Attachment 3.7.1 - Appendix G1 Geotechnical Investigation Parcel A_Redacted.pdf — Chula Vista City Council, November 18, 2025

Appendix G1
Geotechnical Investigation Parcel A

LIMITED

GEOTECHNICAL INVESTIGATION

COLLINS AEROSPACE
REDEVELOPMENT SITE  PARCEL A

NORTHWEST CORNER OF

H STREET AND BAY BOULEVARD

CHULA VISTA, CALIFORNIA

PREPARED FOR
OCTOBER 12, 2020
PROJECT NO. G2559-52-01
Project No. G2559-52-01
October 12, 2020
Wohl Property Group
1081 Camino Del Rio South, Suite 115
San Diego, California 92108
Attention: Mr. Emil Wohl
Subject: LIMITED GEOTECHNICAL INVESTIGATION
COLLINS AEROSPACE REDEVELOPMENT SITE  PARCEL A

NORTHWEST CORNER OF H STREET AND BAY BOULEVARD

CHULA VISTA, CALIFORNIA
Dear Mr. Wohl:

In accordance with your request and authorization of our Proposal No. LG-20157 dated April 14, 2020, we herein submit the results of our limited geotechnical investigation for the subject project. We performed our limited investigation to evaluate the underlying soil and geologic conditions and potential geologic hazards, and to assist in the design of the proposed building tenant improvements.

The accompanying report presents the results of our study and conclusions and recommendations pertaining to geotechnical aspects of the proposed project. The site is suitable for the proposed building tenant improvements provided the recommendations of this report are incorporated into the design and construction of the planned project.

Should you have questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience.

Very truly yours,

GEOCON INCORPORATED
RCE 84154
Shawn Foy Weedon
GE 2714 CEG 2659
MRL:SFW:MCE:dmc
(email) Addressee
GEOCON

INCORPORATED
GEOTECHNIC AL ■ ENVIRONMENTAL ■ MATE RI ALS O
6960 Flanders Drive ■ San Diego, California 92121-297 4 ■ Telephone 858.558.6900 ■ Fax 858 .558.6159

TABLE OF CONTENTS

1. PURPOSE AND SCOPE ................................................................................................................. 1

2. SITE AND PROJECT DESCRIPTION ........................................................................................... 2

3. GEOLOGIC SETTING .................................................................................................................... 4

4. SOIL AND GEOLOGIC CONDITIONS ........................................................................................ 5

4.1 Undocumented Fill (Qudf) .................................................................................................... 5

4.2 Bay Deposits (Qb) ................................................................................................................. 6

4.3 Old Paralic Deposits (Qop) .................................................................................................... 6

4.4 San Diego Formation (Tsd) ................................................................................................... 6

5. GROUNDWATER .......................................................................................................................... 6

6. GEOLOGIC HAZARDS ................................................................................................................. 7

6.1 Faulting and Seismicity ......................................................................................................... 7

6.2 Ground Rupture ..................................................................................................................... 8

6.3 Liquefaction Potential and Seismically Induced Settlement ................................................. 8

6.4 Storm Surge, Tsunamis, and Seiches ................................................................................... 11

6.5 Hazardous Subsurface Materials ......................................................................................... 12

7. CONCLUSIONS AND RECOMMENDATIONS ......................................................................... 13

7.1 General ................................................................................................................................. 13

7.2 Soil Characteristics .............................................................................................................. 14

7.3 Temporary Excavations ....................................................................................................... 15

7.4 Seismic Design Criteria ....................................................................................................... 15

7.5 Shallow Foundations ........................................................................................................... 17

7.6 Concrete Slabs-On-Grade .................................................................................................... 19

7.7 Settlement Considerations ................................................................................................... 20

7.8 Exterior Concrete Flatwork ................................................................................................. 21

7.9 Retaining Walls ................................................................................................................... 22

7.10 Lateral Loading .................................................................................................................... 25

7.11 Site Drainage and Moisture Protection ................................................................................ 26

7.12 Storm Water Management ................................................................................................... 26

7.13 Foundation Plan Review ...................................................................................................... 28

LIMITATIONS AND UNIFORMITY OF CONDITIONS

MAPS AND ILLUSTRATIONS
Figure 1, Geologic Map

APPENDIX A

FIELD INVESTIGATION

APPENDIX B

PREVIOUS FIELD INVESTIGATIONS AND LABORATORY TESTING RESULTS

APPENDIX C

LIQUEFACTION ANALYSIS

LIST OF REFERENCES
Geocon Project No. G2559-52-01 - 1 - October 12, 2020

LIMITED GEPOTECHNICAL INVESTIGATION

1. PURPOSE AND SCOPE
This report presents the results of our limited geotechnical investigation related to the planned improvements to the subject property currently identified as Collins Aerospace – Parcel A in Chula Vista, California (see Vicinity Map).

Vicinity Map
The purpose of this limited geotechnical investigation is to evaluate the surface and subsurface soil conditions and general site geology, and to identify geotechnical constraints that may affect development of the property including faulting, liquefaction and seismic shaking based on the 2019 CBC seismic design criteria. In addition, we provided recommendations for remedial grading, shallow foundations, concrete slab-on-grade, concrete flatwork, and retaining walls.

We reviewed the following plans and reports in preparation of this report:

1. [Preliminary Structural Plans for:] UTAS Collins Dock Wall, Chula Vista, California, prepared by Geocon Incorporated, dated September 17, 2020 (Job No. 20064.00).

Geocon Project No. G2559-52-01 - 2 - October 12, 2020

2. Geotechnical Reconnaissance, Collins Aerospace Redevelopment Site – Parcel A, Chula Vista, California, prepared by Geocon Incorporated, dated June 25, 2020 (Project No. G2559- 52-01).

3. Geotechnical Investigation, OMPPA Project on Goodrich Property, Chula Vista, California, prepared by Geocon Incorporated, dated September 12, 2005 (Project No. 07050-22-30).

4. Limited Geotechnical Investigation, B.F. Goodrich Site Development, Chula Vista, California, prepared by Geocon Incorporated, dated June 24, 1999 (Project No. 06327-22-01).

5. Soil Investigation, Sauder Furnace Foundation, Building No. 1, Column E11-F11, Chula Vista, California, prepared by Geocon Incorporated, dated July 14, 1980 (Project No. 02080- 02-02).

The scope of this investigation included reviewing readily available published and unpublished geologic literature (see List of References); performing engineering analyses; and preparing this report. We also advanced 6 exploratory Cone Penetrometer Tests (CPTs) and 1 seismic CPT (SCPT) to a maximum depth of about 100 feet. Appendix A presents the CPT soundings, SCPT profile and details of the field investigation. Appendix B presents the exploratory boring logs and laboratory testing from the our referenced report dated September 12, 2005 previously performed on the property.

The locations of the current CPTs and previous borings at the property are shown on the Geologic Map, Figure 1. Appendix C presents the results of our liquefaction analysis.

2. SITE AND PROJECT DESCRIPTION
The Collins Aerospace – Parcel A property consists of the eastern portion of the existing Collins Aerospace facility (also identified as Rohr Industries, B. F. Goodrich and/or UTC Aerospace property) and includes 2 existing buildings. The property is bounded by Bay Boulevard and Interstate 5 to the east, H Street to the south, undeveloped land to the north and the remainder of the Collins Aerospace facility to the west. An existing rail line is present along the western border of the property. The site is currently occupied by two industrial buildings located to the south and north of G Street, and an on- grade asphalt concrete and Portland Cement concrete parking lots along with other associated improvements. A concrete loading dock is present on the northern portion of the southern building.

Existing grades are relatively flat with elevations of approximately 12 to 20 feet Mean Sea Level (MSL) on the south and northeast, respectively. The Existing Site Map shows the current site conditions.

Geocon Project No. G2559-52-01 - 3 - October 12, 2020
Existing Site Map
Based on discussions with you and the referenced structural plans, we understand the proposed development will consist of improving the existing buildings and incorporating tenant improvements.

The improvements include the addition of an approximately 120-foot long CMU block wall and loading dock on the northwest perimeter of the existing building located south of G Street. In addition, we expect other architectural interior and exterior improvements are proposed. The referenced plans indicate new foundation improvements will be required to accommodate the new improvement loads.

We do not expect the site will require storm water management devices. The Proposed Site Plan shows the proposed structural foundation plan for the northern portion of the existing building located to the south of G Street.

Geocon Project No. G2559-52-01 - 4 - October 12, 2020
Proposed Site Plan

3. GEOLOGIC SETTING
Regionally, the site is located in the Peninsular Ranges geomorphic province. The province is bounded by the Transverse Ranges to the north, the San Jacinto Fault Zone on the east, the Pacific Ocean coastline on the west, and the Baja California on the south. The province is characterized by elongated northwest-trending mountain ridges separated by straight-sided sediment-filled valleys. The northwest trend is further reflected in the direction of the dominant geologic structural features of the province that are northwest to west-northwest trending folds and faults, such as the nearby Rose Canyon fault zone.

Locally, the site is within the coastal plain of San Diego County. The coastal plain is underlain by a thick sequence of relatively undisturbed and non-conformable sedimentary bedrock units that thicken to the west and range in age from Upper Cretaceous age through the Pleistocene age which have been deposited on Cretaceous to Jurassic age igneous and volcanic bedrock. Geomorphically, the coastal plain r 1
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Geocon Project No. G2559-52-01 - 5 - October 12, 2020
is characterized by a series of 21, stair-stepped marine terraces (younger to the west) that have been dissected by west flowing rivers. The coastal plain is a relatively stable block that is dissected by relatively few faults consisting of the potentially active La Nacion Fault Zone and the active Rose Canyon Fault Zone.

The site is located on the western portion of the coastal plain. Marine sedimentary units make up the geologic sequence encountered on the site and consist of Pleistocene-age Old Paralic Deposits (formerly known as the Bay Point Formation). The Old Paralic Deposits are shallow marine deposits generally consisting of sand and silty sand units interfingered with layers of silt and clay. Based on published geologic information, we expect this unit to be in excess of 150 to 160 feet deep and extend below the current sea level. The mapped geologic conditions at the site is presented on the Regional Geologic Map.

Regional Geologic Map

4. SOIL AND GEOLOGIC CONDITIONS
Based on our review of published geologic maps, and the current and previous investigations at the site, we expect the site is underlain by two surficial soil types (consisting of undocumented fill and Holocene-age Bay Deposits) and two formational unit (consisting of Old Paralic Deposits and the San Diego Formation). The occurrence, distribution, and description of each unit encountered is shown on the Geologic Map, Figure 1 and on the boring logs in Appendix B. The geologic units are discussed herein in order of increasing age.

4.1 Undocumented Fill (Qudf)
We expect that undocumented fill associated with the existing site improvements is present across the majority of the site to depths of about 5 to 10 feet. In general, the fill consists of loose to medium Qop
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Artificial fill (late Holocene)
- I Young alluvial flood-plam daposlis (Holoca~e and lale Ploislocene) I Old parallc depo•lts, undlvldad (lats to ml<f~la Plelstocane) V:ry old paraloc deposits, undivided (mlddlT to eerty Pleistocene) Qya
Geocon Project No. G2559-52-01 - 6 - October 12, 2020
dense, moist to wet, silty sand and possesses a “very low” to “low” expansion index (expansion index of 50 or less). The fill located below the groundwater elevation possesses a potential for liquefaction.

The upper portion of the undocumented fill is likely unsuitable for the support of proposed structures or structural fill and will require remedial grading. However, we expect the remedial grading operations will be limited to the groundwater elevation and/or saturated soil conditions.

4.2 Bay Deposits (Qb)
The Bay Deposits (bay mud) exist below the undocumented fill or at-grade to a maximum depth of approximately 20 to 25 feet. The bay deposits generally consist of very loose to medium dense, silty and clayey sand and soft, wet to saturated, sandy silt and clay. Sandy portions of the Bay Deposits are potentially liquefiable when subjected to strong ground motion. Additionally, the soft muds within the Bay Deposits are subject to consolidation settlement. We consider these materials unsuitable for the support of structures or structural fill in their present condition.

4.3 Old Paralic Deposits (Qop)
The Quaternary-age Old Paralic Deposits (formally called the Bay Point Formation) exist below the undocumented fill and/or Bay Deposits across the site. The Old Paralic Deposits consist of medium dense to very dense sand layers interbedded with stiff clay and silt layers. The Old Paralic Deposits are considered suitable for the support of the proposed structures. However, we do not expect the Old Paralic Deposits will be encountered during the construction of the planned improvements.

4.4 San Diego Formation (Tsd)
Based on published geologic information, we expect the San Diego Formation underlies the Old Paralic Deposits. Based on our experience in the area, the top of the San Diego Formation is at about 150 to 160 feet deep (an elevation of -140 to -150 MSL). The San Diego Formation consists of dense to very dense silty, to clayey sandstone and siltstone. We do not expect to encounter the San Diego Formation during the construction of the planned improvements.

5. GROUNDWATER
We previously encountered groundwater at depths ranging from about 8 to 14 feet below the existing ground surface (approximate elevation of 2 to 7 feet above MSL). In addition, we encountered groundwater during our current study within the CPTs at depths ranging from approximately 12 to 20 feet below the existing ground surface (approximate elevation of 1 to 5 feet above MSL). Several groundwater monitoring wells have been installed on and adjacent to the property. Based on review of our existing information in the vicinity of the site, the groundwater depths range from about 3 to 11 feet. The water elevations fluctuate due to tidal influences. The groundwater should be considered brackish due to the close proximity to the San Diego Bay and Pacific Ocean. Groundwater will be a Geocon Project No. G2559-52-01 - 7 - October 12, 2020
factor in development especially in liquefaction remediation, deep foundation design and construction, grading operations and utility installation. A groundwater elevation of 6 feet above MSL should be incorporated into the design and construction operations. In addition, the soil about 2 to 3 feet above the groundwater elevation may be saturated. Groundwater and seepage is dependent on seasonal precipitation, tidal influence, irrigation, land use, among other factors, and varies as a result. Proper surface drainage will be important to future performance of the project.

6. GEOLOGIC HAZARDS

6.1 Faulting and Seismicity
A review of the referenced geologic materials and our knowledge of the general area indicate that the site is not underlain by active, potentially active, or inactive faults. An active fault is defined by the California Geological Survey (CGS) as a fault showing evidence for activity within the last 11,700 years. The site is not located within a State of California Earthquake Fault Zone.

The USGS has developed a program to evaluate the approximate location of faulting in the area of properties. The following figure shows the location of the existing faulting in the San Diego County and Southern California region. The fault traces are shown as solid, dashed and dotted that represent well-constrained, moderately constrained and inferred, respectively. The fault line colors represent faults with ages less than 150 years (red), 15,000 years (orange), 130,000 years (green), 750,000 years (blue) and 1.6 million years (black).

Faults in Southern California
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ROCK

MOUNTAIN
Geocon Project No. G2559-52-01 - 8 - October 12, 2020
The San Diego County and Southern California region is seismically active. The following figure presents the occurrence of earthquakes with a magnitude greater than 2.5 from the period of 1900 through 2015 according to the Bay Area Earthquake Alliance website.

Earthquakes in Southern California
Considerations important in seismic design include the frequency and duration of motion and the soil conditions underlying the site. Seismic design of structures should be evaluated in accordance with the California Building Code (CBC) guidelines currently adopted by the local agency.

6.2 Ground Rupture
Ground surface rupture occurs when movement along a fault is sufficient to cause a gap or rupture where the upper edge of the fault zone intersects the ground surface. The potential for ground rupture is considered to be very low due to the absence of active faults at the subject site.

6.3 Liquefaction Potential and Seismically Induced Settlement Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soils are cohesionless or silt/clay with low plasticity, groundwater is encountered within 50 feet of the surface, and soil densities are less than about 70 percent of the maximum dry densities. If the four previous 0 r ,.:i A
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Geocon Project No. G2559-52-01 - 9 - October 12, 2020
criteria are met, a seismic event could result in a rapid pore water pressure increase from the earthquake-generated ground accelerations.

The surficial soil (undocumented fill and Bay Deposits) at the site is generally loose/soft and considered to possess a potential for liquefaction below the groundwater elevation. The Multi- Jurisdictional-Hazard Mitigation Plan (2017) maps the site as having zones of liquefiable layers.

Liquefaction Hazard Map
The current standard of practice, as outlined in the Recommended Procedures for Implementation of DMG Special Publication 117A, Guidelines for Analyzing and Mitigating Liquefaction in California requires liquefaction analysis to a depth of 50 feet below the lowest portion of the proposed structure.

Liquefaction typically occurs in areas where the soils below the water table are composed of poorly consolidated, fine to medium-grained, primarily sandy soil. In addition to the requisite soil conditions, the ground acceleration and duration of the earthquake must also be of a sufficient level to induce liquefaction.

We performed liquefaction analyses with our CPT soundings using the program CLiq (Version 3.0).

This program utilizes the 2001 NCEER method of analysis. We used a static groundwater elevation of 6 feet MSL, a modal magnitude of 6.12 earthquake (attributed to the Rose Canyon Fault), and a peak horizontal site acceleration, PGA M, of 0.631g calculated from ASCE 7-16 Section 11.8.3. This semi- empirical method is based on correlations with the data collected from the CPT soundings and field performance data.

Earthquake Faults:
-- Fault
- Zoned Earthquake Fault
Liquefaction Layers
ffl Liquefaction Layers
Geocon Project No. G2559-52-01 - 10 - October 12, 2020
The liquefaction analyses (included in Appendix C) indicate the soils to depths between approximately 10 and 50 feet below the existing grade at the locations of CPT-1, CPT-2, and CPT-4 through CPT-6 could be prone to between 0.4 and 0.8 inches during ground motion resulting in an average of about

0.5 inches. We estimate the differential settlement of ⅔ the total settlement ranging from 0.3 to 0.5 inches. The CPT-3 sounding was terminated at a depth of approximately 10 feet above groundwater due to refusal within the existing soils, therefore, the data from CPT-3 was not included as part of the estimated seismic settlements.

Sand boils occur where liquefiable soil is extruded upward through the soil deposit to the ground surface. Providing an increase in overburden pressure and a compacted fill mat can mitigate surface manifestation. Research presented by Ishihara (1985) indicates that the presence of a non-liquefiable surface layer typically results in the effects of at-depth liquefaction from reaching the surface.

Modifications to Ishihara’s chart have been made to include higher ground accelerations (Ishihara’s 1985 chart was based on a 0.25g ground acceleration) by Youd and Garris (1995). Based on Youd’s modified curves and the thickness of the non-liquefiable soil layer (layer above the assumed groundwater table), the potential for surface manifestation does not exist.

Lateral spreading occurs when liquefiable soil is in the immediate vicinity of a free face such as a slope. Factors controlling lateral displacement include earthquake magnitude, distance from the earthquake epicenter, thickness of liquefiable soil layer, grain size characteristics, fines content of the soil and SPT blow counts. Bartlett and Youd (1995) have concluded that lateral spreading is restricted to sediments with corrected SPT blow counts of 15 or less for earthquake magnitudes less than or equal to 8.0. The potential of lateral spreading in the liquefiable soil below the groundwater table is not considered an adverse impact to the proposed development due to relatively flat topography of the site and distance to the San Diego Bay from the site.

The mitigation of potential hazards due to liquefaction can be accomplished by the densification or removal of the potentially liquefiable soil or the use of foundation systems that still provide acceptable structural support should liquefaction occur. Soil densification can be accomplished by compaction grouting, vibrocompaction, soil mixing, and deep dynamic compaction (among others). We understand the use of vibrocompaction or stone columns may be unacceptable due to the creation of potential vertical pathways for contamination and potential distress to existing structures. Soil densification is generally used to increase the density and provide liquefaction mitigation of sensitive soil to relatively shallow depths over large areas. Deep foundation systems may be used to transmit structural loads to bearing depths below the liquefiable zones and may consist of driven piles or drilled piles. Deep foundations are designed to mitigate damage to the structures supported on the piles; however, they do not generally reduce the potential for damage to underground utilities and peripheral site improvements. The effects of differential settlement between ridged structures and attached Geocon Project No. G2559-52-01 - 11 - October 12, 2020
settlement-sensitive surface improvements can be mitigated by designing the utilities to accommodate differential movement at the connections.

6.4 Storm Surge, Tsunamis, and Seiches
Storm surges are large ocean waves that sweep across coastal areas when storms make landfall. Storm surges can cause inundation, severe erosion and backwater flooding along the water front. The site is located approximately 2,100 feet from San Diego Bay, is at an elevation of about 10 feet or greater above Mean Sea Level (MSL) and is protected from ocean waves by the Silver Strand to the west.

Based on historic and predicated wave heights and runout lengths, the proposed site elevation with neighboring topographic features is likely sufficient to mitigate the risk; therefore, the potential of storm surges affecting the site is considered low.

A tsunami is a series of long period waves generated in the ocean by a sudden displacement of large volumes of water. Causes of tsunamis include underwater earthquakes, volcanic eruptions, or offshore slope failures. The first-order driving force for locally generated tsunamis offshore southern California is expected to be tectonic deformation from large earthquakes (Legg, et al., 2002). Historically, tsunami wave heights have ranged up to 3.7 feet in the San Diego area. Wave heights and run-up elevations from tsunamis along the San Diego Coast have historically fallen within the normal range of the tides. The Multi-Jurisdictional Hazard Mitigation Plan (2017) maps zones of possible tsunami inundation for coastal areas throughout the county. The site is not included within one of these high- risk hazard areas. Therefore, we consider the risk of a tsunami hazard at the site to be low.

Tsunami Inundation Map
LEGEND:

Tsunami Layers
0 Historic Tsumimi Effect Felt
[:TI M11.ximum Tsunam i Projected Runup
Erosi on/Co astal Storm Layers:
- FEMA VE Zone (Hgh R~k)
Base Layers :
[:] Incorporated City Boundary
Freeways
Major Roads
Streams
LJ Lakes
Geocon Project No. G2559-52-01 - 12 - October 12, 2020
A seiche is a run-up of water within a lake or embayment triggered by fault- or landslide-induced ground displacement. The site is located approximately 2,100 feet from San Diego Bay, is at an elevation of about 10 feet or greater above Mean Sea Level (MSL) and is protected from ocean waves by the Silver Strand to the west. Based on historic and predicated wave heights and runout lengths, we expect the proposed site elevation is sufficient to mitigate the risk; therefore, we consider the potential for seiches to impact the site low.

6.5 Hazardous Subsurface Materials
We understand contaminated soil and contaminated groundwater have been encountered at locations in the vicinity of the property associated with past and current uses as an industrial facility (AECOM, 2017). Where proposed remedial grading, installation of utilities or other improvements extend into areas identified as containing contaminated soil and/or contaminated groundwater, special provisions may be required for the health and safety of workers and to limit movement of the contamination in accordance with the project environmental consultant. Construction techniques to limit movement of contaminates may be required. Additionally, we understand the use of certain ground improvement techniques (i.e. stone columns or wick drains, modifying the use of pipe bedding and certain types of deep foundations) may be restricted due to the existing contaminated soil.

Geocon Project No. G2559-52-01 - 13 - October 12, 2020

7. CONCLUSIONS AND RECOMMENDATIONS

7.1 General

7.1.1 From a geotechnical engineering standpoint, we opine the building site is suitable for the proposed tenant improvements provided the recommendations presented herein are implemented in design and construction of the project.

7.1.2 The site may be subject to geologic hazards, including moderate to strong seismic shaking, liquefaction, seismically induced settlement and consolidation settlement. From a geotechnical engineering standpoint, we opine soil or geologic conditions do not exist at the subject site that is considered adverse to proposed improvements at the site, assuming they are designed to accommodate the potential geologic hazards at the site.

7.1.3 Based on a review of the referenced documents and our experience in the area, we expect the site is underlain by undocumented fill and Bay Deposits overlying Old Paralic Deposits and San Diego Formation. Based on a limited site reconnaissance, the underlying soil appears to be adequately supporting the current development. The existing geologic units are considered suitable for support of structural loads from the proposed development.

However, remedial grading of these materials will need to be performed. We should evaluate the excavation for footings at the base of the removal for compaction. We expect the upper 3 feet of the soil below the proposed shallow foundations should be processed, moisturized as necessary and properly compacted.

7.1.4 We assume grading will not be required to construct the planned tenant improvements. If plans change and grading is required, Geocon Incorporated should be contacted to provide recommendations.

7.1.5 We encountered groundwater at a depth of approximately 8 to 20 feet below the existing ground surface (approximate elevation of 1 to 7 feet above MSL). Groundwater will likely have a significant influence on construction of deep utilities (if constructed), and during remedial grading. Dewatering will likely be required for excavations below the fluctuating groundwater elevation. The project should be designed with a groundwater elevation of 6 feet MSL.

7.1.6 Excavation of the fill, Bay Deposits and Old Paralic Deposits should generally be possible with moderate to heavy effort using conventional, heavy-duty equipment during grading and trenching operations. We expect the excavated soil will likely be comprised of silty sand.

Cohesionless soil should be expected during the excavations for the planned improvements.

Geocon Project No. G2559-52-01 - 14 - October 12, 2020

7.1.7 Final foundation plans have not been provided for our review. Geocon Incorporated should review the plans prior to the submittal to regulatory agencies for approval. Additional analyses may be required once the plans have been provided.

7.1.8 Adequate drainage provisions are imperative to the performance of the development. Site drainage should be maintained to direct surface runoff into controlled drainage devices.

Positive site drainage should be maintained away from structures and pavements and tops of slopes and directed to storm drain facilities.

7.2 Soil Characteristics

7.2.1 Based on the soil encountered during previous investigations for the site, we expect the soil is considered to be “non-expansive” and “expansive” (expansion index [EI] of 20 or less and greater than 20, respectively) as defined by 2019 California Building Code (CBC) Section 1803.5.3. Table 7.2.1 presents soil classifications based on the expansion index. We expect a majority of the soil encountered possess a “very low” to “low” expansion potential (EI of 50 or less).

TABLE 7.2.1

EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX
Expansion Index (EI) ASTM D 4829
Expansion Classification
2019 CBC
Expansion Classification
0 – 20 Very Low Non-Expansive
21 – 50 Low
Expansive
51 – 90 Medium
91 – 130 High
Greater Than 130 Very High

7.2.2 Previously reported laboratory water-soluble sulfate content test results indicate the on-site materials possess “S0” to “S2” sulfate exposure to concrete structures as defined by 2019 CBC Section 1904 and ACI 318-14 Chapter 19. Table 7.2.2 presents a summary of concrete requirements set forth by 2019 CBC Section 1904 and ACI 318. The presence of water- soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration.

Geocon Project No. G2559-52-01 - 15 - October 12, 2020
TABLE 7.2.2

REQUIREMENTS FOR CONCRETE EXPOSED TO

SULFATE-CONTAINING SOLUTIONS
Exposure Class
Water-Soluble
Sulfate (SO4)
Percent
by Weight
Cement
Type (ASTM C
150)
Maximum
Water to
Cement Ratio
by Weight1
Minimum
Compressive
Strength (psi)
S0 SO4<0.10 No Type
Restriction n/a 2,500
S1 0.10<SO4<0.20 II 0.50 4,000
S2 0.20<SO4<2.00 V 0.45 4,500
S3 SO4>2.00 V+Pozzolan or
Slag 0.45 4,500
1 Maximum water to cement ratio limits do not apply to lightweight concrete

7.2.3 Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, further evaluation by a corrosion engineer may be performed if improvements susceptible to corrosion are planned.

7.3 Temporary Excavations

7.3.1 The recommendations included herein are provided for stable excavations. It is the responsibility of the contractor and their competent person to ensure all excavations, temporary slopes and trenches are properly constructed and maintained in accordance with applicable OSHA guidelines in order to maintain safety and the stability of the excavations and adjacent improvements. These excavations should not be allowed to become saturated or to dry out. Surcharge loads should not be permitted to a distance equal to the height of the excavation from the top of the excavation. The top of the excavation should be a minimum of 15 feet from the edge of existing improvements. Excavations steeper than those recommended or closer than 15 feet from an existing surface improvement should be shored in accordance with applicable OSHA codes and regulations.

7.3.2 The stability of the excavations is dependent on the design and construction of the shoring system and site conditions. Therefore, Geocon Incorporated cannot be responsible for site safety and the stability of the proposed excavations

7.4 Seismic Design Criteria

7.4.1 Table 7.4.1 summarizes site-specific design criteria obtained from the 2019 California Building Code (CBC; Based on the 2018 International Building Code [IBC] and ASCE 7- 16), Chapter 16 Structural Design, Section 1613 Earthquake Loads. We used the computer Geocon Project No. G2559-52-01 - 16 - October 12, 2020
program U.S. Seismic Design Maps, provided by the Structural Engineers Association (SEA) to calculate the seismic design parameters. The short spectral response uses a period of 0.2 second. We evaluated the Site Class based on the discussion in Section 1613.2.2 of the 2019 CBC and Table 20.3-1 of ASCE 7-16. However, we expect the building possesses a period of less than 0.5 second; therefore, the building improvements can be designed based on the soil conditions (ASCE 7-16, Section 20.3.1). The values presented herein are for the risk-targeted maximum considered earthquake (MCE R). Sites designated as Site Class D, E and F may require additional analyses if requested by the project structural engineer and client.

TABLE 7.4.1
2019 CBC SEISMIC DESIGN PARAMETERS
Parameter Value 2019 CBC Reference
Site Class E Section 1613.2.2
MCER Ground Motion Spectral Response
Acceleration – Class B (short), SS

1.217g Figure 1613.2.1(1)
MCER Ground Motion Spectral Response
Acceleration – Class B (1 sec), S1

0.407g Figure 1613.2.1(2)
Site Coefficient, FA 1.200 Table 1613.2.3(1)
Site Coefficient, FV 2.387* Table 1613.2.3(2)
Site Class Modified MCER Spectral Response
Acceleration (short), SMS

1.460g Section 1613.2.3 (Eqn 16-36)
Site Class Modified MCER Spectral Response
Acceleration – (1 sec), SM1

0.970g* Section 1613.2.3 (Eqn 16-37)
5% Damped Design
Spectral Response Acceleration (short), SDS

0.974g Section 1613.2.4 (Eqn 16-38)
5% Damped Design
Spectral Response Acceleration (1 sec), SD1

0.647g* Section 1613.2.4 (Eqn 16-39)
* Using the code-based values presented in this table, in lieu of a performing a ground motion hazard analysis, requires the exceptions outlined in ASCE 7-16 Section 11.4.8 be followed by the project structural engineer. Per Section 11.4.8 of ASCE/SEI 7-16, a ground motion hazard analysis should be performed for projects for Site Class “E” sites with Ss greater than or equal to 1.0g and for Site Class “D” and “E” sites with S1 greater than 0.2g. Section 11.4.8 also provides exceptions which indicates that the ground motion hazard analysis may be waived provided the exceptions are followed.

7.4.2 Table 7.4.2 presents the mapped maximum considered geometric mean (MCE G) seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-16.

Geocon Project No. G2559-52-01 - 17 - October 12, 2020
TABLE 7.4.2
ASCE 7-16 PEAK GROUND ACCELERATION
Parameter Value ASCE 7-16 Reference
Mapped MCEG Peak Ground Acceleration, PGA 0.548g Figure 22-7 Site Coefficient, FPGA 1.152 Table 11.8-1
Site Class Modified MCEG
Peak Ground Acceleration, PGAM

0.631g Section 11.8.3 (Eqn 11.8-1)

7.4.3 Conformance to the criteria in Tables 7.4.1 and 7.4.2 for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive.

7.5 Shallow Foundations

7.5.1 The proposed improvements to the structure south of G Street can be supported on a shallow foundation system founded in compacted fill materials. We anticipate that the upper 3 feet of soil below the foundations will be removed and replaced as compacted fill. Foundations for the structure should consist of continuous strip footings and/or isolated spread footings.

Footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Table 7.5.1 provides a summary of the foundation design recommendations.

TABLE 7.5.1

SUMMARY OF FOUNDATION RECOMMENDATIONS
Parameter Value
Minimum Continuous Foundation Width, WC 18 inches
Minimum Isolated Foundation Width, WI 24 inches
Minimum Foundation Depth, D 24 Inches Below Lowest Adjacent Grade Minimum Steel Reinforcement 4 No. 5 Bars, 2 at the Top and 2 at the Bottom Allowable Bearing Capacity 2,000 psf
Estimated Total Settlement 1 Inch
Estimated Differential Settlement ½ Inch in 40 Feet
Footing Size Used for Settlement 9-Foot Square
Design Expansion Index 50 or less
Geocon Project No. G2559-52-01 - 18 - October 12, 2020

7.5.2 The foundations should be embedded in accordance with the recommendations herein and the Wall/Column Footing Dimension Detail. The embedment depths should be measured from the lowest adjacent pad grade for both interior and exterior footings. Footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope (unless designed with a post-tensioned foundation system as discussed herein).

Wall/Column Footing Dimension Detail

7.5.3 The bearing capacity values presented herein are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces.

7.5.4 We understand the existing foundation system includes conventional shallow foundations. If we were to install piles or mitigate the soil, the building would potentially experience increased differential distress due to the differences in bearing materials. Therefore, we opine the new foundations should be similar to the existing foundations. If desired, tie- beams can be installed and connected to the isolated foundations to help prevent additional settlement due to static and seismic loads. The project structural engineer should evaluate if tie-beams should be installed.

7.5.5 We should observe the foundation excavations prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are similar to those expected and that they have been extended to the appropriate bearing strata. Foundation modifications may be required if unexpected soil conditions are encountered.

7.5.6 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer.

FOOTING
WIDTH , W1

CONCRETE SLAB

SAND AND VAPOR

RETARDER IN

ACCORDANCE WITH ACI
I.. .. I

FOOTING
WIDTH , We

PAD GRADE
(9 J:
~ f
f- a. Ow
00 LL
Geocon Project No. G2559-52-01 - 19 - October 12, 2020

7.6 Concrete Slabs-On-Grade

7.6.1 Concrete slabs-on-grade for the structures should be constructed in accordance with Table 7.6.1.

TABLE 7.6.1

MINIMUM CONCRETE SLAB-ON-GRADE RECOMMENDATIONS
Parameter Value
Minimum Concrete Slab Thickness 5 inches
Minimum Steel Reinforcement No. 3 Bars 18 Inches on Center, Both Directions Typical Slab Underlayment 3 to 4 Inches of Sand/Gravel/Base Design Expansion Index 50 or less

7.6.2 Slabs that may receive moisture-sensitive floor coverings or may be used to store moisture- sensitive materials should be underlain by a vapor retarder. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute’s (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer’s recommendations and ASTM requirements and installed in a manner that prevents puncture.

The vapor retarder used should be specified by the project architect or developer based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment.

7.6.3 The bedding sand thickness should be determined by the project foundation engineer, architect, and/or developer. It is common to have 3 to 4 inches of sand in the southern California region. However, we should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that the foundation design engineer present the concrete mix design and proper curing methods on the foundation plans. It is critical that the foundation contractor understands and follows the recommendations presented on the foundation plans.

7.6.4 Concrete slabs should be provided with adequate crack-control joints, construction joints and/or expansion joints to reduce unsightly shrinkage cracking. The design of joints should consider criteria of the American Concrete Institute (ACI) when establishing crack-control spacing. Crack-control joints should be spaced at intervals no greater than 12 feet.

Geocon Project No. G2559-52-01 - 20 - October 12, 2020
Additional steel reinforcing, concrete admixtures and/or closer crack control joint spacing should be considered where concrete-exposed finished floors are planned.

7.6.5 Special subgrade presaturation is not deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soil should be moisturized to maintain a moist condition as would be expected in any such concrete placement.

7.6.6 The concrete slab-on-grade recommendations are based on soil support characteristics only.

The project structural engineer should evaluate the structural requirements of the concrete slabs for supporting expected loads.

7.6.7 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur.

7.7 Settlement Considerations

7.7.1 Soft clays within the Bay Deposits at the site are potentially subject to consolidation settlement (densification by the removal of water within the soil) under loads imposed by placement of fill or structure loads. The amount of settlement that could occur is a function of how thick the layer is, how compressible the layer is and the magnitude of the new vertical load (weight of new fill or future building loads).

7.7.2 The planned building improvements should be designed with the appropriate settlement.

Table 7.7 provides a summary of the estimated static and seismic settlements for the project.

TABLE 7.7

SUMMARY OF ESTIMATED SETTLEMENT DUE TO STATIC AND SEISMIC LOADING Foundation Type
Estimated Total
Seismic Settlement
(inches)
Estimated Static Settlement
Due to New Foundation
Loads (inches)
Estimated Total
Settlement (inches)
New Shallow
Foundations ½ 1 1½
Geocon Project No. G2559-52-01 - 21 - October 12, 2020

7.8 Exterior Concrete Flatwork

7.8.1 Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations presented in Table 7.8. The recommended steel reinforcement would help reduce the potential for cracking.

TABLE 7.8

MINIMUM CONCRETE FLATWORK RECOMMENDATIONS
Expansion
Index, EI Minimum Steel Reinforcement* Options Minimum
Thickness
EI < 90
6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh
4 Inches
No. 3 Bars 18 inches on center, Both Directions
* In excess of 8 feet square.

7.8.2 The subgrade soil should be properly moisturized and compacted prior to the placement of steel and concrete. The subgrade soil should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content in accordance with ASTM D 1557.

7.8.3 Even with the incorporation of the recommendations of this report, the exterior concrete flatwork has a potential to experience some uplift due to expansive soil beneath grade. The steel reinforcement should overlap continuously in flatwork to reduce the potential for vertical offsets within flatwork. Additionally, flatwork should be structurally connected to the curbs, where possible, to reduce the potential for offsets between the curbs and the flatwork.

7.8.4 Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based on the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing.

Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement.

Subgrade soil should be properly compacted and the moisture content of subgrade soil should be verified prior to placing concrete. Base materials will not be required below concrete improvements.

7.8.5 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should be dowelled into the structure’s foundation stemwall. This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement Geocon Project No. G2559-52-01 - 22 - October 12, 2020
or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer.

7.8.6 The recommendations presented herein are intended to reduce the potential for cracking of exterior slabs as a result of differential movement. However, even with the incorporation of the recommendations presented herein, slabs-on-grade will still crack. The occurrence of concrete shrinkage cracks is independent of the soil supporting characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of crack control joints and proper concrete placement and curing. Crack control joints should be spaced at intervals no greater than 12 feet. Literature provided by the Portland Concrete Association (PCA) and American Concrete Institute (ACI) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction.

7.9 Retaining Walls

7.9.1 Retaining walls should be designed using the values presented in Table 7.9.1. Soil with an expansion index (EI) of greater than 50 should not be used as backfill material behind retaining walls.

TABLE 7.9.1

RETAINING WALL DESIGN RECOMMENDATIONS
Parameter Value
Active Soil Pressure, A (Fluid Density, Level Backfill) 35 pcf Active Soil Pressure, A (Fluid Density, 2:1 Sloping Backfill) 50 pcf Seismic Pressure, S 20H psf
At-Rest/Restrained Walls Additional Uniform Pressure (0 to 8 Feet High) 7H psf At-Rest/Restrained Walls Additional Uniform Pressure (8+ Feet High) 13H psf Expected Expansion Index for the Subject Property EI<50 H equals the height of the retaining portion of the wall

7.9.2 The project retaining walls should be designed as shown in the Retaining Wall Loading Diagram.

Geocon Project No. G2559-52-01 - 23 - October 12, 2020
Retaining Wall Loading Diagram

7.9.3 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining portion of the wall) at the top of the wall. Where walls are restrained from movement at the top (at-rest condition), an additional uniform pressure should be applied to the wall. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added.

7.9.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The retaining walls and improvements above the retaining walls should be designed to incorporate an appropriate amount of lateral deflection as determined by the structural engineer.

7.9.5 The structural engineer should determine the Seismic Design Category for the project in accordance with Section 1613.3.5 of the 2019 CBC or Section 11.6 of ASCE 7-10. For structures assigned to Seismic Design Category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the 2019 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall.

IF PRESENT

RETAINING
WALL
ACTIVE

PRESSURE
H (Feet)
i---FOOTING

SEISMIC
(IF

REQUIRED)

AT-REST/

RESTRAINED
(IF REQUIRED)
Rt. psf
H>8'
Geocon Project No. G2559-52-01 - 24 - October 12, 2020

7.9.6 Retaining walls should be designed to ensure stability against overturning sliding, and excessive foundation pressure. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, it is not necessary to consider active pressure on the keyway.

7.9.7 Drainage openings through the base of the wall (weep holes) should not be used where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The recommendations herein assume a properly compacted granular (EI of 90 or less) free-draining backfill material with no hydrostatic forces or imposed surcharge load.

The retaining wall should be properly drained as shown in the Typical Retaining Wall Drainage Detail. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations.

Typical Retaining Wall Drainage Detail

7.9.8 The retaining walls may be designed using either the active and restrained (at-rest) loading condition or the active and seismic loading condition as suggested by the structural engineer. Typically, it appears the design of the restrained condition for retaining wall loading may be adequate for the seismic design of the retaining walls. However, the active earth pressure combined with the seismic design load should be reviewed and also considered in the design of the retaining walls.

7.9.9 In general, wall foundations should be designed in accordance with Table 7.9.2. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, retaining wall foundations should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope.

PROPOSED
GRADE

CONCRETE BROWDITCH

RETAINING

TEMPORARY

BACKCUTPER
OSHA
OR
Fl 140N FILTER

BRIC (OR EQUIVALENT)

PROPOSED
GRADE
WALL
213 H

GROUND SURFACE

WATER PROOFING PER ARCHITECT

DRAINAGE PANEL (MIRADRAIN
6000 OR EQUIVALENT)
314" CRUSHED ROCK (1 CU, FT,/FT,)

OR WRAP DRAINAGE PANEL
12" AROUND PIPE
•-~f' L TER FABRIC ENVELOPE
~MIRAFI 140N OR EQUIVALENT
4" DIA. PERFORATED SCHEDULE-4,0;J!,!i~~ffl ...,LT ----;;FOOTINi:J '~ 4" DIA. SCHEDULE40 PERFORATED

PVC PIPE EXTENDED TO APPROVED ' PVC PIPE OR TOTAL DRAIN EXTENDED

OUTLET TO APPROVED OUTLET
Geocon Project No. G2559-52-01 - 25 - October 12, 2020
TABLE 7.9.2

SUMMARY OF RETAINING WALL FOUNDATION RECOMMENDATIONS
Parameter Value
Minimum Retaining Wall Foundation Width 12 inches
Minimum Retaining Wall Foundation Depth 12 Inches
Minimum Steel Reinforcement Per Structural Engineer
Maximum Allowable Bearing Capacity 2,000 psf
Estimated Total Settlement 1 Inch
Estimated Differential Settlement ½ Inch in 40 Feet

7.9.10 The recommendations presented herein are generally applicable to the design of rigid concrete or masonry retaining walls. In the event that other types of walls (such as mechanically stabilized earth [MSE] walls, soil nail walls, or soldier pile walls) are planned, Geocon Incorporated should be consulted for additional recommendations.

7.9.11 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time, Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used.

7.10 Lateral Loading

7.10.1 Table 7.10 should be used to help design the proposed structures and improvements to resist lateral loads for the design of footings or shear keys. The allowable passive pressure assumes a horizontal surface extending at least 5 feet, or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance.

TABLE 7.10

SUMMARY OF LATERAL LOAD DESIGN RECOMMENDATIONS
Parameter Value
Passive Pressure Fluid Density 350 pcf
Coefficient of Friction (Concrete and Soil) 0.30
Coefficient of Friction (Along Vapor Barrier) 0.2 to 0.25* *Per manufacturer’s recommendations.

Geocon Project No. G2559-52-01 - 26 - October 12, 2020

7.10.2 The passive and frictional resistant loads can be combined for design purposes. The lateral passive pressures may be increased by one-third when considering transient loads due to wind or seismic forces.

7.11 Site Drainage and Moisture Protection

7.11.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2019 CBC 1804.4 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure.

7.11.2 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time.

7.11.3 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that area drains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes be used. In addition, where landscaping is planned adjacent to the pavement, we recommend construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material.

7.12 Storm Water Management

7.12.1 The United States Department of Agriculture (USDA), Natural Resources Conservation Services, possesses general information regarding the existing soil conditions for areas within the United States. The USDA website also provides the Hydrologic Soil Group.

Table 7.12 presents the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. In addition, the USDA website also provides an estimated saturated hydraulic conductivity for the existing soil.

Geocon Project No. G2559-52-01 - 27 - October 12, 2020
TABLE 7.12

HYDROLOGIC SOIL GROUP DEFINITIONS
Soil
Group Soil Group Definition
A
Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands.

These soils have a high rate of water transmission.

B
Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.

C
Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

D
Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet.

These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

7.12.2 Based on information from the USDA, the property is designated as Huerohuero Urban Land Complex (2 to 9 percent slopes) and is classified as Soil Group D with a saturated hydraulic conductivity rate of 0.00 to 0.06 inches per hour, as shown on the USDA Hydrologic Soil Group Map.

USDA Hydrologic Soil Group Map
Geocon Project No. G2559-52-01 - 28 - October 12, 2020

7.12.3 We should provide storm water infiltration recommendations if storm water management devices are planned.

7.13 Foundation Plan Review

7.13.1 Geocon Incorporated should review the project foundation plans prior to final design submittal to check if additional analysis and/or recommendations are required.

Geocon Project No. G2559-52-01 October 12, 2020

LIMITATIONS AND UNIFORMITY OF CONDITIONS

1. The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record.

2. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated.

3. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field.

4. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years.

B-7
B-4
B-6 B-4
B-3
B-1
APPROX. LIMITS

OF PARCEL A SITE
B-4
B-3
B-1
B-2
B-6
B-5
B-1B-2
B-4 B-3B-5B-6B-13
B-12
B-11
Qudf - 0-2
Qop - 2-16
Gw - 12
Qop - 0-16
Gw - 9
Qb - 11.5
Gw - 8
Qudf - 0-2
Qb - 2-25
Gw - 13
Qudf - 0-23
Qop - 23-26
Gw - 9
Qudf - 0-4
Qb - 4-23
Qop - 23-26
Gw - 13
Qudf - 0-2
Qb - 2-25
Qop - 25-26
Gw - 8
Qudf - 0-5
Qb - 5-16
Qudf - 0-2
Qb - 2-16
Gw - 14
Qb - 0-16
Gw - 8
Qb - 0-26.5
Gw - 8
Qb - 0-51.5
Gw - 8
CPT-6 CPT-4
CPT-5
CPT-3
CPT-1
CPT-2
Gw - 12
Gw - 15
Gw - 10
Gw - 20
Gw - 13
Qudf/
1 COLLINS AEROSPACE REDEVELOPMENT

PARCEL A

CHULA VISTA, CALIFORNIA
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159
PROJECT NO. G2559 - 52 - 01
DATE 10 - 12 - 2020
FIGURE

GEOTECHNICAL ENVIRONMENTAL MATERIALS
Plotted:10/12/2020 3:29PM | By:ALVIN LADRILLONO | File Location:Y:\PROJECTS\G2559-52-01 (Collins Aerospace Redevelopment - Parcel A)\SHEETS\G2559-52-01 Boring Location Map.20.dwg

GEOLOGIC MAP
THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH, SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS NOT INTENDED FOR CLIENT'S USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT.

CLIENT SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT OF SUCH USE OR RELIANCE BY CLIENT. ........UNDOCUMENTED FILL
........BAY DEPOSITS
(Dotted Where Buried)
........OLD PARALIC DEPOSITS
(Dotted Where Buried)
........APPROX. LOCATION OF CPT
(Current Study)
........APPROX. LOCATION OF BORING
(Geocon, 2005)
.........APPROX. LOCATION OF BORING
(Geocon, 1999)
.........APPROX. LOCATION OF BORING
(Geocon, 1980)
.........PREVIOUSLY ENCOUNTERED
GEOLOGIC CONDITIONS (In Feet)
Qudf = Undocumented fill
Qb = Bay Deposits
Qop = Old Paralic Deposits
.........GROUNDWATER DEPTH (In Feet)
B-11
B-6

GEOCON LEGEND
B-7
Qudf - 0-4
Qb - 4-23
Qop - 23-26
Gw - 15
CPT-6
Qudf
Qb
Qop
O' 100' 200' 300' 400'
SCALE 1n=200'(on 11x17)
D
c:=:J
GEOCON

INCORPORATED
■ ■

APPENDIX A
Geocon Project No. G2559-52-01 October 12, 2020

APPENDIX A

FIELD INVESTIGATION
We performed our field investigation on September 29, 2020 that consisted of performing 6 CPTs. In addition, a seismic CPT (SCPT) was performed at CPT-5. The CPTs extended to a maximum depth of approximately 100 feet, and the locations of the CPTs are shown on the Geologic Map, Figure 1. The CPT soundings and the SCPT profile are presented in this Appendix. We located the CPTs in the field using a measuring tape and existing reference points; therefore, actual locations may deviate slightly.

Middle Earth Geo Testing performed the CPTs and SCPT. The soil conditions encountered during the field investigation were automatically logged in a nearly continuous profile of penetration resistance as each CPT sounding was being conducted. The recorded tip stress, sleeve stress, and pore pressure of the soil is used to develop a stratigraphic interpretation of the soil profile. In addition, the SCPT measured the shear waves generated at the ground surface to a depth of 100 feet below the existing ground surface at the location of CPT-5.

Geocon Inc.

Project Collins Aerospace Operator BH-AH Filename SDF(133).cpt Job Number G2559-52-01 Cone Number DDG1530 GPS
Hole Number CPT-01 Date and Time 9/29/2020 7:57:37 AM Maximum Depth 80.54 ft EST GW Depth During Test 20.00 ft
Net Area Ratio .8
Cone Size 15cm squared Soil Behavior Referance*Soil behavior type and SPT based on data from UBC-1983 0 10
20 30
40 50
60 70
80 90
100
0 800
TIP
TSF 0 18

FRICTION
TSF 0 10
Fs/Qt
% 0 300
SPT N
0 12
1 - sensitive fine grained
2 - organic material
3 - clay
4 - silty clay to clay
5 - clayey silt to silty clay
6 - sandy silt to clayey silt
7 - silty sand to sandy silt
8 - sand to silty sand
9 - sand
10 - gravelly sand to sand
11 - very stiff fine grained (*)
12 - sand to clayey sand (*)

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
-
111111111IT1 ~11in
-
~
( ::::= <,__ ~
1; ■ :

C -..2=
--------12' <
= <;;"
..,, C <..... ---,.,_ "'
~ <-----
t---""
[:::=
c;::
?
<-'.
~ = [::::, =-
=== -L----- -.:
5 1....-----"'
c
r---- "'3 ~
•
...
< ::::= ~= < -~ ~ ~ [3'
- - ,,--
)
~ ...
~
~ ~ -{ -,:, ...
~ L. _,, _:a I ...
{p
f
~
~
■-
E:'"
~
.,.

F""
--= ~
-:;. =--
<:::::
p
~ I-?'""
i--- p
~
~
-
~ ;'
i; { C5 ,,, >
'-------F>
~ 7 [? 11111 s- = c=: --.. --p,-
~ ___::s;; ,::::-F> -___, <
l1
< < ~ D
- <'. ~ .. c::: ~ - ,_
_[::3=
~
-
■ ■ ■ ■
■ ■ ■ ■
■ ■ ■ ■
Geocon Inc.

Project Collins Aerospace Operator BH-AH Filename SDF(134).cpt Job Number G2559-52-01 Cone Number DDG1530 GPS
Hole Number CPT-02 Date and Time 9/29/2020 9:18:08 AM Maximum Depth 80.71 ft EST GW Depth During Test 13.00 ft
Net Area Ratio .8
Cone Size 15cm squared Soil Behavior Referance*Soil behavior type and SPT based on data from UBC-1983 0 10
20 30
40 50
60 70
80 90
100
0 800
TIP
TSF 0 18

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
-
111111111IT1 ~11in
-
ti: C ~
f rt ==-
I<---..... ::?-
( 'i:r- .... ....
~
I<- p 1 ~
I=-
7 ='
I)
[
<:
~~
- ~
"" >
,!_ «:
~~
C:
> < .... -= < < ...
/ = 2: C s
~
_? -~ ;; [)
__:s:- z 1 "" '--
<
=-
{ -K
s;:-
~
{
i-=-
- p
■ L ~
s
~
~
---==~
~
r----~ """'------ ~
-~
~
- c':; F=--
~
~
[!:,, =
- ~-
1-==
-~
~ r=- "" - = --I'-- r-------
? ,5 i - --
-== ~
-
■ ■ ■ ■
■ ■ ■ ■
■ ■ ■ ■
Geocon Inc.

Project Collins Aerospace Operator BH-AH Filename SDF(136).cpt Job Number G2559-52-01 Cone Number DDG1530 GPS
Hole Number CPT-04 Date and Time 9/29/2020 11:18:16 AM Maximum Depth 80.54 ft EST GW Depth During Test 10.00 ft
Net Area Ratio .8
Cone Size 15cm squared Soil Behavior Referance*Soil behavior type and SPT based on data from UBC-1983 0 10
20 30
40 50
60 70
80 90
100
0 800
TIP
TSF 0 18

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
-
111111111IT1~11in
-
( ~
-I':'.-.-
( - -~
z:::::_
-~
~
s- = < ,s---
~ ---
s ·( ___ , __ <~
.... ... ....
2 -z.__
1:7
~ ~
F7 < ~~
-c 3 _ _.sP ~ - .... '----
v= ~I>
-£
4 F
...
?
~I=
~~
-.:; ...
<~ <
--
,,-I"- <
c::__ -=
l
...
[3
< ::,.
r~ l 7 I'--
l_ .:,_ ...c.
t> = = r---- I
~ ----5""
1 I=" r----
rJ 7 !
-
.., ...___
<:._ z.. s w ~ ~
~
~ "' ---= I--" - ,...
c_ < - -=- F=-
~ -=
I="'
~ ==
~
~ ~ ~ = -=- ::5a
■ ■ ■ ■
■ ■ ■ ■
■ ■ ■ ■
Geocon Inc.

Project Collins Aerospace Operator BH-AH Filename SDF(137).cpt Job Number G2559-52-01 Cone Number DDG1530 GPS
Hole Number CPT-05 Date and Time 9/29/2020 12:54:48 PM Maximum Depth 101.05 ft EST GW Depth During Test 15.00 ft
Net Area Ratio .8
Cone Size 15cm squared Soil Behavior Referance*Soil behavior type and SPT based on data from UBC-1983 0 10
20 30
40 50
60 70
80 90
100
0 800
TIP
TSF 0 18

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
-
111111111IT1~11in
-
r
<_ b-
~
,-
= )
E]
..::; ==-
l.--,,--
~
> = i--:::,
~
~ l..§ c :=> ~
~
~
<
:3 IIIE
-
p --= ?
•
== ...
~
= "-- <-.. ---_'.::, ..,.;: - _j -
~
-s::: - -~ ... """ .c ==- <t:==- ..
~
~ ~ ==-
!I c :::=- )r~ "~
:;;;;~
C
p,.
-::.._ .,__
L le.._
-
l...l'--..._ "'Z... "">
«::;_
~ \__
I= , .....

CB>-
1= ~
= ~
~
-
~
~
[ ,:;: __.. ==,.. -.::;
-
~
::=o- ~.,,. 5 ~ ~
' - c,-.

I~
= L L~ f ::,.
~ = F \
<'
,i..s
~ ~ ) ~
"'i-= ~
-,- =
i ii l ? :~;/" ii
~ ~ -r-=
~-- = "-. ..
l.... ~ b.
~
~
~
"'::;;
~
-
i::::=.- ~
■ ■ ■ ■
■ ■ ■ ■
■ ■ ■ ■
Geocon Inc.

Depth 4.99ft
Ref*
Arrival 7.66mS
Velocity*
Depth 10.01ft
Ref 4.99ft
Arrival 14.14mS
Velocity 602.76ft/S
Depth 15.03ft
Ref 10.01ft
Arrival 20.15mS
Velocity 754.10ft/S
Depth 20.01ft
Ref 15.03ft
Arrival 26.09mS
Velocity 796.20ft/S
Depth 25.03ft
Ref 20.01ft
Arrival 30.70mS
Velocity 1053.91ft/S
Depth 30.02ft
Ref 25.03ft
Arrival 36.25mS
Velocity 879.42ft/S
Depth 35.01ft
Ref 30.02ft
Arrival 41.17mS
Velocity 997.26ft/S
Depth 40.03ft
Ref 35.01ft
Arrival 45.62mS
Velocity 1113.86ft/S
Depth 45.01ft
Ref 40.03ft
Arrival 49.37mS
Velocity 1317.54ft/S
Depth 50.03ft
Ref 45.01ft
Arrival 52.34mS
Velocity 1678.32ft/S
Depth 55.02ft
Ref 50.03ft
Arrival 55.70mS
Velocity 1475.47ft/S
Depth 60.04ft
Ref 55.02ft
Arrival 60.15mS
Velocity 1121.54ft/S
Depth 65.03ft
Ref 60.04ft
Arrival 65.15mS
Velocity 993.12ft/S
Depth 70.05ft
Ref 65.03ft
Arrival 70.00mS
Velocity 1032.54ft/S
Depth 75.03ft
Ref 70.05ft
Arrival 74.29mS
Velocity 1156.92ft/S
Depth 80.05ft
Ref 75.03ft
Arrival 78.90mS
Velocity 1086.01ft/S
Depth 85.04ft
Ref 80.05ft
Arrival 82.49mS
Velocity 1384.29ft/S
Depth 90.06ft
Ref 85.04ft
Arrival 86.48mS
Velocity 1257.13ft/S
Depth 95.05ft
Ref 90.06ft
Arrival 90.46mS
Velocity 1249.21ft/S
0 20 40 60 80 100 120
Depth 100.07ft
Ref 95.05ft
Arrival 94.37mS
Velocity 1282.83ft/S
Time (mS)
Hammer to Rod String Distance (ft): 5.83
* = Not Determined
COMMENT:

CPT-05
Collins Aerospace
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~
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~ ~ - i== I
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~

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Geocon Inc.

Project Collins Aerospace Operator BH-AH Filename SDF(138).cpt Job Number G2559-52-01 Cone Number DDG1530 GPS
Hole Number CPT-06 Date and Time 9/29/2020 2:34:19 PM Maximum Depth 80.54 ft EST GW Depth During Test 12.00 ft
Net Area Ratio .8
Cone Size 15cm squared Soil Behavior Referance*Soil behavior type and SPT based on data from UBC-1983 0 10
20 30
40 50
60 70
80 90
100
0 800
TIP
TSF 0 18

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
-
111111111IT1~11in
-
~ (_ ~ --~ ~
: 1=
C ::'::=--
~
-
L
( ~
\
?::,, -=~
i----.... "-;:= ,- -~
V
~
.:_
1 I=
~ =
~ - -<::
>
-::, :::,
l p
-~
-;::;; I?-
~
~
~ r=-
J
~ .....
~
!!I;; b < ? < ~;;-
< I=
L ·~ -=-- 2::::._
•
= ~ r---. .,cP> ~
••I"'
L.__ _.r __,-
<(
[;==- -=
~ ~ ~
~I"'---
-- 1=-....... -_r- ~ ~=
-==
c- -r,.
v-= c...... L f.. .. - I--- - h- ~
L.--r "=--.....
~
~ ~--=- h- ~
~
~
r
= (~ ,~
-
c;;
:'.>
~ f
■ ■ ■ ■
■ ■ ■ ■
■ ■ ■ ■

APPENDIX B

BORING LOGS AND LABORATORY TESTING RESULTS
FROM

OOMPA PROJECT ON GOODRICH PROPERTY

PREPARED BY GEOCON INCORPORATED
DATED SEPTEMBER 12, 2005
PROJECT NO. 07050-22-30
FOR
COLLINS AEROSPACE REDEVELOPMENT SITE  PARCEL A

NORTHWEST CORNER OF H STREET AND BAY BOULEVARD

CHULA VISTA, CALIFORNIA
PROJECT NO. G2559-52-01
PROJECT NO 07050-22-30
Cl'. BORING B 1 ~ UJ--=- ~ wl >- w
i
- ~ f-DEPTH
"
SO!L ~ !,!:: u5 r:, Cl'. !z
SAMPLE 0
~gr/!
zu.
§~ IN .., w(j 0 CLASS
ELEV. (MSL.) -16.5' DATE COMPLETED 07-12-2005 O· NO. z w-o >- lb, FEET io ::, (USCS) z u,.., oz :::, 0 wwro 1§ :,;g
Cl'. EQUIPMENT CME75 0. IY -
"

MATERIAL DESCRIPTION
- 0
I 'l
ORA. VEL 4" thick
I- - FILL -Bl-1 i:I , SM Loose moist moderate bro'Ml._ Si11v. fine SAND L 2 - B1-2 ty:

BAY POINT FORMATION 76 124.0 11.7
L -
Hard, moist, medium brown, Sandy CLAY -
I- 4 -
~
I-
L - I-
Bl-3 CL 50/6" 120.2 13.4
L 6 -
s%
I-
,_ - I-
,_ 8 - ?✓ L
-------------------------- ·- ------ --- ---;//; Dense, moi.:,i, moderate olive brO\:vn, Clayey, fine SAND with l" to 2" L -
fj}i
stiff to hard clay layers I-
L 10 - I-
Bl-4
fi;f
SC 41
L - L
I- 12 - P,' ;; "l- L
-Groundwater depth of 12' at the end of drilling
L -
l{f;
I-
L 14 - -1' L
5/;;; -Groundwater depth of 14' during drilling ,_ - L
Bl-5 .;/ 39 105.7 20.1
I- 16
BORING TERMINATED AT 16 FEET
Backfilled with approximately 5.5 cu. ft. of hydrated bentonite chips Figure A-1, 07050-22-30.GPJ
Log of Boring B 1, Page 1 of 1

SAMPLE SYMBOLS
□ ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
ll ... STANDARD PENETRATION TEST
~ .. CHUNK SAMPLE
■ .. , DRIVE SAMPLE (UNDISTURBED)
_J'. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OfHER LOCATIONS AND TIMES.

PROJECT NO 07050-22-30
r i
-
-
-
~
L
'
~
~.
' '-
-
-
~
-
DEPTH
IN
FEEf
0 2
4 6
8 10
12 -
-
-
-
-
-
-
-
-
-
-
-
SAMPLE
NO.

B2-1
B2-2
B2-3
B2-4
-B~
l?i; : I:,·'//,_
15;: I(:
✓2,__
'l-
"f
'
SOIL
CLASS
{USCS)
BORING B 2
ELEV, (MSL) -12,3' DATE COMPLETED
CME75 EQUIPMENT

MATERIAL DESCRIPTION
07-12-2005
\
4"ASPHALT
'---+--'4'-"..LA>,G,>Gl!REsi•eSG,tAl.!TE£•c.!B!!.Ae;SesEc,-,-,---------------_,i ,__

BAY POINT FORMATION
SC Very dense, moist, moderate yellowish brown, Clayey SAND ---+·---------------------------Very hard, moist, moderate brovm, CLAY with sand CL
-----l---------------------------------Very dense, wet, pale yellowish brown, poorly graded, fine to medium SAND -Groundwater deplh of9' at the end of drilling
SP -Groundwater depth of 1 O' during drilling
74 120.4 13.!
I-
._ ___ ...... ___ ----
I
I-
92110" 117.7 12.5
._ ___ .._ ___ ----
I-
52 I- - I- ---~+--+---------------------------------1-Vety dense, wet to saturated, pale yellowish hrmvn, well graded, fine to -1----· ---·
C
'--
I
"
-
1 :
' ' I
I
14 -
- L B2-5
16 ...
•.· SW coarse SAND
BORING TERMINATED AT 16 PEET
Backfilled with approximately 5.5 cu. ft. of hydrated bentonite grout, capped v.~th concrete
54 I 12.1 15.1
Figure A-2, 07050-22-30.GPJ
log of Boring B 2, Page 1 of 1
SAMPLE SYMBOLS □ ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] ... STANDARD PENETRATION TEST
.::J ... CHUNK SAMPLE
■ .-, DRIVE SAMPLE (UNDISTURBED)
J'.: ... WATER TABLE OR SEEPAGE
NOTE· THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

ITIS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.

PROJECT NO 07050 22 30 - -
"' BORING B 3 Zw- j':: UJ ~
~
"" Q () r-= f- 1-, z !:!:: u5 ";' "'-DEPTH
~
SOIL :::, f-
IN SAMPLE & ;'5 "' ~l½ f- z
0 0 CLASS ELEV. (MSL.) -12' DATE COMPLETED 07-11-2005 f- "' s: 0(.) !21!:' NO. i': z w-o >- ec. oz FEET :::, (USCS) z"'-' :::, ii!

UJ UJ CX)
is 23
EQUIPMENT CME75 o."' -Cl

MATERIAL DESCRIPTION
- 0
l'l
ASPHALT 4" thick
- - FILL -
83-1
1!1
SM
- 2 - Loose, moist, medium brown, Silty SAND - - ""' .. B3-2 '77-L-.·. - - BAY DEPOSITS f-
•. . CL _ Hard, moist, moderate brown, CLAY v.rith fine sand __________ - 4 - .,... 7 _./ ----- i----~ ---· . .I l Very dense, moist, moderate yellmvish brown, Silty, fine SAND L - 111 B3-3 92 102.9 20.9
- 6 -
111
SM f-
- . I -
. l:_d Iv ~---8 -------------------------------- '----~ ---Medium dense, wet to saturated, moderate ydlovvish brown, poorly graded, .
- fine to medium SAND with silt -
- 10 - -B3~4 SP-SM 18
- - I -..

L 12 - -2" clay layer -
' -
' 14 c. ------------------------------· ---- 1----· ---· Dense, saturated, medium yellow hro,M1, poorly graded, fine to medium L - SAND -B3-5 41 114.6 16.1
L 16 - -
' L
L 18 - '-·
L - SP
I-
L 20 - . I-
B3-6 34
' L
L 22 - L
.

L - I-
L 24 L
' - L
BJ-7 . -- - .. • 7 . L 26 BAY POINT FORMATION
\
Hard, moist, moderate olive brown and dark yelluwish ornngc, CLAY with I sand
BORING TERMlNATED AT 26 FEET
Backfilled with approximately 9 cu. fl_ of hydrated bentouite grout, capped wi1h concrete
Figure A-3, 07000·22·30.GPJ
Log 01' Boring 8 3, Page 1 of 1

SAMPLE SYMBOLS
□ ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] ... STANDARD f·'ENETRATION TEST
~ CHUNK SAMPLE
■ .. , DRIVESAMPLE(UNDISTURBED)
,J: WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTNER LOCATIONS AND TIMES PROJECT l~O 07050-22 30 - -
O'. BORINGB 4 zUJ_
~ llii 8
UJ
Qot DEPTH !;;' SOIL t-z_ !!/.;" ~ 'z IN SAMPLE .J ~ iii ;'.5 U) ~q 0 CLASS ELEV. (MSL.) -12.3' DATE COMPLETED 07-11-2005 tu !£2 ~ !!!~ NO :c z >- I!, FEET t- :::, (USCS) z"'.J oz ::, fi! UJ UJ"' is :;;g
EQUIPMENT CME75 "-°'-
"
MATERIAL DESCRIPTION ,_ 0
-~-
' ASPHALT3" thick ' !- FILL -B4-l ,_ 2 . Hard, moist, moderate brown, mottled black, Sandy CLAY -B4-2 CL 98 94.2 13.3 ,_ - ½ -
'--· 4 -
"[/)

BAY DEPOSITS
!- - Hard, moist. moderate to dark yellowish brown, CLAY with sand 1-- B4-3 CL 60 ,_ 6 -
1 1f00.
,_
,_ - ,_
!- 8 - ·/ ,_ ------------------------- -----· I---- 1----· 1----· I;/~ Medium dense, moist, moderate to dark yellowish brov,m, Clayey SAND ,_ - !~
I-
,_ 10 - ,_
D4-4 18
-
.
11:////,
1--
L. 12 -, 1--
- r, ,) 'f' SC ,_
L 14 - II</·. ,_
1:11 ~Wet to saturated below 13 feet
"·· - 1--
B4-5 I/>/ 32 110.4 19.3 I- 16 - V/ ,_
- i:;:; -,_ 1H - ------------------------------- ---- 1....--- ----. Medium dense, saturated, pale yello-w:ish brown, poorly graded, fine to ,_ - medium SAND -,_ 20 - -D4~6 ' SP -Possible slough 11 - -.. ~
22 - -
- -
½

BAY POINT FORMATION
C 24 - Hard, moist, moderate olive brown, CLAY
~
CL
- -
~
1--B4-7 72 102.8 21.5
~
26 BORING TERMINATED AT 26 FEET
Backfilled with approximately 9 cu, fl, of hydrated bentonite grout, capped with concrete
Figure A-4, 07050.22-30.GPJ
Log of Boring B 4, Page 1 of 1
SAMPLE SYMBOLS □ .. SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] ... STANDARD PENETRATION TEST
f.:j . , CHUNK SAMPLE
■ ... DRIVE SAMPLE (UNDISTURBED)
~ ... WATER TABLE OR SEEPAGE
NOTE· THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.

PROJECT NO 07050-22 30 " .
.
5 ., .
"' BORINGS Zw- F' w1' >- w Qoi--: 0 I-
1-ZIL ~;;:- er-DEPTH
g ~ SOIL
o'i !S io
::,I-

IN SAMPLE
w(j ,-z 0 Cl CLASS ELEV. (MSL) -11.5' DATE COMPLETED 07-11-2005 tu !Q ~ Cl· u,W FEET NO. I z >- e,, 0 !z I-
~
(USCS) z"' .J
i .. w w ro
"' :,;g ::,
EQUIPMENT CME75 a. "' - 0 0
MATERIAL DESCRIPTION ,_ 0
I' l
ASPHALT 4" tl1ick ' "
FILL I-llS-1 1 I 1
SM Loose. moist moderate brown Siltv SAND 2 "
115-2 ~?;: BAY DEPOSITS 5016" 106.l 7,6 - "
?~
Dense, moist, moderate brown, Clayey SAND
I-
- 4 " I-
..
ri
I-BS-3 42 ll5.2 14.7 - 6 "" I-
- - :::(/; I-
! ·::f 8 " I-
j;:.

SC - I-;
10 - / ' I-
B5-4 1/ / 34 -
1?/
I-
I
r 12 - I-
I/·'/ .'f'. I-! -
ti/ 14 • I-I
c//; - ------· 1---- t----
D5.5
1'11 Dense, wet to saturated, moderate brown, Silty SAND 41 103.2 23.6 16 - I- I I -
1 1 1
I-
18 - I I-
I l I-
1 11
I-
SM
r 20 - 111
I-
' B5-6 39 I-
- 11 l
I-
I- 22 -
1 1 I
I-
- - I 11
I-
24 - . I.· I-
'- I , I
BORJNG TERMINATED AT 25 FEET
! Backfilled with approximalely 8,5 cu. ft o.fhydrated bentonite grout, capped with concrete
i
' i
i
Figure A-5, 07050-22-30.GPJ
log of Boring B 5, Page 1 of 1
SAMPLE SYMBOLS □ ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] ... STANDARD PENETRATION TEST
~ ... CHUNK SAMPLE
■ .. DRIVE SAMPLE {UNDISTURBED)
..'f .. WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONL YATTHE SPECIFIC BORING OR TRENCH LOCATION ANDATTHE DATE INDICATED.

IT 18 NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.

PROJECT NO 07050-22-30
Cl'. BORINGB 6 z UJ - i'.: ll!l >- UJ
Qu1;:·
"'
,_ ,_ z 00--:-, DEPTH
g ~
SOIL
g~µJ
~~ ~ ~ IN SAMPLE
0 0 CLASS ELEV. (MSL.) -11.5' DATE COMPLETED 07-11-2005 "' ;: (/) w NO. r z w-o ,_ e, 5~ FEET ::J (USCS) z"'-' ,_ w"'ro Cl'. :.3 :::, ~ EQUIPMENT CME75 !l. "' - 0
"'
MATERIAL DESCRIPTION ,_ 0
I½ .. ' ASPHALT 3" thick , - . BAY DEPOSITS I-B6-1
V:

Very stiff to hard, moist, moderate to dark yellowish brown, CLAY with sand ... 2 ,_ -
~
-
,_ 4 - -CL
'" - 1// -B6-2 76 115.4 16.4 ,_ 6
~
-
,_ . ,_
,_ 8 .
~
,_
,_ - I'll'
---------------------- ,__ - ---· r----
(?) T1;;ahtmctetire,~ .. et, moderate yellowish brown, Clayi.:,'Y SAND with layers ,_ 10 - (1" to 2") of clay, micaccous I-B6-3 SC JO ,_ - 1;,, -/ ,_ ,_ 12 -
l;J
,_
,_ - ,_ -------------------- 1---- t----· r-----.

M;iiumd-;;1sc, wet, dark yellowish brown, poorly graded, fine ,_ 14 • ' micaceous ,_ ~ . ' ,_ B6A 25 109.3 17.4
~
16 • ,_
,_ - SP -,_ 18 - -- - ..
-,_ 20 - -B6-5 . 20 ,_ - ,_
,_ 22 • ,_
-
..
[ V:

BAY POINT FORMATION 24 - I-Jard, moist, pale yellowish brown, CLAY ,_ CL ,_ - ~
,_ B6-6 40 103.8 21.5 ... 26
BORING TERMlNA TED AT 26 FEET
Backfilled with approximately 9 cu. fi. of hydrated bentonite grout, capped with concrete
Figure A-6, 07050-22-30.GPJ
Log of Boring B 6, Page 1 of 1

SAMPLE SYMBOLS
[] ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] .. STANDARD PENETRATION TEST
~ CHUNKSAMPLE
■ ... DRIVE SAMPLE (UNDISTURBED)
!'- ... WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT 0Tf1ER LOCATIONS AND TIMES. ,,--
PROJECT NO 07050-22-30
'
-
-
\-
'-
L
-
, ..
'-
I
r
-
-
[;_
!
-
--
"-
-L
i;....
i
~
!···
C.

I
[
' '-
i
I
DEPTH
IN
FEET
0 2
4 6
8 -
-
-
-
-
-
-
-
10 -
-
12 '''
.
14 -
-
16 ~
-
18 -
-
20 -
-
22 ·-
-
24 *
-
28 -
-
28 -
30 -
SAMPLE
NO
B10-l
1310-2
B!0-3
B!0-4
B10-5
lllO-6
B!0-7
BJO-8
jj:;;· . ;/
~
lv;0_-__ •
/
/ 17;~ I-
I?//
//
///// // .!. .(/ /
t~ .. ;~-~
I I
111
111 . I 7181;{
/~~f
" ~ / /
//
I½ :~ ...

I I I
11 I
-I I l
I I
1 11 il .
\
SOIL
CLASS
(USCS)
SC
CL
SC
SM
CL
CL
SM
BORING B 10
ELEV. (MSL.) -10,5' DATE COMPLETED
CME75 EQUIPMENT

MATERIAL DESCRIPTION
ASPHALT 2" fl1ick
liJLL
Mt.-dium dense damn Ii 1ht to dark brown, Clave" SAND

BAY DEPOSITS
Stiff, moist, dark yellowish brovm, CLAY with sand
07-27-2005
I
-------------------------------M(X\ium dense, moist, moderate yellowish brown, Clayey SAND ---------------------------------Medium dense, wet to saturated, dark yellowish brown, Silty, medium -grained SAND
----------- -·--------------Stiff; moist, datk reddish brown, CLAY

BAY POINT FORMATION
Hard, moist, light olive gray, CLAY
------------------ -----------Very dense, moist, olive brown and reddish brown mottled, Silty SAND BORING TERMINATED AT 31 FEET
J3ackfilled with approximately 10.5 cu. ft. of hydrated bentonile chips, capped with concrete
-
!5 100.9 23.9
L
<-
L
31 116.2 16.3
L
<-
..,_ ___ --- ---·
L
I-
21 L
---- ,1....---· ---·
<-
<-
L
1---- ,t.--W,4..9-. ~(j..

L
-
-
- 30
-
-
-
-
--4i:JA'!.- ~ -1-0+.2-. ......J,.t..,J-.
-
<-
L
L
<- 5016"
Figure A-10, 07050-22-30.GPJ
log of Boring B 10, Page 1 of 1
SAMPLE SYMBOLS □ ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ■ ... DRIVE SAMPLE (UNDISTURBED) ~ ... DISTURBED OR BAG SAMPLE ii,J ... CHUNK SAMPLE .!. ... WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED.

IT IS NOTWARRAJ\ITEDTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.

PROJECT NO 07050-22 30 -
"' BORING B 11 z w- f'.: wl >- '" Qo1,:·
g
f- >-Z_ !110:- "'f-DEPTH
~
Sal
g ;","" ::,z

IN SAMPLE
~q ~~ §
0 CLASS ELEV. (MSL.) DATE COMPLETED 07-27-2005 "' 5 FEET NO. z ~u59 >- lb. oz ::, (USCS) :; 8 ::, ii! "'w"' "' EQUIPMENT CME75 a."' - 0
CJ

MATERIAL DESCRIPTION
' 0 Bll-1 1::-c_-::

IT-£:::-..::

FlLL
- ..
111 ~- ___ Stiff.J!ty. broW1.1,SandvCLAY _________________ _/ L......--- 1.... ___ ----
' l.. 2 -
1 1 1
Loose to medium dense, dry, reddish brown, fine-grained Silty SAND L- B11-2 6.4
L -
1 1 1 SM
~
' 4 - . 1 .• f..
l.. -
·i:~<
BAY DEPOSITS '-Bll-3 Medium dense, dry to damp, brown with white, Clayey, medium-grained 56 112.0 5.5 ,_ 6 - ~ SAND
' -
111
f..

L 8 - '-
L - I/ "/
~
L 10
lit
SC f..

I Bll-4 23
:;;:
f..
12 - L-
' /; /' -Becomes moist to wet
t.. - 1//:/; ~
- 14
Vt
f..

L - ~
Bll-5 -Medium-to coarse-grained sand 27 1!4.0 15.4
l.. 16
BORJNG TERMINATED AT 16 FEET
Backfilled with approximately 5.5 cu. ft. of hydrated bentonit·e chips '
'
Figure A-11, 07050-22-30.GPJ
log of Boring B 11, Page 1 of 1
SAMPLE SYMBOLS □ ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
[l .. STANDARD PENETRATION TEST
iJ ... CHUNK SAMPLE
■ ... DRIVE SAMPLE (UNDISTURBED)
!'.- ... WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.

PROJECT NO 07050 22 30 . .
"' BORING B 12 Zw- /: i!!l >- w
~~ti CJ >- uj.-.-DEPTH 0 ~
SOIL
ti~l(l- ti]~ ~~ IN SAMPLE ...,
~
Cl CLASS
ELEV. (MSL.) DATE COMPLETED 07-27-2005 >- "' 0 q ~~ NO z wu59 >- I,, FEET >- :::J (USCS) oz 2 wm 15 ::.g ::, al CME75 ~o-::-EQUIPMENT (9

MATERIAL DESCRIPTION
0 l~
FILL Bl2-1 SC __ ~ .
r--- Loos§..filY.,Jillh:LbJOwt1.._Clny__ey_.)1n~ined SAND ______ ___ J t---- 1----· 1----· 11 ___ CL Stiff moist. dark brown Silt I CLAY ~ 2 .

Hl2-2 1::-/_:; BAY DEPOSITS 18 93.9 5.2
~ .
td.:<
Medium dense, damp, brown, Clayey SAND
~
,_ 4 .. SC >-
... . ,~//;
;:.-._'«}.-Bl2-3
~
-----------------------· ...... ..:J-0+.4-" 1--4.5--
~ 6 . Very stin; damp, dark brown, Sandy CLAY ~
~ . ,-
c~
CL
"· 8 - f-
~ - -
-~ 10 - --------------
.._ ____ ---·
i Bl2-4 / /V Very hard, damp, dark brown, Silty CLAY ·with sand -so/6•;- - -i
/ / /V CL
~ 12 - / /1/I/
-
I ? ~ I- --- ~--- 1----· ---· - - '/ y .'!!' Very stiff, wet to saturated, dark grayish bruvm, Sandy, Silty - L 14 - ,%')
/ •
-
,A I' CL
- -
tr~ -Bl2--5 32 100.9 22.6 - 16
BORINGTERMINA1EDAT 16 FEET
Backfilled with approximately 5.5 cu. tt. of hydrated benionite chips i
Figure A-12, 0705()...22·30.GPJ
log of Boring B 12, Page 1 of 1

SAMPLE SYMBOLS
[] .,, SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] STANDARD PENETRATION TEST
~ .. CHUNK SAMPLE
■ ... DRIVE SAMPLE (UNDISTURBED)
.Y_ ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES PROJECT NO 07050-22 30 .
n: BORING B 13 Zu,- r: ti!l >- UJ Qoi-:
8 ~ ~Z!:!;: w~ DEPTH SOIL z u, :::, I-SAMPLE
~ F~"' I- z IN _,
CLASS
07-12-2005 (I) ;;: UJ" !2 J!:, §! ELEV. (MSL.) -11.5' DATE COMPLETED □· NO. z w-0 >- e,, FEET :::, {USCS) z (I) _, oz I- w"'"' "' :.g :J 0 n: EQUIPMENT CME75 (l_"' - □
<!)

MATERIAL DESCRIPTION
I- 0
1:%
' ASPHALT 3" 1hick ' I- - BAY DEPOSITS r
lll3-! Hard, moist, moderate brown, Sm1dy CLAY; trace gravel 2 - ~
,-
109.6 18.4 B13-2 39 - I-
4 - r
I- -
·X
r
B13-2 CL 77 111.9 18.0
~ 6 .
//
,-
~ . r
I- 8 -
½
"l- -~Groundwater depth of 8' at the end of drilling

I- - -/'
I- 10 -
~;
l' -IllJ-3 ~Groundwat(;,'f depth of 1 O' during drilling 20 I- -
10 ~Becomes finn, wi1h 3"~6" inferbcd~ ofloose clayt-'Y simd - I- 12 - -
" -
f~
-
~ 14 -
<%
-
I- ,-BB-4 58
I- 16
BORING TERMINATED AT 16 FEET
Backfilled with approximately 5.5 cu. £l. of hydrated bentonite grout, cnpped with concrete
Figure A-13, 07050-22-30.GPJ
Log of Boring B 13, Page 1 of 1
SAMPLE SYMBOLS □ .. SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE
I] ... STANDARD PENETRATION TEST
iJ ... CHUNK SAMPLE
■ .. DRIVE SAMPLE (UNDISTURBED)
.J'._ ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.

IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.

APPENDIXB

LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were tested for their in-place dry density and moisture content, shear strength, gradation, permeability, and compaction and consolidation characteristics. Selected soils samples were also tested for R-value, thermal resistivity, pH, resistivity, and water-solnble sulfate content. The results of our laboratory tests are presented in Tables B-I through B-VI and on Figures B-1 through B-3. The in-place dry density and moisture content of the samples tested are presented on the boriug logs, Appendix A.

Sample
No.

B3-2
B3-7
B4-5
B5-5
B9-5
Sample
No.

B2-1
B9-1
TABLE B-1

SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS
ASTM D 3080-03
Sample
Top Depth Dry Density Moisture Unit Cohesion
(feet) (pct) Content(%) (psi)
2 102.9 20.9 300
25 103.7 22.8 320
15 110.4 19.3 290
15 103.2 23.6 320
15 94.0 29.3 720
TABLE B-11

SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND

OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-02
Angle of
Shear
Resistance
(degrees)
39 32
37 31
32 Sample Maximum Optimum
Top Depth Description Dry Density Moisture Content
(feet) (pct) (% dry wt.)
I Dark brown, Clayey SAND, 131.2 9.2 trace gravel (SC)
1 Dark reddish brown, Sandy 127.6 8.6 CLAY, trace gravel (CL) Project No. 07050-22-30 September 12, 2005
I
'
TABLE B-111
SUMMARY OF LABORATORY POTENTIAL OF HYDROGEN (pH)

AND RESISTIVITY TEST RESULTS
CALIFORNIA TEST NO. 643
Sample No. Sample Top Depth pH Resistivity
(feet) (ohm centimeters)
Bl-I 1 7.4 3380
Bl0-1 0 7.9 390

TABLE B-IV

SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417
Sample No. Sample Top Depth (feet) Water Soluble Sulfate(%) Sample
No.

Bl3-I
Sample
No.

B4-3
B7-3
BS-5
Bl-I 1 0.040
BIO-I 0 0.290

TABLE B-V

SUMMARY OF LABORATORY R-VALUE TEST RES UL TS
CALIFORNIA TEST NO. 301
Sample Top Depth Description R-Value (feet)
I Dark reddish brown, Sandy CLAY, Less than 5 trace gravel

TABLE B-VI

SUMMARY OF LABORATORY PERMEABILITY TEST RESULTS
ASTM D 5084-00
Sample Top Depth Description Permeability
(feet) (cm/sec)
5 Dark brown, Sandy, lean CLAY 4.99E-09
5 Dark yellowish brown, lean 6.36E-09 CLAY with sand
25 Olive, fat CLAY l.JSE-08
Project No. 07050-22-30 - B-2- September 12, 2005
~
PROJECT NO. 07050-22-30
GRAVEL

COARSE FINE COARSE
3" 1-1/2" 3/4" 3/8" 4 110
100 ·r· j·
'
I I
90 1, L
I I
I I
80 I I .. -·-- ---11
I
I
I- 70 --- I--I I ~
UJ I
s 60 II
I >-OJ I
Q'.
50 I
UJ I-
z " U:: I
I- I
z 40
UJ I u
Q'. I
UJ 30 1,

0.. I
I
20 I
JI
I
I
10 t-- -- -~-r- ·rJ
I
I
0 L,.,,_,,,,,_
1 SAMPLE DEPTH (ft)
..

Cll
B4-4
87-4
B8-4

10.0 SC

10.0 CL

20.0 SC
SAND

MEDIUM FINE SILT OR CLAY
U.S. STANDARD SIEVE SIZE
116 20 30 4p 5060 1QO 2 0
I I
' "r,, I ,,._
' II
• "' "'\ I
I
" 'I!, 11.. I
'\
~\
11 ..... -- r ..

I
\ I
'\
\. - ~ --
_,_, __
\ !J--I
' I
"
'
11·
~ . ..
"
I
I I'- ',c-,
'"" --!'--ti II'~ I'\-
I
' ;: I
" I
JI ' ' ~ ?-, I
I r--
--' --c:::.::
1 u. 0.01 0.001

GRAIN SIZE IN MILLIMETERS
CLASSIFICATION NAT WC LL PL Pl
-··--·-------------------------------------1
07050-22-30,GPJ

GRADATION CURVE

GOODRICH OMPPA PROJECT

CHULA VISTA, CALIFORNIA
Figure B-1
f
PROJECT NO. 07050-22-30
SAMPLE NO. B3-7
f
-6
r -4
-2
0 ...
z 1-- r---0 r---, >= ......
<( r--,
0 2 :::;
r
0 ~
U)
z
0 ()
f-z 4
""
w
()
°' w
"'
Q_
6 "\ ,_ r-,-..,..

I
~r----._ I"\ t-- t-- "\ ,__ I . 8
10 r
12 0.1 .L cU 100
APPLIED PRESSURE (ks!)
Initial Dry Density (pcf) 103.4 Initial Saturation (%) 99.9 Initial Water Content(%) 22.8 Sample Saturated at (ksf) .125

CONSOLIDATION CURVE

GOODRICH OMPPA PROJECT

CHULA VISTA, CALIFORNIA
07050-22-30.GPJ
Figure B-2

APPENDIX C

LIQUEFACTION ANALYSIS
FOR
COLLINS AEROSPACE REDEVELOPMENT SITE  PARCEL A

NORTHWEST CORNER OF H STREET AND BAY BOULEVARD

CHULA VISTA, CALIFORNIA
PROJECT NO. G2559-52-01

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Collins Aerospace Location : Parcel A
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
www.geoconinc.com
CPT file : CPT-01

18.00 ft

18.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
No
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
400200
Dep
th (ft)
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Cone resistance SBTn Plot
Ic (Robertson 1990)
4 3 2 1
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 SBTn Plot CRR plot

CRR & CSR

0.60.40.20 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

0.1 1 10
Nor
malized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
10 8 6 4 2 0
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
2 1.5 1 0.5 0
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 FS Plot
During earthq.

I I I I I I I I I

I I I I I I I I

I I I I I I I I
I I I I I I I I -------r-------r-------r-------r-------r-------r-------r-------r------ 1 I I I I I I I

I I I I I I I I

I I I I I I I I
I I I I I I I I I ·-------r-------l"'-------l"'-------l"'-------1"'-------l"'-------l"'-------I"'- _____ I" ______ _

I I I I I I I I I

I I I I I I I ' I

I I I I I I I I

I I I I I I I I I
l
·-------r-------r-------r-------r-------r-------r-------r---· --r-------r------- • I I I I I I I I

I I I I I I I I I

I I I I I I ' I I
_, ______ J ______ J ______ J ______ J __ •~•L_ .. -~ __ .,_. _IL• __ _ I I I I I I I I e AA
' ' ' ' ..... ' • • ..._-r-! ! ! ! ! : ! ...... ~.

I I I I I I I I

I I I I I I I I I
·-------1--------1--------1--------1--------1-- - ~---1--------1--------1--------1--------

I I I I I I I I I
I I I I ! I I I I

I I I I I I I I

I I I I I I I I
I I I • I I I I

I I I I I I I I

I I I I I I I I I
-------1--------1------ ------1--------1--------1--------1--------1--------1--------I I I I I I I I

I I I I I I I

I I I I I I

I I I I I I
' ' ' ' - ·--------1-
'
'
' ' ' -------r--------·
' ' ' - --------t -------r---------
- ·--------1- -------~---------
: ..,. I
- ---------r • ----r -
~ _______ J_____ _§
- ·-------
' '
: -_-___ t::,~:--·--------i-----
----------r--- :
- ·--------1---- ----r---------
-·--------r-- ----r---------
-·--------r- ----r---------
----------,--------r---------
-·::::::::r: ::::I::::::::
' '
This software is licensed to: Geocon Inc CPT name: CPT-01 Cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
CPT basic interpretation plots
Friction Ratio
Rf (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
20100-10
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
SandClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sandSilty sand & sandy silt
Very dense/stiff soil
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clay
Very dense/stiff soil
Clay
Silty sand & sandy siltClay & silty clay
Clay & silty clay
Clay & silty claySilty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
ClayClay
Clay & silty clayVery dense/stiff soilClay
Sand & silty sand
Sand
SandSilty sand & sandy silt
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy siltSilty sand & sandy siltVery dense/stiff soil CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 2 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

18.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

18.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
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□
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This software is licensed to: Geocon Inc CPT name: CPT-01 Norm. cone resistance
Qtn
20015010050 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
1 0.8 0.6 0.4 0.2 0 -0.2
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
SandClay & silty clayClay & silty clay
Silty sand & sandy siltSilty sand & sandy silt
Sand & silty sand
Very dense/stiff soilSilty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty claySilty sand & sandy silt
Clay
Sand & silty sand
ClaySand & silty sand
Clay & silty clay
Clay
Clay & silty clay
Clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 3 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

18.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

18.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
□
□
□
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-~~-~~-~~-~~-~~-~~
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LJ_LJ_LJ_LJ_LJ_LJ_LJ
~~-~~-~~-~~-~~-+~-+~
f[J~[J~[J~[J~[J~IJ~I~~
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~tr1~1r r1~1r titt1=

I I I I I I I I I I I I
·1--r--r--r--r--r--r--r--r--r--1--1--1
I::+::+::+::+::+::+::+::+::+::~::~::

I I I I I I I I I~
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□
■
■
■
■
~
~
=::LlJA::J __ :::
____ j ____ j ___ j _____ t _____ r _____ l
-----1-----+----+-----~-----
-----~-----+----+-----~-----
-----1-----+----+-----~-----I
------T------1-
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---~~~! _ _.J.__,,,..-=-:t:::::::I
' -=~==-;;] ' _____ _.I
___ :::t::__ t:::::::I
-------!------------+---I -
------+---------+---~ -+------!
-+
--~
--r
1 = ___ t_ ____ __i
1-------1-------,
1--------7
--------,
' '
'-..:.

I _______ _J ________ !
' ' ' ' 1--------1--------7
!--------~--------+---
' ' ________ ... ________ ....._ __ _
' '
I
________ J ________ _L __
' ' ' ' ------~----=---------,
-----------' '
1--------~--------!----
1 ·-------~---------!-----
1--------1--------+----
' ' --------,---------,-
' ' ' '
[-------+-------~ ~ -----·
This software is licensed to: Geocon Inc CPT name: CPT-01 Total cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Total cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Norm. cone resistance
Qtn
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 4 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

18.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

18.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' ----------T--------------r------------
' ' ' ' ---------T--------------r------------
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----+--------------~------------
--+--------------~------------
-----------~------------
-----------~------------
---------~------------
__ ::::::::t:::::::::::
~((I~~~~~~~~:
' ' ----L------------0
' ----'-------------' ' ------L------------0
' -------'-------------' ' -------1-------------
----------~------------
-----------~------------
(~:=~'f,~"'~ .. ~-~ -~~-~ .. ~-~:;j;; ~;;;~:;;~:;~~;,;~;;:~:::+ ::::=:1~::~::r~::~:
------ ----------L---------' ' ' ' _____ _. _________ _._ ________ _ ' ' ' ' _____ .. _________ _._ ________ _
' ' ' ' _____ _. _________ _._ ________ _
' ' ' ' ___ _. _________ ....... ________ _
' ' ---i----------i----------
---i----------i----------
---• ----------!----------
' ..L..---------
1 --------+---------~--------- ---------
' I I I I --,---"T"--"T"---r---
1 I I I

I I I I
--,----.----.----r---
1 I I I
I I I I I ---,---,----.----.----r---
1 I I I I I

I I I I I I I
-♦--- ◄---◄---◄ ----+----+---- ►---
' I I I I I I I I I I I I I
-- -+----1----1----1----+----+----t----
l I I I I I I

I I I I I I I
-- -+--- ➔ --- ➔ --- ➔ ----+----+----t----
1 I I I I I I
i __ :i:=1:~r H~l~I~~
j·---~-- --+---~---
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0 -.:...~--.--i ' ' ·---~-- --+---~---
·---~-- r""'!'-~-1.;;,.;J --+---~---
, --+---~-----+---~---
- I -- ---~---
==t=; =±=±=: --~-: -+-+--
--- I --- :---~---i---+--+--+----- ---~---
' ' ' ' •---------T---------,---------"T'"-
0 ' '
' ' •---------T---------,--------
0 '
' ' ·---------T---------,--------
0 '
' ' ·---------+--------- ➔--------
' ' ' ' ' ' ·---------+--------- ➔ ----------+---------- ' ' ' ' ' ' ·---------+--------- ➔ ----------+---------- ' ' '
•---------+---------I
·---------+------
·---------+-------....:..---:-
·---------+------
·---------+-------
:::::::::t:::::: _
This software is licensed to: Geocon Inc CPT name: CPT-01 CRR plot

CRR & CSR

0.60.40.20 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Liquefaction potential
LPI
20151050
Dep
th (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Liquefaction potential Vertical settlements
Settlement (in)

0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements Lateral displacements
Displacement (in)
0 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Lateral displacements
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 5 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

18.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

18.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

I I I I
~ ~~~l~~~l~~~l~~~l~~~
■
□
□
□
■
------+----- ~-------~-------+-------
---+---4---4---~-------+---4---4---~----, ---4---4---~----+---4---4---~---- ===±===±===±===j===:
---+---+---+---~---------- -------~-------~-------'------- - -------------------- --------------------
-·---------------------------------------
- -------------------- --------------------
-·---------------------------------------
- -------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
- ·------------------- --------------------
-·---------------------------------------
■
□
□
This software is licensed to: Geocon Inc CPT name: CPT-01 Normalized friction ratio (%)

0.1 1 10
Nor
malized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
Qtn,cs
200 180 160 140 120 100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Thickness of surface layer, H1 (m)
10 9 8 7 6 5 4 3 2 1 0
Thi
ckness of liquefiable sand layer, H2 (m)

12.0 11.0

10.0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 Analysis PG A: 0.63
PG A

0.40g - 0.50g
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 6 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

18.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

18.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
• i • i I : I
This software is licensed to: Geocon Inc CPT name: CPT-01 Norm. cone resistance
Qtn
600400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
Check for strength loss plots (Robertson (2010))
Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v

0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 7 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

18.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

18.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' -------,------------r-----------.,..--
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• I I I
This software is licensed to: Geocon Inc CPT name: CPT-01 Cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Vertical settlements
Settlement (in)

0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 8 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
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' I I I I I ------.-------.------,------T ______ T _____ _

I I I I I
I I I I I ------.-------.------,------T ______ T _____ _

I I I I I

I I I I I
------+-------+-------1------+------+------

I I I I I

I I I I I
------+-------+-------------- ♦------♦------• I I I I

I I I I I
------+-------+-------1------+------+------

I I I I I

I I I I I
------+-------+-------------- ♦------♦------• I I I I

I I I I I
------+-------+-------1------+------+------

I I I I I
I I I I I _____ _._ _____ _._ _____ _. ______ ... ______ ... _____ _

I I I I I
I I I I __ _._ _____ _. ______ ... ______ ... _____ _

I I I I
I I I I _____ _._ _____ .. ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _._ _____ _._ _____ _. ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _._ _____ _._ _____ .. ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _._ _____ _._ _____ _. ______ ... ______ ... _____ _

I I I I I
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: I : I I
----- ----- ----- ------ ------ ------
' I I I I
-------.--------r--------r--------T------
1 I I I
I I I I -------.--------r--------r--------T------
1 I I I

I I I I
-------.--------r--------r--------T------
1 I I I

I I I I
-------+--------1--------1--------+------

I I I I

I I I I
-------+--------1--------1-------- ♦ ------

I I I I

I I I I
-------+--------1--------1-------- ♦ ------

I I I I

I I I I
-------+--------1--------1--------+------

I I I I

I I I I
-------+--------1--------1-------- ♦ ------

I I I I

I I I I
-------+--------1--------1--------+------

I I I I

I I I I
----------------~-------~-------.1.------1 I I I

I I I I
1~l~ll~!Il~ltl~llr~=~~:
-------!------ ~-------~-------+-------
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-------!-------- ------- ------- -------
This software is licensed to: Geocon Inc CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

18.05 213.31 2.00 0.00 0.000.69 18.21 191.64 2.00 0.00 0.000.69

18.37 173.72 2.00 0.00 0.000.69 18.54 163.28 1.99 0.00 0.000.69

18.70 157.83 1.82 0.00 0.000.68 18.87 160.00 1.88 0.00 0.000.68

19.03 172.19 2.00 0.00 0.000.68 19.19 182.93 2.00 0.00 0.000.67

19.36 179.96 2.00 0.00 0.000.67 19.52 167.64 2.00 0.00 0.000.67

19.69 171.47 2.00 0.00 0.000.67 19.85 178.28 2.00 0.00 0.000.66

20.01 172.45 2.00 0.00 0.000.66 20.18 171.71 2.00 0.00 0.000.66

20.34 172.18 2.00 0.00 0.000.66 20.51 168.63 2.00 0.00 0.000.65

20.67 164.51 1.92 0.00 0.000.65 20.83 161.95 1.84 0.00 0.000.65

21.00 159.99 1.77 0.00 0.000.64 21.16 157.63 1.70 0.00 0.000.64

21.33 145.55 1.40 0.00 0.000.64 21.49 126.72 1.02 0.45 0.010.64

21.65 107.38 0.74 1.40 0.030.63 21.82 96.79 0.62 1.51 0.030.63

21.98 92.45 0.58 1.56 0.030.63 22.15 93.23 2.00 0.00 0.000.62

22.31 92.89 2.00 0.00 0.000.62 22.47 93.89 2.00 0.00 0.000.62

22.64 94.82 0.59 1.50 0.030.62 22.80 96.17 0.60 1.48 0.030.61

22.97 96.04 0.60 1.48 0.030.61 23.13 95.68 0.59 1.47 0.030.61

23.30 96.49 0.60 1.46 0.030.61 23.46 98.73 0.62 1.42 0.030.60

23.62 104.15 0.67 1.36 0.030.60 23.79 118.01 2.00 0.00 0.000.60

23.95 142.01 2.00 0.00 0.000.59 24.12 163.43 2.00 0.00 0.000.59

24.28 179.59 2.00 0.00 0.000.59 24.44 184.31 2.00 0.00 0.000.59

24.61 180.47 2.00 0.00 0.000.58 24.77 169.33 1.89 0.00 0.000.58

24.94 158.14 2.00 0.00 0.000.58 25.10 147.53 2.00 0.00 0.000.57

25.26 137.10 2.00 0.00 0.000.57 25.43 127.43 2.00 0.00 0.000.57

25.59 121.93 2.00 0.00 0.000.57 25.76 123.25 2.00 0.00 0.000.56

25.92 127.85 2.00 0.00 0.000.56 26.08 139.52 2.00 0.00 0.000.56

26.25 151.27 2.00 0.00 0.000.56 26.41 162.13 2.00 0.00 0.000.55

26.58 172.57 2.00 0.00 0.000.55 26.74 182.25 2.00 0.00 0.000.55

26.90 191.04 2.00 0.00 0.000.54 27.07 194.88 2.00 0.00 0.000.54

27.23 196.14 2.00 0.00 0.000.54 27.40 195.56 2.00 0.00 0.000.54

27.56 196.17 2.00 0.00 0.000.53 27.72 192.42 2.00 0.00 0.000.53

27.89 190.91 2.00 0.00 0.000.53 28.05 191.31 2.00 0.00 0.000.52

28.22 193.24 2.00 0.00 0.000.52 28.38 186.81 2.00 0.00 0.000.52

28.54 173.07 2.00 0.00 0.000.52 28.71 155.03 2.00 0.00 0.000.51

28.87 140.91 2.00 0.00 0.000.51 29.04 129.59 2.00 0.00 0.000.51

29.20 124.13 2.00 0.00 0.000.51 29.36 121.80 2.00 0.00 0.000.50

29.53 123.84 2.00 0.00 0.000.50 29.69 131.04 2.00 0.00 0.000.50

29.86 139.78 2.00 0.00 0.000.49 30.02 151.71 2.00 0.00 0.000.49

30.19 162.84 2.00 0.00 0.000.49 30.35 174.07 2.00 0.00 0.000.49

30.51 180.68 2.00 0.00 0.000.48 30.68 181.27 2.00 0.00 0.000.48

30.84 176.61 2.00 0.00 0.000.48 31.01 168.34 1.71 0.00 0.000.47

31.17 155.14 1.39 0.00 0.000.47 31.33 149.89 1.28 0.10 0.000.47

31.50 152.94 1.34 0.10 0.000.47 31.66 168.81 1.71 0.00 0.000.46

31.83 176.98 1.92 0.00 0.000.46 31.99 173.76 2.00 0.00 0.000.46

32.15 160.14 1.49 0.00 0.000.46 32.32 150.23 1.27 0.10 0.000.45

32.48 150.17 1.27 0.10 0.000.45 32.65 156.12 1.39 0.00 0.000.45

32.81 163.26 1.55 0.00 0.000.44 32.97 168.31 1.67 0.00 0.000.44

33.14 169.72 1.71 0.00 0.000.44 33.30 168.11 1.66 0.00 0.000.44

33.47 164.53 1.57 0.00 0.000.43 33.63 163.17 1.54 0.00 0.000.43 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 9 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

33.79 166.99 1.63 0.00 0.000.43 33.96 172.55 2.00 0.00 0.000.42

34.12 171.67 2.00 0.00 0.000.42 34.29 158.65 2.00 0.00 0.000.42

34.45 144.08 2.00 0.00 0.000.42 34.61 133.37 2.00 0.00 0.000.41

34.78 125.73 2.00 0.00 0.000.41 34.94 113.53 2.00 0.00 0.000.41

35.11 98.83 2.00 0.00 0.000.40 35.27 91.45 2.00 0.00 0.000.40

35.43 90.08 2.00 0.00 0.000.40 35.60 93.77 2.00 0.00 0.000.40

35.76 98.48 2.00 0.00 0.000.39 35.93 106.26 2.00 0.00 0.000.39

36.09 112.47 2.00 0.00 0.000.39 36.26 108.64 2.00 0.00 0.000.39

36.42 95.63 0.50 0.93 0.020.38 36.58 109.23 0.63 0.83 0.020.38

36.75 142.31 1.09 0.17 0.000.38 36.91 160.16 1.44 0.00 0.000.37

37.08 157.53 1.38 0.00 0.000.37 37.24 141.56 1.07 0.16 0.000.37

37.40 114.11 0.68 0.75 0.010.37 37.57 98.05 0.52 0.86 0.020.36

37.73 90.07 0.46 0.92 0.020.36 37.90 90.47 0.46 0.91 0.020.36

38.06 91.31 2.00 0.00 0.000.35 38.22 94.01 2.00 0.00 0.000.35

38.39 97.28 2.00 0.00 0.000.35 38.55 98.50 2.00 0.00 0.000.35

38.72 96.26 2.00 0.00 0.000.34 38.88 93.87 2.00 0.00 0.000.34

39.04 95.89 2.00 0.00 0.000.34 39.21 102.23 2.00 0.00 0.000.34

39.37 108.65 2.00 0.00 0.000.33 39.54 107.03 0.60 0.73 0.010.33

39.70 102.76 0.56 0.75 0.010.33 39.86 116.91 0.71 0.64 0.010.32

40.03 130.97 0.89 0.34 0.010.32 40.19 140.21 1.04 0.21 0.000.32

40.36 146.50 1.15 0.10 0.000.32 40.52 152.69 1.27 0.07 0.000.31

40.68 157.81 1.38 0.00 0.000.31 40.85 159.60 1.42 0.00 0.000.31

41.01 160.60 1.44 0.00 0.000.30 41.18 155.06 1.32 0.06 0.000.30

41.34 142.23 1.08 0.13 0.000.30 41.50 128.85 0.86 0.32 0.010.30

41.67 134.03 0.94 0.30 0.010.29 41.83 150.84 2.00 0.00 0.000.29

42.00 173.34 2.00 0.00 0.000.29 42.16 187.11 2.00 0.00 0.000.29

42.32 188.43 2.00 0.00 0.000.28 42.49 176.63 1.83 0.00 0.000.28

42.65 163.80 1.51 0.00 0.000.28 42.82 158.89 1.40 0.00 0.000.27

42.98 156.02 1.34 0.06 0.000.27 43.15 153.17 1.28 0.06 0.000.27

43.31 146.25 2.00 0.00 0.000.27 43.47 141.57 2.00 0.00 0.000.26

43.64 135.12 2.00 0.00 0.000.26 43.80 134.76 2.00 0.00 0.000.26

43.97 134.80 2.00 0.00 0.000.25 44.13 140.06 2.00 0.00 0.000.25

44.29 141.37 2.00 0.00 0.000.25 44.46 139.59 2.00 0.00 0.000.25

44.62 135.49 2.00 0.00 0.000.24 44.79 132.13 2.00 0.00 0.000.24

44.95 132.02 2.00 0.00 0.000.24 45.11 133.60 2.00 0.00 0.000.24

45.28 133.55 2.00 0.00 0.000.23 45.44 129.56 2.00 0.00 0.000.23

45.61 120.51 2.00 0.00 0.000.23 45.77 114.36 2.00 0.00 0.000.22

45.93 114.08 2.00 0.00 0.000.22 46.10 123.81 2.00 0.00 0.000.22

46.26 138.99 2.00 0.00 0.000.22 46.43 154.64 2.00 0.00 0.000.21

46.59 162.70 2.00 0.00 0.000.21 46.75 150.75 2.00 0.00 0.000.21

46.92 131.06 2.00 0.00 0.000.20 47.08 111.54 2.00 0.00 0.000.20

47.25 110.62 2.00 0.00 0.000.20 47.41 114.82 2.00 0.00 0.000.20

47.57 122.06 2.00 0.00 0.000.19 47.74 128.19 2.00 0.00 0.000.19

47.90 130.20 2.00 0.00 0.000.19 48.07 126.78 2.00 0.00 0.000.19

48.23 119.67 2.00 0.00 0.000.18 48.39 112.17 2.00 0.00 0.000.18

48.56 106.72 2.00 0.00 0.000.18 48.72 106.67 2.00 0.00 0.000.17

48.89 110.06 2.00 0.00 0.000.17 49.05 115.76 2.00 0.00 0.000.17

49.22 121.86 2.00 0.00 0.000.17 49.38 127.71 2.00 0.00 0.000.16 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 10 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

49.54 131.21 2.00 0.00 0.000.16 49.71 132.57 2.00 0.00 0.000.16

49.87 128.25 2.00 0.00 0.000.15 50.04 122.11 2.00 0.00 0.000.15

50.20 113.31 2.00 0.00 0.000.15 50.36 109.72 2.00 0.00 0.000.15

50.53 107.81 2.00 0.00 0.000.14 50.69 109.45 2.00 0.00 0.000.14

50.86 111.41 2.00 0.00 0.000.14 51.02 112.60 2.00 0.00 0.000.14

51.18 123.64 2.00 0.00 0.000.13 51.35 137.40 2.00 0.00 0.000.13

51.51 153.75 2.00 0.00 0.000.13 51.68 164.59 2.00 0.00 0.000.12

51.84 173.44 2.00 0.00 0.000.12 52.00 176.50 2.00 0.00 0.000.12

52.17 172.73 2.00 0.00 0.000.12 52.33 165.31 2.00 0.00 0.000.11

52.50 162.82 2.00 0.00 0.000.11 52.66 162.81 2.00 0.00 0.000.11

52.82 157.07 2.00 0.00 0.000.10 52.99 142.21 2.00 0.00 0.000.10

53.15 123.31 2.00 0.00 0.000.10 53.32 113.10 2.00 0.00 0.000.10

53.48 115.24 2.00 0.00 0.000.09 53.64 127.43 2.00 0.00 0.000.09

53.81 143.47 2.00 0.00 0.000.09 53.97 154.18 2.00 0.00 0.000.09

54.14 156.69 2.00 0.00 0.000.08 54.30 146.41 2.00 0.00 0.000.08

54.46 130.26 2.00 0.00 0.000.08 54.63 121.68 2.00 0.00 0.000.07

54.79 124.00 2.00 0.00 0.000.07 54.96 129.67 2.00 0.00 0.000.07

55.12 134.07 2.00 0.00 0.000.07 55.28 137.33 2.00 0.00 0.000.06

55.45 138.57 2.00 0.00 0.000.06 55.61 138.95 2.00 0.00 0.000.06

55.78 137.94 2.00 0.00 0.000.05 55.94 137.17 2.00 0.00 0.000.05

56.11 136.60 2.00 0.00 0.000.05 56.27 137.55 2.00 0.00 0.000.05

56.43 139.87 2.00 0.00 0.000.04 56.60 143.03 2.00 0.00 0.000.04

56.76 147.28 2.00 0.00 0.000.04 56.93 154.41 2.00 0.00 0.000.04

57.09 164.77 2.00 0.00 0.000.03 57.25 177.20 2.00 0.00 0.000.03

57.42 186.80 2.00 0.00 0.000.03 57.58 191.56 2.00 0.00 0.000.02

57.75 191.67 2.00 0.00 0.000.02 57.91 185.80 2.00 0.00 0.000.02

58.07 180.16 2.00 0.00 0.000.02 58.24 179.96 2.00 0.00 0.000.01

58.40 184.47 2.00 0.00 0.000.01 58.57 187.74 2.00 0.00 0.000.01

58.73 187.47 2.00 0.00 0.000.00 58.89 183.99 2.00 0.00 0.000.00

59.06 179.09 2.00 0.00 0.000.00 59.22 174.29 2.00 0.00 0.000.00

59.39 168.97 2.00 0.00 0.000.00 59.55 162.68 2.00 0.00 0.000.00

59.71 157.94 2.00 0.00 0.000.00 59.88 157.09 2.00 0.00 0.000.00

60.04 160.52 2.00 0.00 0.000.00 60.21 165.74 2.00 0.00 0.000.00

60.37 176.18 2.00 0.00 0.000.00 60.53 185.32 2.00 0.00 0.000.00

60.70 190.87 2.00 0.00 0.000.00 60.86 193.77 2.00 0.00 0.000.00

61.03 196.27 2.00 0.00 0.000.00 61.19 201.74 2.00 0.00 0.000.00

61.35 213.35 2.00 0.00 0.000.00 61.52 229.87 2.00 0.00 0.000.00

61.68 243.92 2.00 0.00 0.000.00 61.85 251.98 2.00 0.00 0.000.00

62.01 250.69 2.00 0.00 0.000.00 62.17 244.38 2.00 0.00 0.000.00

62.34 231.53 2.00 0.00 0.000.00 62.50 215.07 2.00 0.00 0.000.00

62.67 199.28 2.00 0.00 0.000.00 62.83 189.74 2.00 0.00 0.000.00

63.00 190.05 2.00 0.00 0.000.00 63.16 197.33 2.00 0.00 0.000.00

63.32 206.11 2.00 0.00 0.000.00 63.49 214.94 2.00 0.00 0.000.00

63.65 218.98 2.00 0.00 0.000.00 63.82 217.91 2.00 0.00 0.000.00

63.98 211.70 2.00 0.00 0.000.00 64.14 206.04 2.00 0.00 0.000.00

64.31 200.93 2.00 0.00 0.000.00 64.47 196.95 2.00 0.00 0.000.00

64.64 189.38 2.00 0.00 0.000.00 64.80 175.85 2.00 0.00 0.000.00

64.96 152.89 2.00 0.00 0.000.00 65.13 126.57 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 11 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

65.29 108.49 2.00 0.00 0.000.00 65.46 99.28 2.00 0.00 0.000.00

65.62 96.31 2.00 0.00 0.000.00 65.78 93.60 2.00 0.00 0.000.00

65.95 95.75 2.00 0.00 0.000.00 66.11 105.89 2.00 0.00 0.000.00

66.28 119.34 2.00 0.00 0.000.00 66.44 130.25 2.00 0.00 0.000.00

66.60 136.12 2.00 0.00 0.000.00 66.77 140.34 2.00 0.00 0.000.00

66.93 145.78 2.00 0.00 0.000.00 67.10 147.62 2.00 0.00 0.000.00

67.26 143.65 2.00 0.00 0.000.00 67.42 133.19 2.00 0.00 0.000.00

67.59 135.72 2.00 0.00 0.000.00 67.75 158.61 2.00 0.00 0.000.00

67.92 173.00 2.00 0.00 0.000.00 68.08 180.02 2.00 0.00 0.000.00

68.24 181.66 2.00 0.00 0.000.00 68.41 180.75 2.00 0.00 0.000.00

68.57 176.65 2.00 0.00 0.000.00 68.74 170.49 2.00 0.00 0.000.00

68.90 167.03 2.00 0.00 0.000.00 69.07 163.25 2.00 0.00 0.000.00

69.23 156.36 2.00 0.00 0.000.00 69.39 148.76 2.00 0.00 0.000.00

69.56 145.56 2.00 0.00 0.000.00 69.72 143.90 2.00 0.00 0.000.00

69.89 142.42 2.00 0.00 0.000.00 70.05 140.39 2.00 0.00 0.000.00

70.21 138.92 2.00 0.00 0.000.00 70.38 139.83 2.00 0.00 0.000.00

70.54 143.14 2.00 0.00 0.000.00 70.71 147.31 2.00 0.00 0.000.00

70.87 146.33 2.00 0.00 0.000.00 71.03 149.40 2.00 0.00 0.000.00

71.20 150.35 2.00 0.00 0.000.00 71.36 154.69 2.00 0.00 0.000.00

71.53 151.62 2.00 0.00 0.000.00 71.69 148.55 2.00 0.00 0.000.00

71.85 146.93 2.00 0.00 0.000.00 72.02 145.63 2.00 0.00 0.000.00

72.18 144.54 2.00 0.00 0.000.00 72.35 144.18 2.00 0.00 0.000.00

72.51 144.57 2.00 0.00 0.000.00 72.67 145.60 2.00 0.00 0.000.00

72.84 145.71 2.00 0.00 0.000.00 73.00 145.04 2.00 0.00 0.000.00

73.17 144.68 2.00 0.00 0.000.00 73.33 144.91 2.00 0.00 0.000.00

73.49 146.51 2.00 0.00 0.000.00 73.66 147.51 2.00 0.00 0.000.00

73.82 145.34 2.00 0.00 0.000.00 73.99 141.11 2.00 0.00 0.000.00

74.15 138.81 2.00 0.00 0.000.00 74.31 141.96 2.00 0.00 0.000.00

74.48 146.54 2.00 0.00 0.000.00 74.64 147.93 2.00 0.00 0.000.00

74.81 144.04 2.00 0.00 0.000.00 74.97 136.85 2.00 0.00 0.000.00

75.13 128.05 2.00 0.00 0.000.00 75.30 121.22 2.00 0.00 0.000.00

75.46 117.41 2.00 0.00 0.000.00 75.63 123.40 2.00 0.00 0.000.00

75.79 133.09 2.00 0.00 0.000.00 75.96 136.79 2.00 0.00 0.000.00

76.12 132.99 2.00 0.00 0.000.00 76.28 129.93 2.00 0.00 0.000.00

76.45 130.06 2.00 0.00 0.000.00 76.61 131.20 2.00 0.00 0.000.00

76.78 126.59 2.00 0.00 0.000.00 76.94 128.71 2.00 0.00 0.000.00

77.10 137.06 2.00 0.00 0.000.00 77.27 141.41 2.00 0.00 0.000.00

77.43 134.80 2.00 0.00 0.000.00 77.60 124.40 2.00 0.00 0.000.00

77.76 124.35 2.00 0.00 0.000.00 77.92 125.16 2.00 0.00 0.000.00

78.09 120.88 2.00 0.00 0.000.00 78.25 117.22 2.00 0.00 0.000.00

78.42 121.97 2.00 0.00 0.000.00 78.58 114.85 2.00 0.00 0.000.00

78.74 131.77 2.00 0.00 0.000.00 78.91 140.01 2.00 0.00 0.000.00

79.07 136.41 2.00 0.00 0.000.00 79.24 118.14 2.00 0.00 0.000.00

79.40 100.07 2.00 0.00 0.000.00 79.56 90.41 2.00 0.00 0.000.00

79.73 90.20 2.00 0.00 0.000.00 79.89 98.45 2.00 0.00 0.000.00

80.06 104.17 2.00 0.00 0.000.00
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 12 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF
Total estimated settlement: 0.49
Abbreviations
Qtn,c s:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlem ent
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:54 PM 13 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Collins Aerospace Location : Parcel A
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
www.geoconinc.com
CPT file : CPT-02

12.00 ft

12.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
No
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

CRR & CSR

0.60.40.20 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

I I I I I I I I I

I I I I I I I I

I I I I I I I I
I I I I I I I I -------r-------r-------r-------r-------r-------r-------r-------r----- - 1 I I I I I I I

I I I I I I I I

I I I I I I I I
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I I I I I I I I I

I I I I I I I ' I

I I I I I I I I

I I I I I I I I I
l
·-------r-------r-------r-------r-------r-------r-------r---· --r, ~ _L _____ _ I I I I I ..

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I I I I I I I I

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·-------1--------1--------1--------1--------1-- - ~---------------------------------------1 I I I I I I I I I I I I ! I I I I

I I I I I I I I

I I I I I I I I
I I I • I I I I

I I I I I I I I

I I I I I I I I I
----------------------- ------1--------1--------1--------1--------1--------1--------I I I I I I I I

I I I I I I I

I I I I I I

I I I I I I
' ' ' ' ' ' ' ' ' ' ·--------,- -------r--------·
' ' ' ' ' ' ·--------1- -------t---------
' ' ' ·---------t--
' '
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·--------(------r--------·
::;::;1::~~~: _:f ____ _
·--------r--- ---r--------·
::~::::i:::: :::r::::~
This software is licensed to: Geocon Inc CPT name: CPT-02 Cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
CPT basic interpretation plots
Friction Ratio
Rf (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
40 30 20 10 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
SandClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Clay
Sand & silty sand
SandSand & silty sandClaySilty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Sand & silty sandSand & silty sand
Clay & silty clay
Very dense/stiff soilVery dense/stiff soilVery dense/stiff soil Sand & silty sand
Sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand
Sand & silty sandVery dense/stiff soil
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 15 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

12.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

12.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
--T--T--T--T--T--T--T--T--{
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I I I I I I I I I I I
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I I I I I I I I I I I

I I I I I I I I I I I
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I I I I I I I I I --
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11 I I I

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l--------i--------i--------i--
11 I I I

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II I I
II I I
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II I I I u _______ _._ ______ _._ ______ _._ ____ _

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II I I I ,, " " "
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' ' -------.------' ' ' ' -------,------T-
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------➔-==t=
[----------+~ ' ' [·----------+------------:----' :

This software is licensed to: Geocon Inc CPT name: CPT-02 Norm. cone resistance
Qtn
20015010050 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
1 0.8 0.6 0.4 0.2 0 -0.2
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand
Clay & silty clayClay & silty clay
Sand & silty sand
Very dense/stiff soilVery dense/stiff soil
Sand & silty sand
Silty sand & sandy silt
Clay & silty clayClay
Sand & silty sandSilty sand & sandy silt
Clay
Clay
Sand & silty sand
Silty sand & sandy siltClay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clayClay & silty clayClay & silty clay
Clay
Clay & silty clay
Silty sand & sandy siltSilty sand & sandy silt
Sand & silty sand
Sand & silty sandClay & silty clay
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 16 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

12.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

12.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
~~~~~T,-~-~-~-~-~~~~,~~~~~~~~~~~~=~t~~~=-
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' ' '
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' ' ' ' .L-------'-------
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1 I I I

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1 I I I

I I I I
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I I I I

I I I I
·----- ------1------1------1------ ►-----

I I I I

I I I I
·----- ------1------1------1------►-----

I I I I

I I I I
·----- ------1------1------1------►-----

I I I I

I I I I
·----- ------1------1------1------ ►-----

I I I I

I I I I
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I I I I

I I I I
·----- ------1------1------1------ ►-----

I I I I

I I I I
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1 I I I
I I
I I
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I I
I I
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1 I I I
I I
I I
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1 I I I I
I I
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I I
I I
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I I I I I I I I I I I I
-~-~~-~~-~~-~~-~~-
-~-~~-~~-~~-~~-~~-
--~-~~-~~-~~-~~-~~-
' --~--~--f--f--f--f--f--f--f--f--f-
-~-~~-~~-~~-~~-~~-
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I I I -+--~--f--f--f--f--f--f--f--f--f--
□
□
□
This software is licensed to: Geocon Inc CPT name: CPT-02 Total cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Total cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Norm. cone resistance
Qtn
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 17 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

12.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

12.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' ---------.--------------T------------
0 '
' ' ----------r-------------T------------
0 '
' ' ----,--------------T------------
0 '
' ' ·------- -----►-------------•------------
' ' ' ' -------------+------------
-----+------------
--------+------------
--------+------------
--------+------------
' ' -•------------' ' -+------------
:i:::::::::::
-------.----------
' ' ' ' •---------T - ----------.----------
' ' ' ' •---------T---------,----------,--
0 ' '
' ' ' ·---------•---------◄ ----------+---
' ' ' ' ' ' ·---------+--------- ◄ ----------+------
' ' ' ' ' ' ·---------•---------◄ ----------+---------- ' '
~~~~~~~~~l~~~~~~f =::=:F::_
' '
_______ .J _________ ...L. ________ _
' ' ' ' ' ·----- __ ... _________ _. _________ _._ ________ _ ' '
---- _________ _._ ________ _
' ' ' ' ' ' ____ ... _________ _. _________ ....... ________ _ ' ' ' ' ' ' ___ ... _________ _. _________ _._ ________ _ ' ' ' ' __________ ... _________ ----
' ' ' ·---------+---------i----------i----------
·---------t---------1---------+--------
----i---------
·---------+----- ---------i---------
·---------+---------i- ----i----------
'
-----------' ' -----------------
' ' -------t-------------- - --______ J_ I
' I I I I ,---"T"--"T"---r---
1 I I I I I I I
,---"T"--"T"---r---1 I I I
I I I I -- ,---,---,---"T"--"T"---r---
1 I I I I I

I I I I I I
-- ---t----t----t---------- ►---1 I I I I I I I I I I I ---t----t----t---------- ►---
1 I I I I I

I I I I I I
---t----t----t---------- ►---1 I I I I I
' ' ' ---~-~-~-~-~-~-~--' I I I I I I I
--- ---+---+---i---i---i----i----i----~---
----~-~-t-t-t--i---i--~--
1 I I --- I ---i---+--+---~--
--+-+---i----i----~---
--- i---i---i----i----i----~---
--- i---i---i----i----i----~---
' ' ' ' •---------T---------,---------"T"-
0 ' '
' ' ' •---------T---------,---------"T"-- -----
0 ' '
' ' ' ·---------T---------,---------"T"--------
0 ' '
' ' ' ----------•----------t--------------
' ' ' ' ' ' ----------+----------t----------------
' ' ' ' ' ' ----------•----------t-------------------
' ' '
·---------+---------i----------i---------
·---------t---------i----------i---------
·---------+---------i----- '
·---------+---------i----
·---------+---------i--
·---------+---------i----
This software is licensed to: Geocon Inc CPT name: CPT-02 CRR plot

CRR & CSR

0.60.40.20 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Liquefaction potential
LPI
20151050
Dep
th (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Liquefaction potential Vertical settlements
Settlement (in)

0.6 0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements Lateral displacements
Displacement (in)
0 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Lateral displacements
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 18 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

12.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

12.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

I I I I I

I I I I I
~ ~~~~t~~E~~~,~~~~[~~lt~
■
□
□
□
■
-----+------i-----+------i------+------i-
-----+------i-----t------i------t------i-
-----+------i- ---+------i------+------i-
--~---' --~---i---~----i-
' ---i------+------i------+------i
-+-----i------+------i------+------i-
- -------------------- --------------------
-·---------------------------------------
- -------------------- --------------------
-·---------------------------------------
- -------------------- --------------------
-----------------------------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
-----------------------------------------
- -------------------- --------------------
- -------------------- --------------------
-----------------------------------------
■
□
□
This software is licensed to: Geocon Inc CPT name: CPT-02 Normalized friction ratio (%)

0.1 1 10
No
rmalized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
Qtn,cs
200 180 160 140 120 100 80 60 40 20 0
Cy
clic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Thickness of surface layer, H1 (m)
10 9 8 7 6 5 4 3 2 1 0
Th
ickness of liquefiable sand layer, H2 (m)

12.0 11.0

10.0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 CPT-02 (2.11)
Analysis PG A: 0.63
PG
A 0.40g - 0.50g
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 19 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

12.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

12.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
This software is licensed to: Geocon Inc CPT name: CPT-02 Norm. cone resistance
Qtn
600400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
Check for strength loss plots (Robertson (2010))
Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v

0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 20 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

12.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

12.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' ' -----T-----------"T"-----------r---
' ' ' ' ' ' ------T------------.------------r---
' ' ' ' ' ----------.-----------r---
' ' ' ' ' -•------------+------------ ►---
' ' ' ' ' ' - --------+------------ ►---
'
----+-----------~-------+-----------~----------+-----------~-------------+-----------~--------------+-----------~--------------+-----------~--- ' I I I I ,---"T"--"T"---r---
1 I I I

I I I I
,----,----,----r---
1 I I I
I I I I -- ,---,---,----,---,---r---
1 I I I I I

I I I I I I
-- --◄---◄---◄ ----+----+---- ►---
' I I I I I I I I I I I
---1--- ➔---➔ ----+----+---- ►---

I I I I I I

I I I I I I
--◄---◄---◄ ----+----+---- ►---
' I I I I I
~~ r :::: --t---1---1---1---+--+--+--
___ ---+---+--- ➔---➔---➔ ---+--+---~--
--- ---+---+--- ➔ --- ➔ --- ➔ ---J,---1----~---
I I I - -- I --- ➔ ----.L---i----~---
--+-+--+--+---~---
--- ➔---➔---➔ ---+--+---~---
--- ➔---➔---➔ ---+--+---~---
' ------,---------
' ' ■ ----T---------,---------
0 '
' ' T---------,---------
0 '
' ' ■----•--------- ◄---------
' ' ' ' -----+--------- ◄---------
' ' ' ' ·•---------◄-------
' '
-----+--------- ➔ ----------1----------
-----t--------- ➔ ------ I
·+--------- ➔- ,_ __ _
-----+--------- ➔-
-----+--------- ➔-
-----+--------- ➔-
This software is licensed to: Geocon Inc CPT name: CPT-02 Cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Vertical settlements
Settlement (in)

0.6 0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 21 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
' ' ' ---------r-------------T------------
0 '
' ' ----------.--------------T------------
0 '
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0 '
' ' -------- -----► -------------+------------
' ' ' ' -------------•------------
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' ' ' ----------•------------' ' ------------- -------------+------------ ' ' -------------•------------' ' ' ' ·-- ---------'--------------.L------------ 0 '
' '
·- ___________ 1. _____________ ... ___________ _
' '
::::::~:=~~~~~~~~ .. ~~"~,;,t,.~~-~-~-:~~\~~1ttt
------------
------------
-----t------------
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--------¼------------
' '
------------
------------
------------
-♦------------
' ' -♦------------
' ' __ ... ___________ _
' ' __ ... ___________ _
' I I I I I ------.-------.------,------T ______ T _____ _

I I I I I
I I I I I ------.-------.------,------T ______ T _____ _

I I I I I

I I I I I
------+-------+-------1------+------+------

I I I I I

I I I I I
------+-------+------ ◄------ ♦------♦------• I I I I

I I I I I
------+-------+-------1------+------+------

I I I I I

I I I I I
------+-------+------ ◄------ ♦------♦------• I I I I

I I I I I
------+-------+-------1------+------+------

I I I I I

I I I I I
------+-------+-------1------ ♦ ------ ♦ ------

I I I I
I I I I . ____ _._ _____ _._ _____ J ______ .., ______ .., _____ _

I I I I I
I I I I I _____ _._ _____ _._ _____ J ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _._ _____ _._ _____ J ______ .., ______ .., _____ _

I I I I I
_JC:"'~ .. ~ .. ~~-:-i -:~~~r~~l~~~~r~~r~:~~
------l-------i------i------t------t------
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·- ---i-------i------i------t------t-----. ----i-------i------i------t------t------ ' I I I I I
-----T------.------T------.------T-----
1 I I I I
I I I I I -----T------.------T------.------T-----
1 I I I I

I I I I I
-----T------.------T------.------T-----
1 I I I I

I I I I I
-----+------+------+------+------+-----1 I I I I

I I I I I
-----♦ ------+------ ♦ ------+------ ♦-----• I I I I

I I I I I
-----+------+------+------+------+-----1 I I I I

I I I I I
-----♦ ------+------ ♦ ------+------ ♦-----• I I I I

I I I I I
-----+------+------+------+------+-----1 I I I I

I I I I I
-----♦ ------+------ ♦ ------+------ ♦-----• I I I I
I I I I _ ____ .., _____ _._ _____ .., _____ _._ __ _

I I I I
I I I I I I _ ____ ... _____ _._ _____ ... _____ _._ ____ ... _____ _._

I I I I I I
I I I I I I _ ____ .., _____ _._ _____ ..,_____ _ ___ .., _____ _._

I I I I I
I I I I I ___ ... _____ _._ _____ ... __ _ ____ ... _____ _._

I I I I I
I I I I I I _____ .., _____ _.____ .., _____ _._ _____ .., _____ _._

I I I I I I
I I I I I I _____ ... _____ _._ ____ .., _____ _._ _____ ... _____ _._

I I I I I I
I I I I I I _____ .., _____ _.__ __.., _____ _._ _____ .., _____ _._

I I I I I I
-----t------i-----t------i------t------i------t------l-----t------i------t------l------t------i- ---t------i------t------i- ----t-----I ----t-----+-----t-----J.-
O ---i------t------i------t------i
-+-----i------t------i------t------i-
This software is licensed to: Geocon Inc CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

12.14 435.45 2.00 0.00 0.000.79 12.30 404.87 2.00 0.00 0.000.79

12.47 375.56 2.00 0.00 0.000.79 12.63 346.57 2.00 0.00 0.000.79

12.80 325.64 2.00 0.00 0.000.78 12.96 310.12 2.00 0.00 0.000.78

13.12 283.32 2.00 0.00 0.000.78 13.29 245.52 2.00 0.00 0.000.77

13.45 197.93 2.00 0.00 0.000.77 13.62 168.24 2.00 0.00 0.000.77

13.78 153.13 1.64 0.00 0.000.77 13.94 148.25 1.51 0.00 0.000.76

14.11 150.34 1.55 0.00 0.000.76 14.27 154.50 1.65 0.00 0.000.76

14.44 161.86 1.84 0.00 0.000.76 14.60 171.01 2.00 0.00 0.000.75

14.76 164.04 1.89 0.00 0.000.75 14.93 150.06 1.51 0.00 0.000.75

15.09 148.44 1.47 0.00 0.000.74 15.26 156.65 1.66 0.00 0.000.74

15.42 172.08 2.00 0.00 0.000.74 15.58 190.81 2.00 0.00 0.000.74

15.75 214.62 2.00 0.00 0.000.73 15.91 236.69 2.00 0.00 0.000.73

16.08 245.15 2.00 0.00 0.000.73 16.24 245.78 2.00 0.00 0.000.72

16.40 243.86 2.00 0.00 0.000.72 16.57 240.45 2.00 0.00 0.000.72

16.73 236.01 2.00 0.00 0.000.72 16.90 228.76 2.00 0.00 0.000.71

17.06 221.02 2.00 0.00 0.000.71 17.23 213.88 2.00 0.00 0.000.71

17.39 206.76 2.00 0.00 0.000.71 17.55 201.71 2.00 0.00 0.000.70

17.72 198.32 2.00 0.00 0.000.70 17.88 197.88 2.00 0.00 0.000.70

18.05 199.46 2.00 0.00 0.000.69 18.21 203.12 2.00 0.00 0.000.69

18.37 207.84 2.00 0.00 0.000.69 18.54 211.12 2.00 0.00 0.000.69

18.70 211.57 2.00 0.00 0.000.68 18.87 209.47 2.00 0.00 0.000.68

19.03 207.51 2.00 0.00 0.000.68 19.19 205.08 2.00 0.00 0.000.67

19.36 202.28 2.00 0.00 0.000.67 19.52 198.16 2.00 0.00 0.000.67

19.69 192.69 2.00 0.00 0.000.67 19.85 185.41 2.00 0.00 0.000.66

20.01 176.12 2.00 0.00 0.000.66 20.18 167.37 1.77 0.00 0.000.66

20.34 163.67 1.67 0.00 0.000.66 20.51 154.56 1.45 0.00 0.000.65

20.67 137.18 1.09 0.29 0.010.65 20.83 117.75 0.79 1.04 0.020.65

21.00 106.97 0.66 1.42 0.030.64 21.16 108.17 0.67 1.41 0.030.64

21.33 116.27 0.76 1.04 0.020.64 21.49 128.01 0.93 0.69 0.010.64

21.65 136.54 1.06 0.29 0.010.63 21.82 144.80 1.21 0.20 0.000.63

21.98 148.76 1.29 0.14 0.000.63 22.15 151.11 1.33 0.13 0.000.62

22.31 146.85 1.24 0.19 0.000.62 22.47 142.40 1.15 0.20 0.000.62

22.64 137.06 1.05 0.28 0.010.62 22.80 133.98 1.00 0.41 0.010.61

22.97 134.85 2.00 0.00 0.000.61 23.13 136.94 2.00 0.00 0.000.61

23.30 135.81 2.00 0.00 0.000.61 23.46 131.80 2.00 0.00 0.000.60

23.62 127.71 2.00 0.00 0.000.60 23.79 124.67 2.00 0.00 0.000.60

23.95 124.35 2.00 0.00 0.000.59 24.12 125.53 2.00 0.00 0.000.59

24.28 135.14 2.00 0.00 0.000.59 24.44 147.14 2.00 0.00 0.000.59

24.61 157.19 1.41 0.00 0.000.58 24.77 160.56 1.48 0.00 0.000.58

24.94 156.32 1.38 0.00 0.000.58 25.10 144.66 1.14 0.25 0.000.57

25.26 126.24 0.84 0.83 0.020.57 25.43 120.93 0.77 0.88 0.020.57

25.59 146.75 1.17 0.18 0.000.57 25.76 180.81 1.97 0.00 0.000.56

25.92 204.08 2.00 0.00 0.000.56 26.08 222.78 2.00 0.00 0.000.56

26.25 235.15 2.00 0.00 0.000.56 26.41 247.36 2.00 0.00 0.000.55

26.58 251.60 2.00 0.00 0.000.55 26.74 245.46 2.00 0.00 0.000.55

26.90 229.49 2.00 0.00 0.000.54 27.07 208.54 2.00 0.00 0.000.54

27.23 194.00 2.00 0.00 0.000.54 27.40 175.32 1.78 0.00 0.000.54

27.56 149.28 1.19 0.16 0.000.53 27.72 129.22 0.86 0.57 0.010.53 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 22 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

27.89 117.89 0.71 1.03 0.020.53 28.05 109.94 0.62 1.13 0.020.52

28.22 102.95 0.55 1.19 0.020.52 28.38 105.31 0.57 1.16 0.020.52

28.54 117.88 0.70 1.00 0.020.52 28.71 134.76 0.93 0.52 0.010.51

28.87 148.73 1.16 0.16 0.000.51 29.04 155.04 2.00 0.00 0.000.51

29.20 152.78 2.00 0.00 0.000.51 29.36 143.95 2.00 0.00 0.000.50

29.53 132.20 2.00 0.00 0.000.50 29.69 121.91 2.00 0.00 0.000.50

29.86 115.77 2.00 0.00 0.000.49 30.02 114.58 2.00 0.00 0.000.49

30.19 114.59 2.00 0.00 0.000.49 30.35 114.52 2.00 0.00 0.000.49

30.51 117.03 2.00 0.00 0.000.48 30.68 126.89 2.00 0.00 0.000.48

30.84 135.73 2.00 0.00 0.000.48 31.01 140.13 2.00 0.00 0.000.47

31.17 138.41 2.00 0.00 0.000.47 31.33 138.48 0.96 0.31 0.010.47

31.50 139.86 2.00 0.00 0.000.47 31.66 135.67 2.00 0.00 0.000.46

31.83 127.39 2.00 0.00 0.000.46 31.99 116.24 2.00 0.00 0.000.46

32.15 108.73 2.00 0.00 0.000.46 32.32 105.82 2.00 0.00 0.000.45

32.48 109.13 2.00 0.00 0.000.45 32.65 113.40 2.00 0.00 0.000.45

32.81 118.38 2.00 0.00 0.000.44 32.97 124.09 2.00 0.00 0.000.44

33.14 131.52 0.85 0.60 0.010.44 33.30 137.00 0.93 0.43 0.010.44

33.47 140.90 0.99 0.28 0.010.43 33.63 149.30 1.13 0.18 0.000.43

33.79 174.22 1.65 0.00 0.000.43 33.96 209.72 2.00 0.00 0.000.42

34.12 248.89 2.00 0.00 0.000.42 34.29 268.79 2.00 0.00 0.000.42

34.45 274.96 2.00 0.00 0.000.42 34.61 280.25 2.00 0.00 0.000.41

34.78 291.87 2.00 0.00 0.000.41 34.94 303.62 2.00 0.00 0.000.41

35.11 311.09 2.00 0.00 0.000.40 35.27 308.51 2.00 0.00 0.000.40

35.43 297.47 2.00 0.00 0.000.40 35.60 284.88 2.00 0.00 0.000.40

35.76 276.64 2.00 0.00 0.000.39 35.93 273.89 2.00 0.00 0.000.39

36.09 273.29 2.00 0.00 0.000.39 36.26 271.65 2.00 0.00 0.000.39

36.42 267.81 2.00 0.00 0.000.38 36.58 260.03 2.00 0.00 0.000.38

36.75 249.76 2.00 0.00 0.000.38 36.91 239.50 2.00 0.00 0.000.37

37.08 232.73 2.00 0.00 0.000.37 37.24 229.87 2.00 0.00 0.000.37

37.40 230.13 2.00 0.00 0.000.37 37.57 230.42 2.00 0.00 0.000.36

37.73 224.56 2.00 0.00 0.000.36 37.90 212.10 2.00 0.00 0.000.36

38.06 197.69 2.00 0.00 0.000.35 38.22 195.13 2.00 0.00 0.000.35

38.39 201.33 2.00 0.00 0.000.35 38.55 206.14 2.00 0.00 0.000.35

38.72 201.97 2.00 0.00 0.000.34 38.88 191.32 2.00 0.00 0.000.34

39.04 182.26 1.83 0.00 0.000.34 39.21 172.82 1.60 0.00 0.000.34

39.37 163.22 1.38 0.00 0.000.33 39.54 153.40 1.18 0.10 0.000.33

39.70 148.91 1.10 0.14 0.000.33 39.86 147.89 1.09 0.14 0.000.32

40.03 149.06 1.11 0.14 0.000.32 40.19 142.37 0.99 0.20 0.000.32

40.36 126.38 2.00 0.00 0.000.32 40.52 111.74 2.00 0.00 0.000.31

40.68 108.90 2.00 0.00 0.000.31 40.85 118.50 2.00 0.00 0.000.31

41.01 134.66 2.00 0.00 0.000.30 41.18 152.43 2.00 0.00 0.000.30

41.34 156.32 2.00 0.00 0.000.30 41.50 144.35 1.03 0.19 0.000.30

41.67 127.90 0.78 0.42 0.010.29 41.83 132.25 0.84 0.39 0.010.29

42.00 139.32 0.95 0.28 0.010.29 42.16 138.83 0.94 0.28 0.010.29

42.32 134.94 0.88 0.28 0.010.28 42.49 132.59 0.85 0.38 0.010.28

42.65 138.14 0.93 0.27 0.010.28 42.82 139.65 0.95 0.18 0.000.27

42.98 130.44 0.82 0.37 0.010.27 43.15 123.13 0.73 0.49 0.010.27

43.31 125.71 0.76 0.39 0.010.27 43.47 131.30 0.83 0.36 0.010.26 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 23 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

43.64 134.12 0.87 0.26 0.010.26 43.80 131.49 0.84 0.35 0.010.26

43.97 121.08 0.70 0.48 0.010.25 44.13 119.51 0.69 0.48 0.010.25

44.29 124.22 0.74 0.45 0.010.25 44.46 129.76 0.81 0.34 0.010.25

44.62 130.39 0.82 0.34 0.010.24 44.79 128.90 0.80 0.34 0.010.24

44.95 128.80 0.80 0.33 0.010.24 45.11 128.32 0.80 0.33 0.010.24

45.28 127.07 0.78 0.33 0.010.23 45.44 123.91 0.74 0.42 0.010.23

45.61 123.10 0.73 0.42 0.010.23 45.77 125.81 0.77 0.33 0.010.22

45.93 129.63 0.82 0.31 0.010.22 46.10 132.06 0.85 0.23 0.000.22

46.26 132.76 0.86 0.22 0.000.22 46.43 132.81 0.86 0.22 0.000.21

46.59 133.72 0.88 0.21 0.000.21 46.75 136.49 0.92 0.21 0.000.21

46.92 139.62 0.97 0.13 0.000.20 47.08 141.53 1.00 0.13 0.000.20

47.25 142.64 1.02 0.13 0.000.20 47.41 142.72 1.02 0.12 0.000.20

47.57 143.95 1.04 0.12 0.000.19 47.74 145.18 1.06 0.08 0.000.19

47.90 150.65 1.16 0.06 0.000.19 48.07 156.04 1.27 0.04 0.000.19

48.23 162.38 1.40 0.00 0.000.18 48.39 173.03 1.64 0.00 0.000.18

48.56 186.90 2.00 0.00 0.000.18 48.72 204.31 2.00 0.00 0.000.17

48.89 218.45 2.00 0.00 0.000.17 49.05 222.67 2.00 0.00 0.000.17

49.22 208.35 2.00 0.00 0.000.17 49.38 188.59 2.00 0.00 0.000.16

49.54 171.06 1.61 0.00 0.000.16 49.71 161.87 1.40 0.00 0.000.16

49.87 152.68 2.00 0.00 0.000.15 50.04 145.39 2.00 0.00 0.000.15

50.20 139.46 2.00 0.00 0.000.15 50.36 133.38 2.00 0.00 0.000.15

50.53 125.50 2.00 0.00 0.000.14 50.69 121.70 2.00 0.00 0.000.14

50.86 120.34 2.00 0.00 0.000.14 51.02 121.29 2.00 0.00 0.000.14

51.18 120.32 2.00 0.00 0.000.13 51.35 120.16 2.00 0.00 0.000.13

51.51 121.64 2.00 0.00 0.000.13 51.68 123.97 2.00 0.00 0.000.12

51.84 125.38 2.00 0.00 0.000.12 52.00 125.97 2.00 0.00 0.000.12

52.17 129.02 2.00 0.00 0.000.12 52.33 133.63 2.00 0.00 0.000.11

52.50 138.78 2.00 0.00 0.000.11 52.66 142.93 2.00 0.00 0.000.11

52.82 142.04 2.00 0.00 0.000.10 52.99 132.98 2.00 0.00 0.000.10

53.15 119.36 2.00 0.00 0.000.10 53.32 108.90 2.00 0.00 0.000.10

53.48 113.21 2.00 0.00 0.000.09 53.64 126.91 2.00 0.00 0.000.09

53.81 142.06 2.00 0.00 0.000.09 53.97 148.42 2.00 0.00 0.000.09

54.14 146.99 2.00 0.00 0.000.08 54.30 138.41 2.00 0.00 0.000.08

54.46 132.25 2.00 0.00 0.000.08 54.63 128.33 2.00 0.00 0.000.07

54.79 127.53 2.00 0.00 0.000.07 54.96 125.12 2.00 0.00 0.000.07

55.12 119.48 2.00 0.00 0.000.07 55.28 114.43 2.00 0.00 0.000.06

55.45 110.84 2.00 0.00 0.000.06 55.61 112.16 2.00 0.00 0.000.06

55.78 117.03 2.00 0.00 0.000.05 55.94 122.40 2.00 0.00 0.000.05

56.11 126.81 2.00 0.00 0.000.05 56.27 131.88 2.00 0.00 0.000.05

56.43 142.16 2.00 0.00 0.000.04 56.60 158.10 2.00 0.00 0.000.04

56.76 171.55 2.00 0.00 0.000.04 56.93 178.35 2.00 0.00 0.000.04

57.09 172.60 2.00 0.00 0.000.03 57.25 151.11 2.00 0.00 0.000.03

57.42 133.50 2.00 0.00 0.000.03 57.58 127.20 2.00 0.00 0.000.02

57.75 136.90 2.00 0.00 0.000.02 57.91 144.40 2.00 0.00 0.000.02

58.07 148.20 2.00 0.00 0.000.02 58.24 148.05 2.00 0.00 0.000.01

58.40 144.24 2.00 0.00 0.000.01 58.57 149.45 2.00 0.00 0.000.01

58.73 152.83 2.00 0.00 0.000.00 58.89 145.99 2.00 0.00 0.000.00

59.06 128.20 2.00 0.00 0.000.00 59.22 130.97 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 24 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

59.39 144.54 2.00 0.00 0.000.00 59.55 143.73 2.00 0.00 0.000.00

59.71 134.96 2.00 0.00 0.000.00 59.88 132.28 2.00 0.00 0.000.00

60.04 135.01 2.00 0.00 0.000.00 60.21 134.04 2.00 0.00 0.000.00

60.37 130.52 2.00 0.00 0.000.00 60.53 140.30 2.00 0.00 0.000.00

60.70 150.41 2.00 0.00 0.000.00 60.86 156.27 2.00 0.00 0.000.00

61.03 146.97 2.00 0.00 0.000.00 61.19 131.26 2.00 0.00 0.000.00

61.35 119.80 2.00 0.00 0.000.00 61.52 113.52 2.00 0.00 0.000.00

61.68 113.14 2.00 0.00 0.000.00 61.85 115.11 2.00 0.00 0.000.00

62.01 123.01 2.00 0.00 0.000.00 62.17 138.29 2.00 0.00 0.000.00

62.34 156.73 2.00 0.00 0.000.00 62.50 169.17 2.00 0.00 0.000.00

62.67 171.98 2.00 0.00 0.000.00 62.83 165.94 2.00 0.00 0.000.00

63.00 160.30 2.00 0.00 0.000.00 63.16 161.21 2.00 0.00 0.000.00

63.32 168.08 2.00 0.00 0.000.00 63.49 173.25 2.00 0.00 0.000.00

63.65 176.10 2.00 0.00 0.000.00 63.82 172.34 2.00 0.00 0.000.00

63.98 164.27 2.00 0.00 0.000.00 64.14 149.49 2.00 0.00 0.000.00

64.31 136.60 2.00 0.00 0.000.00 64.47 137.83 2.00 0.00 0.000.00

64.64 149.57 2.00 0.00 0.000.00 64.80 163.82 2.00 0.00 0.000.00

64.96 167.70 2.00 0.00 0.000.00 65.13 163.97 2.00 0.00 0.000.00

65.29 156.97 2.00 0.00 0.000.00 65.46 156.26 2.00 0.00 0.000.00

65.62 155.08 2.00 0.00 0.000.00 65.78 150.85 2.00 0.00 0.000.00

65.95 143.28 2.00 0.00 0.000.00 66.11 142.23 2.00 0.00 0.000.00

66.28 148.25 2.00 0.00 0.000.00 66.44 163.39 2.00 0.00 0.000.00

66.60 182.94 2.00 0.00 0.000.00 66.77 195.03 2.00 0.00 0.000.00

66.93 190.30 2.00 0.00 0.000.00 67.10 172.50 2.00 0.00 0.000.00

67.26 155.96 2.00 0.00 0.000.00 67.42 147.03 2.00 0.00 0.000.00

67.59 142.73 2.00 0.00 0.000.00 67.75 158.11 2.00 0.00 0.000.00

67.92 174.55 2.00 0.00 0.000.00 68.08 184.29 2.00 0.00 0.000.00

68.24 183.57 2.00 0.00 0.000.00 68.41 169.02 2.00 0.00 0.000.00

68.57 143.45 2.00 0.00 0.000.00 68.74 134.68 2.00 0.00 0.000.00

68.90 141.59 2.00 0.00 0.000.00 69.07 147.52 2.00 0.00 0.000.00

69.23 159.97 2.00 0.00 0.000.00 69.39 180.85 2.00 0.00 0.000.00

69.56 202.90 2.00 0.00 0.000.00 69.72 216.21 2.00 0.00 0.000.00

69.89 218.14 2.00 0.00 0.000.00 70.05 208.69 2.00 0.00 0.000.00

70.21 186.97 2.00 0.00 0.000.00 70.38 176.76 2.00 0.00 0.000.00

70.54 167.72 2.00 0.00 0.000.00 70.71 166.04 2.00 0.00 0.000.00

70.87 162.93 2.00 0.00 0.000.00 71.03 172.32 2.00 0.00 0.000.00

71.20 180.86 2.00 0.00 0.000.00 71.36 185.91 2.00 0.00 0.000.00

71.53 182.08 2.00 0.00 0.000.00 71.69 166.14 2.00 0.00 0.000.00

71.85 147.53 2.00 0.00 0.000.00 72.02 148.75 2.00 0.00 0.000.00

72.18 160.07 2.00 0.00 0.000.00 72.35 166.73 2.00 0.00 0.000.00

72.51 161.12 2.00 0.00 0.000.00 72.67 151.22 2.00 0.00 0.000.00

72.84 140.24 2.00 0.00 0.000.00 73.00 139.79 2.00 0.00 0.000.00

73.17 146.01 2.00 0.00 0.000.00 73.33 152.19 2.00 0.00 0.000.00

73.49 149.91 2.00 0.00 0.000.00 73.66 144.60 2.00 0.00 0.000.00

73.82 145.02 2.00 0.00 0.000.00 73.99 152.40 2.00 0.00 0.000.00

74.15 156.38 2.00 0.00 0.000.00 74.31 156.88 2.00 0.00 0.000.00

74.48 161.90 2.00 0.00 0.000.00 74.64 171.29 2.00 0.00 0.000.00

74.81 176.24 2.00 0.00 0.000.00 74.97 175.95 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 25 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

75.13 175.00 2.00 0.00 0.000.00 75.30 174.59 2.00 0.00 0.000.00

75.46 174.92 2.00 0.00 0.000.00 75.63 178.41 2.00 0.00 0.000.00

75.79 184.22 2.00 0.00 0.000.00 75.96 187.60 2.00 0.00 0.000.00

76.12 185.59 2.00 0.00 0.000.00 76.28 180.29 2.00 0.00 0.000.00

76.45 175.22 2.00 0.00 0.000.00 76.61 173.29 2.00 0.00 0.000.00

76.78 174.09 2.00 0.00 0.000.00 76.94 177.27 2.00 0.00 0.000.00

77.10 177.31 2.00 0.00 0.000.00 77.27 169.42 2.00 0.00 0.000.00

77.43 158.35 2.00 0.00 0.000.00 77.60 153.64 2.00 0.00 0.000.00

77.76 155.89 2.00 0.00 0.000.00 77.92 158.07 2.00 0.00 0.000.00

78.09 166.31 2.00 0.00 0.000.00 78.25 177.51 2.00 0.00 0.000.00

78.42 181.08 2.00 0.00 0.000.00 78.58 170.45 2.00 0.00 0.000.00

78.74 168.76 2.00 0.00 0.000.00 78.91 185.89 2.00 0.00 0.000.00

79.07 201.76 2.00 0.00 0.000.00 79.24 204.65 2.00 0.00 0.000.00

79.40 186.08 2.00 0.00 0.000.00 79.56 159.62 2.00 0.00 0.000.00

79.73 135.55 2.00 0.00 0.000.00 79.89 126.41 2.00 0.00 0.000.00

80.06 135.88 2.00 0.00 0.000.00 80.22 148.39 2.00 0.00 0.000.00 Total estimated settlement: 0.61
Abbreviations
Qtn,c s:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlem ent
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:56 PM 26 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Collins Aerospace Location : Parcel A
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
www.geoconinc.com
CPT file : CPT-04

9.00 ft

9.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
No
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

CRR & CSR

0.60.40.20 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

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---------r------r---------
::=::::E ::+::::=
This software is licensed to: Geocon Inc CPT name: CPT-04 Cone resistance
qt (tsf)
400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
CPT basic interpretation plots
Friction Ratio
Rf (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
40 30 20 10 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
Sand
Silty sand & sandy silt
ClayClay & silty clayClay & silty clay
Silty sand & sandy siltSilty sand & sandy siltClay
Clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clayVery dense/stiff soil
Very dense/stiff soilSand & silty sandClay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Very dense/stiff soil
Clay
Sand & silty sand
Sand
Sand & silty sand
Very dense/stiff soilVery dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Silty sand & sandy siltClay & silty clay
Clay & silty claySilty sand & sandy silt
Silty sand & sandy siltSand & silty sand
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 37 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

9.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

9.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
□
□
□
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• I I I I I I I I I I
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--i--i--i--i--i--i--i--i--i
I I I I I I I I I I I _
I I

I I I I I I I I I I
-r,-r1-r1-r1-r1-r1-~
-~~-~~-~~-~~-~~-~~-~-
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jjjjjjjjj~~~--~----I
I I I I I I I I i , , , ,

I I I I I I I I I ---
--r-r--r-r--r-r--r-r--r-:--:--:--"?--"?------1
-------------------
' I I I I I I I I I I

I I I I I I I I I I
--•--•--•--•--•--•--•--•--•---1--1 I I I I I I I I I

I I I I I I I I I I
--+--+--+--+--+--+--+--+--+---1--
1 I I I I I I I I I

I I I I I I I I I I I
-----------------
' I I I I I I I I I I _ I I I I I I I I I I I I I
--t--t--t--t--t--t--t--t--t---!---!---!---!--~
__ 1__1 __ 1__1 __ 1__1 __ 1__1 __ t
I I I I I I I I l . -. - I I I I I I I I I I I I I
--------------~--~---::::::::: .... ·1--t--t--t--t--t--t--t--t--t--~--1-- 1 I I I I I I I I I I
--------------~--
' I I I I I I I I I I

I I I I I I I I I I I
--------------~---
' I I I I I I I I I I
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-~~-~~-~~-~~-~~-t-
i I I I I I I I I I I

I I I I I I I I I I I I
-r,-r,-r,-r,-r7-r7
I I I I I I I I I I I I I --T--T--T--T--T--T--T--T--T'----==.=,-------- 1 I I I I I I I I I I
I I I I I I I Ir -
-[]=[]=[]=[]=) -----~
□
□
■
■
■
■
~
c:::
'y ------
----+-------~-
----t-------~--
----t-------~-------1+-----.... +---•:
' ' ' ' ' '
____ _._ _______ 1,, _______ ,L ___ _
' ' ' ' ' '
____ _._ _______ 1,, _______ ,L ___ _
' ' ' ' ' ' . . .
------:=:---
------t------: : 911 ! #'.
------t------t--
::::::+::::::-
1------I---~--1 r----
' ' ' ' '
' ' ------~------+------◄-
' ' ' ' ' ' ------~------+------◄---
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'
'
::::::!:::::_1_ ___ _
~~~~~~t~~~~~t~~~~r ~~~~~:-
• I I I < ------+------t------i-------L---.

I I I C
------!-----l-----l---~~------·11

I I I I
------+------+------i------------·
I I I C ------+------t------i-------
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i----i
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H~~~~~~~~~ti 1---t-------------J
~]~ttt~I
1---◄----'
cA:=~~~~~~~~t--
~.----------------~-----
This software is licensed to: Geocon Inc CPT name: CPT-04 Norm. cone resistance
Qtn
20015010050 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
1 0.8 0.6 0.4 0.2 0 -0.2
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand
Silty sand & sandy siltClay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clayClay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clayVery dense/stiff soil
Very dense/stiff soilSand & silty sandClay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay
ClaySilty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
ClaySilty sand & sandy siltSilty sand & sandy silt
Silty sand & sandy siltClaySilty sand & sandy silt
Silty sand & sandy siltSilty sand & sandy silt
Sand & silty sand
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 38 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

9.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

9.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
--------+---------+------
' ' ' '
::::::::if; __ ;_;_;_;:~::::~;;;~~
--------+-----
--------+-----
--------+-----
---------+-----
---------+-----
~~~~~~t~~::!::
' ' '
_T ______ "T" _____ _
' ' ' '
_T ______ "T" _____ _
' ' ' '
_T ______ "T" _____ _
' ' ' ' -----•-------+-------' ' ' ' ------+-------+------- ' ' ' ' ----- -------+-------' ' ' -------+-------' ' ' ' ------1-------+-------+------- ' ' ' ' ' ' -------+-------' ' ____ _._ _____ _
' ' ____ _._ _____ _
' ' ____ _._ _____ _
' ' ____ _._ _____ _
' ' ____ _._ _____ _
' ' ____ _._ _____ _
' ------+-------!-------
~------+-------!------
~------+------+-----~------+-------!------
~------+------+------
--+--~-~-~..it~~J=~~~ll~~~~
' ' -------1-------•-------+-------

I I I I

I I I I
. ------1-------1-------+-------+-------

I I I I

I I I I
------1-------1-------•-------+-------I I I I
' ' ' - ------+-------+-------
'
' ' ___ _._ _____ _
' '
:::r:::::
__ ::::!::::::
:.:,;;;,-l-==!=-➔: "'-"-----+------
-1------l------
' I I I I ·----- -----,-----"T"----"T"-----r-----
1 I I I

I I I I
·----- -----,-----"T"----"T"-----r-----
1 I I I
I I I I ·---- -----,-----"T"----"T"-----r-----
1 I I I

I I I I
·----- ------1------+------+------1------
1 I I I

I I I I
·----- ------1------+------+------1------
1 I I I
I I I I ·----- _____ ., _____ _._ ____ _._ _____ 1,, ____ _

I I I I

I I I I
·----- _____ ., _____ _._ ____ _._ _____ 1,, ____ _

I I I I
I I I I ·----- _____ ., _____ _._ ____ _._ _____ 1,, ____ _

I I I I

I I I I
·----- _____ ., _____ _._ ____ _._ _____ 1,, ____ _

I I I I
I I I I ·----- _____ ., _____ _._ ____ _._ _____ 1,, ____ _

I I I I
I I I I ·----- , _____ ., _____ _._ ____ _._ _____ 1,, ____ _

I I I I

I I I I
------ -----~-----+----+----+-----
·----- ·-----1-----+----+-----~-----
------·-----~-----+----+----+-----
·----- ·-----1-----+----+-----~-----
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:::::-l:::::r:::r:::r:::r::::
~:::::J:::::!::::!:::::t:::::
: -----~-----+----+-----~-----
·--- -:S.------1----· L----L -----~-----
■
■
■
■
□
□
------ ' ........ . I I I I I I I I I I I

I I I I I I I I I I I
---~--------------
1 I I I I I I I I I I I

I I I I I I I I I I I I I
---~--~-------------
• I I I I I I I I I I I I

I I I I I I I I I I I I I
-~--~--------------
1 I I I I I I I I I I I
~----c~ ~~i~~~~~~~~~~~~~~~~
:; :~t~~~~~J~fJ~~J~fJ~
~-----=~~~i~~j~~j~~j~~j~
-~-~~-~~-~~-~~-~~-
-~-~~-~~-~~-~~-~~-
-~-~~-~~-~~-~~-~~-
-~~-~~-~~-~~-~~-~~-
' --~--~--+--+--+--+--+--+--+--+--+--
_L __ ~l=~~=~~=~~=~~=~~= ==t1=t1=t1=t1=t1=t1=
_L~-~~-~~-~~-~~-~~-
---~l-LJ-LJ-LJ-LJ-LJ_
□
□
□
This software is licensed to: Geocon Inc CPT name: CPT-04 Total cone resistance
qt (tsf)
400300200100
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Total cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Norm. cone resistance
Qtn
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 39 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

9.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

9.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' '
------r--------T ________ T ____ _
' ' ' ' ' '
------r--------T ________ T ____ _
' ' ' ' ' '
------r--------T ________ T ____ _
' ' ' ' ' ' ------►--------•--------•-----
' ' ' ' ' ' ------► --------+--------+-----
' ' ' ' ' ' -----►--------•--------•-----
' ' '
+--------+----+--------+----
+--------+-----·- +--------+-----
·--- ---- +--------+-----
:::: :~ _:~:~:::::~:~:~:--~::~:-·:.-t::::j:::::
-------f--------f-----
' ·---------+--------- ◄ ----------+----------
·---------t---------i---------'-' ---7
---------
_________ l :----------:----------
' ---------.L---------' ---------+---------
---------+--------
---------+--------
·---------+-------
·---------+--------
:::::::::t:::::::_~---
'.'.'.::'.'.}\lll{~::=:f :=::=
·---------•---------' ' ' ' ' ' ·---------+---------------------+------ -- ' ' ' ' ' ' ·---------•---------◄ ----------+-
' ' ---------◄ ----------+----------
' ' ' ' ' ' ---♦--------- ◄ ----------+----------
' ' '
·- ----~-!!;_;,,_ ... : :'":·~~-.~~~~~"'~-~'!~"';-::·:-:~~~~[~~~~~ : _________ 1 ________ _
---------~------------------
' I I I I I I I I
-~-~-~-~-~-~-~-~--1 I I I I I I I I I I I I
--,---,----.----.----r---
1 I I I I
I I I I I I ---,---,----.----.----r---
1 I I I I I I

I I I I I I I
--♦--- ◄---◄---◄ ----+----+---- ►---
1 I I I I I I I I I I I I I
-----------------1 I I I I I I

I I I I I I I
--◄---◄---◄ ----+----+---- ►---
1 I I I I I
~~~~~~f~i~l~l~l~l~I~~ r ~i?--_t::1~~Ei~~E~E~i~~ l--: -r---r--+-+-+--+--+--+--·--- ---+---+----1----1----1---+--+--+--- --~-~-~-t-t-t-+-+-~-·---~ -+---+---i---i---i---+--+---~----~-~-~-t-t-t-+-+-~-·---' --+---+---i---i---i---+--+---~--- ::::' ::t:t::t:tt::t:t:t::
~~ ~ ~~~~ ~l~l~l~l~l~t~~
' '
'
:- ...... ~1;;;!!.1!!~-.. --"l""'- ,
---.
j~~~I ~~i~::~:::~:::i~~i~~f ;; ±~ ~~[~~~
____ L : ; ;---+--+--+---·---~------ --- --- -- ---~--- ' ' ' •---------T---------,--
0 '
' •---------T--------0
'
__________ T _______ _
'
'
----------♦--------
' ' ----------+--------
' ' ----------♦--------
'
·---------+---------i---------+-
·---------t---------i---------+-
----------+---------~--------I
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·---------+---------i--------
:::::::::t::::::::t:::---
----------f--------- I
__________ ,____ --- -----
This software is licensed to: Geocon Inc CPT name: CPT-04 CRR plot

CRR & CSR

0.60.40.20 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Liquefaction potential
LPI
20151050
Dep
th (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Liquefaction potential Vertical settlements
Settlement (in)

0.30.20.10 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements Lateral displacements
Displacement (in)
0 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Lateral displacements
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 40 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

9.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

9.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
' ' ·------------"T'"-
' ' ·-------------,--' ' ·-------------.-
' ' ·-------------1--
' '
__________ T ____________ _
'
'
__________ T ____________ _
' '
__________ T ____________ _
' ' ----+-------------
' ·------------+----------+-------------
·------------+----------+------------
·------------+-----------+------------
·------------+-----------+--
·------------+-----------+---
:::::::::::::t::::::::-t:::::::::::-
__ T ____________ _
' --T
'
' '
__ T ____________ _
'
·------------+-----------t-------------
·------------ ----- ______ , ____________ _
■
□
□
□
■
' ' ' ' ----~----~----~----' ' ' ' ' ' ---------r---------r---------T-------- , ' ' ' ' ' ----~----~----~----' ' ' ' ' ' ---------►---------►---------•-------- ' ' ' ' ' ' -------►---------► ---------+---
~ ------~ : --------;---------
------ --~---------~---------+---------
----4----4----~-----
------ --~---------~---------+---------
----4----4----~-----
----4----4----~-----
==:=±====±====j====:
----+----+----~--------------~---------~---------'--------- -·---------------------------------------
- -------------------- --------------------
-·---------------------------------------
-·---------------------------------------
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-·---------------------------------------
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-----------------------------------------
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-----------------------------------------
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- -------------------- --------------------
- -------------------- --------------------
-----------------------------------------
-----------------------------------------
- -------------------- --------------------
-----------------------------------------
-----------------------------------------
- -------------------- --------------------
-·---------------------------------------
■
□
□
This software is licensed to: Geocon Inc CPT name: CPT-04 Normalized friction ratio (%)

0.1 1 10
Nor
malized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
Qtn,cs
200 180 160 140 120 100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Thickness of surface layer, H1 (m)
10 9 8 7 6 5 4 3 2 1 0
Thi
ckness of liquefiable sand layer, H2 (m)

12.0 11.0

10.0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 CPT-04 (0.90)
Analysis PG A: 0.63
PG A

0.40g - 0.50g
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 41 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

9.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

9.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
i
------t------r------t------t------t------t-----• -----
! ! ! ! ! ! ♦

I I I I I I

I I I I I I
•------.1-------L------.L-------L-------.1.------1 I I I I

I I I I I

I I I I I I

I I I I I I I

I I I I I I

I I I I I I I I
·------ ◄ ------- ► ------•-------1----- ------•------ ◄-------►------• I I I I I I I

I I I I I I I I

I I I I I I I

I I I I I I

I I I I I I
------ • - 1 ---r---r---i-----r---r---
This software is licensed to: Geocon Inc CPT name: CPT-04 Norm. cone resistance
Qtn
600400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
Check for strength loss plots (Robertson (2010))
Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v

0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 42 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

9.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

9.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' ---r----------.-----------.--------
0 ' '
' ' ' ------.-----------.-----------r-------
' ' ' ' ' ' -------.-----------.-----------r-------
' ' ' ' ' ' ·--- -----►----------►----------►-------
' ' ' ' ' ' --- ------►----------►----------►-------
' ' ' ' ' ' -------►----------►----------►-------
' ' '
--------~----------~------
·------- +----------~----------~------
·------ --~----------~----------~------
·---- ----~----------~----------~------
--~----------~----------~-------
:::::::::-t:::::::::t:::::::j:::::::
----+---------+----------~-----------------~----------~----------~------- ' I I I I I I I I --T---T----,----,----,---.,..--.,..---.---- 1 I I I I I I

I I I I I I
--,---,----,----,----.----
1 I I I I

I I I I I I
---,---,----.---.---.----
1 I I I I I I

I I I I I I I
--+----1----1--- ➔ ----+----+---- ► ---

I I I I I I I

I I I I I I I
---+----1--- ➔---➔ ----+----+---- ►---

I I I I I I I

I I I I I I I
--◄---◄---◄ ----+----+---- ►---
' I I I I I
·--- ---+---+--- ➔---➔---➔ ---+--+---~--
·---~ --+---+--- ➔ --- ➔ --- ➔ ---J,--+---~--
·---~ -+---+--- ➔---➔---➔ ---+--+---~--
·---~- -+---+--- ➔ --- ➔ --- ➔ ---J,--+---~--
·---' --+---+--- ➔---➔---➔ ---+--+---~---
::::' ::t::tt:t:t::t:t:t::
____ l : ; ;---+--+--+---
·---~------ --- --- -- ---~---
' ' ------,--
■ ----T--------
0 ' T--------
0 ' ■----•--------
' ' -----+--------
' ' ·•--------'
'
·----+--------- ➔ ---------+-
+--------- ➔ ---------+-
·----+---------i--------I
·----+--------- ➔-------
·+--------- ➔--------
::::t::::::::t:::---
. ' ' ' I I I I
·-------•--------1--------1--------1--------I I I I
I I I I ________ ... _______ _, _______ _, _______ ~------- • I I I

I I I I

I I I I
·-------y-------,-------,--------.-------
1 I I I
I I I I ________ ... _______ _, _______ _, _______ ~------- • I I I
:::::::t::::::t::::t::::::t::::::

I I I I
t~:1t~:rn~:r::::r:::::
~::~:,~::~:t:~:t::::t:::::
~::~:1~::~:r:~:r:~:r:::::
·-------f-------~-------~-------+-------
:::::::t:::::t::::::(:::::t:::::::
~::~:t:~:r:~:r:~:r:::::
~::~:,~::~:t:~:t:~:t:::::
·-------+------- ➔-------➔ -------+-------
• I I I
This software is licensed to: Geocon Inc CPT name: CPT-04 Cone resistance
qt (tsf)
400300200100
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Vertical settlements
Settlement (in)

0.30.20.10 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 43 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
' ' ' ------r--------T ________ T ____ _
' ' ' ' ' ' ------r--------T ________ T ____ _
' ' ' ' ' ' ------r--------T ________ T ____ _
' ' ' ' ' ' ------t---------+--------+-----
' ' ' ' ' ' ------►--------•--------•-----
' ' ' ' ' ' -----►--------•--------•-----
' ' ' ' ' ------+--------+-----
' ' ' ' -----•--------•-----' ' ' ' -----+--------+----- ' ' ' ' -------.1.--------"'-----
' ' ' ' _______ ... ________ ... ____ _
' ' ' '
_______ ... ________ ,1. ____ _
' ' ' ' _______ ... ________ ... ____ _
' ' ' '
______ ... ________ ,1. ____ _
' ' ' ' ... ________ ... ____ _
' ' t--------t-----
t--------t----
t--------t----
t--------t----
t--------t----
t--------t-----
: I
' ' I I I I I
' ' ' ------.-------.------,------T ______ T _____ _ ---------r----------r----------T--------

I I I I I
0 ' ' I I I I I
' ' ' ------.-------.------,------T ______ T _____ _ ---------r----------r----------T--------

I I I I I
0 ' ' I I I I I
' ' ' ------+-------+-------1------+------+------ ---------►---------►---------•--------

I I I I I
' ' ' I I I I
' ' ' ------+------ ◄------•------•------ -------►---------►---------•--- ' I I I I I I I
----i------ ◄ ------•------•------ --------•---------1 I I I I ' I I I I I
------i-------i------ ◄ ------+------+------
1 I I I I

I I I I I
------i-------i------ ◄ ------•------•------
1 I I I I

I I I I I
------i-------i------ ◄ ------+------+------
1 I I I I
I I I I I _____ _,_ _____ _,_ _____ _. ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _,_ _____ _,_ _____ _. ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _,_ _____ _,_ _____ .. ______ ... ______ ... _____ _

I I I I I
I I I I I _ ____ _,_ _____ _,_ _____ _. ______ ... ______ ... _____ _

I I I I I
I I I I I _____ _,_ _____ _,_ _____ .. ______ ... ______ ... _____ _

I I I I I
I I I I I __ ;.,_ _____ _,_ _____ _. ______ ... ______ ... _____ _

I I I I I
-----+------i------l-----t------t------ ------ --~---------~---------t--------- ------i-------i------i------t------t------ ------ --~---------~---------¼--------- -----+------i------i------t------t------ ------ --~---------~---------t--------- ------i-------i------i------t------t------ ------ --~---------~---------¼--------- ------i-------i------i------t------t------ ----- ---~---------~---------t--------- ------i-------i------i------t------t------ ---- ----~---------~---------t--------- : I : I I 1 I :
----- ----- ----- ------ ------ ------ --------- ---------~--------- --------- This software is licensed to: Geocon Inc CPT name: CPT-04 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

9.02 152.18 1.71 0.00 0.000.85 9.19 152.60 1.70 0.00 0.000.84

9.35 139.60 1.37 0.00 0.000.84 9.51 125.24 1.07 0.40 0.010.84

9.68 117.28 0.93 1.04 0.020.84 9.84 124.89 1.05 0.60 0.010.83

10.01 136.00 1.25 0.27 0.010.83 10.17 155.40 1.69 0.00 0.000.83

10.34 171.62 2.00 0.00 0.000.82 10.50 167.85 2.00 0.00 0.000.82

10.66 153.68 1.61 0.00 0.000.82 10.83 129.94 1.09 0.38 0.010.82

10.99 114.97 0.84 1.35 0.030.81 11.16 107.20 0.74 1.79 0.040.81

11.32 107.80 0.74 1.78 0.030.81 11.48 110.50 0.77 1.41 0.030.81

11.65 116.28 0.84 1.31 0.030.80 11.81 115.61 0.83 1.32 0.030.80

11.98 114.20 0.80 1.33 0.030.80 12.14 120.41 0.89 0.95 0.020.79

12.30 158.99 2.00 0.00 0.000.79 12.47 210.95 2.00 0.00 0.000.79

12.63 243.89 2.00 0.00 0.000.79 12.80 252.49 2.00 0.00 0.000.78

12.96 233.40 2.00 0.00 0.000.78 13.12 200.20 2.00 0.00 0.000.78

13.29 173.36 1.99 0.00 0.000.77 13.45 169.05 1.86 0.00 0.000.77

13.62 184.08 2.00 0.00 0.000.77 13.78 198.47 2.00 0.00 0.000.77

13.94 204.04 2.00 0.00 0.000.76 14.11 193.76 2.00 0.00 0.000.76

14.27 181.28 2.00 0.00 0.000.76 14.44 174.32 2.00 0.00 0.000.76

14.60 170.08 2.00 0.00 0.000.75 14.76 163.14 1.64 0.00 0.000.75

14.93 159.72 1.55 0.00 0.000.75 15.09 179.44 2.00 0.00 0.000.74

15.26 202.75 2.00 0.00 0.000.74 15.42 215.70 2.00 0.00 0.000.74

15.58 219.57 2.00 0.00 0.000.74 15.75 219.87 2.00 0.00 0.000.73

15.91 217.75 2.00 0.00 0.000.73 16.08 215.58 2.00 0.00 0.000.73

16.24 210.64 2.00 0.00 0.000.72 16.40 201.98 2.00 0.00 0.000.72

16.57 197.30 2.00 0.00 0.000.72 16.73 190.52 2.00 0.00 0.000.72

16.90 181.32 2.00 0.00 0.000.71 17.06 172.48 1.80 0.00 0.000.71

17.23 168.52 1.69 0.00 0.000.71 17.39 169.16 1.71 0.00 0.000.71

17.55 175.65 1.87 0.00 0.000.70 17.72 186.51 2.00 0.00 0.000.70

17.88 195.22 2.00 0.00 0.000.70 18.05 204.13 2.00 0.00 0.000.69

18.21 210.31 2.00 0.00 0.000.69 18.37 215.63 2.00 0.00 0.000.69

18.54 217.20 2.00 0.00 0.000.69 18.70 215.25 2.00 0.00 0.000.68

18.87 214.23 2.00 0.00 0.000.68 19.03 217.11 2.00 0.00 0.000.68

19.19 228.59 2.00 0.00 0.000.67 19.36 234.36 2.00 0.00 0.000.67

19.52 221.83 2.00 0.00 0.000.67 19.69 196.31 2.00 0.00 0.000.67

19.85 173.68 1.76 0.00 0.000.66 20.01 163.30 2.00 0.00 0.000.66

20.18 163.70 2.00 0.00 0.000.66 20.34 173.57 2.00 0.00 0.000.66

20.51 179.84 2.00 0.00 0.000.65 20.67 185.98 2.00 0.00 0.000.65

20.83 193.97 2.00 0.00 0.000.65 21.00 199.28 2.00 0.00 0.000.64

21.16 201.89 2.00 0.00 0.000.64 21.33 198.03 2.00 0.00 0.000.64

21.49 194.51 2.00 0.00 0.000.64 21.65 190.68 2.00 0.00 0.000.63

21.82 202.34 2.00 0.00 0.000.63 21.98 221.99 2.00 0.00 0.000.63

22.15 242.04 2.00 0.00 0.000.62 22.31 249.63 2.00 0.00 0.000.62

22.47 249.05 2.00 0.00 0.000.62 22.64 245.01 2.00 0.00 0.000.62

22.80 239.65 2.00 0.00 0.000.61 22.97 238.41 2.00 0.00 0.000.61

23.13 235.59 2.00 0.00 0.000.61 23.30 230.62 2.00 0.00 0.000.61

23.46 221.00 2.00 0.00 0.000.60 23.62 209.57 2.00 0.00 0.000.60

23.79 202.53 2.00 0.00 0.000.60 23.95 197.44 2.00 0.00 0.000.59

24.12 198.70 2.00 0.00 0.000.59 24.28 202.92 2.00 0.00 0.000.59

24.44 208.51 2.00 0.00 0.000.59 24.61 210.16 2.00 0.00 0.000.58 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 44 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-04 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

24.77 214.35 2.00 0.00 0.000.58 24.94 223.16 2.00 0.00 0.000.58

25.10 237.83 2.00 0.00 0.000.57 25.26 265.94 2.00 0.00 0.000.57

25.43 294.53 2.00 0.00 0.000.57 25.59 320.53 2.00 0.00 0.000.57

25.76 325.06 2.00 0.00 0.000.56 25.92 316.67 2.00 0.00 0.000.56

26.08 305.21 2.00 0.00 0.000.56 26.25 292.96 2.00 0.00 0.000.56

26.41 275.52 2.00 0.00 0.000.55 26.58 252.72 2.00 0.00 0.000.55

26.74 234.18 2.00 0.00 0.000.55 26.90 216.10 2.00 0.00 0.000.54

27.07 202.74 2.00 0.00 0.000.54 27.23 196.83 2.00 0.00 0.000.54

27.40 199.41 2.00 0.00 0.000.54 27.56 204.45 2.00 0.00 0.000.53

27.72 210.18 2.00 0.00 0.000.53 27.89 204.59 2.00 0.00 0.000.53

28.05 194.50 2.00 0.00 0.000.52 28.22 184.35 2.00 0.00 0.000.52

28.38 188.65 2.00 0.00 0.000.52 28.54 195.38 2.00 0.00 0.000.52

28.71 199.36 2.00 0.00 0.000.51 28.87 193.29 2.00 0.00 0.000.51

29.04 172.28 1.58 0.00 0.000.51 29.20 139.93 0.95 0.48 0.010.51

29.36 125.39 0.75 0.90 0.020.50 29.53 136.07 0.89 0.50 0.010.50

29.69 154.93 1.20 0.15 0.000.50 29.86 167.94 1.47 0.00 0.000.49

30.02 177.54 1.69 0.00 0.000.49 30.19 182.94 1.83 0.00 0.000.49

30.35 185.38 1.89 0.00 0.000.49 30.51 186.52 1.92 0.00 0.000.48

30.68 187.96 1.95 0.00 0.000.48 30.84 187.05 1.93 0.00 0.000.48

31.01 178.74 1.71 0.00 0.000.47 31.17 188.04 1.95 0.00 0.000.47

31.33 208.72 2.00 0.00 0.000.47 31.50 230.87 2.00 0.00 0.000.47

31.66 240.59 2.00 0.00 0.000.46 31.83 244.01 2.00 0.00 0.000.46

31.99 242.84 2.00 0.00 0.000.46 32.15 236.94 2.00 0.00 0.000.46

32.32 233.35 2.00 0.00 0.000.45 32.48 226.93 2.00 0.00 0.000.45

32.65 222.10 2.00 0.00 0.000.45 32.81 215.11 2.00 0.00 0.000.44

32.97 215.93 2.00 0.00 0.000.44 33.14 218.36 2.00 0.00 0.000.44

33.30 217.68 2.00 0.00 0.000.44 33.47 216.75 2.00 0.00 0.000.43

33.63 214.42 2.00 0.00 0.000.43 33.79 210.17 2.00 0.00 0.000.43

33.96 195.55 2.00 0.00 0.000.42 34.12 182.78 1.78 0.00 0.000.42

34.29 175.30 1.60 0.00 0.000.42 34.45 181.45 1.75 0.00 0.000.42

34.61 187.90 1.91 0.00 0.000.41 34.78 190.41 1.98 0.00 0.000.41

34.94 184.43 1.82 0.00 0.000.41 35.11 181.58 1.75 0.00 0.000.40

35.27 183.99 1.81 0.00 0.000.40 35.43 191.67 2.00 0.00 0.000.40

35.60 196.76 2.00 0.00 0.000.40 35.76 194.34 2.00 0.00 0.000.39

35.93 187.14 1.89 0.00 0.000.39 36.09 181.83 1.75 0.00 0.000.39

36.26 179.35 1.69 0.00 0.000.39 36.42 179.94 1.70 0.00 0.000.38

36.58 179.64 1.69 0.00 0.000.38 36.75 178.67 1.67 0.00 0.000.38

36.91 178.95 1.67 0.00 0.000.37 37.08 181.39 1.73 0.00 0.000.37

37.24 176.43 1.61 0.00 0.000.37 37.40 168.01 1.42 0.00 0.000.37

37.57 158.40 1.23 0.11 0.000.36 37.73 160.49 1.27 0.07 0.000.36

37.90 165.05 1.36 0.00 0.000.36 38.06 169.98 1.46 0.00 0.000.35

38.22 175.18 1.58 0.00 0.000.35 38.39 179.46 1.69 0.00 0.000.35

38.55 183.65 1.79 0.00 0.000.35 38.72 181.53 1.74 0.00 0.000.34

38.88 174.99 1.58 0.00 0.000.34 39.04 165.11 1.36 0.00 0.000.34

39.21 159.37 1.25 0.10 0.000.34 39.37 159.84 1.26 0.07 0.000.33

39.54 164.40 1.35 0.07 0.000.33 39.70 167.17 1.41 0.00 0.000.33

39.86 167.13 1.40 0.00 0.000.32 40.03 165.47 1.37 0.00 0.000.32

40.19 160.86 1.28 0.07 0.000.32 40.36 155.14 1.17 0.09 0.000.32 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 45 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-04 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

40.52 154.05 1.15 0.13 0.000.31 40.68 159.34 1.25 0.09 0.000.31

40.85 168.25 1.43 0.00 0.000.31 41.01 170.18 1.47 0.00 0.000.30

41.18 165.85 1.38 0.00 0.000.30 41.34 160.48 1.27 0.06 0.000.30

41.50 166.80 1.40 0.00 0.000.30 41.67 178.70 1.67 0.00 0.000.29

41.83 190.01 1.97 0.00 0.000.29 42.00 191.96 2.00 0.00 0.000.29

42.16 187.86 1.91 0.00 0.000.29 42.32 180.47 1.72 0.00 0.000.28

42.49 177.87 1.66 0.00 0.000.28 42.65 176.17 1.62 0.00 0.000.28

42.82 175.24 1.60 0.00 0.000.27 42.98 175.78 1.61 0.00 0.000.27

43.15 176.07 1.62 0.00 0.000.27 43.31 178.22 1.67 0.00 0.000.27

43.47 185.56 1.86 0.00 0.000.26 43.64 190.58 2.00 0.00 0.000.26

43.80 194.18 2.00 0.00 0.000.26 43.97 191.88 2.00 0.00 0.000.25

44.13 186.06 1.88 0.00 0.000.25 44.29 180.05 1.72 0.00 0.000.25

44.46 175.05 1.60 0.00 0.000.25 44.62 169.33 1.47 0.00 0.000.24

44.79 160.46 1.29 0.05 0.000.24 44.95 155.33 1.19 0.07 0.000.24

45.11 152.17 1.13 0.10 0.000.24 45.28 150.80 1.11 0.10 0.000.23

45.44 149.42 1.08 0.10 0.000.23 45.61 146.62 1.04 0.14 0.000.23

45.77 143.21 0.98 0.14 0.000.22 45.93 140.04 0.93 0.21 0.000.22

46.10 137.66 0.90 0.21 0.000.22 46.26 136.89 0.89 0.21 0.000.22

46.43 135.78 0.87 0.21 0.000.21 46.59 135.16 0.87 0.21 0.000.21

46.75 135.92 0.88 0.21 0.000.21 46.92 139.21 0.93 0.20 0.000.20

47.08 142.99 0.99 0.13 0.000.20 47.25 145.40 1.03 0.12 0.000.20

47.41 148.20 1.07 0.08 0.000.20 47.57 150.40 1.11 0.08 0.000.19

47.74 152.38 1.15 0.06 0.000.19 47.90 153.20 1.17 0.06 0.000.19

48.07 156.48 1.23 0.05 0.000.19 48.23 165.79 1.42 0.00 0.000.18

48.39 195.80 2.00 0.00 0.000.18 48.56 226.72 2.00 0.00 0.000.18

48.72 236.62 2.00 0.00 0.000.17 48.89 220.33 2.00 0.00 0.000.17

49.05 201.79 2.00 0.00 0.000.17 49.22 182.08 1.82 0.00 0.000.17

49.38 167.15 1.46 0.00 0.000.16 49.54 159.93 1.31 0.03 0.000.16

49.71 154.59 1.21 0.05 0.000.16 49.87 151.45 1.15 0.07 0.000.15

50.04 147.33 2.00 0.00 0.000.15 50.20 146.17 2.00 0.00 0.000.15

50.36 145.55 2.00 0.00 0.000.15 50.53 147.02 2.00 0.00 0.000.14

50.69 147.54 2.00 0.00 0.000.14 50.86 147.32 2.00 0.00 0.000.14

51.02 144.85 2.00 0.00 0.000.14 51.18 143.91 2.00 0.00 0.000.13

51.35 151.24 2.00 0.00 0.000.13 51.51 163.65 2.00 0.00 0.000.13

51.68 177.65 2.00 0.00 0.000.12 51.84 189.46 2.00 0.00 0.000.12

52.00 200.35 2.00 0.00 0.000.12 52.17 210.32 2.00 0.00 0.000.12

52.33 213.79 2.00 0.00 0.000.11 52.50 211.70 2.00 0.00 0.000.11

52.66 207.00 2.00 0.00 0.000.11 52.82 205.54 2.00 0.00 0.000.10

52.99 207.08 2.00 0.00 0.000.10 53.15 204.93 2.00 0.00 0.000.10

53.32 189.76 2.00 0.00 0.000.10 53.48 163.80 2.00 0.00 0.000.09

53.64 135.71 2.00 0.00 0.000.09 53.81 126.92 2.00 0.00 0.000.09

53.97 136.71 2.00 0.00 0.000.09 54.14 154.15 2.00 0.00 0.000.08

54.30 163.71 2.00 0.00 0.000.08 54.46 164.33 2.00 0.00 0.000.08

54.63 161.68 2.00 0.00 0.000.07 54.79 156.23 2.00 0.00 0.000.07

54.96 150.01 2.00 0.00 0.000.07 55.12 140.94 2.00 0.00 0.000.07

55.28 138.66 2.00 0.00 0.000.06 55.45 143.44 2.00 0.00 0.000.06

55.61 148.42 2.00 0.00 0.000.06 55.78 150.69 2.00 0.00 0.000.05

55.94 154.98 2.00 0.00 0.000.05 56.11 161.14 2.00 0.00 0.000.05 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 46 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-04 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

56.27 166.88 2.00 0.00 0.000.05 56.43 176.09 2.00 0.00 0.000.04

56.60 184.04 2.00 0.00 0.000.04 56.76 188.62 2.00 0.00 0.000.04

56.93 188.08 2.00 0.00 0.000.04 57.09 183.83 2.00 0.00 0.000.03

57.25 181.91 2.00 0.00 0.000.03 57.42 183.86 2.00 0.00 0.000.03

57.58 185.80 2.00 0.00 0.000.02 57.75 184.16 2.00 0.00 0.000.02

57.91 180.89 2.00 0.00 0.000.02 58.07 180.86 2.00 0.00 0.000.02

58.24 183.99 2.00 0.00 0.000.01 58.40 188.61 2.00 0.00 0.000.01

58.57 192.98 2.00 0.00 0.000.01 58.73 193.90 2.00 0.00 0.000.00

58.89 190.89 2.00 0.00 0.000.00 59.06 186.01 2.00 0.00 0.000.00

59.22 181.22 2.00 0.00 0.000.00 59.39 177.46 2.00 0.00 0.000.00

59.55 171.99 2.00 0.00 0.000.00 59.71 166.74 2.00 0.00 0.000.00

59.88 162.00 2.00 0.00 0.000.00 60.04 160.56 2.00 0.00 0.000.00

60.21 160.06 2.00 0.00 0.000.00 60.37 161.90 2.00 0.00 0.000.00

60.53 162.05 2.00 0.00 0.000.00 60.70 159.93 2.00 0.00 0.000.00

60.86 158.24 2.00 0.00 0.000.00 61.03 152.91 2.00 0.00 0.000.00

61.19 142.91 2.00 0.00 0.000.00 61.35 127.53 2.00 0.00 0.000.00

61.52 117.68 2.00 0.00 0.000.00 61.68 118.31 2.00 0.00 0.000.00

61.85 113.80 2.00 0.00 0.000.00 62.01 113.10 2.00 0.00 0.000.00

62.17 114.31 2.00 0.00 0.000.00 62.34 120.19 2.00 0.00 0.000.00

62.50 128.47 2.00 0.00 0.000.00 62.67 140.51 2.00 0.00 0.000.00

62.83 152.09 2.00 0.00 0.000.00 63.00 159.49 2.00 0.00 0.000.00

63.16 160.40 2.00 0.00 0.000.00 63.32 155.46 2.00 0.00 0.000.00

63.49 148.88 2.00 0.00 0.000.00 63.65 148.17 2.00 0.00 0.000.00

63.82 150.47 2.00 0.00 0.000.00 63.98 152.64 2.00 0.00 0.000.00

64.14 152.02 2.00 0.00 0.000.00 64.31 153.50 2.00 0.00 0.000.00

64.47 154.68 2.00 0.00 0.000.00 64.64 152.75 2.00 0.00 0.000.00

64.80 149.49 2.00 0.00 0.000.00 64.96 144.52 2.00 0.00 0.000.00

65.13 143.56 2.00 0.00 0.000.00 65.29 142.37 2.00 0.00 0.000.00

65.46 144.74 2.00 0.00 0.000.00 65.62 142.81 2.00 0.00 0.000.00

65.78 140.54 2.00 0.00 0.000.00 65.95 140.94 2.00 0.00 0.000.00

66.11 140.74 2.00 0.00 0.000.00 66.28 140.47 2.00 0.00 0.000.00

66.44 150.28 2.00 0.00 0.000.00 66.60 168.90 2.00 0.00 0.000.00

66.77 174.34 2.00 0.00 0.000.00 66.93 162.36 2.00 0.00 0.000.00

67.10 146.27 2.00 0.00 0.000.00 67.26 145.14 2.00 0.00 0.000.00

67.42 147.19 2.00 0.00 0.000.00 67.59 150.33 2.00 0.00 0.000.00

67.75 159.00 2.00 0.00 0.000.00 67.92 173.08 2.00 0.00 0.000.00

68.08 186.01 2.00 0.00 0.000.00 68.24 189.89 2.00 0.00 0.000.00

68.41 182.99 2.00 0.00 0.000.00 68.57 173.32 2.00 0.00 0.000.00

68.74 169.32 2.00 0.00 0.000.00 68.90 169.17 2.00 0.00 0.000.00

69.07 167.65 2.00 0.00 0.000.00 69.23 163.20 2.00 0.00 0.000.00

69.39 157.44 2.00 0.00 0.000.00 69.56 152.58 2.00 0.00 0.000.00

69.72 148.35 2.00 0.00 0.000.00 69.89 143.59 2.00 0.00 0.000.00

70.05 136.30 2.00 0.00 0.000.00 70.21 131.12 2.00 0.00 0.000.00

70.38 131.02 2.00 0.00 0.000.00 70.54 134.96 2.00 0.00 0.000.00

70.71 134.60 2.00 0.00 0.000.00 70.87 122.98 2.00 0.00 0.000.00

71.03 108.58 2.00 0.00 0.000.00 71.20 100.27 2.00 0.00 0.000.00

71.36 96.78 2.00 0.00 0.000.00 71.53 96.06 2.00 0.00 0.000.00

71.69 93.73 2.00 0.00 0.000.00 71.85 90.44 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 47 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-04 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

72.02 88.65 2.00 0.00 0.000.00 72.18 90.30 2.00 0.00 0.000.00

72.35 95.14 2.00 0.00 0.000.00 72.51 98.96 2.00 0.00 0.000.00

72.67 105.29 2.00 0.00 0.000.00 72.84 109.50 2.00 0.00 0.000.00

73.00 111.57 2.00 0.00 0.000.00 73.17 111.72 2.00 0.00 0.000.00

73.33 114.66 2.00 0.00 0.000.00 73.49 119.95 2.00 0.00 0.000.00

73.66 124.85 2.00 0.00 0.000.00 73.82 126.38 2.00 0.00 0.000.00

73.99 119.83 2.00 0.00 0.000.00 74.15 110.50 2.00 0.00 0.000.00

74.31 105.25 2.00 0.00 0.000.00 74.48 106.47 2.00 0.00 0.000.00

74.64 107.97 2.00 0.00 0.000.00 74.81 103.63 2.00 0.00 0.000.00

74.97 108.89 2.00 0.00 0.000.00 75.13 119.88 2.00 0.00 0.000.00

75.30 128.50 2.00 0.00 0.000.00 75.46 136.21 2.00 0.00 0.000.00

75.63 137.23 2.00 0.00 0.000.00 75.79 137.72 2.00 0.00 0.000.00

75.96 135.34 2.00 0.00 0.000.00 76.12 135.17 2.00 0.00 0.000.00

76.28 136.00 2.00 0.00 0.000.00 76.45 141.59 2.00 0.00 0.000.00

76.61 155.63 2.00 0.00 0.000.00 76.78 162.26 2.00 0.00 0.000.00

76.94 158.66 2.00 0.00 0.000.00 77.10 151.04 2.00 0.00 0.000.00

77.27 147.91 2.00 0.00 0.000.00 77.43 147.20 2.00 0.00 0.000.00

77.60 141.78 2.00 0.00 0.000.00 77.76 133.47 2.00 0.00 0.000.00

77.92 122.28 2.00 0.00 0.000.00 78.09 117.98 2.00 0.00 0.000.00

78.25 132.66 2.00 0.00 0.000.00 78.42 147.41 2.00 0.00 0.000.00

78.58 156.45 2.00 0.00 0.000.00 78.74 157.67 2.00 0.00 0.000.00

78.91 153.03 2.00 0.00 0.000.00 79.07 139.40 2.00 0.00 0.000.00

79.24 116.29 2.00 0.00 0.000.00 79.40 97.67 2.00 0.00 0.000.00

79.56 86.62 2.00 0.00 0.000.00 79.73 80.00 2.00 0.00 0.000.00

79.89 77.43 2.00 0.00 0.000.00 80.06 78.28 2.00 0.00 0.000.00 Total estimated settlement: 0.39
Abbreviations
Qtn,c s:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlem ent
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:58 PM 48 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Collins Aerospace Location : Parcel A
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
www.geoconinc.com
CPT file : CPT-05

11.00 ft

11.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
No
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
300 200 100
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4 3 2 1
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR

0.60.40.2 0
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

0.1 1 10
Nor
malized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
10 8 6 4 2 0
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
2 1.5 1 0.5 0
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1 : Cyclic liq uefaction likely depending on size and dur ation of cycli c loadi ng Zone A 2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post- earthquake strength l oss unlikely, check cyclic softeni ng Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, br ittl eness/sensi tivi ty, strain to peak undrained streng th and g round geometry CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq 49 0
GEOCON
' ' -+------+ ! : ---
---r------+-----r------+-----t------t---: :
. • .. ..;:~- -;.:-----r---
------1---
-----r---c
This software is licensed to: Geocon Inc CPT name: CPT-05 Cone resistance
qt (tsf)
300200100
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance
CPT basic interpretation plots
Friction Ratio
Rf (%)
10 8 6 4 2 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio Pore pressure
u (psi)
80 60 40 20 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4321
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil Behaviour Type
Sand & silty sandClay & silty clay
Clay
Clay & silty clay
Clay & silty clay
ClaySand & silty sand
Clay
Very dense/stiff soilClay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Very dense/stiff soil
Clay & silty claySilty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand & silty sandSandSand & silty sand
Sand
Sand & silty sandSilty sand & sandy silt
Very dense/stiff soil
Clay & silty clay
Clay
Clay & silty clayVery dense/stiff soil
Silty sand & sandy siltVery dense/stiff soil
Very dense/stiff soilSand & silty sandVery dense/stiff soil CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 50 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

11.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

11.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained

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' '
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□□□
■□□
■■■
This software is licensed to: Geocon Inc CPT name: CPT-05 Norm. cone resistance
Qtn
20015010050 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
10 8 6 4 2 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio Nom. pore pressure ratio
Bq
1 0.8 0.6 0.4 0.2 0 -0.2
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. Soil Behaviour Type
Sand & silty sand
Very dense/stiff soil
Clay & silty clay
Silty sand & sandy silt
Clay & silty clayClayClay & silty clayClay & silty clay Clay & silty clay
Clay & silty clay
Silty sand & sandy siltClayClayClayVery dense/stiff soil Clay
Sand & silty sandSilty sand & sandy siltClay & silty clay Very dense/stiff soil
Clay
Clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy siltClay & silty clay
Clay
Clay & silty clay
Clay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy silt Clay
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 51 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

11.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

11.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' ' --►--------►--------
' ' ' ' ' ' ' ' ' ' -►--------►--------►--------
' ' ' ' ' ' ' ' ' ' ---►--------►--------
' ' ' ' ' ' ' ------►--------►--------
' ' ' ' ' ' ' ' ' ' --------►--------
' ' -'---------'---------'---------' ' ' ' ' ' ' ' '
=~""'---t--------~--------
·----- --------'---------' ' ' ' ' ' ' ' ' ' -------'---------'---------' ' ' ' ' ' ' ·--------r--------t ________ t ___ _ ·--------r--------t ________ t ______ _
·--------r--------r--------~--
·--------r--------r--------; -------
__ J ______ J _______ _
' ' ' ' ' ' ' ' ' ------- ------' ' ' ' ' ' ' ' ' ' ----- ------' ' ' ' ' ' ' ' ' ' ----- ------' ' ' ' ' ' ' -----+------- ' ' ' ' --------' ' ' ' ' --'-------' ' ' ' '
------r----r----t-----
(----(----t-----
(----(----t------
1------(----t------
--~~~~t,~~~'-~:1 __ _
' ' ' ---,-------
:--~:t:::=;.■_-_-_i _____ _
---1------
' ' ' ' I I I I
-----►-----►-----►-----►-----• I I I

I I I I

I I I I
-------r--r--r--r--
- -----~
-·----
- , ____ J
-·----
-·----
- ----- ~ J -----r-----r-----r-----r-----
-------~--~--~--~--
-------~--~--~--~--
-------~--~--~--~--
-·---- -----r-----r-----r-----r-----
----- :::=r:=:r:=r:=:r:=
----r--~--~--~--~--
~~--·
1 -=t==t==t==t== ! ! ! !
_ __ i~ -~--~--~--~--
' I I I
■
■
■
■
□
□
----- .......... .

I I I I I I I I I I I

I I I I I I I I

I I I I I I I I
--◄--◄--•--•--•--•--►--►--1 I I I I I I I I

I I I I I I I I I

I I I I I I I I I I I I I
---◄--◄--◄--◄--◄--◄--•--•--•--•--►--►-• I I I I I I I I I I I I

I I I I I I I I I I I I I

I I I I I I I I I I I I
• • • I I

I I I I I I

I I I I I I I I
--i---i-- ◄ -- ◄ -- ◄ -- ◄ -- ◄ --•--•--•--•-- ► -- ► -- 1 I I I I I I I I I I I I

I I I I I I I I I I I I I

I I I I I I I I I I I

I I I I I I I I I I I I I
- --i---i-- ◄--◄--◄--◄--◄--•--•--•--•-- ►--►--
1 I I I I I I I I I I I I

I I I I I I I I I I I I
~---~=-~~i=:~t~=t~=t~=tt=t~=tt=
-•~:t:i=i:I!IIIIIII ~-t~-t~-ti-ti-~t~-t~-t~-ti-ti-~t
~-t~-t~-ti-ti-~t-
1-t~-t~-ti-ti-~t:~-t~-t~-~i-~i-~i-
:rlrrl:l::t:l::!l::!:IIl::
iJ-lJ-lJ-LJ-LJ-Ll-
□
□
□
This software is licensed to: Geocon Inc CPT name: CPT-05 Total cone resistance
qt (tsf)
300200100
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Total cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Index Norm. cone resistance
Qtn
200150100500
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Corrected norm. cone resistance
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 52 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

11.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

11.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
---1---------~I 1---r __ _._ __ _._ __ _._ __

I I I I
1 . ----. --------•--------r-----~~III:~::1---,-=i~tF
--------1------------t--t--t--t--(t--r-r~
--------1------------t--t--t--t--(t--(t--•---· ---(-------(----------t--t--t--t--(t--(t--•---- r ---' -------t-------t---------·---l----l----1----l---i---i---i---i---•---- I I I I I I I~

I I I I I I I I
j---------i
---------r------I::::::I::=::: :::j::j::j::j::fl::
----------'---------..!----' ' ' ' ' ' ' ' ' '
~~~~~:~~I~:~~~I::~::+-
! _!
---------t i
,_>, ' --------1---------1---------
--i : :
-=----r-------t-------t--------
~ -----~--------~---------(-------
_____ ::::f :::=:'.-----+-------
'
--------] ,. 1 _____ ~
: -
----------i----~-
' ' ' ' ' ' ' ' ' ' ----------1----------1------.
! I :
:::::::::t:::::::t:~-----•
---------+--------~---
------.L-I
' ' ' '
----r---:::t _______ , __
! •
------t-----
------L.r-r"f -------t-------__l
. -------t----------t---------
-----------!-----------+---------
:::: I !
:=::I=::=::E::::J: : •
This software is licensed to: Geocon Inc CPT name: CPT-05 CRR plot

CRR & CSR

0.60.40.20 Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety

21.510.50
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Liquefaction potential
LPI
20151050
Dep
th (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Liquefaction potential Vertical settlements
Settlement (in)

0.20.10 Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Vertical settlements Lateral displacements
Displacement (in)
0 Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Lateral displacements
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 53 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

11.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

11.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
' ' ' ' ' ' ■ ------------•-- ---------◄------------
' ' ' ' ' ' ' ' ' ' ·------------•- - ----◄------------ '
' ' ' ' '
·------------•---- -------◄-----
' '
-------------+---------- ➔------------
! !
-------------t-----------1------------
-------------t-----------1------------
-------------t-----------1------------
~~i~~i~~il~~~~: :~~~I~~~~~~~~
•------------T------------,------------
____________ J____ _ _____ J_ __________ _
■
□
□
□
■
' ' ' ' ' ' ------------•------------~----------' ' ' ' ' ' ' ' ' ' ------------•------------~----------' ' ' ' ' ' ' ' ' ' ------------•------------~----' ' ------------+------------+-----------! !
------------t------------t-----------
------------t------------t-----------
------------t------------t-----------
~~~~~~~~I~~~~~~~I~i~~i~~
------------T-------------,-----------•
_ _________ _J ___________ j __________ _
-·-------------------------------------
-·-------------------------------------
- ·------------------ -------------------
-·-------------------------------------
-·-------------------------------------
-·-------------------------------------
-·-------------------------------------
-·-------------------------------------
->-------------------------------------
->-------------------------------------
->-------------------------------------
->-------------------------------------
->-------------------------------------
->-------------------------------------
->-------------------------------------
->-------------------------------------
■
□
□
This software is licensed to: Geocon Inc CPT name: CPT-05 Normalized friction ratio (%)

0.1 1 10
Nor
malized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
Qtn,cs
200 180 160 140 120 100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Thickness of surface layer, H1 (m)
10 9 8 7 6 5 4 3 2 1 0
Thi
ckness of liquefiable sand layer, H2 (m)

12.0 11.0

10.0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 CPT-05 (0.62)
Analysis PG A: 0.63
PG A

0.40g - 0.50g
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 54 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

11.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

11.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
I
----l----r--r-r--1------r----r-----1-------r-----
:::::F::i:::::r:::l:1 ----~:---i------1-------r-----
----+---- 4----- , 1 ---r---r---i-----r---r---
This software is licensed to: Geocon Inc CPT name: CPT-05 Norm. cone resistance
Qtn
200100
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance
Check for strength loss plots (Robertson (2010))
Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Index Liquefied Su/Sig'v
Su/Sig'v

0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 55 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

11.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

11.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' ' ' -◄---------------- ♦------
' ' ' ' ' ' ' ' ' ' ---------◄---------------- ♦------
' ' ' ' ' ' ' ' ' ' --◄---------------- ♦------
' '
----------------!------------:
·--------------1------ :
·-------------- '""-""-'=====~-t------
·------------ ------t------
-----::::::r=::=~~~~~I~~~~
-----,----------------T------
___ J__ _____________ J_ ____ _
·---
' ' ' '
' ' ' ' I I I I I I
--►---► ---+----+----+--- ◄---
• I I I I I

I I I I I I

I I I I I I
·---►- ►---► ---+----+----+----+---
' ' ' ' '
' I I I I I I I I I I I

I I I I I I

I I I I I I
---►- --►---► ---+----+----+----+---
'
' I I I I
I
-+-+-4-4-+-+-+-+-
1 ! ! ! ! ! ! !
-1-1-1-1-t-t-t-t-
---r---r---r---r--t--t--t--t--
---r---r---r---r--t--t--t--t--
:::f __ • -::· ~:(~:'.~'.~!~!~!~
---.----.----.---
--,--l--l--1--
]
' ' ' • ' ' ·----►---------►--------◄----------
' ' ' ' ' ' ' ' ' ' ·----►---------►-
' ' ' ' ' ' ' ' ' ' ►---------►-
' '
···--------~--------
! !
-·- -------r---------r---
-----r---------r---
-----r--------•
---1------- --
~· ·- ·------r----
!
' ' ' - ________ i _______ i ______ t ______ t ______ _ ---------r-------r------r-----r------
- ·-------►-------► -------+--------+--------
! ! ! ! ---------r-------r------r-----r------
- ________ i _______ i ______ t ______ t ______ _
---------r-------r------r-----r------
: :=::=f :::::::f ::::::r:::::r:::::
---------r-------r------r-----r------
-·-------~-------~------+------+------·
! ! ! ! ---------r-------r------r-----r------
- --------r-------r------r-----r------
---------r-------r------r-----r------
- --------r-------r------t------t-------
- ________ i _______ i ______ t ______ t ______ _
: ::::::::c:::::c::::r:::::r:::::·

I I I I
_ _]- I.

I I I I
This software is licensed to: Geocon Inc CPT name: CPT-05 Cone resistance
qt (tsf)
300200100
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot FS Plot
Factor of safety

21.510.50
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Vertical settlements
Settlement (in)

0.20.10 Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6 5 4 3 2 1 0
Dep
th (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 56 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

I I I I I

I I I I I
-;---r----T----r----r----r-----
-~-----r----T----r----r----r-----
- ·------1------•------ ► ------1------ ►------
- 1 ! ! ! ! -::-w ,------r-----r-----,------r------s=: ! ! ! ! -- --r-----r----r----r----r-----
-------r-----r----r----r----r-----
-,. -r----r----r----r---r-----
-------r-----r----r----r----r-----
-·-----1------r-----r-----1------r------
-------(----t------r-----(----r------
------t-----t------r-----(----r------
------t-----t------r-----(----r------
------t-----t------r-----(----r------
------t-----r------r----t-----r------
-------r---t-----r-----r----r------
-------r---t-----r-----r----r------
-------r---t-----r-----r----r------
-------r---l----l----r---l-----
-·-----1------r------r-----1------r------

I I I I I
' ' ' ' ' ' ------------+-------------+-----------
' ' ' ' ' ' ' ' ' ' ------------+-------------+----------- ' ' ' ' ' '
' ' ' '
------------•-------------+-----' '
' ' ' ' ' ' ' '
------------•-------------+-----------' ' ' ' ' ' ' ' ' ' -----------•------------' ' ' ' ' ' ' ' ---------- ,L ____________ _._ __________ _
' ' ' ' ' ' ' ' ' '
-------- ___ ,L ____________ _._ __________ _
' ' ' ' ' ' ' ' ' '
___ ,L ____________ _._ __________ _
I "":':--::_: .. ::-:-::::j::::::::::::f ::::::::::
------------t------------t----------·
------------t------------t----------
------------t------------t----------·
------------t------------t----------·
------------y------------:----------
This software is licensed to: Geocon Inc CPT name: CPT-05 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

11.16 142.63 1.46 0.00 0.000.81 11.32 145.99 1.53 0.00 0.000.81

11.48 142.88 1.45 0.00 0.000.81 11.65 139.18 1.35 0.00 0.000.80

11.81 131.50 1.19 0.27 0.010.80 11.98 127.05 1.09 0.38 0.010.80

12.14 126.27 1.07 0.38 0.010.79 12.30 126.67 1.07 0.37 0.010.79

12.47 128.87 1.11 0.37 0.010.79 12.63 138.52 1.29 0.18 0.000.79

12.80 152.05 1.60 0.00 0.000.78 12.96 175.48 2.00 0.00 0.000.78

13.12 198.56 2.00 0.00 0.000.78 13.29 216.32 2.00 0.00 0.000.77

13.45 218.42 2.00 0.00 0.000.77 13.62 212.04 2.00 0.00 0.000.77

13.78 208.87 2.00 0.00 0.000.77 13.94 211.61 2.00 0.00 0.000.76

14.11 215.75 2.00 0.00 0.000.76 14.27 218.42 2.00 0.00 0.000.76

14.44 215.75 2.00 0.00 0.000.76 14.60 211.56 2.00 0.00 0.000.75

14.76 201.22 2.00 0.00 0.000.75 14.93 190.65 2.00 0.00 0.000.75

15.09 178.64 2.00 0.00 0.000.74 15.26 170.18 1.97 0.00 0.000.74

15.42 162.73 1.75 0.00 0.000.74 15.58 157.28 2.00 0.00 0.000.74

15.75 153.33 2.00 0.00 0.000.73 15.91 157.75 2.00 0.00 0.000.73

16.08 168.81 2.00 0.00 0.000.73 16.24 183.17 2.00 0.00 0.000.72

16.40 193.17 2.00 0.00 0.000.72 16.57 192.95 2.00 0.00 0.000.72

16.73 191.60 2.00 0.00 0.000.72 16.90 191.62 2.00 0.00 0.000.71

17.06 197.32 2.00 0.00 0.000.71 17.23 200.80 2.00 0.00 0.000.71

17.39 197.99 2.00 0.00 0.000.71 17.55 185.87 2.00 0.00 0.000.70

17.72 156.47 1.51 0.00 0.000.70 17.88 151.73 1.40 0.00 0.000.70

18.05 147.86 1.31 0.15 0.000.69 18.21 151.19 1.38 0.00 0.000.69

18.37 158.45 1.54 0.00 0.000.69 18.54 165.70 1.71 0.00 0.000.69

18.70 169.07 1.80 0.00 0.000.68 18.87 171.14 1.85 0.00 0.000.68

19.03 171.20 1.85 0.00 0.000.68 19.19 169.22 2.00 0.00 0.000.67

19.36 156.57 1.47 0.00 0.000.67 19.52 154.20 1.41 0.00 0.000.67

19.69 151.70 1.35 0.00 0.000.67 19.85 151.61 2.00 0.00 0.000.66

20.01 148.89 2.00 0.00 0.000.66 20.18 143.77 2.00 0.00 0.000.66

20.34 144.42 2.00 0.00 0.000.66 20.51 146.85 2.00 0.00 0.000.65

20.67 155.09 2.00 0.00 0.000.65 20.83 163.12 2.00 0.00 0.000.65

21.00 155.57 2.00 0.00 0.000.64 21.16 136.14 1.03 0.43 0.010.64

21.33 125.10 0.86 0.72 0.010.64 21.49 140.14 1.09 0.28 0.010.64

21.65 159.54 1.49 0.00 0.000.63 21.82 171.00 1.77 0.00 0.000.63

21.98 168.01 1.69 0.00 0.000.63 22.15 174.50 2.00 0.00 0.000.62

22.31 197.38 2.00 0.00 0.000.62 22.47 228.43 2.00 0.00 0.000.62

22.64 247.21 2.00 0.00 0.000.62 22.80 245.04 2.00 0.00 0.000.61

22.97 231.25 2.00 0.00 0.000.61 23.13 206.18 2.00 0.00 0.000.61

23.30 186.19 2.00 0.00 0.000.61 23.46 171.02 2.00 0.00 0.000.60

23.62 163.79 2.00 0.00 0.000.60 23.79 159.27 2.00 0.00 0.000.60

23.95 159.27 2.00 0.00 0.000.59 24.12 166.70 2.00 0.00 0.000.59

24.28 173.23 2.00 0.00 0.000.59 24.44 178.29 2.00 0.00 0.000.59

24.61 177.18 2.00 0.00 0.000.58 24.77 172.23 2.00 0.00 0.000.58

24.94 155.36 1.33 0.12 0.000.58 25.10 137.13 0.99 0.38 0.010.57

25.26 130.21 0.88 0.61 0.010.57 25.43 135.39 0.96 0.38 0.010.57

25.59 146.30 1.14 0.24 0.000.57 25.76 157.14 1.35 0.00 0.000.56

25.92 160.55 1.42 0.00 0.000.56 26.08 159.50 1.40 0.00 0.000.56

26.25 162.21 1.45 0.00 0.000.56 26.41 175.73 1.78 0.00 0.000.55

26.58 191.84 2.00 0.00 0.000.55 26.74 203.69 2.00 0.00 0.000.55 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 57 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-05 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

26.90 201.22 2.00 0.00 0.000.54 27.07 184.84 2.00 0.00 0.000.54

27.23 164.00 1.47 0.00 0.000.54 27.40 144.00 1.07 0.23 0.000.54

27.56 128.85 0.84 0.75 0.010.53 27.72 124.79 0.78 0.78 0.010.53

27.89 134.81 0.92 0.53 0.010.53 28.05 154.97 1.27 0.11 0.000.52

28.22 164.70 1.47 0.00 0.000.52 28.38 154.25 1.25 0.11 0.000.52

28.54 148.87 1.15 0.22 0.000.52 28.71 149.28 1.15 0.16 0.000.51

28.87 138.83 0.97 0.33 0.010.51 29.04 131.35 0.86 0.53 0.010.51

29.20 126.24 0.79 0.73 0.010.51 29.36 114.67 2.00 0.00 0.000.50

29.53 110.60 2.00 0.00 0.000.50 29.69 119.46 2.00 0.00 0.000.50

29.86 131.65 2.00 0.00 0.000.49 30.02 136.66 2.00 0.00 0.000.49

30.19 134.87 2.00 0.00 0.000.49 30.35 132.44 2.00 0.00 0.000.49

30.51 131.98 2.00 0.00 0.000.48 30.68 132.68 0.86 0.50 0.010.48

30.84 135.84 0.91 0.48 0.010.48 31.01 140.03 2.00 0.00 0.000.47

31.17 147.45 2.00 0.00 0.000.47 31.33 159.18 2.00 0.00 0.000.47

31.50 169.00 2.00 0.00 0.000.47 31.66 171.00 2.00 0.00 0.000.46

31.83 164.60 2.00 0.00 0.000.46 31.99 152.71 2.00 0.00 0.000.46

32.15 144.18 2.00 0.00 0.000.46 32.32 138.10 2.00 0.00 0.000.45

32.48 136.11 2.00 0.00 0.000.45 32.65 137.56 2.00 0.00 0.000.45

32.81 139.84 2.00 0.00 0.000.44 32.97 142.90 2.00 0.00 0.000.44

33.14 140.71 2.00 0.00 0.000.44 33.30 133.01 2.00 0.00 0.000.44

33.47 125.25 2.00 0.00 0.000.43 33.63 121.76 2.00 0.00 0.000.43

33.79 125.10 2.00 0.00 0.000.43 33.96 133.64 2.00 0.00 0.000.42

34.12 148.91 2.00 0.00 0.000.42 34.29 165.52 2.00 0.00 0.000.42

34.45 168.46 2.00 0.00 0.000.42 34.61 162.97 1.37 0.00 0.000.41

34.78 165.05 1.41 0.00 0.000.41 34.94 186.31 1.93 0.00 0.000.41

35.11 210.19 2.00 0.00 0.000.40 35.27 233.72 2.00 0.00 0.000.40

35.43 246.21 2.00 0.00 0.000.40 35.60 252.45 2.00 0.00 0.000.40

35.76 249.86 2.00 0.00 0.000.39 35.93 236.83 2.00 0.00 0.000.39

36.09 215.62 2.00 0.00 0.000.39 36.26 185.85 2.00 0.00 0.000.39

36.42 160.70 2.00 0.00 0.000.38 36.58 142.58 2.00 0.00 0.000.38

36.75 134.93 2.00 0.00 0.000.38 36.91 133.83 2.00 0.00 0.000.37

37.08 135.46 2.00 0.00 0.000.37 37.24 138.08 2.00 0.00 0.000.37

37.40 141.92 2.00 0.00 0.000.37 37.57 140.90 2.00 0.00 0.000.36

37.73 145.00 2.00 0.00 0.000.36 37.90 154.62 2.00 0.00 0.000.36

38.06 172.92 2.00 0.00 0.000.35 38.22 186.42 2.00 0.00 0.000.35

38.39 190.70 2.00 0.00 0.000.35 38.55 188.18 2.00 0.00 0.000.35

38.72 182.48 2.00 0.00 0.000.34 38.88 181.39 2.00 0.00 0.000.34

39.04 185.56 2.00 0.00 0.000.34 39.21 198.30 2.00 0.00 0.000.34

39.37 214.90 2.00 0.00 0.000.33 39.54 221.84 2.00 0.00 0.000.33

39.70 211.36 2.00 0.00 0.000.33 39.86 178.85 1.72 0.00 0.000.32

40.03 150.44 1.11 0.14 0.000.32 40.19 139.93 0.94 0.30 0.010.32

40.36 140.28 0.95 0.30 0.010.32 40.52 139.11 0.93 0.30 0.010.31

40.68 135.17 0.87 0.31 0.010.31 40.85 130.96 0.81 0.42 0.010.31

41.01 131.65 0.82 0.41 0.010.30 41.18 131.27 0.82 0.41 0.010.30

41.34 134.38 0.86 0.30 0.010.30 41.50 136.46 0.89 0.29 0.010.30

41.67 140.53 0.95 0.19 0.000.29 41.83 146.17 1.04 0.18 0.000.29

42.00 154.50 1.19 0.09 0.000.29 42.16 164.17 1.38 0.00 0.000.29

42.32 170.39 1.52 0.00 0.000.28 42.49 171.62 1.55 0.00 0.000.28 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 58 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-05 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

42.65 169.71 1.51 0.00 0.000.28 42.82 169.56 1.50 0.00 0.000.27

42.98 172.53 1.57 0.00 0.000.27 43.15 177.89 1.70 0.00 0.000.27

43.31 184.34 1.87 0.00 0.000.27 43.47 199.66 2.00 0.00 0.000.26

43.64 223.70 2.00 0.00 0.000.26 43.80 241.35 2.00 0.00 0.000.26

43.97 234.89 2.00 0.00 0.000.25 44.13 209.08 2.00 0.00 0.000.25

44.29 187.82 1.97 0.00 0.000.25 44.46 174.25 1.62 0.00 0.000.25

44.62 174.46 1.63 0.00 0.000.24 44.79 186.44 1.94 0.00 0.000.24

44.95 203.90 2.00 0.00 0.000.24 45.11 211.45 2.00 0.00 0.000.24

45.28 210.99 2.00 0.00 0.000.23 45.44 197.48 2.00 0.00 0.000.23

45.61 180.06 1.78 0.00 0.000.23 45.77 169.34 1.52 0.00 0.000.22

45.93 180.30 1.79 0.00 0.000.22 46.10 202.40 2.00 0.00 0.000.22

46.26 214.67 2.00 0.00 0.000.22 46.43 213.31 2.00 0.00 0.000.21

46.59 203.53 2.00 0.00 0.000.21 46.75 203.62 2.00 0.00 0.000.21

46.92 213.17 2.00 0.00 0.000.20 47.08 228.62 2.00 0.00 0.000.20

47.25 236.03 2.00 0.00 0.000.20 47.41 254.62 2.00 0.00 0.000.20

47.57 275.04 2.00 0.00 0.000.19 47.74 295.33 2.00 0.00 0.000.19

47.90 293.01 2.00 0.00 0.000.19 48.07 279.10 2.00 0.00 0.000.19

48.23 260.18 2.00 0.00 0.000.18 48.39 243.78 2.00 0.00 0.000.18

48.56 228.75 2.00 0.00 0.000.18 48.72 221.40 2.00 0.00 0.000.17

48.89 211.04 2.00 0.00 0.000.17 49.05 199.29 2.00 0.00 0.000.17

49.22 184.44 2.00 0.00 0.000.17 49.38 178.21 2.00 0.00 0.000.16

49.54 179.47 2.00 0.00 0.000.16 49.71 188.18 2.00 0.00 0.000.16

49.87 197.62 2.00 0.00 0.000.15 50.04 208.09 2.00 0.00 0.000.15

50.20 207.14 2.00 0.00 0.000.15 50.36 199.56 2.00 0.00 0.000.15

50.53 182.41 2.00 0.00 0.000.14 50.69 164.87 2.00 0.00 0.000.14

50.86 149.27 2.00 0.00 0.000.14 51.02 141.80 2.00 0.00 0.000.14

51.18 136.59 2.00 0.00 0.000.13 51.35 131.05 2.00 0.00 0.000.13

51.51 119.49 2.00 0.00 0.000.13 51.68 109.69 2.00 0.00 0.000.12

51.84 102.99 2.00 0.00 0.000.12 52.00 101.80 2.00 0.00 0.000.12

52.17 103.43 2.00 0.00 0.000.12 52.33 105.32 2.00 0.00 0.000.11

52.50 106.18 2.00 0.00 0.000.11 52.66 109.68 2.00 0.00 0.000.11

52.82 118.83 2.00 0.00 0.000.10 52.99 135.27 2.00 0.00 0.000.10

53.15 151.00 2.00 0.00 0.000.10 53.32 158.69 2.00 0.00 0.000.10

53.48 158.10 2.00 0.00 0.000.09 53.64 162.26 2.00 0.00 0.000.09

53.81 185.82 2.00 0.00 0.000.09 53.97 218.31 2.00 0.00 0.000.09

54.14 238.51 2.00 0.00 0.000.08 54.30 209.67 2.00 0.00 0.000.08

54.46 202.19 2.00 0.00 0.000.08 54.63 190.47 2.00 0.00 0.000.07

54.79 208.68 2.00 0.00 0.000.07 54.96 194.41 2.00 0.00 0.000.07

55.12 183.36 2.00 0.00 0.000.07 55.28 178.53 2.00 0.00 0.000.06

55.45 180.53 2.00 0.00 0.000.06 55.61 183.45 2.00 0.00 0.000.06

55.78 185.13 2.00 0.00 0.000.05 55.94 185.41 2.00 0.00 0.000.05

56.11 185.97 2.00 0.00 0.000.05 56.27 185.19 2.00 0.00 0.000.05

56.43 182.93 2.00 0.00 0.000.04 56.60 182.98 2.00 0.00 0.000.04

56.76 186.04 2.00 0.00 0.000.04 56.93 188.97 2.00 0.00 0.000.04

57.09 187.45 2.00 0.00 0.000.03 57.25 180.32 2.00 0.00 0.000.03

57.42 170.98 2.00 0.00 0.000.03 57.58 163.88 2.00 0.00 0.000.02

57.75 161.02 2.00 0.00 0.000.02 57.91 156.63 2.00 0.00 0.000.02

58.07 154.20 2.00 0.00 0.000.02 58.24 149.10 2.00 0.00 0.000.01 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 59 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-05 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

58.40 149.76 2.00 0.00 0.000.01 58.57 141.45 2.00 0.00 0.000.01

58.73 126.19 2.00 0.00 0.000.00 58.89 134.48 2.00 0.00 0.000.00

59.06 155.00 2.00 0.00 0.000.00 59.22 169.46 2.00 0.00 0.000.00

59.39 179.17 2.00 0.00 0.000.00 59.55 189.26 2.00 0.00 0.000.00

59.71 198.94 2.00 0.00 0.000.00 59.88 205.71 2.00 0.00 0.000.00

60.04 206.99 2.00 0.00 0.000.00 60.21 203.53 2.00 0.00 0.000.00

60.37 195.58 2.00 0.00 0.000.00 60.53 192.16 2.00 0.00 0.000.00

60.70 196.12 2.00 0.00 0.000.00 60.86 206.75 2.00 0.00 0.000.00

61.03 213.74 2.00 0.00 0.000.00 61.19 210.28 2.00 0.00 0.000.00

61.35 200.98 2.00 0.00 0.000.00 61.52 187.49 2.00 0.00 0.000.00

61.68 178.24 2.00 0.00 0.000.00 61.85 172.29 2.00 0.00 0.000.00

62.01 168.39 2.00 0.00 0.000.00 62.17 164.79 2.00 0.00 0.000.00

62.34 160.73 2.00 0.00 0.000.00 62.50 157.57 2.00 0.00 0.000.00

62.67 155.25 2.00 0.00 0.000.00 62.83 156.10 2.00 0.00 0.000.00

63.00 157.45 2.00 0.00 0.000.00 63.16 159.90 2.00 0.00 0.000.00

63.32 165.07 2.00 0.00 0.000.00 63.49 172.37 2.00 0.00 0.000.00

63.65 176.74 2.00 0.00 0.000.00 63.82 177.81 2.00 0.00 0.000.00

63.98 177.11 2.00 0.00 0.000.00 64.14 175.55 2.00 0.00 0.000.00

64.31 173.55 2.00 0.00 0.000.00 64.47 169.22 2.00 0.00 0.000.00

64.64 170.54 2.00 0.00 0.000.00 64.80 176.68 2.00 0.00 0.000.00

64.96 185.38 2.00 0.00 0.000.00 65.13 192.84 2.00 0.00 0.000.00

65.29 192.02 2.00 0.00 0.000.00 65.46 186.21 2.00 0.00 0.000.00

65.62 176.88 2.00 0.00 0.000.00 65.78 163.97 2.00 0.00 0.000.00

65.95 149.56 2.00 0.00 0.000.00 66.11 140.02 2.00 0.00 0.000.00

66.28 135.75 2.00 0.00 0.000.00 66.44 137.89 2.00 0.00 0.000.00

66.60 143.74 2.00 0.00 0.000.00 66.77 148.05 2.00 0.00 0.000.00

66.93 151.34 2.00 0.00 0.000.00 67.10 154.26 2.00 0.00 0.000.00

67.26 161.66 2.00 0.00 0.000.00 67.42 167.69 2.00 0.00 0.000.00

67.59 172.01 2.00 0.00 0.000.00 67.75 171.86 2.00 0.00 0.000.00

67.92 169.88 2.00 0.00 0.000.00 68.08 169.45 2.00 0.00 0.000.00

68.24 173.67 2.00 0.00 0.000.00 68.41 179.42 2.00 0.00 0.000.00

68.57 183.77 2.00 0.00 0.000.00 68.74 183.51 2.00 0.00 0.000.00

68.90 178.15 2.00 0.00 0.000.00 69.07 169.43 2.00 0.00 0.000.00

69.23 161.17 2.00 0.00 0.000.00 69.39 156.29 2.00 0.00 0.000.00

69.56 154.76 2.00 0.00 0.000.00 69.72 155.21 2.00 0.00 0.000.00

69.89 155.74 2.00 0.00 0.000.00 70.05 156.20 2.00 0.00 0.000.00

70.21 155.20 2.00 0.00 0.000.00 70.38 150.76 2.00 0.00 0.000.00

70.54 144.12 2.00 0.00 0.000.00 70.71 136.98 2.00 0.00 0.000.00

70.87 133.46 2.00 0.00 0.000.00 71.03 133.86 2.00 0.00 0.000.00

71.20 134.63 2.00 0.00 0.000.00 71.36 131.92 2.00 0.00 0.000.00

71.53 124.57 2.00 0.00 0.000.00 71.69 115.79 2.00 0.00 0.000.00

71.85 109.21 2.00 0.00 0.000.00 72.02 105.93 2.00 0.00 0.000.00

72.18 105.50 2.00 0.00 0.000.00 72.35 106.92 2.00 0.00 0.000.00

72.51 109.38 2.00 0.00 0.000.00 72.67 111.54 2.00 0.00 0.000.00

72.84 123.32 2.00 0.00 0.000.00 73.00 130.32 2.00 0.00 0.000.00

73.17 134.89 2.00 0.00 0.000.00 73.33 131.44 2.00 0.00 0.000.00

73.49 130.24 2.00 0.00 0.000.00 73.66 130.20 2.00 0.00 0.000.00

73.82 137.71 2.00 0.00 0.000.00 73.99 139.22 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 60 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-05 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

74.15 140.85 2.00 0.00 0.000.00 74.31 138.61 2.00 0.00 0.000.00

74.48 140.67 2.00 0.00 0.000.00 74.64 139.56 2.00 0.00 0.000.00

74.81 139.24 2.00 0.00 0.000.00 74.97 138.46 2.00 0.00 0.000.00

75.13 133.89 2.00 0.00 0.000.00 75.30 119.99 2.00 0.00 0.000.00

75.46 106.63 2.00 0.00 0.000.00 75.63 106.76 2.00 0.00 0.000.00

75.79 116.43 2.00 0.00 0.000.00 75.96 123.91 2.00 0.00 0.000.00

76.12 122.57 2.00 0.00 0.000.00 76.28 113.88 2.00 0.00 0.000.00

76.45 107.07 2.00 0.00 0.000.00 76.61 113.06 2.00 0.00 0.000.00

76.78 129.52 2.00 0.00 0.000.00 76.94 154.71 2.00 0.00 0.000.00

77.10 179.82 2.00 0.00 0.000.00 77.27 199.33 2.00 0.00 0.000.00

77.43 209.64 2.00 0.00 0.000.00 77.60 216.72 2.00 0.00 0.000.00

77.76 218.54 2.00 0.00 0.000.00 77.92 210.79 2.00 0.00 0.000.00

78.09 210.18 2.00 0.00 0.000.00 78.25 211.57 2.00 0.00 0.000.00

78.42 202.50 2.00 0.00 0.000.00 78.58 178.11 2.00 0.00 0.000.00

78.74 150.45 2.00 0.00 0.000.00 78.91 133.98 2.00 0.00 0.000.00

79.07 131.05 2.00 0.00 0.000.00 79.24 132.04 2.00 0.00 0.000.00

79.40 131.92 2.00 0.00 0.000.00 79.56 126.74 2.00 0.00 0.000.00

79.73 122.43 2.00 0.00 0.000.00 79.89 117.35 2.00 0.00 0.000.00

80.06 114.55 2.00 0.00 0.000.00 80.22 109.45 2.00 0.00 0.000.00

80.38 104.70 2.00 0.00 0.000.00 80.55 100.32 2.00 0.00 0.000.00

80.71 99.92 2.00 0.00 0.000.00 80.88 104.59 2.00 0.00 0.000.00

81.04 110.83 2.00 0.00 0.000.00 81.20 117.90 2.00 0.00 0.000.00

81.37 121.17 2.00 0.00 0.000.00 81.53 122.20 2.00 0.00 0.000.00

81.70 121.03 2.00 0.00 0.000.00 81.86 117.53 2.00 0.00 0.000.00

82.02 111.48 2.00 0.00 0.000.00 82.19 105.79 2.00 0.00 0.000.00

82.35 98.43 2.00 0.00 0.000.00 82.52 97.67 2.00 0.00 0.000.00

82.68 98.96 2.00 0.00 0.000.00 82.85 104.95 2.00 0.00 0.000.00

83.01 107.51 2.00 0.00 0.000.00 83.17 108.82 2.00 0.00 0.000.00

83.34 108.94 2.00 0.00 0.000.00 83.50 111.87 2.00 0.00 0.000.00

83.67 115.91 2.00 0.00 0.000.00 83.83 127.35 2.00 0.00 0.000.00

83.99 141.87 2.00 0.00 0.000.00 84.16 155.68 2.00 0.00 0.000.00

84.32 165.12 2.00 0.00 0.000.00 84.49 172.18 2.00 0.00 0.000.00

84.65 181.29 2.00 0.00 0.000.00 84.81 192.14 2.00 0.00 0.000.00

84.98 204.37 2.00 0.00 0.000.00 85.14 213.96 2.00 0.00 0.000.00

85.31 218.23 2.00 0.00 0.000.00 85.47 212.41 2.00 0.00 0.000.00

85.63 198.28 2.00 0.00 0.000.00 85.80 175.51 2.00 0.00 0.000.00

85.96 140.55 2.00 0.00 0.000.00 86.13 123.97 2.00 0.00 0.000.00

86.29 128.06 2.00 0.00 0.000.00 86.45 143.70 2.00 0.00 0.000.00

86.62 160.82 2.00 0.00 0.000.00 86.78 170.18 2.00 0.00 0.000.00

86.95 167.92 2.00 0.00 0.000.00 87.11 156.75 2.00 0.00 0.000.00

87.27 143.91 2.00 0.00 0.000.00 87.44 134.86 2.00 0.00 0.000.00

87.60 131.10 2.00 0.00 0.000.00 87.77 123.87 2.00 0.00 0.000.00

87.93 122.24 2.00 0.00 0.000.00 88.09 125.59 2.00 0.00 0.000.00

88.26 129.76 2.00 0.00 0.000.00 88.42 131.83 2.00 0.00 0.000.00

88.59 143.00 2.00 0.00 0.000.00 88.75 153.90 2.00 0.00 0.000.00

88.92 156.37 2.00 0.00 0.000.00 89.08 135.12 2.00 0.00 0.000.00

89.24 103.08 2.00 0.00 0.000.00 89.41 88.83 2.00 0.00 0.000.00

89.57 94.05 2.00 0.00 0.000.00 89.74 99.34 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 61 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-05 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

89.90 102.07 2.00 0.00 0.000.00 90.06 98.85 2.00 0.00 0.000.00

90.23 92.36 2.00 0.00 0.000.00 90.39 85.28 2.00 0.00 0.000.00

90.56 82.18 2.00 0.00 0.000.00 90.72 82.72 2.00 0.00 0.000.00

90.88 86.46 2.00 0.00 0.000.00 91.05 91.18 2.00 0.00 0.000.00

91.21 97.43 2.00 0.00 0.000.00 91.38 101.47 2.00 0.00 0.000.00

91.54 105.19 2.00 0.00 0.000.00 91.70 110.04 2.00 0.00 0.000.00

91.87 121.83 2.00 0.00 0.000.00 92.03 142.43 2.00 0.00 0.000.00

92.20 162.95 2.00 0.00 0.000.00 92.36 173.70 2.00 0.00 0.000.00

92.52 172.27 2.00 0.00 0.000.00 92.69 162.16 2.00 0.00 0.000.00

92.85 155.29 2.00 0.00 0.000.00 93.02 152.03 2.00 0.00 0.000.00

93.18 151.23 2.00 0.00 0.000.00 93.34 141.47 2.00 0.00 0.000.00

93.51 128.84 2.00 0.00 0.000.00 93.67 120.07 2.00 0.00 0.000.00

93.84 123.22 2.00 0.00 0.000.00 94.00 129.05 2.00 0.00 0.000.00

94.16 137.89 2.00 0.00 0.000.00 94.33 140.73 2.00 0.00 0.000.00

94.49 142.73 2.00 0.00 0.000.00 94.66 143.30 2.00 0.00 0.000.00

94.82 139.13 2.00 0.00 0.000.00 94.98 126.04 2.00 0.00 0.000.00

95.15 120.81 2.00 0.00 0.000.00 95.31 123.49 2.00 0.00 0.000.00

95.48 136.01 2.00 0.00 0.000.00 95.64 150.77 2.00 0.00 0.000.00

95.81 156.54 2.00 0.00 0.000.00 95.97 153.65 2.00 0.00 0.000.00

96.13 142.47 2.00 0.00 0.000.00 96.30 134.33 2.00 0.00 0.000.00

96.46 127.22 2.00 0.00 0.000.00 96.63 123.47 2.00 0.00 0.000.00

96.79 122.22 2.00 0.00 0.000.00 96.95 125.18 2.00 0.00 0.000.00

97.12 133.02 2.00 0.00 0.000.00 97.28 144.20 2.00 0.00 0.000.00

97.45 156.65 2.00 0.00 0.000.00 97.61 158.72 2.00 0.00 0.000.00

97.77 145.74 2.00 0.00 0.000.00 97.94 132.60 2.00 0.00 0.000.00

98.10 132.17 2.00 0.00 0.000.00 98.27 144.28 2.00 0.00 0.000.00

98.43 154.02 2.00 0.00 0.000.00 98.59 154.81 2.00 0.00 0.000.00

98.76 146.17 2.00 0.00 0.000.00 98.92 133.09 2.00 0.00 0.000.00

99.09 115.81 2.00 0.00 0.000.00 99.25 103.23 2.00 0.00 0.000.00

99.41 96.56 2.00 0.00 0.000.00 99.58 93.24 2.00 0.00 0.000.00

99.74 77.57 2.00 0.00 0.000.00 99.91 73.50 2.00 0.00 0.000.00 100.07 83.98 2.00 0.00 0.000.00 100.23 93.78 2.00 0.00 0.000.00 100.40 98.76 2.00 0.00 0.000.00 100.56 105.41 2.00 0.00 0.000.00 Total estimated settlement: 0.28
Abbreviations
Qtn,c s:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlem ent
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:09:59 PM 62 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Collins Aerospace Location : Parcel A
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
www.geoconinc.com
CPT file : CPT-06

7.00 ft

7.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
No
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

CRR & CSR

0.60.40.20 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

I I I I I I I I

I I I I I I I I
I I I I I I I I -------r-------r-------r-------r-------r-------r-------r-------r-- 1 I I I I I I I

I I I I I I I I

I I I I I I I

I I I I I I I
' ' ' ' ' ' '
·-------r-------r-------r-------r-------r-------r-------r----- ------ ' I I I I I I I I I I I I I

I I I I I I I

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I I I I I I
r ------r -------r -------r -------r ______ T ______ ----; ~ ! ! ! ! ! • - ·-------r-------r-------r-------r-------r-- - : ~ ~ ----- ' '
' ' ' ' ' -------r--------·
'
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0 ' ' ' ' ' ' ·--------r·-----~---------
·--------1--------r--------·
::;::;j::::::: t------
·--------r------r--------
---------r------r---------
::=::::E-_:+::::=
This software is licensed to: Geocon Inc CPT name: CPT-06 Cone resistance
qt (tsf)
400300200100
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance
CPT basic interpretation plots
Friction Ratio
Rf (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Friction Ratio Pore pressure
u (psi)
3020100
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Soil Behaviour Type
SandClay & silty clayClayClay & silty claySilty sand & sandy siltClay & silty clay Clay & silty clay
ClaySilty sand & sandy silt
Sand & silty sandSilty sand & sandy siltClay & silty clay Silty sand & sandy siltSilty sand & sandy silt
Clay & silty clay
Clay
Silty sand & sandy siltClay & silty clay
Sand & silty sandVery dense/stiff soil
ClaySilty sand & sandy siltClay & silty clay
Very dense/stiff soilClay & silty clayVery dense/stiff soilVery dense/stiff soil Clay
Very dense/stiff soil
Sand & silty sandVery dense/stiff soil
Sand & silty sand
Clay & silty clay
Very dense/stiff soil
Sand
Sand
Sand & silty sand
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 64 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

7.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

7.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
-~------- i --------r------- P 1 I I I I
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' ' ' ' ' ' ·- -1----------1---------- ►-
' ' ' ' ' '
J _________ _._ _________ L_
' ' ' ' ' ' ________ _._ _________ L_
' ' ' '
________ _._ _________ L_
' ' ' ' ______ _._ _________ L_
' ' ' '
______ _._ _________ L_
' ' ' '
_____ _._ _________ L_
' ' ' ' . ----+--------+-
. ----+---------~-
. ---+--------+-
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--+--------+---- -
:::J:::::::::!::::_
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■
■
■
■
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I I I I I I I I I I I

I I I I I I I I I I I I
---~--~--------------
1 I I I I I I I I I I I I I

I I I I I I I I I I I I I I
-~--~--~--------------
• I I I I I I I I I I I I

I I I I I I I I I I I I
--~--~--------------
1 I I I I I I I I I I I

I I I I I I I I I I I I I
---------------------
1 I I I I I I I I I I I I

I I I I I I I I I I I I I
---------------------
• I I I I I I I I I I I I

I I I I I I I I I I I I I
---------------------
1 I I I I I I I I I I I I

I I I I I I I I I I I I I
~-------e:,:l!IIIIIIIIIIIIIIII !
-~-~~-~~-~~-~~-~~-~~-
-~-~~-~~-~~-~~-~~-~~-
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-~~-~~-~~-~~-~~-~~-
-~~-~~-~~-~~-~~-~~-
; :-t-~i=t~=t~=t~=t~=1
=~~=~t=~~~~j~~~~~j~~~~ . . . . ;--r-r--r-r--r-r--r-r-
- - --~=tJ=tJ=tJ=tJ=
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--~--¾--¾--¾--¾--¾--¾--¾--¾--¾--_J_LJ-LJ-LJ-LJ-LJ_
□
□
□
This software is licensed to: Geocon Inc CPT name: CPT-06 Norm. cone resistance
Qtn
20015010050 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
10 8 6 4 2 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. friction ratio Nom. pore pressure ratio
Bq
1 0.8 0.6 0.4 0.2 0 -0.2
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. Soil Behaviour Type
Sand
Clay & silty clay
Clay & silty claySilty sand & sandy siltSilty sand & sandy silt Very dense/stiff soil
Clay & silty clay
Very dense/stiff soil
Very dense/stiff soil
Sand & silty sandSilty sand & sandy siltClay & silty clay Silty sand & sandy siltSilty sand & sandy silt
Clay & silty clayClay
Clay & silty clayClay & silty clay
Clay & silty clayClay & silty clay
Silty sand & sandy silt
Sand & silty sandVery dense/stiff soil
Clay
Clay & silty clay
Clay
Very dense/stiff soil
ClayClay & silty clay
Clay
Sand & silty sand
Sand & silty sandSilty sand & sandy silt
Sand & silty sand
ClaySilty sand & sandy silt
Sand & silty sand
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 65 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

7.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

7.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
□
□
□
=~~=~~=~~=~~=~~=~: -t1-t1-t1-t1-t1-t-
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=~~=~~=~~=~~=~~=~~=i~- __ 1-_1 __ 1-_1 __ 1-_1 __ 1-_1 __ 1 . I -I" I I I -~~-~~-~~-~~-i~-r~-r~-
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1 --t--t--t--t--t--t--t--t--t--~--~--~--f-:--
• I I I I I I I I I I I I I
--------------~--~--~

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------+-----lli,l,-------1-------1-------·
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______ t ________ t_ ________ 11·
' ' ' ' -------,---------y---------
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[_ _______ ] __ ------T ----t
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L---'---------L---JI ' ' ' ' ' ' 'L -------r--------r---------1 1--------r-------r~: -- ---------------- ' ' ' ' '
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[::::::t-::.L
This software is licensed to: Geocon Inc CPT name: CPT-06 Total cone resistance
qt (tsf)
400300200100
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Total cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Norm. cone resistance
Qtn
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 66 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

7.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

7.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
I I I I _"T" ________ T ________ , ________ "T" __ _

I I I I
I I I I ________ T ________ , ________ "T" __ _
' ' ' ' ' ' -------T--------,--------"T"---
0 ' '
' ' ' -------•--------◄--------~---
' ' ' ' ' ' -------+---------1--------~---
' ' ' ' ' ' -------•--------◄--------~---
' ' '
-----+--------i---------1----
-----t--------i---------1----
----+--------i---------1----
----t--------i---------1----
, -----i---------1----
::::t:::::::t::
' ·--------'------' ' ·--------'------
·-------+----- ----+---·------- ----- -~-------- ---
' ------,---------"T"---------
' ' ' ' ------,---------"T"---------
' ' ' ' ----- - _________ "T" ________ _
' ' ------~---------'
~~--~::::::::t::::::::
__ [~~~~~~~±~~~~~~~~~
' ------'----------'
'
--------'----------' ' ---------'----------' ' - ---------'----------' --------+--------- --------+---------
--------+---------
--------+---------
-----'----------' ' ' --------.1----------'----------
' ·---------.L---------.1---------
, ' ' ' ' ' ·---------.L---------.1----------'-
' ' ' ' ' ' ·---------.L---------.1----------'------ -- ·---------f---------i-------+---------
·---------'---------~------- --------- ----~-~-+-+-+-+-+-+--·--- ___ , ___ , ___ ~---~---~--- -- ---~--- ' •---------T--------
0 ' •---------T--------
0 '
~ii~iitii~:-:r; :-:-::_:_: .. :-. --1-.. --;;;-.-.. -;;;--.-;;,1- ·---------+---------i-
·---------t---------i--
·---------+---------i-
·---------t---------i-
·---------+---------i-
:::::::::t:::::::J
·---------f---------i--
·---------'---------~--
This software is licensed to: Geocon Inc CPT name: CPT-06 CRR plot

CRR & CSR

0.60.40.20 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Liquefaction potential
LPI
20151050
Dep
th (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Liquefaction potential Vertical settlements
Settlement (in)

0.80.60.40.20 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements Lateral displacements
Displacement (in)
0 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Lateral displacements
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 67 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

7.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

7.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

I I I I

I I I I
~ ~~~~~~~[~~~m~~~~~t~tt
j' = :~~~:: ~ l~~~~~ I;;~~~ l=::=~~~ l~
1 ' ' ' ' I I I I
.L ...L .J L

I I I I
------ -+--------+--------~---------~-
■
□
□
□
■
----- --+--------+--------~---------~------ --+--------+--------~---------~----- --+--------+--------~---------~- ---+---------1---------~---------~-
_::::::t:::::::t:::::::t::::::t
--------t--------+--------~--------+-
--------~----------------~---------~-
-·---------------------------------------
- -------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
-·---------------------------------------
- ·------------------- --------------------
-·---------------------------------------
■
□
□
This software is licensed to: Geocon Inc CPT name: CPT-06 Normalized friction ratio (%)

0.1 1 10
Nor
malized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
Qtn,cs
200 180 160 140 120 100 80 60 40 20 0
Cyc
lic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Thickness of surface layer, H1 (m)
10 9 8 7 6 5 4 3 2 1 0
Thi
ckness of liquefiable sand layer, H2 (m)

12.0 11.0

10.0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 CPT-06 (2.99)
Analysis PG A: 0.63
PG A

0.40g - 0.50g
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 68 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

7.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

7.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
I
•------1-------t------t------+------t-------i-------+----- I-------~------ 1 : I I : !9 e

I I I I I I

I I I I I

I I I I I I
•------.1-------L------.L-------'-------.1.-------'----I I I I I I

I I I I I I

I I I I I I
' ' '

I I I I I

I I I I I
' ' I I I I I
' ' I I I I I
' ' ' ·------ ◄ ------- ► ------•-------i-------•-- ------•------◄-------►------1 I I I I ' ' ' I I I I I I I I I

I I I I I I I I

I I I I I I I I
' ' '

I I I I
' ' '

I I I I
-------1-------~------!
1 ---r---r---i-----r---r---
This software is licensed to: Geocon Inc CPT name: CPT-06 Norm. cone resistance
Qtn
600400200
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Norm. cone resistance
Check for strength loss plots (Robertson (2010))
Grain char. factor
Kc
10 9 8 7 6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Index Liquefied Su/Sig'v
Su/Sig'v

0.5 0.4 0.3 0.2 0.1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 69 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

6.12 0.63

7.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

7.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
No
Yes
Sands only
Yes

50.00 ft
' ' '
_______ T __________ "T" __________ T _____ _
' ' ' ' ' '
_________ T _______________________ T _____ _
' ' ' ' ' ' •- -------T-----------,----------T------
0 ' '
' ' ' ----+-----------+-----------•------' ' ' ' ' ' -----+-----------+-----------+------ ' ' ' ' ' ' ·-- ------•-----------+-----------•------' ' ' ·- --------+----------+----------+-----. --------+----------+----------+-----·- --------+----------+----------+-----·-- ------+----------+----------+----- ·-- ------+-----------1-----------+------
___ j::::::::::t::::::::t:::::
·------ --f----------+----------f------·----- ----~---------- ----------i------ ' 0 '9"-........ ....: 1 I I I I ·---r-- --"T"--"T"---r--- 1 I I I

I I I I
---,----,----r---
' ' ' ' ' ' ---,---,---r---
1 I I I

I I I I I
-◄--- ➔ ----+----+---- ►---
' I I I I I I I I I
--➔---➔ ----+----+---- ►---
1 I I I I

I I I I I
--- --◄--- ◄ ----+----+---- ►---
' I I I I
--- -➔ ---+--+---~---
--- -➔ ---J.----!----~---
--- ~-..... -. -➔ ---+--+---~---
·--- _r:;:i=;::;;:::;:=~ ➔ ---J.----!----~---
·--- ➔ ---+--+---~---
:::: -+-....... ➔ -::t:t:t::
·--- ---f---f---f---f---f---+--+--+---·--- ---~---~---~---~---~----- ---~--- __ "T" ________ _
'
'
■ ----T-------- ---.----------' ' ' ' T~ - ------ -- --------- 0 '
::::~~~~~~~~~~t::::_:";:,:':.,':."";.·_-_-_-_-_-_-.I~
·----+--------- ➔--
+--------- ➔--
·----+--------- ➔--
·----+--------- ➔-
·+--------- ➔-
::::t:::::::J
! ------f--------~-- ------
. ' ' ' I I I I
•-------T--------,--------,--------,--------
1 I I I
I I I I ________ ... _______ _, _______ _, _______ ~------- • I I I
:~~~~~~t~~~~~~1~~~~~~~1~~~~~~~t~~~~~~
·-------+------- ➔-------➔ --------1--------
:::::::t:::::t:::::t::::::i:::::::
::::::::t::::::t:::::t:::::t:::::::
--------t--------1--------1-------7-------
:~~~~~~t~~~~~~I~~~~~~I~~~~~~t~~~~~~
:~~~~~~~,~~~~~~~I~~~~~~t~~~~~t~~~~~~
:~~~~~~t~~~~~~I~~~~~~I~~~~~~t~~~~~~
:~~~~~~t~~~~~~I~~~~~~I~~~~~~t~~~~~~
--------t-------1-------1-------+-------
•-------T--------,--------,--------,--------
1 I I I
This software is licensed to: Geocon Inc CPT name: CPT-06 Cone resistance
qt (tsf)
400300200100
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
SBTn Plot FS Plot
Factor of safety

21.510.50
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
FS Plot
During earthq.

Vertical settlements
Settlement (in)

0.80.60.40.20 Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6 5 4 3 2 1 0
Dep
th (ft)
80 78
76 74
72 70
68 66
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 70 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain

I I I I
--.---------T---------,---------.----
1 I I I
I I I I --------T---------,---------.----
0 ' '
' ' ' -------T---------,---------.----
0 ' '
' ' ' -------+---------1------------
, ' ' ' ' ' -------•---------1------------
, ' ' ' ' ' -------•---------1------------
, ' ' ' ' ' -------+---------1------------
, ' ' ' ' ' ------•---------1------------
, ' ' ' ' ' -+---------1------------
, ' ' ' ' ' _ ... ________ _. ________ _..._ __ _
' ' ' ' ' ' __ ... ________ _. ________ _..._ __ _
' ' ' ' ' ' _____ ... ________ _. ________ _..._ __ _
' ' ' ' ' ' _____ ... ________ _. ________ _..._ __ _
' ' ' ' ' ' _____ ... ________ _. ________ _..._ __ _
' ' ' ' ' ' _____ ... ________ _. ________ _..._ __ _
' ' ' -----t--------i--------+---
-----t--------i--------+---
----t--------i--------+---
----t--------i--------+---
1 -----~---------!----
-----i--------+---
1 :
·----
' ________ _..._ ____ _
' ' ________ _..._ ____ _
'
·------- ----- ---
' ' I I I I I I I I I ------.-------.-------,------T ______ T _____ _ --------T---------.----------,---------r

I I I I I I I I I
I I I I I I I I I ------.-------.-------,------T ______ T _____ _ --------T---------.----------,---------r

I I I I I I I I I

I I I I I I I I I
-----------------1------+------+------ --------•------------------1---------1-

I I I I I , ' ' I I I I I
' ' ' ------------------1------•------•------ --------•------------------1-------- 1-- I I I I I 1 I I I

I I I I I I I I I
------------------1------•------•------ --------•------------------1-------- 1-- I I I I I 1 I I I

I I I I I I I I I
------------------1------+------+------ --------+------------------1-------- I--

I I I I I I I I I

I I I I I I I I I
------------------1------•------•------ --------•------------------1-------- 1-- I I I I I 1 I I I

I I I I I I I I I
------------------1------+------+------ --------+------------------1-------- I--

I I I I I I I I I
I I I I I I I I I ____ _..._ _____ _..._ _____ _. ______ ... ______ ... _____ _ ________ ... ________ _..._ ________ _._______ ... _

I I I I I I I I I
I I I I I I I I ·----- - __ _..._ _____ _. ______ ... ______ ... _____ _ ______ ... ________ _..._________ ----'--

I I I I
' ' '
-l':"':"':·:~-:-! "':~~i~i~~[~f ~=~~
I I I I _______ ... ________ _..._ ____ _. _________ ... _ ' ' ' I I I I _______ ... _ _ ____ _..._ ________ _. _________ 1. _

I I I I
' ' ' ------ _ ... ________ _..._ ________ _. _________ ... _

I I I I
I I I I ------ _ ... ________ _..._ ________ _. _________ 1. _

I I I I
-----+-----+-----i------t------t------ ------ -t--------+--------i---------~------+-----+-----i------t------t------ ----- --t--------+--------i---------~- -----+-----+-----i------t------t------ ----- --t--------+--------i---------~-----+-----+-----i------t------t------ ---- --t--------+--------i---------~- -+-----+-----i------t------t------ ---t--------+--------i---------~-. ----+-----+-----i------t------t------ -------t--------+--------i---------~- : I : I I : : : I
----- ----- ----- ------ ------ ------
This software is licensed to: Geocon Inc CPT name: CPT-06 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

7.05 215.78 2.00 0.00 0.000.88 7.22 230.25 2.00 0.00 0.000.88

7.38 241.38 2.00 0.00 0.000.87 7.55 240.25 2.00 0.00 0.000.87

7.71 227.02 2.00 0.00 0.000.87 7.87 196.44 2.00 0.00 0.000.87

8.04 168.32 2.00 0.00 0.000.86 8.20 146.28 1.43 0.00 0.000.86

8.37 137.19 1.22 0.28 0.010.86 8.53 131.29 1.10 0.40 0.010.86

8.69 129.27 1.06 0.40 0.010.85 8.86 124.75 0.97 0.61 0.010.85

9.02 132.90 1.10 0.39 0.010.85 9.19 145.11 1.33 0.19 0.000.84

9.35 166.13 1.84 0.00 0.000.84 9.51 182.02 2.00 0.00 0.000.84

9.68 206.59 2.00 0.00 0.000.84 9.84 219.12 2.00 0.00 0.000.83

10.01 231.91 2.00 0.00 0.000.83 10.17 223.34 2.00 0.00 0.000.83

10.34 209.72 2.00 0.00 0.000.82 10.50 186.18 2.00 0.00 0.000.82

10.66 165.00 1.72 0.00 0.000.82 10.83 152.10 1.40 0.00 0.000.82

10.99 148.40 1.31 0.18 0.000.81 11.16 159.89 1.56 0.00 0.000.81

11.32 172.42 1.88 0.00 0.000.81 11.48 182.23 2.00 0.00 0.000.81

11.65 184.05 2.00 0.00 0.000.80 11.81 182.65 2.00 0.00 0.000.80

11.98 178.02 2.00 0.00 0.000.80 12.14 175.24 1.91 0.00 0.000.79

12.30 172.65 1.83 0.00 0.000.79 12.47 172.32 1.81 0.00 0.000.79

12.63 172.14 1.80 0.00 0.000.79 12.80 171.74 1.78 0.00 0.000.78

12.96 173.37 1.82 0.00 0.000.78 13.12 174.53 1.84 0.00 0.000.78

13.29 176.84 1.90 0.00 0.000.77 13.45 180.78 2.00 0.00 0.000.77

13.62 184.62 2.00 0.00 0.000.77 13.78 187.09 2.00 0.00 0.000.77

13.94 185.42 2.00 0.00 0.000.76 14.11 185.78 2.00 0.00 0.000.76

14.27 189.94 2.00 0.00 0.000.76 14.44 186.33 2.00 0.00 0.000.76

14.60 179.93 1.93 0.00 0.000.75 14.76 171.58 1.70 0.00 0.000.75

14.93 180.29 1.92 0.00 0.000.75 15.09 194.45 2.00 0.00 0.000.74

15.26 205.62 2.00 0.00 0.000.74 15.42 205.05 2.00 0.00 0.000.74

15.58 194.52 2.00 0.00 0.000.74 15.75 184.67 2.00 0.00 0.000.73

15.91 177.16 1.81 0.00 0.000.73 16.08 177.63 1.81 0.00 0.000.73

16.24 177.51 1.81 0.00 0.000.72 16.40 178.91 1.84 0.00 0.000.72

16.57 175.58 1.75 0.00 0.000.72 16.73 169.59 1.59 0.00 0.000.72

16.90 161.72 1.41 0.00 0.000.71 17.06 160.43 2.00 0.00 0.000.71

17.23 168.99 2.00 0.00 0.000.71 17.39 184.30 2.00 0.00 0.000.71

17.55 197.01 2.00 0.00 0.000.70 17.72 203.14 2.00 0.00 0.000.70

17.88 215.17 2.00 0.00 0.000.70 18.05 227.58 2.00 0.00 0.000.69

18.21 236.56 2.00 0.00 0.000.69 18.37 225.80 2.00 0.00 0.000.69

18.54 203.40 2.00 0.00 0.000.69 18.70 186.32 1.98 0.00 0.000.68

18.87 184.82 1.94 0.00 0.000.68 19.03 189.01 2.00 0.00 0.000.68

19.19 190.68 2.00 0.00 0.000.67 19.36 188.04 2.00 0.00 0.000.67

19.52 182.71 1.87 0.00 0.000.67 19.69 174.79 1.66 0.00 0.000.67

19.85 166.95 1.47 0.00 0.000.66 20.01 161.08 1.35 0.14 0.000.66

20.18 157.04 1.26 0.14 0.000.66 20.34 155.57 1.23 0.20 0.000.66

20.51 156.55 1.25 0.19 0.000.65 20.67 155.56 1.23 0.19 0.000.65

20.83 153.62 1.19 0.19 0.000.65 21.00 149.10 1.10 0.27 0.010.64

21.16 142.33 0.99 0.41 0.010.64 21.33 132.95 0.85 0.86 0.020.64

21.49 122.00 0.70 1.18 0.020.64 21.65 114.20 0.62 1.33 0.030.63

21.82 108.08 0.56 1.38 0.030.63 21.98 103.75 0.52 1.42 0.030.63

22.15 103.91 0.52 1.41 0.030.62 22.31 115.45 0.63 1.29 0.020.62

22.47 127.49 2.00 0.00 0.000.62 22.64 128.21 0.77 0.87 0.020.62 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 71 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-06 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

22.80 119.61 0.67 1.17 0.020.61 22.97 127.33 0.76 0.87 0.020.61

23.13 146.98 1.05 0.38 0.010.61 23.30 165.98 1.41 0.00 0.000.61

23.46 170.47 1.51 0.00 0.000.60 23.62 149.99 1.10 0.25 0.000.60

23.79 123.19 0.71 1.09 0.020.60 23.95 113.07 0.60 1.26 0.020.59

24.12 117.11 0.64 1.21 0.020.59 24.28 121.10 0.68 1.10 0.020.59

24.44 120.74 0.68 1.10 0.020.59 24.61 119.84 0.66 1.11 0.020.58

24.77 119.89 0.66 1.10 0.020.58 24.94 123.86 0.71 1.05 0.020.58

25.10 126.81 0.74 1.01 0.020.57 25.26 127.26 0.75 1.00 0.020.57

25.43 129.06 0.77 0.80 0.020.57 25.59 134.93 0.85 0.74 0.010.57

25.76 148.40 1.06 0.24 0.000.56 25.92 160.70 1.28 0.12 0.000.56

26.08 166.90 1.41 0.00 0.000.56 26.25 160.22 1.27 0.11 0.000.56

26.41 146.34 1.02 0.34 0.010.55 26.58 132.71 0.82 0.74 0.020.55

26.74 128.27 0.76 0.77 0.010.55 26.90 130.65 0.79 0.75 0.010.54

27.07 132.76 0.82 0.73 0.010.54 27.23 130.42 0.78 0.74 0.010.54

27.40 127.73 2.00 0.00 0.000.54 27.56 129.66 2.00 0.00 0.000.53

27.72 136.78 2.00 0.00 0.000.53 27.89 140.46 2.00 0.00 0.000.53

28.05 143.00 2.00 0.00 0.000.52 28.22 145.81 2.00 0.00 0.000.52

28.38 153.47 2.00 0.00 0.000.52 28.54 160.91 2.00 0.00 0.000.52

28.71 164.83 2.00 0.00 0.000.51 28.87 161.49 2.00 0.00 0.000.51

29.04 154.60 2.00 0.00 0.000.51 29.20 147.49 2.00 0.00 0.000.51

29.36 142.51 2.00 0.00 0.000.50 29.53 140.05 2.00 0.00 0.000.50

29.69 138.76 2.00 0.00 0.000.50 29.86 138.66 2.00 0.00 0.000.49

30.02 138.45 2.00 0.00 0.000.49 30.19 138.16 2.00 0.00 0.000.49

30.35 137.92 2.00 0.00 0.000.49 30.51 140.40 2.00 0.00 0.000.48

30.68 146.35 2.00 0.00 0.000.48 30.84 154.35 2.00 0.00 0.000.48

31.01 161.58 2.00 0.00 0.000.47 31.17 164.16 2.00 0.00 0.000.47

31.33 161.99 2.00 0.00 0.000.47 31.50 158.37 2.00 0.00 0.000.47

31.66 153.56 2.00 0.00 0.000.46 31.83 151.89 2.00 0.00 0.000.46

31.99 154.98 2.00 0.00 0.000.46 32.15 166.25 2.00 0.00 0.000.46

32.32 175.21 2.00 0.00 0.000.45 32.48 171.25 2.00 0.00 0.000.45

32.65 157.41 1.17 0.13 0.000.45 32.81 142.63 0.93 0.41 0.010.44

32.97 137.86 0.86 0.43 0.010.44 33.14 141.48 2.00 0.00 0.000.44

33.30 147.80 2.00 0.00 0.000.44 33.47 150.09 2.00 0.00 0.000.43

33.63 148.91 2.00 0.00 0.000.43 33.79 148.57 2.00 0.00 0.000.43

33.96 152.14 2.00 0.00 0.000.42 34.12 153.62 2.00 0.00 0.000.42

34.29 150.97 2.00 0.00 0.000.42 34.45 147.92 2.00 0.00 0.000.42

34.61 146.57 2.00 0.00 0.000.41 34.78 148.89 2.00 0.00 0.000.41

34.94 147.65 2.00 0.00 0.000.41 35.11 149.39 2.00 0.00 0.000.40

35.27 152.83 2.00 0.00 0.000.40 35.43 161.27 2.00 0.00 0.000.40

35.60 170.35 2.00 0.00 0.000.40 35.76 177.01 2.00 0.00 0.000.39

35.93 178.94 2.00 0.00 0.000.39 36.09 177.78 2.00 0.00 0.000.39

36.26 177.48 2.00 0.00 0.000.39 36.42 181.85 2.00 0.00 0.000.38

36.58 183.90 1.72 0.00 0.000.38 36.75 182.33 1.69 0.00 0.000.38

36.91 172.92 1.47 0.00 0.000.37 37.08 162.54 1.26 0.08 0.000.37

37.24 149.86 1.03 0.22 0.000.37 37.40 147.50 0.99 0.23 0.000.37

37.57 147.90 1.00 0.22 0.000.36 37.73 154.51 1.11 0.15 0.000.36

37.90 159.23 1.19 0.10 0.000.36 38.06 165.55 1.31 0.07 0.000.35

38.22 169.64 1.40 0.00 0.000.35 38.39 166.05 1.33 0.07 0.000.35 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 72 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-06 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

38.55 152.81 2.00 0.00 0.000.35 38.72 139.32 2.00 0.00 0.000.34

38.88 134.85 2.00 0.00 0.000.34 39.04 138.09 2.00 0.00 0.000.34

39.21 138.09 2.00 0.00 0.000.34 39.37 128.29 2.00 0.00 0.000.33

39.54 120.68 0.64 0.66 0.010.33 39.70 120.86 0.64 0.65 0.010.33

39.86 129.94 0.75 0.55 0.010.32 40.03 137.47 0.84 0.41 0.010.32

40.19 144.61 0.95 0.29 0.010.32 40.36 145.29 0.96 0.20 0.000.32

40.52 141.83 0.91 0.29 0.010.31 40.68 133.88 0.80 0.41 0.010.31

40.85 133.83 0.80 0.41 0.010.31 41.01 139.66 0.88 0.29 0.010.30

41.18 149.38 1.03 0.18 0.000.30 41.34 154.34 1.11 0.12 0.000.30

41.50 154.07 1.11 0.12 0.000.30 41.67 150.95 1.05 0.12 0.000.29

41.83 147.30 1.00 0.18 0.000.29 42.00 146.15 0.98 0.18 0.000.29

42.16 148.82 1.02 0.17 0.000.29 42.32 155.76 1.14 0.12 0.000.28

42.49 159.72 1.21 0.08 0.000.28 42.65 162.42 1.27 0.06 0.000.28

42.82 163.30 1.28 0.06 0.000.27 42.98 167.81 1.38 0.00 0.000.27

43.15 167.68 1.37 0.00 0.000.27 43.31 155.97 1.15 0.11 0.000.27

43.47 175.37 1.54 0.00 0.000.26 43.64 226.85 2.00 0.00 0.000.26

43.80 275.70 2.00 0.00 0.000.26 43.97 278.37 2.00 0.00 0.000.25

44.13 249.43 2.00 0.00 0.000.25 44.29 196.95 2.00 0.00 0.000.25

44.46 157.12 2.00 0.00 0.000.25 44.62 133.70 2.00 0.00 0.000.24

44.79 127.81 2.00 0.00 0.000.24 44.95 128.06 2.00 0.00 0.000.24

45.11 128.18 2.00 0.00 0.000.24 45.28 126.08 2.00 0.00 0.000.23

45.44 120.82 2.00 0.00 0.000.23 45.61 118.77 2.00 0.00 0.000.23

45.77 124.93 2.00 0.00 0.000.22 45.93 134.45 2.00 0.00 0.000.22

46.10 144.22 2.00 0.00 0.000.22 46.26 150.82 2.00 0.00 0.000.22

46.43 156.24 2.00 0.00 0.000.21 46.59 158.30 2.00 0.00 0.000.21

46.75 157.23 2.00 0.00 0.000.21 46.92 157.07 2.00 0.00 0.000.20

47.08 159.40 2.00 0.00 0.000.20 47.25 161.56 2.00 0.00 0.000.20

47.41 158.96 2.00 0.00 0.000.20 47.57 156.35 2.00 0.00 0.000.19

47.74 157.76 2.00 0.00 0.000.19 47.90 166.11 2.00 0.00 0.000.19

48.07 174.77 2.00 0.00 0.000.19 48.23 178.94 2.00 0.00 0.000.18

48.39 173.00 2.00 0.00 0.000.18 48.56 161.67 1.29 0.04 0.000.18

48.72 156.05 1.19 0.05 0.000.17 48.89 157.23 1.21 0.05 0.000.17

49.05 159.81 1.26 0.03 0.000.17 49.22 159.29 1.25 0.03 0.000.17

49.38 157.79 1.22 0.05 0.000.16 49.54 153.74 1.15 0.05 0.000.16

49.71 151.22 1.11 0.07 0.000.16 49.87 146.76 1.03 0.10 0.000.15

50.04 142.53 2.00 0.00 0.000.15 50.20 136.14 2.00 0.00 0.000.15

50.36 133.42 2.00 0.00 0.000.15 50.53 128.85 2.00 0.00 0.000.14

50.69 126.89 2.00 0.00 0.000.14 50.86 123.06 2.00 0.00 0.000.14

51.02 121.97 2.00 0.00 0.000.14 51.18 115.15 2.00 0.00 0.000.13

51.35 109.79 2.00 0.00 0.000.13 51.51 109.65 2.00 0.00 0.000.13

51.68 123.92 2.00 0.00 0.000.12 51.84 146.72 2.00 0.00 0.000.12

52.00 179.07 2.00 0.00 0.000.12 52.17 212.45 2.00 0.00 0.000.12

52.33 246.46 2.00 0.00 0.000.11 52.50 274.08 2.00 0.00 0.000.11

52.66 295.68 2.00 0.00 0.000.11 52.82 306.94 2.00 0.00 0.000.10

52.99 305.37 2.00 0.00 0.000.10 53.15 294.34 2.00 0.00 0.000.10

53.32 280.04 2.00 0.00 0.000.10 53.48 265.43 2.00 0.00 0.000.09

53.64 256.07 2.00 0.00 0.000.09 53.81 241.81 2.00 0.00 0.000.09

53.97 234.89 2.00 0.00 0.000.09 54.14 231.55 2.00 0.00 0.000.08 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 73 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-06 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

54.30 233.35 2.00 0.00 0.000.08 54.46 228.14 2.00 0.00 0.000.08

54.63 215.93 2.00 0.00 0.000.07 54.79 202.00 2.00 0.00 0.000.07

54.96 185.02 2.00 0.00 0.000.07 55.12 168.14 2.00 0.00 0.000.07

55.28 155.03 2.00 0.00 0.000.06 55.45 151.98 2.00 0.00 0.000.06

55.61 154.50 2.00 0.00 0.000.06 55.78 163.13 2.00 0.00 0.000.05

55.94 172.85 2.00 0.00 0.000.05 56.11 180.24 2.00 0.00 0.000.05

56.27 181.25 2.00 0.00 0.000.05 56.43 180.98 2.00 0.00 0.000.04

56.60 183.76 2.00 0.00 0.000.04 56.76 189.48 2.00 0.00 0.000.04

56.93 193.83 2.00 0.00 0.000.04 57.09 198.76 2.00 0.00 0.000.03

57.25 204.72 2.00 0.00 0.000.03 57.42 210.87 2.00 0.00 0.000.03

57.58 208.31 2.00 0.00 0.000.02 57.75 194.49 2.00 0.00 0.000.02

57.91 173.66 2.00 0.00 0.000.02 58.07 162.94 2.00 0.00 0.000.02

58.24 162.17 2.00 0.00 0.000.01 58.40 166.83 2.00 0.00 0.000.01

58.57 170.85 2.00 0.00 0.000.01 58.73 167.84 2.00 0.00 0.000.00

58.89 161.65 2.00 0.00 0.000.00 59.06 154.20 2.00 0.00 0.000.00

59.22 149.34 2.00 0.00 0.000.00 59.39 143.65 2.00 0.00 0.000.00

59.55 135.63 2.00 0.00 0.000.00 59.71 124.13 2.00 0.00 0.000.00

59.88 115.04 2.00 0.00 0.000.00 60.04 117.04 2.00 0.00 0.000.00

60.21 124.93 2.00 0.00 0.000.00 60.37 133.31 2.00 0.00 0.000.00

60.53 129.76 2.00 0.00 0.000.00 60.70 138.15 2.00 0.00 0.000.00

60.86 179.66 2.00 0.00 0.000.00 61.03 217.46 2.00 0.00 0.000.00

61.19 212.24 2.00 0.00 0.000.00 61.35 203.41 2.00 0.00 0.000.00

61.52 191.89 2.00 0.00 0.000.00 61.68 196.46 2.00 0.00 0.000.00

61.85 202.33 2.00 0.00 0.000.00 62.01 216.92 2.00 0.00 0.000.00

62.17 225.89 2.00 0.00 0.000.00 62.34 233.43 2.00 0.00 0.000.00

62.50 236.76 2.00 0.00 0.000.00 62.67 241.13 2.00 0.00 0.000.00

62.83 228.62 2.00 0.00 0.000.00 63.00 213.18 2.00 0.00 0.000.00

63.16 196.09 2.00 0.00 0.000.00 63.32 180.70 2.00 0.00 0.000.00

63.49 168.15 2.00 0.00 0.000.00 63.65 158.94 2.00 0.00 0.000.00

63.82 152.80 2.00 0.00 0.000.00 63.98 149.57 2.00 0.00 0.000.00

64.14 147.25 2.00 0.00 0.000.00 64.31 145.94 2.00 0.00 0.000.00

64.47 143.76 2.00 0.00 0.000.00 64.64 142.59 2.00 0.00 0.000.00

64.80 141.03 2.00 0.00 0.000.00 64.96 136.94 2.00 0.00 0.000.00

65.13 132.80 2.00 0.00 0.000.00 65.29 134.45 2.00 0.00 0.000.00

65.46 143.80 2.00 0.00 0.000.00 65.62 153.64 2.00 0.00 0.000.00

65.78 159.99 2.00 0.00 0.000.00 65.95 157.56 2.00 0.00 0.000.00

66.11 155.81 2.00 0.00 0.000.00 66.28 142.35 2.00 0.00 0.000.00

66.44 127.29 2.00 0.00 0.000.00 66.60 134.81 2.00 0.00 0.000.00

66.77 145.56 2.00 0.00 0.000.00 66.93 148.89 2.00 0.00 0.000.00

67.10 150.91 2.00 0.00 0.000.00 67.26 149.76 2.00 0.00 0.000.00

67.42 146.46 2.00 0.00 0.000.00 67.59 139.93 2.00 0.00 0.000.00

67.75 133.95 2.00 0.00 0.000.00 67.92 130.77 2.00 0.00 0.000.00

68.08 129.92 2.00 0.00 0.000.00 68.24 129.26 2.00 0.00 0.000.00

68.41 127.02 2.00 0.00 0.000.00 68.57 128.65 2.00 0.00 0.000.00

68.74 132.14 2.00 0.00 0.000.00 68.90 135.87 2.00 0.00 0.000.00

69.07 144.60 2.00 0.00 0.000.00 69.23 153.07 2.00 0.00 0.000.00

69.39 155.84 2.00 0.00 0.000.00 69.56 154.37 2.00 0.00 0.000.00

69.72 151.32 2.00 0.00 0.000.00 69.89 154.65 2.00 0.00 0.000.00 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 74 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq This software is licensed to: Geocon Inc CPT name: CPT-06 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
Depth
(ft)
FSQtn,cs ev (%) Settlement
(in)
DF DF

70.05 151.66 2.00 0.00 0.000.00 70.21 153.68 2.00 0.00 0.000.00

70.38 148.55 2.00 0.00 0.000.00 70.54 143.67 2.00 0.00 0.000.00

70.71 124.03 2.00 0.00 0.000.00 70.87 119.14 2.00 0.00 0.000.00

71.03 141.44 2.00 0.00 0.000.00 71.20 158.33 2.00 0.00 0.000.00

71.36 156.99 2.00 0.00 0.000.00 71.53 155.76 2.00 0.00 0.000.00

71.69 163.23 2.00 0.00 0.000.00 71.85 175.66 2.00 0.00 0.000.00

72.02 190.83 2.00 0.00 0.000.00 72.18 200.19 2.00 0.00 0.000.00

72.35 200.88 2.00 0.00 0.000.00 72.51 203.65 2.00 0.00 0.000.00

72.67 211.19 2.00 0.00 0.000.00 72.84 213.46 2.00 0.00 0.000.00

73.00 201.53 2.00 0.00 0.000.00 73.17 185.80 2.00 0.00 0.000.00

73.33 170.90 2.00 0.00 0.000.00 73.49 165.06 2.00 0.00 0.000.00

73.66 160.18 2.00 0.00 0.000.00 73.82 159.40 2.00 0.00 0.000.00

73.99 160.53 2.00 0.00 0.000.00 74.15 164.30 2.00 0.00 0.000.00

74.31 168.20 2.00 0.00 0.000.00 74.48 169.94 2.00 0.00 0.000.00

74.64 171.20 2.00 0.00 0.000.00 74.81 171.93 2.00 0.00 0.000.00

74.97 172.21 2.00 0.00 0.000.00 75.13 172.00 2.00 0.00 0.000.00

75.30 174.27 2.00 0.00 0.000.00 75.46 178.79 2.00 0.00 0.000.00

75.63 180.41 2.00 0.00 0.000.00 75.79 182.03 2.00 0.00 0.000.00

75.96 182.70 2.00 0.00 0.000.00 76.12 184.18 2.00 0.00 0.000.00

76.28 185.31 2.00 0.00 0.000.00 76.45 184.43 2.00 0.00 0.000.00

76.61 180.04 2.00 0.00 0.000.00 76.78 172.18 2.00 0.00 0.000.00

76.94 159.24 2.00 0.00 0.000.00 77.10 146.44 2.00 0.00 0.000.00

77.27 136.50 2.00 0.00 0.000.00 77.43 136.21 2.00 0.00 0.000.00

77.60 140.22 2.00 0.00 0.000.00 77.76 143.07 2.00 0.00 0.000.00

77.92 141.66 2.00 0.00 0.000.00 78.09 138.48 2.00 0.00 0.000.00

78.25 135.91 2.00 0.00 0.000.00 78.42 136.77 2.00 0.00 0.000.00

78.58 137.23 2.00 0.00 0.000.00 78.74 136.17 2.00 0.00 0.000.00

78.91 131.28 2.00 0.00 0.000.00 79.07 127.13 2.00 0.00 0.000.00

79.24 123.54 2.00 0.00 0.000.00 79.40 120.07 2.00 0.00 0.000.00

79.56 116.21 2.00 0.00 0.000.00 79.73 118.07 2.00 0.00 0.000.00

79.89 122.07 2.00 0.00 0.000.00 80.06 125.81 2.00 0.00 0.000.00 Total estimated settlement: 0.83
Abbreviations
Qtn,c s:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlem ent
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 10/6/2020, 3:10:00 PM 75 Project file: X:\Engineering and Geology\ENGINEER PROGRAMS, GUIDES, ETC\EngrgPrg\CLiq\G2559-52-01 Collins Aerospace.clq Geocon Project No. G2559-52-01 October 12, 2020

LIST OF REFERENCES

1. 2019 California Building Code, California Code of Regulations, Title 24, Part 2, based on the 2018 International Building Code , prepared by California Building Standards Commission, dated July 2019.

2. American Concrete Institute, ACI 318-11, Building Code Requirements for Structural Concrete and Commentary, dated August, 2011.

3. American Concrete Institute, ACI 330-08, Guide for the Design and Construction of Concrete Parking Lots, dated June, 2008.

4. American Society of Civil Engineers (ASCE ), ASCE 7-16, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, 2017.

5. AECOM, Report of Annual Groundwater Monitoring and Sampling – 2017, Rohr Inc., North Campus, Chula Vista, California, dated October 18, 2017 (Project No. 60509378).

6. California Department of Conservation, Division of Mines and Geology, Probabilistic Seismic Hazard Assessment for the State of California, Open File Report 96-08, 1996.

7. California Geological Survey, Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years.
http://redirect.conservation.ca.gov/cgs/rghm/pshamap/pshamain.html

8. County of San Diego, San Diego County Multi Jurisdiction Hazard Mitigation Plan, San Diego, California – Final Draft, dated October 2017.

9. Geocon Incorporated, 2020, Geotechnical Reconnaissance, Collins Aerospace Redevelopment Site – Parcel A, Chula Vista, California, dated June 25, 2020 (Project No. G2559-52-01).

10. Geocon Incorporated, 2005, Geotechnical Investigation, OMPPA Project on Goodrich Property, Chula Vista, California, dated September 12, 2005 (Project No. 07050-22-30).

11. Geocon Incorporated, 1999, Limited Geotechnical Investigation, B.F. Goodrich Site Development, Chula Vista, California, dated June 24, 1999 (Project No. 06327-22-01).

12. Geocon Incorporated, 1980, Soil Investigation, Sauder Furnace Foundation, Building No. 1, Column E11-F11, Chula Vista, California, dated July 14, 1980 (Project No. 02080-02-02).

13. Historical Aerial Photos. http://www.historicaerials.com

14. Jennings, C. W., 1994, California Division of Mines and Geology, Fault Activity Map of California and Adjacent Areas, California Geologic Data Map Series Map No. 6.

15. Kennedy, M. P., and S. S. Tan, 2008, Geologic Map of the San Diego 30’x60’ Quadrangle, California, USGS Regional Map Series Map No. 3, Scale 1:100,000.

LIST OF REFERENCES (Concluded)
Geocon Project No. G2559-52-01 October 12, 2020

16. Legg , M. R., J. C. Borrero, and C. E. Synolakis (2002), Evaluation of Tsunami Risk to Southern California Coastal Cities , 2002 NEHRP Professional Fellowship Report, dated January.

17. Special Publication 117A, Guidelines For Evaluating and Mitigating Seismic Hazards in California 2008, California Geological Survey, Revised and Re-adopted September 11, 2008.

18. Unpublished reports, aerial photographs, and maps on file with Geocon Incorporated.

19. USGS computer program, Seismic Hazard Curves and Uniform Hazard Response Spectra, http://geohazards.usgs.gov/designmaps/us/application.php.

20. Unpublished reports and maps on file with Geocon Incorporated.

Chula Vista City CouncilNovember 18, 2025

Chula Vista City Council
November 18, 2025