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Home My WebLink AboutCT 03-02; Carlsbad Ranch PA 5 - Event Gardens; SUBSURFACE INVESTIGATION MARBRISA RESORTS- EVENT GARDENS, GRAND PACIFIC RESORTS, CARLSBAD, CALIFORNIA - DWG 428-9I, GR 16-22; 2016-06-20OFFICE LOCATIONS OR~'\GECOliNTY CORPORATE 8RAi'<CH ~992 E. La Palma Avenue Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.6322974 SA 'I DIEGO I\1PERIAI.COl':'ln · 6295 Ferris Square Suite(' San Diego. CA 92121 Tel: 858537.3999 Fax: 858.537.3990 I 'lLANO E\IPIRE 1446 7 Mendinn Parkway Building'2A Ri\ erside. ('A 92518 Tel: 951.653.4999 Fax: 951.653.4666 1'1010 44917 Golf Center Pkwy Suite I Indio. C A 9220 I Tel 760J42.4677 Fax: 760342.4525 OC/LA/1:-/L,\NO E\IPIRE DISPATCH 800.491.299() S \'I DIEGO OISP\TCH ~~~.844 5060 ~-..,w.mtglinc.com I Geotechnical Engineering ------~C:::....,onstruction Inspection I .... ?•r:t-/f:tJI'••I t-~···--- / Materials Testing q t:~ _,, •-_j Environmental RECEIVED AUG 0 2 2016 NO DEVELOPMENT ENG NEERING SUBSURFACE INVESTIGATION Marbrisa Resorts -Event Garden Grand Pacific Resorts Carlsbad, California Prepared For: Grand Pacific Resorts 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 Prepared By: MTGL, Inc. 6295 Ferris Square, Suite C San Diego, California 92121 June 20, 2016 MTGL Project No. 1916B11 MTGL Log No. 16-616 0 1<1\t,f I 1>1 '1\ ( <I Kf'IOK Ill 1\11\ 't It I I I I \ ·" '• I I • '~"' ... I I ~ 4 • ... .,, ., I .... , lllffll J\ff'f HI\ I (<II 'I\ ., I~ 'I I I \1 "I I III'IHI • ·' \I_,, 1: u I ~'' II I lu I~ 1·1ok I \ 'I · 'I .... hill II ~ ' (I I I ( I I I I 11~ It I < '' I ' I, I 11 11 \(\I \\II I III'IHI lll'f' If t II I I ' " I\ 1111 I .t Ill I I If II il! I June 20, 2016 Grand Pacific Resorts 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 Attention: Mr. Houston Arnold (;cotechnical Engineering (~onstruction Ins1>ection i\ tate rials Testing EnYiron1nental MTGL Project No. 1916B 11 MTGL Log No. 16-616 Subject: SUBSURFACE INVESTIGATION Marbrisa Resorts-Event Garden Grand Pacific Resorts Carlsbad, California Dear Mr. Arnold: In accordance with your request and authorization we have completed a Subsurface Investigation for the subject site. We are pleased to present the following report which addresses both engineering geologic and geotechnical conditions including a description of the site conditions, results of our field exploration and laboratory testing, and our conclusions and recommendations for grading. Based on our investigation, the site will be suitable for development, provided the recommendations presented herein are incorporated into the plans and specifications for the proposed grading. Details related to geologic conditions, site preparation, and construction considerations are also included in the subsequent sections of this report. We appreciate this opportunity to be of continued service and look forward to providing additional consulting services during the planning and construction of the project. Should you have any questions regarding this report, please do not hesitate to contact us at your convenience. Respectfully submitted, MTGL,Inc. Page i of iii Marbrisa Resorts -Phase ill Event Gardens -Subsurface Investigation Carlsbad, California TABLE OF CONTENTS MTGL Project No. 1916Bll MTGL Log No. 16-602 1.00 INTRODUCTION ......................................................................................................................... l 1.01 SITE DESCRIPTION AND PLANNED GRADING ................................................................................ 1 1.02 SCOPE OF WORK ........................................................................................................................... 1 1.03 FIELD INVESTIGATION ................................................................................................................... 1 1.04 LABORATORYTESTING ................................................................................................................. 2 2.00 FINDINGS ...................................................................................................................................... 3 2.01 SITE GEOLOGIC CONDITIONS ........................................................................................................ 3 2.02 GROUNDWATER CONDITIONS ....................................................................................................... 3 3.00 CONCLUSIONS ........................................................................................................................... 4 3.01 GENERAL CONCLUSIONS ............................................................................................................... 4 4.00 RECOMME-NDATIONS ............................................................................................................. 5 4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE ............................................................................. 5 4.02 SITE CLEARING RECOMMENDATIONS ........................................................................................... 5 4.03 SITE GRADING RECOMMENDATIONS ............................................................................................ 5 4.04 COMPACTIONREQUIREMENTS ...................................................................................................... 6 4.05 FILL MATERIALS··························································································································· 6 4.06 SLOPES .......................................................................................................................................... 6 4.07 EXISTING SUBDRIANS ................................................................................................................... 7 4.08 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS .................................................... 7 4.09 TEMPORARY EXCAvATIONS AND SHORING .................................................................................. 7 4.10 UTILITY TRENCHES ....................................................................................................................... 9 4.11 SITE DRAINAGE············· .............................................................................................................. 1 0 4.12 GEOTECHNICAL OBSERVATION/TESTING OF EARTHWORK OPERATIONS .................................. 10 5.00 LIMITATIONS ........................................................................................................................... 11 ATTACHMENTS: Figure 1 -Site Plan Appendix A -References Appendix B -Field Exploration Program Appendix C -Laboratory Test Procedures Appendix D -Standard Earthwork and Grading Specifications Page ii of iii 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California 1.00 INTRODUCTION MTGLProjectNo. 1916Bll MTGL Log No. 16-602 In accordance with your request and authorization, MTGL, Inc. has completed a Subsurface Investigation for the subject site. The following report presents a summary of our findings, conclusions and recommendations based on our investigation, laboratory testing, and engineering analysis. 1.01 Site Description and Planned Grading The Event Garden is located within Grand Pacific Resorts in Carlsbad, California. The Event Garden is south of the existing Sheraton Carlsbad Resort and Spa building. The site was previously graded as part of mass grading operations in 2006 (Leighton and Associates, 2006). Currently the site is relatively level with landscaping throughout. There are ascending slopes on the northern and eastern borders of the site. The planned grading at the site is to import soil from grading activities associated with Marbrisa Phase Ill and raise the site to an elevation of approximately 232 feet mean sea level (MSL). 1.02 Scope ofWork The scope of our geotechnical services included the following: • Review of geologic, ground water and geotechnical literature. • Logging, sampling and backfilling of three (3) exploratory borings drilled with an 6-inch diameter hollow stem auger drill rig to a maximum depth of 1912 feet below existing grades. Appendix B presents a summary of the field exploration program. • Laboratory testing of representative samples. • Geotechnical engineering review of data and engineering recommendations. • Preparation of this report summarizing our findings and presenting our conclusions and recommendations for the proposed construction. 1.03 Field Investigation Prior to the field investigation, a site reconnaissance was performed by a geologist from our office to mark the boring locations, as shown on the Site Plan (Figure 1 ), and to evaluate the borings locations with respect to obvious subsurface structures and access for the drilling rig. Underground Service Alert was then notified of the marked location for utility clearance. Page 1 ofll 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916Bll MTGL Log No. 16-602 Our subsurface investigation consisted of drilling test borings utilizing a limited access drill rig equipped with a 6-inch diameter hollow stem auger. See Appendix B for further discussion of the field exploration including logs of test borings. Borings were logged and sampled using Modified California Ring (Ring) and Standard Penetration Test (SPT) samplers at selected depth intervals. Samplers were driven into the bottom of the boring with successive drops of a 140-pound weight falling 30 inches. Blows required driving the last 12 inches of the 18-inch Ring and SPT samplers are shown on the boring logs in the "blows/foot" column (Appendix B). SPT was performed in the borings in general accordance with the American Standard Testing Method (ASTM) Dl586 Standard Test Method. Representative bulk soil samples were also obtained from our borings. Each soil sample collected was inspected and described in general conformance with the Unified Soil Classification System (USCS). The soil descriptions were entered on the boring logs. All samples were sealed and packaged for transportation to our laboratory. 1.04 Laboratory Testing Laboratory tests were performed on representative samples to verify the field classification of the recovered samples and to determine the geotechnical properties of the subsurface materials. All laboratory tests were performed in general conformance with ASTM or State of California Standard Methods. The results of our laboratory tests are presented in Appendix C of this report. Page 2 ofll 6295 Fcnis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California 2.00 FINDINGS 2.01 SITE GEOLOGIC CONDITIONS MTGL Project No. 1916Bll MTGL Log No. 16-602 As observed during this investigation, the site is underlain by previously placed engineered fill materials over Tertiary-aged Santiago Formation (Tsa). Logs of the subsurface conditions encountered in our borings are provided in Appendix B. Generalized descriptions of the materials encountered during this investigation are presented below. Previously placed fill soils were encountered in all borings and extended up to 15 feet below existing grade. As observed in our borings, the fill materials consisted of Silty Sand (SM). The fills ranged in color from medium yellow brown, and yellow to orange brown. In general, the sands were medium grained, moist, and medium dense to dense. Some clay was encountered within the fill materials. The fills were placed as part of previous mass grading operations and are documented in the Leighton and Associates As-Graded Report (2006). The fill soils area considered suitable for support of any additional soil loading in their current condition. Tertiary-aged Santiago Formation was encountered throughout the site below the previous placed fill materials. The Santiago Formation material encountered consisted of Poorly Graded Sandstone 'SP' which was pale yellow gray to white, and yellow white with orange fracture staining. The Poorly Graded Sandstone was fine grained, moist, and weakly to moderately cemented. In general, the sandy materials of the Santiago Formation are considered suitable for support of structural loading in their current condition. 2.02 Groundwater Conditions Groundwater was not encountered in any of the three borings excavated for this investigation. It should be recognized that excessive irrigation, or changes in rainfall or site drainage could produce seepage or locally perched groundwater conditions within the soil underlying the site. Page 3 ofll 6295 F enis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase ill Event Gardens -Subsurface Investigation Carlsbad, California 3.00 CONCLUSIONS 3.01 GENERAL CONCLUSIONS MTGLProjectNo. 1916Bll MTGL Log No. 16-602 Given the findings of the investigation, it appears that the site is suitable for the proposed grading. Based on the investigation, it is our opinion that the proposed development is safe against landslides and settlement provided the recommendations presented in our report are incorporated into the design and construction of the project. Grading and construction of the proposed project will not adversely affect the geologic stability of adjacent properties. The nature and extent of the investigation conducted for the purposes of this declaration are, in our opinion, in conformance with generally accepted practice in this area. Therefore, the proposed project appears to be feasible from a geologic standpoint. There appears to be no significant geologic constraint onsite that cannot be mitigated by proper planning, design, and sound construction practices. Specific conclusions pertaining to geologic conditions are summarized below: • The potential for landslides to occur is considered low if the remedial recommendations presented herein are incorporated. • The on-site fill materials are considered suitable for structural support of new fill soils in their present condition. Recommendations are presented in the following sections for grading at the site. Page 4 ofll 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase ill Event Gardens -Subsurface Investigation Carlsbad, California 4.00 RECOMMENDATIONS MTGL Project No. 1916Bll MTGL Log No. 16-602 Our recommendations are considered minimum and may be superseded by more conservative requirements of the architect, civil engineer, building code, or governing agencies. In addition to the recommendations in this section, additional general earthwork and grading specifications are included in Appendix D. 4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE Our exploratory borings were advanced with little difficulty within the fill soils and no oversize materials were encountered in our subsurface investigation. Accordingly we expect that all earth materials will be rippable with conventional heavy duty grading equipment with experienced operations and that oversized materials are not expected. Shrinkage is the decrease in volume of soil upon removal and recompaction expressed as a percentage of the original in-place volume, which will account for changes in earth volumes that will occur during grading. Bulking is the increase in volume of soil upon removal recompaction expressed as a percentage of the original in-place volume. Our estimate for shrinkage of the onsite fill soils are expected to range from 5 to 10 percent. It should be noted that bulking and shrinkage potential can vary considerably based on the variability of the in-situ densities of the materials in question. 4.02 SITE CLEARING RECOMMENDATIONS All surface vegetation, trash, debris, asphalt concrete, portland cement concrete and underground pipes should be cleared and removed from the proposed construction site. Underground facilities such as utilities may exist at the site. Depressions resulting from the removal of foundations of existing structures, buried obstructions and/or tree roots should be backfilled with properly compacted material. All organics, debris, trash and topsoil should be removed from the grading area and hauled offsite. 4.03 SITE GRADING RECOMMENDATIONS Remedial grading for new fills soils should include removal of 12 inches of soil from existing grade. The exposed excavation bottom should be scarified 8 to 12 inches, moisture conditioned, and compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM Test Method D1557 at a moisture content that is slightly above optimum moisture content. Prior to Page 5 ofll 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase ill Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916Bll MTGL Log No. 16-602 performing scarification and re-compaction of the excavated subgrade, the area should be proof rolled with a fully loaded water truck to help identify any areas which may require additional remedial grading. 4.04 COMPACTION REQUIREMENTS All fill materials should be compacted to at least 90 percent of maximum dry density as determined by ASTM Test Method D1557. Fill materials should be placed in loose lifts, no greater than 8 inches prior to applying compactive effort. All engineered fill materials should be moisture- conditioned and processed as necessary to achieve a uniform moisture content that is slightly above optimum moisture content and within moisture limits required to achieve adequate bonding between lifts. 4.05 FILLMATERIALS Fill material should have an expansion index of less than 50, shall not contain rocks or lumps of a greater dimension than 4 inches, and be compacted to a minimum of 90 percent of the maximum dry density at a moisture content that is slightly above optimum moisture content. 4.06 SLOPES Grading at the site will include construction of a variety of minor fill slopes. We recommend that slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be constructed entirely on prepared bedrock. In areas where the existing ground surface slopes at more than a 5:1 gradient, it should be benched to produce a level area to receive the fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. Slopes constructed at 2: 1 or flatter should be stable with regard to deep seated failure with a factor of safety greater than 1.5, which is the generally accepted safety factor. However, all slopes are susceptible to surficial slope failure and erosion, given substantial wetting of the slope face. Surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of the slopes. Diversion structures should be provided where necessary. Surface runoff should be confined to gunite-lined swales or other appropriate devises to reduce the potential for erosion. It is recommended that slopes be planted with vegetation that will increase their stability. Ice plant is generally not recommended. Page 6 ofll 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase lli Event Gardens -Subsurface Investigation Carlsbad, California 4.07 Existing Subdrians MTGL Project No. 1916Bll MTGL Log No. 16-602 The As-Graded report shows subdrains located within the slopes that border the site on the north and east. The subdrains were installed with the intent of capturing excess water that may accumulate on the highly expansive clay layer. If subdrains are damaged during grading operations they should be repaired to allow for continuing excess water to be removed from the site. 4.08 MOISTIJRE SENSITIVE SOILS/WEATHER RELATED CONCERNS The upper soils encountered at this site may be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and its support capabilities. In addition, soils that become excessively wet may be slow to dry and thus significantly delay the progress of the grading operations. Therefore, it will be advantageous to perform earthwork activities during the dry season. Much of the on-site soils may be susceptible to erosion during periods of inclement weather. As a result, the project Civil Engineer/ Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and after construction. 4.09 Temporary Excavations and Shoring Short term temporary excavations in existing soils may be safely made at an inclination of 1 : 1 (horizontal to vertical) or flatter. If vertical sidewalls are required in excavations greater than 3 feet in depth, the use of cantilevered or braced shoring is recommended. Excavations less than 3 feet in depth may be constructed with vertical sidewalls without shoring or shielding. Our recommendations for lateral earth pressures to be used in the design of cantilevered and/or braced shoring are presented below. These values incorporate a uniform lateral pressure of 72 psf to provide for the normal construction loads imposed by vehicles, equipment, materials, and workmen on the surface adjacent to the trench excavation. However, if vehicles, equipment, materials, etc. are kept a minimum distance equal to the height of the excavation away from the edge of the excavation, this surcharge load need not be applied. Page 7 ofll 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase lli Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916B 11 MTGL Log No. 16-602 H P = 30 H psi 72 osf P Total= 72 psf + 30 H psf SHORING DESIGN : LATERAL SHORING PRESSURES Design of the shield struts should be based on a value of 0.65 times the indicated pressure, Pa, for the approximate trench depth. The wales and sheeting can be designed for a value of 2/3 the design strut value. STRUTS (typ.) UNDISTURBED SOIL BEDDING Pa = 30 Hsh psf HEIGHT OF SHIELD, Hsh = DEPTH OF TRENCH, D1 , MINUS DEPTH OF SLOPE, H1 TYPICAL SHORING DETAIL Placement of the shield may be made after the excavation is completed or driven down as the material is excavated :from inside of the shield. If placed after the excavation, some over-excavation may be required to allow for the shield width and advancement of the shield. The shield may be placed at either the top or the bottom of the pipe zone. Due to the anticipated thinness of the shield walls, removal of the shield after construction should have negligible effects on the load factor of pipes. Shields may be successively placed with conventional trenching equipment. Page 8 ofll 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916Bll MTGL Log No. 16-602 Vehicles, equipment, materials, etc. should be set back away from the edge of temporary excavations a minimum distance of 15 feet from the top edge of the excavation. Surface waters should be diverted away from temporary excavations and prevented from draining over the top of the excavation and down the slope face. During periods of heavy rain, the slope face should be protected with sandbags to prevent drainage over the edge of the slope, and a visqueen liner placed on the slope face to prevent erosion of the slope face. Periodic observations of the excavations should be made by the geotechnical consultant to verify that the soil conditions have not varied from those anticipated and to monitor the overall condition of the temporary excavations over time. If at any time during construction conditions are encountered which differ from those anticipated, the geotechnical consultant should be contacted and allowed to analyze the field conditions prior to commencing work within the excavation. All CaVOSHA construction safety orders should be observed during all underground work. 4.10 Utility Trenches All CaVOSHA construction safety orders should be observed during all underground work. All utility trench backfill within street right of way, utility easements, under or adjacent to sidewalks, driveways, or building pads should be observed and tested by the geotechnical consultant to verify proper compaction. Trenches excavated adjacent to foundations should not extend within the footing influence zone defined as the area within a line projected at a 1: 1 (horizontal to vertical) drawn from the bottom edge of the footing. Trenches crossing perpendicular to foundations should be excavated and backfilled prior to the construction of the foundations. The excavations should be backfilled in the presence of the geotechnical engineer and tested to verify adequate compaction beneath the proposed footing. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. The bedding materials shall consist of sand, gravel, crushed aggregate, or native, free draining soils with a sand equivalence of not less than 30. The bedding should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill shall be typical on-site soil or imported soil which should be placed in lifts not exceeding 8 inches in thickness, watered or aerated to near optimum moisture content, and mechanically compacted to at least 90% of maximum dry density (ASTM D1557). Page 9 ofll 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California 4.11 Site Drainage MTGL Project No. 1916B 11 MTGL Log No. 16-602 The site should be drained to provide for positive drainage away from structures in accordance with the building code and applicable local requirements. Unpaved areas should slope no less than 2% away from structure. Paved areas should slope no less than 1% away from structures. Concentrated roof and surface drainage from the site should be collected in engineered, non-erosive drainage devices and conducted to a safe point of discharge. The site drainage should be designed by a civil engmeer. 4.12 Geotechnical Observation/Testing of Earthwork Operations The recommendations provided in this report are based on preliminary design information and subsurface conditions as interpreted from the investigation. Our preliminary conclusion and recommendations should be reviewed and verified during site grading, and revised accordingly if exposed Geotechnical conditions vary from our preliminary findings and interpretations. The Geotechnical consultant should perform Geotechnical observation and testing during the following phases of grading and construction: • During site grading and over-excavation. • During excavation and backfilling of all utility trenches • During processing and compaction of the sub grade for the access and parking areas and prior to construction of pavement sections. • When any unusual or unexpected Geotechnical conditions are encountered during any phase of construction. Page 10 ofll 6295 Fcnis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase ill Event Gardens -Subsurface Investigation Carlsbad, California 5.00 LIMITATIONS MTGL Project No. 1916Bll MTGL Log No. 16-602 The findings, conclusions, and recommendations contained in this report are based on the site conditions as they existed at the time of our investigation, and further assume that the subsurface conditions encountered during our investigation are representative of conditions throughout the site. Should subsurface conditions be encountered during construction that are different from those described in this report, this office should be notified immediately so that our recommendations may be re-evaluated. This report was prepared for the exclusive use and benefit of the owner, architect, and engineer for evaluating the design of the project as it relates to geotechnical aspects. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions included in this report. Our investigation was performed using the standard of care and level of skill ordinarily exercised under similar circumstances by reputable soil engineers and geologists currently practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we are not responsible for their actions. The contractor will be solely and completely responsible for working conditions on the job site, including the safety of all persons and property during performance of the work. This responsibility will apply continuously and will not be limited to our normal hours of operation. The findings of this report are considered valid as of the present date. However, changes in the conditions of a site can occur with the passage of time, whether they are due to natural events or to human activities on this or adjacent sites. In addition, changes in applicable or appropriate codes and standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, this report may become invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. Page 11 ofll 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 FIGURES KEY: ~-3 ~ Boring Number and approximate location 1" = 30' REFERENCE: Minor Grading Plans for: Marbrisa Event Gardens, Sheet 6, by Excel Engineering, 2016. SITE PLAN PROJECT NO. 1916811 MTGL, INC Log No. 16-602 FIGURE 1 APPENDIX A REFERENCES Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California APPENDIX A REFERENCES MTGL Project No. 1916Bll MTGL Log No. 16-602 California Building Standards Commission (2013). 2013 California Building Code, July 2013. Excel Engineering (2016). Minor Grading Plans for: Marbrisa Event Garden, 6 Sheets, June 10. Excel Engineering (2006). 'As-Built' Grading Plans for: Carlsbad Ranch, Planning Area No. 5, Resort Site-Phase 1, Project No. CT 03-02, Drawing No. 428-9A, Sheets 11 , 12, 13, 15, and 17. Kennedy, Michael P. and Siang Tan (2005). Geologic Map of the Oceanside 30' x 60 ' Quadrangle, California, USGS Digitally Prepared. Leighton and Associates (2006). As-Graded Geotechnical Report of Rough Grading and Fine Grading, Hotel One, Resort and Conference Facilities, Sales Building, and Villas No. 52 through 56, Lots 10, 11, and a portion of Lot 1, Grand Pacific Carlsbad, California, Project Number 040575-005, August 2. Leighton and Associates (2005). Geotechnical Investigation, Proposed 53-Acre Resort Development-Phase 1, Carlsbad Ranch, Planning Area No. 5, Carlsbad, California, Project No. 040575-003, April 11. Page AI 6295 Fenis Square, Suite C San Diego, CA 92121 (&5&) 537-3999 APPENDIXB FIELD EXPLORATION PROGRAM Marbrisa Resorts -Phase ill Event Gardens -Subsurface Investigation Carlsbad, California APPENDIXB FIELD EXPLORATION PROGRAM MTGLProjectNo. 1916Bll MTGL Log No. 16-602 The subsurface conditions for this Geotechnical Investigation were explored by excavating three (3) exploratory borings. The exploratory borings were excavated using a limited access drill rig with a 6-inch diameter hollow-stem-auger to a maximum depth of 1912 feet below existing grade. The approximate locations of the borings and test pits are shown on the Site Plan (Figure 1 ). The field exploration was performed under the supervision of our geologist who maintained a continuous log of the subsurface soils encountered and obtained samples for laboratory testing. All drive samples were obtained by SPT or California Tube Sampler. Subsurface conditions are summarized on the accompanying Logs of Borings. The logs contain factual information and interpretation of subsurface conditions between samples. The stratum indicated on these logs represents the approximate boundary between earth units and the transition may be gradual. The logs show subsurface conditions at the dates and locations indicated, and may not be representative of subsurface conditions at other locations and times. Identification of the soils encountered during the subsurface exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488). A legend indicating the symbols and definitions used in this classification system and a legend defining the terms used in describing the relative compaction, consistency or firmness of the soil are attached in this appendix. Bag samples of the major earth units were obtained for laboratory inspection and testing, and the in-place density of the various strata encountered in the exploration was determined The exploratory borings were located in the field by using cultural features depicted on a preliminary site plan provided by the client. Each location should be considered accurate only to the scale and detail of the plan utilized. The exploratory borings were backfilled in accordance with State of California regulations which incorporated compacting soil cuttings and bentonite chips. Page B-1 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts -Phase lli Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916Bll MTGL Log No. 16-602 Description Boulders Cobbles Gravel Coarse Fine Coarse Sand Medium Fine Fines UNIFIED SOIL CLASSIFICATION SYSTEM GRAVELS are more than half of coarse fraction larger than #4 sieve SANDS are more than half of coarse fraction larger than #4 sieve Clean Gravels (less than 5% fines) Gravels with fines Clean Sands (less than 5% fines) Sands with fines SILTS AND CLAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 Highly Organic Soils GRAIN SIZE Sieve Size Grain Size GW GP GM GC sw SP SM sc ML CL OL MH CH OH PT Well-graded gravels, gravel-sand mixtures, little or no fines Poorly-graded gravels, gravel-sand mixtures, little or no fines Silty Gravels, poorly-graded gravel- sand-silt mixtures Clayey Gravels, poorly-graded gravel- sand-clay mixtures Well-graded sands, gravelly sands, little or no fines Poorly-graded sands, gravelly sands, little or no fmes Silty Sands, poorly-graded sands- gravel-clay mixtures Clayey Sands, poorly-graded sand- gravel-silt mixtures Inorganic clays oflow to med plasticity, gravelly, sandy, siltv, or lean clays Inorganic clays of low to med plasticity, gravelly, sandy, silty, or lean clays Organic silts and clays oflowolasticitv Inorganic silts, micaceous or diatomaceous fine sands or silts Inorganic clays of high plasticity, fat clavs Organic silts and clays of medium to high plasticity Peat, humus swamp soils with high organic content SIZE PROPORTION Approximate Size Trace-Less than 5% >12" >12" Larger than basketball-sized Few -5%to 10% 3"-12" 3"-12" Fist-sized to basketball-sized Little -15% to 20% %"-3" %"-3" Thumb-sized Some-30% to 45% #4 -%" 0.19"-0.75" Peat-sized to thumb-sized Mostly -50% to 100% #10-#4 0.079" -0.19" Rock salt-sized to pea-sized MOISTURE CONTENT #40-#10 0.0 17" -0.079" Sugar-sized to rock salt-sized Dry -Absence of moisture #200-#40 0.0029" -0.0 17" Flour-sized to sugar-sized Moist-Damo but not visible Passing #200 <0.0029" Flour-sized or smaller Wet- Visible free water CONSISTENCY FINE GRAINED SOILS RELATIVE DENSITY COARSE GRAINED SOILS Apparent SPT Mod CA Sampler Apparent Density (Blows/Foot) (Blows/Foot) Density Very Soft <2 <3 Very Loose Soft 2-4 3-6 Loose Firm 5-8 7-12 Medium Dense Stiff 9-15 13-25 Dense Very Stiff 16-30 26-50 VervDense Hard >30 >50 Page B-2 SPT (Blows/Foot) <4 4-10 11-30 31-50 <50 Mod CA Sampler (Blows/Foot) <5 5-12 13-35 36-60 <60 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 BORING NO. B-1 Logged by: BMH Date Drilled: 5/31/2016 Method of Drilling: 6-inch diameter hollow-stem auger Elevation: -227ft 1-w w Li:" I=' LL ..J ..J c n:: a. a. 0 !!:.. w ::E ::E !!:.. w J: a. <( <( ~ n:: DESCRIPTION LAB TESTS 1-U) U) U) ::I a. ;: w ~ ii) 1- w > U) 0 ..J z 0 c ii: ::I w ..J ::E al c al c r-1 FILL: Silty Sand (SM), medium yellow brown, fine to medium, moist, Maximum Density & medium dense, slightly clayey. Optimum Moisture r-2 r-3 r-- r-4 35 CAL 116 12.1 f-5 '--Yellow to orange brown, scattered small fragments of clay. r-6 f-7 27 ~ 116 12.5 f-8 f-9 f-10 11 18 ISPT 12 r-13 14 15 SANTIAGO FORMATION (Tsal: Poorly graded Sandstone 'SP', pale yellow gray to white, fine grained, moist, weak to moderately cemented. 16 r-- 17 54 CAL --4.2 f-18 Boring terminated at 17 feet No groundwater encountered f-19 Backfilled on 5/31/16 f-20 f-21 r-22 r-23 f-24 f-25 r-26 r-27 f-28 29 30 PROJECT NO. 1916811 A LOG OF BORING PAGE B-1 BORING NO. B-2 Logged by: BMH Date Drilled: 5/31/2016 Method of Drilling: 6-inch diameter hollow-stem auger Elevation: -227ft 1-w w u::-~ I=" II.. ...J ...J Q: Q. Q. (,) !!- !:!:.. w ::E ::E e:.. w J: Q. c( c( ~ Q: DESCRIPTION LAB TESTS 1-U) U) U) :::1 Q. 3: w ::.:: (i) 1-w > U) 0 ...J z 0 c iii: :::1 w ...J ::E al c al c FILL: Silty Sand (SM), medium yellow brown, fine to medium, moist, 1 medium dense, slightly clayey. 2 3 4 5 40 CAL 119 11 .8 Yellow to orange brown, scattered small fragments of clay. Maximum Density & 6 Optimum Moisture 7 8 9 1-- 10 35 CAL 115 14.0 11 12 13 14 - f-15 35 ~ SANTIAGO FORMATION !Tsal: Poorly graded Sandstone 'SP', pale yellow gray f-16 to white, fine Qrained, moist, weakly to moderately cemented. f-17 Boring terminated at 16 feet No groundwater encountered f-18 Backfilled on 5/31/16 19 20 21 22 23 24 25 26 27 28 r-29 r-30 PROJECT NO. 1916811 A LOG OF BORING PAGE B-2 BORING NO. B-3 Logged by: BMH Date Drilled: 5/31/2016 Method of Drilling: 6-inch diameter hollow-stem auger Elevation: -225ft 1-w w u:-~ I=' II. ..J ..J 0:: a. a. 0 e... !:!:. w :::!!: :::!!: e:. w J: a. ol( ol( ~ 0:: DESCRIPTION LAB TESTS 1-f/) f/) f/) :::1 a. 3': w lit: u; 1-w > f/) 0 ..J z 0 c ..J iii: :::1 w al c al c :::!!: FILL: Silty Sand (SM), medium yellow brown, fine to medium, moist, medium 1-1 dense, slightly clayey. 1-2 1-3 1-4 r-- 1-5 31 CAL 114 11.3 Yellow to orange brown, scattered small fragments of clay. 1-6 1-7 1-8 1-- 1-9 30 ~ 118 14.3 1-10 r-- 1-11 1-12 1-13 1-14 1-15 SANTIAGO FORMATION CTsa): Poorly Graded Sandstone 'SP', yellow gray 1-16 to white, fine grained, moist, weakly to moderately cemented. 47 ..!!!!. 1-17 1-18 r--Yellow white with orange fracture staining. 1-19 53 ...;. 1-20 Boring terminated at 19.5 feet 1-21 No groundwater encountered Backfilled on 5/31/16 1-22 1-23 1-24 1-25 1-26 1-27 1-28 1-29 1-30 PROJECT NO. 1916811 • LOG OF BORING PAGE B-3 All ~·,··till.. L•c' APPENDIXC LABORATORY TEST PROCEDURES APPENDIXC LABORATORY TESTING PROCEDURES 1. Classification Soils were classified visually, generally according to the Unified Soil Classification System. The test resultant soil classifications are shown on the Boring Logs and Test Pit Logs in Appendix B. 2. In-Situ Moisture/Density The in-place moisture content and dry unit weight of selected soil samples were determined using relatively undisturbed samples from the Cal Tube Sampler. The dry unit weights and moisture contents are shown on the Boring Logs in Appendix B. 3. Maximum Density Maximum density tests were performed on a representative bag sample of the near surface soils in accordance with ASTM Dl557. Test results are presented on the table below. Sample Description Location B-1 at 0 to 5' Silty Sand (SM) -Medium yellow brown B-2 at 4' to 10' Silty Sand (SM) -Medium yellow brown Page C-1 Maximum Dry Density (pet) 130.3 130.7 Optimum Moisture Content(%) 9.6 9.6 6295 Fcnis Square, Suite C San Diego, CA 92121 (858) 537-3999 I APPENDIXD STANDARD GRADING SPECIFICATIONS 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 I Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California APPENDIXD MTGL Project No. 1916Bll MTGL Log No. 16-602 GENERAL EARTHWORK AND GRADING SPECIFICATIONS GENERAL These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the attached geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained herein in the case of conflict. Evaluations performed by the Consultant during the course of grading may result in new recommendations, which could supersede these specifications, or the recommendations of the geotechnical report. EARTHWORK OBSERVATION AND TESTING Prior to the start of grading, a qualified Geotechnical Consultant (Geotechnical Engineer) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the Consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials Test Method (ASTM) 01557. PREPARATION OF AREAS TO BE FILLED Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. Page D-1 6295 Fenis Square, Suite C San Diego, CA 92 I 2 I (858) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916Bll MTGL Log No. 16-602 Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 12 inches. Existing ground, which is not satisfactory, shall be overexcavated as specified in the following section. Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the Consultant. Moisture conditioning: Overexcavated and processed soils shall be watered, dried-back, blended, and mixed as required to have a relatively uniform moisture content near the optimum moisture content as determined by ASTM Dl557. Recompaction: Overexcavated and processed soils, which have been mixed, and moisture conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of ASTMD1557. Benching: Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground shall be stepped or benched. Benches shall be excavated in firm material for a minimum width of 4 feet. FILL MATERIAL General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the Consultant. Oversize: Oversized material defmed as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fill, unless the location, material, and disposal methods are specifically approved by the Consultant. Oversize disposal operations shall be such that nesting of oversized material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the Consultant. Import: If importing of fill material is required for grading, the import material shall meet the general requirements. Page D-2 6295 Ferris Square, Suite C San Diego, CA 92121 (~5~) 537-3999 Marbrisa Resorts -Phase III Event Gardens -Subsurface Investigation Carlsbad, California FILL PLACEMENT AND COMPACTION MTGLProjectNo. 1916Bll MTGL Log No. 16-602 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture content at or near optimum. Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less that 90 percent of maximum dry density in accordance with ASTM D1557. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. Fill Slopes: Compacting on slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as the fill is placed, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent in accordance with ASTM D1557. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, these tests will be taking at an interval not exceeding 2 feet in vertical rise, and/or 1,000 cubic yards of fill placed. In addition, on slope faces, at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the Consultant. The Consultant, however, may recommend and, upon approval, direct changes in subdrain line, grade or materials. All subdrains Page D-3 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts-Phase ill Event Gardens -Subsurface Investigation Carlsbad, California MTGL Project No. 1916Bll MTGL Log No. 16-602 should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of fill over the subdrain. EXCAVATION Excavations and cut slopes will be examined during grading. If directed by the Consultant, further excavation or overexcavation and refilling of cut areas, and/or remedial grading of cut slopes shall be performed. Where fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall be made and approved by the Consultant prior to placement of materials for construction of the fill portion of the slope. Page D-4 6295 Ferris Square, Suite C San Diego, CA 92121 (tl5tl) 537-3999 OFFICE LOCATIONS SAN DIEGO l~lPERlt\1. COUNTY 6295 ferris Square Suite C San Diego, CA 92121 Tel: 858.537 . .3999 Fnx: 858.537.3990 ORANGE COUNTY CORI'ORA TE BRANCII 2992 E. La Palma Avenue Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 INLAND EMPIRE 14467 Meridian P~rkway Building 2A Riverside, CA 92518 Tel: 951.653.4999 fax: 951.653.4666 INiliO 44917 Golr Center Pkwy Suite 1 Indio. CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 OC/LA/INLA:'<D EMPIRE DISI'ATCII 800.491 .2990 SAN l>JEGO DtSP•\ TCIJ 888.844.5060 www.mtglinc.com August 2, 2016 Geotechnical Engineering Construction Inspection ~-.t-;_j_C_O_R_D __ c_·~-, P-i __, Materials Testin~ 1 -'?il1J.ri:tdJ __ q f b 1 t._ Environmental ,d' ' ' p ___ ·_' _' ___ --·--· ~ ___J Grand Pacific Resorts, Inc. 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 MTGL Project No: 1916Bll MTGL Log No: 16-1291 Attention: Mr. Houston Arnold Subject: Reference: REVIEW OF GRADING PLANS Marbrisa Resorts -Event Garden Grand Pacific Resorts Carlsbad, California MTGL, Inc. (2016). Subsurface Investigation, Marbrisa Resorts - Events Garden, Grand Pacific Resorts, Carlsbad, California, MTGL Project No. 1916Bl1, Log No. 16-616, June 20. MTGL, Inc. (2016). Grading Recommendations -Events Garden, Marbrisa Resorts -Phase Ill, Grand Pacific Resorts, Carlsbad, California, MTGL Project No. 1916Bll, Log No. 16-602, May 31. Excel Engineering (20 16). Minor Grading Plans for: Marbrisa Event Gardens, 6 Sheets, June 10. Dear Mr. Arnold: Per your request, we have reviewed the referenced Grading Plans prepared by Excel Engineering for the Events garden located at the Marbrisa Resorts in Carlsbad, California for general conformance to the geotechnical recommendations presented in our referenced report and letter. Based upon our review of the plans, it is our opinion that the geotechnical recommendations presented in the referenced documents have been properly incorporated into the plans. For retaining walls, San Diego Regional Drawing C-5 is appropriate for use in level backfill areas and Drawing C-6 is appropriate for sloping backfill areas. The soil design parameters identified in Drawing C-7 are considered appropriate for use at the site. We appreciate this opportunity to be of continued service to you. Should you have any questions regarding the information contained herein, please contact us at your earliest convenience. Respectfully submitted, MTGL,Inc. R ,fVED ~ (~ SEP 072016 Sam E. ~z, RCE 56226, RGE 2813 Vice President I ChiefEngineerin AND 0[\ .-::LOPMENT ENG:. ~ERING