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Home My WebLink AboutMS 2019-0001; MURRAY SUBDIVISION; LIMITED GEOTECHNICAL INVESTIGATION; 2020-05-06Vinje & Middleton Engineering, Inc. LIMITED GEOTECHNICAL INVESTIGATION PROPOSED CONCRETE SIDEWALK PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE CARLSBAD, CALIFORNIA May 6, 2020 Prepared For: Ethan Murray 4269 Hillside Drive Carlsbad, CA 92008 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #20-149-P ~~~RD ~/;3M,( . Initial Date 2450 Auto Park Way· Escondido, California 92029 · 760-743-1214 · Fax 760-739-0343 TABLE OF CONTENTS PAGE NO. I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. SITE DESCRIPTION/PROPOSED GRADING • • • • . • . . • . • . • . . • • • . . • • . • • • 1 Ill. INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 IV. FINDINGS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A. Earth Materials . . • . • . • • • • • • . • • • • • . . • • . . . . • . . . . • . . . . • • . • • • • • • • • . • • . 2 B. Laboratory testing/Results . . . . . • . • • • . . . • . • • • . • . . . . • . . • . . . . . . • . . • • • . 2 V. CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 VI. RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 A. Soil Bearing Preparation and Earthwork VII. GENERAL RECOMMENDATIONS . • . • • . • . . . • . . • • • . . • • . . • • • . • • • . . • • • 6 VIII. LIMITATIONS •....•••.••••••••.•...••.....•........•••••••••••........ 6 PLATE NO. Vicinity Map • . • . • • • • . • . . . • . . . • • . . . • . . . • • • . . • • • . • • • • • . . . • . . • . • . . • . • • . • • • • • 1 Tentative Parcel Map . • . • • . • • • . • • . . . • • . . • . • . . . . . . . . . • . • . • • • • . • • • . • • . • • . • • • • . 2 Test Pits 1-3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 LIMITED GEOTECHNICAL INVESTIGATION PROPOSED CONCRETE SIDEWALK PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE CARLSBAD, CALIFORNIA I. INTRODUCTION The proposed new sidewalk alignment investigated includes graded surfaces along the westerly side of Park Drive, south of Hillside Drive. The site location is indicated on a Vicinity Map enclosed with this report as Plate 1. We understand that a new sidewalk is planned from Hillside Drive extending approximately 180 feet southward. Consequently, the purpose of this study was to provide bearing soil preparation for the proposed sidewalk that is consistent with the site geotechnical conditions. Test pit excavations dug along the alignment with soil sampling and selected laboratory testing was also conducted in order to supplement this effort. II. SITE CONDITIONS/PROPOSED GRADING Site existing conditions, and the planned new sidewalk, are shown on a Tentative Parcel Map (provided by bHA, Inc.) attached as Plate 2.The planned sidewalk alignment is planned along graded surfaces that were likely created in association with the construction of Park Drive. A short fill slope marks the westerly margin of the graded surfaces. The fill slope was constructed at gradients that approach 2:1 maximum and ranges to approximately 8 feet high. Documentation pertaining to the creation of the grades surfaces is not available. Surface areas are generally mantled by grass and ice-plant, with a large Torrey Pine tree to be protected. Site drainage generally flows over the graded surfaces to the natural terrain to the west. Excessive run-off erosion is not in evidence. As shown on Plate 2, the new sidewalk is planned for construction at, or very near to existing grades. The sidewalk will be 5 feet wide and approximately 180 feet long. Some minor grade alterations and fine grading are expected in order to create the sidewalk subgrade surfaces. Portions of the existing embankment may also need to be widened, or extended to provide an adequate width to support the new sidewalk. 111. INVESTIGATION Geotechnical and subsurface conditions along the planned sidewalk alignment were chiefly determined from 3 exploratory test pits provided by the client. All of the test pits were logged by our filed personnel who also retained soil samples for laboratory testing. Test pit locations are depicted on Plate 2.Logs of the test pits are enclosed as Plates 3-5. Laboratory test results are summarized in a following section herein. IV. FINDINGS The planned sidewalk will be constructed on existing grades surfaces underlain by artificial fills to the depths explored. Instability which could preclude the new sidewalk is not in evidence. The following conditions are apparent: VJNJI: & Mmnt 1. JON ENGINELRING, INc. • 2450 Auto Park Way• Escondido, California 92029-1229 • Phone (760) 743-1214 LIMITED GEOTECHNICAL INVESTIGATION PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE, CARLSBAD, CA MAY 6, 2020 PAGE 2 A. Earth Materials The planned sidewalk alignment is underlain by fill soils that are thought to have been placed at the time of the construction of Park Drive. Site existing fills consist largely of sandy soils that locally include some clay-bearing sands. The fills were found in dry to moist and loose to medium dense conditions overall. Potentially clayey soils are generally at depth, and not expected to impact the overall performance of the finished sidewalk. The existing fills are not suitable for sidewalk support in their present condition and should be reworked as recommended in a following section. Additional details of project earth materials are given on the enclosed test pit logs, Plates 3-5. B. Laboratory Testing/ Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test pits and field exposures, site soils have been grouped into the following soil types: TABLE 1 Soil Tvne Description 1 Brown/off-white/light grey silty sand: Fill (af) 2 Brown sand with clay: Fill (af) The following tests were conducted in support of this investigation: 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 were determined in accordance with ASTM D-1557. The results are presented in Table 2. TABLE 2 Soil Maximum Dry Optimum Moisture Location Tvpe Oensitv (Ym-pcf) Content (wopt-%) TP-2@ 2' 1 128.6 9.5 TP-1 @ 3' 2 125.6 10.5 V1NJL & MIPDI 1.1 ON ENGlNlllllNG, INC. • 2450 Auto Park Way• 8cond1do, California 92029-1229 • Phonr (760) 743-12 I 4 LIMITED GEOTECHNICAL INVESTIGATION PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE, CARLSBAD. CA MAY 6, 2020 PAGE 3 2. Moisture-Density Tests (Undisturbed Chunk Samples): In-place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 3 and tabulated on the attached Test Pit Logs. TABLE 3 Field Moisture Field Dry Max. Dry In-Place Degree Sample Soil Content Density Density Relative of Location Type (w-%) (Yd-pct) (Ym-pcf) Compaction Saturations (%) TP-2@ 1' 1 3 108.1 128.6 84 15 TP-2@ 2' 1 10 112.8 128.6 88 39 Note 1: Sample may be somewhat disturbed. Assumptions and relationships: In-place Relative Compaction= (Yd + Ym) X100 Gs= 2.65 e = (Gs Yw + Yd) -1 S = (w Gs)+ e V. CONCLUSIONS Based upon the foregoing investigation, construction of the planned sidewalk, as proposed, is feasible from a geotechnical engineering viewpoint. Subsurface profile underlying the planned sidewalk consists of sections of loose to firm fill soils. The following geotechnical factors will most impact the construction of planned roadway improvements and associated construction costs: • Surficial soils occurring along the proposed sidewalk alignment were found in loose to firm conditions overall. Site surficial soils should be regraded as a part of preparation of the sidewalk bearing soils, as recommended herein. New fills may be required along portions of the alignment to accommodate the sidewalk construction. • Based on our observations and subsurface exploratory excavations, bearing soil conditioning for the sidewalk may be achieved utilizing small to medium excavation equipment (skip loader, backhoe, vibratory compactor). • Soils generated from the excavation of the upper fill section will consist of generally sandy materials suitable for reuse in the new fills. Clayey soils, if encountered, should be thoroughly mixed with onsite granular soils to create a very low expansive mixture. VrNJE & Mmnt 110N ENGINI.UUNG, INC. • 2450 Auto Park Way• Escondido, Californin 92029-1229 • Phone (760) 743-1214 - LIMITED GEOTECHNICAL INVESTIGATION PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE, CARLSBAD, CA VI. RECOMMENDATIONS MAY 6, 2020 PAGE 4 The following recommendations are consistent with the indicated geotechnical conditions along the project sidewalk alignment and should be considered and implemented during the construction phase. Added or modified recommendations may also be appropriate as directed by the project geotechnical consultant in the field at the time of the soil bearing preparation and construction, and should be anticipated: A. Soil Bearing Preparation and Earthwork Cut-fill and remedial grading techniques may be used in order to achieve sidewalk subgrade and improve soils conditions beneath the planned sidewalk improvements. All excavations, grading, earthwork, and ground preparation should be completed in accordance with Chapter 18 (Soils and Foundations) and Appendix "J" (Grading) of the 2019 California Building Code (CBC), the Standard Specifications for Public Works Construction, City of Carlsbad Grading Ordinances, the requirements of the governing agencies and following sections, wherever appropriate and as applicable. 1. Clearing and Grubbing: Surface vegetation and deleterious material should be removed from the sidewalk improvement areas, plus a minimum of 3 feet outside the perimeter where possible, and as directed in the field. Existing underground utilities, pipes and buried structures I improvements in the roadway construction areas should be pot-holed, identified and marked prior to the actual work. Abandoned underground structures should also be removed and the generated voids properly backfilled with compacted soils in accordance with the recommendations provided herein. Ground preparation should be inspected and approved by the project geotechnical engineer or his designated field representative prior to actual grading operations. 2. Removals and Remedial Grading: The most effective soil improvement method to mitigate upper loose and dry compressible soils will utilize removal and recompaction remedial grading techniques. Site surficial soils in areas of the planned sidewalk, plus 3 feet outside the perimeter (where possible and as approved in the field) should be removed 3 feet below sidewalk subgrade elevations and placed back as properly compacted fills. New fill embankments, if required, should be provided with a lower keyway established at the toe of the new fill embankment. The keyway should be a minimum of 3 feet deep, maintain a minimum width of 8 feet and heeled back a minimum of 1-foot into the existing embankment. VJNJI. & Mmn11.1 ON ENGINILIUNG, INC. • 2450 A1110 Park War• E.\condido, California 92029-1229 • Phone (760) 743-1214 - LIMITED GEOTECHNICAL INVESTIGATION PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE, CARLSBAD, CA MAY6, 2020 PAGE 5 Bottom of subgrade over-excavations and keyway embankments may expose very loose soils which may not be suitable to receive new fills. Subgrade and embankment fills can only be placed on stable and non-yielding ground compacted to 90% minimum. In the areas of unsuitable bottom of subgrade over- excavations or keyway embankments (where 90% compaction is not obtainable or yielding conditions persist, and as determined by the project geotechnical engineer) provide a layer of Tensar BX-1100 (or greater from the same series) at the prepared bottom as directed in the field. Additional layers of Tensar BX-1100 may also be necessary within the compacted fill mass to construct a stable and non-yielding conditions as directed in the field and should be anticipated. 3. Trenching and Temporary Construction Slopes: Excavations and removals adjacent to the existing underground pipes, utilities and improvements should be performed under inspection of the project geotechnical engineer. Undermining existing improvements and structures by excavations and the removal operations shall not be allowed. Temporary construction slopes should be adequately set back from the existing pipes, structures and improvements as directed in the field. Temporary trench excavations/embankments 3 feet high or less may be constructed at near vertical gradients unless otherwise directed in the field. Temporary slopes more than 3 feet are not expected. All temporary construction slopes require continuous geotechnical inspection during the grading operations. Additional recommendations including revised slope gradients, setbacks and the need for temporary shoring support should be given at that time as necessary. The project contractor shall also obtain appropriate permits, as needed, and conform to the Cal-OSHA and local governing agencies' requirements for trenching/open excavations and safety of the workmen during construction. 4. Fill Materials and Compaction: Soils generated from the excavations of the site fills are expected to consist largely of sandy soils suitable for reuse in new site fills. Site fills should be clean deposits free of roots, stumps, vegetation, deleterious matter, trash, debris and unsuitable materials as approved in the field by the project geotechnical consultant. Fill soils should be adequately processed, properly mixed, moisture conditioned to approximately 2%-3% above optimum levels as directed in the field, manufactured into a uniform mixture, placed in thin (6 inches maximum) lifts and mechanically compacted to a minimum of 90% in accordance with ASTM D-1557. V1NJI & M11m1 f:lON ENGJNITlllNG, IN<.• 2450 Au10 Park Way• Escondido, California 92029-1229 • Phone (760) 743-1214 LIMITED GEOTECHNICAL INVESTIGATION PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE, CARLSBAD, CA VII. GENERAL RECOMMENDATIONS MAY 6, 2020 PAGE 6 1. All bearing soil preparation and remedial grading including over-excavations, suitability of earth deposits used as compacted fills and backfills, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in field daily reports and final as-graded compaction report. 2. Adequate staking and grading control are critical factors in properly completing the recommended remedial grading operations. Grading control and staking should be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary additional grading which will increase construction costs. 3. A preconstruction meeting between representatives of this office, the property owner or planner, and the grading contractor/paver is recommended in order to discuss grading/paving details associated with the site development. VIII. LIMITATIONS The conclusions and recommendations provided herein have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations are verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner I developer to ensure that these recommendations are carried out in the field. Y1NJI: & MIDPLLI ON ENGJNll:lllNG, INC. • 2450 Auto Park Way• Escondido, California 92029-1229 • Phone (760) 743-1214 .. LIMITED GEOTECHNICAL INVESTIGATION PARK DRIVE, ADJACENT TO 4269 HILLSIDE DRIVE, CARLSBAD, CA MAY 6, 2020 PAGE 7 It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils or changing drainage patterns which occur subsequent to issuance of this report. This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #20-149-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Ste CEG #2362 V1NJI: & Mmrn El nN ENGINIIIUNG, INC. • 2450 Auto Park Way• Escondido, California 92029-1229 • Phone (760) 743-1214 - REFERENCES Annual Book of ASTM Standards, Section 4 -Construction, Volume 04.08: Soil and Rock (I); D420 -D5876, 2016. Annual Book of ASTM Standards, Section 4 -Construction, Volume 04.09: Soil and Rock (II); D5877 -Latest, 2016. California Building Code (CBC), California Code of Regulations Title 24, Part 2, Volumes 1 & 2, 2016, International Code Council. "The Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2015 Edition. "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. "Introductory Soil Mechanics and Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. "An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. Buchignani and Marius De Wet, Virginia Polytechnic Institute and State University, March 1987. '\ \ \ Scute,. E9'\. Ai'b.11 OS. USGS NG-\. N,C;,,a., ~•~ H ~- HCEAS. NLS. OS. NMA., t;.eeee ,---.., .............. GS,.,, Geolsnd, ff:M.\. ~--' 1W C1S 1.1»1 OllfP'f'l'u"II !.oJrc:iet f.ltl. '""11f. G9"N\, FAO, HOM. USGS. e C)pmStl'tfllltac:, ~ 911 0 .... VICINITY MAP Sidewalk Investigation Park Drive at Hillside Drive Carlsbad Aauicmy ~e Chestnutt> Magnolia El,mc:ntary Valley Middle ~ L...aLJ c:. <I, 14 ' r .. Approximate Scale 1 :20,000 North ~ wgUM Par PLATE 1 V &M JOB #20-149-P TIVE PARc;EL MAP TE.'NT A, .. ,,., ~ .. , • 'I " '\ ""-•. ,'\ ,r\ \• ,\ \~·\\-:, :-. -~~ \, ...... ,.,~. .. \ ' ,.\: '\. ,\ ,--I •• I •. I -\ \ \ \ ,. ,, ··\\ • '., • I ••• r-··"· "-,·r ---> •r \ . w ' • ' ",, '. 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TEST PIT: TP-1 PROJECT: Proposed Sidewalk CLIENT: __ E=t=h=a=n~M=ur'--r=a..__v _________ --1 PROJECT NO.: 20-149-P PROJECT LOCATION: -=Pc..:a=-=-r=k-=D-=-r=iv=e-L..:C=a=r=ls=b=ad==--------------1 Date Excavated: __ 4_/"-27'--/"-20 __ Bucket Size: ________ _ Logged By: ----=J=L=--------1 Equipment: ______________ _ Contractor: ~C~l~ie~n~t --------------i Remarks: No cavine. No eroundwater. u DEPTH ~8 (fl) ~..J 0 ·-·: . . . "' -.·.· . .-.. vi u vi ::i ■ BULK SAMPLE MATERIAL DESCRIPTION Fill (af): Red brown silty fine sand. Moist. Loose to firm. ST-I Off-white to light grey sandy with clay at 3 feet. Moist. Finn. ST-2 Brown silty fine sand at 5 feet. Includes gravel to small cobble. Moist. Loose to firm. ST-I □ CHUNK SAMPLE Bottom of test pit at 6.0 feet. DENSITY TEST S2_ GROUND -WATER C PLATE 3 ~ VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-2 PROJECT: Proposed Sidewalk CLIENT: --=E=t=h=a=o-'-'M=u=r'-"r-=a.,___v _________ ---1 PROJECT NO.: 20-149-P PROJECT LOCATION: ~P~a~r~k=D~r~iv~e._C~:a~r=ls=b=ad~----------~ Date Excavated: __ 4_/_27_/_20 __ Bucket Size: ________ _ Logged By: ----=-'JL=-_ ____,. Equipment: ______________ _ Contractor: -'C=l=ie""n"'"t _____________ ____,. Remarks: No cavinl!. No (Jroundwater. u DEPTH ~8 (fl) ;i ..J C) vi u vi ::i ■ BULK SAMPLE MATERIAL DESCRIPTION Fill (aQ: Brown silty fine sand. Dry to Damp. Loose to medium dense. ST-I Becomes loose at 2.5 feet. □ CHUNI- SAMPLE Bottom of test pit at 3.0 feet. DENSITY TEST .SZ. GROUND -WATER "' i!~ !::c-~~ ~o ..lUJ s! ffii:: "-a. 1---::;> !:!? !;.. ~!;: :s"'t "'ii <I-00 ~~ <:> -"' ~t,; c--~< rr= 3 108.1 84 15 JI 7 112.8 88 39 PLATE 4 ~ VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-3 PROJECT: Proposed Sidewalk CLIENT: ---'E=t=h=a=n...a.M=ur'--"r"""'a.,__v __________ --1 PROJECT NO.: 20-149-P PROJECT LOCATION: ~P~a~r~k=D~ri~v~e.~C~a~r=ls~ba=d~-----------4 Date Excavated: __ 4_/2_7_/2_0_ Bucket Size: ________ _ Logged By: -----"J=L----1 Equipment: ______________ _ Contractor: Client -=="------------------! Remarks: No cavin!!. No l!roundwater. u DEPTH :i:o (fl) ~g 0 vi u vi ::, ■ BULK SAMPLE MATERIAL DESCRIPTION Fill (aQ: Red brown silty fine sand. Moist. Loose to firm. ST-I Off white to light grey silty fine sand. Locally includes chunks of sandstone. Moist. Firm to meidum dense. ST-I □ CHUNK SAMPLE Bottom of test pit at 6.0 feet. DENSITY TEST .SZ GROUND -WATER PLATE 5