Geotechnical_Report_for_ACP_Tracy_July2019.pdf

DLA Defense Distribution Depot San Joaquin, Tracy (TAD), California Upgrade Main Gate Access Control Point (ACP)

FINAL GEOTECHNICAL REPORT

November 2018 *Revised 16 July 2019*

Submitted by the U.S. Army Corps of Engineers, Sacramento District Soils Design Section B, ED-GS-B

1.0 INTRODUCTION

The Upgraded Access Control Point (ACP) project is located at DLA Defense Distribution Depot San Joaquin, Tracy, California. This report will provide final design parameters for the FY 19 (ACP) foundations, earthwork, pavements, corrosivity, and seismicity.

2.0 PROPOSED IMPROVEMENTS

2.1 General

The purpose of this Report is to support construction of a primary Access Control Point (ACP) for Defense Distribution Depot San Joaquin, California. This ACP will be sized and configured to control employee and visitor access to the installation by pedestrians as well as those traveling in normal passenger vehicles, on motorcycles, and on bicycles. It will include new buildings, pavements, and utilities described below. Demolition of existing buildings and other elements is also included. See Plate 1 for the project overall site layout.

2.2 Access Roadway and Parking Area

The project will consist of paved access gate area with roadways and two parking areas. The roadway will include traffic-calming features and pop-up vehicle denial barriers. The paved access gate area will include searching, inbound and outbound lanes. The parking facilities will include a paved surface.

2.3 Buildings and Structures

The structures requiring foundations are anticipated to include a Gate House (816 SF), visitor center (3,740 SF) with identification and access registration counter, vehicle inspection facility (1,586 SF), gate house with guard booths, an over-watch building, and lighting and traffic signal poles at designated locations. The office building will be supported on shallow continuous footing while the lighting and traffic signal structures will likely be supported on drilled shaft foundations. Soil foundation parameters will also be provided for the canopy structure.

3.0 DLA TRACY GENERAL INFORMATION

3.1 Topography

The site is relatively flat. Most of it is occupied by existing structures and pavements. The site location is shown on Plate 2.

3.2 Geology

The project site is located on the western side of the Central Valley. The Central Valley is an asymmetrical lowland basin located between the Coastal Range to the west and the Sierra Nevada Range to the east. The Central Valley is divided into two sub-basins; the Sacramento basin to the north and San Joaquin basin to the south.

The Stockton fault is typically considered the boundary to separate the two sub-basins. The project site is located approximately 4 miles south of the nearest mapped Stockton fault trace. The site is located approximately 4 miles from the northeast edge of the Diablo Range and approximately 4 miles to the southwest of the San Joaquin River floodplain.

The Central Valley has been filled with lacustrine, fluvial, and alluvial sediments due to the erosion of the Coastal and Sierra Nevada Ranges. Sediments from the Jurassic and Cretaceous periods filled the Central Valley due to the erosion of the Sierra Nevada Range, and from the Tertiary Period to Recent have been filled with sediments from both the Coastal and Sierra Nevada Ranges.

The uppermost sediments located at the DDJC Tracy consist of the Tulare Formation and overlaying Quaternary alluvium. The DDJC Tracy is located on the northeast-sloping surface of the Corral Hollow Creek Alluvial Fan, which drains from the Diablo Range. The materials are normally consolidated and consist of gravels, sands, silts, and clays, with the silts and clays being more dominated in the strata above the groundwater table.

The undifferentiated Holocene fan and terrace deposits, consisting of silts, clays, sands, and gravels are present over most of the remaining area. These sediments are derived from the Diablo Range and become more fine-grained with distance from the source.

Surficial deposits at the DDJC Tracy site consist of silt, sandy silt, and silty sand in the southern portion, which grade into silty clay and sandy clay in the northern portion of the depot.

Discontinuous lenses of sand and gravel are also found within the depot area.

The basement complex (bedrock) is estimated to be in excess of 12,000 to 13,000 feet deep throughout most of the Tracy area. (HDR, 2012)

3.3 Seismicity and Faults

DDJC Tracy is located within 12 miles of three major faults or fault zones. The Greenville Fault, with a maximum moment magnitude (Mw) equal to 7.25, is approximately 12 miles southwest of the DDJC Tracy.

The Coastal Range Sierra Block Boundary, with an Mw equal to 7.0 is about 8 miles southwest of the installation. The Midway-San Joaquin Fault, with an Mw equal to 6.75, is about 10 miles to the southwest.

No active faults exist within the area of the ACP site. (HDR, 2012)

3.4 Generic Soil Information

3.4.1 On-Site Soils

Ten exploratory borings, 2F-18-01 to 2F-18-10 were drilled to a maximum depth of 20.4 feet during the month of January 2018. These explorations revealed that the top 1.2 to 1.5 feet of the surface were installed pavements, containing 2 to 5 inches of asphaltic concrete pavement on aggregate base course (ABC), or ABC only.

Beneath these pavement elements are generally low to medium plasticity lean clays, sandy clays, and silty clays, with some small amounts of gravels. See Part 4.0 for further discussion and details.

3.4.2 Borrow and Disposal

Any borrow in excess of that produced by site grading operations shall be obtained from off Tracy Army Depot sources. All building and pavement system demolition materials, clearing and grubbing debris, and excess materials from excavation shall be legally disposed by the Contractor at off-site landfill(s).

3.5 Groundwater

Groundwater was not encountered at any of the soil borings performed at the ACP site. It is also important to note that the presence of groundwater and/or perched water levels, above and below ground, can vary significantly as the result seasonal changes and variations in precipitation. *Reportedly (FY09 CDC) groundwater has historically been encountered at Tracy AD from roughly 12 feet below the ground surface in the northeast portion of the Depot, to a depth of 39 feet in the southwest.* Groundwater may be encountered during construction and may require interception and/or cutoff in foundation designs.

3.6 Seismic Information

3.6.1 Seismic Design Criteria

The site is not located within an Alquist-Priolo special study zone dealing with known fault ruptures as defined by “Preliminary Fault Activity Map of California,” California Department of Conservation, Division of Mines and Geology, 1992.

The upper 100 feet of the project site soil is identified as Site Class D, Stiff Soil profile. T his classification is based on observations of the on-site soil up to the maximum depth of exploratory borings, and an estimate of the deeper subsurface conditions, based upon knowledge of regional geology.

The results of the United States Geological Survey (USGS) computer program, Earthquake Ground Motion Tool, to interpolate the seismic design parameters of the 2012/2015 IBC, are presented in Table 1:

TABLE 1: USGS–Provided Output

SS = 1.520 g SMS = 1.520 g SDS = 1.013 g

S1 = 0.504 g SM1 = 0.756 g SD1 = 0.504 g

3.6.2 Liquefaction

Soil liquefaction occurs when a soil deposit below a groundwater table experiences a substantial loss of strength when vibrated. The reason for this strength loss is that certain types of soil tend to compact when shaken and this compaction induces excess pore water pressures (in saturated soil) which tend to expand the grain structure and create a “quick flow” condition. Recently deposited, i.e., geologically young and relatively loose natural soils, and un-compacted or poorly compacted fills are potentially susceptible to liquefaction. Loose sands are particularly susceptible, and loose silts and gravels also have some potential for liquefaction. Dense natural soils and well compacted fills have low susceptibility for liquefaction. Clayey soils are generally not susceptible to liquefaction. Potential consequences of liquefaction include:

* Reduction or loss of foundation-bearing strength, which can lead to large settlements of structures due to shear failure in the weakened soils.

* Floatation of lightweight structures embedded in liquefiable soils.

* Differential compaction due to soil densification as excess pore water pressures dissipate, which can lead to differential settlement of structures.

* Horizontal movements due to lateral spreading or flow sliding of liquefiable soils, which can lead to total and differential lateral movements of structures.

* Increased lateral pressures on retaining walls from liquefied soils.

3.6.3 Site-Specific Liquefaction Potential

Based on current practices, it can be assumed that a significant hazard due to liquefaction does not exist if at least one of the following criteria is met.

* The materials underlying the site are either bedrock or have very low liquefaction susceptibility.

* The soils underlying the site are stiff clays or clayey silts, unless the soils are highly sensitive based on local experience;

or, the soils are cohesionless, i.e., sand, silt, or gravels with a minimum normalized Standard Penetration Test (SPT) resistance of 30 blows per foot for depths below the ground water table or with a clay content greater than 20 percent.

* The groundwater table is at least 33 feet below the deepest foundation depth or 49 feet below the ground surface.

Based on our exploration data, the potential of liquefaction at ACP is not likely, as the underlying soils are cohesive clayey soils.

4.0 SUBSURFACE CONDITIONS

4.1 General Exploration Information

Exploration work for the project was performed on 20-21 February 2018 by USACE, Omaha District drill crews. Field conditions encountered were recorded by a USACE Sacramento District Geotechnical Engineer, generally in accordance with ASTM D 2488. A total of 10 borings labeled 2F-18-01 through 2F-18-10 were drilled to a maximum depth of

20.4 feet below the existing ground level at the site (see Figure 3).

Most borings were to approximately 10 feet below the existing ground level. The borings were drilled with a GUS PECH 1300 Air Rotary drill rig using a 4-1/4-inch hollow stem auger. Standard Penetration Testing (SPT) was performed using an automatic hammer in general accordance with ASTM D 1586. Sampling was generally performed at 2-foot intervals to the 10-foot depth, and beyond at 5-foot intervals.

The sampling utilized a 1.375-inch I.D. and 3-inch O.D. samplers.

The boring locations are shown on Plate 3, and the logs of explorations are included as Appendix A at the end of this report.

4.2 Encountered Soil Materials

Exploratory borings drilled at the ACP site revealed that the subsurface ground conditions generally consist of aggregate base course underlain by soft to firm silty clays and clayey silts for the remainder of the borings completed, except gravelly clay soil was encountered in the upper 4 feet at borings 2F-18-5 and 7. Note, no explorations were performed within the footprint of existing buildings programmed to be demolished to allow for construction of this ACP project. Unless dependable as-built information is obtained for those structures from the DPW, the conservative approach would be to assume that all materials encountered will not be suitable for use as structural fill on the project.

4.3 Laboratory Testing

Selected soil samples from the site exploration were sent to USACE, Los Angeles District Laboratory, at Prado Dam, Corona, California for detailed evaluation. Sample testing include pH, resistivity, chloride and sulfate content as part of the chemical test. Samples were also tested for water content, density, particle size, Atterberg limits, compaction (Modified Proctor), CBR of remolded specimens, and Direct Shear. The soil laboratory testing program confirmed that the in-situ soils consist mostly of lean clays and silts with some sand and gravel material. Results are included in Appendix B.

4.3.1 Soil Corrosivity and Chloride/Sulfate Content

A soil sample (Sample 2F-18-02, at 5 foot) taken from the project site was tested for pH, resistivity, chloride and sulfate content.

The laboratory test results yielded a pH value of 7.4. Values of pH that are less than 5.5 indicate corrosive environment. The soil sample tested for resistivity yielded a result of 16,000 ohm-cm (as received condition), and 5,200 saturated. The saturated value indicates the native soils are ‘moderately corrosive’ to ferrous materials. As a result, buried ferrous pipes and materials need to be protected in accordance with applicable provisions of UFC 3-570- 02A and UFC 3-570-06, and the chosen protection method needs to be coordinated with the Installation DPW. The Chloride test performed yielded a result of 5.9 ppm, which is much less than the maximum chloride ion content that would be a concern for corrosion. The sample tested for sulfate content yielded a value of 11 ppm, which is negligible, as ACI 318 classifies sulfate exposure between 150 and 1500 ppm as moderate. Complete results are reported in Appendix C.

4.3.2 CBR Test Results

California Bearing Ratio (CBR) testing was performed on two composite samples of material, identified as C1 and C2. Composite sample C1 was comprised of a canvas bag of clayey soil collected from a depth of 2 to 4 feet at boring 2F-18-01, combined with a bulk sample collected from 1 to 4 feet below grade at boring 2F-18-09. Composite sample C2 was comprised of a canvas bag of clayey soil collected from a depth of 1.4 to 4 feet at boring 2F-18-04, combined with a bulk sample collected from 1 to 4 feet below grade at boring 2F-18-10. The composites were very similar, both classified as sandy lean clay with little gravel, average liquid limit of 40 and plasticity index of 22.

CBR results were also similar, with average CBR=2.4 at 90 percent compaction, and 4.3 at 95 percent compaction.

5.0 GEOTECHNICAL ANALYSIS AND RECOMMENDATIONS

5.1 Site Design Soil Parameters

Soil design parameters for foundations and retaining walls for imported soils used as fill and backfill, are provided in Table 2.

TABLE 2 SOIL DESIGN PARAMETERS

Design soil: ………………………………………….. SP-SM, Sand with Silt Design Total Unit Weight, γ: ………………… 130 pounds/ cubic foot Internal friction angle, Ø: …………………….. 30º Active coefficient, Ka: …………………………… 0.33 At-rest coefficient, K0: ………………………….. 0.50 Passive coefficient, Kp: …………………………. 3.00 Sliding Coefficient, μ: …………………………… 0.30

The project soil materials will normally require about 1 percent strain (deflection or movement as a percent of wall height) to develop passive resistance. If lateral movement is to be closely constrained, such as with a utility vault, design via the “at-rest” condition or utilize an appropriate factor of safety for the passive condition. Cantilever structures that can tolerate movement away from the earth backfill may use the active coefficient. Retention systems should be provided with appropriate drainage of backfill materials as described below, unless they are designed and reinforced assuming saturated conditions.

If required, lateral pressures on cantilever (yielding) retaining walls due to earthquake motions may be calculated based on work by Seed and Whitman (1970). The total lateral thrust against a properly drained and backfilled cantilever retaining wall above the groundwater level can be expressed as:

PAE = PA + ^PAE

For non-yielding (restrained) walls, the total lateral thrust may be similarly calculated based on work by Wood (1973) and Whitman (1991):

PKE = PK + ^PKE

Where PA = Static Active Thrust (using coefficients from listing above) PK = Static restrained Wall Thrust (using at-rest coefficients) ^PAE = Dynamic Active Thrust Increment = (3/8)kh&H2 ^PKE = Dynamic Restrained (at-rest) Thrust Increment = kh&H2 Kh = ½ Peak Ground Acceleration = ½ (SDS /2.5) = 0.14g H = Total Height of the Wall & = Total Unit Weight of Soil = 135 pcf

The increment of dynamic thrust in both cases above should be distributed as an inverted trapezoid with a line of action (resultant) located at 0.6H above the bottom of the wall.

The values above, whether for static or dynamic conditions, assume the backfill is non-expansive and free-draining. Native clayey soils from project excavations will not qualify as “free-draining”. The ‘design total unit weight’ value of 130 pcf listed above is appropriate for free-draining backfill material such as clean gravel conforming to ASTM C33 Size No. 57 or 67 (i.e. CWB), which should be at least 12 inches thick (measured perpendicular to the vertical wall surface) enveloped by geotextile fabric with an AOS between sieve No.

70-100, and provided with a free exit via weepholes or a suitably sized plastic drain pipe as appropriate for the design condition/feature.

5.2 Structural Foundations and Interior Slab on Grade

Based on the soil conditions encountered at the ACP site, it is recommended that shallow continuous wall footings and/or isolated column footings be used for building designed by the A-E Designer of Record. A thickened-edge slab-on-grade or similar construction may be used for any small prefabricated buildings. Pre-manufactured canopy structures may be supported by shallow column footings or by cast-in-place concrete drilled shafts.

5.2.1 Slab on Grade

Floor slabs including any thickened-edge ‘integral footings’ shall be placed on a 6 inch layer of capillary water barrier (CWB) compacted with at least 2 passes of a 500-lb vibratory plate compactor, overlying a minimum 12-inch zone of prepared subgrade, except as follows. If any floors are to receive moisture-sensitive finishes, the slab shall be underlain by 2 inches of slightly moist ASTM C 33 concrete fine aggregate placed over a minimum 15-mil poly sheet meeting ASTM E 1745 Class A placed over the 6-inch CWB layer. Slabs for office or other light-duty uses shall be minimum 6-inch thick

PCC.

5.2.2 Shallow Footings

Footings that are at least 18 inches wide and embedded at least 18 inches below the lowest adjacent final compacted subgrade may be designed to impose a net dead plus live load allowable bearing pressure of 2,500 psf. For thickened-edge footings designed by a prefabricated building manufacturer, a net allowable bearing pressure of 1,800 psf is assigned. A one-third overstress may be applied for temporary seismic or wind loading as governs. Footings shall be established on a minimum 24-inch zone of prepared subgrade as described in Section 5.3, Site Preparation and Earthwork.

Total settlement of the footings is anticipated to be less than 1 inch. Differential settlements are not expected to exceed ½ inch.

Moisture migration into the foundation soil should be avoided to the degree practical to help limit heave or settlement; see Section 5.10.

See Table 2 above for lateral load design parameters, except that for concrete footings or slabs placed directly on aggregate base course, a sliding coefficient of 0.5 may be used.

Footing excavations should be observed by qualified special inspection personnel to verify that footings are established on recommended material and the excavations are clean. Bearing soils should not be disturbed during the excavation and should be scarified, moisture conditioned and compacted mechanically. Flooding of foundation excavations must not be permitted.

5.2.3 Cast-in-Place Concrete Drilled Shaft Foundation

Default (presumptive) values found in the current IBC, or soil design parameters from Table 2 if determined appropriate for the application by the Structural DOR, may be used for the design of cast-in-place concrete drilled shafts supporting pre-manufactured canopy structures as well as for utility (lighting, traffic signal, etc) poles foundation design.

5.2.4 Foundation Concrete Materials

It is recommended that all structure and site feature concrete for this project shall have a minimum 28-day compressive strength (f’c) of 4,500 psi and a maximum water/cement ratio of 0.45. Portland cement shall conform to the requirements of ASTM C-150, Type II or Type V, low-alkali, and specify Class F flyash. Coarse aggregates shall conform to ASTM C33/C33M, Class 5S, Size No. 57 or 67 unless otherwise specified by the Structural Engineer. Fine aggregate shall conform to quality and gradation requirements of ASTM C33/C33M. ASR testing of aggregates shall be specified in accordance with the NOTES in the UFGS, and should be highlighted as an early pre-construction testing requirement.

5.3 Site Preparation and Earthwork

5.3.1 Removals and Over-Excavation

Following demolition activities, all debris/rubble and other unsatisfactory materials shall be removed from the improvement area.

Granular material encountered during demolition and excavation may be stockpiled for later use as *satisfactory material or* structural fill if it meets specified criteria. Encountered granular material shall not be re-used at locations indicated to receive aggregate base course, only new approved materials shall be used for that purpose.

The underlying soil shall then be over-excavated within the improvement area in order to mitigate for the swell potential and variable/unconfirmed density of the site soils. Building foundations and floor slabs shall be over-excavated to a minimum of 24 inches below the bottom of the footing or existing grade, whichever is lower, and 5 feet laterally beyond building foundation limits.

Exterior concrete flatwork, pavements, and sidewalks shall be over-excavated at least 6 inches below aggregate base/subbase and/or existing grade and 2 feet beyond the limits. Stockpile satisfactory materials for re-use as structural fill, and legally dispose all unsatisfactory materials off Government property.

5.3.2 *Subgrade Preparation*

After performing the required removals and over-excavation and prior to placing structural fill, exposed subgrade soils *in all pavement and building areas shall be chemically modified with at least 4 percent hydrated lime by weight in accordance with UFGS Section 32 11 29, and compacted to at least 93 percent of ASTM D1557 maximum.*

After completion of subgrade preparation, required structural fill shall be placed in loose lifts not more than 8 inches in thickness or not more than 5 inches in loose thickness when compacted with hand-operated equipment, moisture conditioned to between 0 and 3 percent above optimum moisture content, and compacted to at least 92/95 percent of the maximum laboratory dry density as determined by ASTM D1557 for cohesive/cohesionless soils respectively.

The fill surface must be maintained during construction to retain the recommended compaction. Drainage devices need to be provided to prevent water from ponding on the fill surface. If precipitation is expected, the fill construction should be temporarily halted and the surface should be rolled with a steel drum or rubber-tired heavy construction equipment to improve surface runoff. If the surface soils become excessively wet, fill operation should be halted and the Contractor’s geotechnical engineer should be consulted prior to continuing.

5.3.3 Footing and Slab Subgrade Preparation

Footings and slabs-on-grade shall be established on undisturbed compacted fill. Where the compacted surface becomes disturbed prior to concrete placement, the ground surface shall be scarified at least 4 inches, moisture conditioned to between 0 and 3 percent above optimum moisture content and compacted to at least 92/95 percent of the maximum laboratory dry density as determined by ASTM D1557 for cohesive/cohesionless soils respectively.

5.3.4 Utility Trench Backfill

Trench and backfill underground utilities in accordance with manufacturer’s specification for the particular conduit type, coating type, and loading condition. In the absence of manufacturer’s specifications, we recommend the use of granular bedding and initial backfill (graded between ASTM C33 concrete fine aggregate and ASTM C 33 size No. 67 concrete coarse aggregate) to support the conduit and prevent point bearing. The remainder of the trench shall be backfilled as specified in Section 31 00 00 EARTHWORK with “satisfactory material” placed in maximum 5-inch loose lifts and compacted to at least 90/95 percent of the maximum laboratory dry density as determined by ASTM D1557 for cohesive/cohesionless soils respectively.

Use a maximum bearing of 1000 psf for thrust block design against undisturbed soil or compacted fill bank materials for pressurized “ring-tighten” conduits. Note: keep thrust block concrete away from the connections and seals of ring-tighten connections.

5.3.5 Material Volume Changes

A reduction in volume of soil should be anticipated when the site soils are compacted. A shrinkage factor of 15 to 25 percent may be used for the upper site soils to estimate shrinkage where the soils are compacted as recommended. A subsidence factor of 0.1 foot may be used where the subgrade is scarified and compacted as recommended.

5.3.6 Structural Fill Materials

Excavated on-site materials and imported borrow materials to be used as structural fill must be processed as necessary to satisfy the following criteria:

* Maximum nominal particle size of 3 inches and at least 50 percent passing the No. 4 sieve;

* Free of organic matter and other deleterious material;

* Classified as GC, GM, SC, SM, SP, or SW or any combination thereof, with no more than 20 percent passing No. 200 sieve.

* Maximum liquid limit of 30 and maximum plasticity index of 12.

The excavated and processed on-site soils to be used as structural fill must be tested by the Contractor and approved by the Contracting Officer prior to being used as structural fill.

5.3.7 Chemically-Modified Subgrade

Native soils at Tracy AD are known to quickly become unstable during and after periods of precipitation. Often specifications are written to ‘automatically’ lime-modify the upper 8-inch or 12-inch portion of prepared subgrade beneath buildings and pavements, which would be less costly than paying for it as a contract modification. One challenge with this approach, in our view, is the lack of subgrade information beneath the existing structures to be demolished. In addition, the subgrade soils beneath the existing structures may be more suitable for cement-modification, rather than lime. The best approach may be a unit price bid option complete with edited specifications be provided in the contract for this work, and the option could be exercised should it prove to be necessary during construction. We recommend that the DOR discuss this matter with the DPW and Corps of Engineers representatives on-site at Tracy.

*Discussion with the PE at Tracy on 15July19 indicated that modifying the upper 12 inches with 4 percent hydrated lime works well at Tracy.

From Figure 1-2 of TM 5-825-3, using a conservative value of E=50,000 for 9 inches of chemically-modified subgrade, the subgrade modulus would increase from k=100 (untreated) to k=150 (treated). Subgrade modulus k=150 and CBR=6 were used below for design of HMA and PCC pavements, respectively. Updated PCASE results are discussed below.*

5.4 Pavement Design

The pavement area subgrade shall be properly prepared as described in Section 5.5 of this report before placing any aggregate base/subbase, asphaltic or Portland cement concrete materials. Proper drainage of the paved areas should be provided to increase the pavement life. In addition, pavement must be maintained for durability and integrity during their life. Therefore, periodic seal coating, crack sealing and/or patching may be required.

The predominant pavement type for this project will be asphalt concrete (flexible) for the access road, drive-through and turnaround lanes, and visitor area parking. A Portland cement concrete (rigid) section will also be included for the Gatehouse/ID Check area.

Subgrade is to be structural fill as described above and which shall be specified in UFGS Section 31 00 00 EARTHWORK. Based on our laboratory CBR (saturated condition) test results and experience, a CBR of 3 for asphalt concrete pavement design and a modulus of subgrade reaction of 100 psi/inch for rigid pavement design would be appropriate for untreated native subgrade soils. *As stated at the end of paragraph 5.3.7 above, subgrade modulus k=150 and CBR=6 are adopted for design of HMA and PCC pavements, respectively. These improved subgrade values allowed for the elimination of the subbase layer that was recommended in our original November 2018 report.* Pavement sections are designed for a life of 25 years in accordance with current DOD Unified Facilities Criteria (UFC 3-250-01).

5.4.1 Traffic Loads and Analysis

The ACP is intended for entry/exit by light vehicle, primarily employee and visitor POVs. Trucks and delivery vehicles are to be turned around prior to reaching the gatehouse/ID check area. The pavement design therefore was performed to produce light-duty pavements for the POV-type vehicles as well as ‘work’ trucks consisting of heavy pick-ups pulling a work trailer. Heavy-duty pavements are intended for any area that may receive occasional fire truck traffic (always governs design), as well as pavement that may be loaded by 5-axle trucks or other heavy trucks that inadvertently seek access through this gate.

Limited traffic study information was provided as Appendix K (pages 189-192) of the 27September2016 “Facility Study—Access Control Point). A traffic study was completed (HDR, 2016). It appears the study was limited to a traffic count on one day, 08June2016, a Wednesday. Total base-wide POV traffic was 1,290, and trucks were

138. For design, weekly light-duty traffic was assumed to include 7,000 POVs, extrapolated to lifetime values of 5 million cars, 3 million small pickups/SUVs, and 750,000 large pickups/SUVs; and 50 ‘work’ trucks (62,500 lifetime). *Note, the ‘lifetime’ values are calculated as ‘weekly’ x 50 weeks/year x 25 years of service life.* Heavy-duty traffic includes the above, plus 20 five-axle trucks per week (25,000 lifetime), plus 1 fire truck visit per month x 2 passes per visit x 12 months/year x 25 years = 600 lifetime.

The following pavement sections were obtained from PCASE 2.09.05 modeling; see Appendix D for printouts of modeling results.

5.4.1.1 AC Roadway Pavements:

Asphalt concrete pavement design:

4-inch Asphalt Concrete 6-inch Aggregate Base Course @ *98 percent compaction 6-inch Lime-Modified Subgrade @ 93 percent compaction*

5.4.1.2 PCC Pavements

Portland Cement Concrete (PCC) pavement design:

6.5-inch PCC 6-inch Aggregate Base Course @ *98 percent compaction 6-inch Lime-Modified Subgrade @ 93 percent compaction*

5.4.1.3 Visitor Center Parking Lot:

For these light-duty pavements, no PCASE models were run. Based upon experience at Tracy, the following pavement section is recommended:

2.5-inches Asphalt Concrete 6-inches Aggregate Base Course @ *98 percent compaction 6-inches Lime-Modified subgrade @ 93% Compaction*

5.5 Pavement Construction

5.5.1 Aggregate Base Course

Aggregate base course materials as specified in UFGS Section 32 11 23 (use title “AGGREGATE BASE COURSE”), shall be used for both flexible and rigid pavements. The state DOT materials requirements may be the most common or commercially available material. The UFGS Section 32 11 23 may be edited to include use of the highest quality state DOT specification aggregate base course materials; we recommend Section 26, Class 2, ¾-inch maximum.

Aggregate Base Course shall be compacted to *at least 98 percent of ASTM D 1557 maximum density, which we point out is lower than stated in UFC 3-250-01 paragraph 6-2 and UFGS Section 32 11 23 AGGREGATE BASE COURSE, because of the elimination of the subbase course as discussed in 5.3.7 above.* Omit proofrolling when editing the Section.

5.5.2 Asphalt Concrete Pavements

Minimum asphalt pavement sections were calculated using PCASE software (v. 2.09.02), traffic loads and the subgrade strength parameters described in the previous sections. Asphalt mix designs will be based on the Marshall Mix Design Method. The DOR shall edit either UFGS Section 32 12 17 or 32 12 16, and include a minimum 100-foot long test section constructed at a non-critical pavement feature as approved by the Contracting Officer.

Preventive maintenance should be planned and provided by the Installation through an on-going pavement program. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment should include periodic crack, joint, and surface sealing.

5.5.3 Portland Cement Concrete Pavements

Minimum Portland cement pavement sections were calculated using PCASE software (v.2.09.02), traffic loads and the subgrade strength parameters were described in previous sections. Concrete mix designs shall be prepared in accordance with ACI 211. Concrete for pavements should have a minimum 28-day compressive strength of 4,500 psi and a maximum slump of 3 ½ inches. For the minor amount of PCC pavement required for this project, the DOR can consider editing UFGS Section 03 30 00.00 10 (rather than Section 32 13 13.06) to include the necessary requirements.

5.6 Joints for Portland Concrete Pavement

The proposed concrete pavement should be constructed using contraction and isolation joints composed of longitudinal and transverse joints generally to depths of ¼ of the pavement slab thickness. The joints shall be sealed to control cracking. The joint sealant shall be installed in accordance with sealant manufacturer’s recommendations. Isolation joints should be used for structural penetrations and to separate fixed objects such as light standard and building foundations from the pavement structures to isolate the effects of differential horizontal and vertical movements. Steel dowels, with diameter of at least ¾-inch and a length of 16 inches shall be provided across contraction joints and be spaced a maximum of 12 inches apart. Refer to UFC 3-250-01 for design recommendation and further guidance.

5.7 Site Drainage and Moisture Protection

Moisture infiltration into the foundation should be prevented to the extent possible and it is important to establish and maintain proper site drainage. Ground surfaces adjacent to exterior building walls should be sloped away at a minimum grade of 2 percent for a distance of 10 feet measured perpendicular to the wall, or to a drainage swale intended to convey storm water off the site. Landscape requiring water should be kept away from the exterior building walls for a distance of 5 feet measured perpendicular to the wall. Roof drains should discharge at least 5 feet away from the exterior building walls by using downspout pipe extensions, splash blocks, or providing an impervious paved surface directly adjacent to the exterior building walls.

6.0 REFERENCES

* American Society of Testing and Materials (ASTM), ASTM C150/C150M, Portland Cement, West Conshohocken, Pennsylvania, 2018.

* ASTM, ASTM C33/C33M, Concrete Aggregates, West Conshohocken, Pennsylvania, 2018.

* ASTM, ASTM E 1745, Flexible Sheet Membranes, West Conshohocken, Pennsylvania, 2017.

* Department of Defense, UFC 3-301-01, Structural Engineering, June 2013, Washington, DC.

* Dibblee, Thomas W., Tor H. Nilsen, and Richard L. Darrow.

Geology of the Central and Northern Diablo Range, California:

(Annual Meeting, Pacific Section, SEPM, Field Trips 2 and 5).

Ed. Virgil Frizzell. Pacific Section, Society of Economic Paleontologists and Mineralogists, Los Angeles, CA, 1981.

* Graymer, R.W., Jones, D.L., and Brabb, E.E., Preliminary Geologic Map Emphasizing Bedrock Formations in Contra Costa County, California: A Digital Database: U.S. Geological Survey Open-File Report 94-62, 1994.

* HDR, Geotechnical Report FY14 General Purpose Warehouse (#59), Defense Distribution Depot, San Joaquin, PN DCCX1404, File Number: 130-01-0913, August 2012

* HDR, Facility Study Access Control Point, Defense Distribution Depot, San Joaquin, Contract FA8903-08-D-8771, Task Order: 206, September 2016

* International Code Council (ICC), International Building Code, Section 1613, Earthquake Loads – Seismic Ground Motion Values, 2018, Washington, DC.

* ICC, International Building Code, Section 1615, Earthquake Loads – Site Ground Motion, 2018, Washington, DC.

* ICC, International Building Code, Section 1806, Presumptive Load-Bearing Values of Soils, 2018, Washington, DC.

* USACE, ETL 1110-3-446, Revision of Thrust Block Criteria in TM 5-813-5/AFM 88-10, Vol. 5, Appendix C, August 1992.

* USACE – Sacramento District, Preliminary Geotechnical Report, FY09 CDC Site, DDJC Tracy, April 2009.

* USACE - Sacramento District, Exploration Logs – ACP, DLA, Tracy California, (2018)

CALIFORNIA

ACCESS CONTROL POINT (ACP), NON-TRUCK GATE

DDJC SAN JOAQUIN, TRACY, CALIFORNIA

OVERALL SITE LAYOUT

DATE: 31-Aug-2018 SCALE: N/A PLATE

TRACY ARMY DEPOT

DEPARTMENT OF ARMY

SACRAMENTO DISTRICT

CORPS OF ENGINEERS

DEPARTMENT OF ARMY

SACRAMENTO DISTRICT

CORPS OF ENGINEERS

CALIFORNIA

ACCESS CONTROL POINT (ACP), NON-TRUCK GATE

DDJC SAN JOAQUIN, TRACY, CALIFORNIA

PROJECT LOCATION

DATE: 31-Aug-2018 SCALE: N/A PLATE

TRACY ARMY DEPOT

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

L2EDGWH9

Line

TRACY ARMY DEPOT

DEPARTMENT OF ARMY

SACRAMENTO DISTRICT

CORPS OF ENGINEERS

CALIFORNIA

ACCESS CONTROL POINT (ACP), NON-TRUCK GATE

DDJC SAN JOAQUIN, TRACY, CALIFORNIA

LOCATION OF EXPLORATIONS

DATE: 31-Aug-2018 SCALE: N/A PLATE

APPENDIX A

LOCATIONS AND LOGS OF EXPLORATIONS

JULY 2019

1.5

4.2

10.0

CL

CL

ML

1010 Start

Bulk sample @ 2.0 to 4.0 Bag 1

1015 SPT

@ 2.5 to 4.0 ft B1

1020 3" sampler @ 4.5 to 5.7 ft S1

1020 SPT

@ 6.5 to 7.6 ft B2

1030 SPT

@ 8.5 to 10.0 ft B3

1040 End bottom-of-hole @ 10.0 ft backfill with cuttings

Aggregate base.

LEAN CLAY (CL); moist; dark brown (10YR 3/3); low plasticity fines; trace of fine sand.

SANDY LEAN CLAY s(CL); moist;

dark brown (10YR 3/3); 60% low plasticity fines; 40% fine sand.

As above s(CL).

As above s(CL).

Bag1 B1

S1

B2

B3

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/20/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 10.0

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-1

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/20/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 1Boring Designation 2F-18-1

Boring Designation 2F-18-1

0.0

2.5

5.0

7.5

10.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

1.5

12.0

SM

CL-

ML

CL

1100 Start

1105 SPT

@ 2.5 to 3.6 ft B1

1115 3" sampler @ 4.5 to 5.7 ft S1 Bulk sample @ 5.0 to 7.0 ft Bag 2

1130 SPT

@ 6.5 to 7.7 ft B2

1140 SPT

@ 8.5 to 10.0 ft B3

Aggregate base.

CLAYEY SAND (SC); moist; dark yellowish brown (10YR 3/6); 60% fine sand; 40% low plasticity fines.

As above (SC).

As above (SC).

As above (SC).

B1

S1 bag2

B2

B3

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/20/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 20.0

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-2

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/20/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 2Boring Designation 2F-18-2

Boring Designation 2F-18-2

0.0

2.5

5.0

7.5

10.0

12.5

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

20.0

26 73 14 16 CL

1145 SPT

@ 15.0 to 16.2 ft B4

1240 SPT

@ 18.5 to 19.8 ft B5

1245 End bottom-of-hole @ 20.0 ft backfill with cuttings

LEAN CLAY with Sand (CL)s; moist;

dark yellowish brown (10YR 3/4);

80% low plasticity fines; 20% fine sand.

As above (CL)s.

1B4

B5

SHEET

DRILLING LOG (Cont Sheet)

INSTALLATION

ELEVATION TOP OF BORINGLOCATION COORDINATES

COORDINATE SYSTEM

State Plane CA Zone 2 NAVD88NAD83

PROJECT

SHEETS

HORIZONTAL VERTICAL

2OFSacramento District

Tracy Defense Depot - ACP

ELEV

SPK FORM 1836-A

SEP 05

SHEET 2 of 2Boring Designation 2F-18-2

Boring Designation 2F-18-2

15.0

17.5

20.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS B lo w s/ 0.

ft

Laboratory S

A M

P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

0.4

1.4

4.7

13.4

1300 Start

Bulk sample @ 1.4 to 4.4 ft Bag 3

1310 SPT

@ 3.0 to 4.1 ft B1

1315 SPT

@ 5.0 to 6.2 ft B2

1320 SPT

@ 7.0 to 8.2 B3

1330 SPT

@ 9.0 to 10.0 ft B4 @ 9.9 to 10.4 ft S1

Driller inferred contact with rock/gravel @ 13.4 ft

Asphalt concrete (AC).

Aggregate base.

LEAN CLAY (CL); moist; dark olive brown (2.5Y 3/3); 90% low plasticity fines; 10% fine sand.

LEAN CLAY with Sand (CL)s; moist;

dark olive brown (2.5Y 3/3); 60% low plasticity fines; 40% fine sand.

As above (CL)s.

As above (CL)s; trace of subangular gravel.

Bag3

B1

B2

B3

B4 S1

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/20/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 20.4

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-3

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/20/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 2Boring Designation 2F-18-3

Boring Designation 2F-18-3

0.0

2.5

5.0

7.5

10.0

12.5

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

16.7

18.0

20.4

1345 SPT

@ 15.4 to 16.5 ft B5

1350 SPT

@ 18.9 to 19.5 ft B6

1400 End bottom-of-hole @ 20.4 ft backfill with cuttings

GRAVEL with Sand (GP)s; 65% fine to medium sand; 35% fine to coarse, subangular gravel.

LEAN CLAY (CL); moist; olive brown (2.5Y 4/4); 90% low plasticity fines;

10% fine sand.

SAND with Clay and Gravel (SP-SC)g; moist; olive brown (2.5Y 4/4); 50% coarse to fine sand; 40% subangular gravel; 10% low plasticity fines.

B5

B6

SHEET

DRILLING LOG (Cont Sheet)

INSTALLATION

ELEVATION TOP OF BORINGLOCATION COORDINATES

COORDINATE SYSTEM

State Plane CA Zone 2 NAVD88NAD83

PROJECT

SHEETS

HORIZONTAL VERTICAL

2OFSacramento District

Tracy Defense Depot - ACP

ELEV

SPK FORM 1836-A

SEP 05

SHEET 2 of 2Boring Designation 2F-18-3

Boring Designation 2F-18-3

15.0

17.5

20.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS B lo w s/ 0.

ft

Laboratory S

A M

P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

10.4

16 14

CL

CL

1430 Start

Bulk sample @ 1.4 to 4.4 ft Bag 4

1440 SPT

@ 3.0 to 4.0 ft B1

1445 SPT

@ 5.0 to 5.9 ft B2

1450 SPT

@ 7.0 to 7.6 ft B3

SPT

@ 9.0 to 10.1 ft B4 1500 End bottom-of-hole @ 10.4 f t backfill with cuttings

Asphalt concrete (AC).

Aggregate base.

LEAN CLAY (CL); moist; yellowish brown (10YR 5/6); 90% low plasticity fines; 10% fine sand.

As above (CL).

As above (CL).

As above (CL).

Bag4

B1

B2

B3

B4

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/20/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 10.4

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-4

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/20/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 1Boring Designation 2F-18-4

Boring Designation 2F-18-4

0.0

2.5

5.0

7.5

10.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

4.6

10.4

35 58 28 CL

1530 Start

Bulk sample @ 1.4 to 4.4 ft Bag 5

1540 SPT

@ 3.0 to 3.8 ft B1

1545 SPT

@ 5.0 to 6.3 ft B2

1550 SPT

@ 7.0 to 7.7 ft B3

1600 SPT

@ 9.0 to 9.7 ft B4 1610 End bottom-of-hole @ 10.4 ft backfill with cuttings

Asphalt concrete (AC).

Aggregate base.

GRAVELLY LEAN CLAY g(CL);

moist; dark brown (10YR 3/3); 60% low plasticity fines; 30% subangular gravel; 10% fine to coarse sand.

LEAN CLAY (CL); moist; dark yellowish brown (10YR 4/4); 90% low plasticity fines; 10% fine sand.

As above (CL).

As above (CL).

Bag5

B1

B2

B3

B4

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/20/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 10.4

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-5

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/20/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 1Boring Designation 2F-18-5

Boring Designation 2F-18-5

0.0

2.5

5.0

7.5

10.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

0.2

1.2

10.2

0840 Start

Bulk sample @ 1.0 to 4.0 ft Bag 6

0845 SPT

@ 2.7 to 3.9 ft B1

0850 SPT

@ 4.7 to 5.1 ft NS

0855 SPT

@ 6.7 to 7.3 ft B2

0900 SPT

@ 8.7 to 9.7 ft B3

0910 End bottom-of-hole 10.2 ft backfill with cuttings

Asphalt concrete (AC).

Aggregate base.

LEAN CLAY (CL); moist; olive brown (2.5Y 4/4); 75% low plasticity fines;

25% fine sand.

As above (CL).

As above (CL).

As above (CL).

Bag6

B1

B2

B3

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/21/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 10.2

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-6

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/21/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 1Boring Designation 2F-18-6

Boring Designation 2F-18-6

0.0

2.5

5.0

7.5

10.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

4.5

8.0

8.6

10.2

57 23 16 SC

0910 Start bulk sample @ 1.0 to 4.0 ft Bag 7

0920 SPT

@ 2.7 to 3.6 ft B1 B2

0925 SPT

@ 4.7 to 5.7 ft B3

0930 SPT

@ 6.7 to 7.5 ft B4 B5

0930 SPT

@ 8.7 to 9.9 ft B6

0940 End bottom-of-hole 10.2 ft backfill with cuttings

Asphalt concrete (AC).

Aggregate base.

CLAYEY SAND with Gravel (SC)g;

moist; dark olive brown (2.5Y 3/3);

50% fine to coarse sand; 30% subrounded gravel; 20% low plasticity fines.

SAND (SP); moist; olive brown (2.5Y 4/3); 95% fine to medium sand;

5% subrounded gravel; trace of fines.

As above (SP).

LEAN CLAY (CL); moist; olive brown (2.5Y 4/4); 100% low plasticity fines.

SILT with Sand (ML); moist; olive brown (2.5Y 4/4); 80% nonplastic fines; 20% fine sand.

Bag7

B1 B2

B3

B4 B5

B6

10. SIZE AND TYPE OF BIT

BEARING

SHEETS

1. PROJECT

UNDISTURBED

South Pacific

NAD83

16. ELEVATION TOP OF BORING

5. DIRECTION OF BORING DEG FROM

VERTICAL

HORIZONTAL

Steve Self

Sacramento District

VERTICAL

NAVD88

--- DATE COMPLETED 2/21/18

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING 10.2

USACE Omaha

4¼" HSA

Gus Pech 1300c

Tracy Defense Depot - ACP

CHECKED BY

14. DEPTH GROUND WATER

INITIAL STATICVERTICAL

INCLINED

OF

3. DRILLING AGENCY

LOCATION COORDINATES

4. NAME OF DRILLER

2. HOLE NUMBER

DISTURBED

DIVISION

N. Ostrander

11. MANUFACTURER'S DESIGNATION OF DRILL

17. TOTAL CORE RECOVERY FOR BORING

State Plane CA Zone 2

2F-18-7

INSTALLATION SHEET

DRILLING LOG

12. TOTAL SAMPLES

15. DATE STARTED 2/21/18

13. TOTAL NUMBER CORE BOXES

9. COORDINATE SYSTEM

N/A

18. LOGGED BY

ELEV

SPK FORM 1836-A

SEP 05

SHEET 1 of 1Boring Designation 2F-18-7

Boring Designation 2F-18-7

0.0

2.5

5.0

7.5

10.0

DEPTH

S an d

F in es

P I

M C

A S

T M

C la ssN60Nf REMARKS

B lo w s/

0.

ft

Laboratory

S A

M P

LE

LL

FIELD CLASSIFICATION OF MATERIALS

(Description)

REC

G ra ve l

S am p N o.

LE

G

E N

D

0.3

1.3

6.0

7.5

10.3

1010 Start

Bulk sample @ 1.0 to 4.0 ft Bag 8

1020 SPT

@ 2.8 o 3.4 ft B1

1030 SPT

@ 4.8 to 5.9 ft B2 B3

1037 SPT

@ 6.8 to 7.9 ft B4

1040 SPT

@ 8.8 to 9.5 ft

1045 End bottom-of-hole @ 10.3 ft backfill with cuttings

Asphalt concrete (AC).

Aggregate base.

SILTY SAND (SM); moist; dark brown (10YR 3/3); 65%…