation Plan Review The finalized, foundation plans should be submitted to this office for review to ascertain that the recommendations provided in this report have been followed and that the assumptions utilized in its preparation are still valid. Additional or amended recommendations may be issued based on this review. CONCRETE SLABS-ON-GRADE It is our understanding that the floor system of the proposed structures will consist of concrete slab-on-grade floors. We anticipate that the concrete slabs-on-grade will be supported by non-detrimentally expansive, competent formation and/or properly compacted fill material. The following recommendations assume that the subgrade soils have been prepared in accordance with the recommendations presented in the “Grading and Earthwork” section of this report. In addition, the following 3771 Skyline Road March 2, 2024 Page 16 Carlsbad, CA recommendations are considered the minimum slab requirements based on the soil conditions and are not intended in lieu of structural considerations. Interior Floor Slabs: We recommend a minimum floor slab thickness of four inches (actual) is recommended for slab-on-grade floors. The floor slabs should be reinforced with at least No. 3 bars placed at 18 inches on center each way. Slab reinforcing should be supported by chairs and be positioned at mid-height in the floor slab. An expandable or compressible water stop is recommended at all foundation and floor slab joints and abutments that are below grade. Exterior Concrete Flatwork: On-grade exterior concrete slabs for walks and patios should have a thickness of four inches and should be reinforced with at least No. 3 reinforcing bars placed at 24 inches on center each way. Exterior slab reinforcement should be placed approximately at mid-height of the slab. Reinforcement and control joints should be constructed in exterior concrete flatwork to reduce the potential for cracking and movement. Joints should be placed in exterior concrete flatwork to help control the location of shrinkage cracks. Spacing of control joints should be in accordance with the American Concrete Institute specifications. When slabs abut foundations they should be doweled into the footings. Vehicular traffic should be avoided until the slab concrete is adequately cured. SLAB MOISTURE BARRIERS A moisture barrier system is recommended beneath interior slab-on-grade floors with moisture sensitive floor coverings or coatings to help reduce the upward migration of moisture vapor from the underlying subgrade soil. A properly selected and installed vapor retarder or barrier is essential for long-term moisture resistance and can minimize the potential for flooring and environmental problems related to excessive moisture. “Below-grade“, basement floor slabs should be underlain by a minimum 15-mil thick moisture retarder product over a four-inch thick layer of clean sand material. A 10 mil moisture retarder may be used for surface structure slab. (Please note additional moisture reduction and/or prevention measures may be needed, depending on the performance requirements for future floor covering products). All moisture retarder/moisture barrier products used should meet or exceed the performance standards dictated by ASTM E 1745 Class A material and be properly installed in accordance with ACI publication 302 (Guide to Concrete Floor and Slab Construction) and ASTM E1643 (Standard Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs). 3771 Skyline Road March 2, 2024 Page 17 Carlsbad, CA The above described section is considered a moisture retarder and does not necessarily provide a waterproof floor system. If full waterproofing is desired, an appropriate moisture retarder product should be selected and incorporated into the overall basement waterproofing system. Moisture Retarders and Installation Vapor retarder joints must have at least 6-inch-wide (or as specified by manufacturer) overlaps and be sealed with mastic or the manufacturer's recommended tape or compound. No heavy equipment, stakes or other puncturing instruments should be used on top of the liner before or during concrete placement. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarders’ effectiveness. It is the responsibility of the contractor to ensure that the moisture retarder is properly placed in accordance with the project plans and specifications and that the moisture retarder material is free of tears and punctures and is properly sealed prior to the placement of concrete. Interior Slab Curing Time Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. Prior to installation, standardized testing (calcium chloride test and/or relative humidity) should be performed to determine if the slab moisture emissions are within the limits recommended by the manufacturer of the specified floor- covering product. DESIGN PARAMETERS FOR EARTH RETAINING STRUCTURES The below foundation values are provided for conventional shallow foundations. Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.4 for the resistance to lateral movement. When combining frictional and passive resistance, the friction value should be reduced by one-third. 3771 Skyline Road March 2, 2024 Page 18 Carlsbad, CA Soil Bearing Value Conventional spread footings with the above minimum dimensions may be designed for an allowable soil bearing pressure of 2,500 pounds per square foot for foundation bearing in compacted fill. Active Pressure for Retaining Walls Lateral pressures acting against masonry and cast-in-place concrete retaining walls can be calculated using soil equivalent fluid weight. The equivalent fluid weight value used for design depends on allowable wall movement. Walls that are free to rotate at least 0.5 percent of the wall height can be designed for the active equivalent fluid weight. Retaining walls that are restrained at the top (such as basement walls), or are sensitive to movement and tilting should be designed for the at-rest equivalent fluid weight. Values given in the table below are in terms of equivalent fluid weight and assume a triangular distribution. The provided equivalent fluid weight values assume that onsite or imported, sandy soils (SP, SM, SC) with an Expansion Index (E.I.) of less than 20 will be used as backfill. No clay soils or silts (CL,CH, ML) should be used as retaining wall backfill. Pressures for Seismic Ground Motions In addition to the above static pressures, unrestrained retaining walls located should be designed to resist seismic loading as required by the CBC. The seismic load can be modeled as a thrust load applied at a point 0.6H above the base of the wall, where H is equal to the height of the wall. This seismic load (in pounds per lineal foot of wall) is represented by the following equation: Surface slope of Cantilever equivalent Restrained equivalent Retained material Fluid weight Fluid weight Horizontal to vertical* (active pressure) (at-rest pressure) (pcf) (pcf) LEVEL 30 60 2 : l 43 76 TABLE NO. III TABLE OF EQUIVALENT FLUID WEIGHTS FOR ACTIVE PRESSURE AND AT-REST PRESSURE BASED ONSITE BACKFILL CONDITON 3771 Skyline Road March 2, 2024 Page 19 Carlsbad, CA Pe = 3/8 * Υ*H2 *Kh Where: Pe = Seismic thrust load H = Height of the wall (feet) Υ = soil density = 125 pounds per cubic foot (pcf) Kh = seismic pseudo static coefficient = 0.5 * peak horizontal ground acceleration (See Table I) Walls should be designed to resist the combined effects of static pressures and the above seismic thrust load. Surcharge Loads Retaining walls must be designed to resist horizontal pressures that may be generated by surcharge loads applied at or near the ground surface. Where an imaginary 1:1 plane projecting downward from the outermost edge of a surcharge load or foundation intersects the retaining wall, that portion of the wall below the intersection should be designed for an additional horizontal thrust from a uniform pressure equivalent to one-third the maximum anticipated surcharge load. Vehicular Loads In the case of vehicular loads coming closer than one-half the height of the wall, we recommend a live load surcharge pressure equal to not less than 2 feet of soil surcharge with an average unit weight of 125 pcf. Waterproofing and Drainage In general, retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and be waterproofed as specified by the design consultant. Also refer to American Concrete Institute ACI 515.R (A Guide to the Use of Waterproofing, Damp Proofing, Protective and Decorative Barriers Systems for Concrete). Retaining walls that are not properly waterproofed and drained are potentially subject to cosmetic staining (such as efflorescence), surficial spalling and decomposition of the masonry materials. Positive drainage for retaining walls should consist of a vertical layer of permeable material positioned between the retaining wall and the soil backfill. Such permeable material may be composed of a composite drainage geosynthetic or a natural permeable material such as crushed rock or clean sand at least 12 inches thick and capped with at least 12 inches of backfill soil. The gravel should be wrapped in a geosynthetic filter fabric. Provisions should be made for the discharge of any accumulated groundwater. The selected drainage system should be provided with a 3771 Skyline Road March 2, 2024 Page 20 Carlsbad, CA perforated collection and discharge pipe placed along the bottom of the permeable material near the base of the wall. The drain pipe should discharge to a suitable drainage facility. A typical retaining wall detail options are attached as Figure No. 7. If lateral space (due to property line constraints) is insufficient to allow installation of the gravel-wrapped "burrito" drain, a geocomposite system may be used in lieu of the typical gravel and pipe subdrain system. TenCate's MiraDrain (and similar products) provide a "low-profile" drainage system that requires minimal lateral clearance for installation. MiraDRAIN and similar products may also be incorporated into a waterproofing system and provide a slab drainage system (Please note that supplemental manufacturer’s details will be required to provide a waterproofed system). Backfill All backfill soils should be compacted to at least 90% relative compaction. Imported or on-site sands, gravels, silty sand (SM) and clayey sand (SC) materials are suitable for retaining wall backfill. Soil with an expansion index (EI) of greater than 20 should not be used as backfill material behind retaining walls. The wall should not be backfilled until the masonry has reached an adequate strength. FIELD INVESTIGATION A total of five manually excavated test explorations were placed on the site using a hand auger sampling system. The excavations were placed specifically in areas where representative soil conditions were expected and/or where the proposed additions will be located. Our investigation also included a visual site reconnaissance. The excavations were visually inspected and logged by our field geologist, and samples were taken of the predominant soils throughout the field operation. Test excavation logs have been prepared on the basis of our inspection and the results have been summarized on Figure No. 3A-3C. The predominant soils have been classified in conformance with the Unified Soil Classification System. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The density of cohesive soils is given as either very soft, soft, medium stiff, stiff, very stiff, and hard. 3771 Skyline Road March 2, 2024 Page 21 Carlsbad, CA LABORATORY TESTS AND SOIL INFORMATION The Vinje & Middleton Engineering, Inc. report (1998) included extensive laboratory testing. Refer to this document for laboratory characteristics and results. Our report also includes the following soil information: CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the test excavation logs. MAXIMUM DRY DENSITY: The maximum dry density and optimum moisture content of a typical soil were determined in the laboratory in accordance with ASTM Standard Test Pounds per square foot-1557, Method A. The results of this test are presented on the following page. Sample Location: B-1 @ 0' to 1' Sample Description: Brown, silty sand (SM) Maximum Density: 123 pcf Optimum Moisture: 9.3% LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the Geotechnical Engineer and Engineering Geologist so that they may review and verify their compliance with this report and with California Building Code. It is recommended that C.W. La Monte Company Inc. be retained to provide soil engineering services during the construction operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. 3771 Skyline Road March 2, 2024 Page 22 Carlsbad, CA The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Geotechnical Engineer so that he may make modifications if necessary. This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can occur, however, with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. It is the responsibility of the stated client or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the 3771 Skyline Road March 2, 2024 Page 23 Carlsbad, CA project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. The firm of C.W. La Monte Co. Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to the issuance of this report. Our firm will not be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the Owner and Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. SITE LOCATION AND TOPOGRAPHIC MAP Figure No. 1 C.W. La Monte Company Inc. Soil and Foundation Engineers Excerpt from USGS Topographic Map, San Luis Rey Quadrangle, 7.5-Minute Series, National Map Website I , '· •❖• i \ 0 ~· O ·. ,;-t'\ __., ( -,-❖=~~-~==~~ ,, l~ \ '\ \ I . ,, ' ~ ;,._,-,· '';f'.,,,,,. c,;;?~~, :~ ~f#· : M agnoli a . y Elern Sch \ ~ ~ ··~\ ·;./ :P ,l A _ # ~(.+or~ /) ~ _y , . • ":I ~ -~=---~ ' /, <:i,.,, '.&-=-,. ' i,,.,_,❖- r· • =--'// '!¾,,._ c.?t ""'-::h'/1 , -=~-.,, / I '¾ 600ft r- ' ,:/ .:\, :- I II ~ •1 ,' '•~- A A' B-1 B-2 B-3 FEET 0 20 40 B-4 B-5 FIGURE NO. 2A Veck Residence 3771 Skyline Rd Carlsbad, CA PLOT PLAN AND GEOTECHNICAL MAP Qvop = Very Old Paralic Deposits Approximate Test Boring Location LEGEND B-2 Geologic Units Cross Section Note: Surficial units not mapped ~--I I -~~~;-ry·----; I ,,. 4t ~IDGE=293.05' A A t ·. W.. ~M~t~ r '1 ~il <mdl.lI<mn~imt&lgjl~ SKYLIN/ ROAD ~ \\ ✓ :i ,,,....,,,,.... ;_,,,✓ ~,/'>/ x , ,nc o•' 0 -~- A A' B-1 B-2 B-3 FEET 0 20 40 B-4 B-5 FIGURE NO. 2B Veck Residence 3771 Skyline Rd Carlsbad, CA Approximate Test Boring Location LEGEND B-2 Cross Section SITE PLAN - PROPOSED DEVELOPMENT ------ -· \ \ \ A \ ~::~~i \ \ \ \ FS. 286.0 SKYLINE ROAD I N89"49' 15-W_~·,;;.00;_' ---:-- ~\ '-:',_\286.0FS \ 2830EG \ ' \ 286.0 FS 285.5 PAD ~NC \ ' ' 286.0F 2832EG A HARDSCAPE] \1-.r-,-~ 0 OOL ( __ ( -t"':w""""';.. NC ORI WA "' g/ ' ~ I I I I I I I I 292.25TW 286.SBW ,·~ 287.~~~ I I 29125TW 28758W 2902STW 287.SBW 288.25TW 2875 8W .!. Topsoil (A): Silty Sand, fine- to coarse-grained, dark brown, common roots and rootlets, loose to medium dense, moist to very moist. @ ~1¼’, Subsoil/Paleosol (Bt): Silty Sand, fine- to coarse-grained, medium to dark reddish brown, slightly clayey, medium dense, moist to very moist. @ ~2½’, more clay, very moist. @ ~3½’, Very Old Paralic Deposits, Unit 13 (Qvop13): Silty Sand to Clayey Sand, fine- to coarse-grained, reddish brown, medium dense to dense, moist to very moist. Total Depth = 6’; no water; no caving Fill (Qaf): Silty Sand to Clayey Sand, fine- to coarse-grained, mottled dark brown and dark grayish brown, few round gravels and cobbles to 4”, abundant roots and rootlets to ¾”, loose to medium dense, very moist. @ ~1’, Topsoil (A): Silty Sand, fine- to coarse-grained, dark brown, common roots and rootlets, loose to medium dense, very moist. @ ~2¼’, Subsoil/Paleosol (Bt): Silty Sand to Clayey Sand, fine- to coarse- grained, medium to dark reddish brown, medium dense, very moist. @ ~3½’, Very Old Paralic Deposits, Unit 13 (Qvop13): Silty Sand to Clayey Sand, fine- to coarse-grained, reddish brown, medium dense to dense, very moist. Total Depth = 6’; no water; no caving ~288’ ~284’ 2/17/24 2/17/24 3771 Skyline Road Carlsbad, CA 92008 B1 B2 SEJ SEJ Hand Auger Hand Auger SM SM/ SC SM/ SC SM/ SC SM SM/ SC SM/ SC SAMPLE TEST EXCAVATION NO. ---I:, TYPE 0 (j~ 'Ti t'i ~ C ---t"j 0 oo = t'i "-= 2 ---z -{IJ 0 -=z Excavation -3 --3 = ;;; (") 00 ::i::,~ ~ -3 00 ~ Elevation: Date: Logged By: -= ? ..., ""l -0 t"j -3 Method: ;i:: C --3 -c:: ~ ::0 Z::i::, = -< -3 t"j t"l SOIL DESCRIPTION 0 1 --2 - 3 4 - 5 6 7 - SAMPLE TEST EXCAVATION NO. ---I:, TVi>F 0 (j~ ""l ~ Oo rr:I C ---t"j 0 = rr:I "-= 2 -=z -z-{IJ -3 --3 l:d 0 (") 00 ::i::,-<. ~ -3 00 Excavation ~ ;;; 0 ~-3 n Elevation: Date: Logged By: '-' = ..., ...,_ -c:: ~ t"" C '-' -3 Method : ;i:: ::0 -< Z::.:, = -3~ t"l SOIL DESCRIPTION 0 1 \ 2 - 3 - " 4 - 5 - 6 7 - ~ C .. W. La Monte (ompany, Jfn~. Soil and FQUndati0n Engme_ers FIGURE NO. Fill (Qaf): Silty Sand to Clayey Sand, fine- to coarse-grained, mottled dark brown and yellowish brown, few round gravels to 1”, abundant roots and rootlets to 1”, loose to medium dense, very moist. @ ~1’, Subsoil/Paleosol (Bt): Silty Sand to Clayey Sand, fine- to coarse- grained, medium to dark yellowish to reddish brown, some yellowish brown stains, medium dense, very moist. @ ~3½’, Very Old Paralic Deposits, Unit 13 (Qvop13): Silty Sand to Clayey Sand, fine- to coarse-grained, reddish brown, dense, very moist. @ ~5¼’, yellowish brown, slightly less clay. Total Depth = 8’; no water; no caving Fill (Qaf): Silty Sand, fine- to medium-grained, slightly clayey, and Clayey Silt, mottled dark to very dark brown, common roots and rootlets to ½”, loose to medium dense (soft to firm), moist to very moist. @ ~½’, Topsoil (A): Silty Sand, fine- to medium-grained, slightly clayey, medium to dark yellowish brown, loose to medium dense, very moist. @ ~2½’, Subsoil/Paleosol (B): Silty Sand, fine- to coarse-grained, medium to dark yellowish to reddish brown, medium dense, very moist. @ ~3½’, dark brown, medium dense to dense @ ~4’, Very Old Paralic Deposits, Unit 13 (Qvop13): Silty Sand, fine- to coarse-grained, slightly clayey, medium to dark reddish brown, dense, very moist. Total Depth = 5½’; no water; no caving ~285’ ~283’ 2/17/24 2/17/24 3771 Skyline Road Carlsbad, CA 92008 B3 B4 SEJ SEJ Hand Auger Hand Auger SM/ SC SM/ SC SM/ ML SM/ SC SM SM SM SAMPLE TEST EXCAVATION NO. ---I:, TYPE 0 (j~ 'Ti t'i ~ C ---t"j 0 oo = t'i "-= 2 ---z -{IJ 0 -=z Excavation -3 --3 = ;;; (") 00 ::i::,~ ~ -3 00 ~ Elevation: Date: Logged By: -= ? ..., ""l -0 t"j -3 Method: ;i:: C --3 -c:: ~ ::0 Z::i::, = -< -3 t"j t"l SOIL DESCRIPTION 0 1 '\. 2 - 3 - 4 - 5 - 6 - 7 -I/ J SAMPLE TEST EXCAVATION NO. ---I:, TVi>F 0 (j~ ""l ~ Oo rr:I C ---t"j 0 = rr:I "-= 2 -=z -z-{IJ -3 --3 l:d 0 (") 00 ::i::,-<. ~ -3 00 Excavation ~ ;;; 0 ~-3 n Elevation: Date: Logged By: '-' = ..., ...,_ -c:: ~ t"" C '-' -3 Method : ;i:: ::0 -< Z::.:, = -3~ t"l SOIL DESCRIPTION 0 1 -\ 2 - 3 -'\ 4 \ 5 6 \ - 7 - ~ C .. W. La Monte (ompany, Jfn~. Soil and FQUndati0n Engme_ers FIGURE NO. Fill/Topsoil (Qaf/A): Silty Sand to Clayey Sand, fine- to medium-grained, and Clayey Silt, dark to very dark brown, loose, very moist. @ ~½’, Subsoil/Paleosol (Bt): Silty Sand to Clayey Sand, fine- to coarse- grained, reddish brown, medium dense, moist to very moist. @ ~2½’, less clay, yellowish to reddish brown, medium dense to dense, very moist @ ~3’, Very Old Paralic Deposits, Unit 13 (Qvop13): Silty Sand to Clayey Sand, fine- to coarse-grained, reddish brown, dense, very moist. Total Depth = 5¼’; no water; no caving ~289’2/17/24 3771 Skyline Road Carlsbad, CA 92008 B5 SEJ Hand Auger SM-SC/ ML SM/ SC SM/ SC SAMPLE TEST EXCAVATION NO. ---I:, TYPE 0 (j~ 'Ti t'i ~ C ---t"j 0 oo = t'i "-= 2 ---z -{IJ 0 -=z Excavation -3 --3 = ;;; (") 00 ::i::,~ ~ -3 00 ~ Elevation: Date: Logged By: -= ? ..., ""l -0 t"j -3 Method: ;i:: C --3 -c:: ~ ::0 Z::i::, = -< -3 t"j t"l SOIL DESCRIPTION 0 1 -~ 2 - 3 'I 'I. 4 5 - 6 - 7 - SAMPLE TEST EXCAVATION NO. ---I:, TVi>F 0 (j~ ""l ~ Oo rr:I C ---t"j 0 = rr:I "-= 2 -=z -z-{IJ -3 --3 l:d 0 (") 00 ::i::,-<. ~ -3 00 Excavation ~ ;;; 0 ~-3 n Elevation: Date: Logged By: '-' = ..., ...,_ -c:: ~ t"" C '-' -3 Method : ;i:: ::0 -< Z::.:, = -3~ t"l SOIL DESCRIPTION 0 1 - 2 - 3 - 4 - 5 - 6 - 7 - ~ C .. W. La Monte (ompany, Jfn~. Soil and FQUndati0n Engme_ers FIGURE NO. 20 40 60 80 100 120 140 160 270 280 290 300 310 Pr o p e r t y Li n e Pr o p e r t y Li n e E l e v a t i o n ( F e e t ) Distance (Feet) SK Y L I N E R D Existing Ground Surface Proposed Residence(Schematic) TOPSOIL / FILL SUBSOIL VERY OLD PARALIC DEPOSITS (Qvop) Proposed Pool (Schematic) CROSS SECTION A-A' FIGURE NO. 4 Proposed SFR 3771 Skyline Rd Carlsbad, CA 92008 r--------------------7 I I I I I I I I I I I I L--------------------~ ==-=-======---------------------------------r-=--=--=--~----_-_-_-_-_-_-_-_-_L ==---~---------------~ GEOLOGY MAP EXCERPT Figure No 5 Excerpts from Digital Geologic Map Of The Oceanside 30' X 60' Quadrangle, Southern California (2005) By Kennedy - Tan LEGEND (Local) Qop = Old Paralic Deposits (Pliestocene) Qvop = Very Old Paralic Deposits (Pliestocene) C. Wlo. r_ • ~ C~J261it}J Elmi~. ~~!I•di~1lfflt~fui~m10~\\l~~ FIGURE 6 Excerpt from: Fault Activity Map of California, {California Geologic Survey} SUMMARY EXPLANATION Fault traces on land are indicated by solid lines where well located, by dashed lines where approximately located or inferred, and by dotted lines where concealed by younger rocks or by lakes or bays. Fault traces are queried where continuation or existence is uncertain. FAULT CLASSIFICATION COLOR CODE (Indicating Recency of Movement) Pre-Quaternary fault (older that 1.6 million years) or fault without recognized Quaternary displacement. Historic Fault (last 200 years) Late Quaternary fault (during past 700,000 years). Holocene fault (during past 11,700 years) without historic record. Quaternary fault (age undifferentiated) San Marcos -Poway / Santee rv1CAS ri.,1iramar I I / I I I I I I I / I ~--....1 I, 0 ,_, / , ,c '<._ 71 ,,,,~--_,,.- -fGe '<>, -""'· ·, ,~--. "•. • . -. 479 -< !_ "' '-..... : g ings ·--0 :_-l --. ------->:~ ·-\ =:s------= ,~} r" ~ -"~' I i / ~:\ , -y' ~ • / 6500/ff\. \\1 ! ~\ ~ v---c·, :--. \ I Cuyarna::a ~\ ~ \\ _ )/'.I / Rancho ~J l:::!..I / \/sta.te Park J ( < \ ~[ / /capitan Grande 1 /Re~rvatbn I\ \ j J /,(~ \• // // I L J% I \t~ 0 11 !\\T ~!:t N S I \ I \ \\ I \ / 94A -1 CANTILEVER RETAINING WALL DRAINAGE SYSTEM OPTIONS FIGURE NO. 7 [I] DETAIL 6"MIN. '3 [I] DETA1L 5 ~ ~~~ 6" MIN. 5 6"MIN. '3 5 '3 wf--D_ET_A_IL _____________ _ NOTES AND DETAILS GENERAL OTES: !) THE NEED FOR WATERPROOFING SHOULD BE EVALUATED BY OTHERS. 2) WATERPROOFING TO BE DESIGNED BY OTHERS 3) EXTEND DRAIN TO SUIT ABLE DISCHARGE POI T PER CIVIL E GINEER. 4) DO NOT CONNECT SURFACE DRAINS TO SUBDRAIN SYSTEM. DETAILS: G) 0 4-INCH PERFORATED PVC PIPE ON TOP OF FOOTING, HOLES POSITIONED DO WNW ARD (SDR 35, SCHEDULE 40, OR EQUIVALENT). ¾ INCH OPE -GRADED CRUSHED AGGREGATE. G) GEOFARBRIC WRAPPED COMPLETELY AROUND ROCK. G) PROPERLY COMPACTED BACKFILL SOIL. f's\ WALL DRAI AGE PANELS (MIRADRAIN OR EQUIVALENT) \.V PLACED PER MANUFACTURER'S REC'S. CC. WI.. ~MQ.n~~lm®:f -J. ~i!Jomtdi~®Jin,Xll&i~~llri&, © 0 UNDERLAY SUBDRAIN WITH AND CUT FABRIC BACK FROM DRAINAGE PA ELS AND WRAP FABRIC AROUND PIPE. 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³·½¿½»±«- ±® ¼·¿¬±³¿½»±«- º·²» -¿²¼§ ±® -·´¬§ -±·´-ô »´¿-¬·½ -·´¬ Ô·¯«·¼ Ô·³·¬ ÝØ ×²±®¹¿²·½ ½´¿§- ±º ¸·¹¸ °´¿-¬·½·¬§ô º¿¬ ½´¿§-ò ¹®»¿¬»® ¬¸¿² ëð ÑØ Ñ®¹¿²·½ ½´¿§- ±º ³»¼·«³ ¬± ¸·¹¸ °´¿-¬·½·¬§ò Ø×ÙØÔÇ ÑÎÙßÒ×Ý ÍÑ×ÔÍ ÐÌ Ð»¿¬ ¿²¼ ±¬¸»® ¸·¹¸´§ ±®¹¿²·½ -±·´-ò From California Building Code -Section J107.3 (Benching) From California Building Code - Section 1808.7 (Foundation on or adjacent to slopes) Figure J107.3 Figure 1808.7.1 TOP OF FILL -5 FT. (1524 mm) OR GREATER /_ NATURAL SLOPE ...,.,,,. .,., .,,,. .,,..,,. ---... .,,. .,.. .,.. .... .,,.... ---.,,. .... .,,. .,,. .... ,,,. ,,,,,,-.,,. .,,. .... .... KEY FACE OF STRUCTURE ~ .I- } 2 FT (610 mm) MINIMUM REMOVE UNSUITABLE MATERIAL TOPOF SLOPE H AT LEAST THE SMALLER l OF H/3 AND 40 FEET AT LEAST THE SMALLER OF H/2 AND 15 FEET Soil and Foundation Engineering 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: cwlamonte@gmail.com ♦ Fax: (619) 462-9859 July 17, 2024 Job No. 24 7703 TO: Veck Investment Properties, LLC Elizabeth Temple P.O. Box 2085 Carlsbad, CA. 92018 SUBJECT: REVIEW OF STRUCTURAL PLANS Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008 REFERENCES: In accordance with the request of Friehauf Architects we have reviewed the above referenced structural plans and their relation to our previously issued soils report. Based on this review we have determined that the intent of the soils reports recommendations have been incorporated into the above referenced project plans and specifications. If you should have any questions after reviewing this letter, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company Inc., dated March 2, 2024 Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by Solidforms Engineering, dated July 5, 2024 12/31/2025 12/31/2025 (, Soil and Foundation Engineering 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: cwlamonte@gmail.com ♦ Fax: (619) 462-9859 September 17, 2024 Job No. 24 7703 TO: Veck Investment Properties, LLC Elizabeth Temple P.O. Box 2085 Carlsbad, CA. 92018 SUBJECT: LID Improvements Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008 REFERENCES: In accordance with your request we have reviewed the above referenced grading plan in relation to proposed LID improvements for the above subject residential site. Permanent BMP’s will include sidewalks and a driveway constructed of pervious pavers. One sidewalk leads to the front entry; the other is located adjacent to the southeast portion of the residence. A CMU retaining wall, approximately 5 feet in maximum height, will descend from the edge of this southeast sidewalk. According to the USDA Soil Survey Map the site is underlain with the Marina loamy coarse sand (MIE), 9 to 30 percent slopes. The Marina loamy sand is classified in Hydrologic Soil Group: “B” with no hydric soil rating. Based on the findings of our subsurface field investigation it appears the Hydrologic Soil Group: “B” classification is appropriate. Group B type soils, typically, possess good infiltration characteristics and are suitable for infiltration BMP’s. However, the referenced geotechnical report specifies remedial grading and that all structural fills be properly compacted. Therefore, we anticipate the proposed southeast sidewalk will be founded on fill soils compacted to at least 90 percent relative density. Mechanical compaction will significantly reduce (or even minimize) the infiltration characteristics of the native subgrade soils compared to the existing “undisturbed” soil condition. Because of the mechanical densification, compacted fills supporting BMP’s cannot be relied upon for infiltration (unless a specified permeable soil backfill is used). Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company Inc., dated March 2, 2024 Grading Plan for: Veck Investment Properties, LLC, 3771 Skyline Rd., by Rancho Coastal Engineering & Surveying , dated May 23, 2024 Job No. 24 7703 September 17, 2024 Page 2 3771 Skyline Rd Carlsbad, CA Pervious pavers can be designed for either full infiltration, partial infiltration or no infiltration. The Interlocking Concrete Pavement Institute (ICPI) provides optional details for permeable pavement sections for full, partial, or no infiltration conditions. Copies of these details are attached as Drawings No. ICPI-68, ICPI-69 and ICPI-70 (respectively) and may be used as a guideline for the design of the proposed pavement sections (If needed); the project civil engineer may have alternate designs specific to the project and site conditions. In our opinion the southeast sidewalk pavement area should be designed for “no infiltration” for the following reasons:  The sidewalk is to be founded on compacted backfill, which will likely result in poor infiltration rates.  Full or partial infiltration can result in an increased potential for hydrostatic pressure behind the proposed retaining wall. However, minor amounts of subgrade infiltration can be accommodated by the retaining wall subdrainage system (refer to Figure No.7 from the referenced geotechnical report for wall drainage options).  Significant infiltration can impact the bearing characteristics of the soils supporting the adjacent building foundation The pervious pavers in the front of the house may be designed for full or partial infiltration as much of the pavement area can remain undisturbed, if necessary, to provide optimal infiltration. The geotechnical report specifies existing topsoils be removed to minimum distance of 5 feet beyond the building perimeter. However, this specification can be reduced based on the depth of unsuitable soil removal and the embedment depth of the building foundation. So the front area, if desired, may only be minimally impacted by the remedial grading. If you should have any questions after reviewing this letter, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 12/31/2025 12/31/2025 No. 25241 ,----------TYP. NO. 8 AGGREGATE IN OPENINGS ,----------CONCRETE PAVERS MIN. 3 1/8 IN. (80 MM) THICK ,--------CURB/EDGE RESTRAINT WITH CUT-OUTS FOR OVERFLOW DRAINAGE (CURB SHOWN) - - I 111 111 = -• . • • " • . ~ " • ~ 111 111 11 I 111 111 = - -- - 0o 000 0 000 00 oo c:Poooo(:yfo o So ~-t-t-t-t-t-t-t---H--t--'<~ BEDDING COURSE 1 1/2 TO 2 IN. (40 TO 50 MM) THICK (TYP. NO. 8 AGGREGATE) s::---➔.:±-+"~'r'--"':~~f---4 IN. (100 MM) THICK NO. 57 STONE OPEN-GRADED BASE Qooo1>.0030 oO~O& DOoO 0 00 ogo o r"IO Q O 00 r"IO Q'--J0°0°0 Oo ~0°0°0 ~_Q_Q_<?0 ___ Q __ QQ~ ( ~-GEOTEXTILE ON SIDE AND TOP OF SUBBASE 111 111 111 111 111 111 ~1-+-1--+++--++-1-+-1!---MIN. 6 IN. (150 MM) THICK 111 111 111 111 111 11 - -_111 = NO. 2 STONE SUBBASE ~-------OPTIONAL GEOTEXTILE ON BOTTOM 0 ~-------SOIL SUBGRADE NOTES: 1. 2 3/8 IN. (60 MM) THICK PAVERS MAY BE USED IN PEDESTRIAN APPLICATIONS. 2. NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. CONSULT ICPI PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL. PERMEABLE PAVEMENT WITH FULL EXFILTRATION TO SOIL SUBGRADE DRAWING NO. SCALE ICPl-68 NO SCALE ,---------TYP. NO. 8, 89, OR 9 AGGREGATE IN OPENINGS ,---------CONCRETE PAVERS MIN. 3 1/8 IN. (80 mm) THICK FOR VEHICULAR TRAFFIC (ASPECT RATIO~ 3) ~------CURB/EDGE RESTRAINT WITH CUT-OUTS FOR OVERFLOW DRAINAGE (CURB SHOWN) ~~MW!l;!Yl--BEDDING COURSE 1 1/2 IN. TO 2 IN. (40 TO 50 MM) THICK (TYP. NO. 8 AGGREGATE) ,:....:..,;,..,....,.....;..;..;...,....,-,.;..;...;~-4 IN. (100 MM) THICK NO. 57 STONE OPEN-GRADED BASE I.->==++<>--+-++==-++-MIN. 6 IN. ( 150 MM) THICK NO. 2 STONE SUBBASE ---:-'=-?'i=A9-t<-~,l::----f~~c....:p4-.,..,..,,~+-++';---PE RF ORA TED PIPES SPACED AND SLOPED TO DRAIN STORED WATER GEOTEXTILE ON TOP AND SIDES OF SUBBASE UNDER/BEYOND CURB n-t--++~e+-1---1-+-1+---++--GEOTEXTILE ON SUBGRADE PER DESIGN ENGINEER -=1-1-!-==1-1--1'=1--1--1-==1-1--1-=l---NON-PERFORATED OUTFALL PIPE(S) SLOPED TO STORM SEWER OR STREAM '---------SOIL SUBGRADE SLOPED TO DRAIN NOTES: 1. 2 3/8 IN. (60 MM) THICK PAVERS MAY BE USED IN PEDESTRIAN AND RESIDENTIAL APPLICATIONS. 2. NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. CONSULT ICPI PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL. 3. NO. 2 STONE MAY BE SUBSTITUTED WITH NO.3 OR NO.4 STONE. 0 PERMEABLE PAVEMENT WITH PARTIAL EXFIL TRATION TO SOIL SUBGRADE DRAWING NO. SCALE ICPl-69 NO SCALE NOTES: -------CONCRETE PAVERS MIN. 3 1/8 IN. (80 MM) THICK FOR VEHICULAR TRAFFIC (ASPECT RATIO< 3) �-----CURB/EDGE RESTRAINT WITH CUT-OUTS FOR OVERFLOW DRAINAGE (CURB SHOWN) ----BEDDING COURSE 2 IN. (50 MM) THICK (TYP. NO. 8 AGGREGATE) �-+---4 IN. (100 MM) THICK NO. 57 STONE OPEN-GRADED BASE 1-----+--MIN. 6 IN. (150 MM) THICK NO. 2 STONE SUBBASE DRAINAGE GEOTEXTILE TO PROTECT GEOMEMBRANE FROM DAMAGE GEOMEMBRANE ON BOTTOM AND SIDES OF OPEN-GRADED BASE PERFORATED UNDERDRAIN PIPES SPACED AND SLOPED TO DRAIN ALL STORED WATER. EMBED PIPES IN NO. 57 STONE AND SLOPE TO OUTLET DRAWING NO. SCALE ICPl-70 0 1.2 3/8 IN. (60 MM) THICK PAVERS MAY BE USED IN RESIDENTIAL APPLICATIONS. 2.NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. NO. 3 OR NO. 4 STONE IS ACCEPTABLE. CONSULT ICPI PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL. 3.PERFORATED PIPES MAY BE RAISED FOR WATER STORAGE FROM LARGE RAIN EVENTS WITH OUTLET(S) AT LINER BOTTOM TO DRAIN SMALL RAIN EVENTS. 4.SELECT GEOTEXTILE PER AASHTO M 288. PERMEABLE PAVEMENT WITH NO INFILTRATION TO SOIL SUBGRADE NO SCALE ....-------TYP. NO. 8, 89, OR 9 AGGREGATE IN OPENINGS -------=:~_ SOIL SUBGRADE SLOPED TO DRAIN 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: clamonte@flash.net ♦ Fax: (619) 462-9859 TO: SUBJECT: REFERENCES: This report has been prepared in response to the City of Carlsbad review of the project dated June 24, 2024. In order to provide continuity of discussion, we are responding to the memorandum’s issues in the numerical order requested in the document. 1. Please review the most current grading and foundation plans for the proposed project and provide any additional geotechnical recommendations or modifications to the geotechnical report, as necessary. As the submitted geotechnical report appears to reference ASCE 7¬22 (which has not yet been adopted for use by the City of Carlsbad), please revisit and update sections (seismic design parameters, etc.) of the geotechnical report as necessary to address the currently adopted ASCE 7-16 Job No. 24 7703 September 19, 2024 Response to Review Comments and Addendum Geotechnical Report Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 City of Carlsbad Land Development Engineering 1635 Faraday Avenue Carlsbad, CA 92008 Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated March 2, 2024 Grading Plan for: Veck Investment Properties, LLC, 3771 Skyline Rd., by Rancho Coastal Engineering & Surveying , dated May 23, 2024 LID Improvements, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company, Inc., dated September 17, 2024 Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by Solidforms Engineering, dated July 5, 2024 C. W. la Monte Cmnmp•J Tuttt. Jo··1 a di f'oY1 dia\to rs 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 2 The results of the revised seismic values are summarized in the following table. The analysis used the ASCE/SEI 7-16 Standard, a Risk Category of II and a Soil Class of D. 2. Please provide a statement addressing the potential impact of the proposed project on adjacent properties. The remedial grading recommended in the geotechnical report will not have a significant impact on adjacent properties if normal precautions are used during excavation operations. The current standard of care recommends unsuitable soil removals are to extend laterally a foot for each foot of removal depth. Therefore, the maximum anticipated required lateral removal distance is about 4 feet. Only the proposed retaining wall at the extreme southwest corner of the residence is too close to the adjacent property line to allow the recommended lateral removals. All other portions of proposed structural improvements are more than 5 feet from the property line. The required lateral removals are not feasible at the southwest corner of the structure due to the retaining wall’s proximity to the property line. Therefore, the foundation of the wall at this corner can be deepened to extend into firm natural ground in lieu of remedial grading. A retaining wall, approximately 5 feet in maximum height will be constructed along the east side of the residence. The proposed wall, at the closest point will be located a minimum of 5.5 feet from the property line. This wall will be constructed on the face Ss 7.077 s, 0.371 Fe 7.093 Fv /A SMs 7.712 s.,,, N/A Sos 0.741 So, N/A TL 8 PGA 0.446 PGAM 0.515 Ff-"(;A 7. 754 le 7 c.,, 7.303 NO SEISMIC Design an MCIEH spectrum data not available for H1is SPECTRUM location Note Ground motion hazard analysis may be requ1re<J. See ASCE/SEI 7-16 Section 17 .4.8. 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 3 or toe of an existing composite slope. It is anticipated the wall will be founded entirely in medium dense, subsoil (weathered formation), which will provide adequate bearing support for the proposed wall. Therefore, no remedial grading is expected to construct this boundary retaining wall. Temporary excavations required for the wall construction are discussed under issue No. 12 below. There is ample room on the north and south ends of the proposed development to place safe temporary excavations. It does not appear the proposed construction will surcharge structures on adjacent properties. 3. In geologic cross section A-A', please also show/label a) the proposed finish grade bounding the proposed residence and swimming pool, b) the depth and limits of the proposed remedial grading, and c) the locations of the subsurface exploration. Cross section A-A’ has been updated using datum from the referenced grading plan and is attached to this document as Figure No. 2A. The Site plan has been updated using the current grading plan as a base map and is attached as Figure No. 1. 4. Under "Laboratory Tests and Soil Information" on page 21 of the report, the result for only one laboratory test is provided (maximum dry density/optimum moisture content) and moisture/density testing is discussed by no results are provide in the boring logs as indicated in the text of the report. The results of direct shear, expansion index, soluble sulfate, Atterberg Limits, etc., testing are not discussed nor provided in the report. With the above in mind, please see the following comment #5 through 8. See below comments. 5. Strength (direct shear) testing of the on-site soils is not provided in the reviewed report. Please provide the appropriate laboratory testing to substantiate the values for bearing capacity, passive earth pressure, coefficient of friction, and active/at-rest earth pressures that are presented in the report. If presumptive values from the code are being recommended by the consultant, please indicate the soil class and use values consistent with the appropriate soil type (Class) in Tables 1806.2 and 1610.1 of the 2022 California Building Code. If soil parameters other than soil class 5 in Tables The soil bearing value was derived from Table 1806A.2 (Presumptive Load-Bearing Values) from the California Building Code. The bearing level soils are comprised primarily of silty sand (SM) and clayey sand (SC). Silty and clayey sands are considered Class of Materials 4, suitable to use a soil bearing value of 2000 psf. A shear test is not required to determine the bearing value when using the CBC as a guideline. 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 4 6. Please justify the use of the active and at-rest earth pressures (30 and 60 pcf respectively for level backfill, etc.) that are provided on page 18 of the report (see comment #5 above). Lateral loading was derived from Table 1610.1 (Lateral Soil Load) of the 2022 California Building Code and assume imported or onsite granular backfill is used. If a mix of silty sand, clayey sand and sandy silt is used then an active pressure of 45 pcf shall be used in the design of walls per Table 1610.1. Alternately, because the proposed walls are less than 6 feet in height, do not appear to be surcharged by foundations and will retain relatively good quality soils Regional Standard Drawings can likely be used for wall details (if desired). 7. Expansion testing of the on-site soils is not provided in the submitted geotechnical report. Please provide laboratory testing of the on-site soils to determine the Expansion Index and provide recommendations as necessary to address Sections 1803.5.3 and 1808.6 of the 2022 California Building Code. If soils with an Expansion Index between 20 and 50 are used, please indicate the method of Section 1808.6 (1 808.6.1 through 1808.6.4) that is being recommended to satisfy the requirement for expansive soils, and provide the Effective Plasticity Index and any other parameters for slab-on-ground design in accordance with 1808.6.2 and WRI/CRSI Design of Slab-on-Ground floors or a post-tensioned design in accordance with PTI DC 10.5 and provide a statement that the foundation/slab system for the proposed residential structures will meet the requirements of Section 1808.6 of the 2022 California Building Code.). Based on years of experience with similar soils in the vicinity the soils were texturally classified as non-expansive (defined as EI less than 50). However, as a caution a representative sample can be obtained from the bearing level soils during or after completion of the building pad grading, if deemed necessary. The building pad will constructed of a mixture of onsite soils and therefore an as graded sample provides a more accurate representation of the soil expansion potential. Further, the foundation and floor slab specifications provided in the approved structural plans are also suitable for use with moderately expansive bearing soils making expansion testing moot as highly expansive soils are rare or non-existent within the coastal terrace deposits. 8. Soluble sulfate testing is not provided in the reviewed geotechnical report. Consequently, please provide recommendations for sulfate resistant concrete (compressive strength, w/c ratio, type cement) consistent with the 2022 California Building Code and AOl 318-19, Tables 19.3.1.1 and 19.3.2.1 assuming a "Severe" (S2) exposure class; or provide site specific testing to support a different recommendation. The coastal terrace deposits are relatively consistent and the laboratory characteristics are predictable. Corrosive soils are rare within the coastal terrace deposits. However, as a caution a representative can be obtained from the subgrade soils during grading. 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 5 Modifications to concrete mix can be provided at this time, if needed (though unlikely). 9. Please provide a statement addressing the surficial and gross stability of the existing fill and cut slopes bounding the east and south sides of the building pad respectively. The existing slopes are less than 9 feet in height with an existing inclination of approximately 2:1 (horizontal to vertical) or gentler. The slopes are comprised of soil materials with good strength characteristics (SM, SC) and favorable to neutral bedding was encountered on the site. Therefore the existing slopes are considered adequately stable. 10. Please clarify the amount of anticipated total and differential settlement for the proposed development. A total settlement of one inch and differential settlement of ½ inch can be anticipated. 11. Please clarify the remedial grading recommendations (depths of removals, distance of removals beyond the footprint of the proposed residence and improvements, etc.) for the proposed residential structure and associated hardscape improvements and site walls... Unsuitable soil removals under the proposed structure should include all fill, topsoil and residuum, which typically range from about 3 to 4 feet in combined thickness. A four foot thick compacted fill mat under the building footprint is recommended and will provide uniform bearing conditions, plus eliminate any potential bearing transitions. These removals should extend laterally a minimum of 4 feet from the proposed building perimeter. As mentioned above the easterly retaining wall will be likely be founded in firm natural ground and will not require remedial grading to support the proposed wall. Remedial grading in areas of exterior flat work may be limited to removals of the topsoils and fills which range from approximately 1 to 2 feet in combined thickness. 12. Please provide recommendations for the temporary cuts that will apparently be advanced into the existing ascending fill slope in order to construct the proposed retaining wall along the eastern side of the property. Please provide recommendations and the configuration (allowed vertical cut, slope inclination, etc.) for the apparent 7 to 8' high temporary backcut so that the cut will result in no adverse impact to the adjacent property and provide a safe condition for workers. Please also provide a geologic cross-section illustrating the recommended backcut for the estimated 7 to 8' high cut (approximate 5' high site retaining wall plus depth of footing) into the ascending fill slope... 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 6 Cross sections B and C (attached) depict the existing topography relative to the proposed grading and improvements in the area of the easterly retaining wall. The maximum height of the wall will be 5.5 feet. The sections indicate that the proposed wall will be founded in competent, medium dense subsoil. OSHA standards for the encountered soil conditions would likely require a temporary slope inclination of 1:1 (horizontal to vertical). A projected 1:1 inclination (illustrated on the cross sections) from the base of the wall does not appear to encroach onto the neighboring property. Due to the relatively short height of the temporary excavations and nature of the soil, slightly steeper cuts may be allowable, if necessary. The majority of the wall alignment is less than 5 feet and may not require special considerations per OSHA Standards. 13. Please provide recommendations for concrete slab thickness and reinforcement for the proposed driveway from a geotechnical standpoint. The driveway will consist of pavers, which may be installed in accordance with the manufacturer’s specifications and or the minimum requirements of the City of Carlsbad. The are no adverse geotechnical issues to consider for pavement construction. The project civil engineer may have specific pavement recommendations to accommodate infiltration. 14. Please provide recommendations for the proposed swimming pool (active pressure for shell, approved bearing soils, etc.). Assuming a depth of 5 to 6 feet , it appears the pool will bear entirely in dense, very old paralic deposits,. According to CBC Table 1806A.2 the bearing materials are classified between Class of Materials 2 and 3 and may utilize the following conservative table values: Allowable Foundation Pressure: 2000 pounds square foot (psf) Lateral Pressure: 200 pounds/square ft./ft. of depth Lateral Sliding Coefficient: 0.35 According to CBC Table 1610.1 a conservative active pressure of 45 pcf may be used for the native silty sands and clayey sands (SP, SC). 15. Please evaluate and discuss the potential for storm water infiltration at the subject site as part of the proposed project.. Please refer to the referenced document titled LID Improvements Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008 for a discussion of project infiltration. 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 7 16. Please provide a list of references of geotechnical reports, maps, aerial photographs, codes, plans, web sites, etc., that were used in the preparation of the submitted report.. In addition to the previously listed site specific references are the following documents: Google Earth Imagery, 2022 Historic Aerials by NETRONLINE, 1953, 1964 Jennings and Bryant, 2010, Fault Activity Map of California: California Geological Survey, Geologic Data Map No. 6. scale 1:750,000 Kennedy and Tan, 2005 Digital Geologic Map Of The Oceanside 30' X 60' Quadrangle, Southern California, California: California Geologic Survey Kern. J.P., 1977. Origin and History of Upper Pleistocene Marine Terraces, San Diego, California: Geological Society of America Bulletin, v. 88, p. 1553- 1566 Tan, S.S., 1995, Landslide Hazards in the Southern Part of the San Diego metropolitan area, San Diego County, California, Landslide Hazard Identification Map No. 33: Calif. Div. Mines and Geology Open File Report 95-03, pp. 1-6, Plate 33A-La Jolla Quadrangle Treiman, J.A., 1993, The Rose Canyon fault zone, southern California: Calif. Div. Mines and Geology, Open-File Report 93-02, 45 p., Plate 1 U.S. Geological Survey, 1943, Topographic map of the San Luis Rey 15- Minute Quadrangle, California, scale 1:62,500 U.S. Geological Survey, 1968, Topographic map of the San Luis Rey 15- Minute Quadrangle, California, scale 1:62,500 U.S. Geological Survey, 2022, Topographic map of the San Luis Rey 15- Minute Quadrangle, California, scale 1:62,500 17. Please provide a complete summery list of the geotechnical observation/testing services that should be performed as part of the construction of the proposed single- family residence and associated improvements. Soil special inspections shall be performed in compliance with Table 1705.6 (Required Verification and Inspection of Soils) of the California Building Code and in summary will include the following: 3771 Skyline Rd Carlsbad, California September 19, 2024 Page 8  Observe all unsuitable soil removal areas.  Compaction testing of placed fill.  Observation of foundation excavations.  Laboratory Testing of representative soil samples If you should have any questions after reviewing this document, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 Exp. 12/31/2025 No. 25241 Exp . 12/31/2025 No. 495 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: cwlamonte@gmail.com ♦ Fax: (619) 462-9859 TO: SUBJECT: REFERENCES: In accordance with your request we have reviewed the above referenced civil plans and their relation to our previously issued soils reports. Based on this review we have determined that, in general, the intent of the soils report’s recommendations have been incorporated into the above referenced project plans and specifications. Our comments regarding the plan review are as follows:  Permanent BMP’s will include permeable pavers. The Typical Permeable Paver Details shown on the referenced civil plans indicate the paver sections will be designed for full infiltration. Full infiltration is suitable for the front sidewalk and driveway areas. However, a pervious paver sidewalk is to be located at the southeast corner of the proposed structure. The sidewalk will be “sandwiched” between the foundations for the proposed residence and an adjacent retaining wall. The placement Job No. 24 7703 October 13, 2024 Review of Civil Plans Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 Veck Investment Properties, LLC Elizabeth Temple P.O. Box 2085 Carlsbad, CA. 92018 Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated March 2, 2024 LID Improvements, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company, Inc., dated September 17, 2024 Grading Plan for: Veck Investment Properties, LLC, 3771 Skyline Rd., by Rancho Coastal Engineering & Surveying , dated October 11, 2024 Response to Review Comments and Addendum Geotechnical Report, Veck Residence , 3771 Skyline Rd , Carlsbad, CA 92008, by C. W. La Monte Company, Inc. , dated September 24, 2024 C. W. la Monte Cmnmp•J Tuttt. Jo··1 a di f'oY1 dia\to rs 3771 Skyline Rd Carlsbad, California October 13, 2024 Page 2 of full infiltration BMP’s adjacent to foundations, without any outlet, is not a good geotechnical engineering practice. In our opinion, this permeable paver section area should be designed for partial or no infiltration, due to potential detrimental impact of structure foundations. Suggested details for full and partial infiltration were included in the referenced report titled LID Improvements, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92018. Additionally, the width of the proposed retaining wall footing at this location should be evaluated as it may encroach into the BMP area and potentially impact the pavement subbase installation. If you should have any questions after reviewing this document, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 Exp. 12/31/2025 No. 252 41 Exp. 12/31/2025 No. 495 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: clamonte@flash.net ♦ Fax: (619) 462-9859 TO: SUBJECT: REFERENCES: This report has been prepared in response to the City of Carlsbad review of the project dated October 30, 2024. In order to provide continuity of discussion, we are responding to the memorandum’s issues in the numerical order requested in the document. 1. Strength (direct shear) testing of the on-site soils is not provided in the reviewed report. Please provide the appropriate laboratory testing to substantiate the values for bearing capacity, passive earth pressure, coefficient of friction, and active/at-rest earth pressures that are presented in the report. If presumptive values from the code are being recommended by the consultant, please indicate the soil class and use values consistent with the appropriate soil type (Class) in Tables 1806.2 and 1610.1 of the 2022 California Building Code. If soil parameters other than soil class 5 in Tables 1806.2 and 1610.1 are provided, please justify the soil type by site specific Job No. 24 7703 January 22, 2025 Response to Review Comments and Addendum Geotechnical Report #2 Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 City of Carlsbad Land Development Engineering 1635 Faraday Avenue Carlsbad, CA 92008 Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated March 2, 2024 LID Improvements, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by C. W. La Monte Company, Inc., dated September 17, 2024 Grading Plan for: Veck Investment Properties, LLC, 3771 Skyline Rd., by Rancho Coastal Engineering & Surveying , dated May 23, 2024 Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, by Solidforms Engineering, dated July 5, 2024 C. W. la Monte Cmnmp•J Tuttt. Jo··1 a di f'oY1 dia\to rs 3771 Skyline Rd Carlsbad, California January 22, 2025 Page 2 laboratory testing. The reviewer notes that some values provided in the report exceed the respective values for Class 5 and Class 4 soils in Table 1806.2. Please provide site specific laboratory test results to justify the use of any assumed values of C and Φ for the determination of the parameters requested above. (repeat comment – the response to this comment provided in the “Response to Review Comments...” report addresses the value for bearing capacity. Geotechnical conditions at the site are considered favorable with no significant adverse conditions. There are no major slopes or grading planned; there is an existing cut slope is less than 10 feet and at a inclination that is at or gentler than 2:1 (horizontal to vertical), which is within grading ordinance requirements. The onsite soils are derived from marine terrace deposits that are relatively uniform along the North County coast. These soils will be used to construct the proposed building pad and are considered optimal for the pad construction (non-expansive, sandy soils). Therefore, there is no need for detailed geotechnical analysis. The “table values” used in the California Building Code are conservative and assume and unprepared site conditions and are based on the minimal characteristics of the subsoil. The process of deliberate compaction and remedial will increase the strength characteristics of the bearing soil, by empirical analysis, elevating the CBC table soil classification value. However, based on discussions with the project structural engineer, the structural design is conservative, and will not be significantly impacted by using values for Class of Materials 4 from Table 1806.2 . In summary the values are as follows: Bearing Value: 2000 psf Lateral Pressure:150 psf/ft Coefficient of Friction: 0.3 If the previously provided values are not suitable to the City of Carlsbad then the structural design can be reevaluated by using the above table values. Keep in mind these conservative values are “upgraded” by the recompaction operation. 2. Expansion testing of the on-site soils is not provided in the submitted geotechnical report. Please provide laboratory testing of the on-site soils to determine the Expansion Index and provide recommendations as necessary to address Sections 1803.5.3 and 1808.6 of the 2022 California Building Code. If soils with an Expansion Index between 20 and 50 are used, please indicate the method of Section 1808.6 (1808.6.1 through 1808.6.4) that is being recommended to satisfy the requirement for expansive soils, and provide the Effective Plasticity Index and any other parameters for slab-on-ground design in accordance with 1808.6.2 and WRI/CRSI Design of Slab-on-Ground floors or a post-tensioned design in accordance with PTI DC 10.5 and provide a statement that the foundation/slab system for the proposed residential structures will meet the requirements of Section 1808.6 of the 2022 California 3771 Skyline Rd Carlsbad, California January 22, 2025 Page 3 Building Code. (repeat comment – as soils with expansion index (EI) over 20 are considered expansive and require mitigation in accordance with Sections 1803.5.3 and 1808.6 of the 2022 CBC and as suggested in the response to this comment provided by the consultant in the “Response to Review Comments...” report, expansion index testing of the pad grade soils should be performed subsequent to the completion of remedial grading to confirm the textural classification used by the geotechnical consultant and to provide updated recommendations for foundation/slab design as necessary to be consistent with and satisfy section 1808.6.2 of the 2022 CBC for slab on-ground floors.) . There were no indications of detrimentally expansive soils encountered during our field investigation. The soils are typically, granular, non-plastic material, which is not characteristic of expansive soils within the coastal paralic deposits. Even so, the necessity for expansion testing is moot as the current structural design is suitable for expansive subgrade conditions. However, if mandatory and expansion index test can be performed at the completion of the building pad grading to verify non-expansive conditions. 3. Soluble sulfate testing is not provided in the reviewed geotechnical report. Consequently, please provide recommendations for sulfate resistant concrete (compressive strength, w/c ratio, type cement) consistent with the 2022 California Building Code and ACI 318-19, Tables 19.3.1.1 and 19.3.2.1 assuming a “Severe” (S2) exposure class; or provide site specific testing to support a different recommendation. (repeat comment – as a means of supporting the consultants assertion with respect to potential corrosivity and soluble sulfate exposure (not a potential issue requiring special design) and as suggested in the response to this comment provided by the consultant in the “Response to Review Comments...” report, corrosivity and soluble sulfate testing of the pad grade soils should be performed subsequent to the completion of remedial grading to confirm the consultants preliminary opinion and provide updated recommendations (exposure classification, etc.) for concrete design and other corrosivity issues as necessary to be consistent with the 2022 CBC and ACI 318-19. Soluble sulfate testing will be performed during grading operations to verify negligible conditions. 4. Please provide recommendations for the proposed swimming pool (active pressure for shell, approved bearing soils, etc.). (repeat comment – the response to this comment provided in the “Response to Review Comments...” report addresses the value for bearing capacity (2000 psf) and active pressure (45 pcf) for Class 4 soils of Tables 1806.2 and 1610.1 of the 2022 CBC which are considered acceptable. However, the values provided for lateral pressure and lateral sliding coefficient exceed the Class 4 values of (150 psf/ft and 0.30 respectively) Additionally, the reviewer is not in agreement that the Old Paralic Deposits (Pleistocene terrace deposits) underlying the 3771 Skyline Rd Carlsbad, California January 22, 2025 Page 4 site are comparable to “Sedimentary and Foliated Rock” (Class 2) or “sandy gravel” (Class 3) of Table 1806.2 with respect to the engineering characteristics of the sediments and providing presumptive parameters for foundation design per Table 1806.2 of the 2022 California Building Code. As the response to this comment provided values for lateral pressure (200 pcf) and coefficient of friction (0.35) that exceed the values for Class 4 soils provided in Table 1806.2 of the 2022 CBC, please provide values for passive pressure and coefficient of friction that are consistent with Class 4 soils (150 psf/ft and 0.30 respectively) or provide justification through strength testing, etc., to support values other than Class 4.). The pool shall be designed using the above alternative values using a soil bearing value of 2000 psf; lateral pressure: 150psf/ft; Coefficient of Friction: 0.30, active pressure: 45 pcf. 5. Please provide a complete summery list of the geotechnical observation/testing services that should be performed as part of the construction of the proposed single- family residence and associated improvements. (repeat comment – please add retaining wall subdrain/backfill and hardscape/paver subgrade to the list of geotechnical services to be performed during the proposed construction.) Soil special inspections shall be performed in compliance with Table 1705.6 (Required Verification and Inspection of Soils) of the California Building Code and in summary will include the following:  Observe all unsuitable soil removal areas.  Verify the exposed natural ground surface is properly prepared and suitable to receive structural fill  Observation and compaction testing of placed fill.  Observation of foundation excavations.  Laboratory testing of representative soil samples.  Verify retaining wall subdrains are installed in accordance with the approved plans.  Compaction observation and testing of retaining wall backfill.  Observation and compaction testing of pavement subgrade. 3771 Skyline Rd Carlsbad, California January 22, 2025 Page 5 If you should have any questions after reviewing this document, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 Exp. 12/31/2025 No. 25241 Exp. 12/31/2025 No. 495 7840 EL CAJON BLVD., SUITE 200 ■ LA MESA, CALIFORNIA 91942 Phone: (619) 462-9861 ♦ Email: clamonte@flash.net ♦ Fax: (619) 462-9859 TO: SUBJECT: REFERENCES: A retaining wall, approximately 5 feet in maximum height, will be constructed along the east side of the residence. The proposed wall, at the closest point will be located a minimum of 5.5 feet from the east property line. Temporary cut slopes to construct the wall will likely be excavated into undocumented, granular fill soil. Therefore, the maximum inclination of continuous temporary slopes shall be 1:1 (horizontal to vertical) per OSHA requirements. However, steeper temporary cut slopes will be required near the central portion of the wall alignment if the temporary excavations are to stay on the property. This report provides a possible solution for temporary slopes in areas were the 1:1 back cuts are not feasible. In lieu of the installation of shoring, it is our opinion the construction can proceed by constructing the temporary excavations as narrow “slot cuts”. The slot cuts shall be a maximum of five (5) feet in width and be constructed at a 0.5:1.0 (horizontal to vertical) inclination (or gentler). The retaining wall at the slot section shall be constructed and backfilled before proceeding to the next adjacent slot cut. The slot cutting procedure shall continue until the wall extends to an area that will allow for a 1:1 back cut. Job No. 24 7703 March 31, 2025 (Revised June 9, 2025) TEMPORARY CUT SLOPES Veck Residence 3771 Skyline Rd Carlsbad, CA 92008 City of Carlsbad Land Development Engineering 1635 Faraday Avenue Carlsbad, CA 92008 Report of Limited Geotechnical Investigation, Veck Residence, 3771 Skyline Rd., Carlsbad, CA 92008, prepared by C.W. La Monte Company Inc., dated March 2, 2024 Grading Plan for: Veck Investment Properties, LLC, 3771 Skyline Rd., by Rancho Coastal Engineering & Surveying , dated May 23, 2024 C. W. la Monte Cmnmp•J Tuttt. Jo'il a di f'oY1 dia\to rs 3771 Skyline Rd March 31, 2025 Carlsbad, California (Revised June 9, 2025) Page 2 Also the construction should be planned so that it would not be necessary to have laborers work between the back cut and the newly constructed wall. Listed are the following recommendations and suggestions:  Subdrainage, if used, may be installed after the first few courses of block so that it can be installed from exterior side of the wall. A prefabricated drain would likely make the installation easier. Alternately, “weep holes” may be used for wall drainage in lieu of a subdrainage system.  If waterproofing is to be used behind the wall, we recommend a “roll on” waterproofing product. A roll on product can be applied from the exterior side with a roller extension and can be applied incrementally as needed.  Self compacting backfill should be used for the initial lifts so that it would not be necessary to run manually operated compaction equipment behind the wall with a steep slope exceeding 4 feet. Self compacting backfill includes clean, washed sand (which can be compacted by “flooding” with water) and/or crushed aggregate. This free draining material meets or exceeds the retaining wall design requirements and also provides an excellent environment for weep hole drainage. If you should have any questions after reviewing this document, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. _____________________________ Clifford W. La Monte, R.C.E. 25241, G.E. 0495 0 Exp. 12/31/2025 No . 25241 Exp. 12/31/2025 No. 495