Ontario City Council
July 16, 2024

ASCE 7-16, Site-Specific Response Spectra
A site-specific seismic hazard has been performed using the SCEC UGMS MCER Tool available at https://data2.scec.org/ugms-mcerGM-tool_v18.4/ in accordance with the 2022 California Building Code and Section 21 of ASCE 7-16. A risk category of III was also utilized. The methodology and results of the site-specific analysis are presented in Appendix D. The recommended site-specific seismic design parameters are summarized in the table below.

Site Specific Design Parameters
Design Acceleration
Parameter
Value (g)
SDS 1.349
SD1 0.806
SMS 2.024
SM1 1.210
The numerical values for the site-specific MCER and Design response spectra are provided in the table below.

Period
(s)
Site Specific
MCER Sa (g)
Site Specific Design
Response Spectrum
(g)

0.01 0.932 0.621

0.02 0.936 0.624

0.03 0.955 0.637

0.05 1.066 0.711

0.075 1.269 0.846

0.1 1.442 0.961

0.15 1.716 1.144

0.2 1.928 1.285

0.25 2.111 1.408

0.3 2.249 1.499

0.4 2.24 1.493

0.5 2.07 1.38

0.75 1.58 1.054
1 1.21 0.806

1.5 0.785 0.523
2 0.559 0.372
3 0.348 0.232
4 0.248 0.165
5 0.192 0.128

7.5 0.117 0.078

10.0 0.077 0.052
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2002
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01

The Seismic Design Category is D for all Risk Categories (CBC Section 1613A.5.6). Consequently, as required for Seismic Design Categories D through F by CBC Section 1803A.5.12, lateral pressures for earthquake ground motions, liquefaction and soil strength loss have been evaluated (see Sections 3.10 and 3.16).

In addition, the calculated maximum considered earthquake geometric mean peak ground acceleration (MCEG) is PGAM = 0.778g.

3.10 Liquefaction and Secondary Earthquake Hazards
Potential secondary seismic hazards that can affect land development projects include liquefaction, tsunamis, seiches, seismically induced settlement, seismically induced flooding and seismically induced landsliding.

Liquefaction
Liquefaction is a phenomenon where earthquake-induced ground motions increase the pore pressure in saturated, sand-like soils until it is equal to the confining, overburden pressure. When this occurs, the soil can completely lose its shear strength and enter a liquefied state. The possibility of liquefaction is dependent upon grain size, relative density, confining pressure, saturation of the soils, and intensity and duration of ground motion. In order for liquefaction to occur, three criteria must be met: underlying loose, sand-like soils, a groundwater depth of less than about 50 feet, and a potential for seismic shaking from nearby large-magnitude earthquake.

As ground water table was not encountered in the upper 50 ft and per Section 2.04 above, the ground water table may be much deeper, liquefaction at the site is unlikely to occur and hence it is not a design concern.

Tsunamis and Seiches
Tsunamis are sea waves that are generated in response to large-magnitude earthquakes. When these waves reach shorelines, they sometimes produce coastal flooding. Seiches are the oscillation of large bodies of standing water, such as lakes, that can occur in response to ground shaking. Tsunamis and seiches do not pose hazards due to the inland location of the site and lack of nearby bodies of standing water.

Seismically Induced Settlement
Seismically induced settlement occurs most frequently in areas underlain by loose, granular sediments. Damage as a result of seismically induced settlement is most dramatic when differential settlement occurs in areas with large variations in the thickness of underlying sediments. Settlement caused by ground shaking is often non-uniformly distributed, which can result in differential settlement.

Seismic settlement was evaluated for the Design Earthquake event using an empirical method developed by Tokimatsu and Seed (1987) based on site-specific SPT blow count and grain size data obtained from our borings.

We estimate 0.70-inch of total seismically induced ground settlement may occur at the site when subjected to a Design Earthquake event (see calculations in Appendix D). In our opinion, differential seismic settlement may be taken as one-half of the computed total seismic settlement over 30 feet. Calculations of seismically induced settlements are presented in Appendix D.

C-14
2003
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01

Seismically Induced Flooding
According to City of Ontario General Plan (2010), the site is located in the potential inundation area of San Antonio Dam.

Seismically Induced Landsliding
Due to the low gradient of the site, the potential for seismically induced landsliding is nil. This assumes that any slopes created during development of the site will be properly designed and constructed. It should be noted that the California Geological Survey has not yet prepared a Seismic Hazard Zone Map of potential earthquakeinduced landslide hazards for the quadrangle in which the site is located.

3.11 Foundations
Isolated spread footings and/or continuous wall footings are recommended to support the proposed structures. If the recommendations in the section on grading are followed and footings are established in firm native soils or compacted fill materials, footings may be designed using the following allowable soil bearing values:
• Continuous Wall Footings:

Footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent grade have allowable bearing capacity of 2,000 pounds per square foot (psf). This value may be increased by 10% for each additional foot of width and/or depth to a maximum value of 3,500 psf. • Isolated Spread Footings:

Footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent grade have allowable bearing capacity of 2,000 psf. This value may be increased by 10% for each additional foot of width or depth to a maximum value of 3,500 psf. • Retaining Wall Footings:

Footings for retaining walls should be founded a minimum depth of 12 inches and have a minimum width of 12 inches. Footings may be designed using the allowable bearing capacity and lateral resistance values recommended for building footings. However, when calculating passive resistance, the upper 6 inches of the footings should be ignored in areas where the footings will not be covered with concrete flatwork. This value may also be increased by 10% for each additional foot of width or depth to a maximum value of 3,000 psf. Reinforcement should be provided for structural considerations as determined by the design engineer.
• Sitework Element Footings:

Footings for sitework elements (i.e. seat walls, planters, site/screening walls not retaining soil, and ball walls should be founded a minimum depth of 12 inches and have a minimum width of 12 inches.

Footings may be designed using the allowable bearing capacity and lateral resistance values recommended for building footings. This value may also be increased by 10% for each additional foot of width or depth to a maximum value of 3,500 psf. Reinforcement should be provided for structural considerations as determined by the design engineer.

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2004
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01

• Lateral Earth Resistance for Pole Foundations:

Lateral bearing pressures of 150 psf/ft below design grade may be used.

Construction
Exploratory borings drilled for this investigation were advanced using continuous augers. Therefore, there is no indication as to the amount of caving that should be anticipated. However, caving of granular soils would be expected to occur during installation of pole foundations. It should be cautioned that the diameter of the piles may vary along their lengths possibly due to over-drilling or soil caving during construction. The contractor should be prepared to employ proper equipment for successful drilling.

The contractor shall be prepared to employ temporary casing at his discretion, or to utilize other methods of advancing the pole foundations or other temporary shoring elements, to mitigate the potential of soil caving. Excavations should not be allowed to stand open overnight; excavations should be poured as soon as possible after inspection. The actual required depths should be field verified by the project geotechnical engineer or his representative.
• Musco Lighting Pole Foundations:

The following may be used for pier/pole foundation recommendations for Musco Lighting light poles:

Allowable skin friction / vertical bearing pressure: 500psf The allowable lateral bearing pressure shall be taken as 150 psf/ft with allowable increase of 50% for depths greater than 12 feet.

The effective width for lateral bearing pressure will be 3 times the diameter of the pier footing.

The minimum distance of the pole foundations from the adjacent building shall be no less than 3 times the diameter of the pole foundation to prevent surcharging the adjacent building foundations. If this minimum distance cannot be maintained, then the design shall neglect the passive pressure to a depth equal to 3 times the diameter of the pile below the ground surface.

There are no requirements for casing during construction. Groundwater was not encountered in our borings and not expected during excavation for the pole foundation.

The above bearing capacities represent an allowable net increase in soil pressure over existing soil pressure and may be increased by one-third for short-term wind or seismic loads. The maximum expected settlement of footings designed with the recommended allowable bearing capacity is expected to be on the order of ½ inch with differential settlement on the order of ¼ inch.

3.12 Foundation Setbacks from Slopes
Setbacks for footings adjacent to slopes should conform to the requirements of the California Building Code.

Specifically, footings should maintain a horizontal distance or setback between any adjacent slope face and the bottom outer edge of the footing.

For slopes descending away from the foundation, the horizontal distance may be calculated by using h/3, where h is C-16
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the height of the slope. The horizontal setback should not be less than 5 feet, nor need not be greater than 40 feet per the California Building Code. Where structures encroach within the zone of h/3 from the top of the slope the setback may be maintained by deepening the foundations. Flatwork and utilities within the zone of h/3 from the top of slope may be subject to lateral distortion caused by gradual downslope creep. Walls, fences and landscaping improvements constructed at the top of descending slopes should be designed with consideration of the potential for gradual downslope creep.

For ascending slopes, the horizontal setback required may be calculated by using h/2 where h is the height of the slope. The horizontal setback need not be greater than 15 feet per the California Building Code.

3.13 Slabs on Grade
We recommend the use of unreinforced slabs on grade for structures. These floor slabs should have a minimum thickness of 4 inches and should be divided into squares or rectangles using weakened plane joints (contraction joints), each with maximum dimensions not exceeding 15 feet. Contraction joints should be made in accordance with American Concrete Institute (ACI) guidelines. If weakened plane joints are not used, then the slabs shall be reinforced with at a minimum 6x6-10/10 welded wire fabric placed at mid-height of the slab. The project structural engineer may require additional reinforcement.

If heavy concentrated or moving loads are anticipated, slabs should be designed using a modulus of subgrade reaction (k) of 150psi/in when soils are prepared in conformance with the grading recommendations contained within the report.

Special care should be taken on floors slabs to be covered with thin-set tile or other inflexible coverings. These areas may be reinforced with 6x6-10/10 welded wire fabric placed at mid-height of the slab, to mitigate drying shrinkage cracks. Alternatively, inflexible flooring may be installed with unbonded fabric or liners to prevent reflection of slab cracks through the flooring.

A moisture vapor retarder/barrier is recommended beneath all slabs-on-grade that will be covered by moisturesensitive flooring materials such as vinyl, linoleum, wood, carpet, rubber, rubber-backed carpet, tile, impermeable floor coatings, adhesives, or where moisture-sensitive equipment, products, or environments will exist. We recommend that design and construction of the vapor retarder or barrier conform to Section 1805 of the 2019 California Building Code (CBC) and pertinent sections of American Concrete Institute (ACI) guidance documents 302.1R-04, 302.2R-06 and 360R-10.

The moisture vapor retarder/barrier should consist of a minimum 10 mils thick polyethylene with a maximum perm rating of 0.3 in accordance with ASTM E 1745. Seams in the moisture vapor retarder/barrier should be overlapped no less than 6 inches or in accordance with the manufacturer’s recommendations. Joints and penetrations should be sealed with the manufacturer’s recommended adhesives, pressure-sensitive tape, or both. The contractor must avoid damaging or puncturing the vapor retarder/barrier and repair any punctures with additional polyethylene properly lapped and sealed.

ACI guidelines allow for the placement of moisture vapor retarder/barriers either directly beneath floor slabs or below an intermediate granular soil layer.

Placing the moisture retarder/barrier directly beneath the floor slab will provide improved curing of the slab bottom and will eliminate potential problems caused by water being trapped in a granular fill layer. Concrete C-17
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slabs poured directly on a vapor retarder/barrier can experience shrinkage cracking and curling due to differential rates of curing through the thickness of the slab. Therefore, for concrete placed directly on the vapor retarded, we recommend a maximum water cement ratio of 0.45 and the use of water-reducing admixtures to increase workability and decrease bleeding.

If granular soil is placed over the vapor retarder/barrier, we recommend that the layer be at least 2 inches thick in accordance with traditional practice in southern California. Granular fill should consist of clean fine graded materials with 10 to 30% passing the No. 100 sieve and free from clay or silt. The granular layer should be uniformly compacted and trimmed to provide the full design thickness of the proposed slab. The granular fill layer should not be left exposed to rain or other sources of water such as wet-grinding, power washing, pipe leaks or other processes, and should be dry at the time of concrete placement. Granular fill layers that become saturated should be removed and replaced prior to concrete placement.

An additional layer of sand may be placed beneath the vapor retarder/barrier at the developer’s discretion to minimize the potential of the retarder/barrier being punctured by underlying soils.

3.14 Miscellaneous Concrete Flatwork
Miscellaneous concrete flatwork and walkways may be designed with a minimum thickness of 4 inches. Large slabs should be reinforced with a minimum of 6x6-10/10 welded wire mesh placed at mid-height in the slab.

Control joints should be constructed to create squares or rectangles with a maximum spacing of 15 feet.

Walkways may be constructed without reinforcement. Walkways should be separated from foundations with a thick expansion joint filler. Control joints should be constructed into non-reinforced walkways at a maximum of 5 feet spacing.

The subgrade soils beneath all miscellaneous concrete flatwork should be compacted to a minimum of 90 percent relative compaction for a minimum depth of 12 inches. The geotechnical engineer should monitor the compaction of the subgrade soils and perform testing to verify that proper compaction has been obtained.

3.15 Footing Excavation and Slab Preparations
All footing excavations should be observed by the geotechnical consultant to verify that they have been excavated into competent soils. The foundation excavations should be observed prior to the placement of forms, reinforcement steel, or concrete. These excavations should be evenly trimmed and level. Prior to concrete placement, any loose or soft soils should be removed. Excavated soils should not be placed on slab or footing areas unless properly compacted.

Prior to the placement of the moisture barrier and sand, the subgrade soils underlying the slab should be observed by the geotechnical consultant to verify that all under-slab utility trenches have been properly backfilled and compacted, that no loose or soft soils are present, and that the slab subgrade has been properly compacted to a minimum of 90 percent relative compaction within the upper 12 inches.

Footings may experience and overall loss in bearing capacity or an increased potential to settle where located in close proximity to existing or future utility trenches. Furthermore, stresses imposed by the footings on the utility lines may cause cracking, collapse and/or a loss of serviceability. To reduce this risk, footings should extend below a 1:1 plane projected upward from the closest bottom of the trench.

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2007
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01

Slabs on grade and walkways should be brought to a minimum of 2% and a maximum of 6% above their optimum moisture content for a depth of 18 inches prior to the placement of concrete. The geotechnical consultant should perform insitu moisture tests to verify that the appropriate moisture content has been achieved a maximum of 24 hours prior to the placement of concrete or moisture barriers.

3.16 Lateral Load Resistance
Lateral loads may be resisted by soil friction and the passive resistance of the soil. The following parameters are recommended.
• Passive Earth Pressure = 500 pcf (equivalent fluid weight). • Coefficient of Friction (soil to footing) = 0.48
• Retaining structures should be designed to resist the following lateral active earth pressures:

Surface Slope of
Retained Materials
(Horizontal:Vertical)
Equivalent
Fluid Weight
(pcf)
Level 30
5:1 32
4:1 33
3:1 35
2:1 41
These active earth pressures are only applicable if the retained earth is allowed to strain sufficiently to achieve the active state. The required minimum horizontal strain to achieve the active state is approximately 0.0025H. Retaining structures should be designed to resist an at-rest lateral earth pressure if this horizontal strain cannot be achieved.
• At-rest Lateral Earth Pressure = 50 pcf (equivalent fluid weight) The Mononobe-Okabe method is commonly utilized for calculating seismically induced active and passive lateral earth pressures and is based on the limit equilibrium Coulomb theory for static stress conditions. This method entails three fundamental assumptions (e.g., Seed and Whitman, 1970): Wall movement is sufficient to ensure either active or passive conditions, the driving soil wedge inducing the lateral earth pressures is formed by a planar failure surface starting at the heel of the wall and extending to the free surface of the backfill, and the driving soil wedge and the retaining structure act as rigid bodies, and therefore, experiences uniform accelerations throughout the respective bodies (U.S. Army Corps of Engineers, 2003, Engineering and Design - Stability Analysis of Concrete Structures).
• Seismic Lateral Earth Pressure = 21 pcf (equivalent fluid weight).

The seismic lateral earth pressure given above is a triangle increasing with depth, and the resultant of this pressure is an increment of force which should be applied to the back of the wall at 1/3 of the wall height from the wall base.

The seismic increment of earth pressure should be added to the static active earth pressure. Even for the at-rest C-19
2008
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(Ko) condition, the seismic increment of earth pressure should be added to the static active earth pressure, not to the at-rest static earth pressure (SEAOC Seismology Committee 2019).

Per 2022 CBC Section 1803.5.12 dynamic seismic lateral earth pressures shall be applied to foundation walls and retaining walls supporting more than 6 feet of backfill. Dynamic seismic lateral earth pressures may also be applied to shorter walls at the discretion of the structural engineer.

3.17 Drainage and Moisture Proofing
Surface drainage should be directed away from the proposed structure into suitable drainage devices. Neither excess irrigation nor rainwater should be allowed to collect or pond against building foundations or within low-lying or level areas of the lot. Surface waters should be diverted away from the tops of slopes and prevented from draining over the top of slopes and down the slope face.

Walls and portions thereof that retain soil and enclose interior spaces and floors below grade should be waterproofed and dampproofed in accordance with CBC Section 1805.

Retaining structures should be drained to prevent the accumulation of subsurface water behind the walls.

Backdrains should be installed behind all retaining walls exceeding 3 feet in height. A typical detail for retaining wall back drains is presented in Appendix C. All backdrains should be outlet to suitable drainage devices. Retaining wall less than 3 feet in height should be provided with backdrains or weep holes. Dampproofing and/or waterproofing should also be provided on all retaining walls exceeding 3 feet in height.

3.18 Cement Type and Corrosion Potential
Soluble sulfate tests indicate that concrete at the subject site will have a negligible exposure to water-soluble sulfate in the soil. Our recommendations for concrete exposed to sulfate-containing soils are presented in the table below.

Recommendations for Concrete exposed to Sulfate-containing Soils Sulfate
Exposure
Water Soluble
Sulfate (SO4)
in Soil
(% by Weight)
Sulfate (SO4)
in Water
(ppm)
Cement
Type
(ASTM C150)
Maximum
Water-Cement
Ratio
(by Weight)
Minimum
Compressive
Strength
(psi)
Negligible 0.00 - 0.10 0-150 -- -- 2,500
Moderate 0.10 - 0.20 150-1,500 II 0.50 4,000
Severe 0.20 - 2.00 1,500-
10,000 V 0.45 4,500
Very Severe Over 2.00 Over 10,000 V plus pozzolan
or slag 0.45 4,500
Use of alternate combinations of cementitious materials may be permitted if the combinations meet design recommendations contained in American Concrete Institute guideline ACI 318-11.

The soils were also tested for soil reactivity (pH), electrical resistivity (ohm-cm) and chloride content. The test results C-20
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indicate that the on-site soils have a soil reactivity of 6.8, an electrical resistivity of 770 ohm-cm, and a chloride content of 153 ppm. Note that:
• A neutral or non-corrosive soil has a pH value ranging from 5.5 to 8.4. • Generally, soils that could be considered moderately corrosive to ferrous metals have resistivity values of about 3,000 ohm-cm to 10,000 ohm-cm. Soils with resistivity values less than 3,000 ohm-cm can be considered corrosive and soils with resistivity values less than 1,000 ohm-cm can be considered extremely corrosive. • Chloride contents of approximately 500 ppm or greater are generally considered corrosive.

Based on our analysis, it appears that the underlying onsite soils are corrosive to ferrous metals. Protection of buried pipes utilizing coatings on all underground pipes; clean backfills and a cathodic protection system can be effective in controlling corrosion. A qualified corrosion engineer may be consulted to further assess the corrosive properties of the soil.

3.19 Temporary Slopes
Excavation of utility trenches will require either temporary sloped excavations or shoring. Temporary excavations in existing alluvial soils may be safely made at an inclination of 1:1 or flatter. If vertical sidewalls are required in excavations greater than 5 feet in depth, the use of cantilevered or braced shoring is recommended.

Excavations less than 5 feet in depth may be constructed with vertical sidewalls without shoring or shielding.

Our recommendations for lateral earth pressures to be used in the design of cantilevered and/or braced shoring are presented below. These values incorporate a uniform lateral pressure of 72 psf to provide for the normal construction loads imposed by vehicles, equipment, materials, and workmen on the surface adjacent to the trench excavation. However, if vehicles, equipment, materials, etc., are kept a minimum distance equal to the height of the excavation away from the edge of the excavation, this surcharge load need not be applied.

SHORING DESIGN: LATERAL SHORING PRESSURES

BRACED SHEETING
H

CANTILEVERED SHEETING
72 psf
Pa Total = 72 psf + 30 H psf
Pa = 30 H psf

0.6H

0.2H

0.2H
Pa Total = 72 psf + 25 H psf
Pa = 25 H psf 72 psf
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2010
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City of Ontario RMA Job No.: 00-232255-01

Design of the shield struts should be based on a value of 0.65 times the indicated pressure, Pa, for the approximate trench depth. The wales and sheeting can be designed for a value of 2/3 the design strut value.

Placement of the shield may be made after the excavation is completed or driven down as the material is excavated from inside of the shield. If placed after the excavation, some overexcavation may be required to allow for the shield width and advancement of the shield. The shield may be placed at either the top or the bottom of the pipe zone. Due to the anticipated thinness of the shield walls, removal of the shield after construction should have negligible effects on the load factor of pipes. Shields may be successively placed with conventional trenching equipment.

Vehicles, equipment, materials, etc. should be set back away from the edge of temporary excavations a minimum distance of 15 feet from the top edge of the excavation. Surface waters should be diverted away from temporary excavations and prevented from draining over the top of the excavation and down the slope face.

During periods of heavy rain, the slope face should be protected with sandbags to prevent drainage over the edge of the slope, and a visqueen liner placed on the slope face to prevent erosion of the slope face.

Periodic observations of the excavations should be made by the geotechnical consultant to verify that the soil conditions have not varied from those anticipated and to monitor the overall condition of the temporary excavations over time. If at any time during construction conditions are encountered which differ from those anticipated, the geotechnical consultant should be contacted and allowed to analyze the field conditions prior to commencing work within the excavation.

Cal/OSHA construction safety orders should be observed during all underground work.

3.20 Soil Infiltration Testing
Four soil infiltration tests were performed using the bore hole percolation test procedure and three infiltration tests per the dual ring infiltrometer method as described in the San Bernardino County Stormwater Program Technical Guidance Document for Water Quality Management Plans (WQMP).

The testing was performed in 8-inch diameter borings that were drilled with a truck mounted CME-75 drill rig. The test holes extended to depths of 10 feet below the existing ground surface. The tests were performed in alluvial soil STRUTS
(typ.)
SHIELD
(typ.)

UNDISTURBED
SOIL

BEDDING
1'min.

H1
Hsh
Dt
P = 30 Hsh a psf
HEIGHT OF SHIELD, Hsh = DEPTH OF TRENCH, Dt , MINUS DEPTH OF SLOPE, H1

TYPICAL SHORING
DETAIL
1:1 (H:V)
1:1 (H:V)
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consisting of silty fine sand in Boring B-11 and sand in Boring B-12, classified as SM and SP, respectively, by the Unified Soil Classification System.

Prior to performing the tests, the auger used to drill the test holes was rotated until cuttings were removed from the hole. A 3-inch diameter perforated PVC pipe was then inserted into each test boring through the auger. A filter sock was installed around the pipe prior to placement in the boring in lieu of gravel or sand packing to prevent siltation in the pipe during testing and to facilitate removal of the pipe at the conclusion of the testing. Water levels were measured to the nearest 0.01 of a foot using an electronic well sounder. The test holes were presoaked for 60 minutes and water levels were measured every 30 minutes in B-11 and 10 minutes in B-12 because the initial water seeped away in less than 30 minutes. A total of 6 measurements were made following completion of presoaking.

The infiltrometer equipment consisted of two calibrated plastic cylinders, two aluminum rings, constant level float values, shutoff values, and plastic tubing to connect the cylinders and aluminum rings. Calibrations were marked directly on the plastic cylinders. The cylinder feeding the inner ring was graduated to 5,000 ml and the cylinder feeding the outer ring was graduated to 13,000 ml. The cylinders were connected to special supports to prevent tipping and to maintain proper height. The aluminum rings were 12 and 24 inches in diameter and 20 inches high.

The float valves were used to maintain a constant water level in the aluminum rings. Infiltration rate of water during the test was determined by monitoring volume changes in the calibrated cylinders. Testing continued until a relatively uniform infiltration rate was obtained.

Results of the testing are summarized in the table below.

Soil Infiltration Rates
Test No. Depth (ft) Soil Type Infiltration Rate
(in/hr)
B-11 10 SM 1.25
B-12 10 SP 13.25
B-18 10 SM 1.07
B-20 10 SM 1.06
T-1 1 SM 1.00
T-3 1 SM 1.07
T-5 1 SM 1.06
Design of the infiltration systems should include an appropriate factor of safety to account for degradation of soil conditions by fine grained materials carried by runoff, potential growth of vegetation, accumulation of trash and other appropriate considerations. The factor of safety should be determined in accordance with the methodology presented in San Bernardino County Program – Technical Guidance Document for Water Quality Management Plans (Appendix D, Section VII) using a medium concern for the assessment method, low concerns for texture class (granular soils) and soil variability (relatively homogeneous soils), a low concern for groundwater (depth to groundwater greater than 100 feet), and appropriate design related considerations. Per the Technical Guidance Document, the factor a safety should not be less than 2. We recommend that the slowest field test rate (P-1, 1.07 in/hr) be used to determine the design rate for the proposed infiltration systems. As discussed in Section 2.02, the sand layers encountered in some of our borings are most likely buried paleo-channels within the overall alluvial deposition pattern and are not continuous across the borings and are considered incongruous. Infiltration systems that are located within these paleo-channels may exhibit lowered infiltration rates as the wetted front encounters the prevalent silty fine sand.

The infiltrometer results were completed within 1 foot of the existing ground surface to determine intrinsic infiltration of the near surface soils for use in designing the turf field surfaces. These rates were obtained from the existing ground conditions. The actual conditions during construction are liable to be different, especially due to C-23
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construction activities that will compact the surface soil. Therefore, the minimum infiltration rate of the surface soil should have a factor of safety of at least 2 applied to account for the compaction of the surface soil during construction.

The above rates apply to existing natural soils. Compaction of soils will reduce infiltration rates. Therefore soils at the bottom of the proposed infiltration systems should not be rolled or otherwise compacted, and construction traffic should not be allowed in the area where the infiltration systems will be constructed. A maintenance plan should also be developed and implemented to restore infiltration properties of soils that may be impacted by sedimentation or other adverse conditions.

The test data sheets for the soil infiltration tests are presented in Appendix A.

3.21 Utility Trench Backfill
The onsite fill soils will not be suitable for use as pipe bedding for buried utilities. All pipes should be bedded in a sand, gravel or crushed aggregate imported material complying with the requirements of the Standard Specifications for Public Works Construction Section 306-1.2.1. Crushed rock products that do not contain appreciable fines should not be utilized as pipe bedding and/or backfill. Bedding materials should be densified to at least 90% relative compaction (ASTM D1557) by mechanical methods. The geotechnical consultant should review and approve of proposed bedding materials prior to use.

All utility trench backfill within street right of way, utility easements, under or adjacent to sidewalks, driveways, or building pads should be observed and tested by the geotechnical consultant to verify proper compaction. Trenches excavated adjacent to foundations should not extend within the footing influence zone defined as the area within a line projected at a 1:1 drawn from the bottom edge of the footing. Trenches crossing perpendicular to foundations should be excavated and backfilled prior to the construction of the foundations. The excavations should be backfilled in the presence of the geotechnical engineer and tested to verify adequate compaction beneath the proposed footing.

Cal/OSHA construction safety orders should be observed during all underground work.

3.22 Pavement Sections
An R-value test was performed on the anticipated subgrade soil at the site in order to provide information on their soil properties for design of pavement structural sections. The R-value test was done in compliance with CTM-301.

Structural sections were designed using the procedures outlined in Chapter 630 of the California Highway Design Manual (Caltrans, 2023) and the Caltrans Mechanistic-Emperical Tool program that utilizes an equivalent resilient modulus, traffic index and project climate to calculate asphalt pavement sections. This procedure uses the principle that the pavement structural section must be of adequate thickness to distribute the load from the design traffic index (TI) to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the resilient modulus (Mr) of the soil.

Development of the design traffic indexes on the basis of a traffic study is beyond the scope of this report; however, our experience indicates that a traffic index of 5.0 is typical for automobile traffic lanes and parking and that a traffic index of 7.0 is typical for truck driving lanes and parking. We have provided alternate structural sections for each traffic index. Selection of the final pavement structural section should be based on economic considerations which are beyond the scope of this investigation. Recommended structural sections are as follows:

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• Auto parking and minor streets(TI=5, R-Value=35 (Mr=20.5ksi)):

4.0 inches of asphaltic concrete over

4.5 inches of crushed aggregate base
• Truck and bus lanes and collector streets (TI=7, R-Value=35 (Mr=20.5ksi)):

5.5 inches of asphaltic concrete over

6.0 inches of crushed aggregate base
Vehicular Concrete Paver Pavement Sections
Recommended concrete vehicular pavement structural sections are based on the procedures outlined in Technical Specifications for interlocking concrete pavement prepared by the Interlocking Concrete Paver Institute (2023) and our engineering judgment. The specifications utilize similar procedures similar to the California Highway Design Manual in that the pavement structural section must be of adequate thickness to distribute the load from the design traffic (TI) to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R value). The specifications also consider soil type and drainage characteristics. Recommended sections are as follows:

Vehicular Concrete Paver Areas with Light Vehicle Traffic:
80 mm (3.14 inches) concrete pavers on
1 inch of bedding sand on
16 inches of crushed aggregate base
or
80 mm (3.14 inches) concrete pavers on
1 inch of bedding sand on
5 inches of Portland cement concrete (PCC) on
12 inches of crushed miscellaneous base
Vehicular Concrete Paver Areas with Delivery Truck Traffic:
80 mm (3.14 inches) concrete pavers on
1 inch of bedding sand on
18 inches of crushed miscellaneous base
or
80 mm (3.14 inches) concrete pavers on
1 inch of bedding sand on
5 inches of Portland cement concrete (PCC) on
12 inches of crushed miscellaneous base
Portland cement concrete (PCC) pavements
Portland cement concrete (PCC) pavements for areas which are not subject to traffic loads may be designed with a minimum thickness of 4.0 inches of Portland cement concrete on compacted non-expansive engineered fill soils. If traffic loads are anticipated, PCC pavements should be designed for a minimum thickness of 6.0 inches of Portland cement concrete on 12.0 inches of crushed aggregate base. Control joints to limit cracking of the concrete pavement should be spaced no more than 10 feet apart. According to ACI 330, reinforcement to control is not necessary when pavement is jointed to form short panel lengths of 15 feet or less. Reinforcement in the concrete paving will not add to the load carrying capacity of the concrete. Any reinforcement of concrete paving may be included in design as C-25
2014
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01

desired, to limit cracking of the concrete with at least number 4 reinforcing steel placed mid-height of the concrete at 18-inches on center typical.

Prior to paving, the subgrade soils should be scarified and the moisture adjusted to within 2% of the optimum moisture content. The subgrade soils should be compacted to a minimum of 95% relative compaction. All aggregate base courses should be compacted to a minimum of 95% relative compaction.

3.23 Plan Review
Once a formal grading and foundation plans are prepared for the subject property, this office should review the plans from a geotechnical viewpoint, comment on changes from the plan used during preparation of this report and revise the recommendations of this report where necessary.

3.24 Geotechnical Observation and Testing During Rough Grading The geotechnical engineer should be contacted to provide observation and testing during the following stages of grading:
• During the clearing and grubbing of the site.
• During the demolition of any existing structures, buried utilities or other existing improvements. • During excavation and overexcavation of compressible soils. • During all phases of grading including ground preparation and filling operations. • When any unusual conditions are encountered during grading.

A final geotechnical report summarizing conditions encountered during grading should be submitted upon completion of the rough grading operations.

3.25 Post-Grading Geotechnical Observation and Testing
After the completion of grading the geotechnical engineer should be contacted to provide additional observation and testing during the following construction activities:
• During trenching and backfilling operations of buried improvements and utilities to verify proper backfill and compaction of the utility trenches.
• After excavation and prior to placement of reinforcing steel or concrete within footing trenches to verify that footings are properly founded in competent materials. • During fine or precise grading involving the placement of any fills underlying driveways, sidewalks, walkways, or other miscellaneous concrete flatwork to verify proper placement, mixing and compaction of fills.
• When any unusual conditions are encountered during construction.

C-26
2015
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01

4.00 CLOSURE
The findings, conclusions and recommendations in this report were prepared in accordance with generally accepted engineering and geologic principles and practices. No other warranty, either expressed or implied, is made. This report has been prepared for City of Ontario to be used solely for design purposes. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

The geotechnical and geologic consultant should be retained during the earthwork and foundation phases of construction to monitor compliance with the design concepts and recommendations and to provide additional recommendations as needed. Should subsurface conditions be encountered during construction that are different from those described in this report, this office should be notified immediately so that our recommendations may be re-evaluated.

C-27
2016

FIGURES AND TABLES
C-28
2017
Ontario Sports Park
City of Ontario
RMA Project No.: 00-232255-01
Figure 1
Site
Site Location Map
Scale: 1"=2,000'
Base Map: USGS, 2021, Guast 7.5-minute Topographic Quadrangle San Jacinto fault
C-29
2018
Ontario Sports Park
City of Ontario
RMA Project No.: 00-232255-01
Figure 2
Site
Scale: 1"=3,000'

REGIONAL GEOLOGIC MAP
Source Map: Bedrossian, T.L., Hayhurst, C. A. and Roffers, P.D., 2010, Geologic Compilation of Quaternary Surficial Deposits in Southern California, San Bernardino 30' x 60' Quadrangle: California Geological Survey Special Report 217, Plate 13.

Partial Legend
af - Artificial Fill
Qye -Late Holocene Wash Deposits
Qyf - Holocene to Late Pleistocene Young Eolian and Dune Deposits Qvof - Late to Middle Pleistocene Old Alluvial fan Deposits C-30
2019
DATE: Ontario Sports Park 31 OF 1 April 2024 LEGEND RANCHO CUCAMONGA, CA 91730 909.989.1751 · FAX 909.989.4287 GEOTECHNICAL ENGINEERING CONSTRUCTION INSPECTION MATERIALS TESTING 12130 SANTA MARGARITA COURT www.rmacompanies.com DRAWN BY: DKR FIGURE NO.: SHEET NO.: RMA JOB NO.: 00-232255-01 - Boring Location afb - Artificial fill (berm) Qyf m/af/Qyf - Thin manure/Artificial fill on Alluvium - Alluvium afb afb afb afb afb afb afb afb m/af/Qyf m/af/Qyf m/af/Qyf Qyf Qyf Qyf Area not accessible for exploration B-1 B-5 B-2 B-10 B-9 B-8 B-4 B-3 B-6 B-7 B-11 B-12 B-13 B-17 B-14 B-16 B-15 Area used as shallow basins af/Qyf afb afb B-18 B-24 B-19 B-20 B-21B-22 B-23 - Exploratory Trench Location T-NB-N T-1 T-2 T-3 T-4 T-5 T-6 T-7 T-8 T-9 Area not accessible for exploration C-31
2020
Ontario Sports Park
City of Ontario
RMA Project No.: 00-232255-01
Figure 4
Site
Orange - Holocene fault displacement
Green - Late Quaternary fault displacement
Purple - Quaternary fault
Black - Pre-Quaternary fault
Base Map: California Geological Survey Fault Activity Map of California, 2010

REGIONAL FAULT MAP
Scale: 1" ≈ 3 miles
Partial Legend
C-32
2021
Ontario Sports Park
City of Ontario
RMA Project No.: 00-232255-01
Figure 5
Site

FEMA FLOOD ZONE MAP
C-33
2022
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Table 1
Maximum Slip
Distance Distance Moment Rate
Fault Zone & geometry (km) (mi.) Magnitude (mm/yr)
Anacapa-Dume (r-ll-o) 88 55 7.5 3.0
Chino-Central Ave. (rl-r-o) 11 7 6.7 1.0
Clamshell-Sawpit (r) 33 21 6.5 0.5
Cleghorn (ll-ss) 35 22 6.5 3.0
Coronado Bank (rl-ss) 86 53 7.4 3.0
Cucamonga (r) 15 9 6.9 5.0
Elsinore - Temecula (rl-ss) 44 27 6.8 5.0
Elsinore - Glen Ivy (rl-ss) 19 12 6.8 5.0
Helendale - S Lockhart (rl-ss) 76 47 7.3 0.6
Hollywood (ll-r-o) 59 37 6.4 1.0
Holser (r) 98 61 6.5 0.4
Lenwood-Lockhart - Old Woman Spring 96 60 7.5 0.6
Malibu Coast (ll-r-o) 85 53 6.7 0.3
Newport-Inglewood (rl-ss) 52 32 6.9 1.5
Newport-Inglewood - Offshore (rl-ss) 55 34 7.1 1.5
North Frontal - Western (r) 45 28 7.2 1.0
North Frontal - Eastern (r) 82 51 6.7 0.5
Northridge (r) 78 48 7.0 1.5
Palos Verde (rl-ss) 67 42 7.3 3.0
Pinto Mountain (ll-ss) 82 51 7.2 2.5
Puente Hills Blind Thrust (r) 28 17 7.1 0.7
Raymond (ll-r-o) 39 24 6.5 1.5
San Andreas - Coachella (rl-ss) 38 24 7.2 25.0
San Andreas (rl-ss) 31 19 7.5 24.0
San Gabriel (rl-ss) 71 44 7.2 1.0
San Jacinto - San Jacinto Valley (rl-ss) 34 21 6.9 12.0 San Jacinto - San Bernardino (rl-ss) 26 16 6.7 12.0
San Joaquin Hills (r) 42 26 6.6 0.5
San Jose (ll-r-o) 13 8 6.4 0.5
Santa Monica (ll-r-o) 64 40 6.6 1.0
Sierra Madre (r) 17 11 7.2 2.0
San Fernando (r) 70 43 6.7 2.0
Upper Elysian Park (r) 46 29 6.4 1.3
Verdugo (r) 52 32 6.9 0.5
Notes:

Fault geometry - (ss) strike slip, (r) reverse, (n) normal, (rl) right lateral, (ll) left lateral, (o) oblique Fault and Seismic Data - California Geological Survey (Cao), 2003 NOTABLE FAULTS WITHIN 100 KILOMETERS AND SEISMIC DATA
C-34
2023
Ontario Sports Park October 18, 2023
City of Ontario RMA Job No.: 00-232255-01
Table 2
Epicentral
Distance
Date Event Causitive Fault Magnitude (miles)
Dec. 12, 1812 Wrightwood San Andreas? 7.3 28
Jan. 9, 1857 Fort Tejon San Andreas 7.9 242
Dec. 16, 1858 San Bernardino Area uncertain 6.0 18
Feb. 9,1890 San Jacinto uncertain 6.3 88
May 28, 1892 San Jacinto uncertain 6.3 88
July 30, 1894 Lytle Creek uncertain 6.0 20
July 22, 1899 Cajon Pass uncertain 6.4 21
Dec.25, 1899 San Jacinto San Jacinto 6.7 39
Sept. 20, 1907 San Bernardino Area uncertain 5.3 32
May 15, 1910 Elsinore Elsinore 6.0 25
April 21, 1918 Hemet San Jacinto 6.8 40
July 23, 1923 San Bernardino San Jacinto 6.0 18
March 11, 1933 Long Beach Newport-Inglewood 6.4 32
April 10, 1947 Manix Manix 6.4 92
Dec. 4, 1948 Desert Hot Springs San Andreas or Banning 6.5 72 July 21, 1952 Wheeler Ridge White Wolf 7.3 108
Feb. 9, 1971 San Fernando San Fernando 6.6 54
July 8, 1986 North Palm Springs Banning or Garnet Hills 5.6 59 Oct. 1, 1987 Whittier Narrows Puente Hills Thrust 6.0 28 Feb. 28, 1990 Upland San Jose 5.5 10
June 28, 1991 Sierra Madre Clamshell Sawpit 5.8 29
April 22, 1992 Joshua Tree Eureka Peak 6.1 76
June 28, 1992 Landers Johnson Valley & others 7.3 70
June 28, 1992 Big Bear uncertain 6.5 47
Jan. 17, 1994 Northridge Northridge Thrust 6.7 57
Oct. 16, 1999 Hector Mine Lavic Lake 7.1 89
July 4, 2019 Searles Valley Eastern Calif. Shear Zone 6.4 117 July 5, 2019 Searles Valley Eastern Calif. Shear Zone 7.1 122 Notes:

Earthquake data: U.S. Geological Survey P.P. 1515 & online data, Southern California Earthquake Center & California Geological Survey online data
Magnitudes prior to 1932 are estimated from intensity.

Magnitudes after 1932 are moment, local or surface wave magnitudes.

Site Location:

Site Longitude: - 117.604962
Site Latitude: 34.01789
HISTORIC STRONG EARTHQUAKES IN SOUTHERN CALIFORNIA SINCE 1812 C-35
2024

APPENDIX A

FIELD INVESTIGATION
C-36
2025
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Page A - 1

APPENDIX A

FIELD INVESTIGATION
A-1.00 FIELD EXPLORATION
A-1.01 Number of Borings
Our subsurface investigation consisted of 10 borings drilled with a CME-75 drill rig.

A-1.02 Location of Borings
A Site Geologic Map showing the approximate locations of the borings is presented as Figure 3.

A-1.03 Boring Logging
Logs of borings were prepared by one of our staff and are attached in this appendix. The logs contain factual information and interpretation of subsurface conditions between samples. The strata indicated on these logs represent the approximate boundary between earth units and the transition may be gradual. The logs show subsurface conditions at the dates and locations indicated, and may not be representative of subsurface conditions at other locations and times.

Identification of the soils encountered during the subsurface exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488). A legend indicating the symbols and definitions used in this classification system and a legend defining the terms used in describing the relative compaction, consistency or firmness of the soil are attached in this appendix. Bag samples of the major earth units were obtained for laboratory inspection and testing, and the in-place density of the various strata encountered in the exploration was determined
A-1.04 Soil Infiltration Testing
Two soil infiltration tests were performed using the boring percolation test procedure described in the San Bernardino County Stormwater Program Technical Guidance Document for Water Quality Management Plans (WQMP). Locations of the tests are shown on Figure 3.

C-37
2026
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Page A - 2
Well graded gravel, gravel-sand mixtures.

Poorly graded gravel or gravel-sand mixtures,
Silty gravels, gravel-sand-silt mixtures.

Clayey gravels, gravel-sand-clay mixtures.

Well graded sands, gravelly sands, little or
Poorly graded sands or gravelly sands, little
Inorganic silts and very fine sands, rock flour
silty or clayey fine sands or clayey silts
Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays, lean
Organic silts and organic silty clays of low
Inorganic silts, micaceous or diatamaceous
fine sandy or silty soils, elastic silts.

Inorganic clays of high plasticity, fat clays.

Organic clays of medium to high plasticity,
BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols.

Pt
OH
CH
MH
OL
CL
ML
SC
SM
SP
SW
GC
GM
GP
GW

MAJOR DIVISIONS
GROUP

SYMBOLS TYPICAL NAMES
CLEAN

GRAVELS

GRAVELS

WITH FINES

GRAVELS
COARSE

GRAINED
SOILS
SANDS
CLEAN
SANDS
SANDS

WITH FINES

SILTS AND CLAYS

SILTS AND CLAYS
FINE

GRAINED
SOILS

HIGHLY ORGANIC SOILS
(More than 50% of
material is LARGER
than No. 200 sieve
size)
(More than 50% of
coarse fraction is
LARGER than the
No. 4 sieve size.
(More than 50% of
coarse fraction is
SMALLER than the
No. 4 sieve size)
(Appreciable
amount of fines)
(Little or no fines)
(Appreciable amt.
of fines)
(Little or no fines)
(More than 50% of
material is SMALLER
than No. 200 sieve
size)
(Liquid limit LESS than 50)
(Liquid limit GREATER than 50)
little or no fines.
little or no fines.
no fines.
or no fines.

Silty sands, sand-silt mixtures.

Clayey sands, sand-clay mixtures.
with slight plasticity
clays.
plasticity.
organic silts.

Peat and other highly organic soils.

P A R T I C L E S I Z E L I M I T S

SILT OR CLAY

SAND GRAVEL

COBBLES BOULDERS

FINE MEDIUM COARSE FINE COARSE
U. S. S T A N D A R D S I E V E S I Z E
No. 200 No. 40 No. 10 No. 4 3/4 in. 3 in. 12 in.

UNIFIED SOIL CLASSIFICATION SYSTEM
C-38
2027
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Page A - 3
I. SOIL STRENGTH/DENSITY

BASED ON STANDARD PENETRATION TESTS
Apparent Density of sand Consistency of clay
Penetration Resistance N
(blows/Ft)
Apparent
Density
Penetration Resistance N
(blows/ft)
Consistency
0-4
4-10
10-30
30-50
>50
Very Loose
Loose
Medium Dense
Dense
Very Dense
<2
2-4
4-8
8-15
15-30
>30
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
N = Number of blows of 140 lb. weight falling 30 in. to drive 2-in OD sampler 1 ft.

BASED ON RELATIVE COMPACTION
Compactness of sand Consistency of clay
% Compaction Compactness % Compaction Consistency
<75
75-83
83-90
>90
Loose
Medium Dense
Dense
Very Dense
<80
80-85
85-90
>90
Soft
Medium Stiff
Stiff
Very Stiff
II. SOIL MOISTURE
Description Criteria
Dry Absence of moisture, dusty, dry to the touch
Moist Damp but not visible water
Wet Visible free water, usually soil is below water table

SOIL DESCRIPTION LEGEND
C-39
2028
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
09/21/2023
SL
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
See Site Geologic Map
R 12
69 R
B­1
Page A­4
S
S
S
30 77
23 Artificial fill (af): Gray silty fine to coarse sand, moist ,dense.

Total depth 26.5'
No groundwater
Hole backfilled
Young alluvial fan deposits (Qyf): Light brown to gray brown silty fine to medium sand, moist, non-porous, medium dense
Becomes brown in color
SM
12" Manure on surface then concrete 3"
SM
Trace of gravel
Light brown to brown silty fine to coarse sand, trace gravel

4.5 3.9

4.0 7.2

8.4 100.4
C-40
2029
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
09/21/2023
SL
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
See Site Geologic Map
B­2
R 17
23 R
Page A­5
S
S
S
33 50 for
6"
55 Total depth 31.5'
No groundwater
Hole backfilled
Young alluvial fan deposits (Qyf): Light brown to gray brown silty fine to medium sand, moist, non-porous, medium dense
Becomes brown in color
SM
Trace of gravel
Trace to minor gravel
S 52
Decrease in gravel
Gravel absent,silty fine to medium sand
Trace of gravel, silty fine to coarse sand

5.0 5.0

4.2 1.8

10.9 12.2
119.5
105.1
C-41
2030
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
09/21/2023
SL
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
See Site Geologic Map
Page A­6
B­3
50 for
R 6"
65 R
S
S
S
45 54
58 Total depth 31.5'
No groundwater
Hole backfilled
Young alluvial fan deposits (Qyf): Light brown to gray brown silty fine to medium sand, moist, non-porous, medium dense
Becomes brown in color
SM
Trace of gravel
Trace to minor grave, silty fine to coarse sand
S 85
Decrease in gravel
Gravel absent, silty fine to medium sand and trace clay

1.1 8.4

5.0 17.4

6.5 6.8
C-42
2031
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
09/21/2023
SL
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
See Site Geologic Map
B­4
R 72
42 R
Page A­7
S
S
S
44 58
55 Total depth 31.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown silty fine to medium sand, trace gravel, moist, non-porous, medium dense SM
Increase in gravel
Trace to minor gravel
S 41
Gravel decreases ,silty fine to medium sand
6 inches manure

1.7 4.5

9..9

10.1 17.6
N/A
C-43
2032
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 2
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
SL
CME­75 09/21/2023
See Geologic Map
Page A­8
B­5
R 55
41 R
S
S
S
34 32
45 Young alluvial fan deposits (Qyf): Light brown to brown silty fine to medium sand, trace gravel, moist, non-porous, dense
SM
Slight increase in gravel
Trace to minor gravel
Gravel decreases ,silty fine to medium sand
6 inches manure

6.8 4.8
7 4.4

5.5 C-44
2033
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 2 of 2
SL 8"
140 lbs.
35 40
45 50
Drop: 30"
­ Groundwater
­ End of Boring
09/21/2023 CME­75
See Geologic Map
55 S 73
50 for
6" S
82 S
CL Brown sandy clay, moist, slightly plastic, hard

57.8% passing #200
Poorly graded fine to coarse sand with silt with trace to minor gravel, fine to medium sand, very dense, poorly sorted

7.3% passing #200
Total depth 50.5'
No groundwater
Hole backfilled
B­5
Page A­9
S
S
50-6"
50-6"
Brown silty fine to cvoarse sand with trace gravel, moist, poorly sorted, dense to very dense
SM
SPSM

10.7 17.3% passing #200

5.0 5.7

4.8 15.5
C-45
2034
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 3
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
SL
09/22/2023 CME­75
See Geologic Map
Page A­10
B­6
R 21
38 R
S
S
S
37 36
36 Young alluvial fan deposits (Qyf): Light brown to brown silty fine to medium sand, minor coarse sand, trace gravel, moist, non-porous, medium dense
SM
Increase in silt content and trace clay and gravel

24.1% passing #200
Increase in gravel content, 32.0% (passing #200)
SM Artificial fill (af): Gray silty fine to coarse sand with gravel, moist ,dense.

3.8 3.5

4.9 4.9
C-46
2035
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 2 of 3
SL 8"
140 lbs.
35 40
45 50
Drop: 30"
­ Groundwater
­ End of Boring
09/22/2023 CME­75
See Geologic Map
55 S 27
S 38
35 S
CL Brown sandy clay, moist, slightly plastic, hard

60.3% passing #200
B­6
Page A­11
S
S
43 28
Brown silty fine to cvoarse sand with trace gravel, moist, poorly sorted, dense to very dense
SM
S 34
SM
CL Brown sandy clay, moist, slightly plastic, hard

63.0% passing #200
Brown silty fine to cvoarse sand with trace gravel, moist, poorly sorted, dense to very dense

5.0 13.7

10.5 21.5

12.7 10.2
C-47
2036
Ontario Sports Complex
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 3 of 3
09/22/2023
SL
CME ­55
8"
See Geologic Map 140 lbs.
65 70
Drop: 30"
­ Groundwater
­ End of Boring
75 S 34
S 41
40 S
Total depth 70.5'
No groundwater
Hole backfilled
B­6
RMA Job No.:00­232255­01
Page A­12
Brown silty fine to cvoarse sand with trace gravel, moist, poorly sorted, dense to very dense
SM

24.2% passing #200

10.2 21.5
C-48
2037
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
09/22/2023
SL
See Site Geologic Map
B­7
R 22
25 R
Page A­13
S
S
S
22 26
21 Total depth 31.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown silty fine to medium sand, trace gravel, moist, non-porous, medium dense SM
Increase in gravel, trace clay
S 33
Gravel decreases ,silty fine to medium sand

14.9 10.2

11.2 2.7

4.3 C-49
2038
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
09/22/2023
SL
See Site Geologic Map
B­8
R 17
29 R
Page A­14
S
S
S
24 14
24 Total depth 31.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown silty fine to coarse sand, trace gravel, moist, non-porous, medium dense
SM
Increase in gravel
S 24
Gravel decreases ,silty fine to medium sand
3 inches asphalt

4.9 12.1

2.9 4.5

12.3 11.2
C-50
2039
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
09/22/2023
SL
See Site Geologic Map
B­9
R 13
15 R
Page A­15
S
S
S
36 65
17 Total depth 26.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown silty fine to coarse sand, trace gravel, moist, non-porous, medium dense
SM
Increase in gravel
Gravel decreases ,silty fine to medium sand
3 inches asphalt
ML Brown sandy silt, moist, fine sand, stiff
Dense

4.9 12.1

3.7 4.9

13.0 C-51
2040
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
09/22/2023
SL
See Site Geologic Map
B­10
R 17
22 R
Page A­16
S
S
S
29 19
19 Total depth 26.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown silty fine to medium sand, trace gravel, moist, non-porous, medium dense SM
Silty fine to coarse sand
Trace to minor gravel
3 inches asphalt
ML Brown sandy silt, moist, fine sand, stiff
Coarse sand, dense

4.7 4.2

2.9 13.9

6.6 C-52
2041
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­11
R 12
R
Page A­17
18 Total depth 10.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown silty fine to medium sand, trace gravel, moist
SM
Hit patch of gravel, pebble to cobble size, moist
C-53
2042
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­12
R 12
R
Page A­18
15 Total depth 10.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown fine to medium sand, trace gravel, moist
SM
Poorly graded fine to coarse sand with silt with trace gravel, fine to medium sand, medium dense, poorly sorted
SPSM
C-54
2043
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­13
R 11
R
Page A­19
32 Total depth 30.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown fine to medium sand, trace gravel, moist
SM
Increase in medium to coarse sand
S
S
S
50-6"
47 36
Sand with some pebble size gravel, course sand, moist, light brown to tan Increase in silt and decrease in gravel
Dark clay layer about 5' thick, Tan to brown, Moist
C-55
2044
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­14
R 11
R
Page A­20
29 Total depth 25.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to gray-brown fine to medium sand, trace gravel, moist
SM
Increase in medium to coarse sand
S
S
S
45 72
57 Sand with some pebble size gravel, course sand, moist, light brown to tan Course sand with silt, moist, light brown to tan
C-56
2045
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­15
R 11
R
Page A­21
22 Total depth 25.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown fine to medium sand, trace gravel, moist
SM
Increase in medium to coarse sand
S
S
S
37 54
44 Increase in clay content with course to fine sand, dark brown, moist C-57
2046
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­16
14 S
S
Page A­22
27 Total depth 20.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown fine to medium sand, trace gravel, moist
SM
Layer of 3'-4' with medium to coarse sand
S
S 29
18 Increase in clay content with course to fine sand, dark brown, moist C-58
2047
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
10/13/2023
SL
See Site Geologic Map
B­17
R 10
R
Page A­23
18 Total depth 25.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to brown fine to medium sand, trace gravel, moist
SM
S
S
S
68 37
22 Layer of 7-10' with medium to coarse sand
Increase in clay content with course to fine sand, dark brown, moist C-59
2048
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024
MK
See Site Geologic Map
B­18
R 7
S
Page A­24
12 Total depth 11.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to gray-brown fine to medium sand, trace gravel, moist
SM
S 17
Occasional fine gravel

8.5 110.4

11.2 8.0
C-60
2049
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 2
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024
MK
See Site Geologic Map
B­19
Page A­25
R 65
R 22
Berm fill (af): Dark brown to gray-brown silty fine to medium sand, moist dense.

SM
Increase in medium to coarse sand
S
S
S
17 14
34 Light brown in color
R 39
Young alluvial fan deposits (Qyf): G gray-brown to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense Light gray-brown in color, increasing sand content

9.7 120.4

11.7 6.2 122.9

11.3 12.1

7.5 C-61
2050
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 2 of 2
MK 8"
140 lbs.
35 40
45 50
Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024 CME­75
See Geologic Map
55 R 14
R 17
Total depth 36.5'
No groundwater
Gray-brown silty fine to medium sand, moist, medium dense, increasing silt content
SM
B­19

20.9 17.1
Page A­26
C-62
2051
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2023
MK
See Site Geologic Map
B­20
R 29
R
Page A­27
13 Total depth 11.5'
No groundwater
Young alluvial fan deposits (Qyf): Light brown to gray-brown fine to medium sand, moist
SM
S 12
Increasing sand content, grades to sand with silt with depth

8.4 111.2

5.8 7.3
C-63
2052
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 2
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024
MK
See Site Geologic Map
B­21
Page A­28
R 8
R 18
SM
S
S
S
23 26
11 Gray sandy silt, fine to medium sand, moist, stiff
R 12
Young alluvial fan deposits (Qyf): Gray to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense

6.2 106.6

4.4 9.1 106.2

17.7 7.2

14.3 Dark gray-brown in color
ML
ML
SM Gray to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense
Gray sandy silt, fine to medium sand, moist, very stiff C-64
2053
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 2 of 2
MK 8"
140 lbs.
35 40
45 50
Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024 CME­75
See Geologic Map
55 R 21
R 45
Total depth 36.5'
No groundwater
Gray-brown silty fine to medium sand, moist, medium dense, increasing silt content
ML
B­21

14.0 5.2
SM
Gray sandy silt, fine to medium sand, moist, very stiff Page A­29
C-65
2054
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024
MK
See Site Geologic Map
B­22
Page A­30
Total depth 26.5'
No groundwater
R 27
R 12
S
S
S
18 24
17 R 16

8.1 113.3

5.4 20.5 98.3

12.0 5.9

17.8 SM
Gray sandy silt, fine to medium sand, moist, stiff
Young alluvial fan deposits (Qyf): Gray to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense
Trace coarse sand
ML
ML
SM Gray to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense
Gray-brown sandy silt, fine to medium sand, moist, very stiff C-66
2055
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024
MK
See Site Geologic Map
B­23
Page A­31
Total depth 26.5'
No groundwater
R 21
R 34
S
S
S
25 18
22 R 14

3.5 106.7

3.3 8.8 107.7

4.6 10.0

16.1 SM Young alluvial fan deposits (Qyf): Gray to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense
Trace coarse sand and fine gravel
ML
Brown-gray in color
Gray-brown sandy silt, fine to medium sand, moist, very stiff Gray in color
Light brown to brown, gravel absent
C-67
2056
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 1 of 1
CME­75
8"
140 lbs.
5 10
15 20
25 Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024
MK
See Site Geologic Map
B­24
Page A­32
R 13
R 7
SM
S
S
S
46 17
15 R 17
Young alluvial fan deposits (Qyf): Gray to brown-gray fine to medium sand, trace gravel, moist, medium dense to dense

8.0 106.3

12.9 4.1 123.1

10.8 18.6

2.2 SPSM Light gray-brown sand with silt, fine to medium sand, trace gravel, dry to slightly moist, dense
Light gray in color
Increasing sand content
C-68
2057
Ontario Sports Complex RMA Job No.:00­232255­01
City of Ontario
Date Drilled:

Logged By:

Location:

Drilling Equipment:

Boring Hole Diameter:

Drive Weights:

Exploratory Boring Log Boring No.

Samples Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples.

The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R
T
­ Ring Sample
­ Tube Sample
­ Bulk Sample
Sample Types:

S ­ SPT Sample
Sheet 2 of 2
MK 8"
140 lbs.
35 40
45 50
Drop: 30"
­ Groundwater
­ End of Boring
04/7/2024 CME­75
See Geologic Map
55 R 28
R 35
Total depth 36.5'
No groundwater
B-24

4.3 5.5
SPSM Light gray-brown sand with silt, continued, gravel absent Page A­33
C-69
2058
Ontario Sports Park RMA Job No.:00­232255­01
City of Ontario
Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 See Geologic Map
See Geologic Map
04/7/2024
04/7/2024
T­1
T­2
At 2.5 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
469'
KRD
KRD
Page A­34
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2 feet loose (plowed zone) then medium dense
Backhoe
CAT 430F Backhoe

6.7 103.8

14.1 111.4
At 2 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2

16.7 98.7 feet loose (plowed zone) then medium dense

12.7 108.9
SM
SM
C-70
2059
Ontario Sports Park RMA Job No.:00­232255­01
City of Ontario
Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 See Geologic Map
See Geologic Map
04/7/2024
04/7/2024
T­4
T­3
469'
469'
KRD
KRD
Page A­35
CAT 430F Backhoe
CAT 430F Backhoe
At 2 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2 feet loose (plowed zone) then medium dense

7.5 102.6

8.2 106.9
SM
At 2 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2

9.2 100.1 feet loose (plowed zone) then medium dense

7.6 105.4
SM
C-71
2060
Ontario Sports Park RMA Job No.:00­232255­01
City of Ontario
Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 See Geologic Map
See Geologic Map
04/7/2024
04/7/2024
T­6
T­5
468'
KRD
KRD
Page A­36
CAT 430F Backhoe
CAT 430F Backhoe
Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Gray silty sand to sand with silt, fine to medium sand, moist, medium dense
Artificial fill (af): Brown fine to medium sand, few gravel, trace organics (manure, decaying organic material) to 2.5 feet, moist, upper 2 feet loose (plowed zone) then medium dense
SM
SM
Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Gray silty sand to sand with silt, fine to medium sand, moist, medium dense

9.7 101.2

6.8 112.4
Artificial fill (af): Brown fine to medium sand, few gravel, trace organics (manure, decaying organic material) to 3 feet, moist, upper 2 feet loose (plowed zone) then medium dense
SM
SM
C-72
2061
Ontario Sports Park RMA Job No.:00­232255­01
City of Ontario
Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 See Geologic Map
See Geologic Map
04/7/2024
04/7/2024
T­8
T­7
468'
KRD
KRD
Page A­37
CAT 430F Backhoe
CAT 430F Backhoe
At 2 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2 feet loose (plowed zone) then medium dense
SM
At 2 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2 feet loose (plowed zone) then medium dense

7.9 101.7

9.1 105.4
SM

9.7 99.7

8.9 106.1
C-73
2062
Ontario Sports Park
City of Ontario
Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Date Excavated:

Location: Logged By: Trench No. Exploratory Trench Log
Equipment:

Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
5 10
15 See Geologic Map
See Geologic Map
04/7/2024
04/7/2024
T­8
T­9
468'
KRD
KRD
RMA Job No.:00­232255­01
Page A­38
CAT 430F Backhoe
CAT 430F Backhoe
At 2 feet becomes yellow­brown to light brown in color.

Total depth 5 feet
No groundwater
Trench backfilled
Young alluvial fan deposits (Qyf): Brown fine to medium sand, few gravel, moist, upper 2 feet loose (plowed zone) then medium dense

8.4 99.7

9.6 103.2
SM
C-74
2063
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 39
Project: Project No.: Date: 10/16/2023
B-11 Tested By:
120
Length Width
8 Trial No. Start Time Stop Time
Time Interval
(min.)
Initial Depth
to Water
(in.)
Final Depth
to Water (in.)
Change in
Water Level
(in.)
Greater than
or equal to
6"? (y/n)
1 8:30 AM 9:00 AM 30 24.0 32.0 8.0 Y
2 9:00 AM 9:30 AM 30 24.0 30.4 6.4 Y
Trial No. Start Time Stop Time
Δt
Time Interval
(min.)
Do
Initial Depth
to Water
(In.)
Df
Final Depth
to Water
(In.)
ΔD
Change in
Water Level
(In.)
Percolation
Rate
(min./in.)
1 9:40 AM 10:10 AM 30 12.0 48.2 36.2 0.829
2 10:10 AM 10:40 PM 30 48.2 72.1 23.9 1.258
3 10:40 AM 11:10 AM 30 72.1 84.2 12.2 2.469
4 11:10 AM 11:40 PM 30 84.2 94.8 10.6 2.830
5 11:50 AM 12:10 PM 30 84.3 94.7 10.4 2.885
6 12:10 PM 12:40:00 PM 30 84.6 94.7 10.1 2.970
Infiltration Rate (in/hr) = (ΔH*60min/hr*r)/Δt (r+2Havg) H avg = (Ho- Hf)/2

1.25 Percolation Test Data Sheet
Ontario MiLB Stadium
Test Hole No.: SL
00-232255-0
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre-soak (fill) overnight.

Infiltration Rate (in/hr):

USCS Soil Classification: SM
Test Hole Dimensions (inches)
Diameter In.) if round=
Test Hole Depth (In.) , DT:

Sides (if rectangular)=
Sandy Soil Criteria*
C-75
2064
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 40
Project: Project No.: Date: 10/16/2023
B-12 Tested By:
120
Length Width
8 Trial No. Start Time Stop Time
Time Interval
(min.)
Initial Depth
to Water
(in.)
Final Depth
to Water (in.)
Change in
Water Level
(in.)
Greater than
or equal to
6"? (y/n)
1 12:10 PM 12:40 PM 30 16.0 120.0 104.0 Y
2 12:45 PM 1:15 PM 30 16.0 120.0 104.0 Y
Trial No. Start Time Stop Time
Δt
Time Interval
(min.)
Do
Initial Depth
to Water
(In.)
Df
Final Depth
to Water
(In.)
ΔD
Change in
Water Level
(In.)
Percolation
Rate
(min./in.)
1 12:30 PM 12:40 PM 10 12.0 86.4 74.4 0.134
2 12:45 PM 12:55 PM 10 12.0 93.0 81.0 0.123
3 1:00 PM 1:10 PM 10 12.0 90.4 78.4 0.128
4 1:15 PM 1:25 PM 10 12.0 90.2 78.2 0.128
5 1:25 PM 1:35 PM 10 12.0 90.1 78.1 0.128
6 1:35 PM 1:45 PM 10 12.0 89.8 77.8 0.129
COMMENTInfiltration Rate (in/hr) = (ΔH*60min/hr*r)/Δt (r+2Havg) H avg = (Ho- Hf)/2

13.24 *If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre-soak (fill) overnight.

Infiltration Rate (in/hr):

USCS Soil Classification: SP
Test Hole Dimensions (inches)
Diameter In.) if round=
Test Hole Depth (In.) , DT:

Sides (if rectangular)=
Sandy Soil Criteria*
Percolation Test Data Sheet
Ontario MiLB Stadium
Test Hole No.: SL
00-232576-2
C-76
2065
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 41
Project: Project No.: Date: 4/10/2024
B-18 Tested By:
120
Length Width
8 Trial No. Start Time Stop Time
Time Interval
(min.)
Initial Depth
to Water
(in.)
Final Depth
to Water (in.)
Change in
Water Level
(in.)
Greater than
or equal to
6"? (y/n)
1 8:00 AM 8:25 PM 25 78.0 86.0 8.0 Y
2 8:25 AM 8:50 AM 25 72.0 79.6 7.6 Y
Trial No. Start Time Stop Time
Δt
Time Interval
(min.)
Do
Initial Depth
to Water
(In.)
Df
Final Depth
to Water
(In.)
ΔD
Change in
Water Level
(In.)
Percolation
Rate
(min./in.)
1 8:50 AM 9:00 AM 10 86.40 94.36 8.0 1.256
2 9:00 AM 9:10 AM 10 64.56 70.32 5.8 1.736
3 9:10 AM 9:20 AM 10 67.32 72.12 4.8 2.083
4 9:20 AM 9:30 AM 10 67.72 72.32 4.6 2.174
5 9:30 AM 9:40 AM 10 70.04 74.30 4.3 2.347
6 9:40 AM 9:50 AM 10 73.20 77.60 4.4 2.273
7 9:50 AM 10:00 AM 10 70.56 75.16 4.6 2.174
8 10:00 AM 10:10 AM 10 71.68 76.28 4.6 2.174
6 10:10 AM 10:20 AM 10 74.00 78.62 4.6 2.165
COMMENTInfiltration Rate (in/hr) = (ΔH*60min/hr*r)/Δt (r+2Havg) H avg = (Ho- Hf)/2

1.07 Percolation Test Data Sheet
Ontario Spots Park
Test Hole No.: KD
00-232255-01
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre-soak (fill) overnight.

Infiltration Rate (in/hr):

USCS Soil Classification: SM
Test Hole Dimensions (inches)
Diameter In.) if round=
Test Hole Depth (In.) , DT:

Sides (if rectangular)=
Sandy Soil Criteria*
C-77
2066
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 42
Project: Project No.: Date: 4/10/2024
B-20 Tested By:
120
Length Width
8 Trial No. Start Time Stop Time
Time Interval
(min.)
Initial Depth
to Water
(in.)
Final Depth
to Water (in.)
Change in
Water Level
(in.)
Greater than
or equal to
6"? (y/n)
1 11:15 AM 11:40 AM 25 61.8 78.2 16.4 Y
2 11:40 AM 11:05 AM 25 65.2 77.9 12.7 Y
Trial No. Start Time Stop Time
Δt
Time Interval
(min.)
Do
Initial Depth
to Water
(In.)
Df
Final Depth
to Water
(In.)
ΔD
Change in
Water Level
(In.)
Percolation
Rate
(min./in.)
1 11:06 AM 11:16 AM 10 61.90 74.52 12.6 0.792
2 11:16 AM 11:26 AM 10 74.52 82.20 7.7 1.302
3 11:26 AM 11:36 AM 10 72.00 84.00 12.0 0.833
4 11:36 AM 11:46 AM 10 57.60 64.40 6.8 1.471
5 11:46 AM 11:56 AM 10 64.40 69.80 5.4 1.852
6 11:56 AM 12:06 PM 10 64.80 70.20 5.4 1.852
7 12:06 PM 12:16 PM 10 67.20 72.84 5.6 1.773
8 12:16 PM 12:26 PM 10 71.84 77.24 5.4 1.852
6 12:26 PM 12:36 PM 10 76.24 81.64 5.4 1.852
COMMENTInfiltration Rate (in/hr) = (ΔH*60min/hr*r)/Δt (r+2Havg) H avg = (Ho- Hf)/2

1.06 Percolation Test Data Sheet
Ontario Spots Park
Test Hole No.: KD
00-232255-01
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre-soak (fill) overnight.

Infiltration Rate (in/hr):

USCS Soil Classification: SM
Test Hole Dimensions (inches)
Diameter In.) if round=
Test Hole Depth (In.) , DT:

Sides (if rectangular)=
Sandy Soil Criteria*
C-78
2067
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 43

INFILTRATION TEST RESULTS
Area Depth of Liq
Project ID 00-232255-01 Constants (cm2
) (cm)
Test Location T-1 Inner Ring 707 11.5
Tested By 520DKR Anlr. Space 2106 9.0
Date 4/10/24
Depth to Water Table Air Temp
Flow Readings Iner Infil Iner Infil
S Date Time Elpd Inner Ring Anlr Space Rate Rate
or Yr hr Time Rg Flow Ring Flow Inr Anlr Inr Anlr
No. E 2024 (min) (min) (cm3
) (cm3) (cm3) (cm3) (cm/hr) (cm/hr) (in/hr) (ft/min) Remarks S 4/10 8:40:00 0 0 0
E 4/10 8:45:00 5.00 550 2,950
S 4/10 8:45:00 5.00 550 2,950
E 4/10 8:50:00 10.00 850 4,750
S 4/10 8:50:00 5.00 850 4,750
E 4/10 8:55:00 15.00 1,100 6,500
S 4/10 8:55:00 5.00 1,100 6,500
E 4/10 9:00:00 20.00 1,250 8,200
S 4/10 9:00:00 5.00 1,250 8,200
E 4/10 9:05:00 25.00 1,400 9,700
S 4/10 9:05:00 5.00 1,400 9,700
E 4/10 9:10:00 30.00 1,550 11,200

6.6177
2 300 1,800 5.092 10.256 2.0047 4.0379
1 550 2,950 9.335 16.809 3.6753

3.9258
4 150 1,700 2.546 9.687 1.0023 3.8136
3 250 1,750 4.243 9.972 1.6706

3.3650
6 150 1,500 2.546 8.547 1.0023 3.3650
5 150 1,500 2.546 8.547 1.0023
C-79
2068
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 44

INFILTRATION TEST RESULTS
Area Depth of Liq
Project ID 00-232255-01 Constants (cm2
) (cm)
Test Location T-3 Inner Ring 707 11.5
Tested By 520DKR Anlr. Space 2106 9.0
Date 4/10/24
Depth to Water Table Air Temp
Flow Readings Iner Infil Iner Infil
S Date Time Elpd Inner Ring Anlr Space Rate Rate
or Yr hr Time Rg Flow Ring Flow Inr Anlr Inr Anlr
No. E 2024 (min) (min) (cm3
) (cm3) (cm3) (cm3) (cm/hr) (cm/hr) (in/hr) (ft/min) Remarks S 4/10 9:30:00 0 0 0
E 4/10 9:35:00 5.00 650 3,200
S 4/10 9:35:00 5.00 650 3,200
E 4/10 9:40:00 10.00 975 5,000
S 4/10 9:40:00 5.00 975 5,000
E 4/10 9:45:00 15.00 1,200 6,700
S 4/10 9:45:00 5.00 1,200 6,700
E 4/10 9:55:00 20.00 1,375 8,300
S 4/10 9:55:00 5.00 1,375 8,300
E 4/10 10:00:00 25.00 1,550 9,900
S 4/10 10:00:00 5.00 1,550 9,900
E 4/10 10:10:00 30.00 1,725 11,500

7.1786
2 325 1,800 5.516 10.256 2.1718 4.0379
1 650 3,200 11.033 18.234 4.3435

3.8136
4 175 1,600 2.970 9.117 1.1694 3.5893
3 225 1,700 3.819 9.687 1.5035

3.5893
6 175 1,600 2.970 9.117 1.1694 3.5893
5 175 1,600 2.970 9.117 1.1694
C-80
2069
Ontario Sports Park
City of Ontario
April 16, 2024
RMA Job No.: 00-232255-01
Page A - 45

INFILTRATION TEST RESULTS
Area Depth of Liq
Project ID 00-232255-01 Constants (cm2
) (cm)
Test Location T-5 Inner Ring 707 11.5
Tested By 520DKR Anlr. Space 2106 9.0
Date 4/10/24
Depth to Water Table Air Temp
Flow Readings Iner Infil Iner Infil
S Date Time Elpd Inner Ring Anlr Space Rate Rate
or Yr hr Time Rg Flow Ring Flow Inr Anlr Inr Anlr
No. E 2024 (min) (min) (cm3
) (cm3
) (cm3
) (cm3) (cm/hr) (cm/hr) (in/hr) (ft/min) Remarks
S 4/10 10:24:00 0 0 0
E 4/10 10:29:00 5.00 400 2,950
S 4/10 10:29:00 5.00 400 2,950
E 4/10 10:34:00 10.00 650 4,750
S 4/10 10:34:00 5.00 650 4,750
E 4/10 10:39:00 15.00 900 6,500
S 4/10 10:39:00 5.00 900 6,500
E 4/10 10:44:00 20.00 1,100 8,200
S 4/10 10:44:00 5.00 1,100 8,200
E 4/10 10:49:00 25.00 1,275 9,700
S 4/10 10:49:00 5.00 1,275 9,700
E 4/10 10:54:00 30.00 1,450 11,100
S 4/10 10:54:00 5.00 1,450 11,100
E 4/10 10:59:00 35.00 1,625 12,400
7 175 1,300 2.970 7.407 1.1694 2.9163

3.3650
6 175 1,400 2.970 7.977 1.1694 3.1406
5 175 1,500 2.970 8.547 1.1694

3.9258
4 200 1,700 3.395 9.687 1.3365 3.8136
3 250 1,750 4.243 9.972 1.6706

6.6177
2 250 1,800 4.243 10.256 1.6706 4.0379
1 400 2,950 6.789 16.809 2.6729
C-81
2070

APPENDIX B

LABORATORY TESTS
C-82
2071
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Page B - 1

APPENDIX B

LABORATORY TESTS
B-1.00 LABORATORY TESTS
B-1.01 Maximum Density
Maximum density - optimum moisture relationships for the major soil types encountered during the field exploration were performed in the laboratory using the standard procedures of ASTM D1557.

B-1.02 Atterberg Limits
The liquid limit, plastic limit, and the plasticity index of the major soil types encountered in the test holes were determined using the standard test methods of ASTM D4318.

B-1.03 Expansion Tests
Expansion index tests were performed on representative samples of the major soil types encountered by the test methods outlined in ASTM D4829.

B-1.04 Soluble Sulfates and Chlorides
A test was performed on representative sample encountered during the investigation using the Caltrans Test Methods CTM 417 and CTM 422.

B-1.05 Sand Equivalence
Sand Equivalent tests were performed on representative samples of the major soil types encountered by the test methods of ASTM D2419.

B-1.06 Soil Reactivity (pH) and Electrical Resistivity
Representative soil sample was tested for soil reactivity (pH) and electrical resistivity using California Test Method 643. The pH measurement determines the degree of acidity or alkalinity in the soils.

B-1.07 Particle Size Analysis
Particle size analysis was performed on representative samples of the major soils types in accordance to the standard test methods of the ASTM D422. The hydrometer portion of the standard procedure was not performed and the material retained on the #200 screen was washed.

B-1.08 Direct Shear
Direct shear tests were performed on representative samples of the major soil types encountered in the test holes using the standard test method of ASTM D3080 (consolidated and drained). Tests were performed on remolded samples. Remolded samples were tested at 90 percent relative compaction.

Shear tests were performed on a direct shear machine of the strain-controlled type. To simulate possible adverse field conditions, the samples were saturated prior to shearing. Several samples were sheared at varying normal C-83
2072
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Page B - 2
loads and the results plotted to establish the angle of the internal friction and cohesion of the tested samples.

B-1.09 Resistance Value (R-Value)
Resistance Value tests were performed on representative samples of the major soil types encountered by the test methods outlined in California 301.

B-1.10 Moisture Determination
Moisture content of the soil samples was performed in accordance to standard method for determination of water content of soil by drying oven, ASTM D2216. The mass of material remaining after oven drying is used as the mass of the solid particles.

B-1.11 Density of Split-Barrel Samples
Soil samples were obtained by using a split-barrel sampler in accordance to standard method of ASTM D1586.

B-1.12 Test Results
Test results for all laboratory tests performed on the subject project are presented in this appendix.

C-84
2073
Ontario Sports Park April 16, 2024
City of Ontario RMA Job No.: 00-232255-01
Page B - 3

SAMPLE INFORMATION
Sample
Number
Sample
Description
Sample Location
Boring No. Depth (ft)
1 Light brown silty sand B-1 2-5 feet
2 Light brown silty sand B-2 2-5 feet
3 Light brown silty sand B-3 12-15 feet
4 Light brown silty sand B-4 2-5 feet
5 Light brown silty sand B-5 12-16 feet
7 Light brown silty sand B-7 2-5 feet
8 Brown to gray-brown silty sand B-19 2-5 feet
9 Gray-brown silty sand B-19 30-35 feet
10 Gray to brown-gray silty sand B-21 2-5 feet
11 Gray sandy silt B-21 30-35 feet
12 Gray to brown-gray silty sand B-22 2-5 feet
13 Gray to brown-gray silty sand B-23 2-5 feet
14 Gray to brown-gray silty sand B-24 2-5 feet
15 Light gray-brown sand with silt B-24 30-35 feet

MAXIMUM DENSITY - OPTIMUM MOISTURE
Test Method: ASTM D1557
Sample
Number
Optimum Moisture
(Percent)
Maximum Density
(lbs/ft3)
1 9.9 129.9
2 9.2 130.3
5 8.5 133.7
11 9.9 129.5
13 13.6 112.9
15 9.2 130.2
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ATTERBERG LIMITS
Test Method: ASTM D4318
Sample
Location Liquid Limit PlasticIndex
Soil
Classification
B-6 @ 50 feet 34 16 CL

EXPANSION TEST
Test Method: ASTM D4829
Sample
Number
Molding
Moisture
Content
(Percent)
Final
Moisture
Content
(Percent)
Initial
Dry
Density
(lbs/ft3)
Expansion
Index
Expansion
Classification
1 7.5 15.1 117.6 4 Very low
7 6.2 14.8 118.3 2 Very low

SOLUBLE SULFATES AND CHLORIDES
Test Method: CTM 417 and CTM 422
Sample
Number
Soluble Sulfate
(% by weight)
Soluble Chloride
(ppm)
3 0.0261 153
SOIL REACTIVITY (pH) AND ELECTRICAL RESISTIVITY
Test Method: CTM 643
Sample
Number pH
Resistivity
(Ohm-cm)
3 6.8 770

SAND EQUIVALENT
Test Method: ASTM D2419
Sample
Number
Sand
Equivalent
2 19
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PERCENT PASSING #200 SIEVE
Test Method: ASTM D422
Sample
Location
Percent Passing
#200 Sieve
B-1 @ 5 feet 37.6%
B-6 @10 feet 24.1%
B-6 @ 20 feet 32.0%
B-5 @ 30 feet 57.8%
B-5 @ 45 feet 17.3%
B-5 @ 50 feet 7.3%
B-6 @ 30 feet 60.3%
B-6 @ 50 feet 63.0%
B-6 @ 70 feet 24.2%
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PARTICLE SIZE ANALYSIS
ASTM D422
Sample ID: 1
Location: B-1 @ 2-5 feet
Fraction A: Dry Net Weight (gms): 5,444
Fraction B: Dry Net Weight (gms): 486
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction A: 3" 0 5444 100
1-1/2" 0 5444 100
3/4" 85 5359 98
3/8" 295 5149 95
#4 477 4967 91
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction B: #8 15.6 470.4 88
#16 41.0 445.0 84
#30 85.9 400.1 75
#50 149.1 336.9 63
#100 214.9 271.1 51
#200 286.8 199.2 37
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01
% Passing
Grain Size (mm)
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PARTICLE SIZE ANALYSIS
ASTM D422
Sample ID: 5
Location: B-5 @ 12-16 feet
Fraction A: Dry Net Weight (gms): 4,888
Fraction B: Dry Net Weight (gms): 523.8
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction A: 3" 0 4888 100
1-1/2" 0 4888 100
3/4" 0 4888 100
3/8" 112 4776 98
#4 294 4594 94
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction B: #8 19.0 504.8 91
#16 52.0 471.8 85
#30 100.0 423.8 76
#50 174.0 349.8 63
#100 245.0 278.8 50
#200 317.8 206.0 37
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01
% Passing
Grain Size (mm)
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PARTICLE SIZE ANALYSIS
ASTM D422
Sample ID: 7
Location: B-7 @ 2-5 feet
Fraction A: Dry Net Weight (gms): 18,947
Fraction B: Dry Net Weight (gms): 508.4
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction A: 3" 0 18947 100
1-1/2" 0 18947 100
3/4" 597 18350 97
3/8" 2036 16911 89
#4 3400 15547 82
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction B: #8 27.4 481.0 78
#16 64.3 444.1 72
#30 118.7 389.7 63
#50 185.5 322.9 52
#100 260.7 247.7 40
#200 336.5 171.9 28
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01
% Passing
Grain Size (mm)
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PARTICLE SIZE ANALYSIS
ASTM D422
Sample ID: 9
Location: B-19 @ 30-35 feet
Fraction A: Dry Net Weight (gms): 5,222
Fraction B: Dry Net Weight (gms): 503.8
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction A: 3" 0 5222 100
1-1/2" 0 5222 100
3/4" 509 4713 90
3/8" 1136 4086 78
#4 1906 3316 64
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction B: #8 1.6 502.2 63
#16 6.1 497.7 63
#30 19.1 484.7 61
#50 50.3 453.5 57
#100 105.2 398.6 50
#200 175.0 328.8 41
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01
% Passing
Grain Size (mm)
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PARTICLE SIZE ANALYSIS
ASTM D422
Sample ID: 10
Location: B-21 @ 2-5 feet
Fraction A: Dry Net Weight (gms): 4,231
Fraction B: Dry Net Weight (gms): 511.6
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction A: 3" 0 4231 100
1-1/2" 0 4231 100
3/4" 78 4153 98
3/8" 125 4106 97
#4 169 4062 96
Net Retained Net Passing
Screen Size Weight (gms) Weight (gms) % Passing
Fraction B: #8 6.0 505.6 95
#16 19.1 492.5 92
#30 42.7 468.9 88
#50 98.5 413.1 78
#100 212.5 299.1 56
#200 357.6 154.0 29
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01
% Passing
Grain Size (mm)
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DIRECT SHEAR TEST
ASTM D3080
Sample ID: 1
Maximum Dry Density (pcf) = 130.3
Optimum Moisture Content (%) = 9.2
Initial Dry Density (pcf) = 117.3
Initial Moisture Content (%) = 9.9
Final Moisture Content (%) = 14.6
Normal Peak Residual
Pressure Shear Resist Shear Resist
1000 1092 1068
2000 2052 2028
4000 3504 3480
Peak Residual
Cohesion (psf) = 370 340
Friction Angle (deg) = 38 38
Peak
Residual
0 500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000 4500
Shear Stress (psf)
Normal Stress (psf)
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DIRECT SHEAR TEST
ASTM D3080
Sample ID: 5
Maximum Dry Density (pcf) = 133.7
Optimum Moisture Content (%) = 8.5
Initial Dry Density (pcf) = 120.3
Initial Moisture Content (%) = 8.6
Final Moisture Content (%) = 15.7
Normal Peak Residual
Pressure Shear Resist Shear Resist
1000 838 820
2000 1248 1200
4000 2856 2820
Peak Residual
Cohesion (psf) = 30 10
Friction Angle (deg) = 35 34
Peak
Residual
0 500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000 4500
Shear Stress (psf)
Normal Stress (psf)
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DIRECT SHEAR TEST
ASTM D3080
Sample ID: 13
Maximum Dry Density (pcf) = 112.9
Optimum Moisture Content (%) = 13.6
Initial Dry Density (pcf) = 101.6
Initial Moisture Content (%) = 8.6
Final Moisture Content (%) = 22.5
Normal Peak Residual
Pressure Shear Resist Shear Resist
1000 804 612
2000 1464 1038
4000 2540 2012
Peak Residual
Cohesion (psf) = 270 130
Friction Angle (deg) = 30 25
Peak
Residual
0 500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000 4500
Shear Stress (psf)
Normal Stress (psf)
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CTM 301 - DETERMINATION OF RESISTANCE "R" VALUE OF TREATED AND UNTREATED BASES,

SUBBASES, AND BASEMENT SOILS BY THE STABILOMETER
Sample ID: 1
Specimen No A B C
Moisture Content (%) 10.6 10.0 10.3
Dry Density (pcf) 120.0 120.0 119.5
Exudation Pressure (psi) 191 796 553
Stabilometer R Value 23 74 61
Expansion Pressure Dial 0 0 0
Use: Traffic Index = 6.0 Gravel Factor = 1.00
Thickness by Expansion (ft)
Thickness by Stabilometer (ft) 1.48 0.50 0.75
Equilibrium Thick (ft) -
Equilibrium Pressure R Value n/a
Exudation Pressure R Value @ 300 psi 35
Expansion Pressure R-Value is based on the following structural section:

Thickness of AC (ft)= 0.42 Gf(ac) = 2.31 W(ac) = 145
Thickness of Aggregate Base (ft)= 0.50 Gf(base) = 1.10 W(base) = 130 Gf(avg) = 1.65 W(avg) = 137
Use Exudation R Value

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Stabilometer
(ft)
Cover Thickness by Expansion Pressure (ft)
Expansion Pressures
0 10
20 30
40 50
60 70
80 90
100
0 100 200 300 400 500 600 700 800
Stabilometer R Value
Exudation Pressure (psi)
Exudation Pressures
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CTM 301 - DETERMINATION OF RESISTANCE "R" VALUE OF TREATED AND UNTREATED BASES,

SUBBASES, AND BASEMENT SOILS BY THE STABILOMETER
Sample ID: 2
Specimen No A B C
Moisture Content (%) 11.2 10.2 9.7
Dry Density (pcf) 119.7 121.6 122.3
Exudation Pressure (psi) 156 390 490
Stabilometer R Value 46 63 67
Expansion Pressure Dial 0 0 0
Use: Traffic Index = 6.0 Gravel Factor = 1.00
Thickness by Expansion (ft)
Thickness by Stabilometer (ft) 1.04 0.71 0.63
Equilibrium Thick (ft) -
Equilibrium Pressure R Value n/a
Exudation Pressure R Value @ 300 psi 57
Expansion Pressure R-Value is based on the following structural section:

Thickness of AC (ft)= 0.42 Gf(ac) = 2.31 W(ac) = 145
Thickness of Aggregate Base (ft)= 0.50 Gf(base) = 1.10 W(base) = 130 Gf(avg) = 1.65 W(avg) = 137
Use Exudation R Value

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Stabilometer
(ft)
Cover Thickness by Expansion Pressure (ft)
Expansion Pressures
0 10
20 30
40 50
60 70
80 90
100
0 100 200 300 400 500 600 700 800
Stabilometer R Value
Exudation Pressure (psi)
Exudation Pressures
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APPENDIX C

GENERAL EARTHWORK AND

GRADING SPECIFICATIONS
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APPENDIX C

GENERAL EARTHWORK AND GRADING SPECIFICATIONS
C-1.00 GENERAL DESCRIPTION
C-1.01 Introduction
These specifications present our general recommendations for earthwork and grading as shown on the approved grading plans for the subject project. These specifications shall cover all clearing and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, spreading, compaction and control of the fill, and all subsidiary work necessary to complete the grading of the filled areas to conform with the lines, grades and slopes as shown on the approved plans.

The recommendations contained in the geotechnical report of which these general specifications are a part of shall supersede the provisions contained hereinafter in case of conflict.

C-1.02 Laboratory Standard and Field Test Methods
The laboratory standard used to establish the maximum density and optimum moisture shall be ASTM D1557.

The insitu density of earth materials (field compaction tests) shall be determined by the sand cone method (ASTM D1556), direct transmission nuclear method (ASTM D6938) or other test methods as considered appropriate by the geotechnical consultant.

Relative compaction is defined, for purposes of these specifications, as the ratio of the in-place density to the maximum density as determined in the previously mentioned laboratory standard.

C-2.00 CLEARING
C-2.01 Surface Clearing
All structures marked for removal, timber, logs, trees, brush and other rubbish shall be removed and disposed of off the site. Any trees to be removed shall be pulled in such a manner so as to remove as much of the root system as possible.

C-2.02 Subsurface Removals
A thorough search should be made for possible underground storage tanks and/or septic tanks and cesspools. If found, tanks should be removed and cesspools pumped dry.

Any concrete irrigation lines shall be crushed in place and all metal underground lines shall be removed from the site.

C-2.03 Backfill of Cavities
All cavities created or exposed during clearing and grubbing operations or by previous use of the site shall be cleared of deleterious material and backfilled with native soils or other materials approved by the soil engineer. Said backfill C-99
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shall be compacted to a minimum of 90% relative compaction.

C-3.00 ORIGINAL GROUND PREPARATION
C-3.01 Stripping of Vegetation
After the site has been properly cleared, all vegetation and topsoil containing the root systems of former vegetation shall be stripped from areas to be graded. Materials removed in this stripping process may be used as fill in areas designated by the soil engineer, provided the vegetation is mixed with a sufficient amount of soil to assure that no appreciable settlement or other detriment will occur due to decaying of the organic matter. Soil materials containing more than 3% organics shall not be used as structural fill.

C-3.02 Removals of Non-Engineered Fills
Any non-engineered fills encountered during grading shall be completely removed and the underlying ground shall be prepared in accordance to the recommendations for original ground preparation contained in this section. After cleansing of any organic matter the fill material may be used for engineered fill.

C-3.03 Overexcavation of Fill Areas
The existing ground in all areas determined to be satisfactory for the support of fills shall be scarified to a minimum depth of 6 inches. Scarification shall continue until the soils are broken down and free from lumps or clods and until the scarified zone is uniform. The moisture content of the scarified zone shall be adjusted to within 2% of optimum moisture. The scarified zone shall then be uniformly compacted to 90% relative compaction.

Where fill material is to be placed on ground with slopes steeper than 5:1 (H:V) the sloping ground shall be benched.

The lowermost bench shall be a minimum of 15 feet wide, shall be a minimum of 2 feet deep, and shall expose firm material as determined by the geotechnical consultant. Other benches shall be excavated to firm material as determined by the geotechnical consultant and shall have a minimum width of 4 feet.

Existing ground that is determined to be unsatisfactory for the support of fills shall be overexcavated in accordance to the recommendations contained in the geotechnical report of which these general specifications are a part.

C-4.00 FILL MATERIALS
C-4.01 General
Materials for the fill shall be free from vegetable matter and other deleterious substances, shall not contain rocks or lumps of a greater dimension than is recommended by the geotechnical consultant, and shall be approved by the geotechnical consultant. Soils of poor gradation, expansion, or strength properties shall be placed in areas designated by the geotechnical consultant or shall be mixed with other soils providing satisfactory fill material.

C-4.02 Oversize Material
Oversize material, rock or other irreducible material with a maximum dimension greater than 12 inches, shall not be placed in fills, unless the location, materials, and disposal methods are specifically approved by the geotechnical C-100
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consultant. Oversize material shall be placed in such a manner that nesting of oversize material does not occur and in such a manner that the oversize material is completely surrounded by fill material compacted to a minimum of 90% relative compaction. Oversize material shall not be placed within 10 feet of finished grade without the approval of the geotechnical consultant.

C-4.03 Import
Material imported to the site shall conform to the requirements of Section 4.01 of these specifications. Potential import material shall be approved by the geotechnical consultant prior to importation to the subject site.

C-5.00 PLACING AND SPREADING OF FILL
C-5.01 Fill Lifts
The selected fill material shall be placed in nearly horizontal layers which when compacted will not exceed approximately 6 inches in thickness. Thicker lifts may be placed if testing indicates the compaction procedures are such that the required compaction is being achieved and the geotechnical consultant approves their use.

Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uniformity of material in each layer.

C-5.02 Fill Moisture
When the moisture content of the fill material is below that recommended by the soils engineer, water shall then be added until he moisture content is as specified to assure thorough bonding during the compacting process.

When the moisture content of the fill material is above that recommended by the soils engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is as specified.

C-5.03 Fill Compaction
After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than 90% relative compaction. Compaction shall be by sheepsfoot rollers, multiple-wheel pneumatic tired rollers, or other types approved by the soil engineer.

Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to insure that the desired density has been obtained.

C-5.04 Fill Slopes
Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting of the slopes may be done progressively in increments of 3 to 4 feet in fill height. At the completion of grading, the slope face shall be compacted to a minimum of 90% relative compaction. This may require track rolling or rolling with a grid roller attached to a tractor mounted side-boom.

Slopes may be over filled and cut back in such a manner that the exposed slope faces are compacted to a minimum of 90% relative compaction.

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The fill operation shall be continued in six inch (6") compacted layers, or as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans.

C-5.05 Compaction Testing
Field density tests shall be made by the geotechnical consultant of the compaction of each layer of fill. Density tests shall be made at locations selected by the geotechnical consultant.

Frequency of field density tests shall be not less than one test for each 2.0 feet of fill height and at least every one thousand cubic yards of fill. Where fill slopes exceed four feet in height their finished faces shall be tested at a frequency of one test for each 1000 square feet of slope face.

Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density reading shall be taken in the compacted material below the disturbed surface. When these readings indicate that the density of any layer of fill or portion thereof is below the required density, the particular layer or portion shall be reworked until the required density has been obtained.

C-6.00 SUBDRAINS
C-6.01 Subdrain Material
Subdrains shall be constructed of a minimum 4-inch diameter pipe encased in a suitable filter material. The subdrain pipe shall be Schedule 40 Acrylonitrile Butadiene Styrene (ABS) or Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe or approved equivalent. Subdrain pipe shall be installed with perforations down. Filter material shall consist of 3/4" to 1 1/2" clean gravel wrapped in an envelope of filter fabric consisting of Mirafi 140N or approved equivalent.

C-6.02 Subdrain Installation
Subdrain systems, if required, shall be installed in approved ground to conform the approximate alignment and details shown on the plans or herein. The subdrain locations shall not be changed or modified without the approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in the subdrain line, grade or material upon approval by the design civil engineer and the appropriate governmental agencies.

C-7.00 EXCAVATIONS
C-7.01 General
Excavations and cut slopes shall be examined by the geotechnical consultant. If determined necessary by the geotechnical consultant, further excavation or overexcavation and refilling of overexcavated areas shall be performed, and/or remedial grading of cut slopes shall be performed.

C-7.02 Fill-Over-Cut Slopes
Where fill-over-cut slopes are to be graded the cut portion of the slope shall be made and approved by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope.

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C-8.00 TRENCH BACKFILL
C-.01 General
Trench backfill within street right of ways shall be compacted to 90% relative compaction as determined by the ASTM D1557 test method. Backfill may be jetted as a means of initial compaction; however, mechanical compaction will be required to obtain the required percentage of relative compaction. If trenches are jetted, there must be a suitable delay for drainage of excess water before mechanical compaction is applied.

C-9.00 SEASONAL LIMITS
C-9.01 General
No fill material shall be placed, spread or rolled while it is frozen or thawing or during unfavorable weather conditions. When the work is interrupted by heavy rain, fill operations shall not be resumed until field tests by the soils engineer indicate that the moisture content and density of the fill are as previously specified.

C-10.00 SUPERVISION
C-10.01 Prior to Grading
The site shall be observed by the geotechnical consultant upon completion of clearing and grubbing, prior to the preparation of any original ground for preparation of fill.

The supervisor of the grading contractor and the field representative of the geotechnical consultant shall have a meeting and discuss the geotechnical aspects of the earthwork prior to commencement of grading.

C-10.02 During Grading
Site preparation of all areas to receive fill shall be tested and approved by the geotechnical consultant prior to the placement of any fill.

The geotechnical consultant or his representative shall observe the fill and compaction operations so that he can provide an opinion regarding the conformance of the work to the recommendations contained in this report.

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RETAINING WALL DRAINAGE DETAIL
Soil backfill, compacted to
90% relative compaction*
Filter fabric envelope
(Mirafi 140N or approved
equivalent) **
Minimum of 1 cubic foot
3" diameter perforated
PVC pipe (schedule 40 or
equivalent) with perforations
oriented down as depicted
minimum 1% gradient to
suitable outlet.
3" min.

Wall footing
Compacted fill
Finished Grade
Retaining wall
Wall waterproofing
per architect's
specifications
* Based on ASTM D1557
** If class 2 permeable material (See
gradation to left) is used in place of
3/4" - 1 1/2" gravel. Filter fabric may
be deleted. Class 2 permeable material
compacted to 90% relative compaction. *
SPECIFICATIONS FOR CLASS 2

PERMEABLE MATERIAL
(CAL TRANS SPECIFICATIONS)
Sieve Size % Passing
1"
3/4"
3/8"
No.4
No.8
No.30
No.50
No.200 0-3
0-7
5-15
18-33
25-40
40-100
90-100
100
per linear foot of 3/4"
crushed rock
50 feet on center to a
joints or outlet drain at
Provide open cell head
suitable drainage device
.
.
.
.
.
.
.
. .
.
.
.
.

C-104
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APPENDIXD

CALCULATIONSOF LIQUEFACTION POTENTIAL

ANDSEISMICALLY INDUCEDSETTLEMENTS
C-105
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C-106
2095
*******************************************************************************************************

LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
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******************************************************************************************************* Font: Courier New, Regular, Size 8 is recommended for this report.

Licensed to , 10/17/2023 4:55:06 PM
Input File Name: C:\Users\jmeneses\Desktop\HMD\00‐23‐2255‐‐Ontario Sport Complex\Settlement\BH05.liq Title:  Ontario Sports Park
Subtitle:

Surface Elev.=
Hole No.=BH05
Depth of Hole= 50.50 ft
Water Table during Earthquake= 130.00 ft
Water Table during In‐Situ Testing= 130.00 ft
Max. Acceleration= 0.78 g
Earthquake Magnitude= 6.70
Input Data:

Surface Elev.=
Hole No.=BH05
Depth of Hole=50.50 ft
Water Table during Earthquake= 130.00 ft
Water Table during In‐Situ Testing= 130.00 ft
Max. Acceleration=0.78 g
Earthquake Magnitude=6.70
No‐Liquefiable Soils:   CL, OL are Non‐Liq. Soil

1. SPT or BPT Calculation.

2. Settlement Analysis Method: Tokimatsu, M‐correction

3. Fines Correction for Liquefaction: Idriss/Seed

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio,                                   Ce = 1.25

7. Borehole Diameter,                                         Cb= 1

8. Sampling Method,                                          Cs= 1.2

9. User request factor of safety (apply to CSR) ,   User= 1.1 Plot one CSR curve (fs1=User)

10. Use Curve Smoothing: Yes*
* Recommended Options
In‐Situ Test Data:

Depth SPT gamma Fines
ft pcf %
____________________________________

5.00 55.00 125.00 12.00

10.00 45.00 125.00 12.00

15.00 34.00 125.00 12.00

20.00 32.00 125.00 12.00

25.00 41.00 125.00 12.00

30.00 73.00 110.00 NoLiq

35.00 100.00 125.00 17.30

40.00 82.00 125.00 17.30

45.00 100.00 125.00 17.30

50.00 100.00 125.00 7.30
____________________________________
Output Results:

Settlement of Saturated Sands=0.00 in.

Settlement of Unsaturated Sands=0.37 in.

Total Settlement of Saturated and Unsaturated Sands=0.37 in.

Differential Settlement=0.183 to 0.241 in.

Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in. in.
_______________________________________________________

5.00 0.67 0.55 5.00 0.00 0.37 0.37

5.05 0.67 0.55 5.00 0.00 0.36 0.36

5.10 0.67 0.55 5.00 0.00 0.36 0.36

5.15 0.67 0.55 5.00 0.00 0.36 0.36

5.20 0.67 0.55 5.00 0.00 0.36 0.36

5.25 0.67 0.55 5.00 0.00 0.36 0.36

5.30 0.67 0.55 5.00 0.00 0.36 0.36

5.35 0.67 0.55 5.00 0.00 0.36 0.36

5.40 0.67 0.55 5.00 0.00 0.36 0.36

5.45 0.67 0.55 5.00 0.00 0.36 0.36

5.50 0.67 0.55 5.00 0.00 0.36 0.36
C-107
2096

5.55 0.67 0.55 5.00 0.00 0.36 0.36

5.60 0.67 0.55 5.00 0.00 0.36 0.36

5.65 0.67 0.55 5.00 0.00 0.36 0.36

5.70 0.67 0.55 5.00 0.00 0.36 0.36

5.75 0.67 0.55 5.00 0.00 0.36 0.36

5.80 0.67 0.55 5.00 0.00 0.36 0.36

5.85 0.67 0.55 5.00 0.00 0.36 0.36

5.90 0.67 0.55 5.00 0.00 0.36 0.36

5.95 0.67 0.55 5.00 0.00 0.36 0.36

6.00 0.67 0.55 5.00 0.00 0.36 0.36

6.05 0.67 0.55 5.00 0.00 0.36 0.36

6.10 0.67 0.55 5.00 0.00 0.36 0.36

6.15 0.67 0.55 5.00 0.00 0.36 0.36

6.20 0.67 0.55 5.00 0.00 0.36 0.36

6.25 0.67 0.55 5.00 0.00 0.36 0.36

6.30 0.67 0.55 5.00 0.00 0.36 0.36

6.35 0.67 0.55 5.00 0.00 0.36 0.36

6.40 0.67 0.55 5.00 0.00 0.36 0.36

6.45 0.67 0.55 5.00 0.00 0.36 0.36

6.50 0.67 0.55 5.00 0.00 0.36 0.36

6.55 0.67 0.55 5.00 0.00 0.36 0.36

6.60 0.67 0.55 5.00 0.00 0.36 0.36

6.65 0.67 0.55 5.00 0.00 0.36 0.36

6.70 0.67 0.55 5.00 0.00 0.36 0.36

6.75 0.67 0.55 5.00 0.00 0.36 0.36

6.80 0.67 0.55 5.00 0.00 0.36 0.36

6.85 0.67 0.55 5.00 0.00 0.36 0.36

6.90 0.67 0.55 5.00 0.00 0.36 0.36

6.95 0.67 0.55 5.00 0.00 0.36 0.36

7.00 0.67 0.55 5.00 0.00 0.36 0.36

7.05 0.67 0.55 5.00 0.00 0.36 0.36

7.10 0.67 0.55 5.00 0.00 0.36 0.36

7.15 0.67 0.55 5.00 0.00 0.36 0.36

7.20 0.67 0.55 5.00 0.00 0.36 0.36

7.25 0.67 0.55 5.00 0.00 0.36 0.36

7.30 0.67 0.55 5.00 0.00 0.36 0.36

7.35 0.67 0.55 5.00 0.00 0.36 0.36

7.40 0.67 0.55 5.00 0.00 0.36 0.36

7.45 0.67 0.55 5.00 0.00 0.36 0.36

7.50 0.67 0.55 5.00 0.00 0.36 0.36

7.55 0.67 0.55 5.00 0.00 0.36 0.36

7.60 0.67 0.55 5.00 0.00 0.36 0.36

7.65 0.67 0.55 5.00 0.00 0.36 0.36

7.70 0.67 0.55 5.00 0.00 0.36 0.36

7.75 0.67 0.55 5.00 0.00 0.36 0.36

7.80 0.67 0.55 5.00 0.00 0.36 0.36

7.85 0.67 0.55 5.00 0.00 0.36 0.36

7.90 0.67 0.55 5.00 0.00 0.36 0.36

7.95 0.67 0.55 5.00 0.00 0.36 0.36

8.00 0.67 0.55 5.00 0.00 0.36 0.36

8.05 0.67 0.55 5.00 0.00 0.36 0.36

8.10 0.67 0.55 5.00 0.00 0.36 0.36

8.15 0.67 0.55 5.00 0.00 0.36 0.36

8.20 0.67 0.55 5.00 0.00 0.36 0.36

8.25 0.67 0.55 5.00 0.00 0.36 0.36

8.30 0.67 0.55 5.00 0.00 0.36 0.36

8.35 0.67 0.55 5.00 0.00 0.36 0.36

8.40 0.67 0.55 5.00 0.00 0.36 0.36

8.45 0.67 0.55 5.00 0.00 0.36 0.36

8.50 0.67 0.55 5.00 0.00 0.36 0.36

8.55 0.67 0.55 5.00 0.00 0.35 0.35

8.60 0.67 0.55 5.00 0.00 0.35 0.35

8.65 0.67 0.55 5.00 0.00 0.35 0.35

8.70 0.67 0.54 5.00 0.00 0.35 0.35

8.75 0.67 0.54 5.00 0.00 0.35 0.35

8.80 0.67 0.54 5.00 0.00 0.35 0.35

8.85 0.67 0.54 5.00 0.00 0.35 0.35

8.90 0.67 0.54 5.00 0.00 0.35 0.35

8.95 0.67 0.54 5.00 0.00 0.35 0.35

9.00 0.67 0.54 5.00 0.00 0.35 0.35

9.05 0.67 0.54 5.00 0.00 0.35 0.35

9.10 0.67 0.54 5.00 0.00 0.35 0.35

9.15 0.67 0.54 5.00 0.00 0.35 0.35

9.20 0.67 0.54 5.00 0.00 0.35 0.35

9.25 0.67 0.54 5.00 0.00 0.35 0.35

9.30 0.67 0.54 5.00 0.00 0.35 0.35

9.35 0.67 0.54 5.00 0.00 0.35 0.35

9.40 0.67 0.54 5.00 0.00 0.35 0.35

9.45 0.67 0.54 5.00 0.00 0.35 0.35
C-108
2097

9.50 0.67 0.54 5.00 0.00 0.35 0.35

9.55 0.67 0.54 5.00 0.00 0.35 0.35

9.60 0.67 0.54 5.00 0.00 0.35 0.35

9.65 0.67 0.54 5.00 0.00 0.35 0.35

9.70 0.67 0.54 5.00 0.00 0.35 0.35

9.75 0.67 0.54 5.00 0.00 0.35 0.35

9.80 0.67 0.54 5.00 0.00 0.35 0.35

9.85 0.67 0.54 5.00 0.00 0.35 0.35

9.90 0.67 0.54 5.00 0.00 0.35 0.35

9.95 0.67 0.54 5.00 0.00 0.35 0.35

10.00 0.67 0.54 5.00 0.00 0.35 0.35

10.05 0.67 0.54 5.00 0.00 0.35 0.35

10.10 0.67 0.54 5.00 0.00 0.35 0.35

10.15 0.67 0.54 5.00 0.00 0.35 0.35

10.20 0.67 0.54 5.00 0.00 0.35 0.35

10.25 0.67 0.54 5.00 0.00 0.35 0.35

10.30 0.67 0.54 5.00 0.00 0.35 0.35

10.35 0.67 0.54 5.00 0.00 0.35 0.35

10.40 0.67 0.54 5.00 0.00 0.35 0.35

10.45 0.67 0.54 5.00 0.00 0.35 0.35

10.50 0.67 0.54 5.00 0.00 0.35 0.35

10.55 0.67 0.54 5.00 0.00 0.35 0.35

10.60 0.67 0.54 5.00 0.00 0.35 0.35

10.65 0.67 0.54 5.00 0.00 0.35 0.35

10.70 0.67 0.54 5.00 0.00 0.35 0.35

10.75 0.67 0.54 5.00 0.00 0.35 0.35

10.80 0.67 0.54 5.00 0.00 0.35 0.35

10.85 0.67 0.54 5.00 0.00 0.35 0.35

10.90 0.67 0.54 5.00 0.00 0.34 0.34

10.95 0.67 0.54 5.00 0.00 0.34 0.34

11.00 0.67 0.54 5.00 0.00 0.34 0.34

11.05 0.67 0.54 5.00 0.00 0.34 0.34

11.10 0.67 0.54 5.00 0.00 0.34 0.34

11.15 0.67 0.54 5.00 0.00 0.34 0.34

11.20 0.67 0.54 5.00 0.00 0.34 0.34

11.25 0.67 0.54 5.00 0.00 0.34 0.34

11.30 0.67 0.54 5.00 0.00 0.34 0.34

11.35 0.67 0.54 5.00 0.00 0.34 0.34

11.40 0.67 0.54 5.00 0.00 0.34 0.34

11.45 0.67 0.54 5.00 0.00 0.34 0.34

11.50 0.67 0.54 5.00 0.00 0.34 0.34

11.55 0.67 0.54 5.00 0.00 0.34 0.34

11.60 0.67 0.54 5.00 0.00 0.34 0.34

11.65 0.67 0.54 5.00 0.00 0.34 0.34

11.70 0.67 0.54 5.00 0.00 0.34 0.34

11.75 0.67 0.54 5.00 0.00 0.34 0.34

11.80 0.67 0.54 5.00 0.00 0.34 0.34

11.85 0.67 0.54 5.00 0.00 0.34 0.34

11.90 0.67 0.54 5.00 0.00 0.34 0.34

11.95 0.67 0.54 5.00 0.00 0.34 0.34

12.00 0.67 0.54 5.00 0.00 0.34 0.34

12.05 0.67 0.54 5.00 0.00 0.34 0.34

12.10 0.67 0.54 5.00 0.00 0.34 0.34

12.15 0.67 0.54 5.00 0.00 0.34 0.34

12.20 0.67 0.54 5.00 0.00 0.34 0.34

12.25 0.67 0.54 5.00 0.00 0.34 0.34

12.30 0.67 0.54 5.00 0.00 0.34 0.34

12.35 0.67 0.54 5.00 0.00 0.34 0.34

12.40 0.67 0.54 5.00 0.00 0.34 0.34

12.45 0.67 0.54 5.00 0.00 0.34 0.34

12.50 0.67 0.54 5.00 0.00 0.34 0.34

12.55 0.67 0.54 5.00 0.00 0.33 0.33

12.60 0.67 0.54 5.00 0.00 0.33 0.33

12.65 0.67 0.54 5.00 0.00 0.33 0.33

12.70 0.67 0.54 5.00 0.00 0.33 0.33

12.75 0.67 0.54 5.00 0.00 0.33 0.33

12.80 0.67 0.54 5.00 0.00 0.33 0.33

12.85 0.67 0.54 5.00 0.00 0.33 0.33

12.90 0.67 0.54 5.00 0.00 0.33 0.33

12.95 0.67 0.54 5.00 0.00 0.33 0.33

13.00 0.67 0.54 5.00 0.00 0.33 0.33

13.05 0.67 0.54 5.00 0.00 0.33 0.33

13.10 0.67 0.54 5.00 0.00 0.33 0.33

13.15 0.67 0.54 5.00 0.00 0.33 0.33

13.20 0.67 0.54 5.00 0.00 0.33 0.33

13.25 0.67 0.54 5.00 0.00 0.33 0.33

13.30 0.67 0.54 5.00 0.00 0.33 0.33

13.35 0.67 0.54 5.00 0.00 0.33 0.33

13.40 0.67 0.54 5.00 0.00 0.33 0.33
C-109
2098

13.45 0.67 0.54 5.00 0.00 0.33 0.33

13.50 0.67 0.54 5.00 0.00 0.33 0.33

13.55 0.67 0.54 5.00 0.00 0.33 0.33

13.60 0.67 0.54 5.00 0.00 0.33 0.33

13.65 0.67 0.54 5.00 0.00 0.33 0.33

13.70 0.67 0.54 5.00 0.00 0.32 0.32

13.75 0.67 0.54 5.00 0.00 0.32 0.32

13.80 0.67 0.54 5.00 0.00 0.32 0.32

13.85 0.67 0.54 5.00 0.00 0.32 0.32

13.90 0.67 0.54 5.00 0.00 0.32 0.32

13.95 0.67 0.54 5.00 0.00 0.32 0.32

14.00 0.67 0.54 5.00 0.00 0.32 0.32

14.05 0.67 0.54 5.00 0.00 0.32 0.32

14.10 0.67 0.54 5.00 0.00 0.32 0.32

14.15 0.67 0.54 5.00 0.00 0.32 0.32

14.20 0.67 0.54 5.00 0.00 0.32 0.32

14.25 0.67 0.54 5.00 0.00 0.32 0.32

14.30 0.67 0.54 5.00 0.00 0.32 0.32

14.35 0.67 0.54 5.00 0.00 0.32 0.32

14.40 0.67 0.54 5.00 0.00 0.32 0.32

14.45 0.67 0.54 5.00 0.00 0.32 0.32

14.50 0.67 0.54 5.00 0.00 0.32 0.32

14.55 0.67 0.54 5.00 0.00 0.32 0.32

14.60 0.67 0.54 5.00 0.00 0.31 0.31

14.65 0.67 0.54 5.00 0.00 0.31 0.31

14.70 0.67 0.54 5.00 0.00 0.31 0.31

14.75 0.67 0.54 5.00 0.00 0.31 0.31

14.80 0.67 0.54 5.00 0.00 0.31 0.31

14.85 0.67 0.54 5.00 0.00 0.31 0.31

14.90 0.67 0.54 5.00 0.00 0.31 0.31

14.95 0.67 0.54 5.00 0.00 0.31 0.31

15.00 0.67 0.54 5.00 0.00 0.31 0.31

15.05 0.67 0.54 5.00 0.00 0.31 0.31

15.10 0.67 0.54 5.00 0.00 0.31 0.31

15.15 0.67 0.54 5.00 0.00 0.31 0.31

15.20 0.67 0.54 5.00 0.00 0.31 0.31

15.25 0.67 0.54 5.00 0.00 0.31 0.31

15.30 0.67 0.54 5.00 0.00 0.31 0.31

15.35 0.67 0.54 5.00 0.00 0.31 0.31

15.40 0.67 0.54 5.00 0.00 0.30 0.30

15.45 0.67 0.54 5.00 0.00 0.30 0.30

15.50 0.67 0.54 5.00 0.00 0.30 0.30

15.55 0.67 0.54 5.00 0.00 0.30 0.30

15.60 0.67 0.54 5.00 0.00 0.30 0.30

15.65 0.67 0.54 5.00 0.00 0.30 0.30

15.70 0.67 0.54 5.00 0.00 0.30 0.30

15.75 0.67 0.54 5.00 0.00 0.30 0.30

15.80 0.67 0.54 5.00 0.00 0.30 0.30

15.85 0.67 0.54 5.00 0.00 0.30 0.30

15.90 0.67 0.54 5.00 0.00 0.30 0.30

15.95 0.67 0.54 5.00 0.00 0.30 0.30

16.00 0.67 0.54 5.00 0.00 0.30 0.30

16.05 0.67 0.54 5.00 0.00 0.30 0.30

16.10 0.67 0.54 5.00 0.00 0.29 0.29

16.15 0.67 0.54 5.00 0.00 0.29 0.29

16.20 0.67 0.54 5.00 0.00 0.29 0.29

16.25 0.67 0.54 5.00 0.00 0.29 0.29

16.30 0.67 0.54 5.00 0.00 0.29 0.29

16.35 0.67 0.54 5.00 0.00 0.29 0.29

16.40 0.67 0.53 5.00 0.00 0.29 0.29

16.45 0.67 0.53 5.00 0.00 0.29 0.29

16.50 0.67 0.53 5.00 0.00 0.29 0.29

16.55 0.67 0.53 5.00 0.00 0.29 0.29

16.60 0.67 0.53 5.00 0.00 0.29 0.29

16.65 0.67 0.53 5.00 0.00 0.29 0.29

16.70 0.67 0.53 5.00 0.00 0.28 0.28

16.75 0.67 0.53 5.00 0.00 0.28 0.28

16.80 0.67 0.53 5.00 0.00 0.28 0.28

16.85 0.67 0.53 5.00 0.00 0.28 0.28

16.90 0.67 0.53 5.00 0.00 0.28 0.28

16.95 0.67 0.53 5.00 0.00 0.28 0.28

17.00 0.67 0.53 5.00 0.00 0.28 0.28

17.05 0.67 0.53 5.00 0.00 0.28 0.28

17.10 0.67 0.53 5.00 0.00 0.28 0.28

17.15 0.67 0.53 5.00 0.00 0.28 0.28

17.20 0.67 0.53 5.00 0.00 0.28 0.28

17.25 0.67 0.53 5.00 0.00 0.27 0.27

17.30 0.67 0.53 5.00 0.00 0.27 0.27

17.35 0.67 0.53 5.00 0.00 0.27 0.27
C-110
2099

17.40 0.67 0.53 5.00 0.00 0.27 0.27

17.45 0.67 0.53 5.00 0.00 0.27 0.27

17.50 0.67 0.53 5.00 0.00 0.27 0.27

17.55 0.67 0.53 5.00 0.00 0.27 0.27

17.60 0.67 0.53 5.00 0.00 0.27 0.27

17.65 0.67 0.53 5.00 0.00 0.27 0.27

17.70 0.67 0.53 5.00 0.00 0.27 0.27

17.75 0.67 0.53 5.00 0.00 0.26 0.26

17.80 0.67 0.53 5.00 0.00 0.26 0.26

17.85 0.67 0.53 5.00 0.00 0.26 0.26

17.90 0.67 0.53 5.00 0.00 0.26 0.26

17.95 0.67 0.53 5.00 0.00 0.26 0.26

18.00 0.67 0.53 5.00 0.00 0.26 0.26

18.05 0.67 0.53 5.00 0.00 0.26 0.26

18.10 0.67 0.53 5.00 0.00 0.26 0.26

18.15 0.67 0.53 5.00 0.00 0.26 0.26

18.20 0.67 0.53 5.00 0.00 0.25 0.25

18.25 0.67 0.53 5.00 0.00 0.25 0.25

18.30 0.67 0.53 5.00 0.00 0.25 0.25

18.35 0.67 0.53 5.00 0.00 0.25 0.25

18.40 0.67 0.53 5.00 0.00 0.25 0.25

18.45 0.67 0.53 5.00 0.00 0.25 0.25

18.50 0.67 0.53 5.00 0.00 0.25 0.25

18.55 0.67 0.53 5.00 0.00 0.25 0.25

18.60 0.67 0.53 5.00 0.00 0.24 0.24

18.65 0.67 0.53 5.00 0.00 0.24 0.24

18.70 0.67 0.53 5.00 0.00 0.24 0.24

18.75 0.67 0.53 5.00 0.00 0.24 0.24

18.80 0.67 0.53 5.00 0.00 0.24 0.24

18.85 0.67 0.53 5.00 0.00 0.24 0.24

18.90 0.67 0.53 5.00 0.00 0.24 0.24

18.95 0.67 0.53 5.00 0.00 0.23 0.23

19.00 0.67 0.53 5.00 0.00 0.23 0.23

19.05 0.67 0.53 5.00 0.00 0.23 0.23

19.10 0.67 0.53 5.00 0.00 0.23 0.23

19.15 0.67 0.53 5.00 0.00 0.23 0.23

19.20 0.67 0.53 5.00 0.00 0.23 0.23

19.25 0.67 0.53 5.00 0.00 0.23 0.23

19.30 0.67 0.53 5.00 0.00 0.22 0.22

19.35 0.67 0.53 5.00 0.00 0.22 0.22

19.40 0.67 0.53 5.00 0.00 0.22 0.22

19.45 0.67 0.53 5.00 0.00 0.22 0.22

19.50 0.67 0.53 5.00 0.00 0.22 0.22

19.55 0.67 0.53 5.00 0.00 0.22 0.22

19.60 0.67 0.53 5.00 0.00 0.22 0.22

19.65 0.67 0.53 5.00 0.00 0.22 0.22

19.70 0.67 0.53 5.00 0.00 0.22 0.22

19.75 0.67 0.53 5.00 0.00 0.22 0.22

19.80 0.67 0.53 5.00 0.00 0.22 0.22

19.85 0.67 0.53 5.00 0.00 0.21 0.21

19.90 0.67 0.53 5.00 0.00 0.21 0.21

19.95 0.67 0.53 5.00 0.00 0.21 0.21

20.00 0.67 0.53 5.00 0.00 0.21 0.21

20.05 0.67 0.53 5.00 0.00 0.21 0.21

20.10 0.67 0.53 5.00 0.00 0.21 0.21

20.15 0.67 0.53 5.00 0.00 0.21 0.21

20.20 0.67 0.53 5.00 0.00 0.21 0.21

20.25 0.67 0.53 5.00 0.00 0.21 0.21

20.30 0.67 0.53 5.00 0.00 0.21 0.21

20.35 0.67 0.53 5.00 0.00 0.21 0.21

20.40 0.67 0.53 5.00 0.00 0.21 0.21

20.45 0.67 0.53 5.00 0.00 0.21 0.21

20.50 0.67 0.53 5.00 0.00 0.21 0.21

20.55 0.67 0.53 5.00 0.00 0.21 0.21

20.60 0.67 0.53 5.00 0.00 0.21 0.21

20.65 0.67 0.53 5.00 0.00 0.21 0.21

20.70 0.67 0.53 5.00 0.00 0.21 0.21

20.75 0.67 0.53 5.00 0.00 0.21 0.21

20.80 0.67 0.53 5.00 0.00 0.20 0.20

20.85 0.67 0.53 5.00 0.00 0.20 0.20

20.90 0.67 0.53 5.00 0.00 0.20 0.20

20.95 0.67 0.53 5.00 0.00 0.20 0.20

21.00 0.67 0.53 5.00 0.00 0.20 0.20

21.05 0.67 0.53 5.00 0.00 0.20 0.20

21.10 0.67 0.53 5.00 0.00 0.20 0.20

21.15 0.67 0.53 5.00 0.00 0.20 0.20

21.20 0.67 0.53 5.00 0.00 0.20 0.20

21.25 0.67 0.53 5.00 0.00 0.20 0.20

21.30 0.67 0.53 5.00 0.00 0.20 0.20
C-111
2100

21.35 0.67 0.53 5.00 0.00 0.20 0.20

21.40 0.67 0.53 5.00 0.00 0.20 0.20

21.45 0.67 0.53 5.00 0.00 0.20 0.20

21.50 0.67 0.53 5.00 0.00 0.20 0.20

21.55 0.67 0.53 5.00 0.00 0.20 0.20

21.60 0.67 0.53 5.00 0.00 0.20 0.20

21.65 0.67 0.53 5.00 0.00 0.20 0.20

21.70 0.67 0.53 5.00 0.00 0.20 0.20

21.75 0.67 0.53 5.00 0.00 0.19 0.19

21.80 0.67 0.53 5.00 0.00 0.19 0.19

21.85 0.67 0.53 5.00 0.00 0.19 0.19

21.90 0.67 0.53 5.00 0.00 0.19 0.19

21.95 0.67 0.53 5.00 0.00 0.19 0.19

22.00 0.67 0.53 5.00 0.00 0.19 0.19

22.05 0.67 0.53 5.00 0.00 0.19 0.19

22.10 0.67 0.53 5.00 0.00 0.19 0.19

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22.65 0.67 0.53 5.00 0.00 0.19 0.19

22.70 0.67 0.53 5.00 0.00 0.18 0.18

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22.85 0.67 0.53 5.00 0.00 0.18 0.18

22.90 0.67 0.53 5.00 0.00 0.18 0.18

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23.60 0.67 0.53 5.00 0.00 0.17 0.17

23.65 0.67 0.53 5.00 0.00 0.17 0.17

23.70 0.67 0.53 5.00 0.00 0.17 0.17

23.75 0.67 0.53 5.00 0.00 0.17 0.17

23.80 0.67 0.53 5.00 0.00 0.17 0.17

23.85 0.67 0.53 5.00 0.00 0.17 0.17

23.90 0.67 0.53 5.00 0.00 0.17 0.17

23.95 0.67 0.53 5.00 0.00 0.17 0.17

24.00 0.67 0.53 5.00 0.00 0.17 0.17

24.05 0.67 0.53 5.00 0.00 0.17 0.17

24.10 0.67 0.53 5.00 0.00 0.17 0.17

24.15 0.67 0.52 5.00 0.00 0.17 0.17

24.20 0.67 0.52 5.00 0.00 0.17 0.17

24.25 0.67 0.52 5.00 0.00 0.17 0.17

24.30 0.67 0.52 5.00 0.00 0.17 0.17

24.35 0.67 0.52 5.00 0.00 0.17 0.17

24.40 0.67 0.52 5.00 0.00 0.17 0.17

24.45 0.67 0.52 5.00 0.00 0.16 0.16

24.50 0.67 0.52 5.00 0.00 0.16 0.16

24.55 0.67 0.52 5.00 0.00 0.16 0.16

24.60 0.67 0.52 5.00 0.00 0.16 0.16

24.65 0.67 0.52 5.00 0.00 0.16 0.16

24.70 0.67 0.52 5.00 0.00 0.16 0.16

24.75 0.67 0.52 5.00 0.00 0.16 0.16

24.80 0.67 0.52 5.00 0.00 0.16 0.16

24.85 0.67 0.52 5.00 0.00 0.16 0.16

24.90 0.67 0.52 5.00 0.00 0.16 0.16

24.95 0.67 0.52 5.00 0.00 0.16 0.16

25.00 0.67 0.52 5.00 0.00 0.16 0.16

25.05 0.67 0.52 5.00 0.00 0.16 0.16

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25.25 0.67 0.52 5.00 0.00 0.16 0.16
C-112
2101

25.30 0.67 0.52 5.00 0.00 0.15 0.15

25.35 0.67 0.52 5.00 0.00 0.15 0.15

25.40 0.67 0.52 5.00 0.00 0.15 0.15

25.45 0.67 0.52 5.00 0.00 0.15 0.15

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25.55 0.67 0.52 5.00 0.00 0.15 0.15

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25.80 0.67 0.52 5.00 0.00 0.15 0.15

25.85 0.67 0.52 5.00 0.00 0.15 0.15

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26.00 0.67 0.52 5.00 0.00 0.15 0.15

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26.30 0.67 0.52 5.00 0.00 0.15 0.15

26.35 0.67 0.52 5.00 0.00 0.14 0.14

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26.45 0.67 0.52 5.00 0.00 0.14 0.14

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26.55 0.67 0.52 5.00 0.00 0.14 0.14

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26.90 0.67 0.52 5.00 0.00 0.14 0.14

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27.10 0.67 0.52 5.00 0.00 0.14 0.14

27.15 0.67 0.52 5.00 0.00 0.14 0.14

27.20 0.67 0.52 5.00 0.00 0.14 0.14

27.25 0.67 0.52 5.00 0.00 0.14 0.14

27.30 0.67 0.52 5.00 0.00 0.14 0.14

27.35 0.67 0.52 5.00 0.00 0.14 0.14

27.40 0.67 0.52 5.00 0.00 0.14 0.14

27.45 0.67 0.52 5.00 0.00 0.14 0.14

27.50 0.67 0.52 5.00 0.00 0.13 0.13

27.55 0.67 0.52 5.00 0.00 0.13 0.13

27.60 0.67 0.52 5.00 0.00 0.13 0.13

27.65 0.67 0.52 5.00 0.00 0.13 0.13

27.70 0.66 0.52 5.00 0.00 0.13 0.13

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27.90 0.66 0.52 5.00 0.00 0.13 0.13

27.95 0.66 0.52 5.00 0.00 0.13 0.13

28.00 0.66 0.52 5.00 0.00 0.13 0.13

28.05 0.66 0.52 5.00 0.00 0.13 0.13

28.10 0.66 0.52 5.00 0.00 0.13 0.13

28.15 0.66 0.52 5.00 0.00 0.13 0.13

28.20 0.66 0.52 5.00 0.00 0.13 0.13

28.25 0.66 0.52 5.00 0.00 0.13 0.13

28.30 0.66 0.52 5.00 0.00 0.13 0.13

28.35 0.66 0.52 5.00 0.00 0.13 0.13

28.40 0.66 0.52 5.00 0.00 0.13 0.13

28.45 0.66 0.52 5.00 0.00 0.13 0.13

28.50 0.66 0.52 5.00 0.00 0.13 0.13

28.55 0.66 0.52 5.00 0.00 0.13 0.13

28.60 0.66 0.52 5.00 0.00 0.13 0.13

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28.70 0.66 0.52 5.00 0.00 0.13 0.13

28.75 0.66 0.52 5.00 0.00 0.12 0.12

28.80 0.66 0.52 5.00 0.00 0.12 0.12

28.85 0.66 0.52 5.00 0.00 0.12 0.12

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29.00 0.66 0.52 5.00 0.00 0.12 0.12

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29.20 0.66 0.52 5.00 0.00 0.12 0.12
C-113
2102

29.25 0.66 0.52 5.00 0.00 0.12 0.12

29.30 0.66 0.52 5.00 0.00 0.12 0.12

29.35 0.66 0.52 5.00 0.00 0.12 0.12

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30.00 0.66 0.52 5.00 0.00 0.12 0.12

30.05 2.00 0.52 5.00 0.00 0.12 0.12

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31.00 2.00 0.51 5.00 0.00 0.12 0.12

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31.25 2.00 0.51 5.00 0.00 0.12 0.12

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31.40 2.00 0.51 5.00 0.00 0.12 0.12

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31.60 2.00 0.51 5.00 0.00 0.12 0.12

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31.90 2.00 0.51 5.00 0.00 0.12 0.12

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32.00 2.00 0.51 5.00 0.00 0.12 0.12

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32.15 2.00 0.51 5.00 0.00 0.12 0.12

32.20 2.00 0.51 5.00 0.00 0.12 0.12

32.25 2.00 0.51 5.00 0.00 0.12 0.12

32.30 2.00 0.51 5.00 0.00 0.12 0.12

32.35 2.00 0.51 5.00 0.00 0.12 0.12

32.40 2.00 0.51 5.00 0.00 0.12 0.12

32.45 2.00 0.51 5.00 0.00 0.12 0.12

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32.65 2.00 0.51 5.00 0.00 0.12 0.12

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33.15 2.00 0.50 5.00 0.00 0.12 0.12
C-114
2103

33.20 2.00 0.50 5.00 0.00 0.12 0.12

33.25 2.00 0.50 5.00 0.00 0.12 0.12

33.30 2.00 0.50 5.00 0.00 0.12 0.12

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34.15 0.64 0.50 5.00 0.00 0.11 0.11

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34.45 0.64 0.50 5.00 0.00 0.11 0.11

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34.55 0.64 0.50 5.00 0.00 0.11 0.11

34.60 0.64 0.50 5.00 0.00 0.11 0.11

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34.70 0.64 0.50 5.00 0.00 0.11 0.11

34.75 0.64 0.50 5.00 0.00 0.11 0.11

34.80 0.64 0.50 5.00 0.00 0.11 0.11

34.85 0.64 0.50 5.00 0.00 0.11 0.11

34.90 0.64 0.50 5.00 0.00 0.11 0.11

34.95 0.64 0.49 5.00 0.00 0.11 0.11

35.00 0.64 0.49 5.00 0.00 0.11 0.11

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35.30 0.64 0.49 5.00 0.00 0.11 0.11

35.35 0.64 0.49 5.00 0.00 0.10 0.10

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35.45 0.64 0.49 5.00 0.00 0.10 0.10

35.50 0.64 0.49 5.00 0.00 0.10 0.10

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35.60 0.64 0.49 5.00 0.00 0.10 0.10

35.65 0.64 0.49 5.00 0.00 0.10 0.10

35.70 0.64 0.49 5.00 0.00 0.10 0.10

35.75 0.64 0.49 5.00 0.00 0.10 0.10

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35.90 0.64 0.49 5.00 0.00 0.10 0.10

35.95 0.64 0.49 5.00 0.00 0.10 0.10

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36.10 0.63 0.49 5.00 0.00 0.10 0.10

36.15 0.63 0.49 5.00 0.00 0.10 0.10

36.20 0.63 0.49 5.00 0.00 0.10 0.10

36.25 0.63 0.49 5.00 0.00 0.10 0.10

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37.10 0.63 0.49 5.00 0.00 0.09 0.09
C-115
2104

37.15 0.63 0.48 5.00 0.00 0.09 0.09

37.20 0.63 0.48 5.00 0.00 0.09 0.09

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37.90 0.63 0.48 5.00 0.00 0.08 0.08

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38.80 0.63 0.48 5.00 0.00 0.08 0.08

38.85 0.63 0.48 5.00 0.00 0.07 0.07

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38.95 0.62 0.48 5.00 0.00 0.07 0.07

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39.25 0.62 0.48 5.00 0.00 0.07 0.07

39.30 0.62 0.48 5.00 0.00 0.07 0.07

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39.55 0.62 0.47 5.00 0.00 0.07 0.07

39.60 0.62 0.47 5.00 0.00 0.07 0.07

39.65 0.62 0.47 5.00 0.00 0.07 0.07

39.70 0.62 0.47 5.00 0.00 0.07 0.07

39.75 0.62 0.47 5.00 0.00 0.07 0.07

39.80 0.62 0.47 5.00 0.00 0.07 0.07

39.85 0.62 0.47 5.00 0.00 0.07 0.07

39.90 0.62 0.47 5.00 0.00 0.07 0.07

39.95 0.62 0.47 5.00 0.00 0.07 0.07

40.00 0.62 0.47 5.00 0.00 0.07 0.07

40.05 0.62 0.47 5.00 0.00 0.06 0.06

40.10 0.62 0.47 5.00 0.00 0.06 0.06

40.15 0.62 0.47 5.00 0.00 0.06 0.06

40.20 0.62 0.47 5.00 0.00 0.06 0.06

40.25 0.62 0.47 5.00 0.00 0.06 0.06

40.30 0.62 0.47 5.00 0.00 0.06 0.06

40.35 0.62 0.47 5.00 0.00 0.06 0.06

40.40 0.62 0.47 5.00 0.00 0.06 0.06

40.45 0.62 0.47 5.00 0.00 0.06 0.06

40.50 0.62 0.47 5.00 0.00 0.06 0.06

40.55 0.62 0.47 5.00 0.00 0.06 0.06

40.60 0.62 0.47 5.00 0.00 0.06 0.06

40.65 0.62 0.47 5.00 0.00 0.06 0.06

40.70 0.62 0.47 5.00 0.00 0.06 0.06

40.75 0.62 0.47 5.00 0.00 0.06 0.06

40.80 0.62 0.47 5.00 0.00 0.06 0.06

40.85 0.62 0.47 5.00 0.00 0.06 0.06

40.90 0.62 0.47 5.00 0.00 0.06 0.06

40.95 0.62 0.47 5.00 0.00 0.06 0.06

41.00 0.62 0.47 5.00 0.00 0.06 0.06

41.05 0.62 0.47 5.00 0.00 0.06 0.06
C-116
2105

41.10 0.62 0.47 5.00 0.00 0.06 0.06

41.15 0.62 0.47 5.00 0.00 0.06 0.06

41.20 0.62 0.47 5.00 0.00 0.06 0.06

41.25 0.62 0.47 5.00 0.00 0.06 0.06

41.30 0.62 0.47 5.00 0.00 0.06 0.06

41.35 0.62 0.47 5.00 0.00 0.06 0.06

41.40 0.62 0.47 5.00 0.00 0.06 0.06

41.45 0.62 0.47 5.00 0.00 0.06 0.06

41.50 0.62 0.47 5.00 0.00 0.06 0.06

41.55 0.62 0.46 5.00 0.00 0.06 0.06

41.60 0.62 0.46 5.00 0.00 0.05 0.05

41.65 0.62 0.46 5.00 0.00 0.05 0.05

41.70 0.62 0.46 5.00 0.00 0.05 0.05

41.75 0.62 0.46 5.00 0.00 0.05 0.05

41.80 0.62 0.46 5.00 0.00 0.05 0.05

41.85 0.61 0.46 5.00 0.00 0.05 0.05

41.90 0.61 0.46 5.00 0.00 0.05 0.05

41.95 0.61 0.46 5.00 0.00 0.05 0.05

42.00 0.61 0.46 5.00 0.00 0.05 0.05

42.05 0.61 0.46 5.00 0.00 0.05 0.05

42.10 0.61 0.46 5.00 0.00 0.05 0.05

42.15 0.61 0.46 5.00 0.00 0.05 0.05

42.20 0.61 0.46 5.00 0.00 0.05 0.05

42.25 0.61 0.46 5.00 0.00 0.05 0.05

42.30 0.61 0.46 5.00 0.00 0.05 0.05

42.35 0.61 0.46 5.00 0.00 0.05 0.05

42.40 0.61 0.46 5.00 0.00 0.05 0.05

42.45 0.61 0.46 5.00 0.00 0.05 0.05

42.50 0.61 0.46 5.00 0.00 0.05 0.05

42.55 0.61 0.46 5.00 0.00 0.05 0.05

42.60 0.61 0.46 5.00 0.00 0.05 0.05

42.65 0.61 0.46 5.00 0.00 0.05 0.05

42.70 0.61 0.46 5.00 0.00 0.05 0.05

42.75 0.61 0.46 5.00 0.00 0.05 0.05

42.80 0.61 0.46 5.00 0.00 0.05 0.05

42.85 0.61 0.46 5.00 0.00 0.05 0.05

42.90 0.61 0.46 5.00 0.00 0.05 0.05

42.95 0.61 0.46 5.00 0.00 0.05 0.05

43.00 0.61 0.46 5.00 0.00 0.05 0.05

43.05 0.61 0.46 5.00 0.00 0.05 0.05

43.10 0.61 0.46 5.00 0.00 0.05 0.05

43.15 0.61 0.46 5.00 0.00 0.05 0.05

43.20 0.61 0.46 5.00 0.00 0.05 0.05

43.25 0.61 0.46 5.00 0.00 0.04 0.04

43.30 0.61 0.46 5.00 0.00 0.04 0.04

43.35 0.61 0.46 5.00 0.00 0.04 0.04

43.40 0.61 0.46 5.00 0.00 0.04 0.04

43.45 0.61 0.46 5.00 0.00 0.04 0.04

43.50 0.61 0.46 5.00 0.00 0.04 0.04

43.55 0.61 0.46 5.00 0.00 0.04 0.04

43.60 0.61 0.46 5.00 0.00 0.04 0.04

43.65 0.61 0.46 5.00 0.00 0.04 0.04

43.70 0.61 0.46 5.00 0.00 0.04 0.04

43.75 0.61 0.46 5.00 0.00 0.04 0.04

43.80 0.61 0.45 5.00 0.00 0.04 0.04

43.85 0.61 0.45 5.00 0.00 0.04 0.04

43.90 0.61 0.45 5.00 0.00 0.04 0.04

43.95 0.61 0.45 5.00 0.00 0.04 0.04

44.00 0.61 0.45 5.00 0.00 0.04 0.04

44.05 0.61 0.45 5.00 0.00 0.04 0.04

44.10 0.61 0.45 5.00 0.00 0.04 0.04

44.15 0.61 0.45 5.00 0.00 0.04 0.04

44.20 0.61 0.45 5.00 0.00 0.04 0.04

44.25 0.61 0.45 5.00 0.00 0.04 0.04

44.30 0.61 0.45 5.00 0.00 0.04 0.04

44.35 0.61 0.45 5.00 0.00 0.04 0.04

44.40 0.61 0.45 5.00 0.00 0.04 0.04

44.45 0.61 0.45 5.00 0.00 0.04 0.04

44.50 0.61 0.45 5.00 0.00 0.04 0.04

44.55 0.61 0.45 5.00 0.00 0.04 0.04

44.60 0.61 0.45 5.00 0.00 0.04 0.04

44.65 0.61 0.45 5.00 0.00 0.04 0.04

44.70 0.61 0.45 5.00 0.00 0.04 0.04

44.75 0.61 0.45 5.00 0.00 0.04 0.04

44.80 0.61 0.45 5.00 0.00 0.04 0.04

44.85 0.61 0.45 5.00 0.00 0.04 0.04

44.90 0.61 0.45 5.00 0.00 0.03 0.03

44.95 0.60 0.45 5.00 0.00 0.03 0.03

45.00 0.60 0.45 5.00 0.00 0.03 0.03
C-117
2106

45.05 0.60 0.45 5.00 0.00 0.03 0.03

45.10 0.60 0.45 5.00 0.00 0.03 0.03

45.15 0.60 0.45 5.00 0.00 0.03 0.03

45.20 0.60 0.45 5.00 0.00 0.03 0.03

45.25 0.60 0.45 5.00 0.00 0.03 0.03

45.30 0.60 0.45 5.00 0.00 0.03 0.03

45.35 0.60 0.45 5.00 0.00 0.03 0.03

45.40 0.60 0.45 5.00 0.00 0.03 0.03

45.45 0.60 0.45 5.00 0.00 0.03 0.03

45.50 0.60 0.45 5.00 0.00 0.03 0.03

45.55 0.60 0.45 5.00 0.00 0.03 0.03

45.60 0.60 0.45 5.00 0.00 0.03 0.03

45.65 0.60 0.45 5.00 0.00 0.03 0.03

45.70 0.60 0.45 5.00 0.00 0.03 0.03

45.75 0.60 0.45 5.00 0.00 0.03 0.03

45.80 0.60 0.45 5.00 0.00 0.03 0.03

45.85 0.60 0.45 5.00 0.00 0.03 0.03

45.90 0.60 0.45 5.00 0.00 0.03 0.03

45.95 0.60 0.45 5.00 0.00 0.03 0.03

46.00 0.60 0.44 5.00 0.00 0.03 0.03

46.05 0.60 0.44 5.00 0.00 0.03 0.03

46.10 0.60 0.44 5.00 0.00 0.03 0.03

46.15 0.60 0.44 5.00 0.00 0.03 0.03

46.20 0.60 0.44 5.00 0.00 0.03 0.03

46.25 0.60 0.44 5.00 0.00 0.03 0.03

46.30 0.60 0.44 5.00 0.00 0.03 0.03

46.35 0.60 0.44 5.00 0.00 0.03 0.03

46.40 0.60 0.44 5.00 0.00 0.03 0.03

46.45 0.60 0.44 5.00 0.00 0.03 0.03

46.50 0.60 0.44 5.00 0.00 0.03 0.03

46.55 0.60 0.44 5.00 0.00 0.03 0.03

46.60 0.60 0.44 5.00 0.00 0.02 0.02

46.65 0.60 0.44 5.00 0.00 0.02 0.02

46.70 0.60 0.44 5.00 0.00 0.02 0.02

46.75 0.60 0.44 5.00 0.00 0.02 0.02

46.80 0.60 0.44 5.00 0.00 0.02 0.02

46.85 0.60 0.44 5.00 0.00 0.02 0.02

46.90 0.60 0.44 5.00 0.00 0.02 0.02

46.95 0.60 0.44 5.00 0.00 0.02 0.02

47.00 0.60 0.44 5.00 0.00 0.02 0.02

47.05 0.60 0.44 5.00 0.00 0.02 0.02

47.10 0.60 0.44 5.00 0.00 0.02 0.02

47.15 0.60 0.44 5.00 0.00 0.02 0.02

47.20 0.60 0.44 5.00 0.00 0.02 0.02

47.25 0.60 0.44 5.00 0.00 0.02 0.02

47.30 0.60 0.44 5.00 0.00 0.02 0.02

47.35 0.60 0.44 5.00 0.00 0.02 0.02

47.40 0.60 0.44 5.00 0.00 0.02 0.02

47.45 0.60 0.44 5.00 0.00 0.02 0.02

47.50 0.60 0.44 5.00 0.00 0.02 0.02

47.55 0.60 0.44 5.00 0.00 0.02 0.02

47.60 0.60 0.44 5.00 0.00 0.02 0.02

47.65 0.60 0.44 5.00 0.00 0.02 0.02

47.70 0.60 0.44 5.00 0.00 0.02 0.02

47.75 0.60 0.44 5.00 0.00 0.02 0.02

47.80 0.60 0.44 5.00 0.00 0.02 0.02

47.85 0.60 0.44 5.00 0.00 0.02 0.02

47.90 0.60 0.44 5.00 0.00 0.02 0.02

47.95 0.60 0.44 5.00 0.00 0.02 0.02

48.00 0.60 0.44 5.00 0.00 0.02 0.02

48.05 0.60 0.44 5.00 0.00 0.02 0.02

48.10 0.60 0.44 5.00 0.00 0.02 0.02

48.15 0.59 0.44 5.00 0.00 0.02 0.02

48.20 0.59 0.43 5.00 0.00 0.01 0.01

48.25 0.59 0.43 5.00 0.00 0.01 0.01

48.30 0.59 0.43 5.00 0.00 0.01 0.01

48.35 0.59 0.43 5.00 0.00 0.01 0.01

48.40 0.59 0.43 5.00 0.00 0.01 0.01

48.45 0.59 0.43 5.00 0.00 0.01 0.01

48.50 0.59 0.43 5.00 0.00 0.01 0.01

48.55 0.59 0.43 5.00 0.00 0.01 0.01

48.60 0.59 0.43 5.00 0.00 0.01 0.01

48.65 0.59 0.43 5.00 0.00 0.01 0.01

48.70 0.59 0.43 5.00 0.00 0.01 0.01

48.75 0.59 0.43 5.00 0.00 0.01 0.01

48.80 0.59 0.43 5.00 0.00 0.01 0.01

48.85 0.59 0.43 5.00 0.00 0.01 0.01

48.90 0.59 0.43 5.00 0.00 0.01 0.01

48.95 0.59 0.43 5.00 0.00 0.01 0.01
C-118
2107

49.00 0.59 0.43 5.00 0.00 0.01 0.01

49.05 0.59 0.43 5.00 0.00 0.01 0.01

49.10 0.59 0.43 5.00 0.00 0.01 0.01

49.15 0.59 0.43 5.00 0.00 0.01 0.01

49.20 0.59 0.43 5.00 0.00 0.01 0.01

49.25 0.59 0.43 5.00 0.00 0.01 0.01

49.30 0.59 0.43 5.00 0.00 0.01 0.01

49.35 0.59 0.43 5.00 0.00 0.01 0.01

49.40 0.59 0.43 5.00 0.00 0.01 0.01

49.45 0.59 0.43 5.00 0.00 0.01 0.01

49.50 0.59 0.43 5.00 0.00 0.01 0.01

49.55 0.59 0.43 5.00 0.00 0.01 0.01

49.60 0.59 0.43 5.00 0.00 0.01 0.01

49.65 0.59 0.43 5.00 0.00 0.01 0.01

49.70 0.59 0.43 5.00 0.00 0.01 0.01

49.75 0.59 0.43 5.00 0.00 0.00 0.00

49.80 0.59 0.43 5.00 0.00 0.00 0.00

49.85 0.59 0.43 5.00 0.00 0.00 0.00

49.90 0.59 0.43 5.00 0.00 0.00 0.00

49.95 0.59 0.43 5.00 0.00 0.00 0.00

50.00 0.59 0.43 5.00 0.00 0.00 0.00

50.05 0.59 0.43 5.00 0.00 0.00 0.00

50.10 0.59 0.43 5.00 0.00 0.00 0.00

50.15 0.59 0.43 5.00 0.00 0.00 0.00

50.20 0.59 0.43 5.00 0.00 0.00 0.00

50.25 0.59 0.43 5.00 0.00 0.00 0.00

50.30 0.59 0.43 5.00 0.00 0.00 0.00

50.35 0.59 0.43 5.00 0.00 0.00 0.00

50.40 0.59 0.42 5.00 0.00 0.00 0.00

50.45 0.59 0.42 5.00 0.00 0.00 0.00

50.50 0.59 0.42 5.00 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm   Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No‐Liquefy Soils
C-119
2108
C-120
2109
*******************************************************************************************************

LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltech.com
******************************************************************************************************* Font: Courier New, Regular, Size 8 is recommended for this report.

Licensed to , 10/17/2023 4:53:45 PM
Input File Name: C:\Users\jmeneses\Desktop\HMD\00‐23‐2255‐‐Ontario Sport Complex\Settlement\BH06.liq Title:  Ontario Sports Park
Subtitle:

Surface Elev.=
Hole No.=BH06
Depth of Hole= 70.50 ft
Water Table during Earthquake= 130.00 ft
Water Table during In‐Situ Testing= 130.00 ft
Max. Acceleration= 0.78 g
Earthquake Magnitude= 6.70
Input Data:

Surface Elev.=
Hole No.=BH06
Depth of Hole=70.50 ft
Water Table during Earthquake= 130.00 ft
Water Table during In‐Situ Testing= 130.00 ft
Max. Acceleration=0.78 g
Earthquake Magnitude=6.70
No‐Liquefiable Soils:   CL, OL are Non‐Liq. Soil

1. SPT or BPT Calculation.

2. Settlement Analysis Method: Tokimatsu, M‐correction

3. Fines Correction for Liquefaction: Idriss/Seed

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio,                                   Ce = 1.25

7. Borehole Diameter,                                         Cb= 1

8. Sampling Method,                                          Cs= 1.2

9. User request factor of safety (apply to CSR) ,   User= 1.1 Plot one CSR curve (fs1=User)

10. Use Curve Smoothing: Yes*
* Recommended Options
In‐Situ Test Data:

Depth SPT gamma Fines
ft pcf %
____________________________________

5.00 21.00 125.00 12.00

10.00 36.00 125.00 12.00

15.00 37.00 125.00 12.00

20.00 36.00 125.00 12.00

25.00 38.00 125.00 12.00

30.00 27.00 110.00 NoLiq

35.00 38.00 125.00 12.00

40.00 35.00 125.00 12.00

45.00 43.00 125.00 12.00

50.00 28.00 110.00 NoLiq

55.00 34.00 110.00 NoLiq

60.00 34.00 125.00 24.20

65.00 41.00 125.00 24.20

70.00 40.00 125.00 24.20
____________________________________
Output Results:

Settlement of Saturated Sands=0.00 in.

Settlement of Unsaturated Sands=0.70 in.

Total Settlement of Saturated and Unsaturated Sands=0.70 in.

Differential Settlement=0.350 to 0.462 in.

Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in. in.
_______________________________________________________

5.00 0.67 0.55 5.00 0.00 0.70 0.70

5.05 0.67 0.55 5.00 0.00 0.70 0.70

5.10 0.67 0.55 5.00 0.00 0.70 0.70

5.15 0.67 0.55 5.00 0.00 0.70 0.70

5.20 0.67 0.55 5.00 0.00 0.70 0.70

5.25 0.67 0.55 5.00 0.00 0.70 0.70

5.30 0.67 0.55 5.00 0.00 0.70 0.70
C-121
2110

5.35 0.67 0.55 5.00 0.00 0.70 0.70

5.40 0.67 0.55 5.00 0.00 0.70 0.70

5.45 0.67 0.55 5.00 0.00 0.70 0.70

5.50 0.67 0.55 5.00 0.00 0.70 0.70

5.55 0.67 0.55 5.00 0.00 0.70 0.70

5.60 0.67 0.55 5.00 0.00 0.70 0.70

5.65 0.67 0.55 5.00 0.00 0.70 0.70

5.70 0.67 0.55 5.00 0.00 0.70 0.70

5.75 0.67 0.55 5.00 0.00 0.70 0.70

5.80 0.67 0.55 5.00 0.00 0.70 0.70

5.85 0.67 0.55 5.00 0.00 0.70 0.70

5.90 0.67 0.55 5.00 0.00 0.70 0.70

5.95 0.67 0.55 5.00 0.00 0.70 0.70

6.00 0.67 0.55 5.00 0.00 0.70 0.70

6.05 0.67 0.55 5.00 0.00 0.70 0.70

6.10 0.67 0.55 5.00 0.00 0.70 0.70

6.15 0.67 0.55 5.00 0.00 0.70 0.70

6.20 0.67 0.55 5.00 0.00 0.70 0.70

6.25 0.67 0.55 5.00 0.00 0.69 0.69

6.30 0.67 0.55 5.00 0.00 0.69 0.69

6.35 0.67 0.55 5.00 0.00 0.69 0.69

6.40 0.67 0.55 5.00 0.00 0.69 0.69

6.45 0.67 0.55 5.00 0.00 0.69 0.69

6.50 0.67 0.55 5.00 0.00 0.69 0.69

6.55 0.67 0.55 5.00 0.00 0.69 0.69

6.60 0.67 0.55 5.00 0.00 0.69 0.69

6.65 0.67 0.55 5.00 0.00 0.69 0.69

6.70 0.67 0.55 5.00 0.00 0.69 0.69

6.75 0.67 0.55 5.00 0.00 0.69 0.69

6.80 0.67 0.55 5.00 0.00 0.69 0.69

6.85 0.67 0.55 5.00 0.00 0.69 0.69

6.90 0.67 0.55 5.00 0.00 0.69 0.69

6.95 0.67 0.55 5.00 0.00 0.69 0.69

7.00 0.67 0.55 5.00 0.00 0.69 0.69

7.05 0.67 0.55 5.00 0.00 0.69 0.69

7.10 0.67 0.55 5.00 0.00 0.69 0.69

7.15 0.67 0.55 5.00 0.00 0.69 0.69

7.20 0.67 0.55 5.00 0.00 0.69 0.69

7.25 0.67 0.55 5.00 0.00 0.69 0.69

7.30 0.67 0.55 5.00 0.00 0.69 0.69

7.35 0.67 0.55 5.00 0.00 0.69 0.69

7.40 0.67 0.55 5.00 0.00 0.69 0.69

7.45 0.67 0.55 5.00 0.00 0.69 0.69

7.50 0.67 0.55 5.00 0.00 0.69 0.69

7.55 0.67 0.55 5.00 0.00 0.69 0.69

7.60 0.67 0.55 5.00 0.00 0.69 0.69

7.65 0.67 0.55 5.00 0.00 0.69 0.69

7.70 0.67 0.55 5.00 0.00 0.69 0.69

7.75 0.67 0.55 5.00 0.00 0.68 0.68

7.80 0.67 0.55 5.00 0.00 0.68 0.68

7.85 0.67 0.55 5.00 0.00 0.68 0.68

7.90 0.67 0.55 5.00 0.00 0.68 0.68

7.95 0.67 0.55 5.00 0.00 0.68 0.68

8.00 0.67 0.55 5.00 0.00 0.68 0.68

8.05 0.67 0.55 5.00 0.00 0.68 0.68

8.10 0.67 0.55 5.00 0.00 0.68 0.68

8.15 0.67 0.55 5.00 0.00 0.68 0.68

8.20 0.67 0.55 5.00 0.00 0.68 0.68

8.25 0.67 0.55 5.00 0.00 0.68 0.68

8.30 0.67 0.55 5.00 0.00 0.68 0.68

8.35 0.67 0.55 5.00 0.00 0.68 0.68

8.40 0.67 0.55 5.00 0.00 0.68 0.68

8.45 0.67 0.55 5.00 0.00 0.68 0.68

8.50 0.67 0.55 5.00 0.00 0.68 0.68

8.55 0.67 0.55 5.00 0.00 0.68 0.68

8.60 0.67 0.55 5.00 0.00 0.68 0.68

8.65 0.67 0.55 5.00 0.00 0.68 0.68

8.70 0.67 0.54 5.00 0.00 0.68 0.68

8.75 0.67 0.54 5.00 0.00 0.68 0.68

8.80 0.67 0.54 5.00 0.00 0.67 0.67

8.85 0.67 0.54 5.00 0.00 0.67 0.67

8.90 0.67 0.54 5.00 0.00 0.67 0.67

8.95 0.67 0.54 5.00 0.00 0.67 0.67

9.00 0.67 0.54 5.00 0.00 0.67 0.67

9.05 0.67 0.54 5.00 0.00 0.67 0.67

9.10 0.67 0.54 5.00 0.00 0.67 0.67

9.15 0.67 0.54 5.00 0.00 0.67 0.67

9.20 0.67 0.54 5.00 0.00 0.67 0.67

9.25 0.67 0.54 5.00 0.00 0.67 0.67
C-122
2111

9.30 0.67 0.54 5.00 0.00 0.67 0.67

9.35 0.67 0.54 5.00 0.00 0.67 0.67

9.40 0.67 0.54 5.00 0.00 0.67 0.67

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C-123
2112

13.25 0.67 0.54 5.00 0.00 0.64 0.64

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C-124
2113

17.20 0.67 0.53 5.00 0.00 0.60 0.60

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C-125
2114

21.15 0.67 0.53 5.00 0.00 0.53 0.53

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C-126
2115

25.10 0.67 0.52 5.00 0.00 0.49 0.49

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26.90 0.67 0.52 5.00 0.00 0.47 0.47

26.95 0.67 0.52 5.00 0.00 0.47 0.47

27.00 0.67 0.52 5.00 0.00 0.46 0.46

27.05 0.67 0.52 5.00 0.00 0.46 0.46

27.10 0.67 0.52 5.00 0.00 0.46 0.46

27.15 0.67 0.52 5.00 0.00 0.46 0.46

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27.25 0.67 0.52 5.00 0.00 0.46 0.46

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27.50 0.67 0.52 5.00 0.00 0.46 0.46

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27.65 0.67 0.52 5.00 0.00 0.46 0.46

27.70 0.66 0.52 5.00 0.00 0.45 0.45

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27.80 0.66 0.52 5.00 0.00 0.45 0.45

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28.05 0.66 0.52 5.00 0.00 0.45 0.45

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29.00 0.66 0.52 5.00 0.00 0.43 0.43
C-127
2116

29.05 0.66 0.52 5.00 0.00 0.43 0.43

29.10 0.66 0.52 5.00 0.00 0.43 0.43

29.15 0.66 0.52 5.00 0.00 0.43 0.43

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29.55 0.66 0.52 5.00 0.00 0.42 0.42

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30.05 2.00 0.52 5.00 0.00 0.42 0.42

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31.65 2.00 0.51 5.00 0.00 0.42 0.42

31.70 2.00 0.51 5.00 0.00 0.42 0.42

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31.90 2.00 0.51 5.00 0.00 0.42 0.42

31.95 2.00 0.51 5.00 0.00 0.42 0.42

32.00 2.00 0.51 5.00 0.00 0.42 0.42

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32.55 2.00 0.51 5.00 0.00 0.42 0.42

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32.85 2.00 0.50 5.00 0.00 0.42 0.42

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32.95 2.00 0.50 5.00 0.00 0.42 0.42
C-128
2117

33.00 2.00 0.50 5.00 0.00 0.42 0.42

33.05 2.00 0.50 5.00 0.00 0.42 0.42

33.10 2.00 0.50 5.00 0.00 0.42 0.42

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34.70 0.64 0.50 5.00 0.00 0.41 0.41

34.75 0.64 0.50 5.00 0.00 0.40 0.40

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34.85 0.64 0.50 5.00 0.00 0.40 0.40

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35.30 0.64 0.49 5.00 0.00 0.39 0.39

35.35 0.64 0.49 5.00 0.00 0.39 0.39

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35.60 0.64 0.49 5.00 0.00 0.39 0.39

35.65 0.64 0.49 5.00 0.00 0.39 0.39

35.70 0.64 0.49 5.00 0.00 0.38 0.38

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35.80 0.64 0.49 5.00 0.00 0.38 0.38

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35.90 0.64 0.49 5.00 0.00 0.38 0.38

35.95 0.64 0.49 5.00 0.00 0.38 0.38

36.00 0.64 0.49 5.00 0.00 0.38 0.38

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36.50 0.63 0.49 5.00 0.00 0.37 0.37

36.55 0.63 0.49 5.00 0.00 0.36 0.36

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36.65 0.63 0.49 5.00 0.00 0.36 0.36

36.70 0.63 0.49 5.00 0.00 0.36 0.36

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36.80 0.63 0.49 5.00 0.00 0.36 0.36

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36.90 0.63 0.49 5.00 0.00 0.36 0.36
C-129
2118

36.95 0.63 0.49 5.00 0.00 0.36 0.36

37.00 0.63 0.49 5.00 0.00 0.35 0.35

37.05 0.63 0.49 5.00 0.00 0.35 0.35

37.10 0.63 0.49 5.00 0.00 0.35 0.35

37.15 0.63 0.48 5.00 0.00 0.35 0.35

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37.30 0.63 0.48 5.00 0.00 0.35 0.35

37.35 0.63 0.48 5.00 0.00 0.35 0.35

37.40 0.63 0.48 5.00 0.00 0.34 0.34

37.45 0.63 0.48 5.00 0.00 0.34 0.34

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37.55 0.63 0.48 5.00 0.00 0.34 0.34

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37.65 0.63 0.48 5.00 0.00 0.34 0.34

37.70 0.63 0.48 5.00 0.00 0.34 0.34

37.75 0.63 0.48 5.00 0.00 0.34 0.34

37.80 0.63 0.48 5.00 0.00 0.33 0.33

37.85 0.63 0.48 5.00 0.00 0.33 0.33

37.90 0.63 0.48 5.00 0.00 0.33 0.33

37.95 0.63 0.48 5.00 0.00 0.33 0.33

38.00 0.63 0.48 5.00 0.00 0.33 0.33

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38.10 0.63 0.48 5.00 0.00 0.33 0.33

38.15 0.63 0.48 5.00 0.00 0.32 0.32

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38.25 0.63 0.48 5.00 0.00 0.32 0.32

38.30 0.63 0.48 5.00 0.00 0.32 0.32

38.35 0.63 0.48 5.00 0.00 0.32 0.32

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38.45 0.63 0.48 5.00 0.00 0.32 0.32

38.50 0.63 0.48 5.00 0.00 0.31 0.31

38.55 0.63 0.48 5.00 0.00 0.31 0.31

38.60 0.63 0.48 5.00 0.00 0.31 0.31

38.65 0.63 0.48 5.00 0.00 0.31 0.31

38.70 0.63 0.48 5.00 0.00 0.31 0.31

38.75 0.63 0.48 5.00 0.00 0.31 0.31

38.80 0.63 0.48 5.00 0.00 0.31 0.31

38.85 0.63 0.48 5.00 0.00 0.30 0.30

38.90 0.62 0.48 5.00 0.00 0.30 0.30

38.95 0.62 0.48 5.00 0.00 0.30 0.30

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39.25 0.62 0.48 5.00 0.00 0.29 0.29

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39.35 0.62 0.47 5.00 0.00 0.29 0.29

39.40 0.62 0.47 5.00 0.00 0.29 0.29

39.45 0.62 0.47 5.00 0.00 0.29 0.29

39.50 0.62 0.47 5.00 0.00 0.28 0.28

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39.60 0.62 0.47 5.00 0.00 0.28 0.28

39.65 0.62 0.47 5.00 0.00 0.28 0.28

39.70 0.62 0.47 5.00 0.00 0.28 0.28

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39.80 0.62 0.47 5.00 0.00 0.28 0.28

39.85 0.62 0.47 5.00 0.00 0.28 0.28

39.90 0.62 0.47 5.00 0.00 0.27 0.27

39.95 0.62 0.47 5.00 0.00 0.27 0.27

40.00 0.62 0.47 5.00 0.00 0.27 0.27

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40.85 0.62 0.47 5.00 0.00 0.26 0.26
C-130
2119

40.90 0.62 0.47 5.00 0.00 0.26 0.26

40.95 0.62 0.47 5.00 0.00 0.26 0.26

41.00 0.62 0.47 5.00 0.00 0.26 0.26

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41.65 0.62 0.46 5.00 0.00 0.25 0.25

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41.90 0.61 0.46 5.00 0.00 0.24 0.24

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42.60 0.61 0.46 5.00 0.00 0.24 0.24

42.65 0.61 0.46 5.00 0.00 0.24 0.24

42.70 0.61 0.46 5.00 0.00 0.23 0.23

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42.80 0.61 0.46 5.00 0.00 0.23 0.23

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43.50 0.61 0.46 5.00 0.00 0.22 0.22

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43.60 0.61 0.46 5.00 0.00 0.22 0.22

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44.35 0.61 0.45 5.00 0.00 0.21 0.21

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44.50 0.61 0.45 5.00 0.00 0.21 0.21

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C-131
2120

44.85 0.61 0.45 5.00 0.00 0.21 0.21

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C-132
2121

48.80 2.00 0.43 5.00 0.00 0.18 0.18

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C-133
2122

52.75 2.00 0.41 5.00 0.00 0.18 0.18

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C-134
2123

56.70 2.00 0.40 5.00 0.00 0.18 0.18

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C-135
2124

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62.15 0.56 0.37 5.00 0.00 0.11 0.11

62.20 0.56 0.37 5.00 0.00 0.11 0.11

62.25 0.56 0.37 5.00 0.00 0.10 0.10

62.30 0.56 0.37 5.00 0.00 0.10 0.10

62.35 0.56 0.37 5.00 0.00 0.10 0.10

62.40 0.56 0.37 5.00 0.00 0.10 0.10

62.45 0.56 0.37 5.00 0.00 0.10 0.10

62.50 0.56 0.37 5.00 0.00 0.10 0.10

62.55 0.56 0.37 5.00 0.00 0.10 0.10

62.60 0.56 0.37 5.00 0.00 0.10 0.10

62.65 0.56 0.37 5.00 0.00 0.10 0.10

62.70 0.56 0.37 5.00 0.00 0.10 0.10

62.75 0.56 0.37 5.00 0.00 0.10 0.10

62.80 0.56 0.37 5.00 0.00 0.10 0.10

62.85 0.56 0.37 5.00 0.00 0.10 0.10

62.90 0.56 0.37 5.00 0.00 0.10 0.10

62.95 0.56 0.37 5.00 0.00 0.09 0.09

63.00 0.56 0.37 5.00 0.00 0.09 0.09

63.05 0.56 0.37 5.00 0.00 0.09 0.09

63.10 0.56 0.37 5.00 0.00 0.09 0.09

63.15 0.56 0.37 5.00 0.00 0.09 0.09

63.20 0.56 0.37 5.00 0.00 0.09 0.09

63.25 0.56 0.37 5.00 0.00 0.09 0.09

63.30 0.56 0.37 5.00 0.00 0.09 0.09

63.35 0.56 0.37 5.00 0.00 0.09 0.09

63.40 0.56 0.37 5.00 0.00 0.09 0.09

63.45 0.56 0.37 5.00 0.00 0.09 0.09

63.50 0.56 0.37 5.00 0.00 0.09 0.09

63.55 0.56 0.37 5.00 0.00 0.09 0.09

63.60 0.56 0.37 5.00 0.00 0.09 0.09

63.65 0.56 0.36 5.00 0.00 0.08 0.08

63.70 0.56 0.36 5.00 0.00 0.08 0.08

63.75 0.56 0.36 5.00 0.00 0.08 0.08

63.80 0.56 0.36 5.00 0.00 0.08 0.08

63.85 0.56 0.36 5.00 0.00 0.08 0.08

63.90 0.56 0.36 5.00 0.00 0.08 0.08

63.95 0.56 0.36 5.00 0.00 0.08 0.08

64.00 0.55 0.36 5.00 0.00 0.08 0.08

64.05 0.55 0.36 5.00 0.00 0.08 0.08

64.10 0.55 0.36 5.00 0.00 0.08 0.08

64.15 0.55 0.36 5.00 0.00 0.08 0.08

64.20 0.55 0.36 5.00 0.00 0.08 0.08

64.25 0.55 0.36 5.00 0.00 0.08 0.08

64.30 0.55 0.36 5.00 0.00 0.08 0.08

64.35 0.55 0.36 5.00 0.00 0.08 0.08

64.40 0.55 0.36 5.00 0.00 0.08 0.08

64.45 0.55 0.36 5.00 0.00 0.07 0.07

64.50 0.55 0.36 5.00 0.00 0.07 0.07

64.55 0.55 0.36 5.00 0.00 0.07 0.07
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64.60 0.55 0.36 5.00 0.00 0.07 0.07

64.65 0.55 0.36 5.00 0.00 0.07 0.07

64.70 0.55 0.36 5.00 0.00 0.07 0.07

64.75 0.55 0.36 5.00 0.00 0.07 0.07

64.80 0.55 0.36 5.00 0.00 0.07 0.07

64.85 0.55 0.36 5.00 0.00 0.07 0.07

64.90 0.55 0.36 5.00 0.00 0.07 0.07

64.95 0.55 0.36 5.00 0.00 0.07 0.07

65.00 0.55 0.36 5.00 0.00 0.07 0.07

65.05 0.55 0.36 5.00 0.00 0.07 0.07

65.10 0.55 0.36 5.00 0.00 0.07 0.07

65.15 0.55 0.36 5.00 0.00 0.07 0.07

65.20 0.55 0.36 5.00 0.00 0.07 0.07

65.25 0.55 0.36 5.00 0.00 0.07 0.07

65.30 0.55 0.36 5.00 0.00 0.06 0.06

65.35 0.55 0.36 5.00 0.00 0.06 0.06

65.40 0.55 0.36 5.00 0.00 0.06 0.06

65.45 0.55 0.36 5.00 0.00 0.06 0.06

65.50 0.55 0.36 5.00 0.00 0.06 0.06

65.55 0.55 0.36 5.00 0.00 0.06 0.06

65.60 0.55 0.36 5.00 0.00 0.06 0.06

65.65 0.55 0.36 5.00 0.00 0.06 0.06

65.70 0.55 0.36 5.00 0.00 0.06 0.06

65.75 0.55 0.36 5.00 0.00 0.06 0.06

65.80 0.55 0.36 5.00 0.00 0.06 0.06

65.85 0.55 0.35 5.00 0.00 0.06 0.06

65.90 0.55 0.35 5.00 0.00 0.06 0.06

65.95 0.55 0.35 5.00 0.00 0.06 0.06

66.00 0.55 0.35 5.00 0.00 0.06 0.06

66.05 0.55 0.35 5.00 0.00 0.06 0.06

66.10 0.55 0.35 5.00 0.00 0.06 0.06

66.15 0.55 0.35 5.00 0.00 0.05 0.05

66.20 0.55 0.35 5.00 0.00 0.05 0.05

66.25 0.55 0.35 5.00 0.00 0.05 0.05

66.30 0.55 0.35 5.00 0.00 0.05 0.05

66.35 0.55 0.35 5.00 0.00 0.05 0.05

66.40 0.55 0.35 5.00 0.00 0.05 0.05

66.45 0.55 0.35 5.00 0.00 0.05 0.05

66.50 0.55 0.35 5.00 0.00 0.05 0.05

66.55 0.55 0.35 5.00 0.00 0.05 0.05

66.60 0.55 0.35 5.00 0.00 0.05 0.05

66.65 0.55 0.35 5.00 0.00 0.05 0.05

66.70 0.55 0.35 5.00 0.00 0.05 0.05

66.75 0.55 0.35 5.00 0.00 0.05 0.05

66.80 0.55 0.35 5.00 0.00 0.05 0.05

66.85 0.55 0.35 5.00 0.00 0.05 0.05

66.90 0.55 0.35 5.00 0.00 0.05 0.05

66.95 0.55 0.35 5.00 0.00 0.04 0.04

67.00 0.55 0.35 5.00 0.00 0.04 0.04

67.05 0.55 0.35 5.00 0.00 0.04 0.04

67.10 0.55 0.35 5.00 0.00 0.04 0.04

67.15 0.55 0.35 5.00 0.00 0.04 0.04

67.20 0.55 0.35 5.00 0.00 0.04 0.04

67.25 0.55 0.35 5.00 0.00 0.04 0.04

67.30 0.55 0.35 5.00 0.00 0.04 0.04

67.35 0.55 0.35 5.00 0.00 0.04 0.04

67.40 0.55 0.35 5.00 0.00 0.04 0.04

67.45 0.55 0.35 5.00 0.00 0.04 0.04

67.50 0.55 0.35 5.00 0.00 0.04 0.04

67.55 0.55 0.35 5.00 0.00 0.04 0.04

67.60 0.55 0.35 5.00 0.00 0.04 0.04

67.65 0.55 0.35 5.00 0.00 0.04 0.04

67.70 0.55 0.35 5.00 0.00 0.04 0.04

67.75 0.55 0.35 5.00 0.00 0.04 0.04

67.80 0.55 0.35 5.00 0.00 0.03 0.03

67.85 0.55 0.35 5.00 0.00 0.03 0.03

67.90 0.55 0.35 5.00 0.00 0.03 0.03

67.95 0.55 0.35 5.00 0.00 0.03 0.03

68.00 0.55 0.35 5.00 0.00 0.03 0.03

68.05 0.55 0.35 5.00 0.00 0.03 0.03

68.10 0.55 0.34 5.00 0.00 0.03 0.03

68.15 0.55 0.34 5.00 0.00 0.03 0.03

68.20 0.54 0.34 5.00 0.00 0.03 0.03

68.25 0.54 0.34 5.00 0.00 0.03 0.03

68.30 0.54 0.34 5.00 0.00 0.03 0.03

68.35 0.54 0.34 5.00 0.00 0.03 0.03

68.40 0.54 0.34 5.00 0.00 0.03 0.03

68.45 0.54 0.34 5.00 0.00 0.03 0.03

68.50 0.54 0.34 5.00 0.00 0.03 0.03
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68.55 0.54 0.34 5.00 0.00 0.03 0.03

68.60 0.54 0.34 5.00 0.00 0.02 0.02

68.65 0.54 0.34 5.00 0.00 0.02 0.02

68.70 0.54 0.34 5.00 0.00 0.02 0.02

68.75 0.54 0.34 5.00 0.00 0.02 0.02

68.80 0.54 0.34 5.00 0.00 0.02 0.02

68.85 0.54 0.34 5.00 0.00 0.02 0.02

68.90 0.54 0.34 5.00 0.00 0.02 0.02

68.95 0.54 0.34 5.00 0.00 0.02 0.02

69.00 0.54 0.34 5.00 0.00 0.02 0.02

69.05 0.54 0.34 5.00 0.00 0.02 0.02

69.10 0.54 0.34 5.00 0.00 0.02 0.02

69.15 0.54 0.34 5.00 0.00 0.02 0.02

69.20 0.54 0.34 5.00 0.00 0.02 0.02

69.25 0.54 0.34 5.00 0.00 0.02 0.02

69.30 0.54 0.34 5.00 0.00 0.02 0.02

69.35 0.54 0.34 5.00 0.00 0.01 0.01

69.40 0.54 0.34 5.00 0.00 0.01 0.01

69.45 0.54 0.34 5.00 0.00 0.01 0.01

69.50 0.54 0.34 5.00 0.00 0.01 0.01

69.55 0.54 0.34 5.00 0.00 0.01 0.01

69.60 0.54 0.34 5.00 0.00 0.01 0.01

69.65 0.54 0.34 5.00 0.00 0.01 0.01

69.70 0.54 0.34 5.00 0.00 0.01 0.01

69.75 0.54 0.34 5.00 0.00 0.01 0.01

69.80 0.54 0.34 5.00 0.00 0.01 0.01

69.85 0.54 0.34 5.00 0.00 0.01 0.01

69.90 0.54 0.34 5.00 0.00 0.01 0.01

69.95 0.54 0.34 5.00 0.00 0.01 0.01

70.00 0.54 0.34 5.00 0.00 0.01 0.01

70.05 0.54 0.34 5.00 0.00 0.01 0.01

70.10 0.54 0.34 5.00 0.00 0.01 0.01

70.15 0.54 0.34 5.00 0.00 0.00 0.00

70.20 0.54 0.34 5.00 0.00 0.00 0.00

70.25 0.54 0.34 5.00 0.00 0.00 0.00

70.30 0.54 0.33 5.00 0.00 0.00 0.00

70.35 0.54 0.33 5.00 0.00 0.00 0.00

70.40 0.54 0.33 5.00 0.00 0.00 0.00

70.45 0.54 0.33 5.00 0.00 0.00 0.00

70.50 0.54 0.33 5.00 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm   Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No‐Liquefy Soils
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ASCE 7 Hazards Report
Address:

No Address at This Location
Standard: ASCE/SEI 7-16 Latitude: 34.01789
Risk Category: I Longitude: -117.604962
Soil Class: D - Stiff Soil Elevation: 768.6973176987071 ft (NAVD 88)
https://asce7hazardtool.online/ Page 1 of 3 Tue Oct 17 2023 C-139
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SS : 1.607
S1 : 0.581
Fa : 1
Fv : N/A
SMS : 1.607
SM1 : N/A
SDS : 1.071
SD1 : N/A
TL : 8
PGA : 0.669
PGA M : 0.736
FPGA : 1.1
Ie : 1
Cv : 1.421
Seismic
Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Tue Oct 17 2023
https://asce7hazardtool.online/ Page 2 of 3 Tue Oct 17 2023 C-140
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The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Tue Oct 17 2023 C-141
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10/15/23, 6:03 PM Unified Hazard Tool
https://earthquake.usgs.gov/hazards/interactive/ 1/6
Unified Hazard Tool
 Input
U.S. Geological Survey - Earthquake Hazards Program
Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical.

Please also see the new USGS Earthquake Hazard Toolbox for access to the most recent NSHMs for the conterminous U.S. and Hawaii.

Edition
Dynamic: Conterminous U.S. 2014 (u…
Latitude
Decimal degrees

34.01789
Longitude
Decimal degrees, negative values for western longitudes -117.604962
Site Class
259 m/s (Site class D)
Spectral Period
Peak Ground Acceleration
Time Horizon
Return period in years
2475
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https://earthquake.usgs.gov/hazards/interactive/ 2/6
 Hazard Curve
View Raw Data
Hazard Curves
1e-2 1e-1 1e+0
Ground Motion (g)
1e-6
1e-5
1e-4
1e-3
1e-2
1e-1
Annual Frequency of Exceedance
Uniform Hazard Response Spectrum

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Spectral Period (s)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 Ground Motion (g)
Please select “Edition”, “Location” & “Site Class” above to  compute a hazard curve.

Compute Hazard Curve
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https://earthquake.usgs.gov/hazards/interactive/ 3/6
 Deaggregation
Component
Total
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https://earthquake.usgs.gov/hazards/interactive/ 4/6
ε = (-∞ .. -2.5)
ε = [-2.5 .. -2)
ε = [-2 .. -1.5)
ε = [-1.5 .. -1)
ε = [-1 .. -0.5)
ε = [-0.5 .. 0)
ε = [0 .. 0.5)
ε = [0.5 .. 1)
ε = [1 .. 1.5)
ε = [1.5 .. 2)
ε = [2 .. 2.5)
ε = [2.5 .. +∞)
5 15
25 35
Closest Distance, rRup (km)
45 55
65 75
85 95
9 8.5
8 7.5
Magnitude (Mw)
7 6.5
6 5.5
5 4.5
5 10
% Contribution to Hazard
15 20 25
5 15
25 35
45 55
Closest Distance, rRup (km)
65 75
85 95
9 8.5
8 7.5
7 6.5
Magnitude (Mw)
6 5.5
5 4.5
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https://earthquake.usgs.gov/hazards/interactive/ 5/6
Summary statistics for, Deaggregation: Total
Deaggregation targets
Return period: 2475 yrs
Exceedance rate: 0.0004040404 yr⁻¹
PGA ground motion: 0.75789666 g
Recovered targets
Return period: 3042.2855 yrs
Exceedance rate: 0.00032870025 yr⁻¹
Totals
Binned: 100 %
Residual: 0 %
Trace: 0.06 %
Mean (over all sources)
m: 6.7
r: 13.84 km
ε₀: 1.7 σ
Mode (largest m-r bin)
m: 6.65
r: 5.33 km
ε₀: 1.1 σ
Contribution: 15.52 %
Mode (largest m-r-ε₀ bin)
m: 6.64
r: 3.79 km
ε₀: 0.8 σ
Contribution: 8.01 %
Discretization
r: min = 0.0, max = 1000.0, Δ = 20.0 km
m: min = 4.4, max = 9.4, Δ = 0.2
ε: min = -3.0, max = 3.0, Δ = 0.5 σ
Epsilon keys
ε0: [-∞ .. -2.5)
ε1: [-2.5 .. -2.0)
ε2: [-2.0 .. -1.5)
ε3: [-1.5 .. -1.0)
ε4: [-1.0 .. -0.5)
ε5: [-0.5 .. 0.0)
ε6: [0.0 .. 0.5)
ε7: [0.5 .. 1.0)
ε8: [1.0 .. 1.5)
ε9: [1.5 .. 2.0)
ε10: [2.0 .. 2.5)
ε11: [2.5 .. +∞]
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https://earthquake.usgs.gov/hazards/interactive/ 6/6
Deaggregation Contributors
Source Set  Source Type r m ε
0 lon lat az %
UC33brAvg_FM31 System 31.62
Fontana (Seismicity) [2] 3.84 6.61 0.93 117.580°W 33.995°N 137.58 7.68 San Andreas (San Bernardino N) [2] 31.05 7.97 2.10 117.404°W 34.242°N 36.53 4.27 San Jacinto (San Bernardino) [2] 26.98 8.09 1.91 117.353°W 34.141°N 59.26 3.50 Whittier alt 1 [1] 17.41 7.49 1.70 117.663°W 33.863°N 197.20 3.07 Chino alt 1 [1] 11.79 6.48 2.01 117.703°W 33.950°N 230.32 2.83 Cucamonga [3] 16.79 7.73 1.65 117.671°W 34.158°N 338.85 1.82 Elsinore (Glen Ivy) rev [0] 21.10 6.63 2.51 117.590°W 33.829°N 176.24 1.18 Chino alt 1 [2] 11.79 6.69 1.91 117.703°W 33.950°N 230.32 1.13 San Jacinto (Lytle Creek connector) [1] 23.54 8.06 1.81 117.438°W 34.178°N 40.76 1.01 UC33brAvg_FM32 System 28.88
Fontana (Seismicity) [2] 3.84 6.61 0.93 117.580°W 33.995°N 137.58 6.29 San Andreas (San Bernardino N) [2] 31.05 7.97 2.10 117.404°W 34.242°N 36.53 4.36 San Jacinto (San Bernardino) [2] 26.98 8.08 1.91 117.353°W 34.141°N 59.26 3.44 Whittier alt 2 [1] 17.89 7.57 1.70 117.671°W 33.864°N 199.71 2.83 Chino alt 2 [1] 11.47 6.84 1.81 117.700°W 33.952°N 230.28 2.77 Cucamonga [3] 16.79 7.75 1.64 117.671°W 34.158°N 338.85 1.86 Elsinore (Glen Ivy) rev [0] 21.10 6.61 2.52 117.590°W 33.829°N 176.24 1.19 UC33brAvg_FM31 (opt) Grid 19.97
PointSourceFinite: -117.605, 34.040 5.64 5.66 1.38 117.605°W 34.040°N 0.00 5.44 PointSourceFinite: -117.605, 34.040 5.64 5.66 1.38 117.605°W 34.040°N 0.00 5.44 PointSourceFinite: -117.605, 34.103 9.89 5.87 1.93 117.605°W 34.103°N 0.00 2.07 PointSourceFinite: -117.605, 34.103 9.89 5.87 1.93 117.605°W 34.103°N 0.00 2.07 UC33brAvg_FM32 (opt) Grid 19.53
PointSourceFinite: -117.605, 34.040 5.64 5.66 1.38 117.605°W 34.040°N 0.00 5.34 PointSourceFinite: -117.605, 34.040 5.64 5.66 1.38 117.605°W 34.040°N 0.00 5.34 PointSourceFinite: -117.605, 34.103 9.89 5.87 1.93 117.605°W 34.103°N 0.00 2.07 PointSourceFinite: -117.605, 34.103 9.89 5.87 1.93 117.605°W 34.103°N 0.00 2.07 C-147
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APPENDIX E

REFERENCES
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APPENDIX E

REFERENCES

1. California Building Standards Commission, 2022 California Building Code.

2. California Department of Conservation, Division of Mines and Geology, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A.

3. California Geological Survey, 2020, Online Data Viewer: Landslide Inventory, Seismic Hazards Program (AlquistPriolo Fault Zones and Traces, Landslide Zones, Liquefaction Zones), Historic Earthquakes 1769 to 2015 (Map Sheet 48) and Fault Activity Map of California.

4. California Geological Survey, 2018, Earthquake Fault Zones, A Guide for Governmental Agencies, Property Owners, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42.

5. California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A.

6. Cao, Y. and others, 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps, June 2003.

7. Carson, S.E. and Matti, J.C., 1985, Contour Map Showing Minimum Depth to Ground Water, Upper Santa Ana River Valley, California, 1973-1979: U.S. Geological Survey Map MF – 1802.

8. City of Ontario, 2010, General Plan Safety Element.

9. Federal Emergency Management Agency, 2008, Flood Insurance Rate Map (FIRM) 06071C8638H, August 28, 2008.

10. Google Earth, Aerial Photographs, 2023, 2022, 2021, 2020, 2019, 2018, 2017, 2016, 2015, 2014, 2013, 2012, 2011, 2009, 2008, 2007, 2006, 2005, 2004, 2003, 2002, 1994, .

11. Fife, D.L. and others, 1976, Geologic Hazards in Southwestern San Bernardino County, California: California Division of Mines and Geology Special Report 113.

12. Historicaerials.com, Aerial Photographs, 2020, 2018, 2016, 2014, 2012, 2010, 2009, 2005, 2002, 1999, 1994, 1985, 1980, 1966, 1959, 1948, 1938.

13. Ishihara, K., 1985, Stability of Natural Deposits during Earthquakes, Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco, CA.

14. Jennings, C.W., and Bryant, W.A, 2010, Fault Activity Map of California, California Geological Survey, Geologic Data Map No. 6.

15. Martin, G.R. and Lew, M., 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, Southern California Earthquake Center publication.

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16. Morton, D.M. and Miller, F., 2006, Geologic Map of the Santa Ana and San Bernardino 30’ x 60’ Quadrangles, Southern California: U.S. Geological Survey OFR 2006-1217.

17. SEAOC Seismology Committee, 2019, “Seismically Induced Lateral Earth Pressures on Retaining Structures and Basement Walls,” August 2019, The SEAOC Blue Book: Seismic Design Recommendations, Structural Engineers Association of California, Sacramento, CA.

18. Seed, H.B. and Whitman, R.V., 1970, Design of Earth Structures for Dynamic Loads in American Society of Civil Engineers Specialty Conference State-of-the Art Paper, Lateral Stresses in the Ground and Design of EarthRetaining Structures.

19. Tokimatsu, K. and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of Soil Mechanics and Foundation Engineering, Vol. 113, No. 8.

20. U.S. Army Corps of Engineers, 2003, Engineering and Design - Stability Analysis of Concrete Structures, Publication CECW-E, Circular No. 1110-2-6058, Appendix G, http://www.usace.army.mil/publications/engcirculars/ec1110-2-6058/ C-150
2139
HMMH
300 S. Harbor Boulevard, Suite 516
Anaheim, California 92805
781.229.0707

MEMORANDUM
To: Nicole Vermillion
Placeworks
3 MacArthur Pl #1100
Santa Ana, CA 92707
From: Dillon Tannler, Scott Noel AICP, INCE, and Tara Cruz HMMH Date: May 30th, 2024
Subject: Appendix D supporting materials---Concert Noise and Degradation Analysis Reference: HMMH Project Number 23-0251A
Introduction
At the request of the City of Ontario, HMMH performed additional analysis of the stadium noise analysis and performed a degradation analysis for all noise studies for the Ontario Sports Park due to comments received from Californians Allied for a Responsible Economy (CARE CA). Below are tables showing the revised concert noise levels at all receivers and a degradation analysis which compares ambient noise levels to existing noise levels across all noise study disciplines for construction noise, operational noise, stadium noise, athletic field noise, and commercial noise. There is also a graphic depicting the updated concert noise contour.

Included are summary tables and full results for the degradation analysis.

Updated Stadium Noise
Description
HMMH revised the input to the SoundPLAN source levels for concert events from a SPL of 75 dBA LwA for festivals to an SPL of 100 dBA LwA for band on pavilion. The results are depicted below in Table 1. 2140
5/30/2024
City of Ontario

Table 1. Revised Stadium Noise Results Ontario Plan
Noise Zone1 Land Use
Daytime2
Exterior Leq
Criteria
(dBA)
Predicted CNEL (dBA) Range2
RCV
Group 1
RCV
Group 2
RCV
Group 3
RCV
Group 4
RCV
Group 5
RCV
Group 6
I Single-Family
Residential 65 17 - 27 17 - 38 NA 30 - 32 10 - 36 19 - 22 II
Multi-Family
Residential,
Mobile Home
Parks
65 14 - 34 16 - 37 NA NA NA NA
V
Manufacturing
and Industrial,
other Uses
70 NA NA 35 - 41 30 - 36 30 - 36 NA
Notes:

1. Pursuant to §5-29.11, the maximum permissible noise level limit established for Noise Zone I applies to the exterior of schools, daycare centers, hospitals or other similar healthcare institutions, churches, libraries, or museums during hours of use.

2. The City of Ontario’s noise code includes both “daytime” (7:00 a.m. – 10:00 p.m.) and “nighttime” (10:00 p.m – 7:00 p.m) limits. Since the proposed ORSC is only open between 8:00 a.m. and 10:00 p.m, the “nighttime” limits do not apply.

Source: HMMH, 2023.
2141
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R26
R13
R208
R206
R204
R202
R224
R222
R219
R217
R215
R213
R212
R210
R31
R29
R27
R14
R209
R207
R205
R203
R225
R223
R221
R220
R218
R216
R214
R211
R4 R5 R7 R9 R2 R1
R11
R3 R6 R8
R12
R10
R455
R454
R453
R451
R450
R449
R413
R412
R410
R408
R406
R405
R403
R402
R404
R407
R409
R452 R411
R422
R421
R420
R270
R269
R247
R244
R242
R241
R240
R419 R418
R416 R415 R414
R425 R424 R423
R239
R243
R245
R246
R268
R303
R300
R297
R294 R289 R291
R292 R290 R295 R293
R298 R296
R301 R299
R302
R388
R386
R383
R381
R357
R331
R329
R328
R330
R332
R358
R382
R385
R387
R277
R276
R274
R271
R250
R248
R380
R249
R272
R273
R275
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R317, R316, R315, R319, R314,
R313, R318, R320, R321
R349, R348, R347, R346, R345,
R324, R323, R344, R322, R312,
R325, R311
R368, R369, R350, R352, R351,
R367, R341, R342, R343, R326,
R327, R340, R307, R308, R305,
R304, R306, R310, R309
R401, R397, R400, R399, R372,
R371, R375, R370, R376, R374,
R373, R377, R378, R398
R396, R395, R394, R393, R379,
R384, R392, R391, R390, R389
R278, R279, R287, R288, R286,
R285, R284, R283, R282, R281,
R280
R267, R265, R266, R262, R257,
R256, R255, R254, R253, R251,
R252, R258, R259, R260, R261,
R263, R264
R353, R355, R356, R360, R361,
R362, R363, R364, R365, R366,
R354
R333, R334, R335, R336, R339,
R337, R338, R359
R227, R228, R229, R230, R231,
R232, R233, R234, R235, R236,
R237, R238
R428, R429; R430, R431; R432,
R433; R434, R435; R427; R448;
R447; R446; R445; R436, R437;
R438, R439; R440; R441, R442;
R443; R444
R25, R24, R23, R22, R21, R20,
R19, R18, R17, R16, R15, R33,
R34, R35, R36, R37, R38, R39,
R40, R41, R42, R63
R64, R65, R52, R51, R50, R49,
R48, R47, R46, R45, R44, R43,
R53, R54, R55, R56, R57, R58,
R59, R60, R61, R62, R66
R69, R68, R70, R71, R72, R73,
R74, R75, R76, R77, R78, R79,
R80, R81, R82, R83, R84, R85,
R86, R87, R88, R89, R67
R90, R91, R92, R93, R94, R95,
R96, R97, R98, R99, R100, R101,
R102, R103, R104, R105, R106,
R107, R109, R108
R110, R127, R111, R112, R113, R114,
R115, R116, R117, R118, R119, R120,
R121, R122, R123, R124, R125, R126,
R127, R128, R129
R130, R131, R153, R152, R151, R150,
R149, R148, R147, R146, R145, R144,
R143, R142, R141, R140, R139, R138,
R137, R136, R135, R134, R132, R133
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R160, R161, R162, R163, R164, R165,
R166, R167, R168, R169, R170, R171
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R457 R456 R426a
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Receptor Receptor
Group 5 Group 5
Receptor Receptor
Group 3 Group 3
Receptor Receptor
Group 2 Group 2
Receptor Receptor
Group 1 Group 1
Receptor Receptor
Group 4 Group 4
Receptor Receptor
Group 6 Group 6
Ontario Ave
Vineyard Ave
Dunes St
E Riverside Dr
Whispering Lakes Ln
Street A
Street B
Cucamonga Creek Flood Control Channel
Chino Ave
Multipurpose
Fields
Proforma
Fields
Soccer
Fields
Little
League
Skate
Park
Pools
Tot Lot
Tennis/Pickleball
Pool
Parking
Structure A
Parking
Structure B
Indoor
Athletic
Facility
Community
Center
Hotel
Maintenance
Building Batting
Cages
Retail
Retail
Retail
Retail
Retail
Retail
Retail Retail
Retail Retail
Retail
Parking
Lot
Parking
Lot
Parking
Lot
Parking
Lot
Stadium
Soccer
Field
Ontario, California
° 0 500 1,000 Feet
Ontario Regional Sports Complex
EIR
Figure 3
Predicted Leq(1h) (dBA)
Scenario 2:

Concert
Leq(1h) Level
65 - 70 dBA
70 - 75 dBA
60 - 65 dBA
Greater than 75 dBA
55 - 60 dBA
50 - 55 dBA
45 - 50 dBA
40 - 45 dBA
Receptor Group
Study Area
Sports Complex Building
Sports Complex Feature
!(! Receptor Location and Number
!!=
Top Floor Receptor
Bottom Floor Receptor
Note: Grouped Receptor Labels are in order of Leader Occurrence.

Less then 40 dBA
2142
5/30/2024
City of Ontario

Degradation Analysis Results
Table 2. Stadium Noise
Predicted Leq(h) (dBA) Range
Receiver Group RCV
Group 1
RCV
Group
2 RCV
Group 3
RCV
Group 4
RCV
Group
5 RCV
Group 6
Ambient Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total Day 52-52 52-53 53-54 52-53 52-53 52-52
Evening 51-52 51-52 52-53 51-52 51-52 51-51
Night 53-53 53-54 53-54 53-54 53-54 53-53
Increase Day 0-0 0-1 1-2 0-1 0-1 0-0
Evening 0-1 0-1 1-2 0-1 0-1 0-0
Night 0-0 0-1 0-1 0-1 0-1 0-0
Table 3. Athletic Field Games
Predicted Leq(h) (dBA) Range
Receiver Group RCV
Group 1
RCV
Group 2
RCV
Group 3
RCV
Group 4
RCV
Group 5
RCV
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Range of
Predicted Noise
Levels, Leq(h),
dBA
Day 53-55 53-57 53-57 52-53 52-56 53-53
Evening 52-55 52-57 52-57 51-52 51-55 52-52
Night 51-54 51-56 54-57 53-54 53-56 51-51
Range of
Increases over
Ambient
Day 0-2 0-4 1-5 0-1 0-4 0-0
Evening 0-3 0-5 1-6 0-1 0-4 0-0
Night 0-3 0-5 1-4 0-1 0-3 0-0
Table 4. Athletic Field Practices
Predicted Leq(h) (dBA) Range
Receiver Group RCV
Group 1
RCV
Group 2
RCV
Group 3
RCV
Group 4
RCV
Group 5
RCV
Group 6
Ambient Day 53 53 52 52 52 53
2143
5/30/2024
City of Ontario

Predicted Leq(h) (dBA) Range
Receiver Group RCV
Group 1
RCV
Group 2
RCV
Group 3
RCV
Group 4
RCV
Group 5
RCV
Group 6
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Range of
Predicted
Noise
Levels,
Leq(h),
dBA
Day 53-55 53-57 53-57 52-53 52-56 53-53
Evening 52-55 52-57 52-57 51-52 51-56 52-52
Night 51-54 51-57 54-57 53-54 53-56 51-51
Range of
Increases
over
Ambient
Day 0-2 0-4 1-5 0-1 0-4 0-0
Evening 0-3 0-5 1-6 0-1 0-5 0-0
Night 0-3 0-6 1-4 0-1 0-3 0-0
Table 5. Athletic Field Tournaments
Predicted Leq(h) (dBA) Range
Receiver Groups RCV
Group 1
RCV
Group 2
RCV
Group 3
RCV
Group 4
RCV
Group 5
RCV
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Range of
Predicted
Noise
Levels,
Leq(h),
dBA
Day 53-55 53-57 53-57 52-53 52-56 53-53
Evening 52-55 52-57 52-57 51-52 51-55 52-52
Night 51-54 51-56 54-57 53-54 53-56 51-51
Range of
Increases
over
Ambient
Day 0-2 0-4 1-5 0-1 0-4 0-0
Evening 0-3 0-5 1-6 0-1 0-4 0-0
Night 0-3 0-5 1-4 0-1 0-3 0-0
2144
5/30/2024
City of Ontario

Table 6. Construction Noise Summary
Project Component Work
Phase
Construction Noise - Increases over Ambient Noise
Levels, Nighttime (10 PM - 6 AM)
1 2 3 4 5 6
Parking
Structures
Parking Structure
A Phase 1B 0-0 0-2 1-4 0-1 0-2 0-0
Parking Structure
B Phase 2 0-2 0-4 0-1 0-0 0-0 0-1
Stadium All Activities Phase 1B 0-1 0-4 0-7 0-2 0-3 0-0 Table 7. Construction Noise Day Night
Month/Year
Construction Noise - Increases over Ambient Noise Levels, Daytime (7 AM - 7 PM)
1 2 3 4 5 6
09/24 2-20 2-27 11-21 8-11 1-19 2-21
10/24 1-23 0-30 13-24 10-14 0-22 0-24
11/24 1-21 0-27 13-23 11-14 0-22 2-25
12/24 2-20 0-27 13-22 11-14 0-21 2-21
01/25 2-21 0-28 13-22 10-13 0-21 7-21
02/25 1-22 0-29 13-23 10-14 0-20 3-21
03/25 1-22 0-29 13-22 9-13 0-20 2-21
04/25 0-20 0-27 12-21 9-13 0-20 1-21
05/25 0-20 0-27 12-21 9-13 0-20 8-22
06/25 0-20 0-27 11-21 9-12 0-19 9-23
07/25 0-20 0-27 11-21 8-12 0-19 2-22
08/25 0-20 0-27 11-21 8-12 0-19 2-21
09/25 0-20 0-27 12-21 8-12 0-19 3-21
10/25 0-20 0-27 12-21 9-12 0-20 2-22
11/25 0-20 0-27 11-21 8-12 0-19 3-21
12/25 0-20 0-27 11-21 7-11 0-19 1-21
01/26 0-20 0-27 11-21 7-11 0-19 1-21
02/26 0-20 0-27 11-21 8-12 0-19 1-21
03/26 0-20 0-27 11-21 7-11 0-19 0-21
04/26 0-20 0-27 10-21 7-11 0-19 0-21
05/26 0-20 0-27 10-21 7-11 0-19 0-21
06/26 0-20 0-27 10-21 7-11 0-19 1-21
07/26 0-20 0-27 10-21 7-11 0-19 0-21
08/26 0-20 0-27 10-21 7-11 0-19 0-21
09/26 0-20 0-27 10-21 7-11 0-19 0-21
10/26 0-20 0-27 10-21 7-11 0-19 0-21
2145
5/30/2024
City of Ontario

Month/Year
Construction Noise - Increases over Ambient Noise Levels, Daytime (7 AM - 7 PM)
1 2 3 4 5 6
11/26 0-20 0-27 10-21 7-11 0-19 0-21
12/26 0-20 0-27 10-21 7-11 0-19 0-21
01/27 0-20 0-27 10-21 7-11 0-19 0-21
02/27 0-20 0-27 10-21 7-11 0-19 0-21
03/27 0-20 0-27 10-21 7-11 0-19 0-21
04/27 0-20 0-27 10-21 7-11 0-19 0-21
05/27 0-20 0-27 10-21 7-11 0-19 0-21
06/27 0-20 0-27 10-21 7-11 0-19 0-21
07/27 0-20 0-27 10-21 7-11 0-19 0-21
08/27 0-20 0-27 10-21 7-11 0-19 0-21
09/27 0-20 0-27 10-21 7-11 0-19 0-21
Table 8. Concert Analysis
Predicted Leq(h) (dBA) Range
Receiver Groups RCV
Group 1
RCV
Group 2
RCV
Group 3
RCV
Group 4
RCV
Group 5
RCV
Group 6
Ambient Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total Day 52-52 52-53 53-54 52-53 52-53 52-52
Evening 51-52 51-52 52-53 51-52 51-52 51-51
Night 53-53 53-54 53-54 53-54 53-54 53-53
Increase Day 0-0 0-1 1-2 0-1 0-1 0-0
Evening 0-1 0-1 1-2 0-1 0-1 0-0
Night 0-0 0-1 0-1 0-1 0-1 0-0
2146

ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
June 2024
Appendix E. Resumes from Comment Letter O2
2147

ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
PlaceWorks
This page intentionally left blank.
2148
James J. J. Clark, Ph.D.

Principal Toxicologist
Toxicology/Exposure Assessment Modeling
Risk Assessment/Analysis/Dispersion Modeling
Education:

Ph.D., Environmental Health Science, University of California, 1995 M.S., Environmental Health Science, University of California, 1993 B.S., Biophysical and Biochemical Sciences, University of Houston, 1987 Professional Experience:

Dr. Clark is a well recognized toxicologist, air modeler, and health scientist. He has 20 years of experience in researching the effects of environmental contaminants on human health including environmental fate and transport modeling (SCREEN3, AEROMOD, ISCST3, Johnson-Ettinger Vapor Intrusion Modeling); exposure assessment modeling (partitioning of contaminants in the environment as well as PBPK modeling); conducting and managing human health risk assessments for regulatory compliance and risk-based clean-up levels; and toxicological and medical literature research.

Significant projects performed by Dr. Clark include the following:

LITIGATION SUPPORT
Case: James Harold Caygle, et al, v. Drummond Company, Inc. Circuit Court for the Tenth Judicial Circuit, Jefferson County, Alabama. Civil Action. CV-2009 Client: Environmental Litgation Group, Birmingham, Alabama Dr. Clark performed an air quality assessment of emissions from a coke factory located in Tarrant, Alabama. The assessment reviewed include a comprehensive review of air quality standards, measured concentrations of pollutants from factory, an inspection of the facility and detailed assessment of the impacts on the community. The results of the assessment and literature have been provided in a declaration to the court.

Clark & Associates
Environmental Consulting, Inc
OFFICE
12405 Venice Blvd.

Suite 331
Los Angeles, CA 90066
PHONE
310-907-6165
FAX
310-398-7626
EMAIL
[email protected]
E-1
2149
Case Result: Settlement in favor of plaintiff.

Case: Rose Roper V. Nissan North America, et al. Superior Court of the State Of California for the County Of Los Angeles – Central Civil West. Civil Action.

NC041739
Client: Rose, Klein, Marias, LLP, Long Beach, California Dr. Clark performed a toxicological assessment of an individual occupationally exposed to multiple chemicals, including benzene, who later developed a respiratory distress. A review of the individual’s medical and occupational history was performed to prepare an exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to respiratory irritants. The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Settlement in favor of plaintiff.

Case: O’Neil V. Sherwin Williams, et al. United States District Court Central District of California
Client: Rose, Klein, Marias, LLP, Long Beach, California Dr. Clark performed a toxicological assessment of an individual occupationally exposed to petroleum distillates who later developed a bladder cancer. A review of the individual’s medical and occupational history was performed to prepare a quantitative exposure assessment. The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Summary judgment for defendants.

Case: Moore V., Shell Oil Company, et al. Superior Court of the State Of California for the County Of Los Angeles
Client: Rose, Klein, Marias, LLP, Long Beach, California Dr. Clark performed a toxicological assessment of an individual occupationally exposed to chemicals while benzene who later developed a leukogenic disease. A review of the individual’s medical and occupational history was performed to prepare a quantitative exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to refined petroleum hydrocarbons. The results of the assessment and literature have been provided in a declaration to the court.

E-2
2150
Case Result: Settlement in favor of plaintiff.

Case: Raymond Saltonstall V. Fuller O’Brien, KILZ, and Zinsser, et al. United States District Court Central District of California
Client: Rose, Klein, Marias, LLP, Long Beach, California Dr. Clark performed a toxicological assessment of an individual occupationally exposed to benzene who later developed a leukogenic disease. A review of the individual’s medical and occupational history was performed to prepare a quantitative exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to refined petroleum hydrocarbons. The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Settlement in favor of plaintiff.

Case: Richard Boyer and Elizabeth Boyer, husband and wife, V. DESCO Corporation, et al. Circuit Court of Brooke County, West Virginia. Civil Action Number 04-C-7G.

Client: Frankovitch, Anetakis, Colantonio & Simon, Morgantown, West Virginia.

Dr. Clark performed a toxicological assessment of a family exposed to chlorinated solvents released from the defendant’s facility into local drinking water supplies. A review of the individual’s medical and occupational history was performed to prepare a qualitative exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to chlorinated solvents. The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Settlement in favor of plaintiff.

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Case: JoAnne R. Cook, V. DESCO Corporation, et al. Circuit Court of Brooke County, West Virginia. Civil Action Number 04-C-9R
Client: Frankovitch, Anetakis, Colantonio & Simon, Morgantown, West Virginia.

Dr. Clark performed a toxicological assessment of an individual exposed to chlorinated solvents released from the defendant’s facility into local drinking water supplies. A review of the individual’s medical and occupational history was performed to prepare a qualitative exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to chlorinated solvents. The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Settlement in favor of plaintiff.

Case: Patrick Allen And Susan Allen, husband and wife, and Andrew Allen, a minor, V. DESCO Corporation, et al. Circuit Court of Brooke County, West Virginia. Civil Action Number 04-C-W
Client: Frankovitch, Anetakis, Colantonio & Simon, Morgantown, West Virginia.

Dr. Clark performed a toxicological assessment of a family exposed to chlorinated solvents released from the defendant’s facility into local drinking water supplies. A review of the individual’s medical and occupational history was performed to prepare a qualitative exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to chlorinated solvents. The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Settlement in favor of plaintiff.

Case: Michael Fahey, Susan Fahey V. Atlantic Richfield Company, et al. United States District Court Central District of California Civil Action Number CV-06 7109 JCL.

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Client: Rose, Klein, Marias, LLP, Long Beach, California Dr. Clark performed a toxicological assessment of an individual occupationally exposed to refined petroleum hydrocarbons who later developed a leukogenic disease. A review of the individual’s medical and occupational history was performed to prepare a qualitative exposure assessment. The exposure assessment was evaluated against the known outcomes in published literature to exposure to refined petroleum hydrocarbons.

The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Settlement in favor of plaintiff.

Case: Constance Acevedo, et al., V. California Spray-Chemical Company, et al., Superior Court of the State Of California, County Of Santa Cruz. Case No. CV 146344
Dr. Clark performed a comprehensive exposure assessment of community members exposed to toxic metals from a former lead arsenate manufacturing facility. The former manufacturing site had undergone a DTSC mandated removal action/remediation for the presence of the toxic metals at the site. Opinions were presented regarding the elevated levels of arsenic and lead (in attic dust and soils) found throughout the community and the potential for harm to the plaintiffs in question.

Case Result: Settlement in favor of defendant.

Case: Michael Nawrocki V. The Coastal Corporation, Kurk Fuel Company, Pautler Oil Service, State of New York Supreme Court, County of Erie, Index Number I2001-11247
Client: Richard G. Berger Attorney At Law, Buffalo, New York Dr. Clark performed a toxicological assessment of an individual occupationally exposed to refined petroleum hydrocarbons who later developed a leukogenic disease. A review of the individual’s medical and occupational history was performed to prepare a qualitative exposure assessment. The exposure assessment was evaluated against the E-5
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known outcomes in published literature to exposure to refined petroleum hydrocarbons.

The results of the assessment and literature have been provided in a declaration to the court.

Case Result: Judgement in favor of defendant.

SELECTED AIR MODELING RESEARCH/PROJECTS
Client – Confidential
Dr. Clark performed a comprehensive evaluation of criteria pollutants, air toxins, and particulate matter emissions from a carbon black production facility to determine the impacts on the surrounding communities. The results of the dispersion model will be used to estimate acute and chronic exposure concentrations to multiple contaminants and will be incorporated into a comprehensive risk evaluation.

Client – Confidential
Dr. Clark performed a comprehensive evaluation of air toxins and particulate matter emissions from a railroad tie manufacturing facility to determine the impacts on the surrounding communities. The results of the dispersion model have been used to estimate acute and chronic exposure concentrations to multiple contaminants and have been incorporated into a comprehensive risk evaluation.

Client – Los Angeles Alliance for a New Economy (LAANE), Los Angeles, California
Dr. Clark is advising the LAANE on air quality issues related to current flight operations at the Los Angeles International Airport (LAX) operated by the Los Angeles World Airport (LAWA) Authority. He is working with the LAANE and LAX staff to develop a comprehensive strategy for meeting local community concerns over emissions from flight operations and to engage federal agencies on the issue of local impacts of community airports.

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Client – City of Santa Monica, Santa Monica, California Dr. Clark is advising the City of Santa Monica on air quality issues related to current flight operations at the facility. He is working with the City staff to develop a comprehensive strategy for meeting local community concerns over emissions from flight operations and to engage federal agencies on the issue of local impacts of community airports.

Client: Omnitrans, San Bernardino, California
Dr. Clark managed a public health survey of three communities near transit fueling facilities in San Bernardino and Montclair California in compliance with California Senate Bill 1927. The survey included an epidemiological survey of the effected communities, emission surveys of local businesses, dispersion modeling to determine potential emission concentrations within the communities, and a comprehensive risk assessment of each community. The results of the study were presented to the Governor as mandated by Senate Bill 1927.

Client: Confidential, San Francisco, California
Summarized cancer types associated with exposure to metals and smoking. Researched the specific types of cancers associated with exposure to metals and smoking. Provided causation analysis of the association between cancer types and exposure for use by non-public health professionals.

Client: Confidential, Minneapolis, Minnesota
Prepared human health risk assessment of workers exposed to VOCs from neighboring petroleum storage/transport facility. Reviewed the systems in place for distribution of petroleum hydrocarbons to identify chemicals of concern (COCs), prepared comprehensive toxicological summaries of COCs, and quantified potential risks from carcinogens and non-carcinogens to receptors at or adjacent to site. This evaluation was used in the support of litigation.

Client – United Kingdom Environmental Agency
Dr. Clark is part of team that performed comprehensive evaluation of soil vapor intrusion of VOCs from former landfill adjacent residences for the United Kingdom’s Environment E-7
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Agency. The evaluation included collection of liquid and soil vapor samples at site, modeling of vapor migration using the Johnson Ettinger Vapor Intrusion model, and calculation of site-specific health based vapor thresholds for chlorinated solvents, aromatic hydrocarbons, and semi-volatile organic compounds. The evaluation also included a detailed evaluation of the use, chemical characteristics, fate and transport, and toxicology of chemicals of concern (COC). The results of the evaluation have been used as a briefing tool for public health professionals.

EMERGING/PERSISTENT CONTAMINANT RESEARCH/PROJECTS
Client: Ameren Services, St. Louis, Missouri
Managed the preparation of a comprehensive human health risk assessment of workers and residents at or near an NPL site in Missouri. The former operations at the Property included the servicing and repair of electrical transformers, which resulted in soils and groundwater beneath the Property and adjacent land becoming impacted with PCB and chlorinated solvent compounds. The results were submitted to U.S. EPA for evaluation and will be used in the final ROD.

Client: City of Santa Clarita, Santa Clarita, California Dr. Clark is managing the oversight of the characterization, remediation and development activities of a former 1,000 acre munitions manufacturing facility for the City of Santa Clarita. The site is impacted with a number of contaminants including perchlorate, unexploded ordinance, and volatile organic compounds (VOCs). The site is currently under a number of regulatory consent orders, including an Immanent and Substantial Endangerment Order. Dr. Clark is assisting the impacted municipality with the development of remediation strategies, interaction with the responsible parties and stakeholders, as well as interfacing with the regulatory agency responsible for oversight of the site cleanup.

Client: Confidential, Los Angeles, California
Prepared comprehensive evaluation of perchlorate in environment. Dr. Clark evaluated the production, use, chemical characteristics, fate and transport, toxicology, and remediation of perchlorate. Perchlorates form the basis of solid rocket fuels and have recently been detected in water supplies in the United States. The results of this research E-8
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were presented to the USEPA, National GroundWater, and ultimately published in a recent book entitled Perchlorate in the Environment.

Client – Confidential, Los Angeles, California
Dr. Clark is performing a comprehensive review of the potential for pharmaceuticals and their by-products to impact groundwater and surface water supplies. This evaluation will include a review if available data on the history of pharmaceutical production in the United States; the chemical characteristics of various pharmaceuticals; environmental fate and transport; uptake by xenobiotics; the potential effects of pharmaceuticals on water treatment systems; and the potential threat to public health. The results of the evaluation may be used as a briefing tool for non-public health professionals.

PUBLIC HEALTH/TOXICOLOGY
Client: Brayton Purcell, Novato, California
Dr. Clark performed a toxicological assessment of residents exposed to methyl-tertiary butyl ether (MTBE) from leaking underground storage tanks (LUSTs) adjacent to the subject property. The symptomology of residents and guests of the subject property were evaluated against the known outcomes in published literature to exposure to MTBE. The study found that residents had been exposed to MTBE in their drinking water; that concentrations of MTBE detected at the site were above regulatory guidelines; and, that the symptoms and outcomes expressed by residents and guests were consistent with symptoms and outcomes documented in published literature.

Client: Confidential, San Francisco, California
Identified and analyzed fifty years of epidemiological literature on workplace exposures to heavy metals. This research resulted in a summary of the types of cancer and non-cancer diseases associated with occupational exposure to chromium as well as the mortality and morbidity rates.

Client: Confidential, San Francisco, California
Summarized major public health research in United States. Identified major public health research efforts within United States over last twenty years. Results were used as a briefing tool for non-public health professionals.

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Client: Confidential, San Francisco, California
Quantified the potential multi-pathway dose received by humans from a pesticide applied indoors. Part of team that developed exposure model and evaluated exposure concentrations in a comprehensive report on the plausible range of doses received by a specific person. This evaluation was used in the support of litigation.

Client: Covanta Energy, Westwood, California
Evaluated health risk from metals in biosolids applied as soil amendment on agricultural lands. The biosolids were created at a forest waste cogeneration facility using 96% whole tree wood chips and 4 percent green waste. Mass loading calculations were used to estimate Cr(VI) concentrations in agricultural soils based on a maximum loading rate of 40 tons of biomass per acre of agricultural soil. The results of the study were used by the Regulatory agency to determine that the application of biosolids did not constitute a health risk to workers applying the biosolids or to residences near the agricultural lands.

Client – United Kingdom Environmental Agency
Oversaw a comprehensive toxicological evaluation of methyl-tertiary butyl ether (MtBE) for the United Kingdom’s Environment Agency. The evaluation included available data on the production, use, chemical characteristics, fate and transport, toxicology, and remediation of MtBE. The results of the evaluation have been used as a briefing tool for public health professionals.

Client – Confidential, Los Angeles, California
Prepared comprehensive evaluation of tertiary butyl alcohol (TBA) in municipal drinking water system. TBA is the primary breakdown product of MtBE, and is suspected to be the primary cause of MtBE toxicity. This evaluation will include available information on the production, use, chemical characteristics, fate and transport in the environment, absorption, distribution, routes of detoxification, metabolites, carcinogenic potential, and remediation of TBA. The results of the evaluation were used as a briefing tool for nonpublic health professionals.

Client – Confidential, Los Angeles, California
Prepared comprehensive evaluation of methyl tertiary butyl ether (MTBE) in municipal drinking water system. MTBE is a chemical added to gasoline to increase the octane E-10
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rating and to meet Federally mandated emission criteria. The evaluation included available data on the production, use, chemical characteristics, fate and transport, toxicology, and remediation of MTBE. The results of the evaluation have been were used as a briefing tool for non-public health professionals.

Client – Ministry of Environment, Lands & Parks, British Columbia Dr. Clark assisted in the development of water quality guidelines for methyl tertiary-butyl ether (MTBE) to protect water uses in British Columbia (BC). The water uses to be considered includes freshwater and marine life, wildlife, industrial, and agricultural (e.g., irrigation and livestock watering) water uses. Guidelines from other jurisdictions for the protection of drinking water, recreation and aesthetics were to be identified.

Client: Confidential, Los Angeles, California
Prepared physiologically based pharmacokinetic (PBPK) assessment of lead risk of receptors at middle school built over former industrial facility. This evaluation is being used to determine cleanup goals and will be basis for regulatory closure of site.

Client: Kaiser Venture Incorporated, Fontana, California Prepared PBPK assessment of lead risk of receptors at a 1,100-acre former steel mill.

This evaluation was used as the basis for granting closure of the site by lead regulatory agency.

RISK ASSESSMENTS/REMEDIAL INVESTIGATIONS
Client: Confidential, Atlanta, Georgia
Researched potential exposure and health risks to community members potentially exposed to creosote, polycyclic aromatic hydrocarbons, pentachlorophenol, and dioxin compounds used at a former wood treatment facility. Prepared a comprehensive toxicological summary of the chemicals of concern, including the chemical characteristics, absorption, distribution, and carcinogenic potential. Prepared risk characterization of the carcinogenic and non-carcinogenic chemicals based on the exposure assessment to quantify the potential risk to members of the surrounding community. This evaluation was used to help settle class-action tort.

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Client: Confidential, Escondido, California
Prepared comprehensive Preliminary Endangerment Assessment (PEA) of dense nonaqueous liquid phase hydrocarbon (chlorinated solvents) contamination at a former printed circuit board manufacturing facility. This evaluation was used for litigation support and may be used as the basis for reaching closure of the site with the lead regulatory agency.

Client: Confidential, San Francisco, California
Summarized epidemiological evidence for connective tissue and autoimmune diseases for product liability litigation. Identified epidemiological research efforts on the health effects of medical prostheses. This research was used in a meta-analysis of the health effects and as a briefing tool for non-public health professionals.

Client: Confidential, Bogotá, Columbia
Prepared comprehensive evaluation of the potential health risks associated with the redevelopment of a 13.7 hectares plastic manufacturing facility in Bogotá, Colombia The risk assessment was used as the basis for the remedial goals and closure of the site.

Client: Confidential, Los Angeles, California
Prepared comprehensive human health risk assessment of students, staff, and residents potentially exposed to heavy metals (principally cadmium) and VOCs from soil and soil vapor at 12-acre former crude oilfield and municipal landfill. The site is currently used as a middle school housing approximately 3,000 children. The evaluation determined that the site was safe for the current and future uses and was used as the basis for regulatory closure of site.

Client: Confidential, Los Angeles, California
Managed remedial investigation (RI) of heavy metals and volatile organic chemicals (VOCs) for a 15-acre former manufacturing facility. The RI investigation of the site included over 800 different sampling locations and the collection of soil, soil gas, and groundwater samples. The site is currently used as a year round school housing approximately 3,000 children. The Remedial Investigation was performed in a manner E-12
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that did not interrupt school activities and met the time restrictions placed on the project by the overseeing regulatory agency. The RI Report identified the off-site source of metals that impacted groundwater beneath the site and the sources of VOCs in soil gas and groundwater. The RI included a numerical model of vapor intrusion into the buildings at the site from the vadose zone to determine exposure concentrations and an air dispersion model of VOCs from the proposed soil vapor treatment system. The Feasibility Study for the Site is currently being drafted and may be used as the basis for granting closure of the site by DTSC.

Client: Confidential, Los Angeles, California
Prepared comprehensive human health risk assessment of students, staff, and residents potentially exposed to heavy metals (principally lead), VOCs, SVOCs, and PCBs from soil, soil vapor, and groundwater at 15-acre former manufacturing facility. The site is currently used as a year round school housing approximately 3,000 children. The evaluation determined that the site was safe for the current and future uses and will be basis for regulatory closure of site.

Client: Confidential, Los Angeles, California
Prepared comprehensive evaluation of VOC vapor intrusion into classrooms of middle school that was former 15-acre industrial facility. Using the Johnson-Ettinger Vapor Intrusion model, the evaluation determined acceptable soil gas concentrations at the site that did not pose health threat to students, staff, and residents. This evaluation is being used to determine cleanup goals and will be basis for regulatory closure of site.

Client –Dominguez Energy, Carson, California
Prepared comprehensive evaluation of the potential health risks associated with the redevelopment of 6-acre portion of a 500-acre oil and natural gas production facility in Carson, California. The risk assessment was used as the basis for closure of the site.

Kaiser Ventures Incorporated, Fontana, California
Prepared health risk assessment of semi-volatile organic chemicals and metals for a fiftyyear old wastewater treatment facility used at a 1,100-acre former steel mill. This evaluation was used as the basis for granting closure of the site by lead regulatory agency.

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ANR Freight - Los Angeles, California
Prepared a comprehensive Preliminary Endangerment Assessment (PEA) of petroleum hydrocarbon and metal contamination of a former freight depot. This evaluation was as the basis for reaching closure of the site with lead regulatory agency.

Kaiser Ventures Incorporated, Fontana, California
Prepared comprehensive health risk assessment of semi-volatile organic chemicals and metals for 23-acre parcel of a 1,100-acre former steel mill. The health risk assessment was used to determine clean up goals and as the basis for granting closure of the site by lead regulatory agency. Air dispersion modeling using ISCST3 was performed to determine downwind exposure point concentrations at sensitive receptors within a 1 kilometer radius of the site. The results of the health risk assessment were presented at a public meeting sponsored by the Department of Toxic Substances Control (DTSC) in the community potentially affected by the site.

Unocal Corporation - Los Angeles, California
Prepared comprehensive assessment of petroleum hydrocarbons and metals for a former petroleum service station located next to sensitive population center (elementary school).

The assessment used a probabilistic approach to estimate risks to the community and was used as the basis for granting closure of the site by lead regulatory agency.

Client: Confidential, Los Angeles, California
Managed oversight of remedial investigation most contaminated heavy metal site in California. Lead concentrations in soil excess of 68,000,000 parts per billion (ppb) have been measured at the site. This State Superfund Site was a former hard chrome plating operation that operated for approximately 40-years.

Client: Confidential, San Francisco, California
Coordinator of regional monitoring program to determine background concentrations of metals in air. Acted as liaison with SCAQMD and CARB to perform co-location sampling and comparison of accepted regulatory method with ASTM methodology.

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Client: Confidential, San Francisco, California
Analyzed historical air monitoring data for South Coast Air Basin in Southern California and potential health risks related to ambient concentrations of carcinogenic metals and volatile organic compounds. Identified and reviewed the available literature and calculated risks from toxins in South Coast Air Basin.

IT Corporation, North Carolina
Prepared comprehensive evaluation of potential exposure of workers to air-borne VOCs at hazardous waste storage facility under SUPERFUND cleanup decree. Assessment used in developing health based clean-up levels.

Professional Associations
American Public Health Association (APHA)
Association for Environmental Health and Sciences (AEHS) American Chemical Society (ACS)
California Redevelopment Association (CRA)
International Society of Environmental Forensics (ISEF) Society of Environmental Toxicology and Chemistry (SETAC) Publications and Presentations:

Books and Book Chapters
Sullivan, P., J.J. J. Clark, F.J. Agardy, and P.E. Rosenfeld. (2007). Synthetic Toxins In The Food, Water and Air of American Cities. Elsevier, Inc. Burlington, MA.

Sullivan, P. and J.J. J. Clark. 2006. Choosing Safer Foods, A Guide To Minimizing Synthetic Chemicals In Your Diet. Elsevier, Inc. Burlington, MA.

Sullivan, P., Agardy, F.J., and J.J.J. Clark. 2005. The Environmental Science of Drinking Water. Elsevier, Inc. Burlington, MA.

Sullivan, P.J., Agardy, F.J., Clark, J.J.J. 2002. America’s Threatened Drinking Water:

Hazards and Solutions. Trafford Publishing, Victoria B.C.

Clark, J.J.J. 2001. “TBA: Chemical Properties, Production & Use, Fate and Transport, Toxicology, Detection in Groundwater, and Regulatory Standards” in Oxygenates in the Environment. Art Diaz, Ed.. Oxford University Press: New York.

Clark, J.J.J. 2000. “Toxicology of Perchlorate” in Perchlorate in the Environment.

Edward Urbansky, Ed. Kluwer/Plenum: New York.

Clark, J.J.J. 1995. Probabilistic Forecasting of Volatile Organic Compound Concentrations At The Soil Surface From Contaminated Groundwater. UMI.

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Baker, J.; Clark, J.J.J.; Stanford, J.T. 1994. Ex Situ Remediation of Diesel Contaminated Railroad Sand by Soil Washing. Principles and Practices for Diesel Contaminated Soils, Volume III. P.T. Kostecki, E.J. Calabrese, and C.P.L. Barkan, eds. Amherst Scientific Publishers, Amherst, MA. pp 89-96.

Journal and Proceeding Articles
Tam L. K.., Wu C. D., Clark J. J. and Rosenfeld, P.E. (2008) A Statistical Analysis Of Attic Dust And Blood Lipid Concentrations Of Tetrachloro-p-Dibenzodioxin (TCDD) Toxicity Equialency Quotients (TEQ) In Two Populations Near Wood Treatment Facilities. Organohalogen Compounds, Volume 70 (2008) page 002254.

Tam L. K.., Wu C. D., Clark J. J. and Rosenfeld, P.E. (2008) Methods For Collect Samples For Assessing Dioxins And Other Environmental Contaminants In Attic Dust: A Review. Organohalogen Compounds, Volume 70 (2008) page 000527 Hensley A.R., Scott, A., Rosenfeld P.E., Clark, J.J.J. (2007). “Attic Dust And Human Blood Samples Collected Near A Former Wood Treatment Facility.” Environmental Research. 105:194-199.

Rosenfeld, P.E., Clark, J. J., Hensley, A.R., and Suffet, I.H. 2007. “The Use Of An Odor Wheel Classification For The Evaluation of Human Health Risk Criteria For Compost Facilities” Water Science & Technology. 55(5): 345-357.

Hensley A.R., Scott, A., Rosenfeld P.E., Clark, J.J.J. 2006. “Dioxin Containing Attic Dust And Human Blood Samples Collected Near A Former Wood Treatment Facility.” The 26th International Symposium on Halogenated Persistent Organic Pollutants – DIOXIN2006, August 21 – 25, 2006. Radisson SAS Scandinavia Hotel in Oslo Norway.

Rosenfeld, P.E., Clark, J. J. and Suffet, I.H. 2005. “The Value Of An Odor Quality Classification Scheme For Compost Facility Evaluations” The U.S. Composting Council’s 13th Annual Conference January 23 - 26, 2005, Crowne Plaza Riverwalk, San Antonio, TX.

Rosenfeld, P.E., Clark, J. J. and Suffet, I.H. 2004. “The Value Of An Odor Quality Classification Scheme For Urban Odor” WEFTEC 2004. 77th Annual Technical Exhibition & Conference October 2 - 6, 2004, Ernest N. Morial Convention Center, New Orleans, Louisiana.

Clark, J.J.J. 2003. “Manufacturing, Use, Regulation, and Occurrence of a Known Endocrine Disrupting Chemical (EDC), 2,4-Dichlorophnoxyacetic Acid (2,4-D) in California Drinking Water Supplies.” National Groundwater Association Southwest Focus Conference: Water Supply and Emerging Contaminants. Minneapolis, MN.

March 20, 2003.

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Rosenfeld, P. and J.J.J. Clark. 2003. “Understanding Historical Use, Chemical Properties, Toxicity, and Regulatory Guidance” National Groundwater Association Southwest Focus Conference: Water Supply and Emerging Contaminants. Phoenix, AZ. February 21, 2003.

Clark, J.J.J., Brown A. 1999. Perchlorate Contamination: Fate in the Environment and Treatment Options. In Situ and On-Site Bioremediation, Fifth International Symposium. San Diego, CA, April, 1999.

Clark, J.J.J. 1998. Health Effects of Perchlorate and the New Reference Dose (RfD).

Proceedings From the Groundwater Resource Association Seventh Annual Meeting, Walnut Creek, CA, October 23, 1998.

Browne, T., Clark, J.J.J. 1998. Treatment Options For Perchlorate In Drinking Water.

Proceedings From the Groundwater Resource Association Seventh Annual Meeting, Walnut Creek, CA, October 23, 1998.

Clark, J.J.J., Brown, A., Rodriguez, R. 1998. The Public Health Implications of MtBE and Perchlorate in Water: Risk Management Decisions for Water Purveyors.

Proceedings of the National Ground Water Association, Anaheim, CA, June 3-4, 1998.

Clark J.J.J., Brown, A., Ulrey, A. 1997. Impacts of Perchlorate On Drinking Water In The Western United States. U.S. EPA Symposium on Biological and Chemical Reduction of Chlorate and Perchlorate, Cincinnati, OH, December 5, 1997.

Clark, J.J.J.; Corbett, G.E.; Kerger, B.D.; Finley, B.L.; Paustenbach, D.J. 1996.

Dermal Uptake of Hexavalent Chromium In Human Volunteers: Measures of Systemic Uptake From Immersion in Water At 22 PPM. Toxicologist. 30(1):14.

Dodge, D.G.; Clark, J.J.J.; Kerger, B.D.; Richter, R.O.; Finley, B.L.; Paustenbach, D.J. 1996. Assessment of Airborne Hexavalent Chromium In The Home Following Use of Contaminated Tapwater. Toxicologist. 30(1):117-118.

Paulo, M.T.; Gong, H., Jr.; Clark, J.J.J. (1992). Effects of Pretreatment with Ipratroprium Bromide in COPD Patients Exposed to Ozone. American Review of Respiratory Disease. 145(4):A96.

Harber, P.H.; Gong, H., Jr.; Lachenbruch, A.; Clark, J.; Hsu, P. (1992). Respiratory Pattern Effect of Acute Sulfur Dioxide Exposure in Asthmatics. American Review of Respiratory Disease. 145(4):A88.

McManus, M.S.; Gong, H., Jr.; Clements, P.; Clark, J.J.J. (1991). Respiratory Response of Patients With Interstitial Lung Disease To Inhaled Ozone. American Review of Respiratory Disease. 143(4):A91.

Gong, H., Jr.; Simmons, M.S.; McManus, M.S.; Tashkin, D.P.; Clark, V.A.; Detels, R.; Clark, J.J. (1990). Relationship Between Responses to Chronic Oxidant and Acute E-17
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Ozone Exposures in Residents of Los Angeles County. American Review of Respiratory Disease. 141(4):A70.

Tierney, D.F. and J.J.J. Clark. (1990). Lung Polyamine Content Can Be Increased By Spermidine Infusions Into Hyperoxic Rats. American Review of Respiratory Disease. 139(4):A41.

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ANI TONCHEVA
Senior Consultant
Since joining the firm in 2011, Ani has conducted analyses for transit systems, vibration sensitive research facilities, public infrastructure, construction, and other environmental noise. She has contributed to literature reviews, including research on current practices of historical preservation. She has extensive experience working on construction projects in New York City and is well versed in local noise codes.

Education
 B.A., Physics; Bard College, New York
Professional Associations
 Member, National Council of Acoustical Consultants (NCAC)  Member, Acoustical Society of America (ASA)
 Board Member, Transportation Research Forum (TRF), NY Chapter and International board Research Paper
 NCHRP 25-25, Current Practices to Address Construction Vibration and Potential Effects to Historic Buildings Adjacent to Transportation Projects
Relevant Experience
BART Berryessa Station Transit Noise Impact and Mitigation, San Jose, CA Assisted with noise predictions and barrier design recommendations.

Massachusetts Bay Transportation Authority (MBTA) Green Line Extension (GLX), Boston, MA Lead analyst on noise predictions and barrier design.

RTD Eagle P3 Northwest Corridor Noise and Impacts, Denver, CO Assisted with data analysis and helped prepare final technical report.

Alameda CTC, I-880 Interchange Improvements Project (Whipple Road-Industrial Southwest and Industrial Parkway West), Hayward, CA Project Manager for traffic noise study.

Alameda CTC, I-80/Ashby Avenue Interchange Improvements, Berkeley, CA Project Manager for traffic noise study.

Millennium Bulk Terminal, Longview, WA Prepared noise analysis for the project’s NEPA and SEPA environmental impact statements.

Peninsula Humane Society & SPCA Haskin Hill Sanctuary, Loma Mar, CA Prepared an environmental study for a planned animal sanctuary in Loma Mar.

Analog (ArtX) Hotel, Palo Alto, CA Prepared preliminary basis of design guidelines for a new fivestory boutique hotel in a residential area.

Sunnydale Block 3A & 3B Mixed-Use Residential Development, San Francisco, CA Prepared a CCR Title 24 Noise Study Report for two, mixed-use, 5-story buildings.

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WILSON IHRIG
Ani Toncheva – Page 2
Columbia University Medical Center Medical and Graduate Education Building, New York, NY Conducted baseline noise survey and performed attended noise measurements during preliminary construction work.

Hudson Yards Tower C Foundations and Utilities, New York, NY Conducted a baseline noise survey prior to construction work including a combination of long-term unattended and short-term attended noise measurements.

PANYNJ Lincoln Tunnel Helix Rehabilitation, NJ Assisted in developing construction noise control and mitigation plan and implementing a remote long-term noise monitoring program at three locations.

MSK 74th Street, New York, NY Conducted baseline noise survey, assisted in developing construction noise control and mitigation plan, and implemented a long-term noise monitoring program at two locations.

NY MTA No. 7 Line Subway Extension Ventilation Facility Construction, New York, NY The project involved mining and lining of two shafts and construction of a 2-story ventilation building.

NY MTA ESA/LIRR Grand Central Terminal Fit-Out, New York, NY Prepared the Contractor’s noise and vibration control plan updates for fit-out work conducted underground at the Grand Central Terminal Suburban Level.

San Francisco Planning Department, Alameda Street Wet Weather Tunnel and Folsom Area Sewer Improvement, San Francisco, CA Noise and vibration analysis for Folsom Area stormwater infrastructure improvements.

World Trade Center Vehicle Security Center, New York, NY Conducted baseline noise surveys, assisted in developing construction noise control plans, and implementing a remote long-term noise monitoring program.
50 Pine Street Condominiums, New York, NY
Project involved evaluating mechanical noise at residential dwelling units for NYC noise code Uptown Newport, Newport Beach, CA
Evaluation of noise levels due to mechanical equipment at adjacent property.

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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
June 2024
Appendix F. Generator Emissions Modeling Results
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Generators Detailed Report, 5/24/2024
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Generators Detailed Report
Table of Contents

1. Basic Project Information

1.1. Basic Project Information

1.2. Land Use Types

1.3. User-Selected Emission Reduction Measures by Emissions Sector

2. Emissions Summary

2.4. Operations Emissions Compared Against Thresholds

2.5. Operations Emissions by Sector, Unmitigated

4. Operations Emissions Details

4.1. Mobile Emissions by Land Use

4.1.1. Unmitigated

4.2. Energy

4.2.1. Electricity Emissions By Land Use - Unmitigated

4.2.3. Natural Gas Emissions By Land Use - Unmitigated

4.3. Area Emissions by Source
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4.3.1. Unmitigated

4.4. Water Emissions by Land Use

4.4.1. Unmitigated

4.5. Waste Emissions by Land Use

4.5.1. Unmitigated

4.6. Refrigerant Emissions by Land Use

4.6.1. Unmitigated

4.7. Offroad Emissions By Equipment Type

4.7.1. Unmitigated

4.8. Stationary Emissions By Equipment Type

4.8.1. Unmitigated

4.9. User Defined Emissions By Equipment Type

4.9.1. Unmitigated

4.10. Soil Carbon Accumulation By Vegetation Type

4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated

4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated

4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated 2171
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5. Activity Data

5.9. Operational Mobile Sources

5.9.1. Unmitigated

5.10. Operational Area Sources

5.10.1. Hearths

5.10.1.1. Unmitigated

5.10.2. Architectural Coatings

5.10.3. Landscape Equipment

5.11. Operational Energy Consumption

5.11.1. Unmitigated

5.12. Operational Water and Wastewater Consumption

5.12.1. Unmitigated

5.13. Operational Waste Generation

5.13.1. Unmitigated

5.14. Operational Refrigeration and Air Conditioning Equipment

5.14.1. Unmitigated

5.15. Operational Off-Road Equipment
2172
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5.15.1. Unmitigated

5.16. Stationary Sources

5.16.1. Emergency Generators and Fire Pumps

5.16.2. Process Boilers

5.17. User Defined

5.18. Vegetation

5.18.1. Land Use Change

5.18.1.1. Unmitigated

5.18.1. Biomass Cover Type

5.18.1.1. Unmitigated

5.18.2. Sequestration

5.18.2.1. Unmitigated

6. Climate Risk Detailed Report

6.1. Climate Risk Summary

6.2. Initial Climate Risk Scores

6.3. Adjusted Climate Risk Scores

6.4. Climate Risk Reduction Measures
2173
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7. Health and Equity Details

7.1. CalEnviroScreen 4.0 Scores

7.2. Healthy Places Index Scores

7.3. Overall Health & Equity Scores

7.4. Health & Equity Measures

7.5. Evaluation Scorecard

7.6. Health & Equity Custom Measures

8. User Changes to Default Data
2174
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1. Basic Project Information

1.1. Basic Project Information
Data Field Value
Project Name Generators
Operational Year 2027
Lead Agency —
Land Use Scale Project/site
Analysis Level for Defaults County
Windspeed (m/s) 3.60
Precipitation (days) 6.00
Location 38.59745556567643, -121.58106993805383
County Yolo
City Unincorporated
Air District Yolo/Solano AQMD
Air Basin Sacramento Valley
TAZ 312
EDFZ 4
Electric Utility Pacific Gas & Electric Company
Gas Utility Pacific Gas & Electric
App Version 2022.1.1.23

1.2. Land Use Types
Land Use Subtype Size Unit Lot Acreage Building Area (sq ft) Landscape Area (sq ft)
Special Landscape
Area (sq ft)
Population Description
Industrial Park 0.00 1000sqft 0.00 0.00 0.00 0.00 — —
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1.3. User-Selected Emission Reduction Measures by Emissions Sector No measures selected

2. Emissions Summary

2.4. Operations Emissions Compared Against Thresholds
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Un/Mit. TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Average
Daily
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 0.20 0.18 0.59 0.65 < 0.005 0.03 0.00 0.03 0.03 0.00 0.03 0.00 92.0 92.0 < 0.005 < 0.005 0.00 92.3 Annual
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 0.04 0.03 0.11 0.12 < 0.005 < 0.005 0.00 < 0.005 < 0.005 0.00 < 0.005 0.00 15.2 15.2 < 0.005 < 0.005 0.00 15.3

2.5. Operations Emissions by Sector, Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Sector TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
2176
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Mobile 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Area 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Energy 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Water — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Waste — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Refrig. — — — — — — — — — — — — — — — — 0.00 0.00
Stationar
y

0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Total 0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Mobile 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Area — 0.00 — — — — — — — — — — — — — — — —
Energy 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Water — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Waste — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Refrig. — — — — — — — — — — — — — — — — 0.00 0.00
Stationar
y

0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Total 0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Average
Daily
— — — — — — — — — — — — — — — — — —
Mobile 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Area 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Energy 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Water — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Waste — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Refrig. — — — — — — — — — — — — — — — — 0.00 0.00
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Stationar 0.20 0.18 0.59 0.65 < 0.005 0.03 0.00 0.03 0.03 0.00 0.03 0.00 92.0 92.0 < 0.005 < 0.005 0.00 92.3 Total 0.20 0.18 0.59 0.65 < 0.005 0.03 0.00 0.03 0.03 0.00 0.03 0.00 92.0 92.0 < 0.005 < 0.005 0.00 92.3 Annual — — — — — — — — — — — — — — — — — —
Mobile 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Area 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Energy 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Water — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Waste — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Refrig. — — — — — — — — — — — — — — — — 0.00 0.00
Stationar
y

0.04 0.03 0.11 0.12 < 0.005 < 0.005 0.00 < 0.005 < 0.005 0.00 < 0.005 0.00 15.2 15.2 < 0.005 < 0.005 0.00 15.3 Total 0.04 0.03 0.11 0.12 < 0.005 < 0.005 0.00 < 0.005 < 0.005 0.00 < 0.005 0.00 15.2 15.2 < 0.005 < 0.005 0.00 15.3

4. Operations Emissions Details

4.1. Mobile Emissions by Land Use

4.1.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
2178
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Industrial
Park

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Industrial
Park

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00

4.2. Energy

4.2.1. Electricity Emissions By Land Use - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00 Annual — — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00 2179
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4.2.3. Natural Gas Emissions By Land Use - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Annual — — — — — — — — — — — — — — — — — —
Industrial
Park

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00

4.3. Area Emissions by Source

4.3.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Source TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
2180
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Consum— 0.00————————————————
er
Products
Architect
ural
Coatings
— 0.00————————————————
Landsca
pe
Equipme
nt

0.00 0.00 0.00 0.00 0.00 0.00— 0.00 0.00— 0.00— 0.00 0.00 0.00 0.00— 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00— 0.00 0.00— 0.00— 0.00 0.00 0.00 0.00— 0.00 Daily,
Winter
(Max)
——————————————————
Consum
er
Products
— 0.00————————————————
Architect
ural
Coatings
— 0.00————————————————
Total— 0.00————————————————
Annual——————————————————
Consum
er
Products
— 0.00————————————————
Architect
ural
Coatings
— 0.00————————————————
Landsca
pe
Equipme
nt

0.00 0.00 0.00 0.00 0.00 0.00— 0.00 0.00— 0.00— 0.00 0.00 0.00 0.00— 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00— 0.00 0.00— 0.00— 0.00 0.00 0.00 0.00— 0.00 2181
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4.4. Water Emissions by Land Use

4.4.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Annual — — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00

4.5. Waste Emissions by Land Use

4.5.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e 2182
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Daily, — — — — — — — — — — — — — — — — — —
Summer
(Max)
Industrial
Park
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00 Annual — — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00

4.6. Refrigerant Emissions by Land Use

4.6.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — — — — — — 0.00 0.00
Total — — — — — — — — — — — — — — — — 0.00 0.00
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
2183
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Industrial
Park
— — — — — — — — — — — — — — — — 0.00 0.00
Total — — — — — — — — — — — — — — — — 0.00 0.00
Annual — — — — — — — — — — — — — — — — — —
Industrial
Park
— — — — — — — — — — — — — — — — 0.00 0.00
Total — — — — — — — — — — — — — — — — 0.00 0.00

4.7. Offroad Emissions By Equipment Type

4.7.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.8. Stationary Emissions By Equipment Type

4.8.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 2184
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Equipme
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Emergen
cy
Generato
r

0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Total 0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Emergen
cy
Generato
r

0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Total 0.72 0.66 2.14 2.38 < 0.005 0.10 0.00 0.10 0.10 0.00 0.10 0.00 336 336 0.01 < 0.005 0.00 337 Annual — — — — — — — — — — — — — — — — — —
Emergen
cy
Generato
r

0.04 0.03 0.11 0.12 < 0.005 < 0.005 0.00 < 0.005 < 0.005 0.00 < 0.005 0.00 15.2 15.2 < 0.005 < 0.005 0.00 15.3 Total 0.04 0.03 0.11 0.12 < 0.005 < 0.005 0.00 < 0.005 < 0.005 0.00 < 0.005 0.00 15.2 15.2 < 0.005 < 0.005 0.00 15.3

4.9. User Defined Emissions By Equipment Type

4.9.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e 2185
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Daily, — — — — — — — — — — — — — — — — — —
Summer
(Max)
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10. Soil Carbon Accumulation By Vegetation Type

4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Vegetatio
n
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 2186
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Land TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Use
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Species TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Sequest
ered
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Remove
d
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
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Avoided — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Sequest
ered
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Remove
d
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Sequest
ered
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Remove
d
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — —

5. Activity Data

5.9. Operational Mobile Sources

5.9.1. Unmitigated
Land Use Type Trips/Weekday Trips/Saturday Trips/Sunday Trips/Year VMT/Weekday VMT/Saturday VMT/Sunday VMT/Year Industrial Park 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2188
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5.10. Operational Area Sources

5.10.1. Hearths

5.10.1.1. Unmitigated

5.10.2. Architectural Coatings
Residential Interior Area Coated (sq ft) Residential Exterior Area Coated (sq ft) Non-Residential Interior Area Coated (sq ft)
Non-Residential Exterior Area Coated
(sq ft)
Parking Area Coated (sq ft)
0 0.00 0.00 0.00 —

5.10.3. Landscape Equipment
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 180

5.11. Operational Energy Consumption

5.11.1. Unmitigated
Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr) Industrial Park 0.00 204 0.0330 0.0040 0.00

5.12. Operational Water and Wastewater Consumption

5.12.1. Unmitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Industrial Park 0.00 0.00 2189
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5.13. Operational Waste Generation

5.13.1. Unmitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Industrial Park 0.00 —

5.14. Operational Refrigeration and Air Conditioning Equipment

5.14.1. Unmitigated
Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced Industrial Park Other commercial A/C
and heat pumps
R-410A 2,088 0.30 4.00 4.00 18.0

5.15. Operational Off-Road Equipment

5.15.1. Unmitigated
Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor

5.16. Stationary Sources

5.16.1. Emergency Generators and Fire Pumps
Equipment Type Fuel Type Number per Day Hours per Day Hours per Year Horsepower Load Factor Emergency Generator Diesel 4.00 1.00 100 100 0.73

5.16.2. Process Boilers
Equipment Type Fuel Type Number Boiler Rating (MMBtu/hr) Daily Heat Input (MMBtu/day) Annual Heat Input (MMBtu/yr) 2190
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5.17. User Defined
Equipment Type Fuel Type

5.18. Vegetation

5.18.1. Land Use Change

5.18.1.1. Unmitigated
Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres

5.18.1. Biomass Cover Type

5.18.1.1. Unmitigated
Biomass Cover Type Initial Acres Final Acres

5.18.2. Sequestration

5.18.2.1. Unmitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year)

6. Climate Risk Detailed Report

6.1. Climate Risk Summary
Cal-Adapt midcentury 2040–2059 average projections for four hazards are reported below for your project location. These are under Representation Concentration Pathway (RCP) 8.5 which assumes GHG emissions will continue to rise strongly through 2050 and then plateau around 2100.

Climate Hazard Result for Project Location Unit
Temperature and Extreme Heat 23.8 annual days of extreme heat 2191
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Extreme Precipitation 5.15 annual days with precipitation above 20 mm Sea Level Rise — meters of inundation depth
Wildfire 11.4 annual hectares burned
Temperature and Extreme Heat data are for grid cell in which your project are located. The projection is based on the 98th historical percentile of daily maximum/minimum temperatures from observed historical data (32 climate model ensemble from Cal-Adapt, 2040–2059 average under RCP 8.5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

Extreme Precipitation data are for the grid cell in which your project are located. The threshold of 20 mm is equivalent to about ¾ an inch of rain, which would be light to moderate rainfall if received over a full day or heavy rain if received over a period of 2 to 4 hours. Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

Sea Level Rise data are for the grid cell in which your project are located. The projections are from Radke et al. (2017), as reported in Cal-Adapt (Radke et al., 2017, CEC-500-2017-008), and consider inundation location and depth for the San Francisco Bay, the Sacramento-San Joaquin River Delta and California coast resulting different increments of sea level rise coupled with extreme storm events.

Users may select from four scenarios to view the range in potential inundation depth for the grid cell. The four scenarios are: No rise, 0.5 meter, 1.0 meter, 1.41 meters Wildfire data are for the grid cell in which your project are located. The projections are from UC Davis, as reported in Cal-Adapt (2040–2059 average under RCP 8.5), and consider historical data of climate, vegetation, population density, and large (> 400 ha) fire history. Users may select from four model simulations to view the range in potential wildfire probabilities for the grid cell. The four simulations make different assumptions about expected rainfall and temperature are: Warmer/drier (HadGEM2-ES), Cooler/wetter (CNRM-CM5), Average conditions (CanESM2), Range of different rainfall and temperature possibilities (MIROC5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

6.2. Initial Climate Risk Scores
Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat N/A N/A N/A N/A
Extreme Precipitation N/A N/A N/A N/A
Sea Level Rise N/A N/A N/A N/A
Wildfire N/A N/A N/A N/A
Flooding N/A N/A N/A N/A
Drought N/A N/A N/A N/A
Snowpack Reduction N/A N/A N/A N/A
Air Quality Degradation N/A N/A N/A N/A
The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure.

The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt.

The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores do not include implementation of climate risk reduction measures.

6.3. Adjusted Climate Risk Scores
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Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat N/A N/A N/A N/A
Extreme Precipitation N/A N/A N/A N/A
Sea Level Rise N/A N/A N/A N/A
Wildfire N/A N/A N/A N/A
Flooding N/A N/A N/A N/A
Drought N/A N/A N/A N/A
Snowpack Reduction N/A N/A N/A N/A
Air Quality Degradation N/A N/A N/A N/A
The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure.

The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt.

The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores include implementation of climate risk reduction measures.

6.4. Climate Risk Reduction Measures

7. Health and Equity Details

7.1. CalEnviroScreen 4.0 Scores
The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state.

Indicator Result for Project Census Tract
Exposure Indicators —
AQ-Ozone 55.4
AQ-PM 24.1
AQ-DPM 18.8
Drinking Water 35.6
Lead Risk Housing 78.4
Pesticides 81.9
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Toxic Releases 33.1
Traffic 18.9
Effect Indicators —
CleanUp Sites 76.7
Groundwater 84.1
Haz Waste Facilities/Generators 94.1
Impaired Water Bodies 99.2
Solid Waste 91.8
Sensitive Population —
Asthma 83.2
Cardio-vascular 87.0
Low Birth Weights 67.2
Socioeconomic Factor Indicators —
Education 81.1
Housing 47.1
Linguistic 81.2
Poverty 74.5
Unemployment 79.7

7.2. Healthy Places Index Scores
The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state.

Indicator Result for Project Census Tract
Economic —
Above Poverty 19.59450789
Employed 19.97946875
Median HI 20.42858976
Education —
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Bachelor's or higher 24.94546388
High school enrollment 16.64314128
Preschool enrollment 11.90812267
Transportation—
Auto Access 22.25073784
Active commuting 76.00410625
Social—
2-parent households 13.74310278
Voting 12.30591557
Neighborhood—
Alcohol availability 39.84344925
Park access 57.05119979
Retail density 18.11882459
Supermarket access 47.94045939
Tree canopy 86.15424099
Housing—
Homeownership 25.25343257
Housing habitability 41.28063647
Low-inc homeowner severe housing cost burden 51.35377903 Low-inc renter severe housing cost burden 75.61914539
Uncrowded housing 39.88194534
Health Outcomes—
Insured adults 43.11561658
Arthritis 0.0
Asthma ER Admissions 19.4
High Blood Pressure 0.0
Cancer (excluding skin) 0.0
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Asthma 0.0
Coronary Heart Disease 0.0
Chronic Obstructive Pulmonary Disease 0.0
Diagnosed Diabetes 0.0
Life Expectancy at Birth 24.3
Cognitively Disabled 4.4
Physically Disabled 5.2
Heart Attack ER Admissions 11.3
Mental Health Not Good 0.0
Chronic Kidney Disease 0.0
Obesity 0.0
Pedestrian Injuries 19.6
Physical Health Not Good 0.0
Stroke 0.0
Health Risk Behaviors—
Binge Drinking 0.0
Current Smoker 0.0
No Leisure Time for Physical Activity 0.0
Climate Change Exposures—
Wildfire Risk 0.0
SLR Inundation Area 0.0
Children 22.0
Elderly 39.0
English Speaking 13.9
Foreign-born 71.2
Outdoor Workers 15.8
Climate Change Adaptive Capacity—
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Impervious Surface Cover 55.2
Traffic Density 14.2
Traffic Access 23.0
Other Indices —
Hardship 75.2
Other Decision Support —
2016 Voting 11.0

7.3. Overall Health & Equity Scores
Metric Result for Project Census Tract
CalEnviroScreen 4.0 Score for Project Location (a) 93.0 Healthy Places Index Score for Project Location (b) 19.0 Project Located in a Designated Disadvantaged Community (Senate Bill 535) Yes Project Located in a Low-Income Community (Assembly Bill 1550) Yes Project Located in a Community Air Protection Program Community (Assembly Bill 617) No a: The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. b: The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state.

7.4. Health & Equity Measures
No Health & Equity Measures selected.

7.5. Evaluation Scorecard
Health & Equity Evaluation Scorecard not completed.

7.6. Health & Equity Custom Measures
No Health & Equity Custom Measures created.

8. User Changes to Default Data
Screen Justification 2197
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Operations: Emergency Generators and Fire Pumps CARE Comment Letter 2198
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CEQA Findings of Fact and Statement of Overriding Considerations - 1 -

CEQA FINDINGS OF FACT AND

STATEMENT OF OVERRIDING CONSIDERATIONS

REGARDING THE

FINAL ENVIRONMENTAL IMPACT REPORT

FOR THE ONTARIO REGIONAL SPORTS COMPLEX

ENVIRONMENTAL IMPACT REPORT
STATE CLEARINGHOUSE NO. 2023110328
Exhibit B
I. SUMMARY OF FINDINGS
The City Council hereby finds that it has been presented with the Environmental Impact Report (EIR), which it has reviewed and considered, and further finds that the EIR is an accurate and objective statement that has been completed in full compliance with the California Environmental Quality Act (CEQA) and the State CEQA Guidelines. The City Council finds that the EIR reflects the independent judgment and analysis of the City. The City Council declares that no evidence of new significant impacts or any new information of “substantial importance,” as defined by State CEQA Guidelines Section 15088.5, has been received by the City after circulation of the Draft EIR that would require recirculation. Therefore, the City Council hereby certifies the EIR based on the entirety of the record of proceedings.

II. PROCEDURAL COMPLIANCE WITH CALIFORNIA ENVIRONMENTAL

QUALITY ACT
The City published a Draft EIR on April 4, 2024. A Final EIR was prepared in June of 2024 in compliance with CEQA requirements. The Final EIR has been prepared in accordance with CEQA and the CEQA Guidelines, as amended. As authorized in State CEQA Guidelines Section 15084(d)(2), the City retained a consultant to assist with the preparation of the environmental documents. City staff from multiple departments, representing the Lead Agency, have directed, reviewed, and modified where appropriate all material prepared by the consultant. The Final EIR reflects the City’s independent analysis and judgement. The key milestones associated with the preparation of the EIR are summarized below. As presented below, an extensive public involvement and agency notification effort was conducted to solicit input on the scope and content of the EIR and to solicit comments on the results of the environmental analysis presented in the Draft EIR.

A. PUBLIC NOTIFICATION AND OUTREACH
In conformance with CEQA, the State CEQA Guidelines, and the City of Ontario CEQA Guidelines, the City of Ontario conducted an extensive environmental review of the Proposed Project.  Completion of a Notice of Preparation (NOP) for a Draft Subsequent EIR (SEIR) on September 15, 2023. The public review period extended from September 15, 2023, to October 16, 2023. The NOP was published in the Inland Valley Daily Bulletin on September 15, 2023. The NOP was posted at the San Bernardino County Clerk’s office on September 14, 2023. Copies of the NOP were 2199
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CEQA Findings of Fact and Statement of Overriding Considerations - 2 -
made available for public review at the City of Ontario Planning Department and the City’s website.
 Completion of the scoping process where the public was invited by the City to participate in a scoping meeting for the Draft SEIR was held on Wednesday, September 27, 2023, at 6:00 pm at the Westwind Community Center in the City of Ontario. The notice of a public scoping meeting was included in the NOP.
 After the scoping meeting process for the Draft SEIR, the City decided to proceed with a new EIR rather than a Subsequent EIR for the Proposed Project. An NOP for the Draft EIR was reissued on November 14, 2023. The public review period extended from November 14, 2023, to December 15, 2023. The NOP was published in the Inland Valley Daily Bulletin on November 14, 2023. The NOP was posted at the San Bernardino County Clerk’s office on November 14, 2023.

Copies of the NOP were made available for public review at the City of Ontario Planning Department and the City’s website.
 A scoping meeting for the Draft EIR was held virtually on Wednesday December 6, 2023, at 6:00 pm. The notice of a public scoping meeting was included in the NOP.  Preparation of a Draft EIR, which was made available for a 45-day public review period beginning April 4, 2024, and ending May 20, 2024. The scope of the Draft EIR was determined based on the CEQA Guidelines Appendix G Checklist, comments received in response to both NOPs, and comments received at the scoping meetings conducted by the City of Ontario. Chapter 5, Environmental Analysis, of the Draft EIR describes the issues identified for analysis in the Draft EIR. The Notice of Availability (NOA) for the Draft EIR was sent to interested persons and organizations, sent to the State Clearinghouse in Sacramento for distribution to public agencies, posted at the City of Ontario, and published in the Inland Valley Daily Bulletin. The NOA was posted at the San Bernardino County Clerk’s office and published in the Inland Valley Daily Bulletin on April 4, 2024. Additionally, copies of the Draft EIR were made available for review at the City Hall and Ovitt Family Community Library as well as on the City’s website.  Preparation of a Final EIR, including the responses to comments to the Draft EIR. The Final EIR was released for a 10-day agency review period prior to certification of the Final EIR.  Public hearings on the Proposed Project, including a Planning Commission hearing and a City Council hearing.

In summary, the City conducted all required noticing and scoping for the Proposed Project in accordance with Section 15083 of the CEQA Guidelines, and conducted the public review for the EIR, which exceeded the requirements of Section 15087 of the CEQA Guidelines.

B. FINAL ENVIRONMENTAL IMPACT REPORT AND CITY COUNCIL

PROCEEDINGS
The City prepared a Final EIR, including Responses to Comments to the Draft EIR. The Final EIR/Response to Comments contains comments on the Draft EIR, responses to those comments, 2200
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CEQA Findings of Fact and Statement of Overriding Considerations - 3 -
revisions to the Draft EIR, and appended documents. A total of seven comment letters were received.

Of the seven comment letters, five letters were from public agencies and/or tribes, and two letters were from residents and/or organizations.

The Final EIR found that prior to mitigation, implementation of the Proposed Project will result in potentially significant impacts to Agricultural Resources, Air Quality, Biological Resources, Cultural Resources, Geology and Soils, Greenhouse Gas (GHG) Emissions, Hazards and Hazardous Materials, Noise, Transportation, Tribal Cultural Resources (TCRs), and Wildfire. However, mitigation measures have been developed to avoid or reduce all of these impacts to levels considered less than significant, with the exception of Agricultural Resources, Air Quality, GHG Emissions, Noise, and Transportation.

The Final EIR found that despite the implementation of recommended mitigation measures, impacts to these categories were significant and unavoidable. A Statement of Overriding Considerations was prepared for the Council’s consideration.

Members of the public can view searchable agendas for scheduled City Council meetings and access agenda-related City information and services directly on the following website:
https://www.ontarioca.gov/Agendas/CityCouncil.

The Final EIR document will be posted on the City’s website for viewing and download with the previously posted Draft EIR prior to the City’s consideration of the Final EIR and project recommendations.

A date for consideration of the Final EIR and project recommendations at the City Council was set for the Proposed Project, and notice of the meeting was provided consistent with the Brown Act (Government Code Sections 54950 et seq.). The City Council will take testimony on the Proposed Project and may continue on its calendar to a subsequent meeting date in its discretion.

C. RECORD OF PROCEEDINGS
For purposes of CEQA and these Findings, the Record of Proceedings for the Proposed Project consists of the following documents and other evidence, at a minimum:
 The NOPs, NOA, and all other public notices issued by the City in conjunction with the Proposed Project.
 The Draft EIR and Final EIR for the Proposed Project.  All written comments submitted by agencies or members of the public during the public review comment period on the Draft EIR.
 All responses to written comments submitted by agencies or members of the public during the public review comment period on the Draft EIR.
 All written and verbal public testimony presented during a noticed public hearing for the Proposed Project.
 The Mitigation Monitoring and Reporting Program.
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 The Statement of Overriding Considerations.
 The reports and technical memoranda included or referenced in the Final EIR.  All documents, studies, EIRs, or other materials incorporated by reference in the Draft EIR and Final EIR.
 The Resolutions adopted by the City in connection with the Proposed Project, and all documents incorporated by reference therein, including comments received after the close of the comment period and responses thereto.
 Matters of common knowledge to the City, including but not limited to federal, state, and local laws and regulations.
 Any documents expressly cited in these Findings.
 Any other relevant materials required to be in the record of proceedings by Public Resources Code Section 21167.6(e).

D. CUSTODIAN AND LOCATION OF RECORDS
The documents and other materials that constitute the administrative record for the City’s actions related to the Proposed Project are at the City of Ontario’s City Hall at 303 East B Street, Ontario, CA 91764. The City Planning Department is the custodian of the administrative record for the project.

Copies of these documents, which constitute the record of proceedings, are and at all relevant times have been and will be available upon request at the offices of the Planning Department. This information is provided in compliance with Public Resources Code Section 21081.6(a)(2) and Guidelines Section 15091(e).

E. PROJECT DESCRIPTION
The Ontario Regional Sports Complex (ORSC) would allow for development of a variety of recreational opportunities on an approximately 199-gross-acre site (ORSC site) in the City of Ontario.