Fresno City Council
May 21, 2026

Short Drilled Pile Foundations (Light Poles)
Axial Capacity
The compressive axial capacity of drilled piles may be estimated based on an allowable skin friction capacity of 150 pounds per square foot. The upper one foot of the skin friction capacity should be ignored. The uplift capacity may be estimated as 70 percent of the allowable compressive axial capacity. A one-third increase in the allowable capacities may be used for transient loading conditions such as wind or seismic loads.

Settlement
Static settlement of the proposed light pole foundations supported on short drilled piles, as recommended, is estimated to be less than ½ inch.

Lateral Resistance
The drilled pile foundations lateral resistance can be designed in general accordance with Section 1807.3 of the 2019 CBC. We recommend a lateral soil bearing pressure of 250 psf per foot of depth below grade. The total lateral soil bearing pressure should not exceed 2,500 psf per pile. Since drilled piles will act as isolated pole foundations, the allowable lateral soil bearing pressure may be 20212905.001A/SJO21R125978 Page 19 of 43 May 20, 2021
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increased by a factor of 2 for short-term lateral loads provided the structure will not be adversely affected by ½ inch of lateral movement at the ground surface.

BUILDING SLAB-ON-GRADE
Concrete slab-on-grade floors are appropriate for the proposed warehouse, provided the subgrade is prepared in accordance with Section 5.2.2. In accordance with the CWDRs, we recommend the slab be a minimum nominal thickness of 6 inches and underlain by at least 6 inches of aggregate base material. Aggregate base materials should meet current Caltrans specifications for Class 2 aggregate base. Please note that Caltrans Class 2 aggregate base may utilize recycled materials. The use of recycled material under building slabs is typically not allowed and requires Costco’s approval.

A modulus of subgrade reaction of 150 pounds per cubic inch may be used for design of slabs underlain 6 inches of aggregate base material. Pursuant to current Costco Wholesale standard construction design practices, we have evaluated the necessity of using a steel-reinforced slab.

Provided the building slabs are constructed on structural fill prepared as recommended in Section

5.2.4, the proposed warehouse buildings can be built with non-reinforced slabs.

Floor slab control joints should be used to reduce damage due to shrinkage cracking. Control joint spacing is a function of slab thickness, aggregate size, slump and curing conditions. The requirements for concrete slab thickness, joint spacing, and reinforcement should be established by the designer, based on experience, recognized design guidelines and the intended slab use.

Placement and curing conditions will have a strong impact on the final concrete slab integrity.

Kleinfelder typically recommends installation of a vapor barrier beneath the slab to mitigate potential moisture issues such as flooring performance and mold. However, we understand that Costco Wholesale has determined that moisture barriers are not to be used in construction of Costco Wholesale warehouses due to adverse effects on concrete curing and performance.

Therefore, we have provided construction recommendations that do not include installation of a moisture barrier, with the understanding that there will be an increased risk for adverse moisture issues.

EXTERIOR FLATWORK
Prior to casting exterior flatwork, the subgrade soils should be scarified, moisture conditioned, and recompacted or overexcavated, as recommended in Section 5.2.2. Additionally, all flatwork 20212905.001A/SJO21R125978 Page 20 of 43 May 20, 2021
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should be underlain at a minimum by 4.0 inches of aggregate base moisture conditioned to at least the optimum moisture content and compacted to not less than 95 percent relative compaction (ASTM D1557). Flatwork should be at least four inches thick. Flatwork subjected to wheel loads should be designed in accordance with Section 4.8.

SITE DRAINAGE
Foundation and slab performance depends greatly on proper irrigation and how well runoff water drains from the site. This drainage should be maintained both during construction and over the entire life of the project. The ground surface around structures should be graded such that water drains away from structures without ponding. The surface gradient needed to do this depends on the landscaping type. Surface gradients should conform to current Costco Wholesale standards and the CBC.

Pavement underdrains at drainage inlets and catch basins should be included as shown in Detail 16_16 of the CWDRs. Drains should be designed and constructed per Costco’s standard details and laterals should extend at least 10 feet from the catch basins. Perimeter foundation drains are not necessary.

Where slabs or pavement areas abut landscaped areas, the aggregate base and subgrade soil should be protected against saturation. Vertical cut off structures are recommended to reduce lateral seepage under slabs from adjacent landscaped areas. Vertical cut-off structures may consist of deepened concrete perimeters, or equivalent, extending at least three inches below the base/subgrade interface. Vertical cut-off structures should be poured neat against undisturbed native soil or compacted fill. The cut-off structures should be continuous.

Operations personnel should be instructed to limit irrigation to the minimum level necessary to properly sustain landscaping plants. Should excessive irrigation, waterline breaks, or unusually high rainfall occur, saturated zones and “perched” groundwater may develop, which could soften subgrade and reduce pavement life, and could also create potholes. We also recommend that the downspouts from roof drains be connected to a designed subsurface drainage system such as a storm sewer, etc. to avoid discharging water onto pavement areas and backfill zones around the warehouse.

Potential sources of water such as water pipes, drains, and the like should be frequently examined for signs of leakage or damage. Any such leakage or damage should be promptly repaired. 20212905.001A/SJO21R125978 Page 21 of 43 May 20, 2021
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Sewer lines beneath the warehouse should have a sufficient slope (at least 1 percent). Plumbing and utility lines should be provided with flexible joints or oversized sleeves where they penetrate floor slabs to prevent breakage caused by different slab movement. In addition, utility trenches should be plugged with cohesive backfill where they enter the building to reduce moisture infiltration along pipe bedding material. The cohesive backfill materials should have a plasticity index (PI) between 15 and 30 and no less than 70 percent of the particles passing the No. 200 sieve.

RETAINING STRUCTURES
Design earth pressures for retaining structures depend primarily on the allowable wall movement, wall inclination, type of backfill materials, backfill slopes, surcharges, and drainage. The earth pressures provided assume that granular (sandy) soils will used as backfill. The on-site clays should not be used as retaining wall backfill. The granular backfill, which should meet the requirements for imported fill as defined in Section 5.2.4, should extend behind walls a horizontal distance of at least one-half the height of the wall. Determination of whether the active or at-rest condition is appropriate for design will depend on the flexibility of the walls. Walls that are free to rotate at least 0.002 radians (deflection at the top of the wall of at least 0.002 x H, where H is the unbalanced wall height) may be designed for the active condition. Walls that are not capable of this movement should be assumed rigid and designed for the at-rest condition. The recommended active and at-rest earth pressures and passive resistance values are provided in Table 2.

TABLE 2

LATERAL EARTH PRESSURES FOR RETAINING STRUCTURES
(ONSITE/IMPORTED GRANULAR BACKFILL)
Wall Movement Backfill Condition Equivalent Fluid
Pressure (pcf)
Seismic Increment
(pcf)
Free to Deflect
(active condition) Level
40 9H*
Restrained
(at-rest condition) 60 N/A**
Note: * Walls supporting more than 6 feet of backfill should be designed to support an incremental seismic lateral pressure, which is applied as a triangular pressure distribution with a maximum pressure at the bottom of the wall, not inverted, and H is the height of the wall.
** for restrained walls, use the static active earth pressure and seismic increment to check the seismic condition; use at-rest earth pressure only to check the static condition; the larger loading of both cases should be used for the design of restrained walls.

The above lateral earth pressures do not include the effects of surcharges (e.g., traffic, footings), compaction, or truck-induced wall pressures. Any surcharge (live, including traffic, or dead load) located within a 1:1 (horizontal to vertical) plane drawn upward from the base of the excavation 20212905.001A/SJO21R125978 Page 22 of 43 May 20, 2021
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should be added to the lateral earth pressures. The lateral contribution of a uniform surcharge load located immediately behind walls may be calculated by multiplying the surcharge by 0.33 for cantilevered walls under active conditions and 0.50 for restrained walls under at-rest conditions.

Walls adjacent to areas subject to vehicular traffic should be designed for a 2-foot equivalent soil surcharge (250 psf). Lateral load contributions from other surcharges located behind walls may be provided once the load configurations and layouts are known.

Walls should be properly drained or designed to resist hydrostatic pressures. Adequate drainage is essential to provide a free-drained backfill condition so that there is no hydrostatic buildup behind the wall. Walls should also be appropriately waterproofed to reduce the potential for staining. Drainage behind loading dock walls can consist of weep holes placed along the base of the wall. Weep holes should be spaced 10 to 15 feet apart and connected with a gravel drain consisting of approximately 2 cubic feet of clean gravel per foot of wall length wrapped with filter fabric. Other types of retaining walls should have a continuous back drain as described below.

For backfill of walls with a continuous back drain, except for the upper 2 feet, the backfill immediately behind retaining walls (minimum horizontal distance of 2 feet measured perpendicular to the wall) should consist of free-draining ¾-inch crushed rock wrapped with filter fabric. The upper 2 feet of cover backfill should consist of relatively impervious material. A 4-inch-diameter perforated PVC pipe, placed perforations down at the bottom of the rock layer leading to a suitable gravity outlet, should be installed at the base of the walls.

As an alternative to the gravel drain noted above, a manufactured drain panel may be utilized behind retaining walls in addition to normal waterproofing. This system generally consists of a prefabricated drain panel lined with filter fabric. At the wall base, we recommend that a gravel drain be installed to collect and discharge drainage to a suitable outlet. The drain should consist of a 4-inch-diameter perforated PVC pipe, placed perforations down at the bottom of approximately 2 cubic feet of clean gravel per foot of wall length. The gravel drain should be wrapped in filter fabric (Mirafi 140N or equivalent). The pipe should be sloped to drain to a suitable outlet and cleanouts should be provided at appropriate intervals.

If drainage behind the wall is omitted, the wall should be designed for full hydrostatic pressure.

The design of any drain system should be submitted to Kleinfelder for review to check that our recommendations have been properly incorporated into the design. Installation of the drainage system should be reviewed and documented by a Kleinfelder representative. 20212905.001A/SJO21R125978 Page 23 of 43 May 20, 2021
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PAVEMENT SECTIONS
The required pavement structural sections will depend on the expected wheel loads, volume of traffic, and subgrade soils. We have provided asphalt concrete pavement sections for traffic indices provided in the CWDRs (Costco, 2020). Positive drainage of the paved areas should be provided since moisture infiltration into the subgrade may decrease the life of pavements. Curbing located adjacent to paved areas should be founded in the subgrade, not the aggregate base, in order to provide a cutoff, which reduces water infiltration into the base course.

The following pavement sections provided above are based on the soil conditions encountered during our field exploration, our assumptions regarding final site grades, and limited laboratory testing.

Costco Pavement Design Parameters
We developed pavement design recommendations using traffic loading parameters provided in the Costco Wholesale Development Requirements and the following test data:
• A 20-year pavement design life;
• Light-duty pavements subject to 6,600 passenger vehicle trips per day (Traffic Index of

5.0);
• Heavy-duty pavements subject to 30 tractor-trailer truck tips per day (Traffic Index of 7.0); • For asphalt concrete pavements, a design R-value of 50 based on laboratory test results; and
• For Portland cement concrete (PCC) Pavements, a 28-day flexural strength (modulus of rupture determined by the third-point method) of at least 550 pounds per square inch (psi) (approximate compressive strength of 4,000 psi); a modulus of subgrade reaction (k value) of 150 pounds per cubic inch (pci) for native subgrade; and interlock at the control joints.

Asphalt Concrete Pavement
We have developed new asphalt concrete pavement, also referred to as Hot Mix Asphalt (HMA) pavements sections in accordance the Caltrans Highway Design Manual in lieu of the Asphalt Institute Manual Series (MS-1) so that the pavement structural sections are somewhat comparable to the existing sections. HMA should conform to requirements of the Costco Wholesale Specification Section 321216, Asphalt Paving. Table 2 presents recommended HMA 20212905.001A/SJO21R125978 Page 24 of 43 May 20, 2021
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pavement sections. The designer should select the appropriate pavement sections based on project requirements. Prior to placement of aggregate base, pavement subgrade should be prepared in accordance with Section 5.2.2.

TABLE 3

RECOMMENDED MINIMUM ASPHALT CONCRETE PAVEMENT SECTIONS
Traffic Use Traffic Index, TI
Asphalt
Concrete*
(inches)
Aggregate Base*
(inches)
Light-Duty
Pavement 5.0 3.0 4.0
Heavy-Duty
Pavement 7.0 4.0 5.0
* Rounded to the closest ½ inch.

Asphalt Performance Grade Binder
An asphalt performance grade (PG) binder of 64-10 should be used for the project and is locally available. This recommendation was developed in accordance with Costco Wholesale Asphalt Paving Specification Section 321216. Air temperature data near the project site was used with the MERRA Climate Data option and the PG binder was selected using the FHWA program LTTPBind Online web-based tool based on the AASHTO M323-13 standard. The high-end and low-end temperature rating was selected to provide a reliability of at least 98 and 90 percent, respectively.

Portland Cement Concrete Pavement
We designed PCC pavement in accordance with the Portland Cement Association (PCA) Thickness Design for Concrete Pavements (PCA, 1984) using the design parameters stated above. For heavy-duty pavements, we recommend that PCC pavement should be comprised of

7.0 inches of PCC with 4.0 inches of aggregate base. Prior to placement of aggregate base, pavement subgrade should be prepared in accordance with Section 5.2.2.

Longitudinal and transverse joint spacing should not exceed 12 feet and 15 feet, respectively.

Joint details should conform to PCA guidelines. Expansion joints in concrete slabs should be sealed with petroleum resistant sealant to prevent minor releases from impacting subsurface soil. 20212905.001A/SJO21R125978 Page 25 of 43 May 20, 2021
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Aggregate Base
Aggregate base materials should meet current Caltrans specifications for Class 2 aggregate base and be compacted to at least 95 percent relative compaction (ASTM D1557). Caltrans Class 2 aggregate base utilizes recycled materials and require Costco’s approval prior to use.

Pavement Maintenance
Pavements may undergo movement due to changes in subgrade moisture content. This movement tends to accelerate pavement deterioration. A crack sealing program should be performed annually to slow pavement deterioration. Any areas where surface water stands on the surface should be remediated. Over time, as cracking becomes more pronounced, a slurry seal coat should be applied.

SOIL CORROSIVITY
We performed laboratory testing for parameters commonly used to evaluate corrosivity of soils, including pH, minimum resistivity, chloride, and soluble sulfate content. Table 4 presents the results.

TABLE 4

CORROSION TEST RESULTS
Location Depth
(ft)
Minimum
Resistivity
(ohm-cm)
pH
Soluble
Sulfate
Content
(percent)
Soluble
Chloride
Content
(percent)
TP-2 4-6 4,020 7.4 7.8 3.4
TP-4 4-6 6,160 7.3 11.5 3.0
TP-6 4-6 3,480 6.9 25.9 2.8
TP-9 4-6 10,450 6.4 1.0 0.8
TP-10 4-6 7,240 6.7 4.6 0.9
These tests are a generalized indicator of soil corrosivity for the samples tested. Other soils on site may be more, less, or similarly corrosive in nature. Imported fill materials should be tested to confirm that their corrosion potential is not more severe than those noted.

Although Kleinfelder does not practice corrosion engineering, resistivity values between 3,000 to 5,000 ohm-cm are normally considered corrosive and resistivity values between 5,000 to 10,000 20212905.001A/SJO21R125978 Page 26 of 43 May 20, 2021
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ohm-cm are considered moderately corrosive to buried ferrous metals (NACE, 2006). The concentrations of soluble sulfates indicate that the subsurface soils represent a Class S0 exposure to sulfate attack on concrete in contact with the soil based on ACI 318-14 Table 19.3.1.1 (ACI, 2014). Therefore, in accordance with ACI Building Code 318-14, no special provisions for selection of cement type are required. The project structural engineer should review this data to determine if remedial measures are necessary for the concrete reinforcing steel.

INFILTRATION TESTING AND STORMWATER MANAGEMENT
We evaluated the feasibility for infiltration throughout surrounding parking areas by performing a total of four borehole infiltration tests. Infiltration may be controlled primarily by factors such as the type and porosity of the surface filtering media, maintenance of these media, surface slope, surface vegetation, and intensity, duration, and type of precipitation. Surface drainage and maintenance will typically determine the site’s infiltration rate and the amount of water that will infiltrate for any given storm.

Based on visual soil classification and laboratory testing of the soil samples collected during our field explorations, the upper approximately 1 to 2 feet of the subsurface soils consist predominantly sandy lean clays and silts with variable amounts of sand underlain by sandy silts and silty sands to 5 feet bgs. Table 5 summarizes the unfactored short-term in-situ percolation rates for each test location.

TABLE 5

UNFACTORED SHORT-TERM PERCOLATION RATES
Infiltration Test
Location
Tested Depth from
Ground Surface (ft)
Short-Term
Percolation Rate (in/hr) Soil Description
INF-1 3-5 0.36 Sandy Silt (ML)
INF-2 3-5 1.38 Silty Sand (SM)
INF-3 3-5 0.75 Silty Sand (SM)
INF-4 3-5 1.05 Silty Sand (SM)
Note: Short-term percolation rate includes a reduction factor using the “Porchet Method” to adjust for non-vertical percolation through the sides of the borehole.

The short-term percolation rates provided in Table 5 have been reduced to account for non-vertical percolation through the sides of the borehole, but do not include any safety factors for long-term performance. While Fresno County does not provide specific guidance on a factor of safety, we recommend using a factor of safety of at least 3 due to the variability in test results and to account for long-term performance. The civil engineer should determine the applicability 20212905.001A/SJO21R125978 Page 27 of 43 May 20, 2021
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of the factor of safety and may apply a higher factor of safety depending on the performance objectives. The long-term infiltration rate was estimated by dividing the short-term percolation rates shown in Table 4 and are presented in Table 6.

TABLE 6

LONG-TERM INFILTRATION RATES
Infiltration Test
Location
Short-Term
Percolation Rate
(in/hr)
Minimum
Recommended
Factor of Safety
Long-Term Infiltration
Rate (in/hr)
INF-1 0.36 3 0.1
INF-2 1.38 3 0.5
INF-3 0.75 3 0.3
INF-4 1.05 3 0.4
Based on the results of the infiltration testing and our laboratory testing, it is our opinion that the site is suitable for infiltration BMPs, provided the following recommendations are incorporated into the design and construction. Due to the variability in infiltration rates, we recommend that a design infiltration rate of 0.3 inches per hour be used for the basin invert elevations between 3 to 5 feet bgs.

If infiltration BMPs are impractical due to existing site constraints, we recommend alternatives, such as bio-filtration/bio-retention systems (bio-swales and planter boxes), be implemented at the project site. If bio-filtration/bio-retention systems are employed, we recommend that the BMPs be built such that water exiting from them will not seep into the foundation areas or beneath slabs and pavement. If planters are located within 10 feet of the building or building foundations, or adjacent to slabs and pavements, then some means of diverting water away from the building, building foundation soils, or soils that support slabs and pavements would be required, such as lining the planters.
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CONSTRUCTION RECOMMENDATIONS

GENERAL
The following recommendations should be used by the contractor for construction of the project.

EARTHWORK
General
Site preparation and earthwork operations should be performed in accordance with applicable codes, safety regulations and other local, state, or federal specifications, and the recommendations included in this report. References to maximum dry unit weights are established in accordance with the latest version of ASTM Standard Test Method D1557 (modified Proctor). The earthwork operations should be observed and tested by a representative of Kleinfelder.

Site Preparation
Abandoned utilities and other existing features within the proposed development areas (if any are encountered) should be removed and the excavation(s) backfilled with engineered fill. Debris produced by demolition operations, including wood, steel, piping, plastics, etc., should be separated and disposed of off-site. Existing utility pipelines or conduits that extend beyond the limits of the proposed construction and are to be abandoned in place, should be plugged with non-shrinking cement grout to prevent migration of soil and/or water. Demolition, disposal, and grading operations should be observed and tested by a representative of Kleinfelder.

Prior to grading and subgrade preparation, all vegetation should be cut and removed from the site. Roots and vegetative matter in excess of one inch should be removed by screening or raking.

Other than plant roots, organic matter in the topsoil is minimal based on our laboratory testing (between ½ and 1½ percent). Based on the organic content tests, stripping of topsoil is not necessary. After grubbing, the surface soils can be moisture conditioned and recompacted as structural fill.

Soils within 10 feet of the warehouse building pad should be overexcavated to a depth of at least 4 feet below existing grade or 2 feet below the bottom of the footings and floor slabs, whichever is deeper. If fill soils are encountered at the base of the overexcavation within the building pads, the overexcavation should continue until the fill is removed. It should be noted that some isolated 20212905.001A/SJO21R125978 Page 29 of 43 May 20, 2021
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areas did encounter fill deeper than 4 feet bgs. The overexcavated soils can be moisture conditioned and recompacted as structural fill.

Existing soils below the car wash facility should be overexcavated to depth of at least 2 feet below the bottom of foundations, moisture conditioned, and replaced as structural fill. The overexcavation should extend beyond the proposed improvements a horizontal distance of at least 5 feet.

Soils in pavement, sidewalk, and other flatwork areas should be overexcavated to a depth of at least 18 inches below existing grade or 12 inches below the finished subgrade elevation, whichever is deeper. The overexcavated soils can be moisture conditioned and recompacted as structural fill. The overexcavation should extend beyond the proposed improvements a horizontal distance of at least 2 feet.

Following overexcavation and prior to replacing soils, the exposed subgrade should be compacted with at least a 10-ton roller, fully-loaded tandem-axle dump truck or water truck. Areas identified as being soft or yielding may require additional compaction or overexcavation as determined by Kleinfelder.

Should grading be performed during or following extended periods of rainfall, the moisture content of the near-surface soils will be significantly above the optimum moisture content. These conditions could seriously impede grading by causing an unstable subgrade condition. Typical remedial measures include deep scarification and drying, removal and replacement with crushed rock and geotextile fabric, and/or lime treatment.

The site soils are fine-grained, moisture sensitive, and susceptible to disturbance, rutting, and pumping during construction. The contractor should plan to repair subgrade conditions that become unstable/disturbed and should develop a plan to manage subgrade trafficability across the site throughout the construction period. Features of this plan may include temporary surface haul roads, limited traffic routes, etc.

Foundation Excavations
Shallow Foundations
Following excavation to the foundation subgrade elevations, the exposed subgrade should be observed by a representative of the geotechnical engineer to evaluate the presence of satisfactory materials at design elevations. If unsatisfactory material, such as soft or disturbed soil, debris or 20212905.001A/SJO21R125978 Page 30 of 43 May 20, 2021
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otherwise unsuitable soil is present at the base of footing excavations, then unsuitable materials should be overexcavated and replaced (e.g. with structural concrete, 2-sack sand-cement slurry, structural fill) to the depth and extent determined by the geotechnical engineer.

Drilled Pile Foundations
The performance and capacities of piles can be influenced significantly by the selected construction methods and procedures used. Construction methods that create large zones of disturbance around the drilled shafts can lead to lower than expected skin friction due to excessive stress relief around the shaft length. Drilling of the pile shafts should be accomplished using conventional heavy-duty excavation equipment maintained in good condition.

The on-site soils contain sandy layers and caving of the pile shafts could occur. Temporary steel casing may be required to stabilize the sides of the pile shaft. Concrete should be placed immediately after drilling of the hole is complete. The concrete should be pumped to the bottom of the drilled shaft using a down hole tremie. If steel casing is used, the casing should be removed as the concrete is placed but the bottom of the casing should be kept at least 5 feet below the top of the concrete.

Fill Material and Compaction Criteria
All material placed below foundation elements, structural elements, slabs, parking areas and roadways should be considered structural fill. The on-site soils, minus debris, organic matter, or other deleterious materials may be used as structural fill. Rock or other soil fragments greater than 3 inches in size should not be used in the fills.

Import soils, if required, should have no particles greater than 3 inches in maximum dimension, no less than 70 percent of the particles passing the No. 4 sieve, no more than 30 percent of particles passing the No. 200 sieve, and a Plasticity Index (PI) less than 12. The contractor should provide documentation that all imported soil is free of hazardous materials, including petroleum or petroleum byproducts, chemicals, and harmful minerals. Test results with the geotechnical and analytical properties of the proposed import material should be provided to Costco for approval prior to transportation and use on site.

We recommend granular (sandy) fill soils and imported material should be compacted to at least 95 percent of the maximum dry unit weight (ASTM D1557) in accordance with the CWDRs. Clayey fill soils should be compacted to at least 92 percent of the soil’s maximum dry unit weight 20212905.001A/SJO21R125978 Page 31 of 43 May 20, 2021
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(ASTM D1557). Compacting clayey soils to at least 92 percent relative compaction will achieve the necessary strength assumed in our design recommendations.

Fill should be placed in loose horizontal lifts not more than 8 inches thick (loose measurement).

The moisture content of the fill should be maintained at -2 to +2 percent of optimum for sandy soils and above optimum for clayey soils during compaction. The moisture content of the clayey fill is considered very important, and therefore, both relative compaction and moisture content should be used to evaluate compaction acceptance. If both criteria are not within the specified tolerances, the fill should not be accepted, and the contractor should rework the material until the fill is placed within the specified tolerances.

Processing of on-site soil maybe required prior to placement as structural fill. Processing may require ripping the material, disking to break up clumps, and blending to attain uniform moisture contents necessary for compaction. Compaction of mass graded areas should be accomplished with a sheep’s foot type roller compactor to aid in moisture conditioning. Utility trench backfill should be mechanically compacted. Flooding should not be permitted. Table 7 presents structural fill placement and compaction criteria.

TABLE 7

STRUCTURAL FILL PLACEMENT AND COMPACTION CRITERIA
Fill Location/Use Material
Type
Relative Compaction1
(ASTM D698)
Moisture
Content
Range
Minimum
Compaction
Testing Frequency
Per Lift
Aggregate Base for
Pavements and
Concrete Slabs
Aggregate
Base At least 95 percent -2 to +2% of optimum 10,000 Square Feet Structural Areas
(Building Pads)
On-site Soils
or Imported
Material
At least 92 percent for
clayey soils
At least 95 percent for
sandy soils
Above
optimum
-2 to +2% of
optimum
10,000 Square Feet
Subgrade for
Pavements,
Sidewalks and
Other Flatwork
Areas
On-site Soils
or Imported
Material
At least 92 percent for
clayey soils
At least 95 percent for
sandy soils
Above
optimum
-2 to +2% of
optimum
15,000 Square Feet
Foundation and
Retaining Wall
Backfill
Imported
Material
At least 95 percent for
sandy soils
-2 to +2%
of optimum 1,000 Square Feet
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Utility Trenches
Backfill
On-site Soils
or Imported
Material
At least 92 percent for
clayey soils
At least 95 percent for
sandy soils
Above
optimum
-2 to +2% of
optimum
150 Linear Feet
Lawns or
Unimproved Areas
On-site Soils
or Imported
Material
At least 90 percent -2 to +2% of
optimum 20,000 Square Feet
Note: 1 Where two or more compaction specifications coincide, the more stringent specification should be utilized.

Excavation Characteristics
The upper soils are sandy soils. The excavations for the USTs and foundations should be excavatable with conventional heavy-duty construction equipment maintained in good condition.

However, caving of the sidewalls during excavation in sandy soils may occur depending on conditions at the time of excavation and should be anticipated by the contractor. In addition, difficult excavation may be encountered in heavily-cemented, hardpan layers located between 4 and 6 feet below grade.

A representative of Kleinfelder should be present during excavation in this area to observe the soil conditions. If soft, loose, or deleterious materials are encountered in the base of the excavation then the materials should be removed and replaced as compacted fill or otherwise remediated to provide competent bearing material under site improvements.

Temporary Excavations
All excavations must comply with applicable local, state, and federal safety regulations, including OSHA requirements. The responsibility for excavation safety and stability of temporary construction slopes lies solely with the contractor. We are providing this information below solely as a service to our client. Under no circumstances should this information provided be interpreted to mean that Kleinfelder is assuming responsibility for final engineering of excavations or shoring, construction site safety, or the contractors’ activities; such responsibility is not being implied and should not be inferred.

Minor sloughing and/or raveling of slopes should be anticipated as they dry out. Where space for sloped embankments is not available, shoring will be necessary. In addition, excavations within a 1:1 plane extending downward from a horizontal distance of 2 feet beyond the bottom outer edge of existing improvements should not be attempted without bracing and/or underpinning the footings, as discussed above. The geotechnical engineer or their field representative should 20212905.001A/SJO21R125978 Page 33 of 43 May 20, 2021
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observe the excavations so that modifications can be made to the excavations, as necessary, based on variations in the encountered soil conditions. All applicable excavation safety requirements and regulations, including OSHA requirements, should be met.

All trench excavations should be braced and shored in accordance with good construction practice and all applicable safety ordinances and codes. Stockpiled (excavated) materials should be placed no closer to the edge of an excavation than a distance equal to the depth of the excavation, but no closer than 4 feet.

Oversize Material
Oversized material (e.g. material greater than 3 inches in diameter) is not anticipated to be encountered. However, if encountered, material larger than 3 inches in diameter should be removed and disposed of off-site.

Trench Backfill
Pipe zone backfill (i.e. material beneath and in the immediate vicinity of the pipe) should consist of imported soil less than ¾-inch in maximum dimension. Trench zone backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of onsite soil or imported fill that meets the requirements for engineered fill provided above.

If imported material is used for trench zone backfill, we recommend it consist of silty sand. In general, gravel should not be used for trench zone backfill due to the potential for soil migration into the relatively large void spaces present in this type of material and for water seepage along trenches backfilled with coarse-grained sand and/or gravel.

Recommendations provided above for pipe zone backfill are minimum requirements only. More stringent material specifications may be required to fulfill local building requirements and/or bedding requirements for specific types of pipes. We recommend the project civil engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study.

Trench backfill should be placed and compacted in accordance with recommendations provided for engineered fill in Section 5.2.4. Mechanical compaction is recommended; ponding or jetting should be avoided, especially in areas supporting structural loads or beneath concrete slabs supported on grade, pavements, or other improvements.
20212905.001A/SJO21R125978 Page 34 of 43 May 20, 2021
© 2021 Kleinfelder

UNSTABLE SUBGRADE CONDITIONS
Should grading be performed during or following extended periods of rainfall, the moisture content of the near-surface soils will be significantly above the optimum moisture content. The moisture contents of the near surface soils during our field exploration were over optimum moisture content from recent rains and irrigation from agricultural use. These conditions could seriously impede grading by causing an unstable subgrade condition. Typical remedial measures include the following:
• Drying: Drying unstable subgrade involves disking or ripping wet subgrade to a depth of approximately 18 to 24 inches and allowing the exposed soil to dry. Multiple passes of the equipment (likely on a daily basis) will be needed because as the surface of the soil dries, a crust forms that reduces further evaporation. Frequent disking will help prevent the formation of a crust and will promote drying. This process could take several days to several weeks depending on the material, the depth of ripping, the number of passes, and the weather.
• Removal and Replacement with Crushed Rock and Geotextile Fabric: Unstable subgrade could be overexcavated 12 to 24 inches below existing grade and replaced with ¾- or 1-inch crushed rock underlain by geotextile fabric. The geotextile fabric should consist of a woven geotextile, such as Mirafi HP series or equivalent. The final depth of removal will depend upon the conditions observed in the field once overexcavation begins. The geotextile fabric should be placed in accordance with the manufacturer’s recommendations.
• Chemical Treatment: Unstable subgrade could be stabilized by mixing the upper 12 to 18 inches of the subgrade with Portland cement, Class C flyash or lime. For estimating purposes, an application rate of 10 to 12 percent Class C flyash, 3 to 5 percent high calcium quick lime, or 4 to 5 percent Portland cement may be used. Final application rates should be determined in the field at the time of construction in consultation with the geotechnical engineer. Chemical treatment should be performed by a specialty contractor experienced in this work. Since soil treatment uses the on-site soil, the expense of importing material can be avoided.

EXTERIOR FLATWORK
Prior to casting exterior flatwork, the existing soils should be overexcavated and subgrade soils should be moisture conditioned and recompacted as recommended in Section 5.2.2. The 20212905.001A/SJO21R125978 Page 35 of 43 May 20, 2021
© 2021 Kleinfelder
moisture content of the finished subgrade soils should be maintained around optimum prior to the placement of any flatwork or structural fill. Careful control of the water/cement ratio should be performed to avoid shrinkage cracking due to excess water or poor concrete finishing or curing.

TEMPORARY SHORING
General
Temporary shoring may be required in the proposed UST area where the excavation cannot be adequately sloped. Temporary shoring may consist of a turn-key shoring system, soldier piles and lagging, or other system. General recommendations for design of temporary shoring are presented below.

The shoring design must be provided by a civil engineer registered in the State of California and experienced in the design and construction of shoring under similar conditions. Once the final excavation and shoring plans are complete, the plans and design should be reviewed by Kleinfelder for conformance with the design intent and geotechnical recommendations provided herein.

Lateral Pressures
For the design of cantilevered shoring, an equivalent fluid pressure of 40 pounds per cubic foot (pcf) may be used for level backfill. Where the surface of the retained earth slopes up away from the shoring, a greater pressure should be used. Design data can be developed for additional cases when the design conditions are established.

In addition to the recommended earth pressure, any surcharge (live, including traffic, or dead load) located within a 1H:1V plane drawn upward from the base of the shored excavation should be added to the lateral earth pressures. The lateral contribution of a uniform surcharge load located immediately behind the wall may be calculated by multiplying the surcharge by 0.33 for the level backfill condition. Lateral load contributions of surcharges located at a distance behind the shored wall may be provided once the load configurations and layouts are known. As a minimum, a 2-foot equivalent soil surcharge (250 psf) is recommended to account for traffic or nominal construction loads. It should be noted that the above pressures do not include hydrostatic pressure and assume groundwater will not be encountered in the excavation. 20212905.001A/SJO21R125978 Page 36 of 43 May 20, 2021
© 2021 Kleinfelder
Design of Soldier Piles
All soldier piles should extend to a sufficient depth below the excavation bottom to provide the required lateral resistance. We recommend the required embedment depths be calculated based on the principles of force and moment equilibrium. For this method, the allowable passive pressure against soldier piles that extend below the level of excavation may be assumed to be equivalent to a fluid pressure of 300 pcf. The maximum lateral resistance value should not exceed 3,000 psf. To account for arching, the passive resistance may be assumed to act over a width

2.4 times the width of the embedded portion of the pile, provided adjacent piles are spaced at least 2.5 pile diameters, center-to-center.

Drilling of the soldier pile shafts could be accomplished using heavy-duty drilling equipment. The on-site soils are sandy, and caving of the pile shafts could occur. In addition, difficult drilling may be encountered in heavily-cemented, hardpan layers. Temporary steel casing may be required to stabilize the sides of the pile shaft. Concrete for piles should be placed immediately after the drilling of the hole is complete. The concrete should be pumped to the bottom of the drilled shaft using a tremie. Once concrete pumping is initiated, a minimum head of 5 feet of concrete above the bottom of the tremie should be established and maintained throughout the concrete placement to prevent contamination of the concrete by soil inclusions. If steel casing is used, the casing should be removed as the concrete is placed.

To develop full lateral resistance, provisions should be taken to assure firm contact between the soldier piles and undisturbed materials. The concrete placed in the soldier pile excavations may be a lean-mix concrete. However, the concrete used in that portion of the soldier pile that is below the planned excavated level should provide sufficient strength to adequately transfer the imposed loads to the surrounding materials.

Lagging
Continuous treated timber lagging should be used between the soldier piles. The lagging should be installed as the excavation proceeds. If treated timber is used, the lagging may remain in place after backfilling. The lagging should be designed for the recommended earth pressure but limited to a maximum value of 400 psf.

Some caving and running of the upper soils should be anticipated. To reduce the potential for loss of ground and settlement of the soil behind the wall, the contractor should backfill any space between the lagging and the cut slope with clean sand or sand-cement slurry after installation. 20212905.001A/SJO21R125978 Page 37 of 43 May 20, 2021
© 2021 Kleinfelder
Deflection
Shoring adjacent to existing structures or improvements should be designed and constructed to reduce potential movement. The shoring system designer should evaluate potential deflections in their design.

Monitoring
Some deflection of the shored excavation should be anticipated during the planned excavation.

We recommend the project civil engineer perform a survey of all existing utilities and structures adjacent to the shored excavation. The purpose of this survey would be to evaluate the ability of existing utility lines or improvements to withstand horizontal movements associated with a shored excavation and to establish the baseline condition in case of unfounded claims of damage. If existing improvements are not capable of withstanding anticipated lateral movements, alternative shoring systems may be required.

Horizontal and vertical movements of the shoring system should be monitored by a licensed surveyor. The construction monitoring and performance of the shoring system are ultimately the contractor’s responsibility. However, at a minimum, we recommend that the top of shoring be surveyed prior to excavation and that the top and bottom of the soldier beams be surveyed on a weekly basis until the shoring is not needed. Surveying should consist of measuring movements in vertical and two perpendicular horizontal directions.

PAVEMENTS
HMA Design
Hot Mix Asphalt (HMA) should conform to requirements of the Costco Wholesale Specification Section 321216, Asphalt Paving. Section 1.3.C of the HMA specification requires that the HMA section be placed in at least two lifts. The HMA specification allows the use of ½- or ¾-inch Nominal Maximum Aggregate Size (NMAS) mixes for the base course and ⅜- or ½-inch NMAS mixes for surface course. Maximum and minimum HMA compacted lift thicknesses are provided in Table 3.1 in Section 3.3.B of the HMA specification. 20212905.001A/SJO21R125978 Page 38 of 43 May 20, 2021
© 2021 Kleinfelder
Construction Considerations
The pavement sections provided above are contingent on the following recommendations being implemented during construction.
• Pavement subgrade should be prepared as recommended in Section 5.2.2. • Subgrade soils should be in a stable, non-pumping condition at the time the aggregate base materials are placed and compacted.
• Aggregate base materials should be compacted to at least 95 percent relative compaction (ASTM D1557).
• Asphalt paving materials and placement methods should meet current Costco Wholesale Specifications Section 321216.
• Adequate drainage (both surface and subsurface) should be provided such that the subgrade soils and aggregate base materials are not allowed to become wet.

Note that pavement materials and construction must be completed in strict accordance with the Costco’s specifications that contain very specific pavement material (asphalt, aggregate and concrete) criteria and construction practices to be used (compaction and material sampling). The general contractor and pavement construction subcontractor should be aware that asphalt and concrete mix designs must be submitted to the design architect and Kleinfelder at least 45 days prior to the scheduled production and laydown for review and approval. 20212905.001A/SJO21R125978 Page 39 of 43 May 20, 2021
© 2021 Kleinfelder

ADDITIONAL SERVICES

PLANS AND SPECIFICATIONS REVIEW
We recommend Kleinfelder perform a review of geotechnical related portions of the project plans and specifications before they are finalized to see that geotechnical recommendations have been properly interpreted and implemented during design. If we are not accorded the privilege of performing this review, we can assume no responsibility for misinterpretation of our recommendations.

CONSTRUCTION OBSERVATION AND TESTING
The construction process is an integral design component with respect to the geotechnical aspects of a project. Because geotechnical engineering is an inexact science due to the variability of natural processes, and because we sample only a limited portion of the soils affecting the performance of the proposed structure, unanticipated or changed conditions can be encountered during grading. Proper geotechnical observation and testing during construction are imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process. Therefore, we recommend that Kleinfelder be retained during the construction of the proposed improvements to observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing this study.

Our services are typically needed at the following stages of grading:
• After demolition and grubbing;
• During grading;
• During the installation of temporary construction shoring; • After the overexcavation, but prior to subgrade preparation; • During utility trench backfill;
• During fill placement of wall backfill;
• During base placement and site paving; and
• After excavation for foundations.
20212905.001A/SJO21R125978 Page 40 of 43 May 20, 2021
© 2021 Kleinfelder

LIMITATIONS
This geotechnical study has been prepared for the exclusive use of Costco Wholesale and their agents for specific application to the proposed Costco Wholesale (CW# 20-0569) located at the northeast corner of West Herndon Avenue and North Riverside Drive in Fresno, California. The findings, conclusions and recommendations presented in this report were prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, express or implied, is made.

The scope of services was limited to a background data review and the field exploration described in Section 1.2. It should be recognized that definition and evaluation of subsurface conditions are difficult. Judgments leading to conclusions and recommendations are generally made with incomplete knowledge of the subsurface conditions present due to the limitations of data from field studies. The conclusions of this assessment are based on our field exploration and laboratory testing programs, and engineering analyses.

Kleinfelder offers various levels of investigative and engineering services to suit the varying needs of different clients. Although risk can never be eliminated, more detailed and extensive studies yield more information, which may help understand and manage the level of risk. Since detailed study and analysis involves greater expense, our clients participate in determining levels of service, which provide information for their purposes at acceptable levels of risk. The client and key members of the design team should discuss the issues covered in this report with Kleinfelder, so that the issues are understood and applied in a manner consistent with the owner’s budget, tolerance of risk and expectations for future performance and maintenance.

Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that soil or groundwater conditions could vary between or beyond the points explored. If soil or groundwater conditions are encountered during construction that differ from those described herein, the client is responsible for ensuring that Kleinfelder is notified immediately so that we may reevaluate the recommendations of this report. If the scope of the proposed construction, including the estimated Traffic Index or locations of the improvements, changes from that described in this report, the conclusions and recommendations contained in this report are not considered valid until the changes are reviewed, and the conclusions of this report are modified or approved in writing, by Kleinfelder.
20212905.001A/SJO21R125978 Page 41 of 43 May 20, 2021
© 2021 Kleinfelder
The scope of services for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site.

Kleinfelder cannot be responsible for interpretation by others of this report or the conditions encountered in the field. Kleinfelder must be retained so that all geotechnical aspects of construction will be monitored on a full-time basis by a representative from Kleinfelder, including site preparation, preparation of foundations, and placement of engineered fill and trench backfill. These services provide Kleinfelder the opportunity to observe the actual soil and groundwater conditions encountered during construction and to evaluate the applicability of the recommendations presented in this report to the site conditions. If Kleinfelder is not retained to provide these services, we will cease to be the engineer of record for this project and will assume no responsibility for any potential claim during or after construction on this project. If changed site conditions affect the recommendations presented herein, Kleinfelder must also be retained to perform a supplemental evaluation and to issue a revision to our original report.

This report, and any future addenda or reports regarding this site, may be made available to bidders to supply them with only the data contained in the report regarding subsurface conditions and laboratory test results at the point and time noted. Bidders may not rely on interpretations, opinion, recommendations, or conclusions contained in the report. Because of the limited nature of any subsurface study, the contractor may encounter conditions during construction which differ from those presented in this report. In such event, the contractor should promptly notify the owner so that Kleinfelder’s geotechnical engineer can be contacted to confirm those conditions. We recommend the contractor describe the nature and extent of the differing conditions in writing and that the construction contract include provisions for dealing with differing conditions. Contingency funds should be reserved for potential problems during earthwork and foundation construction.

This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land use, site conditions (both on site and off site) or other factors may change over time, and additional work may be required with the passage of time. Any party, other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of this report and the nature of the new project, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and the client agrees to defend, indemnify, and hold harmless Kleinfelder from any claims or liability associated with such unauthorized use or non-compliance. 20212905.001A/SJO21R125978 Page 42 of 43 May 20, 2021
© 2021 Kleinfelder

REFERENCES
American Concrete Institute (ACI), 2014. Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI318-14R).

American Society of Civil Engineers (ASCE), 2019. Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16).

California Department of Water Resources (DWR), Site Code WSE 3688408N1199053W001 https://sgma.water.ca.gov/webgis/
California Department of Conservation, Division of Oil, Gas and Geothermal Resources (DOGGR), 2021. Interactive oil well location map, available at website:
http://maps.conservation.ca.gov/doggr/index.html.

California State Water Resources Control Board, Geo Tracker data management system, accessed via web March 2021 https://geotracker.waterboards.ca.gov/ California Geological Survey (CGS), 2018. Earthquake Zones of Required Investigation, Fresno Quadrangle
California Geologic Survey (CGS) (Hart and Bryant, 2007), Alquist-Priolo Earthquake Fault Zone, Fresno quadrangle
California Geological Survey (CGS; formerly the California Division of Mines and Geology) (Matthews and Burnett, 1965))
Costco, 2020. Costco Wholesale Development Requirements, Version 2020, dated December 18, 2020.

Federal Emergency Management Agency (FEMA), 2009, FIRM, Flood Insurance Rate Map, San Joaquin County, California and incorporated areas, Map number 06019C1535H, effective dated February 18, 2009.

International Code Council, Inc., 2019 California Building Code (CBC) Jennings, C.W. and Bryant, W.A. (2010). Fault Activity Map of California: California Geological Survey.
20212905.001A/SJO21R125978 Page 43 of 43 May 20, 2021
© 2021 Kleinfelder
Kimley Horn, 2021. Preliminary Overall Grading Plans, Costco Fresno, CW# 20-0569, dated April 1, 2021
National Association of Corrosion Engineers (NACE), 2006. “Corrosion Basics, An Introduction, 2nd Edition” National Association of Corrosion Engineers.

OSHPD, 2021, Seismic Design Maps website, accessed via web March 2021 https://seismicmaps.org/.

Portland Cement Association (PCA), 1984, Thickness Design for Concrete Highway and Street Pavements, Skokie, Illinois: Portland Cement Association.

Portland Cement Association, 1988. Design and Control of Concrete Mixtures, Portland Cement Association, Skokie, Illinois.

The Natural Resources Conservation Survey (NRCS, formerly Soil Conservation Service) https://www.nrcs.usda.gov/
United States Geologic Survey, 2015, 7½ Minute Series Topographic Map, Midway Quadrangle, California, scale 1:24000.

Figures
© OpenStreetMap (and) contributors, CC-BY-SA
Copyright:(c) 2018 Garmin
£
0 1,000 2,000 4,000
Feet

SITE VICINITY MAP

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 20212905
DD
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

PROJECT NO.

DRAWN:

DRAWN BY:

CHECKED BY:

FIGURE
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DeLorme World Base, ESRI
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The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

N CAD FILE: W:\2021\20212905.001A - Costco Fresno New Warehouse\20212905.dwg LAYOUT: F2 PLOTTED: 4/29/2021 9:51 AM BY: jeff sala

DRAWN BY
DATE:

PROJECT NO.

CHECKED BY
REVISED:

FIGURE EXPLORATION LOCATION MAP

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
20212905
JDS
DD
04/29/2021
2 REFERENCE:

BASE MAPPING CREATED FROM PLAN TITLED " PRELIMINARY
OVERALL GRADING, SHEET C1.10", DATED: 04/01/2021 AND
PREPARED BY KIMLEY HORN AND ASSOCIATES, INC.

LEGEND
BORING LOCATION (Kleinfelder, 2021 Investigation)
INFILTRATION TEST LOCATION (Kleinfelder, 2021
Investigation)
TEST PIT LOCATION (Kleinfelder, 2021 Investigation)
0 SCALE IN FEET
200 400
SCALE: 1" = 200'

PROPERTY BOUNDARY
Appendix A
20212905.001A/SJO21R125978 A-1 of 2 May 20, 2021
© 2021 Kleinfelder

APPENDIX A

FIELD EXPLORATIONS

GENERAL
Subsurface conditions at the site were explored by drilling 38 borings and excavating 18 test pits.

A total of 21 borings and 6 test pits were drilled/excavated in the building area; 13 borings and 5 test pits were drilled/excavated in the parking and drive areas; 4 borings and 1 test pit were drilled/excavated in the fuel facility; 2 test pits were excavated within the car wash facility; and finally 2 test pits were excavated within the outparcels adjacent to the Costco parking lot.

The borings were drilled using truck-mounted, hollow-stem-auger drilling equipment to depths of approximately 21½ and 51½ below the existing ground surface (bgs) in the warehouse building area; approximately 11½ feet bgs in the parking and drive areas; and approximately 26½ feet bgs in the fuel facility area. The test pits were excavated to depths of about 10 feet bgs or practical refusal with a rubber tired backhoe. The approximate locations of the borings and test pits are presented on Figure 2, Exploration Location Map.

Prior to commencement of the fieldwork, Underground Service Alert (USA) was notified and various geophysical techniques were used at the boring locations to identify potential conflicts with subsurface structures. In addition, Kleinfelder also employed a private utility location company (1st Call Utility location services) to clear all excavation areas prior to the commencement of fieldwork.

The boring and test pit logs are presented as Figures A-3 through A-62. An explanation to the log is presented as Figures A-1 through A-2. The Boring/Test Pit Log describes the earth materials encountered, samples obtained and show field and laboratory tests performed. The log also shows the location, boring/test pit number, drilling/excavation date and the name of the drilling/excavation subcontractor. The borings and test pits were logged by a Kleinfelder engineer using the Unified Soil Classification System. The boundaries between soil types shown on the logs are approximate because the transition between different soil layers may be gradual.

A modified-California sampler was used to obtain drive samples of the soil encountered. This sampler consists of a 2.5-inch O.D., 2-inch I.D. split barrel shaft that is pushed or driven a total of 18-inches into the soil at the bottom of the boring. The soil was retained in six-inch sleeves for laboratory testing. An additional 2 inches of soil from each drive remained in the cutting shoe and was usually discarded after visually classifying the soil. The sampler was driven using a 20212905.001A/SJO21R125978 A-2 of 2 May 20, 2021
© 2021 Kleinfelder
140-pound hammer falling 30 inches. The total number of blows required to drive the sampler the final 12 inches is termed blow count and is recorded on the Log of Boring.

Samples were also obtained using a Standard Penetration Sampler (SPT). This sampler consists of a 2-inch O.D., 1-inch I.D. split barrel shaft that is advanced into the soils at the bottom of the drill hole a total of 18 inches. The sampler was driven using a 140-pound hammer falling 30 inches. The total number of hammer blows required to drive the sampler the final 12 inches is termed the blow count (N) and is recorded on the Log of Boring. The procedures we employed in the field are generally consistent with those described in ASTM Standard Test Method D1586.

Bulk and grab samples of the near-surface soils were directly retrieved from the auger cuttings from the borings and the excavated material in the test pits.

A-1

FIGURE GRAPHICS KEY

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
The report and graphics key are an integral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report.

Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual or differ from those shown.

No warranty is provided as to the continuity of soil or rock conditions between individual sample locations.

Logs represent general soil or rock conditions observed at the point of exploration on the date indicated.

In general, Unified Soil Classification System designations presented on the logs were based on visual classification in the field and were modified where appropriate based on gradation and index property testing.

Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between 5% and 12% passing the No. 200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.

If sampler is not able to be driven at least 6 inches then 50/X indicates number of blows required to drive the identified sampler X inches with a 140 pound hammer falling 30 inches.

ABBREVIATIONS
WOH - Weight of Hammer
WOR - Weight of Rod

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE FINES

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE CLAY FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE CLAY FINES

SILTY GRAVELS, GRAVEL-SILT-SAND

MIXTURES

CLAYEY GRAVELS,

GRAVEL-SAND-CLAY-SILT MIXTURES

WELL-GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES
SW
SW-SC

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE FINES
Cu 4 and/
or 1 Cc 3 >
>

INORGANIC SILTS AND VERY FINE SANDS, SILTY OR

CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY

ORGANIC CLAYS & ORGANIC SILTS OF

MEDIUM-TO-HIGH PLASTICITY

INORGANIC CLAYS OF HIGH PLASTICITY, FAT
CLAYS

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILT

INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
_

SILTY SANDS, SAND-GRAVEL-SILT

MIXTURES

CLAYEY SANDS,

SAND-GRAVEL-CLAY MIXTURES
SW-SM

CLAYEY SANDS, SAND-SILT-CLAY

MIXTURES
CL
CL-ML
>
<
<
SANDS
WITH
5% TO
12%
FINES
SANDS
WITH >
12%
FINES

WELL-GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE FINES
Cu 4 and/
or 1 Cc 3>
CLEAN
GRAVEL
WITH
<5%
FINES

GRAVELS
WITH
5% TO
12%
FINES
OL
CH

CLAYEY GRAVELS,

GRAVEL-SAND-CLAY MIXTURES

FINE GRAINED SOILS
(Half or more of material is
smaller than
the #200 sieve)

GRAVELS
WITH >
12%
FINES
>
Cu 4 and
1 Cc 3
>_
_ BULK SAMPLE

CALIFORNIA SAMPLER
(3 in. (76.2 mm.) outer diameter)

STANDARD PENETRATION SPLIT SPOON SAMPLER
(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner diameter)
_
GM
GC
GW
GP
GW-GM
GW-GC
_ _
_

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
<

SAMPLE/SAMPLER TYPE GRAPHICS
>
<
<
>
CLEAN
SANDS
WITH
<5%
FINES
GRAVELS (More than half of coarse fraction is larger than the #4 sieve) Cu 6 and/
or 1 Cc 3
Cu 6 and/
or 1 Cc 3
>
Cu 6 and
1 Cc 3
SC-SM
Cu 4 and
1 Cc 3
< _

ORGANIC SILTS & ORGANIC SILTY CLAYS OF

LOW PLASTICITY

SILTS AND CLAYS
(Liquid Limit
less than 50)

WELL-GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES
MH
OH
ML
GC-GM
COARSE GRAINED SOILS (More than half of material is larger than the #200 sieve) UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
<
Cu 6 and
1 Cc 3
GP-GM
GP-GC
_
_ _<
>
<
<
>
SP
SP-SM
SP-SC
SM
SC
< _<
>

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE OR NO FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE OR NO FINES

SILTS AND CLAYS
(Liquid Limit
50 or greater)
SANDS (Half or more of coarse fraction is smaller than the #4 sieve) NOTE: USE MATERIAL DESCRIPTION ON THE LOG TO DEFINE A GRAPHIC THAT MAY NOT BE PROVIDED ON THIS LEGEND.

GROUND WATER GRAPHICS

OBSERVED SEEPAGE
WATER LEVEL (level after exploration completion)
WATER LEVEL (level where first observed)
WATER LEVEL (additional levels after exploration)
NOTES
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_GEO-LEG1 (GRAPHICS KEY) WITH USCS] PLOTTED: 03/11/2021 11:55 AM BY: GGomez DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
PROJECT NO.:

FIGURE

CALIFORNIA

SAMPLER
(# blows/ft)

MODIFIED CA

SAMPLER
(# blows/ft)
SPT-N60
(# blows/ft)
A-2

SOIL DESCRIPTION KEY

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
85 - 100
65 - 85
35 - 65
15 - 35
<5 0 - 15
Very Dense
Dense
Medium Dense
>50
Loose
Very Loose
FROM TERZAGHI AND PECK, 1948

DESCRIPTION
Non-Plastic NP
LL
Low < 30
Medium 30 - 50
High > 50
LL is from Casagrande, 1948. PI is from Holtz , 1959.

CONSISTENCY
<2
Moist

DESCRIPTION
Strongly

FIELD TEST
>30
Very Soft
PI
NP
Either the LL or the PI (or
both) may be used to
describe the soil plasticity.

The ranges of numbers
shown here do not imply
that the LL ranges
correlate with the PI
ranges for all soils.

DESCRIPTION
Damp but no
visible water
Boulders
Cobbles
coarse
fine
Gravel
Sand
Fines

GRAIN SIZE
>12 in. (304.8 mm.)
3 - 12 in. (76.2 - 304.8 mm.) Fist-sized to basketball-sized 3/4 -3 in. (19 - 76.2 mm.) Thumb-sized to fist-sized

0.19 - 0.75 in. (4.8 - 19 mm.) Pea-sized to thumb-sized #10 - #4 0.079 - 0.19 in. (2 - 4.9 mm.)

0.017 - 0.079 in. (0.43 - 2 mm.)
#200 - #40
coarse
fine
medium

SIEVE SIZE APPROXIMATE SIZE
>12 in. (304.8 mm.) Larger than basketball-sized
3 - 12 in. (76.2 - 304.8 mm.)
3/4 -3 in. (19 - 76.2 mm.)
#4 - 3/4 in. (#4 - 19 mm.)
Rock salt-sized to pea-sized
#40 - #10 Sugar-sized to rock salt-sized

0.0029 - 0.017 in. (0.07 - 0.43 mm.) Flour-sized to sugar-sized Passing #200 <0.0029 in. (<0.07 mm.) Flour-sized and smaller

DESCRIPTION
Secondary
Constituent is
Fine Grained
Secondary
Constituent is
Coarse Grained
SPT - N60
(# blows / ft)
Soft
Stiff
Very Stiff
Hard
2 - 4
4 - 8
8 - 15
15 - 30
Weakly
Crumbles or breaks
with handling or slight
finger pressure
Crumbles or breaks
with considerable finger
pressure

UNCONFINED

COMPRESSIVE
STRENGTH (Qu)(psf)

VISUAL / MANUAL CRITERIA
<500

0.5 PP <1
1 PP <2
2 PP <4
4 PP >8000
4000 - 8000
500 - 1000
1000 - 2000
2000 - 4000
Dry
Wet
Visible free water,
usually soil is below
water table
Thumb will penetrate more than 1 inch (25 mm). Extrudes between fingers when squeezed.

Thumb will penetrate soil about 1 inch (25 mm).

Remolded by light finger pressure.

Thumb will penetrate soil about 1/4 inch (6 mm).

Remolded by strong finger pressure.

Can be imprinted with considerable pressure from thumb.

Thumb will not indent soil but readily indented with
thumbnail.

Thumbnail will not indent soil.

DESCRIPTION
Alternating layers of varying material or color with the layer less than 1/4-in. thick, note thickness.
15 - 25
> 25

FIELD TEST
Absence of
moisture, dusty,
dry to the touch
Moderately
Will not crumble or
break with finger
pressure
Pocket Pen
(tsf)
Term
of
Use
<5%
With
Modifier
5 to <15%
15%
Trace <15%
15 to <30%
30%
AMOUNT
Fissured
Slickensided
Blocky
Lensed

CRITERIA
Stratified
Laminated
Fracture planes appear polished or glossy, sometimes striated.

Alternating layers of varying material or color with layers at least 1/4-in. thick, note thickness.

Breaks along definite planes of fracture with
little resistance to fracturing.

Cohesive soil that can be broken down into small angular lumps which resist further breakdown.

Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness.

None
Weak
Strong
No visible reaction

RELATIVE

DENSITY
(%)

APPARENT

DENSITY
Some reaction,
with bubbles
forming slowly
Violent reaction,
with bubbles
forming
immediately

DESCRIPTION FIELD TEST
PP < 0.25
Medium Stiff

0.25 PP <0.5
30 - 50
10 - 30
4 - 10
<4
>60
35 - 60
12 - 35
5 - 12
<4
>70
40 - 70
15 - 40
5 - 15
< 15
Rounded
Subrounded Particles have nearly plane sides but have well-rounded corners and edges.

Angular Particles have sharp edges and relatively plane sides with unpolished surfaces.

Subangular
Particles have smoothly curved sides and no edges.

Particles are similar to angular description but have rounded edges.

DESCRIPTION CRITERIA

PLASTICITY

MOISTURE CONTENT

CONSISTENCY - FINE-GRAINED SOIL REACTION WITH

HYDROCHLORIC ACID

STRUCTURE

SECONDARY CONSTITUENT CEMENTATION

APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL

GRAIN SIZE

ANGULARITY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [_KLF_GEO-LEG 2 (SOIL DESC KEY)] PLOTTED: 03/11/2021 11:56 AM BY: GGomez DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
PROJECT NO.:

99.6 Lean CLAY with Sand (CL): low plasticity,
red, moist, organic material, fine sand (Plow
depth observed = 0-6 inches)
SILT (ML): low to medium plasticity, pink to
brown, moist, hard, iron oxide
Trace fine sand
Sandy SILT (ML): non-plastic, pink to brown,
moist, very stiff, iron oxide
SILT (ML): low plasticity, pink, moist, hard,
iron oxide
Poorly Graded SAND (SP): fine to
medium-grained, pink, moist, dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

28.9 12.9
BC=12
17 20
BC=11
20 19
BC=5
10 9
BC=11
14 21
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-3

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-1
PAGE:

BORING LOG KB-1
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.84017°
Longitude: -119.90781°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Warm/clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:32 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
102.2
71 Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-6 inches)
SILT (ML): low to medium plasticity, pink to
brown, white mottling, moist, very stiff, weak to
moderately cemented, iron oxide
Silty SAND (SM): fine to medium-grained,
non-plastic, pink to reddish brown, moist,
dense
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, yellowish brown, moist,
medium dense
Fine to coarse grained sand
SILT (ML): low plasticity, light pink, moist,
stiff, weakly cemented
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 23,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

28.1 10.1

2.1 10.9
BC=10
12 9
BC=15
20 20
BC=4
4 6
BC=7
11 21
PP=4.5
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-4

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-2
PAGE:

BORING LOG KB-2
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.84002°
Longitude: -119.99090°
Approximate Ground Surface Elevation (ft.): 294.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Warm/clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
260
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:32 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type

15.6 99.2
104.2
Lean CLAY with Sand (CL): low to medium
plasticity, red, (Plow depth observed = 0-6
inches)
Clayey SAND (SC): fine to medium-grained,
non-plastic to low plasticity, red, moist,
moderately cemented
Clayey SAND with Silt (SC): very dense,
strongly cemented
SILT with Sand (ML): non-plastic, pink to
reddish yellow, moist, hard
Poorly Graded SAND with Silt (SP-SM): fine
to coarse-grained, yellowish brown, moist,
dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 23,
2021.

NR
6"
6"
6"
6"
6"
6"
6"
6"

6.6 10.7

3.8 BC=25
30 50/3"
BC=2
15 17
BC=12
17 19
PP=4.5
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-5

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-3
PAGE:

BORING LOG KB-3
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83934°
Longitude: -119.90809°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:32 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type

98.2 3.8
Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist, fine to
medium sand, (Plow depth observed = 0-5
inches)
Clayey SAND (SC): fine to medium-grained,
low plasticity, red, moist, hard pan layer at

2.75 feet
Silty SAND (SM): fine to medium-grained,
non-plastic, pinkish brown, moist, dense
Poorly Graded SAND (SP): reddish brown,
moist, medium dense
Loose
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 23,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"

8.4 5.6

10.0 2.6
BC=14
18 18
BC=12
12 15
BC=3
4 5
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-6

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-4
PAGE:

BORING LOG KB-4
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83929°
Longitude: -119.90932°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Warm/clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:32 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
110.0
106.8

98.1 101.3
114.3
Clayey SAND (SC): non-plastic, pale brown,
moist, fine sand, (Plow depth observed = 0-6
inches)
Lean CLAY with Sand (CL)
Clayey SILT (CL-ML): low to medium
plasticity, brown, moist, hard, moderately
cemented
Low plasticity
Silty SAND (SM): non-plastic, pink, moist,
dense, fine to medium grained sand, iron
oxide
4" Layer of (CL-ML) at 11 feet
Sandy SILT (ML): non-plastic, brown, moist,
hard, fine sand
SILT with Sand (ML): non-plastic, pale
brown, moist, very stiff, fine sand
SILT (ML): non-plastic, pink to brown, moist,
hard
Low to medium plasticity
Medium plasticity, very stiff
Non plasticity, hard
The boring was terminated at approximately

26.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

21.0 15.0

11.1 11.3

10.0 6.3

10.4 BC=16
16 20
BC=27
43 45
BC=8
18 24
BC=11
16 18
BC=15
30 27
BC=10
11 15
BC=12
16 17
BC=15
30 50/6"
BC=8
8 14
BC=23
32 49
BC=0
Hand Auger down to 2.5 feet
Hand layer from 2.5 to 3 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-7

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-5
PAGE:

BORING LOG KB-5
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.84022°
Longitude: -119.90800°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
S10
S11
S12
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:33 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
111.8
108.5

98.9 Lean CLAY with Sand (CL): low to medium
plasticity, red, moist, fine to medium sand,
(Plow depth observed = 0-7 inches)
Silty CLAY (CL-ML): low to medium
plasticity, brown, moist, hard, weakly
cemented
Silty CLAY with Sand (CL-ML): low plasticity,
brown, moist, hard, weak to moderately
cemented, fine to medium sand
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, yellowish brown, moist,
very dense
SILT with Sand (ML): fine-grained,
non-plastic, pale brown to reddish yellow,
moist, very stiff
Poorly Graded SAND (SP): fine to
coarse-grained, pink, moist, medium dense
SILT with Sand (ML): non-plastic, brown,
moist, hard, weakly cemented
Low plasticity
Moderately cementation, medium plasticity
Pink to brown
Increase in sand content
Brown to yellowish brown, fine sand, low
plasticity
Poorly Graded SAND (SP): pink to brown,
moist, medium dense, fine sand
The boring was terminated at approximately

26.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
NR
NR
NR
NR

10.4 31.8

5.0 6.2

8.7 BC=30
31 35
BC=25
30 35
BC=7
9 12
BC=7
9 12
BC=10
31 30
BC=20
20 21
BC=13
21 29
BC=25
30 32
BC=2
5 8
BC=4
8 10
NP
Hand Auger down to 1.25 feet
Hand layer from 1.25 to 2.5 feet
Switched to Hollow Stem Auger
NP
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-8

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-6
PAGE:

BORING LOG KB-6
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.84004°
Longitude: -119.90816°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
S10
S11
S12
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:33 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
109.3
120.2
Lean CLAY with Sand (CL): low to medium
plasticity, red, moist, fine sand, (Plow depth
observed = 0-8 inches)
SILT (ML): low plasticity, brown, moist, hard,
moderately to strongly cemented
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, non-plastic, yellowish
brown, moist, dense
Sandy SILT (ML): non-plastic, pale brown,
moist, very stiff, fine to medium sand
Poorly Graded SAND with Silt (SP-SM):
reddish yellow, moist, medium dense, fine
sand
SILT (ML): non-plastic, pink to brown, moist,
hard
SILT with Sand (ML): non-plastic, pale
brown, moist, very stiff
Silty CLAY (CL-ML): low to medium
plasticity, brown, moist, hard, trace fine sand
SILT with Sand (ML): non-plastic, pink to
brown, moist, stiff
Poorly Graded SAND with Silt (SP-SM): brown pale, moist, medium dense, fine sand The boring was terminated at approximately

26.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

10.5 27.5

10.7 11.7
BC=38
48 50/3"
BC=21
20 25
BC=11
11 12
BC=7
9 8
BC=13
14 41
BC=7
9 21
BC=25
25 41
BC=7
6 7
BC=5
7 8
BC=9
10 11
NP
Hand Auger down to 1.5 feet
Hand layer from 1.5 to 3.25 feet
Switched to Hollow Stem Auger NP
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-9

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-7
PAGE:

BORING LOG KB-7
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.84000°
Longitude: -119.90836°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
s7
S8
S9
S10
S11
S12
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:33 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
101.1
108.5
102.8
73 82
Lean CLAY with Sand (CL): low to medium
plasticity, red, moist, fine sand, (Plow depth
observed = 0-12 inches)
Sandy SILT (ML): non-plastic, brown to
yellish brown, moist, hard, moderately to
strongly cemented, fine sand
SILT (ML): low plasticity, brown, moist, very
stiff, weakly cemented
Silty SAND (SM): fine to medium-grained,
non-plastic, pink to brown, moist, medium
dense
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, reddish yellow, moist,
dense
SILT with Sand (ML): low to medium
plasticity, reddish yellow, moist, medium stiff
SILT (ML): non-plastic, pinkish brown, moist,
hard
Trace fine sand, yellowish brown, very stiff
SILT with Sand (ML): non-plastic, pale
brown, moist, stiff, fine sand
SILT (ML): low to medium plasticity, pale
brown, moist, hard, iron oxide
The boring was terminated at approximately

26.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

11.9 6.2

9.0 BC=31
48 50/2"
BC=13
16 12
BC=8
10 14
BC=9
15 24
BC=2
4 9
BC=6
12 20
BC=12
12 13
BC=8
9 16
BC=3
4 6
BC=8
16 25
Hand Auger down to 1.5 feet
Hand layer from 1.5 to 3.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-10

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-8
PAGE:

BORING LOG KB-8
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83988°
Longitude: -119.90844°
Approximate Ground Surface Elevation (ft.): 294.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
260
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
S10
S11
S12
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:34 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
100.8
100.8
112.0

3.1 Lean CLAY with Sand (CL): medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-12 inches)
Sandy Lean CLAY (CL): red, fine to medium
grained sand
Silty CLAY with Sand (CL-ML): low plasticity,
brown, moist, hard, weakly cemented, fine
sand
Decrease in sand content
SILT with Clay (ML): non-plastic, reddish
brown to light brownish gray, moist, hard
Poorly Graded SAND with Silt and Clay
(SP-SM): non-plastic, yellowish brown,
moist, medium dense, fine to medium sand
Silty SAND (SM): non-plastic, pink, moist,
medium dense, fine sand
SILT with Sand (ML): non-plastic, pink,
moist, hard, fine sand
Poorly Graded SAND with Clay (SP-SC): non-plastic, olive brown, moist, dense, fine to medium sand
Poorly Graded SAND (SP): fine to
medium-grained, brown, moist, medium
dense
Fine to coarse grained
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

9.5 11.1

11.9 11.2

11.1 6.9

2.6 BC=7
12 50/2"
BC=20
25 24
BC=3
7 9
BC=9
13 18
BC=12
16 21
BC=7
8 10
BC=5
5 7
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
1 of 2

FIELD EXPLORATION
FIGURE
A-11

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-9
PAGE:

BORING LOG KB-9
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83877°
Longitude: -119.90798°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/25/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
S10
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:34 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
47 Poorly Graded SAND (SP): fine to
medium-grained, brown, moist, medium
dense
Silty CLAY with Sand (CL-ML): low to
medium plasticity, pink to brown, moist, very
stiff, weakly cemented, fine sand
SILT with Sand (ML): non-plastic, pale
brown, moist, hard, fine sand
Sandy Lean CLAY (CL): medium plasticity,
light reddish brown, moist, very stiff, weakly
cemented, fine sand
The boring was terminated at approximately

51.5 ft. below ground surface. The boring was
backfilled with neat cement on February 25,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
BC=6
7 9
BC=6
13 16
BC=14
43 50/2"
BC=9
9 12
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
2 of 2

FIELD EXPLORATION
FIGURE
A-11

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-9
PAGE:

BORING LOG KB-9
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83877°
Longitude: -119.90798°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/25/2021
Depth (feet)
40 45
50 55
60 65
ApproximateElevation (feet)
260
255
250
245
240
235
230
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S11
S12
S13
S14
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:34 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
102.2

97.1 Sandy Lean CLAY (CL): low to medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-12 inches)
Lean CLAY with Sand (CL): low to medium
plasticity, brown, moist, fine sand
Silty CLAY (CL-ML): medium plasticity,
yellowish brown, moist, hard
Poorly Graded SAND (SP): fine to
coarse-grained, reddish yellow, moist,
medium dense
Pink to reddish yellow
Silty CLAY (CL-ML): medium plasticity, pink
to brown, moist, hard
Lean CLAY with Sand (CL): medium
plasticity, dark pink, moist, very stiff
Poorly Graded SAND (SP): fine to
coarse-grained, pink, moist, dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

11.3 1.4

1.1 18.3
BC=17
23 28
BC=7
8 9
BC=4
5 7
BC=7
16 19
BC=8
14 21
26 Hand Auger down to 2 feet
Switched to Hollow Stem Auger
5 Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-12

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-10
PAGE:

BORING LOG KB-10
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83875°
Longitude: -119.90853°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:34 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type

16.5 100.6
100.5

99.4 106.1
Lean CLAY with Sand (CL): low plasticity,
red, moist, fine sand, (Plow depth observed =
0-6 inches)
Moderately cemented
SILT (ML): non-plastic, black to brown,
moist, medium stiff, weakly cemented
Stiff
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, non-plastic, yellowish
brown, moist, dense
SILT with Sand (ML): fine-grained,
non-plastic, pink to brown, moist, hard
Poorly Graded SAND (SP): fine to
medium-grained, pink to brown, moist, dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

9.7 11.0

10.9 5.7

9.1 BC=3
6 7
BC=6
6 13
BC=12
14 21
BC=10
20 24
BC=7
14 20
Hand Auger down to 2.75 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-13

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-11
PAGE:

BORING LOG KB-11
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83871°
Longitude: -119.90914°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:35 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
107.1

94.0 Lean CLAY with Sand (CL): fine to
medium-grained, low to medium plasticity,
reddish brown, moist, (Plow depth observed =
0-9 inches)
Clayey SAND (SC): low to medium plasticity,
reddish yellow, white mottle, moist, very stiff,
strongly cemented
Poorly Graded SAND with Clay (SP-SC): fine
to medium-grained, non-plastic, reddish
yellow to pink, moist, very dense, moderately
cemented
SILT with Sand (ML): non-plastic, pink,
moist, very stiff, fine sand
SILT (ML): low to medium plasticity, pink,
moist, stiff, weakly cemented
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

9.0 4.7

9.5 21.5
BC=8
11 18
BC=11
30 40
BC=3
12 13
BC=4
6 8
Hand Auger down to 0.75 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-14

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-12
PAGE:

BORING LOG KB-12
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83875°
Longitude: -119.91006°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Cool/Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
5A
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:35 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
105.6
Lean CLAY with Sand (CL): fine to
medium-grained, low to medium plasticity,
reddish brown, moist, (Plow depth observed =
0-9 inches)
Poorly Graded SAND with Clay (SP-SC): fine
to medium-grained, low plasticity, reddish
brown, moist, moderately cemented
SILT (ML): pink, moist, very stiff, moderately
to strongly cemented
Trace fine sand, non plastic
SILT with Sand (ML): pink to reddish brown,
moist, very stiff
Poorly Graded SAND (SP): fine to
coarse-grained, reddish yellow & pink, moist,
dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
3"
6"
6"
6"
6"
6"

3.9 6.2

17.1 BC=9
10 18
BC=6
9 10
BC=13
18 23
Hand Auger down to 1.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-15

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-13
PAGE:

BORING LOG KB-13
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83844°
Longitude: -119.91035°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny & cool Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:35 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
Lean CLAY with Sand (CL): fine to
medium-grained, low to medium plasticity,
reddish brown, moist, (Plow depth observed =
0-12 inches)
Sandy Lean CLAY (CL): low to medium
plasticity, reddish brown, moist, fine to
medium sand
SILT with Sand (ML): low plasticity, pink with
iron oxyde, moist, hard, weak to moderately
cemented
Silty SAND (SM): fine-grained, pink, moist,
medium dense
Very dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
NR

8.9 5.0
BC=17
21 34
PP=3.5
BC=6
7 8
BC=25
50/5"
Hand Auger down to 2.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-16

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-14
PAGE:

BORING LOG KB-14
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83843°
Longitude: -119.90938°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Warm/Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:35 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/5/2021
CHECKED BY: DD Sample Type
104.4

94.5 109.1
Lean CLAY with Sand (CL): low to medium
plasticity, red, moist, (Plow depth observed =
0-6 inches)
SILT with Sand (ML): light yellowish brown,
low to moderate, moist, stiff, fine sand
SILT (ML): low plasticity, yellowish brown,
white mottling, moist, stiff
Moderately to strongly cementation, hard
Poorly Graded SAND (SP): fine to
coarse-grained, yellowish brown, moist,
medium dense
Clayey SILT with Sand (CL-ML): low to
medium plasticity, yellowish brown, moist,
stiff, fine to coarse sand
Poorly Graded SAND with Sand (SP): fine to
coarse-grained, pink, moist, medium dense
Lean CLAY with Sand (CL): medium
plasticity, yellowish brown, moist, very stiff
Poorly Graded SAND (SP): fine to
medium-grained, reddish yellow, moist,
medium dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 25,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
NR
NR
6"
6"
6"
6"
6"
6"
6"

9.5 13.9

13.2 16.0

2.2 BC=5
5 5
BC=6
15 16
BC=5
7 9
BC=5
5 6
BC=8
9 17
BC=7
7 9
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-17

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-15
PAGE:

BORING LOG KB-15
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83838°
Longitude: -119.90912°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/25/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:35 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type

11.2 118.1
106.2
Lean CLAY with Sand (CL): low plasticity,
reddish brown, moist, (Plow depth observed =
0-6 inches)
Increase in sand content
SILT (ML): low to medium plasticity,
yellowish brown, moist, hard
SILT with Sand (ML): low plasticity, yellowish
brown, moist, hard, fine to medium sand
Poorly Graded SAND (SP): fine to
coarse-grained, reddish yellow, moist,
medium dense
Fine grained, trace clay
Lean CLAY with Sand (CL): medium
plasticity, moist, stiff
Poorly Graded SAND (SP): fine to
coarse-grained, pink, moist, medium dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 23,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

8.9 18.5

10.4 BC=35
43 32
BC=6
8 5
BC=5
7 9
BC=3
5 9
BC=9
13 14
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-18

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-16
PAGE:

BORING LOG KB-16
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83846°
Longitude: -119.90884°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Not Available Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:36 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type

7.7 102.1
110.7
Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, fine sand, (Plow
depth observed = 0-12 inches)
Silty CLAY (CL-ML): low to medium
plasticity, reddish brown, moist, hard
Poorly Graded SAND with Silt and Clay
(SP-SM): fine to medium-grained,
non-plastic, reddish yellow, moist, medium
dense
Poorly Graded SAND (SP): fine to
coarse-grained, non-plastic to low plasticity,
brown, moist, medium dense, trace Silt and
Clay
Clayey SAND (SC): fine to coarse-grained,
low plasticity, olive brown, moist, medium
dense
Poorly Graded SAND (SP): fine to
coarse-grained, pale red to pink, moist,
medium dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 23,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
3"
6"
6"

10.1 9.3

21.1 6.3

3.1 BC=13
25 33
PP=>4.5
BC=7
7 9
BC=9
10 10
BC=7
8 13
BC=6
8 12
17 6
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-19

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-17
PAGE:

BORING LOG KB-17
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83846°
Longitude: -119.90885°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Not Available Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:36 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
102.3
112.8
Lean CLAY with Sand (CL): low plasticity,
red, fine to medium sand, (Plow depth
observed = 0-7 inches)
Iron present, increase in sand content
Sandy SILT (ML): reddish yellow, moist,
hard, moderately to strongly cemented, fine to
medium sand
SILT (ML): low plasticity, pink to brown,
moist, hard, moderately cemented
Silty SAND (SM): non-plastic, brownish pink,
moist, medium dense, iron oxide
Poorly Graded SAND with Silt (SP-SM):
fine-grained, non-plastic, pink, moist, medium
dense
Increase in sand size, fine to coarse grained
Silty SAND (SM): fine-grained, olive brown,
moist, medium dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 23,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

6.9 32.6

6.6 2.6
BC=18
38 37
BC=13
17 16
BC=4
6 6
BC=9
12 12
BC=5
5 5
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-20

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-18
PAGE:

BORING LOG KB-18
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83824°
Longitude: -119.90793°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Not Available Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:36 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
Sandy Lean CLAY (CL): low plasticity,
reddish brown, (Plow depth observed = 0-12
inches)
Lean CLAY with Sand (CL): medium
plasticity, red
SILT (ML): low plasticity, pink to red, moist,
hard, moderately to strongly cemented
Iron oxide
Trace fine sand, very stiff
Poorly Graded SAND (SP): fine to
medium-grained, pink, moist, medium dense
Fine to coarse grained
Yellowish brown, trace Silt, fine to medium
grained, dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
3"
6"
6"
6"
6"
6"

8.1 22.1

23.5 BC=17
15 18
BC=9
21 41
PP=>4.5
BC=9
10 16
BC=6
6 8
BC=4
7 12
BC=13
16 16
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-21

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-19
PAGE:

BORING LOG KB-19
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83822°
Longitude: -119.90842°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:36 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
103.3
103.0
101.0
Lean CLAY with Sand (CL): low to medium
plasticity, red, moist, fine to medium sand,
(Plow depth observed = 0-4 inches)
Silty CLAY with Sand (CL-ML): low plasticity,
reddish yellow, moist, very stiff, fine sand
Moderate to strongly cemented, hard, non
plastic
Poorly Graded SAND (SP): fine to
coarse-grained, pink to yellow, moist, medium
dense
Silty SAND (SM): yellowish brown, moist,
dense, fine sand
Poorly Graded SAND (SP): fine to
coarse-grained, light gray to pink, moist,
dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 25,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
4"
6"
6"
6"
6"
6"

21.0 17.5

1.7 1.1
BC=31
15 10
BC=10
25 43
BC=9
9 17
BC=6
7 9
BC=6
7 26
BC=10
16 21
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-22

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-20
PAGE:

BORING LOG KB-20
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83821°
Longitude: -119.90903°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/25/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:37 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
121.4
106.5
27 Lean CLAY with Sand (CL): fine to
medium-grained, low to medium plasticity,
reddish brown, moist, (Plow depth observed =
0-6 inches)
Clayey SAND (SC): fine to medium-grained,
low plasticity, reddish yellow, moist, medium
dense, moderately to strongly cemented
Poorly Graded SAND with Clay (SP-SC): fine
to coarse-grained, yellowish brown, moist,
medium dense, trace 1/2" gravel
Poorly Graded SAND (SP): fine to
medium-grained, reddish yellow to pink, moist,
medium dense
Increase in sand size, fine to coarse grained
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

9.9 4.3

2.3 BC=14
14 8
BC=8
10 17
BC=4
4 6
BC=4
6 9
Hand Auger down to 1.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-23

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-21
PAGE:

BORING LOG KB-21
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83803°
Longitude: -119.91001°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Cool/Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:37 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
105.6
109.3

98.3 2.9
Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-6 inches)
Red, increase in sand content, fine to medium
sand
SILT with Sand (ML): low to medium
plasticity, brown to reddish brown, moist, hard
Increase in sand content
Silty SAND (SM): fine to medium-grained,
non-plastic, pale brown, moist, medium dense
Poorly Graded SAND (SP): yellowish brown,
moist, medium dense, fine to coarse sand,
trace fine gravel
Slight decrease in sand size, fine to medium
grained
Silty SAND (SM): brown, moist, medium
dense, fine sand
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

6.3 14.9

9.8 BC=20
23 17
BC=11
11 13
BC=4
6 6
BC=5
6 9
BC=4
6 8
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-24

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-22
PAGE:

BORING LOG KB-22
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83793°
Longitude: -119.90899°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:37 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type

3.2 107.5
103.0
103.5
34 Sandy Lean CLAY (CL): low plasticity, red,
moist, fine sand, (Plow depth observed = 0-8
inches)
Silty SAND (SM): fine to medium-grained,
non-plastic, brown, moist, very dense, strongly
cemented
Poorly Graded SAND (SP): fine to
medium-grained, yellowish brown, moist,
medium dense
Sandy SILT (ML): fine-grained, non-plastic,
pale brown, moist, very stiff
Silty SAND (SM): fine to medium-grained,
pale reddish brown, moist, dense
SILT (ML): low plasticity, pink, moist, hard
Silty SAND (SM): fine to medium-grained,
yellowish brown, moist, medium dense
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
4"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

10.1 16.1

3.5 5.7

9.3 BC=33
50/2"
BC=3
3 7
BC=6
9 15
BC=10
19 28
BC=6
6 11
BC=14
30 50
Hand Auger down to 1.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-25

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-23
PAGE:

BORING LOG KB-23
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83796°
Longitude: -119.90855°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Warm Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:37 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
101.3
116.5
Sandy Lean CLAY (CL): fine to
medium-grained, low plasticity, reddish brown,
low cemented, (Plow depth observed = 0-12
inches)
Sandy SILT (ML): reddish yellow to pale red
SILT (ML): non-plastic, pink to brown, white
mottling, moist, very stiff, strongly cemented
No cementation, low plasticity, trace fine sand,
iron oxide
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, pale red, moist, loose
No silt, trace up to 3/8" subrounded to
subangular gravel, medium dense
Reddish yellow, dense
Sandy SILT (ML): olive brown, moist, hard,
fine sand
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 23,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

21.5 19.4

3.4 1.5
BC=8
12 11
BC=8
12 21
BC=4
3 4
BC=5
5 8
BC=8
15 20
BC=21
25 23
PP=4.5
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-26

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-24
PAGE:

BORING LOG KB-24
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83799°
Longitude: -119.90808°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Not Available Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:37 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
106.9
101.9
Lean CLAY with Sand (CL): low plasticity,
reddish brown, moist, fine sand, (Plow depth
observed = 0-10 inches)
Clayey SAND (SC): fine to medium-grained,
non-plastic, reddish brown, moist, very dense
Decrease in Clay, medium dense
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, reddish yellow, moist,
dense
Decrease in Silt, medium dense
Poorly Graded SAND (SP): yellowish brown
to reddish yellow, moist, medium dense, fine
sand
SILT with Sand (ML): low plasticity, pinkish
brown, moist, hard, low cemented, fine sand
Non plastic
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 23,
2021.
2"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

5.7 7.5

9.5 1.9
BC=50/2"
BC=3
20 15
13 BC=14
19 13
BC=5
7 10
BC=6
10 13
BC=12
16 25
Hand Auger down to 1.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-27

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-25
PAGE:

BORING LOG KB-25
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83771°
Longitude: -119.90790°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Not Available Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:38 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type

5.0 113.7
108.4
108.4
64 Clayey SAND (SC): fine-grained, non-plastic,
red, moist, (Plow depth observed = 0-6
inches)
Silty SAND (SM): pink to brown, moist,
dense, moderately cemented, fine sand
Sandy SILT (ML): low plasticity, yellowish
brown, moist, very stiff, weak to moderately
cemented, fine sand
Very stiff
SILT (ML): low plasticity, pink & red, moist,
very stiff
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, yellowish brown, moist,
medium dense
SILT with Sand (ML): non-plastic, pink,
moist, hard
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

23.7 9.0

9.0 BC=23
21 15
BC=8
11 17
BC=10
14 21
BC=11
17 21
BC=9
10 14
BC=11
17 27
Hand Auger down to 2.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-28

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-26
PAGE:

BORING LOG KB-26
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83773°
Longitude: -119.90833°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:38 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
103.1
102.5

8.7 Silty SAND (SM): fine to medium-grained,
low plasticity, reddish brown, moist, (Plow
depth observed = 0-12 inches)
SILT (ML): brown, moist, moderately to
strongly cemented
Poorly Graded SAND with Sand (SP-SM): non-plastic, brown, moist, medium dense, fine sand
Decrease in Silt content
Sandy SILT (ML): non-plastic, pale brown to
pink, moist, stiff, fine sand
Very stiff
Silty SAND (SM): pink to brown, moist,
medium dense, fine sand
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

12.7 8.1

5.5 BC=13
8 9
BC=5
8 10
BC=4
4 8
BC=8
10 1
BC=10
11 12
Hand Auger down to 2.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-29

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-27
PAGE:

BORING LOG KB-27
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83773°
Longitude: -119.90885°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:38 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
115.2
108.8
Lean CLAY with Sand (CL): fine to
medium-grained, low to medium plasticity,
reddish brown, moist, (Plow depth observed =
0-6 inches)
Low to medium plasticity
Poorly Graded SAND with Silt (SP-SM): fine
to coarse-grained, yellowish brown, moist,
medium dense
SILT (ML): non-plastic, yellowish brown,
moist, stiff, weak cemented, trace fine sand
Silty SAND (SM): fine to medium-grained,
non-plastic, pink, moist, very stiff
Poorly Graded SAND with Silt (SP-SM): fine
to medium-grained, non-plastic, reddish
yellow, moist, medium dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
3"
6"
6"
4"
6"
6"
6"
6"
6"
6"
6"
6"

5.6 11.7
BC=13
21 13
BC=4
6 6
BC=9
22 23
BC=4
6 8
Hand Auger down to 1.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-30

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-28
PAGE:

BORING LOG KB-28
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83757°
Longitude: -119.90963°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:38 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
112.2

96.2 105.1
Silty SAND (SM): low plasticity, reddish
brown, moist, fine sand, (Plow depth observed
= 0-12 inches)
Fine to medium sand, pale brown, medium
dense
Poorly Graded SAND with Silt (SP-SM): non-plastic, pink to brown, moist, medium dense, fine sand
6" Layer of SIlt, brown
Silty SAND (SM): non-plastic, pale brown,
moist, dense, fine sand
Sandy SILT (ML): non-plastic, pale brown,
moist, very stiff, fine sand
Dense
Silty CLAY (CL-ML): low to medium
plasticity, brown, moist, hard, weak to
moderately cemented, trace sand
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 26,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

6.8 4.3

9.8 BC=8
7 10
BC=6
6 5
BC=10
19 20
BC=10
14 11
BC=6
16 17
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-31

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-29
PAGE:

BORING LOG KB-29
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83745°
Longitude: -119.90896°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/26/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:39 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/8/2021
CHECKED BY: DD Sample Type
104.1

90.4 34
Lean CLAY with Sand (CL): medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-8 inches)
Clayey SAND (SC): fine to medium-grained,
low plasticity, red, moist
SILT with Sand (ML): non-plastic, pink to
reddish brown, moist, hard, fine sand
Poorly Graded SAND with Silt (SP-SM):
reddish yellow, moist, medium dense, fine
sand
Poorly Graded SAND (SP): fine to
medium-grained, pink, moist, medium dense
Silty SAND (SM): yellowish brown, dense,
fine sand, poorly graded
Medium dense
SILT (ML): low plasticity, pink to brown,
moist, hard
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
3"
6"
6"

10.9 10.8

9.0 1.1
BC=7
16 17
BC=4
4 7
BC=10
11 21
BC=7
9 10
BC=7
10 11
PP=4.5
Hand Auger down to 3.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-32

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-30
PAGE:

BORING LOG KB-30
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83753°
Longitude: -119.90850°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:39 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type

98.3 100.2
13 Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-6 inches)
Decrease in Clay content
Sandy SILT (ML): non-plastic, pink to reddish
yellow, moist, hard, moderately to strongly
cemented, fine sand
Poorly Graded SAND (SP): non-plastic,
yellowish brown, moist, loose, fine sand
Medium dense
Silty SAND (SM): reddish brown, medium
dense, fine sand
Increase in sand content
SILT (ML): low plasticity, pink, moist, very
stiff, weakly cemented
Sandy SILT (ML): non-plastic, pink to brown,
moist, hard, fine sand
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 23,
2021.
6"
6"
6"
2"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
SM

8.8 17.5

2.8 BC=15
23 24
PP=>4.5
BC=3
4 5
BC=4
8 12
BC=8
10 12
BC=12
24 50/3"
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-33

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-31
PAGE:

BORING LOG KB-31
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83751°
Longitude: -119.90805°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Not Available Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/23/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:39 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
119.6
113.3

6.2 Lean CLAY with Sand (CL): low plasticity,
red, moist, fine sand, (Plow depth observed =
0-6 inches)
Decrease in Clay content
Poorly Graded SAND with Clay (SP-SC): non-plastic, red, moist, medium dense, fine to medium sand, gravel (up to 3/8" subangular
subrounded)
Fine to coarse sand, loose
Poorly Graded SAND (SP): fine to
medium-grained, pinkish brown, moist,
medium dense
Fine to coarse grained, brown, dense
Very dense, pink
SILT (ML): low plasticity, light pink, moist,
hard, low cemented
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

8.8 6.4

4.0 2.5
BC=12
10 9
BC=4
4 6
BC=4
5 6
BC=8
16 16
BC=17
26 27
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-34

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-32
PAGE:

BORING LOG KB-32
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83728°
Longitude: -119.90788°
Approximate Ground Surface Elevation (ft.): 300.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:39 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
105.2
25 Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist, fine sand,
(Plow depth observed = 0-8 inches)
Clayey SAND (SC): fine to medium-grained,
non-plastic, red, moist, dense
Sandy SILT (ML): non-plastic, pink to brown,
moist, hard, moderately to strongly cemented,
fine sand
Stiff
Silty SAND (SM): reddish yellow, moist,
loose, fine sand
Fine to medium grained
Sandy SILT (ML): low plasticity, pink, moist,
very stiff, low cemented, fine sand
Poorly Graded SAND (SP): fine to
medium-grained, pink to brown, moist,
medium dense
Fine sand, dense
SILT (ML): low plasticity, pink, moist, hard
The boring was terminated at approximately

21.5 ft. below ground surface. The boring was
backfilled with neat cement on February 24,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

10.0 14.5

6.6 5.3
BC=24
27 24
BC=16
17 7
BC=6
6 3
BC=2
3 6
BC=7
11 13
BC=7
13 21
PP=>4.5
Hand Auger down to 1.75 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-35

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-33
PAGE:

BORING LOG KB-33
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83735°
Longitude: -119.90832°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/24/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:40 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
106.8

98.2 112.4

95.3 22
76 Sandy Lean CLAY (CL): red, moist, loose,
(Plow depth observed = 0-8 inches)
Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist
Decrease in sand content
Sandy SILT (ML): non-plastic, yellowish
brown, moist, hard, moderately to strongly
cemented, fine sand
SILT (ML): non-plastic, brownish gray, moist,
hard, weakly cemented
Moderately cemented, iron oxide
Silty SAND (SM): yellowish brown, moist,
dense, fine sand
SILT (ML): low plasticity, brownish gray,
moist, hard
Silty SAND (SM): non-plastic, pink t yellowish
brown, moist, medium dense, fine sand
Decrease in sand content, pink, very dense
SILT (ML): non-plastic, light brownish gray,
moist, hard
Silty SAND (SM): non-plastic, light gray,
moist, medium dense, fine sand
SILT with Sand (ML): light gray, moist, very
stiff, fine sand
Silty CLAY (CL-ML): medium plasticity, gray,
moist, very stiff
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

9.0 12.9

19.4 8.3

3.8 7.9
BC=32
49 50
BC=16
31 36
BC=9
16 23
BC=5
6 8
BC=17
19 50/4"
BC=10
13 19
BC=7
8 11
19 Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
5 1 of 2

FIELD EXPLORATION
FIGURE
A-36

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-34
PAGE:

BORING LOG KB-34
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83725°
Longitude: -119.90873°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/25/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
S7
S8
S9
S10
S11
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:40 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
Silty CLAY (CL-ML): medium plasticity, gray,
moist, very stiff
SILT with Sand (ML): non-plastic, brownish
gray, moist, hard, weak to moderately
cemented, fine sand
Poorly Graded SAND (SP): gray to light gray,
moist, very dense, fine sand
Silty SAND (CL-ML): medium plasticity,
yellowish brown, moist, trace fine to medium
sand
Clayey SAND with Silt (SC): fine to
medium-grained, low plasticity, yellowish
brown, moist, dense
The boring was terminated at approximately

51.5 ft. below ground surface. The boring was
backfilled with neat cement on February 25,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
BC=8
16 16
PP=3.75
BC=25
29 33
BC=12
18 18
BC=11
17 17
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
2 of 2

FIELD EXPLORATION
FIGURE
A-36

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-34
PAGE:

BORING LOG KB-34
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83725°
Longitude: -119.90873°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/25/2021
Depth (feet)
40 45
50 55
60 65
ApproximateElevation (feet)
260
255
250
245
240
235
230
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S12
S13
S14
S15
S16
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:40 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
103.7

6.9 Lean CLAY with Sand (CL): fine to
medium-grained, low plasticity, reddish yellow,
moist, (Plow depth observed = 0-8 inches)
Poorly Graded SAND with Clay (SP-SC): fine
to coarse-grained, non-plastic, yellowish
brown, moist, medium dense, trace 3/8"
gravel, subrounded to subangular
Poorly Graded SAND with Gravel (SP): fine
to coarse-grained, yellowish brown to brown,
moist, loose
Poorly Graded SAND (SP): fine to
coarse-grained, pink to brown, moist, medium
dense
Decrease in sand size, fine to medium grained
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"
6"

6.7 3.5

1.5 BC=2
10 12
BC=3
3 2
BC=5
7 10
BC=3
4 10
Hand Auger down to 1.0 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-37

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-35
PAGE:

BORING LOG KB-35
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83705°
Longitude: -119.90914°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:40 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
Lean CLAY with Sand (CL): fine to
medium-grained, low to medium plasticity,
reddish brown, moist, (Plow depth observed =
0-12 inches)
Sandy Lean CLAY (CL): low plasticity,
reddish yellow, moist, weak to moderately
cemented, fine to medium sand
Clayey SAND (SC): fine to medium-grained,
low plasticity, reddish yellow, moist, medium
dense, weakly cemented, trace 3/8" gravel
Poorly Graded SAND (SP): fine to
coarse-grained, reddish brown, moist, loose,
trace 3/8" subrounded gravel
Pink to brown, medium dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"
BC=9
7 8
BC=4
2 4
BC=7
7 9
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-38

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-36
PAGE:

BORING LOG KB-36
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.23702°
Longitude: -119.90781°
Approximate Ground Surface Elevation (ft.): 301.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
300
295
290
285
280
275
270
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:40 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type

99.3 Lean CLAY with Sand (CL): medium
plasticity, red, moist, fine sand, (Plow depth
observed = 0-12 inches)
Increase in sand content
Poorly Graded SAND with Silt (SP-SM):
fine-grained, yellowish brown, moist, medium
dense
Poorly Graded SAND (SP): fine to
medium-grained, pink, moist, medium dense
Silty SAND (SM): fine-grained, reddish
yellow, moist, medium dense
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"

10.8 10.3

4.3 1.8
BC=6
10 9
BC=6
9 11
BC=4
5 8
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-39

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-37
PAGE:

BORING LOG KB-37
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83765°
Longitude: -119.90779°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
119.7
101.2
Lean CLAY with Sand (CL): low to medium
plasticity, red, moist, fine to medium sand,
(Plow depth observed = 0-8 inches)
Decrease in sand content (metal formate)
SILT with Sand (ML): low plasticity, pink,
moist, hard, moderately cemented
Weak cementation, fine sand, medium stiff
Poorly Graded SAND (SP): fine to
medium-grained, pink, moist, medium stiff
The boring was terminated at approximately

11.5 ft. below ground surface. The boring was
backfilled with auger cuttings on February 22,
2021.
6"
6"
6"
6"
6"
6"
6"
6"
6"

5.6 10.5

1.9 BC=19
25 25
PP=>4.5
BC=3
4 4
BC=5
8 10
Hand Auger down to 2.5 feet
Switched to Hollow Stem Auger
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-40

LABORATORY RESULTS
Lithologic Description
BORING LOG KB-38
PAGE:

BORING LOG KB-38
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83864°
Longitude: -119.90785°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Grassy field
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Clear Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees HA/HSA
5/01/2020
James/Yvan
2/22/2021
Depth (feet)
5 10
15 20
25 30
ApproximateElevation (feet)
295
290
285
280
275
270
265
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
S1
S2
S3
S4
S5
S6
DRAWN BY: GG
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/9/2021
CHECKED BY: DD Sample Type
Sandy Lean CLAY (CL): reddish brown,
moist
Silty SAND (SM): reddish brown, moist,
medium dense, fine to medium-grained
Sandy SILT (ML): brownish gray, moist, very
stiff, Moderately Cemented
The percolation test hole was terminated at
approximately 5 ft. below ground surface. The
percolation test hole was backfilled with auger
cuttings on March 02, 2021.

BC=12 12"
16 9
2" perforated PVC pipe installed
in hole surrounded by gravel.

Hole presoaked on 3/1, test
completed on 3/2
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-41

LABORATORY RESULTS
Lithologic Description
PERCOLATION TEST HOLE LOG INF-1
PAGE:

PERCOLATION TEST HOLE LOG INF-1
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.84003°
Longitude: -119.90856°
Approximate Ground Surface Elevation (ft.): 294.00
Surface Condition: Bare Earth
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Cool Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees Hollow Stem Auger
5/01/2020
James/Yvan
3/01/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
290
285
280
275
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
INF-1
DRAWN BY: SD
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 12:18 PM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/2/2021
CHECKED BY: DD Sample Type
Lean CLAY with Sand (CL): low plasticity,
reddish brown, moist
Silty SAND (SM): reddish brown, moist, fine
to medium-grained
The percolation test hole was terminated at
approximately 5 ft. below ground surface. The
percolation test hole was backfilled with auger
cuttings on March 02, 2021.

BC=3 12"
2 5
2" perforated PVC pipe installed
in hole surrounded by gravel.

Hole presoaked on 3/1, test
completed on 3/2
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-42

LABORATORY RESULTS
Lithologic Description
PERCOLATION TEST HOLE LOG INF-2
PAGE:

PERCOLATION TEST HOLE LOG INF-2
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83927°
Longitude: -119.90917°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Bare Earth
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Cool Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees Hollow Stem Auger
5/01/2020
James/Yvan
3/01/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
INF-2
DRAWN BY: SD
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 12:18 PM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/2/2021
CHECKED BY: DD Sample Type
Sandy Lean CLAY (CL): low plasticity,
reddish brown, moist
Silty SAND (SM): reddish brown, moist,
medium dense, fine to medium-grained
The percolation test hole was terminated at
approximately 5 ft. below ground surface. The
percolation test hole was backfilled with auger
cuttings on March 02, 2021.

BC=12 12"
7 7
2" perforated PVC pipe installed
in hole surrounded by gravel.

Hole presoaked on 3/1, test
completed on 3/2
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-43

LABORATORY RESULTS
Lithologic Description
PERCOLATION TEST HOLE LOG INF-3
PAGE:

PERCOLATION TEST HOLE LOG INF-3
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83808°
Longitude: -119.91016°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Bare Earth
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Cool Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees Hollow Stem Auger
5/01/2020
James/Yvan
3/01/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
INF-3
DRAWN BY: SD
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 12:18 PM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/2/2021
CHECKED BY: DD Sample Type
Lean CLAY with Sand (CL): low to medium
plasticity, reddish brown, moist
Silty SAND (SM): brown, moist, medium
dense, fine to medium-grained
The percolation test hole was terminated at
approximately 5 ft. below ground surface. The
percolation test hole was backfilled with auger
cuttings on March 02, 2021.

BC=5
12 12
2" perforated PVC pipe installed
in hole surrounded by gravel.

Hole presoaked on 3/1, test
completed on 3/2
Groundwater was not observed during drilling or after
completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-44

LABORATORY RESULTS
Lithologic Description
PERCOLATION TEST HOLE LOG INF-4
PAGE:

PERCOLATION TEST HOLE LOG INF-4
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83711°
Longitude: -119.90929°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Bare Earth
Not Available
Drilling Company: Moore Twining
Drilling Method:

Drilling Equipment:

Sunny/Cool Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hammer Efficiency: 88%
Hammer Cal. Date:

CME-75
6 in. O.D.

SD
Plunge: -90 degrees Hollow Stem Auger
5/01/2020
James/Yvan
3/01/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberBlow Counts(BC)= Uncorr. Blows/6 in.Pocket Pen(PP)= tsfRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
INF-4
DRAWN BY: SD
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 12:18 PM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 3/2/2021
CHECKED BY: DD Sample Type
Lean CLAY with Sand (CL): fine to coarse-grained sand,
reddish brown, Observed Plow Depth 16 inches deep
Silty SAND (SM): reddish brown, strongly cemented, hard pan The test pit was terminated because of backhoe refusal ( ) at approximately 3.5 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-45

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 1
PAGE:

TEST PIT LOG TP- 1
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83963°
Longitude: -119.90856°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
10'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
ApproximateElevation (feet)
290
285
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2

DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Lean CLAY with Sand (CL): low to medium plasticity, reddish brown, moist, Observed Plow Depth 7 inches deep
Poorly Graded SAND with Silt (SP-SM): fine to coarse-grained sand, yellowish brown, moist, fine to coarse gravel
Poorly Graded SAND (SP): fine to coarse-grained sand, reddish brown, moist, trace cementation
grades to medium to coarse sand
The test pit was terminated because of caving at approximately 9 ft. below ground
surface. The test pit was backfilled with excavated material on January 19, 2021.

R-Value= 75
Corrosion
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-46

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 2
PAGE:

TEST PIT LOG TP- 2
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83896°
Longitude: -119.91019°
Approximate Ground Surface Elevation (ft.): 294.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
9'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
290
285
280
275
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): low to medium plasticity, reddish brown, Observed Plow Depth 12 inches deep
Silty SAND (SM): fine to medium-grained, reddish brown, moderate to strong cementation
Poorly Graded SAND (SP): fine-grained sand, yellowish brown with light brownish gray
The test pit was terminated at approximately 10 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-47

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 3
PAGE:

TEST PIT LOG TP- 3
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83879°
Longitude: -119.90825°
Approximate Ground Surface Elevation (ft.): 297.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
16'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): low plasticity, reddish brown, Observed Plow Depth 12 inches deep
Sandy SILT (ML): fine to coarse-grained sand, reddish brown moderately cemented
Poorly Graded SAND (SP): fine-grained sand, yellowish brown The test pit was terminated at approximately 10 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Proctor - ASTM D1557 Method
A=
Max. Dry Unit Wt.: 128.5 pcf
Opt. Water Content: 8.2%
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-48

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 4
PAGE:

TEST PIT LOG TP- 4
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83824°
Longitude: -119.90981°
Approximate Ground Surface Elevation (ft.): 295.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
14'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): reddish brown, Observed Plow Depth 12 inches deep
Silty SAND (SM): fine to coarse-grained sand, yellowish brown, moderate to strong cementation
light gray with reddish brown intermixed
Poorly Graded SAND (SP): fine-grained sand, light gray
Sandy SILT (ML): fine-grained sand, non-plastic, light brownish gray
Poorly Graded SAND (SP): fine-grained sand, yellowish brown and light gray intermixed
The test pit was terminated at approximately 10 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-49

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 5
PAGE:

TEST PIT LOG TP- 5
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83831°
Longitude: -119.90827°
Approximate Ground Surface Elevation (ft.): 296.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
14'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Lean CLAY with Sand (CL): low plasticity, reddish brown, Observed Plow Depth 12 inches deep
Silty SAND (SM): fine to coarse gained sand, light grayish brown
Poorly Graded SAND (SP): fine-grained sand, yellowish brown and light gray
The test pit was terminated at approximately 9.5 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Corrosion
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-50

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 6
PAGE:

TEST PIT LOG TP- 6
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83782°
Longitude: -119.90804°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:42 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): dark brown, Observed Plow Depth 15 inches deep
Poorly Graded SAND with Silt (SP-SM): fine-grained sand, dark brown, moderately cemented
Poorly Graded SAND (SP): fine-grained sand, yellowish brown fine-grained sand, light gray, some moderate cementation The test pit was terminated at approximately 10 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

R-Value= 75
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-51

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 7
PAGE:

TEST PIT LOG TP- 7
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83755°
Longitude: -119.90900°
Approximate Ground Surface Elevation (ft.): 298.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
14'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:42 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): reddish brown, Observed Plow Depth 6 inches deep
Silty SAND (SM): fine to medium-grained sand, light gray, weak cementation
Poorly Graded SAND (SP): fine-grained sand, light gray, some moderate cementation, hard pan
yellowish brown
The test pit was terminated at approximately 10 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-52

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 8
PAGE:

TEST PIT LOG TP- 8
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83742°
Longitude: -119.90874°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
13'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:42 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): low plasticity, reddish brown, Observed Plow Depth 16 inches deep
Sandy SILT (ML): reddish brown, moderate to strong
cementation
fine-grained sand, light gray, moderatly cemented
fine to medium-grained sand, reddish brown
fine to coarse-grained sand, grades to poorly graded sand The test pit was terminated at approximately 10.5 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Proctor - ASTM D1557 Method
A=
Max. Dry Unit Wt.: 133.8 pcf
Opt. Water Content: 7.2%
Corrosion
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-53

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP- 9
PAGE:

TEST PIT LOG TP- 9
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83726°
Longitude: -119.90824°
Approximate Ground Surface Elevation (ft.): 300.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
13'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:42 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Lean CLAY with Sand (CL): low plasticity, reddish brown, dry, Observed Plow Depth 16 inches deep
Silty SAND (SM): fine to coarse-grained, reddish brown, moist, weak to moderate cementation
moderate cementation intermixed
light gray, moderate to strong cementation
The test pit was terminated at approximately 9.5 ft. below ground surface. The test pit was backfilled with excavated material on January 19, 2021.

Corrosion
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE
A-54

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-10
PAGE:

TEST PIT LOG TP-10
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: 36.83721°
Longitude: -119.90966°
Approximate Ground Surface Elevation (ft.): 299.00
Surface Condition: Bare Earth
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Sunny/Cool
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
13'x 2' ft
SL
Plunge: N/A degrees
Dan
1/19/2021
Depth (feet)
5 10
15 ApproximateElevation (feet)
295
290
285
280
Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 04/02/2021 11:41 AM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 2/16/2021
CHECKED BY: DD
Sample Type
Sandy Lean CLAY (CL): fine to medium-grained sand, brown, moderately cemented, plowed zone 0-10"
SILT with Sand (ML): dark grayish brown, strongly cemented, Hard Pan

2.8 13.3 NP NP
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-11
PAGE:

TEST PIT LOG TP-11
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-55
The test pit was terminated because of backhoe refusal ( ) at approximately 5.5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Sandy Lean CLAY: fine-grained sand, brown, moist, plowed zone 0-9"
increase in sand content reddish brown
strongly cemented
Hard Pan

3.1 23.7
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-12
PAGE:

TEST PIT LOG TP-12
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-56
The test pit was terminated because of backhoe refusal ( ) at approximately 4.5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Sandy SILT (ML): fine-grained sand, brown, weakly cemented, plowed zone 0-9"
SILT with Sand (ML): dark grayish brown, Hard Pan

3.2 Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-13
PAGE:

TEST PIT LOG TP-13
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
10'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-57
The test pit was terminated because of backhoe refusal ( ) at approximately 5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Silty SAND (CL): fine to medium-grained sand, brown, plowed zone 0-8"
Silty SAND (SM): strongly cemented, Hard Pan

2.9 Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-14
PAGE:

TEST PIT LOG TP-14
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-58
The test pit was terminated because of backhoe refusal ( ) at approximately 4 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Sandy Lean CLAY (CL): yellowish brown, moist, plowed zone 0-12"
SILT with Sand (ML): grayish brown to yellowish brown, moist, Hard Pan
Poorly Graded SAND with Silt (SP-SM): fine to medium-grained sand, reddish brown, moist

2.6 17 2
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-15
PAGE:

TEST PIT LOG TP-15
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-59
The test pit was terminated because of backhoe refusal ( ) at approximately 5.5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Silty SAND (SM): fine to medium-grained sand, brown, moist, plowed zone 0 to 11"
Sandy SILT (ML): reddish brown to brown, Hard Pan
Lean CLAY with Sand (CL): fine-grained sand, medium
plasticity, trace sand

3.8 4.6
19 2
Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-16
PAGE:

TEST PIT LOG TP-16
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-60
The test pit was terminated because of backhoe refusal ( ) at approximately 5.5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Silty SAND (SM): fine to medium-grained sand, brown pale, moist, plowed zone 0 to 10"
Poorly Graded SAND with Silt (SP-SM): moist

2.0 Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-17
PAGE:

TEST PIT LOG TP-17
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
11'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-61
The test pit was terminated because of backhoe refusal ( ) at approximately 5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Silty SAND (SM): fine to medium-grained sand, brown, moist, plowed zone 0 to 11"
Silty SAND (SM): olive brown, moist

3.8 Groundwater was not observed during excavation or after completion.

GENERAL NOTES:

GROUNDWATER LEVEL INFORMATION:
1 of 1

FIELD EXPLORATION
FIGURE

LABORATORY RESULTS
Lithologic Description
TEST PIT LOG TP-18
PAGE:

TEST PIT LOG TP-18
Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)
Latitude: °
Longitude: °
Surface Condition: Grass & Weeds
Not Available
Excavation Company: Landscape Services
Excavation Equip.:

Clear/Sunny
Excav. Dimensions:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

CAT 420E
12'x 2' ft
SD
Plunge: N/A degrees
Dan
4/24/2021
Depth (feet)
5 10
15 Graphical LogSampleNumberUSCSSymbolWaterContent (%)Liquid LimitPlasticity Index(NP=NonPlastic)Additional Tests/Remarks

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
1 2
3 DRAWN BY: JDS
PROJECT NO.:
20212905.001A
PLOTTED: 05/13/2021 11:23 AM BY: JSala
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_BORING/TEST PIT SOIL LOG] DATE: 5/7/2021
CHECKED BY: DD
Sample Type
A-62
The test pit was terminated because of backhoe refusal ( ) at approximately 4.5 ft. below ground surface. The test pit was backfilled with excavated material on April 24, 2021.

Appendix B
20212905.001A/SJO21R125978 B-1 of 2 May 20, 2021
© 2021 Kleinfelder

APPENDIX B

LABORATORY TESTING

GENERAL
Laboratory tests were performed on selected samples as an aid in classifying the soils and to evaluate physical properties of the soils that may affect foundation design and construction procedures. Laboratory testing was performed by Kleinfelder’s in house laboratory. Corrosivity testing was performed by Sunland Analytical and Topsoil analytical testing was performed by Waypoint Analytical. The tests were performed in general conformance with the current ASTM or Caltrans standards. A description of the laboratory-testing program is presented below.

MOISTURE AND UNIT WEIGHT
Moisture content and dry unit weight tests were performed on selected samples recovered from the borings. Moisture contents were determined in general accordance with ASTM Test Method D 2216; dry unit weight was calculated using the entire weight of the samples collected in general accordance with ASTM Test Method D 7263. Results of these tests are presented on the boring logs and attached to this appendix.

WASH SIEVE
Selected soil samples were tested for the percent passing the No. 200 sieve, which was performed by wash sieving in accordance with ASTM Standard Test Method D1140. Results of these tests are presented on the boring logs and attached to this appendix.

ATTERBERG LIMITS
Atterberg limits testing was performed on a selected soil samples to assist in classification. Testing was performed in general accordance with ASTM D4318. Results of these tests are presented on the boring logs and attached to this appendix.

UNCONFINED COMPRESSIVE STRENGTH
Select drive samples were tested for their relative compressive strength in accordance with ASTM Standard Test Method D 2166. Results are presented as an attachment to this appendix. 20212905.001A/SJO21R125978 B-2 of 2 May 20, 2021
© 2021 Kleinfelder

MAXIMUM DENSITY AND OPTIMUM MOISTURE
Maximum density and optimum moisture content testing was performed on one bulk sample of the near surface soils to evaluate the compaction characteristics of the onsite soils. Maximum density and optimum moisture content testing was performed in general accordance with ASTM Standard Test Method D1557, Method B. The test result is attached.

DIRECT SHEAR
Select drive samples were tested for direct shear in accordance with ASTM Standard Test Method D 3080. Results are presented as an attachment to this appendix.

R-VALUE
Resistance value (R-value) tests were performed on selected bulk soil samples obtained to evaluate pavement support characteristics of the near-surface onsite soils. R-value tests were performed in accordance with ASTM Standard Test Method D2844. The test results are attached to this appendix.

SOIL CORROSIVITY TESTS
A series of chemical tests were performed on a selected sample of the near-surface soils to estimate pH, resistivity and sulfate and chloride contents. Test results may be used by a qualified corrosion engineer to evaluate the general corrosion potential with respect to construction materials. The tests were performed by Sunland Analytical of Sacramento, CA. The results of the tests are presented in Table 4 of Section 4.9 of the report and attached to this appendix.

TOPSOIL ANALYTICAL TESTS
Topsoil analytical testing was performed on one composite sample of the near-surface soils by Waypoint Analytical of Anaheim, California. The composite topsoil sample was tested for percentages of organic matter, percentages of deleterious material, pH, mineral content, micro and macro nutrient content, and herbicide presence in the soil. Eight discrete topsoil samples were tested for organic contents. The test results are presented in the Waypoint Analytical report attached to this appendix.

KB-1 3.0 28.9
KB-1 11.0 S6 12.9 99.6
KB-2 3.0 28.1 71
KB-2 5.0 10.1
KB-2 6.0 S4
KB-2 7.5 2.1
KB-2 11.0 S6 10.9 102.2
KB-3 2.0 S3 6.6
KB-3 7.5 10.7
KB-3 11.0 S7 3.8 104.2
KB-4 0.5 S2 8.4
KB-4 2.0 S3 5.6
KB-4 5.0 10.0
KB-4 8.5 S6 2.6 98.2
KB-4 10.0 3.8
KB-5 3.0 21.0
KB-5 6.0 S4 15.0 110.0
KB-5 8.5 S5 11.1 106.8
KB-5 11.0 S6 11.3 98.1
KB-5 12.5 10.0
KB-5 16.0 S8 6.3 101.3
KB-5 21.0 S10 10.4 114.3
KB-6 0.5 S2 10.4
KB-6 2.0 31.8
KB-6 6.0 S4 5.0 111.8 NP NP NP
KB-6 8.5 S5 6.2 108.5
KB-6 16.0 S8 8.7 98.9
KB-7 0.5 S2 10.5
Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-1
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 03/12/2021 02:46 PM BY: DDockendorf

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
S3 BROWN SILT (ML) S7 REDDISH BROWN POORLY GRADED SAND (SP) 15.6 99.2 KB-7 3.0 27.5 NP NP NP
KB-7 6.0 S4 10.7 109.3
KB-7 18.5 S9 11.7 120.2
KB-8 6.0 S4 11.9 101.1
KB-8 11.0 S6 6.2 108.5
KB-8 12.5 73
KB-8 21.0 S10 9.0 102.8
KB-8 22.5 82
KB-9 0.5 S2 9.5
KB-9 2.0 S3 11.1
KB-9 8.5 S5 11.9 100.8
KB-9 11.0 S6 11.2 100.8
KB-9 15.0 11.1
KB-9 21.0 S8 6.9 112.0
KB-9 25.0 2.6 3.1
KB-10 2.0 S3 11.3
KB-10 6.0 S4 26 21 5
KB-10 8.5 S5 1.4 102.2
KB-10 11.0 S6 1.1 97.1
KB-10 15.0 18.3
KB-11 2.0 S3 9.7
KB-11 6.0 S4 11.0 100.5
KB-11 8.5 S5 10.9 99.4
KB-11 11.0 S6 5.7 106.1
KB-11 15.0 9.1
KB-12 0.0 S1 9.0
KB-12 4.0 S2 4.7 107.1
KB-12 8.5 S4 9.5 94.0
Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-2
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 03/12/2021 02:46 PM BY: DDockendorf

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
S3S7 REDDISH YELLOW SILT WITH SAND (ML) S11 BROWN SILT WITH SAND (ML) S9 BROWN POORLY GRADED SAND (SP) YELLOWISH BROWN SILTY CLAY (CL-ML) 47 16.5 100.6 KB-12 10.0 21.5
KB-13 2.0 S3 3.9
KB-13 6.0 S4 6.2 105.6
KB-13 7.5 17.1
KB-14 1.5 S3 8.9
KB-14 7.5 5.0
KB-15 0.5 S2 9.5
KB-15 3.0 13.9
KB-15 6.0 S4 13.2 104.4
KB-15 8.5 S5 94.5
KB-15 10.0 16.0
KB-15 16.0 S7 2.2 109.1
KB-16 0.5 S2 8.9
KB-16 2.0 S3 18.5
KB-16 6.0 S4 10.4 118.1
KB-16 8.5 S5 106.2
KB-17 0.5 S2 10.1 17 11 6
KB-17 3.0 S3 9.3
KB-17 6.0 S4 21.1 102.1
KB-17 7.5 6.3
KB-17 11.0 S6 3.1 110.7
KB-18 2.0 6.9
KB-18 5.0 32.6
KB-18 8.5 S6 6.6 102.3
KB-18 16.0 S8 2.6 112.8
KB-19 0.5 S2 8.1
KB-19 3.0 22.1
KB-19 6.0 S4 23.5
Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-3
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 03/12/2021 02:46 PM BY: DDockendorf

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
REDDISH BROWN SILTY CLAY (CL-ML) 11.2 7.7 NP NP NP
KB-20 2.0 21.0
KB-20 6.0 S4 17.5 103.3
KB-20 8.5 S5 1.7 103.0
KB-20 11.0 S6 1.1 101.0
KB-21 0.0 S1 9.9
KB-21 3.0 27
KB-21 6.0 S3 4.3 121.4
KB-21 11.0 S5 2.3 106.5
KB-22 2.0 S3 6.3
KB-22 6.0 S4 14.9 105.6
KB-22 8.5 S5 9.8 109.3
KB-22 11.0 S6 2.9
KB-23 0.5 S2 10.1
KB-23 2.0 16.1
KB-23 6.0 S4 3.5 107.5
KB-23 8.5 S5 5.7 103.0
KB-23 11.0 S6 9.3 103.5
KB-23 15.0 34
KB-24 1.5 21.5
KB-24 6.0 S5 19.4 101.3
KB-24 7.5 3.4
KB-24 11.0 S7 1.5 116.5
KB-25 2.0
KB-25 5.0 5.7
KB-25 8.5 S5 7.5 106.9
KB-25 10.0 9.5
KB-25 16.0 S7 1.9 101.9
KB-26 3.0 S3 23.7
Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-4
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 03/12/2021 02:46 PM BY: DDockendorf

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
S2 REDDISH YELLOW CLAYEY SAND (SC) YELLOWISH BROWN POORLY GRADED SAND (SP) S7 YELLOWISH BROWN SILTY SAND (SM) 3.2 96.4 5.0 113.7 KB-26 6.0 S4 9.0 108.4 64
KB-26 8.5 S5 9.0 108.4
KB-27 2.0 S3 12.7
KB-27 6.0 S4 8.1 103.1
KB-27 7.5 8.7
KB-27 8.5 S5 5.5 102.5
KB-28 4.0 5.6 115.2
KB-28 8.5 S5 11.7 108.8
KB-29 6.0 S4 6.8 112.2
KB-29 8.5 S5 4.3 96.2
KB-29 11.0 S6 9.8 105.1
KB-30 0.5 S2 10.9
KB-30 2.5 10.8 34
KB-30 6.0 S4 9.0 104.1
KB-30 8.5 S5 1.1 90.4
KB-31 2.0 S3 8.8
KB-31 6.0 S4 17.5 98.3
KB-31 7.5 13
KB-31 11.0 S6 2.8 100.2
KB-32 0.5 S2 8.8
KB-32 2.0 S3 6.4
KB-32 4.0 4.0 119.6
KB-32 8.5 S5 2.5 113.3
KB-32 11.0 S6 6.2
KB-33 0.5 S2 10.0
KB-33 4.0 14.5
KB-33 8.5 S5 6.6 105.2
KB-33 11.0 S6 25 Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-5
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 03/12/2021 02:46 PM BY: DDockendorf

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
YELLOWISH BROWN SANDY SILT (ML) S5 BROWN POORLY GRADED SAND WITH SILT (SP-SM) S3 REDDISH BROWN CLAYEY SAND (SC) S5 BROWN POORLY GRADED SAND WITH SILT (SP-SM) BROWN POORLY GRADED SAND (SP) REDDISH YELLOW SILTY SAND (SM) KB-33 16.0 S8 5.3
KB-34 2.0 S3 9.0 19 14 5
KB-34 6.0 S4 12.9 106.8
KB-34 8.5 S5 19.4 98.2
KB-34 11.0 S6 8.3 112.4
KB-34 15.0 22
KB-34 26.0 S10 3.8 95.3
KB-34 31.0 S11 7.9 76
KB-35 0.5 S2 6.7
KB-35 5.0 3.5 6.9
KB-35 8.5 S5 1.5 103.7
KB-37 0.5 S2 10.8
KB-37 2.0 S3 10.3
KB-37 5.0 4.3
KB-37 8.5 S5 1.8 99.3
KB-38 6.0 S4 5.6 119.7
KB-38 7.5 10.5
KB-38 11.0 S6 1.9 101.2
TP-10 5.0 Corrosion
TP-11 0.0 1 2.8
TP-11 4.0 3 13.3 NP NP NP
TP-12 0.0 1 3.1
TP-12 3.0 3 23.7
TP-13 0.0 1 3.2
TP-14 0.0 1 2.9
TP-15 0.0 1 2.6 17 15 2
TP-16 0.0 1 3.8 19 17 2
TP-16 4.0 3 4.6
Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-6
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 05/13/2021 09:45 AM BY: GGomez

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
BROWNINSH GRAY SILTY CLAY (CL-ML) S7 LIGHT GRAY SILTY SAND (SM) LIGHT GRAY SILT WITH SAND (ML) S4S4S52

BROWN POORLY GRADED SAND WITH GRAVEL (SP) BROWN SILT WITH SAND (ML) YELLOWISH BROWN SANDY LEAN CLAY (CL) BROWN SANDY SILT (ML) TP-17 0.0 1 2.0
TP-18 0.0 1 3.8
TP- 2 0.0 1 R-Value= 75
TP- 2 4.5 Corrosion
TP- 4 0.0 1 Proctor - ASTM D1557 Method A=
Maximum Dry Unit Weight: 128.5 pcf
Optimum Water Content: 8.2%
TP- 6 5.0 Corrosion
TP- 7 0.0 1 R-Value= 75
TP- 9 0.0 1 Proctor - ASTM D1557 Method A=
Maximum Dry Unit Weight: 133.8 pcf
Optimum Water Content: 7.2%
TP- 9 5.0 Corrosion Passing 3/4"
Sieve Analysis (%) Passing #4 Passing #200
B-7
FIGURE
Plasticity Index
Sample
No.

Depth
(ft.)
Atterberg Limits Liquid Limit
Sample Description
Water Content (%)Dry Unit Wt. (pcf)Plastic Limit
Exploration
ID Additional Tests
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing performed above.

NP = NonPlastic
NA = Not Available

LABORATORY TEST

RESULT SUMMARY
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [__KLF_LAB SUMMARY TABLE - SOIL] PLOTTED: 05/13/2021 09:45 AM BY: GGomez

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
PROJECT NO.:

DATE: 2/10/2021
CHECKED BY: DD
DRAWN BY: JDS
20212905.001A
2 2
2 BROWN POORLY GRADED SAND WITH SILT (SP-SM) REDDISH BROWN SANDY SILT (ML) DARK BROWN POORLY GRADED SAND WITH SILT (SP-SM) REDDISH BROWN SANDY SILT (ML) 0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100 110

ATTERBERG LIMITS

LL PL PI Passing
#200
BExploration ID Depth (ft.)
16 NP
NP
21 11
14 NM
NM
NM
NM
NM
S4
S4
S2
S3
6 3
6 0.5
2 CL-ML

LIQUID LIMIT (LL)

PLASTICITY INDEX (PI)
CL or OL
"U" LINE
ML or OL 4
7 MH or OH
"A" LINE
CH or OH
Sample Number Sample Description
KB-6
KB-7
KB-10
KB-17
KB-34
NP
NP
26 17
19 NP
NP
5 6
5 FIGURE
Testing performed in general accordance with ASTM D4318.

NP = Nonplastic
NA = Not Available
NM = Not Measured

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RIVERSIDE DR.

FRESNO, CALIFORNIA 93722
Chart Reference: ASTM D2487
PLOTTED: 03/22/2021 04:46 PM BY: DDockendorf
gINT FILE: Klf_gint_master_2021 PROJECT NUMBER: 20212905.001A OFFICE FILTER: SAN JOSEgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2021.GLB [_KLF_ATTERBERG (ASTM)] DATE: 3/9/2021
CHECKED BY: DD
DRAWN BY: GG
PROJECT NO.:
20212905.001A
For classification of fine-grained soils
and fine-grained fraction of coarse-grained
soils.
8 S3 YELLOWISH BROWN SILTY CLAY (CL-ML) REDDISH BROWN SILTY CLAY (CL-ML) BROWNISH GRAY SILTY CLAY (CL-ML) 1 2

3.8 3.3
104.6 106.4

0.611 0.584

16.9 15.2

2.42 2.42

0.96 0.96

20.5 21.4
112.2 111.3

0.491 0.506
Diameter, in 2.42 2.42

0.89 0.91
Maximum Shear Stress, tsf 0.59 0.92
Residual Shear Stress, tsf na na
Hoizontal Displacment, in. 0.140 0.140
Normal Stress, tsf 0.50 1.00
Strain Rate, in./min. 0.005 0.005
LL: nm PL: nm PI: nm GS: 2.70 Assumed c, tsf
Test Conditions: Undisturbed / Inundated Failure 0.3
Specimen 1: Light Brownish Gray Sandy Silt Residual na
Specimen 2: Light Brownish Gray Sandy Silt
Specimen 3: Light Brownish Gray Sandy Silt
Remarks: nm = not measured, na = not applicable
PROJECT NO.: 20212905
ENTRY BY: A. Catanuso
CHECKED BY:

Horizontal Displacement (in.)
Void Ratio
Saturation, %
Diameter, in
Height, in
Water Content, %
Dry Density, pcf
Void Ratio

1.57 8
Test Date: 3/5/21
Boring:

Sample:

Depth, ft:

PAGE: 1 of 1

33.1 na
The determination of strength envelopes and the development of relationships to aid in interpreting and evaluating test results are beyond the scope of this test method. The user of this report retains the sole responsibility to evaluate and approve any interpreted values from the testing.
9969 Horn Rd., Sacramento, CA 95827
DATE: 3/8/21
Vertical Deformation (in.) Shear Stress (tsf)
Shear Stress, tsf
Normal Stress, tsf
na

0.120

2.00 0.005
φ, deg.

3.5 105.7

0.595
Horizontal Displacement (in.)
Specimen Number Initial

0.500

2.42 0.90

15.7 2.42

0.96 20.4
112.5
S4
Water Content, %
Dry Density, pcf
KB-8
Tan φ

0.65 DIRECT SHEAR TEST ASTM D3080
na
Height, in
At Test
FIGURE
3 4
-0.0200
-0.0150
-0.0100
-0.0050

0.0000

0.0050

0.0100

0.000 0.100 0.200 0.300 0.400
S1
S2
S3

0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

1.600

1.800

0.000 0.100 0.200 0.300 0.400
S1
S2
S3

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.00 1.00 2.00 3.00 4.00
Shear
Residual
Trend
Trend2

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RVIERSIDE DR
FRESNO, CALIFORNIA 93722 B-9
1 Diameter, in DO 2.40
Height, in HO 5.29
Height to Diameter Ratio 2.21
Water Content, % ωO 9.6
Dry Density, lbs/ft3 γ
do 93.1
Saturation, % SO 32.0
Void Ratio eO 0.810
Time to Failure, min. tf 5.8
Unconfined Compressive Strength, psi qu 5.18
Shear Strength, psi su 2.59
Strain at Failure, % εf 5.7
Average Rate of Strain to Failure, %/min ε 1.0
Description of Specimen: Light Brownish Gray SILT
Amount of Material Finer than the No. 200, %: nm
LL: nm PL: nm PI: nm GS: 2.70 Assumed Intact Test Method: ASTM D2166 Remarks: nm= not measured, na = not applicable
PROJECT NO.: 20212905
ENTRY BY: A Catanuso
Logo Here CHECKED BY: J. Slinkard
Boring: KB-8
Sample: S8
Depth, ft: 16.0
Test Date: 3/11/21
9969 Horn Rd., Sacramento, CA 95827
DATE:

PAGE: 1 of 1
3/15/2021
Unconfined Compressive Stress, psi
Axial Strain, ε1, %
Specimen Failure Picture

UNCONFINED COMPRESSION TEST
(UC)
Initial
FIGURE
Specimen Type:

Specimen No.

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 5.50

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RVIERSIDE DR
FRESNO, CALIFORNIA 93722
B-10
1 Diameter, in DO 2.41
Height, in HO 5.03
Height to Diameter Ratio 2.08
Water Content, % ωO 21.7
Dry Density, lbs/ft3 γ
do 100.8
Saturation, % SO 87.4
Void Ratio eO 0.672
Time to Failure, min. tf 5.6
Unconfined Compressive Strength, tsf qu 3.66
Shear Strength, tsf su 1.83
Strain at Failure, % εf 2.8
Average Rate of Strain to Failure, %/min ε 0.5
Description of Specimen: Light Brownish Gray SILT
Amount of Material Finer than the No. 200, %: nm
LL: nm PL: nm PI: nm GS: 2.70 Assumed Intact Test Method: ASTM D2166 Remarks: nm= not measured, na = not applicable
PROJECT NO.: 20212905
ENTRY BY: A Catanuso
Logo Here CHECKED BY: J. Slinkard
Boring:

Sample: S7
Depth, ft: 13.5
Test Date: 3/11/21
9969 Horn Rd., Sacramento, CA 95827
DATE:

PAGE: 1 of 1
3/15/2021
Unconfined Compressive Stress, tsf
Axial Strain, ε1, %
Specimen Failure Picture

UNCONFINED COMPRESSION TEST
(UC)
Initial
FIGURE
Specimen Type:

Specimen No.

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0

COSTCO FRESNO NEW WAREHOUSE
NEC OF W. HERNDON AVE. &
N. RVIERSIDE DR
FRESNO, CALIFORNIA 93722
B-11
KB-7
Laboratory Test Report
Client:

Project:
01-000L - Lab Testing
CSM Costco Fresno, CA New Whse/Gas GEO
20212905.001A
Report No.:

Sampled by:

Submitted by:

Date: 1/19/2021
Adam Wohletz Date: 1/25/2021
Costco Wholesale 21-SAC-00138 Rev. 0 Issued: 2/8/2021
Limitations: Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided. This report may not be reproduced, except in full, without written approval of Kleinfelder.

Reviewed on 2/8/2021 by Jarod Slinkard,
Lab Supervisor
Kleinfelder Sacramento Lab | 9969 Horn Road | Sacramento, CA 95827 | (916) 366-1701 Page 1 of 4 Laboratory Test Report
Client:

Project:
01-000L - Lab Testing
CSM Costco Fresno, CA New Whse/Gas GEO
20212905.001A
Report No.:

Sampled by:

Submitted by:

Date: 1/19/2021
Adam Wohletz Date: 1/25/2021
Costco Wholesale 21-SAC-00138 Rev. 0 Issued: 2/8/2021
Limitations: Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided. This report may not be reproduced, except in full, without written approval of Kleinfelder.

Reviewed on 2/8/2021 by Jarod Slinkard,
Lab Supervisor
Kleinfelder Sacramento Lab | 9969 Horn Road | Sacramento, CA 95827 | (916) 366-1701 Page 2 of 4 Laboratory Test Report
Client:

Project:
01-000L - Lab Testing
CSM Costco Fresno, CA New Whse/Gas GEO
20212905.001A
Report No.:

Sampled by:

Submitted by:

Date: 1/19/2021
Adam Wohletz Date: 1/25/2021
Costco Wholesale 21-SAC-00138 Rev. 0 Issued: 2/8/2021
Limitations: Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided. This report may not be reproduced, except in full, without written approval of Kleinfelder.

Reviewed on 2/8/2021 by Jarod Slinkard,
Lab Supervisor
Kleinfelder Sacramento Lab | 9969 Horn Road | Sacramento, CA 95827 | (916) 366-1701 Page 3 of 4 Laboratory Test Report
Client:

Project:
01-000L - Lab Testing
CSM Costco Fresno, CA New Whse/Gas GEO
20212905.001A
Report No.:

Sampled by:

Submitted by:

Date: 1/19/2021
Adam Wohletz Date: 1/25/2021
Costco Wholesale 21-SAC-00138 Rev. 0 Issued: 2/8/2021
Limitations: Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided. This report may not be reproduced, except in full, without written approval of Kleinfelder.

Reviewed on 2/8/2021 by Jarod Slinkard,
Lab Supervisor
Kleinfelder Sacramento Lab | 9969 Horn Road | Sacramento, CA 95827 | (916) 366-1701 Page 4 of 4 Project Name:

Project No.:

Lab No.: 21
Boring No. / Location:

Sample ID:

Sample Depth, ft.:

Material Description:

Report Date:
3 Inch 100 0.029 38.0
2-1/2 Inch 100 0.019 32.6
2 Inch 100 0.012 27.2
1-1/2 Inch 100 0.008 22.6
1 Inch 100 0.006 19.9
3/4 Inch 100 0.003 15.4
1/2 Inch 100 0.001 12.7
3/8 Inch 100
No. 4 100 Specific Gravity: 2.7
No. 10 90 Assumed
No. 20 88
No. 40 80
No. 60 73
No. 140 59
No. 200 53.2
Reviewed By: J. Slinkard
KLEINFELDER 9969 Horn Rd., Sacramento, CA 95827 (916) 366-1701 Laboratory Test Report
March 17, 2021
Particle Size Analysis of Soils (ASTM D422)
20212905
Sieve Analysis Hydrometer Analysis
Particle Diameter,
mm Percent Passing
Costco Fresno New Warehouse
INF-1
21-SAC-00367

3.5 US Standard Sieve
Size Percent Passing
Brownish Gray Sandy Silt
Limitations:

Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided.

Project Name:

Project No.:

Lab No.: 21-SAC-00367
Boring No. / Location:

Sample ID:

Sample Depth, ft.:

Material Description:

Report Date:
3 Inch 100 0.031 25.0
2-1/2 Inch 100 0.021 19.2
2 Inch 100 0.012 14.4
1-1/2 Inch 100 0.009 11.5
1 Inch 100 0.006 9.6
3/4 Inch 100 0.003 7.7
1/2 Inch 100 0.001 5.8
3/8 Inch 100
No. 4 100 Specific Gravity: 2.7
No. 10 96 Assumed
No. 20 88
No. 40 68
No. 60 53
No. 140 41
No. 200 37.2
Reviewed By: J. Slinkard
KLEINFELDER 9969 Horn Rd., Sacramento, CA 95827 (916) 366-1701 Laboratory Test Report
March 17, 2021
Particle Size Analysis of Soils (ASTM D422)
20212905
Sieve Analysis Hydrometer Analysis
Particle Diameter,
mm Percent Passing
Costco Fresno New Warehouse
INF-2
S1

3.5 US Standard Sieve
Size Percent Passing
Brown Silty SAND
Limitations:

Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided.

Project Name:

Project No.:

Lab No.: 21-SAC-00367
Boring No. / Location:

Sample ID:

Sample Depth, ft.:

Material Description:

Report Date:
3 Inch 100 0.033 15.5
2-1/2 Inch 100 0.022 11.6
2 Inch 100 0.013 7.8
1-1/2 Inch 100 0.009 6.8
1 Inch 100 0.006 5.8
3/4 Inch 100 0.003 3.9
1/2 Inch 100 0.001 2.9
3/8 Inch 100
No. 4 100 Specific Gravity: 2.7
No. 10 98 Assumed
No. 20 90
No. 40 71
No. 60 59
No. 140 43
No. 200 34.2
Reviewed By:

KLEINFELDER 9969 Horn Rd., Sacramento, CA 95827 (916) 366-1701 Laboratory Test Report
March 17, 2021
Particle Size Analysis of Soils (ASTM D422)
20212905
Sieve Analysis Hydrometer Analysis
Particle Diameter,
mm Percent Passing
Costco Fresno New Warehouse
INF-3
S1

3.5 US Standard Sieve
Size Percent Passing
Brown Silty SAND
Limitations:

Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided.

Project Name:

Project No.:

Lab No.: 21-SAC-00367
Boring No. / Location:

Sample ID:

Sample Depth, ft.:

Material Description:

Report Date:
3 Inch 100 0.034 14.6
2-1/2 Inch 100 0.022 10.7
2 Inch 100 0.013 7.8
1-1/2 Inch 100 0.009 6.8
1 Inch 100 0.006 5.8
3/4 Inch 100 0.003 4.9
1/2 Inch 100 0.001 3.9
3/8 Inch 100
No. 4 100 Specific Gravity: 2.7
No. 10 98 Assumed
No. 20 90
No. 40 72
No. 60 58
No. 140 40
No. 200 31.9
Reviewed By: J. Slinkard
KLEINFELDER 9969 Horn Rd., Sacramento, CA 95827 (916) 366-1701 Laboratory Test Report
March 17, 2021
Particle Size Analysis of Soils (ASTM D422)
20211905
Sieve Analysis Hydrometer Analysis
Particle Diameter,
mm Percent Passing
Costco Fresno New Warehouse
INF-4
S1

3.5 US Standard Sieve
Size Percent Passing
Brown Silty SAND
Limitations:

Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet), if provided.

4741 East Hunter Ave., Ste. A    Anaheim CA  92807
(714) 282‐8777       (714) 282‐8575 fax
www.waypointanalytical.com
Anaheim Office
March 19, 2021
Report 21-068-0006
Kleinfelder, Inc.
380 North First Street
Suite A
San Jose CA 95112
Attn: Dan Dockendorf
RE: Costco Fresno - New Warehouse & Fuel GEO Fresno, CA Job #: 20212905.001A Background
One composite sample was processed on March 09, 2021 identified as soil from areas where new landscaping is scheduled for installation. Fertilizer and amendment recommendations were requested. The sample was analyzed for horticultural suitability, fertility and physical characteristics. The results of the analyses are attached. Organic matter testing was run separately on individual subsamples and these results are also attached.

Analytical Results and Comments
The reaction of the sample is slightly acidic at a pH of 6.3 with free lime favorably absent. These levels are within the range preferred for most plants. Salinity (ECe), sodium, chloride and boron are safely low. The sodium adsorption ratio (SAR) indicates that sodium is adequately balanced by soluble calcium and magnesium; this balance is important for soil structure quality, which relates to the rate at which water infiltrates the soil. Extractable aluminum is low.

According to the USDA Soil Classification system, the texture of the less than 2mm fraction of the soil is classified as sandy loam. Organic matter content is low at 0.66% dry weight. Based on this information the estimated infiltration rate is moderate at 0.35 inch per hour. Infiltration rates may vary due to differences in compaction across the site.

In terms of soil fertility, phosphorus is low and nitrogen is slightly below optimum. All of the other major nutrients are sufficient for proper plant nutrition at this time. Of the micronutrients; manganese is sufficient.

Copper, zinc and iron are low.

Recommendations
Incorporation of nitrogen and phosphorus fertilizer is recommended at the time of planting. Incorporation of a nitrogen stabilized organic amendment or composted greenwaste product is recommended in order to improve soil nutrient holding capacity and porosity. If a composted greenwaste amendment is chosen, that would provide additional phosphorus and potassium as well as supplemental micronutrients, product depending.