Santa Ana City Council
October 3, 2023

P1. Other Identifier: Town Center Plaza
*P2. Location:  Not for Publication  Unrestricted *a. County: Orange and (P2b and P2c or P2d. Attach a Location Map as necessary.)
*b. USGS 7.5' Quad: Tustin, CA Date: 1981 T 5S ; R 9W ; Section: 8; S.B.B.M. c. Address: 1971 East 4th Street City: Santa Ana Zip:
d. UTM: Zone: 11; mE/ mN (G.P.S.)
e. Other Locational Data: (e.g., parcel #, directions to resource): Assessor Parcel Number (APN) 400-051-02; in a business park with three other properties and buildings at the northeast corner of East 4th Street and North Cabrillo Park Drive.
*P3a. Description: (Describe resource and its major elements. Include design, materials, condition, alterations, size, setting, and boundaries) This beige, three-story commercial building has dark brown trim. It is rectangular in plan, wood or steel framed, and rests on a poured concrete foundation. The exterior wall cladding is textured stucco. The composition roof is flat, with a low-pitched parapet visibly clad in red clay Spanish tiles. Broad eaves extend beyond a cantilevered balcony, which is arcaded and has simple metal railing. The façade is symmetrical and centered on a monumental arched entry projecting above the parapet. The entry extends the full length of the building’s minor east-west axis. The symmetrical façade on the other side of the building is identical; in effect, there are two primary elevations. The balcony’s arcade of two dozen bays is repeated and extended to the minor elevations. The office suites are arranged in a grid centered on the elevator shaft. Eleven-foot-tall ceilings define the proportions of their wood surround door openings and glass curtain wall panels.

See Continuation Sheet
*P3b. Resource Attributes: (List attributes and codes) HP6-1 to 3 story commercial building *P4. Resources Present: Building Structure Object Site District Element of District Other (Isolates, etc.) P5b. Description of Photo: (View,
date, accession #) Façade, view to
the east (1/18/22)
*P6. Date Constructed/Age and
Sources: Historic
PrehistoricBoth
1971 (building permit)
*P7. Owner and Address:

Unknown
*P8. Recorded by: (Name,
affiliation, and address)
Eugene Heck, M.A.

Casey Tibbet, M.A.

LSA Associates, Inc.
1500 Iowa Avenue, Suite 200
Riverside, CA 92507
*P9. Date Recorded:

January 18 and May 31, 2022
*P10. Survey Type: (Describe) Intensive-level California Environmental Quality Act (CEQA) compliance *P11. Report Citation: (Cite survey report and other sources, or enter "none.") Historic Resources Assessment, Town Center Plaza, Santa Ana, California, 2022. Prepared by LSA Associates, Inc. *Attachments: NONE Location Map Sketch Map Continuation Sheet Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record  Other (List):

P5a. Photo or Drawing (Photo required for buildings, structures, and objects.) See Continuation Sheet
City Council 18 – 804 10/3/2023
DPR 523B (1/95) *Required information
State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD

*Resource Name or # (Assigned by recorder) 1971 East 4th Street B1. Historic Name:

B2. Common Name:

B3. Original Use: Office building B4. Present Use: Office building *B5. Architectural Style: Modern elements, New Formalism elements *B6. Construction History: (Construction date, alterations, and date of alterations)

permits were issued for Interior partitions made by numerous businesses. Page 8/65 shows numerous permits issued in January 1988 to make alterations to medical offices in unit #100 (5480SF, $87,000). Building permit 63224 issued 8-29-90 to reroof, 260 square-feet, $28,000, et cetera. Basically, no significant alterations have been made to the building. *B7. Moved? No Yes Unknown Date: Original Location:
*B8. Related Features: Three-story office building at 1901 East 4th St.; three-story office building at 525 North Cabrillo Park Drive.; three-story office building at 515 North Cabrillo Park Drive. Asphalt concrete paved surface parking lot.

B9a. Architect: Not found b. Builder: Sunset Builders
*B10. Significance: Theme: Postwar Commercial Development; Architecture Area: City of Santa Ana Period of Significance: 1971 Property Type: Commercial Applicable Criteria: NA (Discuss importance in terms of historical or architectural context as defined by theme, period, and geographic scope. Also address integrity.) This 1971 office building with Modern and New Formalism elements does not meet the California Register of Historical Resources (California Register) or the City of Santa Ana criteria. It is not a “historical resource” for purposes of CEQA. See Continuation Sheet Historic Context. Refer to the related report for a detailed historic context (see P11 on page 1).

B11. Additional Resource Attributes: (List attributes and codes) *B12. References:

City of Santa Ana
Var. Building permits provided by the City of Santa Ana in January 2022.

B13. Remarks:
*B14. Evaluator: Eugene Heck, M.A., LSA Associates, Inc., 1500 Iowa Avenue, Suite 200, Riverside, CA 92507 *Date of Evaluation: June 2022
(This space reserved for official comments.)
(Sketch Map with north arrow required.)
Refer to Location Map
City Council 18 – 805 10/3/2023
DPR 523L (1/95) *Required Information
State of California - The Resources Agency

DEPARTMENT OF PARKS AND RECREATION

CONTINUATION SHEET
Primary #
HRI #
Trinomial

*Recorded by LSA Associates, Inc. *Date: June 2022 X Continuation Update P3a. Description: (continued from page 1)
The building reads from the street as two stories; the third floor consists of one small office space over the entry, accessed by stairs.

Exterior staircases at the corners of the building have pebblestone treads, and distinctive railings of wood and metal. The staircases have metal stringers. Brick masonry walls are seen by the corner staircases and by the elevator shaft up on the second floor, where they have arched openings with metal gates accessing two small “courtyards.” The building is in good condition. Other than the usual modifications made by the tenants to the interior spaces, there were no signs of significant alterations. At a little over 40,000 square feet, it may be classified as a medium-sized office building. Mature pine trees line gently sloping ground toward East 4th Street. This building is the oldest of four built between 1971 and 1978; together, they comprise the small business park known as Town Center Plaza. The building was designed on a grid, and likewise, the business park was laid out on a grid that determined the relationships between the buildings. Central to the modernist design is the “plaza,” a large open area, in this case an asphalt concrete paved parking lot. The second oldest building in the park is 1901 East 4th Street (1974). It has a square plan and textured stucco walls, with red Spanish clay roof tiles, cantilevered balconies, and arches. More importantly, its notable design features and motifs tie it to the other buildings, as do minor details. For example, the distinctive wood and metal railing seen at 1971 is again seen at 1901, as are the pebblestone treads, but this time the staircase stringers are wood, not metal. As a modernized version of a Southern California Spanish Colonial Revival regional identity dating back to Arthur Benton and Charles Lummis, these buildings complement each other.

The third and fourth buildings to complete the park are more closely related to each other than to the first two, although they all share many features. Ken Himes is known to have designed 525 North Cabrillo Park Drive (1976) (Building Permits; Los Angeles Times 1976a) and likely designed 515 North Cabrillo Park Drive (1978) as well. With these buildings, abstraction has progressed a bit further from regional identity, eschewing balconies, toward more classic, temple-like façades. The articulated horizontal bands on both 525 and 515 are notable.

Each of the four buildings stands as a separate object in space, related by materials, workmanship, and design. They do not crowd one other. The outer lot lines of the parcels form the business park boundaries.

P5a. Photo (continued from page 1)
South and east elevations, view to the northwest (1/18/22). Courtyard looking north at the third floor office (1/18/22).

See Continuation Sheet
City Council 18 – 806 10/3/2023
DPR 523L (1/95) *Required Information
State of California - The Resources Agency

DEPARTMENT OF PARKS AND RECREATION

CONTINUATION SHEET
Primary #
HRI #
Trinomial

*Recorded by LSA Associates, Inc. *Date: June 2022 X Continuation Update B10. Significance (continued from page 3)
This building is being evaluated in compliance with CEQA under the California Register and City of Santa Ana criteria for historical significance. To avoid redundancy, the two sets of criteria have been combined where appropriate. • California Register Criterion 1: Is associated with the events that have made a significant contribution to the broad patterns of California’s history and cultural heritage.
• Santa Ana Criteria 4(a) and 4(d): Buildings, structures, objects, or sites of historical significance which include places: (a) Where important events occurred; and (d) That served as important centers for political, social, economic, or cultural activity.

This building is one of four buildings within the Town Center Plaza business park and the only one that has reached 50 years of age.

Town Center Plaza is marginally associated with postwar (1945–1973) growth and suburbanization, since the building at 1971 East 4th Street was constructed at the end of this period. Town Center Plaza is within the 174-acre postwar (and beyond) mixed-use Parkcenter development area and is less than 2 miles east of Santa Ana’s original business district. The Parkcenter area was among the last of the orange groves to be developed. Historic aerials show a gradual buildout of this area between Interstate 5, State Route 55, and 17th and 1st Streets during the 1960s, 1970s, and 1980s. Many buildings in the area were constructed less than 50 years ago. Field survey observations outside the project area, however, did not confirm a level of visual cohesion sufficient to identify a potential historic district to which Town Center Plaza contributes. It is possible that additional research and the passage of time may warrant the formal evaluation of Parkcenter, but for now it remains outside the scope of the current study and, in any case, three of the four buildings in the Town Center Plaza are not yet 50 years of age.
• California Register Criterion 2: Is associated with the lives of persons important in our past. • Santa Ana Criterion 4(b): Buildings, structures, objects, or sites of historical significance which include places: (b) Associated with famous people, original settlers, renowned organizations and businesses.

The land is indirectly associated with Hiram Mabury, a 19th century venture capitalist who invested in California real estate and was active in banking. Mabury and his family owned land in Orange County but resided elsewhere. No famous people, original settlers, renowned organizations or businesses are associated with the building at 1971 East 4th Street or the Town Center Plaza business park.
• California Register Criterion 3: Embodies the distinctive characteristics of a type, period, region, or method of construction, or represents the work of an important creative individual, or possesses high artistic values. • Santa Ana Criteria 1 and 2: (1) Buildings, structures, or objects with distinguishing characteristics of an architectural style or period that exemplify a particular architectural style or design features; and (2) Works of notable architects, builders, or designers whose style influenced architectural development.

The building has distinguishing characteristics of the Modern style including horizontal massing, a flat roof with a low-pitched parapet, interior courtyards and spaces designed to bring the outside in, recessed and protected entries, and glass walls. It also has characteristics of the New Formalism style such as the arches/arcades, monumental entrances, and delicate details like the stair railings. However, it does not exemplify a particular architectural style and is not a true representation of either style. No evidence was found that the building at 1971 East 4th Street is the work of a master architect, builder, or designer. While the building design incorporates interesting architectural details, it does not possess high artistic values because it does not epitomize the design principles of a particular style more fully than other buildings of a similar era and style.

As a whole, Town Center Plaza has many of the distinguishing characteristics of the Modern and New Formalism styles and is clearly identifiable as a small business park. The designs, materials, workmanship, and landscaped setting all retain what appears to be a high level of integrity. However, none of these buildings are of exceptional importance and only the earliest of them, 1971 East 4th Street, has achieved 50 years of age.

See Continuation Sheet
City Council 18 – 807 10/3/2023
DPR 523L (1/95) *Required Information
State of California - The Resources Agency

DEPARTMENT OF PARKS AND RECREATION

CONTINUATION SHEET
Primary #
HRI #
Trinomial

*Recorded by LSA Associates, Inc. *Date: June 2022 X Continuation Update B10. Significance (continued from page 4)
• California Register Criterion 4: Has yielded, or may be likely to yield, information important in prehistory or history. • Santa Ana Criterion 5: Sites of archaeological importance.

This 1971 building was built of standard materials using standard building techniques; it is of no archaeological importance and is not likely to yield important information about history or prehistory.

The following addresses the remaining Santa Ana criteria for designation:
• Santa Ana Criterion 3: Rare buildings, structures, or objects or original designs.

The Town Center Plaza building at 1971 East 4th Street incorporates elements of the Modern and New Formalism styles, neither of which is rare in Orange County or the larger Southern California region. Business parks, such as Town Center Plaza, are also common throughout the area.
• Santa Ana Criterion 4(c): Buildings, structures, objects, or sites of historical significance which include places which were originally present when the city was founded.

The Town Center Plaza building at 1971 East 4th Street is a postwar commercial building; the business park was not present when the city was founded.
• Santa Ana Criterion 6: Buildings or structures that were connected with a business or use which was once common, but is now rare.

The Town Center Plaza building at 1971 East 4th Street was never connected with a business or use which was once common but is now rare. Most of the tenants provide professional services such as medical, legal, or financial. Town Center Plaza as a whole is a business park, which is a very common property type.

City Council 18 – 808 10/3/2023
I:\FRC2201\GIS\MXD\Cultural\DPRlocation_40005102.mxd (6/15/2022) DPR 523J (1/95) *Required Information

*Map Name: *Scale: 1:24000 *Date of Map: 1981; 2022
*Resource Name or 1971 E. 4th Street
Primary #
HRI #
Trinomial
State of California - Resource Agency

DEPARTMENT OF PARKS AND RECREATION

LOCATION MAP
APN 400-051-02
1971 E. 4th Street
USGS 7.5' Quad, Orange, Tustin; Nearmap
City Council 18 – 809 10/3/2023
28532 Constellation Road  Valencia  CA 91355  (661) 702-8474  Fax (661) 702-8475 LGC Valley, Inc.

Geotechnical Consulting

SUPPLEMENTAL GEOTECHNICAL

INVESTIGATION REPORT

FOR A PROPOSED RESIDENTIAL DEVELOPMENT,

CITY OF SANTA ANA, CALIFORNIA
Dated: December 16, 2021
Project No. 213031-01
Prepared For:

FRH Realty LLC.
5355 Mira Sorrento Place, Suite 100
San Diego, CA 92121
City Council 18 – 810 10/3/2023
28532 Constellation Road  Valencia  CA 91355  (661) 702-8474  Fax (661) 702-8475 LGC Valley, Inc.

Geotechnical Consulting
December 16, 2021
Project No. 213031-01
Mr. Ed McCoy
FRH Realty LLC
5355 Mira Sorrento Place, Suite 100
San Diego, California 92121
Subject: Supplemental Geotechnical Investigation Report for a Proposed Residential Development, City of Santa Ana, California
In accordance with your request, LGC Valley, Inc. (LGC) has performed a supplemental geotechnical investigation for a proposed residential development located at 1901 and 1971 E. 4th Street and 515 and 525 Cabrillo Park Drive in the city of Santa Ana, County of Orange, California. The purpose of our supplemental investigation was to provide updated geotechnical recommendations for a proposed residential development, evaluate the conceptual site development plan, geotechnical conditions, review geotechnical and geologic data and maps pertinent to the site, and prepare a report indicating our findings, conclusions, opinions, and recommendations for site development. This report presents the results of our subsurface investigation, and geotechnical analysis of the collected data, grading construction and other relevant geotechnical aspects of the project, and provides our conclusions, opinions including recommendations for stormwater infiltration design and recommendations with respect to site development.

Based on the results of our geotechnical evaluation and review, it is our opinion that the proposed site development is feasible from a geotechnical standpoint, provided the recommendations included in this report are incorporated into the project plans and specifications, and followed during site grading and construction.

LGC has reviewed the laboratory test data, procedures and results performed by EGLAB, Inc. (EGL), with respect to the subject site and concurs with and accepts responsibility as geotechnical engineer of record for their work (laboratory testing).

If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service.

Respectfully submitted,
LGC VALLEY, INC.

Basil Hattar, GE 2734 Susan M. Berger, CEG 2069
Principal Engineer Senior Project Geologist
BIH/SMB/mw
Distribution: (1) Addressee Via Email
City Council 18 – 811 10/3/2023
Project No. 213031-01 Page i December 16, 2021

TABLE OF CONTENTS
Section Page

1.0 INTRODUCTION ...................................................................................................................1

1.1 Purpose and Scope of Services......................................................................................1

1.2 Site and Project Description...........................................................................................2

1.3 Subsurface Investigation and Laboratory Testing..........................................................2

2.0 GEOTECHNICAL CONDITIONS........................................................................................5

2.1 Regional and Local Geology .........................................................................................5

2.2 Site-Specific Geology....................................................................................................5

2.2.1 Quaternary Alluvium (Qal) ..............................................................................5

2.3 Geologic Structure.........................................................................................................5

2.4 Landslides......................................................................................................................5

2.5 Groundwater..................................................................................................................5

2.6 Surface Water................................................................................................................6

2.7 Seismicity, Faulting and Related Effects......................................................................6

2.7.1 Seismicity .........................................................................................................6

2.7.2 Seismic Design Criteria....................................................................................6

2.7.3 Faulting.............................................................................................................8

2.7.4 Shallow Ground Rupture..................................................................................8

2.7.5 Liquefaction and Dry Sand Settlement ............................................................8

2.7.6 Tsunamis and Seiches.....................................................................................10

2.8 Settlement....................................................................................................................10

2.9 Slope Stability .............................................................................................................10

2.10 Laboratory Testing ......................................................................................................10

2.11 Percolation Testing......................................................................................................11

3.0 CONCLUSIONS ....................................................................................................................12

4.0 RECOMMENDATIONS.......................................................................................................14

4.1 Site Earthwork.............................................................................................................14

4.1.1 Site Preparation...............................................................................................14

4.1.2 Removal and Recompaction............................................................................14

4.1.3 Shrinkage/Bulking ..........................................................................................15

4.1.4 Temporary Excavation Stability......................................................................15

4.1.5 Temporary Shoring.........................................................................................16

4.1.6 Fill Backfill and Compaction ..........................................................................18

4.1.7 Trench Backfill and Compaction.....................................................................18 City Council 18 – 812 10/3/2023
TABLE OF CONTENTS (Cont’d)
Section Page
Project No. 213031-01 Page ii December 16, 2021

4.2 Foundations.................................................................................................................19

4.2.1 General ...........................................................................................................19

4.2.2 Soil Bearing....................................................................................................19

4.2.3 Conventional Foundations..............................................................................19

4.2.4 Post-Tension Foundations...............................................................................20

4.2.5 Mat Foundations.............................................................................................22

4.2.6 Foundation Settlement....................................................................................22

4.3 Lateral Earth Pressures for Retaining Walls...................................................................22

4.4 Preliminary Pavement Recommendations ...................................................................23

4.5 Corrosivity to Concrete and Metal...............................................................................25

4.6 Nonstructural Concrete Flatwork.................................................................................25

4.7 Swimming Pool ..........................................................................................................26

4.8 Control of Surface Water and Drainage Control..........................................................27

4.9 Construction Observation and Testing.........................................................................27

5.0 LIMITATIONS......................................................................................................................28 City Council 18 – 813 10/3/2023
Project No. 203031-01 Page iii December 16, 2021

LIST OF TABLES, APPENDICES AND ILLUSTRATIONS
Tables
Table 1 – Seismic Design Parameters (Page 7)
Table 2 – Summary of infiltration testing (Page 11)
Table 3 – Preliminary Geotechnical Parameters for Post-Tension Slab Design (Page 21) Table 4 – Lateral Earth Pressures for Retaining Walls (Page 23) Table 5 – Preliminary Pavement Design Sections (Page 23) Table 6 – Nonstructural Concrete Flatwork (Page 26)
Figures
Figure 1 – Site Location Map (Page 4)
Figure 2 – Boring Location Map (rear of text)
Figure 3 – Retaining Wall Drainage Detail (rear of text) Figure 4 – Geotechnical Guidelines for Swimming Pool Construction (rear of text) Appendices
Appendix A – References
Appendix B – Boring Logs (LGC and ACG)
Appendix C – Laboratory Testing Results (by EGLAB and ACG) Appendix D – Liquefaction and Dry Sand Settlement Analysis Appendix E – General Earthwork and Grading Specifications for Rough Grading City Council 18 – 814 10/3/2023
Project No.213031-01 Page 1 December 16, 2021

1.0 INTRODUCTION

1.1 Purpose and Scope of Services
The purpose of this supplemental investigation was to identify and evaluate the existing geologic and geotechnical conditions at the site and provide preliminary geotechnical design criteria for the proposed development. Recommendations for grading construction, preliminary foundation design for the proposed structures, stormwater infiltration design and other relevant aspects of the proposed development are included herein to address the identified site geotechnical conditions. This report includes the results of our site exploration, laboratory testing, and engineering evaluation, and provides our conclusions, opinions and recommendations with respect to site development.

These items plus other geotechnical conditions are discussed and addressed within this document.

Our scope of services for preparation of this document included:
 Review of available geotechnical reports, geologic maps and other documents relevant to the site (Appendix A).
 Perform a site visit to evaluate the existing conditions and mark the geotechnical boring locations.  A subsurface investigation including the excavation, sampling, and logging of three small-diameter exploratory borings. The borings are labeled B-LGC-1 through B-LGC-3. Logs of the borings are presented in Appendix B, and their approximate locations are depicted on the Boring Location Map (Figure 2). All the excavations were sampled and logged under the supervision of a licensed geologist from our firm. The borings were excavated to evaluate the general characteristics of the subsurface conditions on the site including classification of site soils, determination of depth to groundwater, and to obtain representative soil samples.  Laboratory testing of representative soil samples obtained during our subsurface investigation (Appendix C).
 Perform geotechnical analyses and evaluation of the data.  Preparation of this report presenting our findings, conclusions, opinions and recommendations with respect to the evaluated geologic and geotechnical conditions at the site.

City Council 18 – 815 10/3/2023
Project No.213031-01 Page 2 December 16, 2021

1.2 Site and Project Description
The subject site is a rectangular shaped approximately 9-acre site located at the northeast corner of the intersection of E. 4th street and Cabrillo Park Drive in the City of Santa Ana, California. The site is bounded by a baseball field to the north, East Cabrillo Park Drive to the west, East 4th street to the south, and a parking lots and commercial/office buildings to the east (Figure 1, Site Location Map).

The entrance into the site is of Cabrillo Park Drive.

Based on our review, the site is currently occupied by four commercial structures and asphalt pavement. Two buildings are located at the southeast and southwest corners, one at the northwest corner and one at middle of the east border. It is surrounded by an asphaltic parking lot.

It is our understanding that the proposed development will be consisting of 3-story townhomes in the north area (Area 1 - shown in blue) and a five-story wrap with parking structure in the south area (Area 2 - shown in yellow) as shown on the Boring Location Map (Figure 2). Future grading of the site is anticipated to consist of minor design cuts and fills in order to achieve finish grades.

Appurtenant structures, carports, parking areas, driveways, storm water filtration systems, landscaping, and associated utilities will also be constructed to support the new development.

1.3 Subsurface Investigation and Laboratory Testing
Our subsurface investigation was performed on November 22nd, 2021 and consisted of three hollow stem auger borings (B-LGC-1 through B-LGC-3). The geotechnical borings were all excavated to a depth of approximately 51.5 feet below the existing grade. The approximate locations of the borings are shown on the Boring Location Map (Figure 2). Based on a review of the seismic hazard zone maps prepared by the California Geological Survey (CGS, 2002), the site is not located within a seismic hazard area for potential liquefaction, but is located near a liquefaction hazard area, and has a historic high groundwater elevation of approximately 40 feet below the existing ground surface. Therefore, to evaluate the liquefaction and seismically induced dry sand settlement potentials, LGC advanced all three borings to depths of up to approximately 51.5 feet below the ground surface, and collected samples and SPT blow counts at 2.5-foot intervals. These borings were also used to evaluate the consolidation potential, hydro-collapse potential, and to characterize the near-surface geotechnical characteristics of the site. The borings were sampled and logged from the surface under the supervision of a licensed Engineering Geologist/Geotechnical Engineer from LGC.

During the subsurface investigation, representative bulk and relatively undisturbed samples were collected for laboratory testing. Laboratory testing was performed by EGLAB, Inc. (EGL). Laboratory testing was performed on representative soil samples and included moisture and density tests, maximum density and optimum moisture content, grain size distribution, Atterberg Limits, expansion, direct shear, consolidation, collapse, and corrosion testing. A summary of the test procedures and printouts of the laboratory test results are presented in Appendix C. The moisture and density test results were presented on the boring logs included in Appendix B.

City Council 18 – 816 10/3/2023
Project No.213031-01 Page 3 December 16, 2021
The previous subsurface investigations performed by Alta California Geotechnical, Inc. (ACG) were performed on July 7, 2021 and consisted of the excavation of eight geotechnical hollow stem auger borings (B-1 through B-8) and three percolation test borings (P-1 through P-3). The geotechnical borings were excavated to a depth of approximately 26 feet while the percolation test borings were excavated to an approximate depth of 5 feet. Approximate locations of the previous borings are included on the Boring Location Map (Figure 2). The logs of the borings are included in Appendix B of this report.

During the previous subsurface investigation, representative bulk and relatively undisturbed samples were collected for laboratory testing by ACG. Laboratory testing was performed on representative soil samples and included in-situ moisture and density tests, maximum density and optimum moisture content, grain size distribution, expansion, consolidation, and corrosion testing. The previous laboratory test results are also presented in Appendix C. The moisture and density test results were presented on the boring logs included in Appendix B.

City Council 18 – 817 10/3/2023
Approximate
Site
Location
Project Name Santa Ana
BIH/MW
12/16/21
Not to scale
Eng.

Date
Scale
Project No. 213031-01 Figure 1:

Site Location Map
FF / Santa Ana
City of Santa Ana, California City Council 18 – 818 10/3/2023 Project No.213031-01 Page 5 December 16, 2021

2.0 GEOTECHNICAL CONDITIONS

2.1 Regional and Local Geology
The subject site is located in Santa Ana within the Peninsular Ranges geomorphic province of southern California which is characterized by northwest trending elongated mountain ranges and valleys that are truncated by the Transverse Ranges Geomorphic Province to the north and extend south into Baja California. The site lies within a valley area near the western flank of the Santa Ana Mountains and is underlain by flat-lying basin sediments and Holocene or modern fluvial deposits.

The site lies on quaternary younger alluvium which consist of silty sand, sand and clays.

2.2 Site-Specific Geology
The subject site is composed of existing fills placed as a part of the previous site development underlain by quaternary younger alluvium. A detailed description is as follows:

2.2.1 Quaternary Alluvium (Qal)
Quaternary alluvium consisted of reddish-brown sandy clays, clayey sands, sandy silts and silty clays and were found to be damp and were soft to stiff and/or loose to dense to the maximum explored depth of approximately 51.5 feet.

2.3 Geologic Structure
The site is composed of flat-lying quaternary younger alluvium. The quaternary younger alluvium is interpreted as generally massive with some poorly defined, gradational, lithologic changes between soil types.

2.4 Landslides
There are no slopes within the vicinity of the site; therefore, there is no landslide hazard.

2.5 Groundwater
No groundwater was encountered in our geotechnical borings to a depth of 51.5 feet, or the previous geotechnical borings by others to depths of 26 feet. Historic high groundwater is considered at a depth greater than 40 feet below the existing site grades per the Seismic Hazard Zone Report for the Tustin Quadrangle (SHZR 012, 1998). As such, groundwater is not anticipated to pose problems during site development.

City Council 18 – 819 10/3/2023
Project No.213031-01 Page 6 December 16, 2021

2.6 Surface Water
Based on our review of local maps, sheet flow is to the southwest. Surface water runoff relative to project design is the purview of the project civil engineer and should be directed away from planned structures.

2.7 Seismicity, Faulting and Related Effects

2.7.1 Seismicity
The main seismic parameters to be considered when discussing the potential for earthquakeinduced damage are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations. We have performed site-specific analysis based on these seismic parameters for the site and the onsite geologic conditions. The results of our analysis are discussed in terms of the potential seismic events that could be produced by the maximum probable earthquakes. A maximum probable earthquake is the maximum earthquake likely to occur given the known tectonic framework.

Elsinore fault is located approximately 14 miles to the northeast, the El Modeno Fault is located approximately 5 miles northeast of the site and the Newport-Inglewood Fault is located approximately 7.1 miles to the southwest. All of these faults have the capability of causing significant shaking at the site.

2.7.2 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2019 California Building Code (CBC) and ASCE 7-16. Representative site coordinates for the subject site of latitude 33.7494º N and longitude -117.8397º W were utilized in our analyses. The maximum considered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (SDS and SD1) for Site Class D are provided in the following Table 1.

City Council 18 – 820 10/3/2023
Project No.213031-01 Page 7 December 16, 2021
Table 1
Seismic Design Parameters
Selected Parameters from 2019 CBC, Section 1613 - Earthquake Loads Seismic Design Values
Site Class per Chapter 20 of ASCE 7 D*
Risk-Targeted Spectral Acceleration for Short Periods (SS) 1.288g Risk-Targeted Spectral Accelerations for 1-Second Periods (S1) 0.459g Site Coefficient Fa per Table 1613.2.3(1) 1.0
Site Coefficient Fv per Table 1613.2.3(2) 1.841
Site Modified Spectral Acceleration for Short Periods (SMS) for Site Class D [Note: SMS = FaSS] 1.288g
Site Modified Spectral Acceleration for 1-Second Periods (SM1) for Site Class D [Note: SM1 = FvS1] 0.845
Design Spectral Acceleration for Short Periods (SDS) for Site Class D [Note: SDS = (2/3)SMS] 0.858g
Design Spectral Acceleration for 1-Second Periods (SD1) for Site Class D [Note: SD1 = (2/3)SM1] 0.56333
Seismic Design Category (per Section 1613.2.5) D
CRS (Mapped Risk Coefficient at 0.2 sec, Per ASCE 7 Chapter 22 -Figure 22-18A) 0.935 CR1 (Mapped Risk Coefficient at 1 sec, Per ASCE 7 Chapter 22 – Figure 22-19A) 0.928 *Structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) for values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5Ts or Eq. (12.8-4) for T > TL.

Section 1803.5.12 of the 2019 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake ground motions, Peak Ground Acceleration (PGA) should be used for the geotechnical evaluations. The PGAM for the site is equal to 0.593g (USGS Seismic Design Maps based on ASCE/SEI 7- 16 and ASCE/SEI 7-16 Table 1.5-2).

A deaggregation of the PGA based on a 2,475-year average return period indicates that an earthquake magnitude of 7.71 at a distance of approximately 14.62 km (9.1 mi) from the site would contribute the most to this ground motion (USGS, 2014).

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2.7.3 Faulting
Based on our review of geologic and Earthquake Fault Zone maps, the subject site is not located within a Special Studies Zone (Hart and Bryant, 1997) and no active faults are mapped projecting through the subject site. The possibility of damage due to ground rupture from earthquake fault rupture is considered low since active faults are not known to cross the site.

Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the southern California region, which may affect the site, include soil liquefaction and dynamic settlement. Other secondary seismic effects include shallow ground rupture, and seiches and tsunamis. In general, these secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependant on the distance between the site and causative fault and the onsite geology. The major active faults that could produce these secondary effects is the Elsinore-Whittier, Newport-Inglewood, and San Andreas faults, among others, surround the site.

A discussion of liquefaction and these secondary effects is provided in the following sections.

2.7.4 Shallow Ground Rupture
Shallow ground rupture due to active faulting is not likely to occur on site due to the distance from likely seismic events. Therefore, this phenomenon is not considered a significant hazard, although it is a possibility at any site.

2.7.5 Liquefaction and Dry Sand Settlement
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high-intensity ground shaking. Liquefaction occurs when three general conditions exist: 1) shallow groundwater; 2) low density non-cohesive (granular) soils; and 3) high-intensity ground motion. Liquefaction is typified by a buildup of pore-water pressure in the affected soil layer to a point where a total loss of shear strength occurs, causing the soil to behave as a liquid. Studies indicate that saturated, loose to medium dense, near surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential.

Based on a review of seismic hazard zone map for the Tustin Quadrangle and Orange Quadrangle prepared by the California Geological Survey (CGS, 2002), the site is not located within a State of California Seismic Hazard Zone mapped liquefaction hazard area. Effects of liquefaction on level ground include potential seismic settlement, sand boils, ground oscillation, and bearing capacity failures below structures.

Historic high groundwater elevation is greater than 40 feet below the ground surface near the location of the subject site (CGS, 2002). No groundwater was encountered in the borings to a depth of 51.5 feet. A conservative groundwater depth of 40 feet was utilized in the liquefaction analysis.

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Our evaluation utilized the information collected from the excavations and laboratory test results, along with utilizing the more recent studies as indicated in SP 117A by Bray and Sancio, 2006 as a screening tool to determine if the encountered fine grained soils (clays) are susceptible to liquefaction and analyzed as such. Our evaluation included performing grain size distribution, Atterberg limit, and moisture content testing on representative fine-grained layers (i.e. clayey/silty Sands) encountered within the geotechnical borings excavated on-site.

The laboratory test results indicated that the encountered fine-grained layers have a plasticity index of 5, 7, 10 and 12, and moisture contents less than 85 percent of the liquid limit and is considered as being susceptible to liquefaction.

The liquefaction analysis was performed using the LiquefyPro program with a user provided factor of safety of 1.0. The liquefaction analysis was performed considering a minimum 5- foot remedial removal and recompaction and the existing condition below with the highest historic groundwater elevation at a depth of 40 feet below the ground surface.

The liquefaction analysis was performed using the following input data:
 Groundwater at a depth of 40 feet below the ground surface during seismic event, and boring groundwater at elevations ranging 51.5 feet.
 A Peak Horizontal Ground Acceleration (PGAM) of 0.593g for a Design Earthquake Magnitude of 7.71.
 Fines content as determined from laboratory testing during this investigation.  The hammer used for determining blow-counts for both the ring and SPT sampling was an auto-trip hammer with a 140 lb weight and a 30-inch drop. Therefore, based on the type of hammer used, an energy correction factor (CE) of 1.3 is considered acceptable for use in the analysis.

Based on our site evaluation, liquefaction analysis, and our professional opinion, there is a potential for specific layers to liquefy between a depth of 44 to 51.5 feet below the existing site grades.

During a strong seismic event, seismically induced settlement can occur within loose to moderately dense, dry or saturated granular soil. Settlement caused by ground shaking is often non-uniformly distributed, which can result in differential settlement. Based on blow counts and in-situ densities, the native alluvial soils between a depth of 5 to 40 feet below the existing ground surface are susceptible to seismically induced dry sand settlements and were evaluated in our analysis.

Based on the results of the liquefaction/seismically induced settlement analysis, we estimated the amount of total liquefaction-induced and dry sand settlement possible for the design conditions is approximately 3-inches or less, and a differential settlement of approximately

1.5-inches. We estimated these settlements based on the procedures proposed by Tokimatsu and Seed (1987). The graphical output of our liquefaction analysis which also shows the graphical output of seismically induced saturated and dry sand settlement is included in Appendix D.

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2.7.6 Tsunamis and Seiches
Based on the elevation of the proposed development at the site with respect to sea level and its distance from large open bodies of water, the potential of seiche and/or tsunami is considered to be nil.

2.8 Settlement
Several components of settlement were considered in evaluating the total settlement at the site including seismic settlement of the underlying alluvium, hydro-collapse settlement of alluvium, and settlement of foundations due to foundation loads.

Hydro-collapse potential of the underlying fill and alluvium was evaluated based upon available geotechnical data including in-situ densities and hydro-collapse test results. Hydro-collapse potential of the underlying materials is considered negligible (i.e. less than 0.5%). Hence, the hydroconsolidation settlement potential of the underlying alluvium is considered negligible.

As previously discussed, seismic settlement of the alluvium at the site was evaluated and is expected to be on the order of approximately 3 inches, or less. Seismic settlement of engineered compacted fill is assumed to be negligible. Therefore, differential seismic induced settlements of up to 1.5 inches should be considered in the foundation design. This seismic settlement should be added to other settlement components due to static loads.

Structures planned at the site are expected to be of conventional wood-frame construction or concrete for the parking structure. Foundation settlements due to static column loads with the recommended remedial removals provided herein are expected to be minor, on the order of 1-inch, or less.

2.9 Slope Stability
No significant permanent slopes currently exist onsite or are planned for the subject site, therefore slope stability is not considered an issue with respect to site development.

2.10 Laboratory Testing
Laboratory testing of the onsite soils was performed on representative samples obtained from the borings and included moisture and density tests, maximum density and optimum moisture content, grain size distribution, Atterberg Limits, expansion, direct shear, consolidation, collapse, and corrosion testing. Laboratory testing was performed by EGLAB, Inc. (EGL). LGC has reviewed the laboratory test data, procedures and results performed by EGL with respect to the subject site and concurs with and accepts responsibility as geotechnical engineer of record for their work (laboratory testing). A discussion of the tests performed, and printout of the laboratory test results are presented in Appendix C. The moisture and density test results are presented on the boring logs in Appendix B.

Preliminary expansion potential testing of the upper site soils from sample collected as a part of this study indicated expansion index of 101, “High” (per ASTM D4829). Sulfate testing indicated soluble sulfate content of 0.009 percent (“Negligible” per ACI 318R-14 Table 19.3.2.1).

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A corrosion suite (pH, resistivity, and chloride content) was also performed on a sample obtained from the geotechnical boring to estimate the corrosion potential of onsite soils. The resistivity tests resulted in a minimum resistivity of 2,100 ohm-centimeters, a pH of 7.76, and chloride content of 130 ppm.

Test results are provided in Appendix C. These results/assumptions should be confirmed at the completion of site grading.

Results of the previous laboratory testing (by ACG) performed during the previous site investigation indicated expansion index ranging from 69 to 94 (Medium to High Expansion potentials), soluble sulfate content of non-detectible to 0.017%, Minimum Resistivities ranging from 680 to 1,700 ohmcm, Chloride content of 15 to 65 ppm, and pH ranging from 7.94 to 8.04. Previous testing also included maximum density and optimum moisture tests, consolidation, and grain size distribution.

The previous test results are included in Appendix C of this report.

2.11 Percolation Testing
Preliminary percolation testing was performed as a part of the previous site investigations (by ACG), a discussion and the results of the preliminary testing (by ACG, 2021) is provided herein. it is our understanding that the project may utilize infiltration systems for storm water disposal. Details of the system are not known at this time.

Shallow infiltration testing was performed in three (3) five‐foot‐deep borings (P‐1 through P‐3) located across the site. The location of the percolation tests is shown on the attached Figure 2. The following discussion and information are from the referenced report. The testing was performed in general accordance with the County of Orange Technical Guidance Document. The three test wells were presoaked at least 24 hours prior to testing. During testing, the water level readings were recorded every 30 minutes until the readings stabilized. The data was then adjusted to provide an infiltration rate utilizing the Porchet Method. The resulting infiltration rates are presented in Table 2.

The results do not include a factor of safety.

Table 2
Summary of Infiltration Testing (No Factor of Safety)
Test Designation P‐1 P‐2 P‐3
Approximate Depth of Test 5 ft 5 ft 5 ft
Time Interval 30 minutes 30 minutes 30 minutes
Radius of Test Hole 4 inches 4 inches 4 inches
Tested Infiltration Rate 4.1 (in/hr) 5.0 (in/hr) 6.2 (in/hr) City Council 18 – 825 10/3/2023
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3.0 CONCLUSIONS
Based on the results of our geotechnical evaluation and review, it is our opinion that the proposed site development is feasible from a geotechnical standpoint, provided the following recommendations included in this report are incorporated into the project plans and specifications, and followed during site grading and construction. Our geotechnical conclusions are as follows:
 The site is not located within an Earthquake Fault Zone.  No groundwater was encountered in our geotechnical borings across the site. We do not anticipate that the site excavation will encounter groundwater. Design groundwater should be considered at a depth of below 40 feet below the existing grades.
 The site is not located within an area deemed to have a potential for liquefaction (CGS, 2002). Based on our site assessment, liquefaction potential is low and subsequent seismically induced settlement was found to be on the order of 3 inches or less.
 Total static (1 inch or less) and seismically induced settlements (3 inches or less) of up to 4 inches with differential settlements of up to 2 inches in 30 feet should be considered in the foundation design.  Based on the subsurface exploration and our review, the site is underlain by alluvium. The existing fills and alluvial soils are considered potentially compressible/collapsible in the upper approximately 5 to 10 feet.  The anticipated site excavation and the proposed construction will not have an adverse impact on the adjacent properties.
 Active or potentially active faults are not known to exist on the site.  Laboratory test results of the onsite soils indicate a medium to high expansion potential. For preliminary design purposes a high expansion potential should be considered in foundation design.  Laboratory test results of the onsite soils indicate negligible soluble sulfate contents and should be considered corrosive to metals.
 Laboratory test results of the onsite soils indicate a negligible potential of hydro-collapse underlying the recommended remedial removals.
 The onsite soils below recommended remedial grading/excavation depths have a low potential for static settlement (i.e., slightly compressible).
 From a geotechnical perspective, the existing onsite soils are suitable for use as fill, provided they are relatively free from rocks (larger than 6 inches in maximum dimension), construction debris, and organic material.

Percolation testing conclusions are as follows:
 From a geotechnical perspective, allowing storm water to infiltrate the onsite soil in concentrated areas increases the potential for settlement, liquefaction, and water‐related damage to structures/improvements, such as wet or pumping subgrade, and should be avoided where possible. If infiltration systems are required on this site, care should be taken in designing systems that control the storm water as much as possible.
 Preliminary infiltration testing was conducted at the site as part of the previous site investigation by ACG. Based on the previous testing and results by ACG, site infiltration rates for P‐1 through P‐3 were calculated to be 4.1‐inches per hour, 5.0‐inches per hour and 6.2‐inches per hour, respectively.

The results do not include a factor of safety. Test P‐1 through P‐3 were conducted in silty sand lenses of the younger fan deposits at approximately 5‐feet below the ground surface.

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 No groundwater was encountered during our investigation to a depth of approximately 51 feet below the ground surface. The historic high ground water is greater than 40 feet below the ground surface (CDMG, 1998). Nearby groundwater wells indicate groundwater is deeper than 100‐feet. Based on the infiltration rates of the underlying soil, infiltration‐type WQMP’s are likely feasible for project within the depths tested. The Project Geotechnical Consultant should review the final WQMP design prior to construction.
 Any proposed infiltration well should be setback a minimum of 10 feet from the property line.  Proposed stormwater infiltration is not anticipated to adversely impact soil structure interaction, provided that the percolation area is setback a minimum of 10 feet from any building or wall foundations.
 The infiltration facility shall be designed to overflow to the street in the event that the drainage capacity is exceeded or in case of future failure to adequately infiltrate  The proper use and maintenance of the drainage systems are critical to maintain the useful design life per the guidelines set forth by the drain manufacturer.  The subject site was reviewed from a liquefaction perspective that used groundwater at the historic high of 40 feet below the ground surface. The proposed structures will be designed with this in mind.

The proposed stormwater infiltration will not have an adverse effect to the proposed site development from a liquefaction standpoint.

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4.0 RECOMMENDATIONS

4.1 Site Earthwork
We anticipate that earthwork at the site will consist of site preparation, demolition of existing buildings, removal or abandonment of existing utilities crossing the site, and the removal of existing pavement areas, followed by remedial removals and site grading followed by construction of slab-on-grade type foundations for the proposed residential structures and parking structure, installation of utilities, subsequently followed by paving/pouring of driveways and streets.

We recommend that earthwork onsite be performed in accordance with the recommendations herein, the City of Santa Ana, and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the recommendations in the following sections shall supersede those included as part of Appendix E.

4.1.1 Site Preparation
Prior to grading of areas to receive structural fill or engineered structures, all ground surfaces should be cleared of obstructions, any existing debris and stripped of vegetation. Heavy vegetation and debris should be removed and properly disposed of offsite. All debris from any demolition activities at the site should also be removed and disposed off-site. Holes or depressions resulting from the removal of buried obstructions should be replaced with compacted fill.

Following remedial removals, areas to receive fill should be scarified to a minimum depth of 12 inches, brought to a near-optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557).

4.1.2 Removal and Recompaction
As discussed in Section 2.2, the upper portion of the site is underlain by potentially compressible/collapsible or unsuitable soils (i.e. existing fills and younger alluvium), which may settle under the addition of water, under the surcharge of fill and/or foundation loads.

Compressible materials not removed by the planned grading should be excavated to competent material and replaced with compacted fill soils. We anticipate removals across the apartment and townhome sites to be approximately 5 feet in depth below existing grade or a minimum of 3-feet below proposed residential buildings footing bottom elevations, and up to 10 feet below existing grade, for the parking structure area, or a minimum of 3-feet below the parking structure foundations, whichever is deeper, to remove unsuitable fills and alluvium; however, other localized, deeper removals should be anticipated where deemed necessary by the geotechnical consultant based on observations during grading. Removal bottoms should be scarified to a minimum depth of 12 inches, brought to at least optimum-moisture content, and recompacted. Compacted fills placed underlying the townhomes/apartment structures and parking structure should be compacted to minimum relative compactions of 90 and 95 percent, respectively. The fill prism beneath the building footings should extend downward at a 1:1 (horizontal to vertical) slope from the outside edge of the footing bottoms. The removals should extend a minimum of 5 feet beyond the building perimeters. In general, the intent of the remedial removals is to remove all undocumented fills, and unsuitable alluvium.

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Compressible materials, within areas planned to support pavement or other appurtenant structures outside of the proposed building footprints, should be excavated to competent material and replaced with compacted fill soils. We anticipate these removals on the site to be on the order of approximately 3 feet below existing grade or 2-foot below any footings; however, localized, deeper removals should be anticipated where deemed necessary by the geotechnical consultant based on observations during grading. Removal bottoms should be scarified to a minimum depth of 12 inches, brought to at least optimum-moisture content, and recompacted.

Based on our site investigation groundwater was not encountered to the maximum explored depth of 51.0 feet below the existing site grades and groundwater is not anticipated to be encountered during site excavation.

From a geotechnical perspective, material that is removed may be placed as fill provided the material is relatively free from rocks (greater than 6 inches in maximum dimension), organic material and construction debris, is moisture-conditioned or dried (as needed) to obtain aboveoptimum moisture content, and then recompacted prior to additional fill placement or construction.

4.1.3 Shrinkage/Bulking
Based on the site soils, bulking is not anticipated at the site. The preliminary estimated shrinkage factors of approximately 10 percent for the alluvium may be used for consideration of earthwork calculations. These are preliminary rough estimates which will vary with depth of removal, stripping losses, field conditions at the time of grading, etc. In addition, handling losses are not included in the estimates.

4.1.4 Temporary Excavation Stability
Due to the recommended depth of remedial removals below existing grades (approximately 5 to 10 feet), the temporary stability of the excavations along the perimeter of the site needs to be considered. In general, all excavations should be performed in accordance with project plans, specifications, and all Occupational Safety and Health Administration (OSHA) requirements.

Excavations should be laid back or shored in accordance with OSHA requirements before personnel or equipment are allowed to enter. Soil conditions should be mapped and frequently checked by a representative of LGC to verify conditions are as anticipated. The contractor shall be responsible for providing the “competent person” required by OSHA standards to evaluate soil conditions. Close coordination with the geotechnical engineer should be maintained to facilitate construction while providing safe excavations. Excavation safety is the responsibility of the contractor.

Temporary excavations maybe cut vertically up to five feet. Excavations over five feet should be slot-cut, shored, or cut no steeper than 1H: 1V (horizontal, H: vertical, V) slope gradient.

Surface water should be diverted away from the exposed cut, and not be allowed to pond on top of the excavations. Temporary cuts should not be left open for an extended period of time.

Planned temporary conditions should be reviewed by the geotechnical consultant of record in order to reduce the potential for sidewall failure. The geotechnical consultant may provide recommendations for controlling the length of sidewall exposed.

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Where sufficient space is not available for sloped cuts directly adjacent to existing structures or improvements the cut shall be performed by the A-B-C slot method as outlined below.

1. The banks of the excavation shall be made at 1H:1V or a combination of vertical cut and a 1H :1V.

2. Vertical cuts, not exceeding 8 feet in width are made in the locations of the first slot “A”.

3. Back-fill and compact the first slot.

4. The second adjacent slot, “B” is excavated.

5. Back-fill and compact the second slot.

6. Then the third slot “C” is excavated.

7. Back-fill and compact the third slot.

8. Repeat the above steps until all the required excavations are performed adjacent to the existing improvements.

4.1.5 Temporary Shoring (If Necessary)
The following preliminary geotechnical parameters may be utilized by the shoring consultant for design of the temporary shoring system. Temporary shoring is generally considered to have a service life of two years or less. The geotechnical conditions outside of the perimeter of the proposed structure have not been investigated as part of this report. The recommendations provided herein with regard to shoring of the proposed excavation are based on assumed conditions, extrapolated from the data gathered from our site investigations. The shoring designer should independently evaluate the parameters provided, and conduct an additional investigation if they consider necessary.

Prior to construction, the contractor should verify underground clearance of any existing utility lines or structures that must be removed or protected in place during construction, or may conflict with any proposed shoring system. Any tieback anchors and/or soil nails that extend beyond the site property limits will require permission from the adjacent property owner. Special attention will be required to protect existing settlement sensitive improvement in close proximity to the proposed excavation, such as any adjacent structures or streets located along the boundary of the site.

Typical cantilever temporary shoring, where deflection of the shoring will not impact the performance of adjacent structures or streets, may be designed using the active equivalent fluid pressures of 40 pounds per square foot (psf) per foot of depth (or pcf). Braced (i.e. internal bracing -rakers) or tied-back shoring is recommended in areas where the shoring will be located close to existing structures or streets in order to limit shoring defections or required due to the proposed depth of excavation. Braced or tied-back shoring with a level backfill may be designed using an active trapezoidal soil pressure of 24H in pounds per square foot (psf), where H is equal to the depth in feet of the excavation being shored (shape of the trapezoid should be 0.2H, 0.6H, 0.2H). Any building, equipment, or traffic loads located within a 1:1 (horizontal to vertical) projection from the base of the shoring should be added to the applicable lateral earth pressure. A minimum additional uniform lateral pressure of 100 psf for the upper 10 feet should be added to the appropriate lateral earth pressures to account for typical vehicle traffic loading. The proposed shoring should be designed for a maximum shoring deflection of up to 1-inch adjacent to the street (non-surcharged condition) and up to a maximum of 0.5-inches adjacent to existing buildings (surcharged condition).

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In addition, the above noted lateral earth pressures for temporary shoring does not include hydrostatic pressures since the current groundwater level was encountered below the anticipated depth of the subterranean structure. Consideration should be given to increasing the provided lateral earth pressures and/or design factors of safety in order to further limit shoring deflections and subsequent potential impacts on adjacent structures and improvements, as necessary.

If temporary gravity grouted tie-backs are used anchors may be designed using a preliminary bond stress of 400 pounds per square foot (psf), and if pressure/post-grouted tieback anchors are used, anchors may be designed using a preliminary bond stress of up to 2,500 pounds per square foot (psf). However, the tieback designer should make an independent evaluation in order to verify the preliminary bond stress is adequate for site conditions. Tieback bond stress should be verified by field testing. Tieback anchors should minimally be designed, constructed, and tested in accordance with the requirements of the Post-Tensioning Institute (PTI). For design purposes, tieback should obtain their load-carrying capacity from the soil behind a plane taken to be 3 horizontal feet from the bottom of the shoring facing and inclined at an angle of 60 degrees measured from the horizontal extending to the top of the excavation. Passive resistance of soldier piles may be assumed to be an equivalent fluid pressure of 350 pcf to a maximum value of 3,500 psf. The passive earth pressure may be increased by 100 percent for isolated piles. Piles with spacing greater than 3 times of pile diameter can be considered as isolated piles. In order to develop the full lateral resistance, firm contact between the soldier pile and undisturbed soils must be assured. For vertical shoring capacity, an allowable skin friction of 500 psf may be used for the portion of pier below the proposed development excavation. End bearing should be neglected. Drilling of shafts for solider piles may require casing or drilling mud to prevent caving.

The components of the shoring system should be designed by a California licensed structural and/or civil engineer specializing in the design of shoring systems. Field pullout testing should be performed during construction to verify the estimated pullout resistance used in the design and/or post grout tubes should be used to ensure adequate design capacities are obtained. Ultimately, it is the specialty contractor’s responsibility to obtain the required pullout capacity, which may require design and/or field modifications.

LGC should review the shoring plans prior to construction to verify that geotechnical recommendations are properly implemented into the project plans It is highly recommended that a program of documentation and monitoring be devised and put into practice before the onset of any groundwork. The contractor should establish survey points on the shoring, adjacent streets, and neighboring buildings within 100 feet of the excavation perimeter prior to any excavation. These survey points should be used to monitor the movement of the shoring and existing improvements during construction excavation.

The monitoring program should include, but not necessarily be limited to detailed documentation of the existing improvements, buildings and utilities around the excavation, with particular attention to any distress that is already present prior to the start of work.

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A licensed surveyor should be retained to establish monuments on the shoring and the surrounding ground prior to excavation. Such monuments should be monitored for horizontal and vertical movement during construction. Results of the monitoring program should be provided immediately to the project structural (shoring) engineer and LGC for review and evaluation.

4.1.6 Fill Placement and Compaction
From a geotechnical perspective, the onsite soils are suitable for use as compacted fill, provided they are screened of rocks greater than 6 inches in maximum dimension, organic material, and construction debris. Areas prepared to receive structural fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to at least optimum-moisture content, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). The compacted fills underlying the proposed parking structure should be compacted to a minimum relative compaction of 95 percent. The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts generally not exceeding 8 inches in loose thickness. Placement and compaction of fill should be performed in accordance with local grading ordinances under the observation and testing of the geotechnical consultant.

In general, oversized material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. Rebar should be removed from concrete rubble prior to burial or mixing with fill. Oversize material may be incorporated into design fills in accordance with our standard grading details. Pulverized asphalt concrete paving or crushed Portland cement concrete from demolition of the existing improvements may be mixed in the fills in a 80/20 blend (with the 20 percent being crushed asphalt or concrete) with no material over 6-inches in maximum dimension; or be placed in a rock disposal.

If possible, import soils should contain no materials over 6 inches in maximum dimension and have a low expansion potential.

4.1.7 Trench Backfill and Compaction
The onsite soils may generally be suitable as trench backfill provided, they are screened of rocks and other material over 6 inches in diameter and organic matter. Trench backfill should be compacted in uniform lifts (generally not exceeding 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (per ASTM Test Method D1557).

If trenches are shallow and the use of conventional equipment may result in damage to the utilities; clean sand, having sand equivalent (SE) of 30 or greater, should be used to bed and shade the utilities. Sand backfill should be densified. The densification may be accomplished by jetting or flooding and then tamping to ensure adequate compaction. A representative from LGC should observe, probe, and test the backfill to verify compliance with the project specifications.

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4.2 Foundations

4.2.1 General
Preliminary recommendations for foundation design and foundation construction are presented herein. When the structural loads for the proposed structures are known they should be provided to our office to verify the recommendations presented herein.

The following foundation recommendations are provided for support of anticipated at grade residential structures, and parking structure: conventional, post-tension, and Mat slab foundations, for use as needed. For preliminary design purposes a high expansion potential should be considered for design. The as-graded soil conditions should be verified as the completion of grading.

The information and recommendations presented in this section are not meant to supersede design by the project structural engineer or civil engineer specializing in the structural design nor impede those recommendations by a corrosion consultant. Should conflict arise, modifications to the foundation design provided herein can be provided.

4.2.2 Soil Bearing
Proposed minor site at-grade improvements may be supported on spread footings provided that the earthwork recommendations outlined in this report are properly implemented. An allowable soil bearing pressure of 1,500 psf may be used for the design of footings placed in compacted fill having a minimum width of 12 inches and minimum embedment of 24 inches below lowest adjacent ground surface. This value may be increased by 300 psf for each additional foot of embedment and 100 psf for each additional foot of foundation width to a maximum value of 3,000 psf. These allowable bearing pressures are applicable for level (ground slope equal to or flatter than 5H:1V) conditions only.

Bearing values indicated above are for total dead loads and frequently applied live loads. The above vertical bearing may be increased by one-third for short durations of loading which will include the effect of wind or seismic forces.

4.2.3 Conventional Foundations
Footings for proposed structures should have minimum depths (below lowest adjacent finish grade) of 24 inches for exterior footings and 18 inches for interior footings, for one, two, and three/four story structures for the anticipated high expansion potential (91-130 Expansion Index).

Shallow foundations may be designed for a maximum allowable bearing capacity of 2,500 lb/ft2 (gross), for the design of footings placed in compacted fill having a minimum width of 12 inches and minimum embedment of 24 inches below lowest adjacent ground surface.

Shallow foundations for continuous footings should be a minimum of 12, 15, and 18 inches wide for one, two, and three/four story structures, respectively, and spread footings 24 inches wide founded into compacted fill or competent native soils. A factor of safety greater than 3 was used in evaluating the above bearing capacity values. This value may be increased by City Council 18 – 833 10/3/2023
Project No.213031-01 Page 20 December 16, 2021
300 psf for each additional foot of embedment and 100 psf for each additional foot of foundation width to a maximum value of 4,000 psf. An effective plasticity index of 25, for the on-site soils, may be used in the foundation design.

Lateral forces on footings may be resisted by passive earth resistance and friction at the bottom of the footing. Foundations may be designed for a coefficient of friction of 0.35, and a passive earth pressure of 250 lb/ft2/ft. The passive earth pressure incorporates a factor of safety of about 1.5.

All footing excavations should be cut square and level and should be free of sloughed materials and trash. Subgrade soils should be pre-moistened for the assumed low expansion potential (to be confirmed at the end of grading).

The subgrade should be moisture-conditioned and proof-rolled just prior to construction to provide a firm, relatively unyielding surface, especially if the surface has been loosened by the passage of construction traffic.

Subgrade soils should be pre-saturated to 1.3 times optimum moisture content to a depth of 24 inches for a high expansion potential. The minimum thickness of the floor slabs should be at least 5 inches, and joints should be provided per usual practice.

The underslab moisture retarder (i.e. an equivalent capillary break method) should consist of a 15-mil thick polyolefin (or equivalent) in conformance with ASTM E 1745 Class A material underlain by a minimum 1-inch of sand, as needed. The sand layer requirements above the vapor barrier are the purview of the foundation engineer/structural engineer and should be provided in accordance with ACI Publication 302 “Guide for Concrete Floor and Slab Construction”. These recommendations must be confirmed (and/or altered) by the foundation engineer, based upon the performance expectations of the foundation. Ultimately, the design of the moisture retarder system and recommendations for concrete placement and curing are the purview of the foundation engineer, in consideration of the project requirements provided by the architect and developer.

4.2.4 Post-Tension Foundations
Based on the site geotechnical conditions and provided the remedial recommendations provided herein are implemented, the site may be considered suitable for the support of the anticipated structures using a post-tensioned slab-on-grade foundation system for high expansion potential (91 to 130 Expansion Index). The following section summaries our recommendations for the foundation system. The post-tension parameters provided in Table 3 are based on the expansion potential only, and do not incorporate any increase for seismically induced settlements.

City Council 18 – 834 10/3/2023
Project No.213031-01 Page 21 December 16, 2021
TABLE 3
Preliminary Geotechnical Parameters for Post-Tensioned Foundation Design Parameter Value
Expansion Classification (Assumed to be confirmed at
the completion of grading):

High Expansion
Thornthwaite Moisture Index (From Figure 3.3): -20
Constant Soil Suction (From Figure 3.4): PF 3.6
Center Lift
Edge moisture variation distance (from Figure 3.6), em:

Center lift, ym:

Medium

9.0 feet

0.66 inches
Edge Lift
Edge moisture variation distance (from Figure 3.6), em:

Edge lift, ym:

Medium

5.0 feet

1.6 inches
Soluble Sulfate Content for Design of Concrete Mix in
Contact with Site Soils in Accordance with American
Concrete Institute standard 318, Section 4.3:

Assume Negligible Exposure
(to be confirmed at the completion of
grading)
Corrosivity of Earth Materials to Ferrous Metals: Corrosive Modulus of Subgrade Reaction, k (assuming
presaturation as indicated below):
85 pci (high)
Additional Recommendations:

1. Presaturate slab subgrade to at least optimum-moisture content or to 1.3 times optimum moisture, to minimum depths of 24 inches below ground surface, respectively for high expansion potentials.

2. Install a 15-mil moisture/vapor barrier (or equivalent) moisture/vapor barrier in direct contact with the concrete (unless superseded by the Structural/Post-tension engineer*) with 1 to 2 inches of sand below the moisture/vapor barrier.

3. Minimum perimeter foundation embedment below finish grade for moisture cut off should be 24 inches for high expansion potentials.

4. Minimum slab thickness should be 5 inches.
* The above sand and Visqueen recommendations are traditionally included with geotechnical foundation recommendations although they are generally not a major factor influencing the geotechnical performance of the foundation. The sand and Visqueen requirements are the purview of the foundation engineer/corrosion engineer (in accordance with ACI Publication 302 “Guide for Concrete Floor and Slab Construction”) and the homebuilder to ensure that the concrete cures more evenly than it would otherwise, is protected from corrosive environments, and moisture penetration of through the floor is acceptable to future homeowners.

Therefore, the above recommendations may be superseded by the requirements of the previously mentioned parties.

City Council 18 – 835 10/3/2023
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4.2.5 Mat Foundation
A mat foundation can be used for support of proposed residential buildings. An allowable soil bearing pressure of 1,250 psf may be used for the design of the mat at the surface under the slab area.

The allowable bearing value is for total dead loads and frequently applied live loads and may be increased by one-third for short durations of loading which will include the effect of wind or seismic forces. A coefficient of vertical subgrade reaction, k, of 85 pounds per cubic inch (pci) may be used to evaluate the pressure distribution beneath the mat foundation.

The magnitude of total and differential settlements of the mat foundation will be a function of the structural design and stiffness of the mat. Based on assumed structural loads, we estimate that total static settlement will be on the order of an inch at the center of the mat foundation.

Post construction differential settlement can be taken as one-half of the maximum estimated settlement
Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. Foundations may be designed for a coefficient of friction of 0.35.

Coordination with the structural engineer will be required in order to ensure structural loads are adequately distributed throughout the mat foundation to avoid localized stress concentrations resulting in potential settlement. The foundation plan should be reviewed by LGC to confirm preliminary estimated total and differential static settlements.

4.2.6 Foundation Settlement
Based on our current understanding of the project, the results of our site investigation and the recommended remedial grading with shallow foundations embedded into compacted fills or competent native soils, we estimate the post-construction static settlement of the site to be less than 1 inch with a differential settlement of approximately of 0.5-inches in 30 feet. Postconstruction settlements should also include the estimated differential seismically induced settlements of 1.5-inches in 30 feet. For a total static and seismically induced differential settlement of up 2-inches in 30 feet.

4.3 Lateral Earth Pressures for Retaining Walls
The following lateral earth pressures may be used for the design of any future site retaining walls, if any. Due to the variable nature of onsite soils, we recommend site retaining walls be backfilled with select soils or clean sand having a sand equivalence of greater than 30. Select soils should consist of clean, granular soils (less than 15 percent passing the No. 200 sieve) of very low expansion potential (expansion index 20 or less based on U.B.C. 18-2). The recommended lateral pressures for clean sand or approved select soils for level or sloping backfill are presented in Table 4.

City Council 18 – 836 10/3/2023
Project No.213031-01 Page 23 December 16, 2021
TABLE 4
Lateral Earth Pressures for Retaining Walls
Conditions
Equivalent Fluid Weight (pcf)
Level Backfill 2:1 Backfill Sloping Upwards
Approved Select Material Approved Select Material
Active 35 50
At Rest 55 80
Passive 250 
For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with approved select soils is provided in Table 4. The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading effects from the adjacent structures should be evaluated by the geotechnical and structural engineers. Retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. The outlet pipe should be sloped to drain to a suitable outlet.

Typical wall drainage design is illustrated on Figure 3. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/or efflorescence.

Efflorescence is generally a white crystalline powder (discoloration) that results when water, which contains soluble salts, migrates over a period of time through the face of a retaining wall and evaporates. If such seepage or efflorescence is undesirable, retaining walls should be waterproofed to reduce this potential.

For sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. Wall footings should be designed in accordance with structural considerations. Refer to Sections 4.2.2 for allowable soil bearing.

4.4 Preliminary Pavement Recommendations
Asphaltic Concrete
Based on a preliminary R-value of 5, we recommend the following preliminary minimum street sections for Traffic Indices of 5, 6, and 7 (Table 5). These recommendations should be confirmed with R-value testing of representative near-surface soils at the completion of grading. Final street sections should be confirmed by the project civil engineer based upon the projected Traffic Index. In addition, additional sections can be provided based on other traffic indices.

Table 5
Preliminary Pavement Design Sections
Assumed Traffic Index 5 6 7
R-Value Subgrade 5 5 5
AC Thickness 3.5 inches 4.0 inches 5 inches
Base Thickness 9.0 inches 12.0 inches 14.0 inches
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Project No.213031-01 Page 24 December 16, 2021
The aggregate base material should conform to the specifications for Crushed Aggregate Base or Crushed Miscellaneous Base (Standard Specifications for Public Works Construction –SSPWC Section 200-2). The subgrade should achieve a minimum relative compaction of 90 percent. The base material should be compacted to achieve a minimum relative compaction of 95 percent. Base and subgrade materials should be moisture-conditioned to a relatively uniform moisture content at or slightly over optimum.

Portland Cement Concrete Pavement
Portland Cement Concrete Pavement (PCCP) may be designed using a minimum of 8-inches of Portland cement concrete over 6-inches of compacted aggregate base. The modulus of rupture of the concrete should be a minimum of 500 pounds per square inch (psi) at 28 days. Contraction joints should be placed at maximum 15-foot spacing. Where the outer edge of a concrete pavement connects to an asphalt pavement, the concrete slab should be thickened by 50 percent at a taper not to exceed a slope of 1 in 10. This section is only applicable for passenger car driveway areas and should be thickened if heavy truck loading is anticipated. In addition, additional sections can be provided based on other desired anticipated traffic loadings.

The aggregate base material should conform to the specifications for Crushed Aggregate Base or Crushed Miscellaneous Base (Standard Specifications for Public Works Construction –SSPWC Section 200-2). The subgrade should achieve a minimum relative compaction of 90 percent. The base material should be compacted to achieve a minimum relative compaction of 95 percent. Base and subgrade materials should be moisture-conditioned to a relatively uniform moisture content at or slightly over optimum.

Vehicular Concrete Pavers
Vehicular pavers are typically 3-1/8 inches in thickness and are underlain by 1-inch of sand.

Based on ASCE 58-10 for interlocking pavers, considering a Traffic Index (TI) of 6 and an R-value of 5 for the subgrade soils, we recommend the following base section underlying the proposed pavers.

The proposed pavers and sand should be underlain by a minimum of 18-inches of aggregate base. As an alternative interlocking pavers and sand bedding can also be placed directly on the design asphaltic concrete base course over aggregate base, considering a TI of 6, or can be placed on a minimum of 5- inches of concrete over 6 inches of aggregate base. The design pavement sections provided herein are considered suitable to support the imposed loads from a fire apparatus.

The aggregate base material should conform to the specifications for Crushed Aggregate Base or Crushed Miscellaneous Base (Standard Specifications for Public Works Construction –SSPWC Section 200-2). The subgrade should achieve a minimum relative compaction of 90 percent per ASTM- D1557. The base material should be compacted to achieve a minimum relative compaction of 95 percent. Base and subgrade materials should be moisture-conditioned to a relatively uniform moisture content at or slightly over optimum.

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Fire lane Turf Block
Turf block should be per manufactures specifications. For preliminary recommendations turf block should have a minimum thickness of 4 inches and a minimum 28-day compressive strength of 3,000 psi. The turf block pavement should be underlain by a minimum of 18-inches of aggregate base.

The aggregate base material should conform to the specifications for Crushed Aggregate Base or Crushed Miscellaneous Base (Standard Specifications for Public Works Construction –SSPWC Section 200-2). The subgrade should achieve a minimum relative compaction of 90 percent per ASTM- D1557. The base material should be compacted to achieve a minimum relative compaction of 95 percent. Base and subgrade materials should be moisture-conditioned to a relatively uniform moisture content at or slightly over optimum.

4.5 Corrosivity to Concrete and Metal
The National Association of Corrosion Engineers (NACE) defines corrosion as “a deterioration of a substance or its properties because of a reaction with its environment.” From a geotechnical viewpoint, the “environment” is the prevailing foundation soils and the “substances” are the reinforced concrete foundations or various buried metallic elements such as rebar, piles, pipes, etc., which are in direct contact with or within close vicinity of the foundation soil.

In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5. ACI 318R-14 Table 19.3.2.1, provides specific guidelines for the concrete mix design when the soluble sulfate content of the soils exceeds 0.1 percent by weight or 1,000 ppm. The minimum amount of chloride ions in the soil environment that are corrosive to steel, either in the form of reinforcement protected by concrete cover, or plain steel substructures such as steel pipes or piles, is 500 ppm per California Test 532.

Based on site soil testing, the onsite soils are classified as having a negligible sulfate exposure condition in accordance with ACI 318R-14 Table 19.3.2.1. As a preliminary recommendation due to results of sulfate content testing, concrete in contact with onsite soils should be designed in accordance with ACI 318R-14 Table 19.3.2.1 for the So/negligible category. It is also our opinion that onsite soils should be preliminarily considered corrosive to buried metals. The client and/or other members of the design team should consider this potential as they determine necessary. LGC is not a corrosion consultant and does not provide recommendations related to corrosion.

4.6 Nonstructural Concrete Flatwork
Concrete Flatwork
Concrete flatwork (such as walkways, patios, entryways, etc.) have a high potential for cracking due to changes in soil volume related to soil-moisture fluctuations because these slabs are typically much thinner than foundation slabs and are not reinforced with the same dynamic as foundation elements. To reduce the potential for excessive cracking and lifting, concrete should be designed in accordance with the minimum guidelines outlined below in Table 6. These guidelines will reduce the potential for irregular cracking and promote cracking along construction joints, but will not eliminate all cracking or lifting. Thickening the concrete and/or adding additional reinforcement will further reduce cosmetic distress.

City Council 18 – 839 10/3/2023
Project No.213031-01 Page 26 December 16, 2021
TABLE 6
Nonstructural Concrete Flatwork
Minimum Thickness
(in.)
4 Presaturation Presoak to 12 inches
Reinforcement No. 3 at 24 inches on centers or
6x6 No. 6 x No. 6 WWM
Crack Control Joints
Saw cut or deep open tool joint to a
minimum of 1/3 the concrete thickness
Maximum Joint Spacing 5 feet
Pedestrian Concrete Pavers
Concrete pavers should be installed per manufactures recommendations. The following are considered minimum recommendations for the concrete pavers and are not meant to supersede more restrictive manufactures recommendations. Concrete pavers should be designed to be underlain by a minimum of 1 inch of leveling sand over a minimum of approximately 4-inches of compacted aggregate base.

The subgrade should achieve a minimum relative compaction of 90 percent. The base material should be compacted to achieve a minimum relative compaction of 95 percent. Base and subgrade materials should be moisture-conditioned to a relatively uniform moisture content at or slightly over optimum.

Tile Pavers
Tile pavers should be installed per manufactures recommendations. The following are considered minimum recommendations for the tile pavers and are not meant to supersede more restrictive manufactures recommendations. Tile pavers should be designed to be underlain by a minimum of 4 inches thick concrete reinforced with No. 3 rebar at 24-inches on center each way or 6x6 No. 6 x No. 6 WWM over a minimum of approximately 4-inches of compacted aggregate base.

The subgrade should achieve a minimum relative compaction of 90 percent. The base material should be compacted to achieve a minimum relative compaction of 95 percent. Base and subgrade materials should be moisture-conditioned to a relatively uniform moisture content at or slightly over optimum. Refer to manufacturer’s specification if a vapor barrier should be installed.

4.7 Swimming Pool
The proposed pool and associated improvements should be constructed in accordance with the attached Figure 4, Geotechnical Guidelines for Swimming Pool Construction. Pool excavation will occur in newly placed compacted fills and is anticipated to be relatively uniform. Consideration should be given to the high expansive potential of onsite soils in design of the pool, and associated decking. Also concrete in contact with onsite soils should be designed in accordance with the So/negligible category of ACI 318R-14 Table 19.3.2.1.

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Project No.213031-01 Page 27 December 16, 2021
Due to inherent differences in supporting capacity and expansive potential of different layers of the alluvium/fill, it is undesirable to have structures partially supported on soils having different geotechnical characteristics or materials having different engineering characteristics. If a cut/fill transition or expansive soil condition exists, the cut portion of the transition or expansive soil should be excavated (usually impractical for pool/spa construction), or the pool/spa can be designed with additional reinforcement and/or a thicker shell in order to cope with potential differences in supporting capacity and expansive potential.

Excavation and subsequent fill placement for pool including the placement of drains, outlets, waterproofing, etc. should be performed under the observation and testing of a geotechnical consultant.

Observation and testing should be performed by the geotechnical consultant during pool excavation to verify that the exposed soil conditions are consistent with the design assumptions.

Concrete flatwork adjacent to the pool should be a minimum of 5 inches thick reinforced with No. 3 rebar at 24-inches on center each way with a 18-inch deep perimeter cut-off footing. Construction joints or weakened plane joints should be provided in all flatwork to a minimum depth of 1.5 inches at frequent internals (5 feet or less). The concrete slab should be underlain by a minimum of 4 inches of clean sand or base. Presoaking of the subgrade should be performed to a minimum depth of 12 inches. The subgrade should be inclined so that any moisture that seeps through cracks in the concrete due to irrigation, rain, or pool splash will be directed away from the pool.

4.8 Control of Surface Water and Drainage Control
Positive drainage of surface water away from structures is very important. No water should be allowed to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale or drainage path at a gradient of at least 1 percent. Where necessary, drainage paths may be shortened by use of area drains and collector pipes.

Planters with open bottoms adjacent to buildings should be avoided. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins, liners, and/or area drains, are made. Overwatering must be avoided.

4.9 Construction Observation and Testing
The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by a representative of LGC.

Geotechnical observation and testing should be performed by the geotechnical consultant during site excavations, subgrade for slab/foundation, backfill of utility trenches, preparation of any subgrade and placement of aggregate base, or when any unusual soil conditions are encountered at the site. Grading plans, foundation plans, and final project drawings should be reviewed by this office prior to construction.

City Council 18 – 841 10/3/2023
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5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and submitted for laboratory testing, the observations made, and the in-situ field testing performed are believed representative of the entire project; however, soil and geologic conditions revealed by excavation may be different than our preliminary findings. If this occurs, the changed conditions must be evaluated by the project soils engineer and geologist and design(s) adjusted as required or alternate design(s) recommended.

This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and/or project engineer and incorporated into the plans, and the necessary steps are taken to see that the contractor and/or subcontractor properly implements the recommendations in the field.

The contractor and/or subcontractor should notify the owner if they consider any of the recommendations presented herein to be unsafe.

The findings of this report are valid as of the present date. However, changes in the conditions of a property can and do 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.

City Council 18 – 842 10/3/2023
B-LGC-3
B-LGC-1
B-LGC-2
Area 1
Area 2
B-7
P-2
B-6
B-5
P-1
B-3
B-1
B-2
P-3
B-8
B-1
Project Name Santa Ana
BIH/MW
12/16/21
Not to scale
Eng.

Date
Scale
Project No. 213031-01
Figure 2:

Boring Location
Map
FF / Santa Ana
City of Santa Ana, California
Legend:

Area 1
Area 2
B-1
P-1
B-LGC-1
Three-story town homes
Five-story wrap with parking
structure
LGC approximate location of
Hollow Stem Auger Boring
Alta approximate location of
Hollow Stem Auger Boring
Alta approximate location of
Infiltration Test
City Council 18 – 843 10/3/2023
FENCE

WALL HEIGHT, H

EXTENT OF FREE DRAINING SAND BACKFILL, MINIMUM
HEEL WIDTH OR H/2 WHICH EVER IS GREATER

BACKCUT PER OSHA
1' MINIMUM

WATER PROOFING PER CIVIL ENGINEER

FOOTING/WALL DESIGN PER CIVIL ENGINEER
MINIMUM 1 CUBIC FOOT PER LINEAR FOOT

BURRITO TYPE SUBDRAIN, CONSISTING OF
3/4 INCH CRUSHED ROCK WRAPPED IN
MIRAFI 140N OR APPROVED EQUIVALENT

NATIVE BACKFILL COMPACTED
TO MINIMUM 90% RELATIVE
COMPACTION PER ASTM1557-D

FREE DRAINING SAND BACKFILL
SE 30 OR GREATER
4 INCH DIAMETER, SCHEDULE 40 PERFORATED

PVC PIPE TO FLOW TO DRAINAGE DEVICE
FF / Santa Ana
BIH/MW
12/16/21
213031-01
Figure 3
Retaining Wall
Detail, Sand
Backfill
Scale Not To Scale
Date
Project Name
Eng.

Project No.

City Council 18 – 844 10/3/2023
Concrete deck, minimum of 5 inches thick with
#3 bar 18 inch on center each way with
construction joints 1.5 inches deep (minimum)
with maximum spacing of 5 feet.

Flexible sealant between pool
coping and concrete decking
10 mil visqueen
moisture barrier
Clean sand backfill
(4" minimum)
Pool shell to be
designed for any added
load of adjacent
structures.

Pressure relief valve
For pools adjacent to descending slopes, the pool shell should be designed assuming total loss of soil support for the portion of the pool located within the assumed "creep zone". For design purposes, the creep zone should be considered to extend a distance "A" from the top of slope (see schedule "A" above). The creep zone should be considered as parallel to the slope face.

Concrete flatwork adjacent to the pool should be a minimum of 5 inches thick reinforced with No. 3 rebar at 18-inches on center each way with a perimeter cut-off footing per the above schedule. Construction joints or weakened plane joints should be provided in all flatwork to a minimum depth of 1.5 inches at frequent internals (5 feet or less). The concrete slab should be underlain by a minimum of 4 inches of clean sand underlain inturn by a 10-mil Visqueen barrier. Presoaking of the subgrade prior to placing the Visqueen barrier should be performed in accordance with the recommendations included in the project geotechnical report. The presoaking should saturate the subgrade to a minimum depth of 12 inches. The subgrade below the Visqueen barrier should be inclined so that any moisture that seeps through cracks in the concrete due to irrigation, rain, or pool splash will be directed away from the pool. A perforated pipe wrapped in approved filter fabric should be installed to transport the collected moisture away from the pool area. The drain pipe is not considered necessary for soils of low to medium expansion potential. The contractor must ensure that the Visqueen is properly lapped, sealed and not punctured during construction.

All pool design should be performed by a qualified designer, using the equivalent fluid pressures shown in the schedule.

A geotechnical consultant should be contacted to review the final design which is based on the recommendations of this detail. This is not a design document and has been provided for INFORMATIONAL PURPOSES ONLY unless stamped and signed by LGC and pertaining to a specific pool.

To reduce the potential of lifting and cracking of the pool decking, landscape planters should not be located in islands within the decking unless they are lined with a waterproof membrane and provided with a subdrainage system to prevent moisture variations below the decking.

The pool shell should be designed to account for any additional loading due to improvements (building, raised planters, etc.) Raised planters should not be located at the top of slopes unless specially designed by the geotechnical consultant.

The recommendations above will not eliminate all movement of the pool and associated improvements, however they should reduce the degree of movement, and promote cracking along construction joints, not flatwork.

Expansion
Index
Depth of
moisture cut-off
footing
distance "B"
Slope creep
zone distance
"A"
low-very low
medium
high
very high
8 inches
12 inches
18 inches
24 inches
7 feet
10 feet
15 feet
20 feet

SCHEDULE
slope creep zone
Perimeter Drain (perforated pipe
wrapped in approved filter fabric and
outletted).
1 1
1 2
Portion of pad most susceptible to slope creep.

See Schedule "A".

See Schedule
"'B"
Pool Shell
Lateral
Equivalent
Fluid Pressure
(pcf)
60 85
105
125
Figure 4
Geotechnical Guidelines
for Swimming Pool
Construction
FF / Santa Ana
Project No.

Eng.

Scale
Date
Project Name
213031-01
BIH/MW
12/16/21
City Council Not to Scale 18 – 845 10/3/2023
Project No. 213031-01 Page A-1 December 16, 2021

APPENDIX A
References
Alta California Geotechnical Inc., 2021, Geotechnical Investigation, 1901 and 1971 E. 4th Street and 515 and 525 Cabrillo Park Drive, APN: 400-051-02, -09, -14, and -15, City of Santa Ana, County of Orange, California. Project No. 1-0396, dated July 21, 2021.

American Concrete Institute, 1985, Manual of Concrete Practice, Parts 1 and 2.

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

ASCE 7 Hazard Tool, https://asce7hazardtool.online/
California Building Standards Commission, 2019, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2019.

California Geological Survey, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, dated March 13, 1997, SP 117.
, 1998, Seismic Hazard Zone Report for the Tustin 7.5-minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 012, dated 1998.

Hart, E. W., and Bryant, W.A., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California Division of Mines and Geology, SP 42.

Ishihara, K., 1985, “Stability of Natural Deposits During Earthquakes”. Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering. A.A. Bakema Publishers, Rotterdam, Netherlands.

Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanic Eruptions: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000.

Post-Tensioning Institute, 2006, Design of Post Tensioned Slabs-on-ground, Third Addition, Addendum 1 dated May 2007, and Addendum 2 Dated May 2008.

Pradel, D., 1998, “Procedure to Evaluate Earthquake Induced Settlements in Dry Sandy Soils”, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 124, No. 4, April 1998.

Sadigh, K., Chang, C.-Y., Egan, J.A., Makdisi, F., and Youngs, R.R. (1997), "Attenuation Relations for Shallow Crustal Earthquakes Based on California Strong Motion Data," Seismological Research Letters, Vol. 68, No. 1, pp. 180-189.

City Council 18 – 846 10/3/2023
Project No. 203031-01 Page A-2 December 16, 2021

APPENDIX A
References (cont.)
Seed, H.B., Tokimatsu, K., Harder, L.F., and Chungh, R.M., 1985, “Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations,” Journal of Geotechnical Engineering, Vol. 111, No. 12, December 1985.

Southern California Earthquake Center, 1999, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction in California, dated March 1999.

Tokimatsu, Kohji, and Seed, H.B., “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987.

United States Geological Survey (USGS), 2008a, “2008 National Seismic Hazard Maps – Fault Parameters” Retrieved December 17, 2013, from:
http://geohazards.usgs.gov/cfusion/hazfaults_search/hf_search_main.cfm ______, 2008b, “2008 Interactive Deaggregations (Beta),” Retrieved December 12, 2013, from:
https://geohazards.usgs.gov/deaggint/2008/
______, 2013, U.S. Seismic Design Maps, Retrieved December 12, 2013, from:
http://geohazards.usgs.gov/designmaps/us/batch.php#csv
City Council 18 – 847 10/3/2023
Project No. 213031-01 Page B-1 December 16, 2021

APPENDIX B
Boring Logs
City Council 18 – 848 10/3/2023
0 5
10 15
20 25
30 148
143
138
133
128
123
118Elevation (ft)
Depth (ft)Graphic LogSample Number
Blow Count
Dry Density (pcf)
Moisture (%)
USCS Symbol

DESCRIPTION
Logged By: MET
Sampled By: MET
Type of Test
Date:

Project Name:

Drilling Company:

Drive Weight:

Elevation of Top of Hole:

Project Number:

Type of Rig:

Drop:

Hole Location:

Hole Dia:

Page:

Geotechnical Boring Log
= Ring Sample
= SPT
Z:\Shared\SAN DIEGO OFFICE\AutoCAD Templates\LGC Logo.jpg B-1
November 22, 2021 1 of 2
FF/Santa Ana
Martini Drilling
140 pounds
148 Feet
213031-01
Hollow Stem
30 inches
See Geotechnical Map
8 inches
7 --
SA
1 AC 5” No Base
Alluvium:
@2.5': slightly reddish-brown very fine sandy SILT;
medium stiff, damp
@17.5': red-brown fine to medium SAND; medium
dense, damp; minor coarse fraction
@12.5': slightly reddish-brown very fine sandy
SILT; medium stiff, damp
@7.5': slightly reddish-brown very fine to silty
SAND; loose, damp
--
#A @ ML
1'-3'
3 4
5 6
11 12
11 18
9 @10': medium brown very fine silty to sandy
CLAY; medium stiff, moist
@15': red-brown fine to clayey SAND; very loose,
damp; minor gravel
@20': medium brown to pale yellow-brown
medium to coarse SAND; medium dense, damp
@22.5': slightly reddish-brown very fine sandy
SILT; stiff, damp
4 21
17 6
5 7
8 9
10 11
@25': red-brown to medium brown very fine to
clayey SILT to silty CLAY; medium stiff, damp
@27.5': medium brown silty CLAY; medium stiff,
moist
-- --
-- --
-- --
-- --
-- --
-- --
SM
CL
ML
SC
SM
SP
ML
ML/CL
CL
2 @5': slightly reddish-brown very fine sandy CLAY;
medium stiff, damp
CN
SA
CN
SA
SA
CL
100.6 5.1
102.7 23.3
114.6 4.1
109.5 11.3
THEACTUAL CONDITIOND ENCOUNTERED.

THISLOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF DRILLING.SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT

THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF LGC VALLEY, INC.

City Council 18 – 849 10/3/2023
30 35
40 45
50 55
118
113
108
103
98 93 Elevation (ft)
Depth (ft)Graphic LogSample Number
Blow Count
Dry Density (pcf)
Moisture (%)
USCS Symbol

DESCRIPTION
Logged By: MET
Sampled By: MET
Type of Test
Date:

Project Name:

Drilling Company:

Drive Weight:

Elevation of Top of Hole:

Project Number:

Type of Rig:

Drop:

Hole Location:

Hole Dia:

Page:

Geotechnical Boring Log
= Ring Sample
= SPT
Z:\Shared\SAN DIEGO OFFICE\AutoCAD Templates\LGC Logo.jpg B-1
November 22, 2021 2 of 2
FF/Santa Ana
Martini Drilling
140 pounds
148 Feet
213031-01
Hollow Stem
30 inches
See Geotechnical Map
8 inches
13 7 --
Alluvium:
@30': red-brown to medium brown very fine to
silty CLAY to clayey SILT; medium stiff, moist
@40': medium brown to red-brown medium to
coarse SAND; dense, damp; minor gravel
Total Depth = 51.5 Feet
No Ground Water Encountered
Backfilled 11/22/2021 with Native Soil
@36': encountered rocks
@32.5': reddish-brown sandy to clayey SAND;
loose, damp
--
CL/ML
15 16
17 18
14 35
38 43
71 @35': pale yellow-brown to red-brown fine to
medium SAND; medium dense, damp; minor clay
@37.5': pale yellow-brown to red-brown fine to
gravelly SAND; very dense, slightly damp; rocks in
sampler
@50': pale yellow-brown to red-brown fine to
gravelly SAND; dense, slightly damp
@47.5': red-brown clayey SAND to silty SAND;
medium dense to stiff, slightly damp to damp
32 28
5 19
20 12
@45': red-brown silty to medium SAND; dense,
damp; minor gravel
@42.5': becomes slightly silty
-- --
-- --
-- --
-- --
--
--
-- --
-- --
SP/SM
SW
SC
SM
SC/SM
SW
14 SA
SA
SA
SHA,
AL

7.5 16.1
THEACTUAL CONDITIOND ENCOUNTERED.

THISLOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF DRILLING.SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT

THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF LGC VALLEY, INC.

City Council 18 – 850 10/3/2023
0 5
10 15
20 25
30 148
143
138
133
128
123
118Elevation (ft)
Depth (ft)Graphic LogSample Number
Blow Count
Dry Density (pcf)
Moisture (%)
USCS Symbol

DESCRIPTION
Logged By: MET
Sampled By: MET
Type of Test
Date:

Project Name:

Drilling Company:

Drive Weight:

Elevation of Top of Hole:

Project Number:

Type of Rig:

Drop:

Hole Location:

Hole Dia:

Page:

Geotechnical Boring Log
= Ring Sample
= SPT
Z:\Shared\SAN DIEGO OFFICE\AutoCAD Templates\LGC Logo.jpg B-2
November 22, 2021 1 of 2
FF/Santa Ana
Martini Drilling
140 pounds
148 Feet
213031-01
Hollow Stem
30 inches
See Geotechnical Map
8 inches
8 --
SA
1 AC 4” No Base
Alluvium:
@2.5': slightly reddish-brown very fine sandy SILT;
medium stiff, damp
@12.5': red-brown to pale yellow-brown fine to
medium sandy CLAY to red-brown very fine to
silty CLAY; stiff, damp; minor coarse fraction
@5': Slightly reddish-brown sandy CLAY; medium
stiff, damp; minor organic
--
#A @ ML
1'-5'
3 4
5 6
12 20
14 15
16 @10': red-brown very fine sandy SILT; stiff, damp;
minor gravel; minor organics
@7.5': red-brown fine to silty SAND; loose, damp
14 14
15 15
15 7
8 9
10 11 @27.5': red-brown clayey to medium SAND to
sandy CLAY; medium dense to stiff, damp; rare
coarse fraction
-- --
-- --
-- --
-- --
-- --
-- --
-- --
-- --
SM
ML
CL
SC/CL
2 CN
SA
CL
101 5.3

98.3 2.6
ACTUAL CONDITIOND ENCOUNTERED.

LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING.

LGC VALLEY, INC.

City Council 18 – 851 10/3/2023
30 35
40 45
50 55
118
113
108
103
98 93 Elevation (ft)
Depth (ft)Graphic LogSample Number
Blow Count
Dry Density (pcf)
Moisture (%)
USCS Symbol

DESCRIPTION
Logged By: MET
Sampled By: MET
Type of Test
Date:

Project Name:

Drilling Company:

Drive Weight:

Elevation of Top of Hole:

Project Number:

Type of Rig:

Drop:

Hole Location:

Hole Dia:

Page:

Geotechnical Boring Log
= Ring Sample
= SPT
Z:\Shared\SAN DIEGO OFFICE\AutoCAD Templates\LGC Logo.jpg B-2
November 22, 2021 2 of 2
FF/Santa Ana
Martini Drilling
140 pounds
148 Feet
213031-01
Hollow Stem
30 inches
See Geotechnical Map
8 inches
14 --
SA
13 Alluvium:
@30': red-brown clayey to sandy CLAY; stiff,
damp; rare coarse fraction
@40': red-brown silty to clayey SAND; medium
dense, damp; rare coarse fraction
Total Depth = 51.5 Feet
No Ground Water Encountered
Backfilled 11/22/2021 with Native Soil
-- @32.5': red-brown fine sandy CLAY; stiff, damp
CL
15 16
17 18
18 22
25 8
53 @35': red-brown clayey to medium SAND to
sandy CLAY; medium dense to very stiff, damp;
rare gravel
@37.5': pale yellow-brown to red-brown fine to
gravelly SAND; very dense, slightly damp
@47.5': red-brown silty to medium CLAY to sandy
CLAY; very stiff, damp; minor gravel
27 23
13 19
20 12
@45': pale yellow-brown medium to gravelly
SAND to red-brown very fine to clayey SILT;
medium dense to very stiff, slightly damp
@42.5': pale yellow-brown fine to gravelly SAND
to red-brown fine to sandy SILT; medium dense to
very stiff, slightly damp
-- --
-- --
-- --
-- --
-- --
--
--
-- --
SC/CL
SW
CL
SW/ML
CL
14 SC SA
AL
SHA

17.4 stiff, damp to moist

21.1 @50': red-brown fine sandy to silty CLAY; medium
ACTUAL CONDITIOND ENCOUNTERED.

LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING.

LGC VALLEY, INC.

CL
City Council 18 – 852 10/3/2023
0 5
10 15
20 25
30 148
143
138
133
128
123
118Elevation (ft)
Depth (ft)Graphic LogSample Number
Blow Count
Dry Density (pcf)
Moisture (%)
USCS Symbol

DESCRIPTION
Logged By: MET
Sampled By: MET
Type of Test
Date:

Project Name:

Drilling Company:

Drive Weight:

Elevation of Top of Hole:

Project Number:

Type of Rig:

Drop:

Hole Location:

Hole Dia:

Page:

Geotechnical Boring Log
= Ring Sample
= SPT
Z:\Shared\SAN DIEGO OFFICE\AutoCAD Templates\LGC Logo.jpg B-3
November 22, 2021 1 of 2
FF/Santa Ana
Martini Drilling
140 pounds
148 Feet
213031-01
Hollow Stem
30 inches
See Geotechnical Map
8 inches
6 --
CN
1 --
#A @ ML
1'-5'
3 4
5 6
13 10
5 15
39 27
7 8
9 10
11 96.2 23.6
-- --
101.3 5.3
-- --
108.4 9.6
-- --
-- 13.8
-- --
-- --
-- --
SC
SW
CL
SM
2 @20': gains minor gravel
@25': red-brown fine to silty SAND; medium
dense, damp; rare coarse fraction
SA
SHA
AL
@22.5': becomes stiff
THEACTUAL CONDITIOND ENCOUNTERED.

THISLOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF DRILLING.SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT

THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF LGC VALLEY, INC.
18 17
7 7 @5': medium stiff
slightly damp; rare calcium carbonate veining
@2.5': medium brown fine sandy SILT; soft,
Alluvium:

AC 5” No Base
medium stiff, damp
@7.5': red-brown fine to clayey SAND;
medium stiff, damp; rare coarse fraction
@10': red-brown fine to medium SAND;
medium stiff, damp
@12.5': red-brown fine to very fine sandy CLAY;
City Council 18 – 853 10/3/2023
30 35
40 45
50 55
118
113
108
103
98 93 Elevation (ft)
Depth (ft)Graphic LogSample Number
Blow Count
Dry Density (pcf)
Moisture (%)
USCS Symbol

DESCRIPTION
Logged By: MET
Sampled By: MET
Type of Test
Date:

Project Name:

Drilling Company:

Drive Weight:

Elevation of Top of Hole:

Project Number:

Type of Rig:

Drop:

Hole Location:

Hole Dia:

Page:

Geotechnical Boring Log
= Ring Sample
= SPT
Z:\Shared\SAN DIEGO OFFICE\AutoCAD Templates\LGC Logo.jpg B-3
November 22, 2021 2 of 2
FF/Santa Ana
Martini Drilling
140 pounds
148 Feet
213031-01
Hollow Stem
30 inches
See Geotechnical Map
8 inches
16 --
SA
13 Alluvium:
@30': red-brown very fine SILT; stiff, moist
@40': pale yellow-brown to red-brown fine to
medium gravelly SAND; very dense, slightly damp
Total Depth = 51.5 Feet
No Ground Water Encountered
Backfilled 11/22/2021 with Native Soil
@32.5': becomes slightly clayey --
ML
15 16
17 18
15 67
49 18
12 @35': red-brown silty CLAY; stiff, damp
@37.5': gains minor gravel
@50': red-brown very fine to clayey SILT; very
stiff, damp; minor coarse fraction
@47.5': red-brown very fine clayey SILT; very stiff,
damp
63 22
22 19
20 12
@42.5': becomes dense
-- --
-- --
-- --
-- --
-- --
-- 16.7
-- --
-- --
CL
SW
ML
ML
14 SHA
AL
@45': becomes very dense
ACTUAL CONDITIOND ENCOUNTERED.

THISLOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE DRILLING.SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT

THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF LGC VALLEY, INC.

City Council 18 – 854 10/3/2023
Symbol Laboratory Test
SA Sieve Analysis
H Hydrometer Anlysis
SHA Sieve & Hydrometer Analysis
-200 Percent Passing #200 Sieve
AL Atterburge Limits
MAX Maximum Density
DS Undisturbed Direct Shear
RDS Remolded Direct Shear
TRI Triaxial Shear
EI Expansion Index
P Permeability
CN Consolidation
COL Collapse
UC Unconfined Compression
S Sulfate Content
pHR pH & Resistivity
COR Corrosion Suite (pH, Resistivity, Chloride, Sulfate) RV R-Value
Key to Boring Logs

APPROXIMATE GROUNDWATER LEVEL
GW
GP
ML
SW
SP
SM
SC
CL
OL
MH
CH
OH
PT
City Council 18 – 855 10/3/2023

UNIFIED SOI L CLASSIFIICATION SYSTEM
Major Divisions lfl tr Description Major Divisions an tr Coarse
Grained
Soils
N4ore than
50%
retained on
No 200
steve
Gravel
and
Sravelly
Soils
han 50%
frachon
relained
on No, 4
'l
ts
*
,-l*
EIF
GW
Well-graded grcvels or gravel sand
mixtures, little or no fines
Fine
(lrained
isoils
l\lore than
Silts
And
Clays
LL,<50
n
ML
Inorganic silts and very fine sands,
rock flour, silty or clayey fine sands
or clavev silts with slioht olasticitv
GP
Poorly-graded gravels or gravel
sand mixture, little or no fines CL
Inorganic clays of low to medium
plasticity, gravelly clays, sandy
clays, silty clays, lean clays Silty gravels, gravel-sand-silt mixtures
OL
Organic silts and organic silt-clays
of low plasticity
Clayey gravels, gravel-sand-clay
mixtures
Silts
And
Clays
LL,<50
MF
Inorganic silts, micaceous or
diatomaceous fine or silty soils,
elastic silts Sand
and
Sandy
Soils
than 50%
fraclion
Passes
on No, 4
i'+.
3_'. JV!
Well-graded sands or gravelly
sands, little or no fines
on No 200
steve VH
Inorganic clays of high plasticity,
fat clays SP
Poorly-graded sands or gravelly
sands, little or no fines
SM Silty sands, sarrd-silt mixtures OF
Organic clays of medium to high
plasticity
sc Clayey sands, and-clay mixtures Highly Organic
Soils PT Peat and other highly organic soils
BoUNDARY CLASSIFICATIoN: Soils possessing characteristics of two groups are designated by combinations of group symbols PARTICLE SIZ:E LIMITS
U.S. STANDA,RD SiERIES SIEVE
200 40 10 4

CLEAR SQUARE SIEVE OPENINGS
3t4" 3,, ,t2"

LABORATORY TESTS
Symbol Tesl
DS
DSR
cc)N
SA
MAX
RV
EI
SE
AL
CHEM
HY
Direct Shear
Direct Shear
(Remolded)
Sieve Analysis
Maximum Density
Resistance (R) Value
Expansion Index
Sand Equivalent
Atterberg Limits
Chemical Analysis
Hydrometer Analysis

SOIL MOISTURE

SIZE PROPORTIONS
Trace - <5%
Few-5to10%
Some - 15 to 25%
Increasing \/isual Moisture Content
Silts
an0
Clays
Sand Gravel
Cobbles Boulders
Fine Medium Coarsi€r Fine Coarse

RELATIVE DENSITY
Sands and Gravels Blows/Foot (SPT)
Very Loose
Loose
Medium Dense
Dense
Very Dense
<4
4-10
11-30
31 -50
>50

CON SI STENCY C IASSI FI CATI ON
Silts and Clays Criteria
Very Soft
Soft
Firm
stiff
Very Stiff
Thumb penetrates soil >1 in.

Thumb penetrates soil 1 in,
Thumb penetrates soil 1/4 in
Readily indented with thumbnail
Thumbnail will not indent soil

HARDNESS
KEY TO EXPLORATORY BORING LOGS}
,n
/L>//J, ALTA CALIFORNTA GEOTECHNTCAL tNC.
/\

PI-ATE B
City Council 18 – 856 10/3/2023
4" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@5.0ft. SANDY SILT, light brown to brown, moist, stiff. @6.0ft. SILTY SAND, fine to medium grained, brown, moist, medium dense.
@15.0ft. trace fine to coarse gravel <1".
@25.0ft. trace clay, trace fine to coarse gravel <1".

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
R
R
R
R
R
16 16
21 19
23 7.2

3.7 8.5

10.8 14.1
29 14
61 56
75 CON,
HY
100
98 121
110
110
SM
ML
SM
5 10
15 20
25 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
135
130
125
120
115
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
140 B-1
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 857 P.N. 1-0396 PLATE B-1 10/3/2023
4" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): CLAYEY SILT w/SAND, brown,
moist, firm, fine to medium grained sand
@5.0ft. SILTY SAND, fine to medium grained, moist, medium dense trace roots.
@10.0ft. few fine to coarse gravel <1".

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
B
R
R
R
R
R
21 22
19 14
24 10.1

2.4 8.3

8.8 12.7
51 44
40 66
MAX,
EI,
HY,
CHEM
108
110
104
110
ML
SM 5
10 15
20 25

TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
135
130
125
120
115
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
141 B-2
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 858 P.N. 1-0396 PLATE B-2 10/3/2023
4" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@5.0ft. loose, trace roots.
@10.0ft. No Recovery
@20.0ft. trace clay.
@25.0ft. trace fine gravel <1/2".

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
R
R
R
R
R
6 21
15 15
21 10.9

12.2 10.6

18.6 48
64 43
77 103
110
100
101
SM
5 10
15 20
25 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
135
130
125
120
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
143 B-3
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 859 P.N. 1-0396 PLATE B-3 10/3/2023
3" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@5.0ft. CLAYEY SAND, fine grained, brown, moist, loose. @6.0ft. SILTY SAND, fine to medium grained, brown, moist, loose. @15.0ft. medium dense.

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
R
R
R
R
R
10 8
17 16
16 18.6

14.1 16.7

13.5 18.8
90 63
99 51
87 107
104
114
97 105
SM
SC
SM
5 10
15 20
25 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
135
130
125
120
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
143 B-4
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 860 P.N. 1-0396 PLATE B-4 10/3/2023
5" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, loose, few clay.
@5.0ft. trace roots.
@10.0ft. trace fine gravel <1/2".
@15.0ft. fine to coarse grained, loose, few fine to coarse gravel <1.5".
@20.0ft. SILTY SAND with GRAVEL, fine to coarse grained, brown, moist, very dense, fine gravel <1/2".
@25.0ft. No Recovery.

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
R
R
R
R
R
R
9 10
9 10
72 16

15.6 11.7

14.9 15.6

3.2 71
53 78
78 105
104
110
108
SM
SM
5 10
15 20
25 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
145
140
135
130
125
120
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
145 B-5
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 861 P.N. 1-0396 PLATE B-5 10/3/2023
4" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): CLAYEY SILT w/SAND, brown,
moist, firm, fine to medium grained sand
@5.0ft. SILTY SAND, fine to medium grained, brown, moist, medium dense
@10.0ft. No Recovery.
@25.0ft. trace clay.

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
B
R
R
R
R
R
15 18
16 17
17 6.8

11.8 9.9

13.0 33
65 45
77 MAX,
EI,
HY,
CHEM
CON,
HY
107
111
104
114
SM
SM 5
10 15
20 25

TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
135
130
125
120
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
144 B-6
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 862 P.N. 1-0396 PLATE B-6 10/3/2023
5" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@2.5ft. loose
@5.0ft. few clay.
@15.0ft. medium dense.
@25.0ft. trace fine to coarse gravel <1.5".

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
R
R
R
R
R
R
6 8
9 15
12 18

24.1 8.5

10.1 12.1

9.0 11.6
85 45
38 73
39 63
94 110
97 115
103
111
SM
5 10
15 20
25 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
145
140
135
130
125
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
148 B-7
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 863 P.N. 1-0396 PLATE B-7 10/3/2023
4" Asphalt over no base.

YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@2.5ft. trace roots.
@5.0ft. loose, trace fine to coarse gravel <1.5".
@10.0ft. CLAYEY SAND, fine to medium grained, brown, moist, loose.
@15.0ft. SILTY SAND, fine to medium grained, brown, moist, loose, trace fine gravel <1/2".
@20.0ft. No Recovery, SAND, fine to coarse grained, brown, slightly moist, medium dense, few fine gravel <1/2", few silt.
@25.0ft. SILTY SAND, fine to medium grained, brown, moist, medium dense, trace clay.

TOTAL DEPTH 26.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
R
R
R
R
R
R
12 8
7 9
21 15

14.8 10.8

17.5 9.6

19.5 57
47 87
51 82
98 103
108
110
102
SM
SC
SM
SP
SM
5 10
15 20
25 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
135
130
125
120
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
142 B-8
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 864 P.N. 1-0396 PLATE B-8 10/3/2023
YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@5.0ft. loose, trace roots.

TOTAL DEPTH 5.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SM
5 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
145
140
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
145 P-1
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 865 P.N. 1-0396 PLATE B-9 10/3/2023
YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, loose, few clay.
@5.0ft. few clay.

TOTAL DEPTH 5.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SM
5 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
145
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
148 P-2
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 866 P.N. 1-0396 PLATE B-10 10/3/2023
YOUNGER FAN DEPOSITS(Qyf): SILTY SAND, fine to medium
grained, brown, moist, medium dense, few clay.
@5.0ft. loose, trace fine to coarse gravel <1.5".

TOTAL DEPTH 5.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SM
5 TYPE OF DRILL RIG
DRILLER SAT- MOISTURE CONT (%)
7/7/21
(%) URATION
DATE STARTED 7/7/21
140
GEOTECHNICAL DESCRIPTION SAMPLE OTHER ELEV DRY (pcf) DENSITY BORING DESIG.

DROP
DRIVE WT.

GW DEPTH (FT)

PROJECT NAME

DATE FINISHED FR DEPTH
140lbs
4th St. and Cabrilla Park Dr. TESTS

S SPT (SPLIT SPOON) SAMPLE

R RING (DRIVE) SAMPLE
SAMPLE TYPES:

SHEET
NOTE

LOGGED BY GROUP
J: JOINTING
B: BEDDING
S: SHEAR
C: CONTACT
F: FAULT
RS: RUPTURE SURFACE
1-0396

GROUNDWATER

SEEPAGE
(Feet)
142 P-3
PROJECT NO.

GEOTECHNICAL BORING LOG
GROUND ELEV.
8" Hollow Stem Auger
2R Drilling Inc. SYMBOL LITHOLOGY BLOWS

B BULK SAMPLE T TUBE SAMPLE TYPE
1 OF 1
30 in.

Alta California Geotechnical, Inc.

City Council 18 – 867 P.N. 1-0396 PLATE B-11 10/3/2023
Project No. 213031-01 Page C-1 December 16, 2021

APPENDIX C
Laboratory Testing Results by EGLAB, Inc.

Laboratory testing was performed by EGLAB, Inc. The laboratory testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and the results are presented on the following pages. LGC has reviewed the laboratory test data, procedures and results performed by EGLAB, Inc. (EGL) with respect to the subject site and concurs with and accepts responsibility as geotechnical engineer of record for their work (laboratory testing).

Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from undisturbed or disturbed samples.

Soil Classification: Soils were classified according the Unified Soil Classification System (USCS) in accordance with ASTM Test Methods D2487 and D2488. This system uses relies on the Atterberg Limits and grain size distribution of a soil. The soil classifications (or group symbol) are shown on the laboratory test data, and boring logs.

Expansion Index: The expansion potential of selected samples were evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2 and/or ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch-thick by 4-inch-diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached.

Sample
Location
Sample
Description
Expansion
Index
Expansion Potential
B-LGC-2 @1-5’ Sandy SILT 101 High
Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM D1557.

Sample
Location
Sample
Description
Maximum Dry
Density (pcf)
Optimum Moisture
Content (%)
B-LGC-3 @ 1-5’ Sandy CLAY 122.5 12.5
City Council 18 – 868 10/3/2023
Project No. 213031-01 Page C-2 December 16, 2021
Atterberg Limits: The liquid and plastic limits (“Atterberg Limits”) were determined in accordance with ASTM Test Method D4318 for engineering classification of fine-grained material.

Sample Location Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) B-LGC-1 @45’ Non-Plastic Non-Plastic Non-Plastic
B-LGC-1 @47.5’ 21 16 5
B-LGC-2 @47.5’ 25 18 7
B-LGC-3 @20’ 29 17 12
B-LGC-3 @50’ 27 17 10
Chloride Content: Chloride content was tested in accordance with Caltrans Test Method (CTM) 422.

The results are presented below:

Sample Location Chloride Content, ppm
B-LGC-1 @1-5’ 130
Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geotechnical methods (CTM 417). The soluble sulfate content is used to determine the appropriate cement type and maximum water-cement ratios. The test results are presented in the table below:

Sample
Location
Sample
Description
Sulfate
Content (%)*
Sulfate Exposure**
B-LGC-1 @1-5’ Clayey SAND 0.009 Negligible/S0
*Expressed as the percentage of water-soluble sulfate (SO4) in soil, percentage by weight. ** ACI 318R-14 Table 19.3.1.1
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with CTM 643 and standard geochemical methods. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current. As a results of soil’s resistivity decreases corrosivity increases. The results are presented in the table below:

Sample Location Sample Description pH Minimum Resistivity (ohms-cm) LGC B-1 @1-5’ Clayey Sand 7.76 2100
Consolidation: Consolidation tests were performed on selected, relatively undisturbed ring samples (Modified ASTM Test Method D2435). Samples (2.42 inches in diameter and 1 inch in height) were placed in a consolidometer and increasing loads were applied. The samples were allowed to consolidate under “double drainage” and total deformation for each loading step was recorded. The percent consolidation for each load step was recorded as the ratio of the amount of vertical compression to the original sample height City Council 18 – 869 10/3/2023
Project No. 213031-01 Page C-3 December 16, 2021
Grain Size Distribution: Representative samples were dried, weighed, and soaked in water until individual soil particles were separated (per ASTM D421) and then washed on a No. 200 sieve. The portion retained on the No. 200 sieve was dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D422 (CTM 202).

Sample Location % Passing # 200
Sieve
% Clay D50
B-LGC-1 @5’ 42.8 - 0.1
B-LGC-1 @15’ 34 - 0.19
B-LGC-1 @20’ 2.5 - 0.48
B-LGC-1 @27.5’ 68.1 - -
B-LGC-1 @32.5’ 37.3 - 0.15
B-LGC-1 @35’ 8.6 - 0.34
B-LGC-1 @47.5’ 42.8 13.4 0.13
B-LGC-2 @5’ 56.4 - -
B-LGC-2 @20’ 64.6 - -
B-LGC-2 @30’ 55.6 - -
B-LGC-2 @40’ 48.3 - 0.08
B-LGC-2 @50’ 57.3 17.9 0.56
B-LGC-3 @7.5’ 32.4 - 0.24
B-LGC-3 @17.5’ 70.6 24.9 0.23
B-LGC-3 @35’ 72.9 - -
B-LGC-3 @50’ 52.8 14.3 0.66
Hyrdo-consolidation: Hydro-consolidation tests (collapse) were performed on selected, relatively undisturbed ring samples (ASTM D4546). Samples were placed in a consolidometer and a load approximately equal to the in-situ overburden pressure was applied. Water was then added to the sample and the percent hydro-consolidation under the applied load was measured. The percent for the load was calculated as the ratio of the amount of vertical deformation to the original sample height. The percent hydroconsolidation is presented is the following graphs.

City Council 18 – 870 10/3/2023

SUMMARY OF LABORATORY TEST RESULTS
PROJECT NAME: FF / Santa Ana EGLAB JOB NO.: 21-059-022
PROJECT NO.: 213031-01 CLIENT: LGC Valley, Inc.

DATE: 12/15/2021 SUMMARIZED BY:JT

MOISTURE DRY ATTERBERG

CONTENT DENSITY LIMITS

BORING SAMPLE DEPTH ASTM ASTM ASTM
NO. NO. (in.) D2216 D2937 D4318
(%) (PCF) *(LL,PL,PI)
B-1 4 10.0 23.3 102.7
B-1 9 22.5 11.3 109.5
B-1 18 45.0 7.5 Non Plastic
B-1 19 47.5 16.1 21,16,5
B-2 3 7.5 5.3 101.0
B-2 19 47.5 17.4 25,18,7
B-2 20 50.0 21.1
B-3 4 10.0 5.3 101.3
B-3 6 15.0 9.6 108.4
B-3 8 20.0 13.8 29,17,12
B-3 19 47.5 16.7
B-3 20 50.0 27,17,10
*LL,PL,PI = LIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX City Council 18 – 871 10/3/2023

SUMMARY OF CORROSION TEST RESULTS
PROJECT NAME: FF / Santa Ana EGLAB JOB NO.: 21-059-022
PROJECT NO.: 213031-01 CLIENT: LGC Valley, Inc.

DATE: Summarized By: JT
Chloride Sulfate Minimum
pH Content Content Resistivity
BORING DEPTH CalTrans CalTrans CalTrans CalTrans
NO. 643 422 417 643
(ft) (ppm) (% by weight) (ohm-cm)
B-1 1.0-3.0 7.76 130 0.009 2,100
12/14/2021
SAMPLE
NO.

A
City Council 18 – 872 10/3/2023
PROJECT NAME: FF / Santa Ana EGLAB JOB NO.: 21-059-022
PROJECT NO.: 213031-01 CLIENT: LGC Valley, Inc.

DATE: 12/15/2021 SUMMARIZED BY: JT

EXPANSION

BORING SAMPLE DEPTH INDEX
NO. NO. (ft) ASTM
D 4829
B-2 A 1.0-5.0 101

SUMMARY OF LABORATORY TEST RESULTS

EXPANSION INDEX
City Council 18 – 873 10/3/2023
Boring No: B-3
Sample: A
(ASTM D1557) Date :

Client Name:
21-059-022
Job No.:

Maximum Dry Density = 122.5
FF / Santa Ana
Figure
LGC Valley, Inc.

Modified Proctor
EGLAB, INC.
pcf
Optimum Moisture Content = 12.5 %
Method "A"
Dec-21
213031-01
Project Name:

Description : Sandy clay (CL), very dark grayish
brown, trace of gravel
Depth : 1.0-5.0 feet
EGLAB Project No.:
90 100
110
120
130
140
150
0 5 10 15 20 25 30 35
Dry Density, pcf
Moisture Content %
Gs=2.95
Gs=2.85
Gs=2.75
Gs=2.65
City Council 18 – 874 10/3/2023
Project Name:

FF / Santa Ana
Client: LGC Valley, Inc.

Job No.: 213031-01
EGLAB Project No.: 21-059-022
12/21 Figure
Symbol Boring
No.

Sample
No.

Depth
(Ft.)
Soil
Type
Init. Moisture
Content (%)
B-1 3 7.5 SM 5.1
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry Density
(PCF)
Init. Void
Ratio
100.6 0.675
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
City Council 18 – 875 10/3/2023
Project Name:

FF / Santa Ana
Client: LGC Valley, Inc.

Job No.: 213031-01
EGLAB Project No.: 21-059-022
12/21 Figure
Symbol Boring
No.

Sample
No.

Depth
(Ft.)
Soil
Type
Init. Moisture
Content (%)
B-1 7 17.5 SM 4.1
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry Density
(PCF)
Init. Void
Ratio
114.6 0.470
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
City Council 18 – 876 10/3/2023
Project Name:

FF / Santa Ana
Client: LGC Valley, Inc.

Job No.: 213031-01
EGLAB Project No.: 21-059-022
12/21 Figure
Symbol Boring
No.

Sample
No.

Depth
(Ft.)
Soil
Type
Init. Moisture
Content (%)
B-2 4 10.0 SM 2.6
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry Density
(PCF)
Init. Void
Ratio

98.3 0.714
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
City Council 18 – 877 10/3/2023
Project Name:

FF / Santa Ana
Client: LGC Valley, Inc.

Job No.: 213031-01
EGLAB Project No.: 21-059-022
12/21 Figure
Symbol Boring
No.

Sample
No.

Depth
(Ft.)
Soil
Type
Init. Moisture
Content (%)
B-3 2 5.0 ML 23.6
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry Density
(PCF)
Init. Void
Ratio

96.2 0.752
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
City Council 18 – 878 10/3/2023
Note: Sample was remolded to 90 % maximum relative density and optimum moisture Maximum Dry Density: 122.5 pcf Optimum Moisture: 12.5 % FF / Santa Ana
Client: LGC Valley, Inc.

Project No.: 213031-01
500 EGLAB Project No.: 21-059-022
1000
2000
28 (ASTM D3080)
Sample
Type
12/21
242
Friction
Angle
28 DIRECT SHEAR
Project Address:

Soil Type
Figure
Initial
Moisture
(%)
Final
Moisture
(%)

20.8 12.5 22.7

12.5 12.5

21.5 Cohesion
(PSF) Boring No.

Sample
No.

Symbol
116
Bulk
Depth (ft)
Normal
Stress
(psf)
B-3 A 1.0-5.0 CL
EGLAB, INC.
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000

SHEAR STRESS (PSF)

NORMAL PRESSURE (PSF)
Peak
Ultimate
City Council 18 – 879 10/3/2023

SYMBOL BORING
No.

SAMPLE
No.

DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT

PLASTICITY
INDEX
B-1 19 47.5 SPT SC-SM 21 5
Clay 13.4%
Gravel / Sand 57.2%
Silt 29.4%
Project Name:

Client: LGC Valley, Inc.

Job No.:

EGLAB Project No.: 21-059-022

GRAINSIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
EGLAB, INC.
213031-01
FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
1-½” ¾”
3 /8” #4 #10 #20 #40 #100 #200
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND SILT OR CLAY

COARSE FINE COARS MEDIUM FINE
City Council 18 – 880 10/3/2023

SYMBOL BORING
No.

SAMPLE
No.

DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT

PLASTICITY
INDEX
B-2 20 50.0 SPT CL N/A N/A
Clay 17.9%
Gravel / Sand 42.7%
Silt 39.4%
Project Name:

Client: LGC Valley, Inc.

Job No.:

EGLAB Project No.: 21-059-022

GRAINSIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
EGLAB, INC.
213031-01
FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
1-½” ¾”
3 /8” #4 #10 #20 #40 #100 #200
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND SILT OR CLAY

COARSE FINE COARS MEDIUM FINE
City Council 18 – 881 10/3/2023

SYMBOL BORING
No.

SAMPLE
No.

DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT

PLASTICITY
INDEX
B-3 7 17.5 SPT CL N/A N/A
Clay 24.9%
Gravel / Sand 29.4%
Silt 45.7%
Project Name:

Client: LGC Valley, Inc.

Job No.:

EGLAB Project No.: 21-059-022

GRAINSIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
EGLAB, INC.
213031-01
FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
1-½” ¾”
3 /8” #4 #10 #20 #40 #100 #200
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND SILT OR CLAY

COARSE FINE COARS MEDIUM FINE
City Council 18 – 882 10/3/2023

SYMBOL BORING
No.

SAMPLE
No.

DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT

PLASTICITY
INDEX
B-3 19 47.5 SPT ML N/A N/A
Clay 14.3%
Gravel / Sand 47.2%
Silt 38.5%
Project Name:

Client: LGC Valley, Inc.

Job No.:

EGLAB Project No.: 21-059-022

GRAINSIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
EGLAB, INC.
213031-01
FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
1-½” ¾”
3 /8” #4 #10 #20 #40 #100 #200
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND SILT OR CLAY

COARSE FINE COARS MEDIUM FINE
City Council 18 – 883 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-1 2 5.0 Ring SC N/A
Gravel: 5.7%
Sand: 51.5%
Fine: 42.8%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 884 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-1 6 15.0 SPT SC N/A
Gravel: 9.7%
Sand: 56.3%
Fine: 34.0%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 885 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-1 8 20.0 SPT SP N/A
Gravel: 3.7%
Sand: 93.8%
Fine: 2.5%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 886 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-1 11 27.5 SPT CL N/A
Gravel: 0.0%
Sand: 31.9%
Fine: 68.1%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 887 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-1 13 32.5 SPT SC N/A
Gravel: 0.4%
Sand: 62.3%
Fine: 37.3%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 888 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-1 14 35.0 SPT SP-SM N/A
Gravel: 3.8%
Sand: 87.6%
Fine: 8.6%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 889 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-2 2 5.0 Ring CL N/A
Gravel: 0.1%
Sand: 43.5%
Fine: 56.4%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 890 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-2 8 20.0 SPT CL N/A
Gravel: 0.1%
Sand: 35.3%
Fine: 64.6%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 891 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-2 12 30.0 SPT CL N/A
Gravel: 1.0%
Sand: 43.4%
Fine: 55.6%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 892 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-2 16 40.0 SPT SC N/A
Gravel: 3.2%
Sand: 48.5%
Fine: 48.3%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 893 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-3 3 7.5 Ring SC N/A
Gravel: 0.0%
Sand: 67.6%
Fine: 32.4%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 894 10/3/2023
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
B-3 14 35.0 SPT CL N/A
Gravel: 0.6%
Sand: 26.5%
Fine: 72.9%
Client Job No.:

Client Name:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
12/15/21 (ASTM D422) FIGURE
21-059-022
EGLAB, INC.

LGC Valley, Inc.
213031-01

PLASTICITY
INDEX
N/A
Project Name:

FF / Santa Ana
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND

COARSE FINE COARSE MEDIUM FINE

SILT OR CLAY
3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
City Council 18 – 895 10/3/2023
Boring/Pit No.

Depth (Feet) Soil Description Group Symbol - Unified Soil Classification System Maximum Density (pcf) Optimum Moisture (%) Direct Shear Gravel (% + No. 4 Screen) % Sand %Silt (0.074 to 0.005mm) % Clay (-0.005 mm) Expansion IndexSulfate Content (%) Consolidation Other Tests Remarks B-1 10 Silty Sand (Qyf) SM - - - 0 80 14 6 - - See Plate C-1 - B-2 1-4 Clayey Silt w/Sand (Qyf) ML 117.2 13.7 - 1 21 40 38 94 ND - Min. Resistivity: 1,700 OHM-CM
Chloride: 15ppm
PH: 7.94
B-6 1-4 Clayey Silt w/Sand (Qyf) ML 123.7 10.8 - 2 29 39 30 69 0.017 - Min. Resistivity: 680 OHM-CM
Chloride: 65ppm
PH: 8.04
B-6 5 Silty Sand (Qyf) SM - - - 0 66 21 13 - - See Plate C-2 -

TABLE C

SUMMARY OF LABORATORY TEST DATA
P.N. 1-0396
Maximum Dry Density Grain Size Analysis
Alta California Geotechnical, Inc.

City Council 18 – 896 10/3/2023
-2.0
-1.0
0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 0.1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 910
REMARKS: WATER ADDED AT 1.07 TSF

CONSOLIDATION CURVE PERCENT CHANGE IN HEIGHT
PLATE C-1

COMPRESSIVE STRESS IN TSF
satur. (%)
98 -200
SM Silty Sand (Qyf)
boring in situ
14 group typical names density (pcf) sieve (%) symbol

3.7 moist. (%)
dry in situ depth (ft.)
B-1 10.0 20
Alta California Geotechnical, Inc.

P.N. 1-0396
City Council 18 – 897 10/3/2023
-2.0
-1.0
0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 0.1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 910
REMARKS: WATER ADDED AT 1.07 TSF

CONSOLIDATION CURVE PERCENT CHANGE IN HEIGHT
PLATE C-2

COMPRESSIVE STRESS IN TSF
satur. (%)
107
-200
SM Silty Sand (Qyf)
boring in situ
33 group typical names density (pcf) sieve (%) symbol

6.8 moist. (%)
dry in situ depth (ft.)
B-6 5.0 34
Alta California Geotechnical, Inc.

P.N. 1-0396
City Council 18 – 898 10/3/2023
Project No. 213031-01 Page D-1 December 16, 2021

APPENDIX D
Liquefaction Analysis and Dry Sand Settlement
City Council 18 – 899 10/3/2023
LGC Geotechnical Borings
B-LGC-1
Depth of
Sample
(ft)
Depth to
Base (ft)
Field
Blow
Count
Dry
Density
(PCF)
Liqid
Limit
(%)
Plasticity
Index
(%)
Moisture
Content
(%)
%
passing
#200
% clay
(0.005mm)
Soil
Type
Not Liquefiable
Based on
Lab/Samples
0 5 107 101 ML R&R
5 7.5 7.3 107 42.8 CL

7.5 10 6 107 5.1 42.8 SM
10 12.5 8 107 23.3 68.1 CL

12.5 15 7.3 107 68.1 ML
15 17.5 4 107 34 SC

17.5 20 14 107 4.1 42.8 SM
20 22.5 18 107 2.5 SP

22.5 25 11.3 107 11.3 68.1 ML
25 27.5 6 107 68.1 ML/CL

27.5 30 5 107 68.1 CL
30 32.5 5 107 68.1 CL/ML

32.5 35 7 107 37.3 SC
35 37.5 14 107 8.6 SP/SM

37.5 40 71 107 8.6 SW
40 42.5 35 107 8.6 SW

42.5 45 38 107 8.6 SW
45 47.5 32 107 NP NP 7.5 8.6 SM

47.5 50 28 107 21 5 16.1 42.8 13.4 SC/SM
50 51.5 43 107 8.6 SW
Note:

PI : PI greater than 12 is non-liquefiable.

NP: Non-plastic
LL/M.C. : Moisture content is less than 85% of Liquid Limit, therefore non-liquefiable.

R&R : Removal and recompaction of fill.

Ring sample blow counts reduced by a factor of 0.67.
% passing #200 equal 101 is non-liquefiable

PARAMETERS USED IN LIQEFACTION ANALYSIS
City Council 18 – 900 10/3/2023
LGC Geotechnical Borings
B-LGC-2
Depth of
Sample
(ft)
Depth to
Base (ft)
Field
Blow
Count
Dry
Density
(PCF)
Liqid
Limit
(%)
Plasticity
Index
(%)
Moisture
Content
(%)
%
passing
#200
% clay
(0.005mm)
Soil
Type
Not Liquefiable
Based on
Lab/Samples
0 5 100 101 ML R&R
5 7.5 8 100 56.4 CL

7.5 10 10.7 100 5.3 57.3 SM
10 12.5 13.3 100 2.6 57.3 ML

12.5 15 14 100 64.6 CL
15 17.5 14 100 64.6 CL

17.5 20 14 100 64.6 CL
20 22.5 15 100 64.6 CL

22.5 25 15 100 64.6 CL
25 27.5 15 100 64.6 CL

27.5 30 15 100 56.4 SC/CL
30 32.5 13 100 55.6 CL

32.5 35 14 100 55.6 CL
35 37.5 18 100 55.6 SC/CL

37.5 40 53 100 5 SW
40 42.5 22 100 48.3 SC

42.5 45 25 100 48.3 SW/ML
45 47.5 27 100 48.3 SW/ML

47.5 50 23 100 25 7 17.4 57.3 CL
50 51.5 8 100 21.1 57.3 17.9 CL/ML
Note:

PI : PI greater than 12 is non-liquefiable.

NP: Non-plastic
LL/M.C. : Moisture content is less than 85% of Liquid Limit, therefore non-liquefiable.

R&R : Removal and recompaction of fill.

Ring sample blow counts reduced by a factor of 0.67.
% passing #200 equal 101 is non-liquefiable

PARAMETERS USED IN LIQEFACTION ANALYSIS
City Council 18 – 901 10/3/2023
LGC Geotechnical Borings
B-LGC-3
Depth of
Sample
(ft)
Depth to
Base (ft)
Field
Blow
Count
Dry
Density
(PCF)
Liqid
Limit
(%)
Plasticity
Index
(%)
Moisture
Content
(%)
%
passing
#200
% clay
(0.005mm)
Soil
Type
Not Liquefiable
Based on
Lab/Samples
0 5 102 101 ML R&R
5 7.5 102 23.6 70.6 ML

7.5 10 102 32.4 SC
10 12.5 102 5.3 5 SW

12.5 15 102 9.6 70.6 CL
15 17.5 6.7 102 70.6 CL

17.5 20 5 102 70.6 24.9 CL
20 22.5 8.7 102 29 12 13.8 70.6 CL

22.5 25 15 102 70.6 CL
25 27.5 26 102 32.4 SM

27.5 30 27 102 32.4 SM
30 32.5 14.7 102 70.6 ML

32.5 35 16 102 70.6 ML
35 37.5 15 102 72.9 CL

37.5 40 12 102 72.9 CL
40 42.5 67 102 5 SW

42.5 45 49 102 5 SW
45 47.5 63 102 5 SW

47.5 50 22 102 16.7 52.8 14.3 ML
50 51.5 18 102 27 10 70.6 ML
Note:

PI : PI greater than 12 is non-liquefiable.

NP: Non-plastic
LL/M.C. : Moisture content is less than 85% of Liquid Limit, therefore non-liquefiable.

R&R : Removal and recompaction of fill.

Ring sample blow counts reduced by a factor of 0.67.
% passing #200 equal 101 is non-liquefiable

PARAMETERS USED IN LIQEFACTION ANALYSIS

4.7 12.0

11.4 4.7
City Council 18 – 902 10/3/2023
LiquefyPro CivilTech Software USA www.civiltech.com
CivilTech Corporation

LIQUEFACTION ANALYSIS
FF/Santa Ana
213031-01 Plate A-1
Hole No.=B-LGC-1 Water Depth=40 ft Surface Elev.=148 Magnitude=7.71 Acceleration=0.593g
(ft)0
10 20
30 40
50 60
70 Shear Stress Ratio
CRR CSR fs1
Shaded Zone has Liquefaction Potential
0 1
Factor of Safety Soil Description
0 1 5
Settlement
Wet Dry
S = 2.44 in.
0 (in.) 10
fs1=1.00
City Council 18 – 903 10/3/2023
B-LGC-1.sum
************************************************************************************ *******************

LIQUEFACTION ANALYSIS CALCULATION SHEET

Copyright by CivilTech Software
www.civiltech.com
(425) 453-6488 Fax (425) 453-5848

************************************************************************************ ******************* Licensed to , 12/16/2021 9:19:01 AM Input File Name: \\DC1\Public2\FINAL PROJECTS\FAIRFIELD DEVELOPMENT\Santa Ana\Liquefaction\B-LGC-1.liq
Title: FF/Santa Ana
Subtitle: 213031-01
Surface Elev.=148
Hole No.=B-LGC-1
Depth of Hole= 51.5 ft
Water Table during Earthquake= 40.0 ft
Water Table during In-Situ Testing= 51.5 ft
Max. Acceleration= 0.59 g
Earthquake Magnitude= 7.7
Input Data:

Surface Elev.=148
Hole No.=B-LGC-1
Depth of Hole=51.5 ft
Water Table during Earthquake= 40.0 ft
Water Table during In-Situ Testing= 51.5 ft
Max. Acceleration=0.59 g
Earthquake Magnitude=7.7
Earthquake Magnitude=7.7

2. Settlement Analysis Method: Tokimatsu / Seed

3. Fines Correction for Liquefaction: Idriss/Seed (SPT only)

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio, Ce = 1.3

7. Borehole Diameter, Cb= 1

8. Sampling Method, Cs= 1

9. User request factor of safety (apply to CSR) , User= 1.0 Plot one CSR curve (fs1=User)

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

Depth SPT gamma Fines
ft pcf %
____________________________________

0.0 0.0 107.0 NoLiq

5.0 7.3 107.0 42.8

7.5 6.0 107.0 42.8

10.0 8.0 107.0 68.1

12.5 7.3 107.0 68.1

15.0 4.0 107.0 34.0

17.5 14.0 107.0 42.8

20.0 18.0 107.0 2.5

22.5 11.3 107.0 68.1

25.0 6.0 107.0 68.1

City Council 18 – 904 10/3/2023
B-LGC-1.sum

27.5 5.0 107.0 68.1

30.0 5.0 107.0 68.1

32.5 7.0 107.0 37.3

35.0 14.0 107.0 8.6

37.5 71.0 107.0 8.6

40.0 35.0 107.0 8.6

42.5 38.0 107.0 8.6

45.0 32.0 107.0 8.6

47.5 28.0 107.0 42.8

50.0 43.0 107.0 8.6

51.5 43.0 107.0 8.6
____________________________________
Output Results:

Settlement of saturated sands=0.05 in.

Settlement of dry sands=2.39 in.

Total settlement of saturated and dry sands=2.44 in.

Differential Settlement=1.222 to 1.613 in.

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

0.00 2.00 0.39 5.00 0.05 2.39 2.44

0.05 2.00 0.39 5.00 0.05 2.39 2.44

0.10 2.00 0.39 5.00 0.05 2.39 2.44

0.15 2.00 0.39 5.00 0.05 2.39 2.44

0.20 2.00 0.39 5.00 0.05 2.39 2.44

0.25 2.00 0.39 5.00 0.05 2.39 2.44

0.30 2.00 0.39 5.00 0.05 2.39 2.44

0.35 2.00 0.39 5.00 0.05 2.39 2.44

0.40 2.00 0.39 5.00 0.05 2.39 2.44

0.45 2.00 0.39 5.00 0.05 2.39 2.44

0.50 2.00 0.39 5.00 0.05 2.39 2.44

0.55 2.00 0.38 5.00 0.05 2.39 2.44

0.60 2.00 0.38 5.00 0.05 2.39 2.44

0.65 2.00 0.38 5.00 0.05 2.39 2.44

0.70 2.00 0.38 5.00 0.05 2.39 2.44

0.75 2.00 0.38 5.00 0.05 2.39 2.44

0.80 2.00 0.38 5.00 0.05 2.39 2.44

0.85 2.00 0.38 5.00 0.05 2.39 2.44

0.90 2.00 0.38 5.00 0.05 2.39 2.44

0.95 2.00 0.38 5.00 0.05 2.39 2.44

1.00 2.00 0.38 5.00 0.05 2.39 2.44

1.05 2.00 0.38 5.00 0.05 2.39 2.44

1.10 2.00 0.38 5.00 0.05 2.39 2.44

1.15 2.00 0.38 5.00 0.05 2.39 2.44

1.20 2.00 0.38 5.00 0.05 2.39 2.44

1.25 2.00 0.38 5.00 0.05 2.39 2.44

1.30 2.00 0.38 5.00 0.05 2.39 2.44

1.35 2.00 0.38 5.00 0.05 2.39 2.44

1.40 2.00 0.38 5.00 0.05 2.39 2.44

1.45 2.00 0.38 5.00 0.05 2.39 2.44

1.50 2.00 0.38 5.00 0.05 2.39 2.44

1.55 2.00 0.38 5.00 0.05 2.39 2.44

1.60 2.00 0.38 5.00 0.05 2.39 2.44

1.65 2.00 0.38 5.00 0.05 2.39 2.44

1.70 2.00 0.38 5.00 0.05 2.39 2.44

1.75 2.00 0.38 5.00 0.05 2.39 2.44

1.80 2.00 0.38 5.00 0.05 2.39 2.44

1.85 2.00 0.38 5.00 0.05 2.39 2.44

1.90 2.00 0.38 5.00 0.05 2.39 2.44

1.95 2.00 0.38 5.00 0.05 2.39 2.44

2.00 2.00 0.38 5.00 0.05 2.39 2.44

City Council 18 – 905 10/3/2023
B-LGC-1.sum

2.05 2.00 0.38 5.00 0.05 2.39 2.44

2.10 2.00 0.38 5.00 0.05 2.39 2.44

2.15 2.00 0.38 5.00 0.05 2.39 2.44

2.20 2.00 0.38 5.00 0.05 2.39 2.44

2.25 2.00 0.38 5.00 0.05 2.39 2.44

2.30 2.00 0.38 5.00 0.05 2.39 2.44

2.35 2.00 0.38 5.00 0.05 2.39 2.44

2.40 2.00 0.38 5.00 0.05 2.39 2.44

2.45 2.00 0.38 5.00 0.05 2.39 2.44

2.50 2.00 0.38 5.00 0.05 2.39 2.44

2.55 2.00 0.38 5.00 0.05 2.39 2.44

2.60 2.00 0.38 5.00 0.05 2.39 2.44

2.65 2.00 0.38 5.00 0.05 2.39 2.44

2.70 2.00 0.38 5.00 0.05 2.39 2.44

2.75 2.00 0.38 5.00 0.05 2.39 2.44

2.80 2.00 0.38 5.00 0.05 2.39 2.44

2.85 2.00 0.38 5.00 0.05 2.39 2.44

2.90 2.00 0.38 5.00 0.05 2.39 2.44

2.95 2.00 0.38 5.00 0.05 2.39 2.44

3.00 2.00 0.38 5.00 0.05 2.39 2.44

3.05 2.00 0.38 5.00 0.05 2.39 2.44

3.10 2.00 0.38 5.00 0.05 2.39 2.44

3.15 2.00 0.38 5.00 0.05 2.39 2.44

3.20 2.00 0.38 5.00 0.05 2.39 2.44

3.25 2.00 0.38 5.00 0.05 2.39 2.44

3.30 2.00 0.38 5.00 0.05 2.39 2.44

3.35 2.00 0.38 5.00 0.05 2.39 2.44

3.40 2.00 0.38 5.00 0.05 2.39 2.44

3.45 2.00 0.38 5.00 0.05 2.39 2.44

3.50 2.00 0.38 5.00 0.05 2.39 2.44

3.55 2.00 0.38 5.00 0.05 2.39 2.44

3.60 2.00 0.38 5.00 0.05 2.39 2.44

3.65 2.00 0.38 5.00 0.05 2.39 2.44

3.70 2.00 0.38 5.00 0.05 2.39 2.44

3.75 2.00 0.38 5.00 0.05 2.39 2.44

3.80 2.00 0.38 5.00 0.05 2.39 2.44

3.85 2.00 0.38 5.00 0.05 2.39 2.44

3.90 2.00 0.38 5.00 0.05 2.39 2.44

3.95 2.00 0.38 5.00 0.05 2.39 2.44

4.00 2.00 0.38 5.00 0.05 2.39 2.44

4.05 2.00 0.38 5.00 0.05 2.39 2.44

4.10 2.00 0.38 5.00 0.05 2.39 2.44

4.15 2.00 0.38 5.00 0.05 2.39 2.44

4.20 2.00 0.38 5.00 0.05 2.39 2.44

4.25 2.00 0.38 5.00 0.05 2.39 2.44

4.30 2.00 0.38 5.00 0.05 2.39 2.44

4.35 2.00 0.38 5.00 0.05 2.39 2.44

4.40 2.00 0.38 5.00 0.05 2.39 2.44

4.45 2.00 0.38 5.00 0.05 2.39 2.44

4.50 2.00 0.38 5.00 0.05 2.39 2.44

4.55 2.00 0.38 5.00 0.05 2.39 2.44

4.60 2.00 0.38 5.00 0.05 2.39 2.44

4.65 2.00 0.38 5.00 0.05 2.39 2.44

4.70 2.00 0.38 5.00 0.05 2.39 2.44

4.75 2.00 0.38 5.00 0.05 2.39 2.44

4.80 2.00 0.38 5.00 0.05 2.39 2.44

4.85 2.00 0.38 5.00 0.05 2.39 2.44

4.90 2.00 0.38 5.00 0.05 2.39 2.44

4.95 2.00 0.38 5.00 0.05 2.39 2.44

5.00 0.20 0.38 5.00 0.05 2.39 2.44

5.05 0.20 0.38 5.00 0.05 2.39 2.44

5.10 0.20 0.38 5.00 0.05 2.39 2.44

5.15 0.20 0.38 5.00 0.05 2.39 2.44

City Council 18 – 906 10/3/2023
B-LGC-1.sum

5.20 0.19 0.38 5.00 0.05 2.39 2.44

5.25 0.19 0.38 5.00 0.05 2.39 2.44

5.30 0.19 0.38 5.00 0.05 2.39 2.44

5.35 0.19 0.38 5.00 0.05 2.39 2.44

5.40 0.19 0.38 5.00 0.05 2.39 2.44

5.45 0.19 0.38 5.00 0.05 2.39 2.44

5.50 0.19 0.38 5.00 0.05 2.39 2.44

5.55 0.19 0.38 5.00 0.05 2.39 2.44

5.60 0.19 0.38 5.00 0.05 2.39 2.44

5.65 0.19 0.38 5.00 0.05 2.39 2.44

5.70 0.19 0.38 5.00 0.05 2.38 2.44

5.75 0.19 0.38 5.00 0.05 2.38 2.43

5.80 0.19 0.38 5.00 0.05 2.38 2.43

5.85 0.19 0.38 5.00 0.05 2.38 2.43

5.90 0.19 0.38 5.00 0.05 2.38 2.43

5.95 0.19 0.38 5.00 0.05 2.38 2.43

6.00 0.19 0.38 5.00 0.05 2.38 2.43

6.05 0.19 0.38 5.00 0.05 2.38 2.43

6.10 0.19 0.38 5.00 0.05 2.38 2.43

6.15 0.18 0.38 5.00 0.05 2.38 2.43

6.20 0.18 0.38 5.00 0.05 2.38 2.43

6.25 0.18 0.38 5.00 0.05 2.38 2.43

6.30 0.18 0.38 5.00 0.05 2.38 2.43

6.35 0.18 0.38 5.00 0.05 2.37 2.43

6.40 0.18 0.38 5.00 0.05 2.37 2.43

6.45 0.18 0.38 5.00 0.05 2.37 2.42

6.50 0.18 0.38 5.00 0.05 2.37 2.42

6.55 0.18 0.38 5.00 0.05 2.37 2.42

6.60 0.18 0.38 5.00 0.05 2.37 2.42

6.65 0.18 0.38 5.00 0.05 2.37 2.42

6.70 0.18 0.38 5.00 0.05 2.37 2.42

6.75 0.18 0.38 5.00 0.05 2.37 2.42

6.80 0.17 0.38 5.00 0.05 2.37 2.42

6.85 0.17 0.38 5.00 0.05 2.37 2.42

6.90 0.17 0.38 5.00 0.05 2.36 2.42

6.95 0.17 0.38 5.00 0.05 2.36 2.41

7.00 0.17 0.38 5.00 0.05 2.36 2.41

7.05 0.17 0.38 5.00 0.05 2.36 2.41

7.10 0.17 0.38 5.00 0.05 2.36 2.41

7.15 0.17 0.38 5.00 0.05 2.36 2.41

7.20 0.17 0.38 5.00 0.05 2.36 2.41

7.25 0.17 0.38 5.00 0.05 2.36 2.41

7.30 0.17 0.38 5.00 0.05 2.35 2.41

7.35 0.16 0.38 5.00 0.05 2.35 2.40

7.40 0.16 0.38 5.00 0.05 2.35 2.40

7.45 0.16 0.38 5.00 0.05 2.35 2.40

7.50 0.16 0.38 5.00 0.05 2.35 2.40

7.55 0.16 0.38 5.00 0.05 2.35 2.40

7.60 0.16 0.38 5.00 0.05 2.34 2.39

7.65 0.16 0.38 5.00 0.05 2.34 2.39

7.70 0.16 0.38 5.00 0.05 2.34 2.39

7.75 0.16 0.38 5.00 0.05 2.34 2.39

7.80 0.16 0.38 5.00 0.05 2.34 2.39

7.85 0.16 0.38 5.00 0.05 2.33 2.39

7.90 0.16 0.38 5.00 0.05 2.33 2.38

7.95 0.17 0.38 5.00 0.05 2.33 2.38

8.00 0.17 0.38 5.00 0.05 2.33 2.38

8.05 0.17 0.38 5.00 0.05 2.33 2.38

8.10 0.17 0.38 5.00 0.05 2.32 2.38

8.15 0.17 0.38 5.00 0.05 2.32 2.37

8.20 0.17 0.38 5.00 0.05 2.32 2.37

8.25 0.18 0.38 5.00 0.05 2.32 2.37

8.30 0.18 0.38 5.00 0.05 2.32 2.37

City Council 18 – 907 10/3/2023
B-LGC-1.sum

8.35 0.18 0.38 5.00 0.05 2.31 2.37

8.40 0.18 0.38 5.00 0.05 2.31 2.36

8.45 0.18 0.38 5.00 0.05 2.31 2.36

8.50 0.18 0.38 5.00 0.05 2.31 2.36

8.55 0.18 0.38 5.00 0.05 2.31 2.36

8.60 0.19 0.38 5.00 0.05 2.31 2.36

8.65 0.19 0.38 5.00 0.05 2.30 2.36

8.70 0.19 0.38 5.00 0.05 2.30 2.35

8.75 0.19 0.38 5.00 0.05 2.30 2.35

8.80 0.19 0.38 5.00 0.05 2.30 2.35

8.85 0.19 0.38 5.00 0.05 2.30 2.35

8.90 0.19 0.38 5.00 0.05 2.30 2.35

8.95 0.19 0.38 5.00 0.05 2.29 2.34

9.00 0.19 0.38 5.00 0.05 2.29 2.34

9.05 0.19 0.38 5.00 0.05 2.29 2.34

9.10 0.19 0.38 5.00 0.05 2.29 2.34

9.15 0.19 0.38 5.00 0.05 2.29 2.34

9.20 0.19 0.38 5.00 0.05 2.28 2.33

9.25 0.19 0.38 5.00 0.05 2.28 2.33

9.30 0.19 0.38 5.00 0.05 2.28 2.33

9.35 0.19 0.38 5.00 0.05 2.28 2.33

9.40 0.19 0.38 5.00 0.05 2.28 2.33

9.45 0.19 0.38 5.00 0.05 2.27 2.32

9.50 0.19 0.38 5.00 0.05 2.27 2.32

9.55 0.19 0.38 5.00 0.05 2.27 2.32

9.60 0.19 0.38 5.00 0.05 2.27 2.32

9.65 0.19 0.38 5.00 0.05 2.26 2.32

9.70 0.19 0.38 5.00 0.05 2.26 2.31

9.75 0.19 0.38 5.00 0.05 2.26 2.31

9.80 0.19 0.38 5.00 0.05 2.26 2.31

9.85 0.20 0.38 5.00 0.05 2.25 2.31

9.90 0.20 0.38 5.00 0.05 2.25 2.30

9.95 0.20 0.38 5.00 0.05 2.25 2.30

10.00 0.20 0.38 5.00 0.05 2.25 2.30

10.05 0.20 0.38 5.00 0.05 2.24 2.30

10.10 0.19 0.38 5.00 0.05 2.24 2.29

10.15 0.19 0.38 5.00 0.05 2.24 2.29

10.20 0.19 0.38 5.00 0.05 2.24 2.29

10.25 0.19 0.38 5.00 0.05 2.24 2.29

10.30 0.19 0.38 5.00 0.05 2.24 2.29

10.35 0.19 0.38 5.00 0.05 2.24 2.29

10.40 0.19 0.38 5.00 0.05 2.24 2.29

10.45 0.19 0.38 5.00 0.05 2.23 2.29

10.50 0.19 0.38 5.00 0.05 2.23 2.28

10.55 0.19 0.38 5.00 0.05 2.23 2.28

10.60 0.19 0.38 5.00 0.05 2.23 2.28

10.65 0.19 0.38 5.00 0.05 2.23 2.28

10.70 0.19 0.38 5.00 0.05 2.23 2.28

10.75 0.19 0.38 5.00 0.05 2.23 2.28

10.80 0.19 0.38 5.00 0.05 2.23 2.28

10.85 0.19 0.38 5.00 0.05 2.22 2.28

10.90 0.19 0.38 5.00 0.05 2.22 2.27

10.95 0.19 0.38 5.00 0.05 2.22 2.27

11.00 0.18 0.38 5.00 0.05 2.22 2.27

11.05 0.18 0.38 5.00 0.05 2.22 2.27

11.10 0.18 0.38 5.00 0.05 2.22 2.27

11.15 0.18 0.38 5.00 0.05 2.22 2.27

11.20 0.18 0.38 5.00 0.05 2.22 2.27

11.25 0.18 0.38 5.00 0.05 2.21 2.27

11.30 0.18 0.38 5.00 0.05 2.21 2.26

11.35 0.18 0.38 5.00 0.05 2.21 2.26

11.40 0.18 0.38 5.00 0.05 2.21 2.26

11.45 0.18 0.38 5.00 0.05 2.21 2.26

City Council 18 – 908 10/3/2023
B-LGC-1.sum

11.50 0.18 0.38 5.00 0.05 2.21 2.26

11.55 0.18 0.38 5.00 0.05 2.21 2.26

11.60 0.18 0.38 5.00 0.05 2.20 2.25

11.65 0.18 0.37 5.00 0.05 2.20 2.25

11.70 0.18 0.37 5.00 0.05 2.20 2.25

11.75 0.18 0.37 5.00 0.05 2.20 2.25

11.80 0.18 0.37 5.00 0.05 2.20 2.25

11.85 0.18 0.37 5.00 0.05 2.20 2.25

11.90 0.18 0.37 5.00 0.05 2.19 2.25

11.95 0.17 0.37 5.00 0.05 2.19 2.24

12.00 0.17 0.37 5.00 0.05 2.19 2.24

12.05 0.17 0.37 5.00 0.05 2.19 2.24

12.10 0.17 0.37 5.00 0.05 2.19 2.24

12.15 0.17 0.37 5.00 0.05 2.19 2.24

12.20 0.17 0.37 5.00 0.05 2.18 2.23

12.25 0.17 0.37 5.00 0.05 2.18 2.23

12.30 0.17 0.37 5.00 0.05 2.18 2.23

12.35 0.17 0.37 5.00 0.05 2.18 2.23

12.40 0.17 0.37 5.00 0.05 2.18 2.23

12.45 0.17 0.37 5.00 0.05 2.17 2.23

12.50 0.17 0.37 5.00 0.05 2.17 2.22

12.55 0.17 0.37 5.00 0.05 2.17 2.22

12.60 0.17 0.37 5.00 0.05 2.17 2.22

12.65 0.17 0.37 5.00 0.05 2.17 2.22

12.70 0.16 0.37 5.00 0.05 2.16 2.21

12.75 0.16 0.37 5.00 0.05 2.16 2.21

12.80 0.16 0.37 5.00 0.05 2.16 2.21

12.85 0.16 0.37 5.00 0.05 2.16 2.21

12.90 0.16 0.37 5.00 0.05 2.15 2.21

12.95 0.16 0.37 5.00 0.05 2.15 2.20

13.00 0.16 0.37 5.00 0.05 2.15 2.20

13.05 0.16 0.37 5.00 0.05 2.15 2.20

13.10 0.15 0.37 5.00 0.05 2.14 2.20

13.15 0.15 0.37 5.00 0.05 2.14 2.19

13.20 0.15 0.37 5.00 0.05 2.14 2.19

13.25 0.15 0.37 5.00 0.05 2.14 2.19

13.30 0.15 0.37 5.00 0.05 2.13 2.18

13.35 0.15 0.37 5.00 0.05 2.13 2.18

13.40 0.15 0.37 5.00 0.05 2.13 2.18

13.45 0.15 0.37 5.00 0.05 2.12 2.17

13.50 0.14 0.37 5.00 0.05 2.12 2.17

13.55 0.14 0.37 5.00 0.05 2.12 2.17

13.60 0.14 0.37 5.00 0.05 2.11 2.16

13.65 0.14 0.37 5.00 0.05 2.11 2.16

13.70 0.14 0.37 5.00 0.05 2.10 2.16

13.75 0.14 0.37 5.00 0.05 2.10 2.15

13.80 0.14 0.37 5.00 0.05 2.10 2.15

13.85 0.14 0.37 5.00 0.05 2.09 2.14

13.90 0.14 0.37 5.00 0.05 2.09 2.14

13.95 0.13 0.37 5.00 0.05 2.08 2.13

14.00 0.13 0.37 5.00 0.05 2.08 2.13

14.05 0.13 0.37 5.00 0.05 2.07 2.12

14.10 0.13 0.37 5.00 0.05 2.07 2.12

14.15 0.13 0.37 5.00 0.05 2.06 2.11

14.20 0.13 0.37 5.00 0.05 2.06 2.11

14.25 0.13 0.37 5.00 0.05 2.05 2.10

14.30 0.13 0.37 5.00 0.05 2.05 2.10

14.35 0.12 0.37 5.00 0.05 2.04 2.09

14.40 0.12 0.37 5.00 0.05 2.03 2.09

14.45 0.12 0.37 5.00 0.05 2.03 2.08

14.50 0.12 0.37 5.00 0.05 2.02 2.07

14.55 0.12 0.37 5.00 0.05 2.01 2.07

14.60 0.12 0.37 5.00 0.05 2.01 2.06

City Council 18 – 909 10/3/2023
B-LGC-1.sum

14.65 0.12 0.37 5.00 0.05 2.00 2.05

14.70 0.12 0.37 5.00 0.05 1.99 2.04

14.75 0.12 0.37 5.00 0.05 1.98 2.04

14.80 0.12 0.37 5.00 0.05 1.98 2.03

14.85 0.12 0.37 5.00 0.05 1.97 2.02

14.90 0.12 0.37 5.00 0.05 1.96 2.01

14.95 0.12 0.37 5.00 0.05 1.95 2.01

15.00 0.12 0.37 5.00 0.05 1.95 2.00

15.05 0.12 0.37 5.00 0.05 1.94 1.99

15.10 0.12 0.37 5.00 0.05 1.93 1.98

15.15 0.13 0.37 5.00 0.05 1.92 1.97

15.20 0.13 0.37 5.00 0.05 1.92 1.97

15.25 0.13 0.37 5.00 0.05 1.91 1.96

15.30 0.14 0.37 5.00 0.05 1.90 1.96

15.35 0.14 0.37 5.00 0.05 1.90 1.95

15.40 0.14 0.37 5.00 0.05 1.89 1.94

15.45 0.15 0.37 5.00 0.05 1.89 1.94

15.50 0.15 0.37 5.00 0.05 1.88 1.94

15.55 0.15 0.37 5.00 0.05 1.88 1.93

15.60 0.15 0.37 5.00 0.05 1.88 1.93

15.65 0.16 0.37 5.00 0.05 1.87 1.92

15.70 0.16 0.37 5.00 0.05 1.87 1.92

15.75 0.16 0.37 5.00 0.05 1.86 1.92

15.80 0.17 0.37 5.00 0.05 1.86 1.91

15.85 0.17 0.37 5.00 0.05 1.86 1.91

15.90 0.17 0.37 5.00 0.05 1.85 1.91

15.95 0.18 0.37 5.00 0.05 1.85 1.90

16.00 0.18 0.37 5.00 0.05 1.85 1.90

16.05 0.18 0.37 5.00 0.05 1.85 1.90

16.10 0.19 0.37 5.00 0.05 1.84 1.89

16.15 0.19 0.37 5.00 0.05 1.84 1.89

16.20 0.19 0.37 5.00 0.05 1.84 1.89

16.25 0.19 0.37 5.00 0.05 1.84 1.89

16.30 0.20 0.37 5.00 0.05 1.83 1.88

16.35 0.20 0.37 5.00 0.05 1.83 1.88

16.40 0.20 0.37 5.00 0.05 1.83 1.88

16.45 0.21 0.37 5.00 0.05 1.83 1.88

16.50 0.21 0.37 5.00 0.05 1.82 1.88

16.55 0.21 0.37 5.00 0.05 1.82 1.87

16.60 0.22 0.37 5.00 0.05 1.82 1.87

16.65 0.22 0.37 5.00 0.05 1.82 1.87

16.70 0.22 0.37 5.00 0.05 1.82 1.87

16.75 0.23 0.37 5.00 0.05 1.82 1.87

16.80 0.23 0.37 5.00 0.05 1.81 1.87

16.85 0.23 0.37 5.00 0.05 1.81 1.86

16.90 0.24 0.37 5.00 0.05 1.81 1.86

16.95 0.24 0.37 5.00 0.05 1.81 1.86

17.00 0.24 0.37 5.00 0.05 1.81 1.86

17.05 0.25 0.37 5.00 0.05 1.81 1.86

17.10 0.25 0.37 5.00 0.05 1.81 1.86

17.15 0.26 0.37 5.00 0.05 1.80 1.85

17.20 0.26 0.37 5.00 0.05 1.80 1.85

17.25 0.26 0.37 5.00 0.05 1.80 1.85

17.30 0.27 0.37 5.00 0.05 1.80 1.85

17.35 0.27 0.37 5.00 0.05 1.80 1.85

17.40 0.28 0.37 5.00 0.05 1.80 1.85

17.45 0.28 0.37 5.00 0.05 1.80 1.85

17.50 0.29 0.37 5.00 0.05 1.79 1.85

17.55 0.29 0.37 5.00 0.05 1.79 1.84

17.60 0.29 0.37 5.00 0.05 1.79 1.84

17.65 0.29 0.37 5.00 0.05 1.79 1.84

17.70 0.29 0.37 5.00 0.05 1.79 1.84

17.75 0.30 0.37 5.00 0.05 1.79 1.84

City Council 18 – 910 10/3/2023
B-LGC-1.sum

17.80 0.30 0.37 5.00 0.05 1.79 1.84

17.85 0.30 0.37 5.00 0.05 1.79 1.84

17.90 0.30 0.37 5.00 0.05 1.79 1.84

17.95 0.30 0.37 5.00 0.05 1.78 1.84

18.00 0.30 0.37 5.00 0.05 1.78 1.83

18.05 0.30 0.37 5.00 0.05 1.78 1.83

18.10 0.30 0.37 5.00 0.05 1.78 1.83

18.15 0.30 0.37 5.00 0.05 1.78 1.83

18.20 0.30 0.37 5.00 0.05 1.78 1.83

18.25 0.29 0.37 5.00 0.05 1.78 1.83

18.30 0.29 0.37 5.00 0.05 1.78 1.83

18.35 0.29 0.37 5.00 0.05 1.78 1.83

18.40 0.29 0.37 5.00 0.05 1.77 1.83

18.45 0.29 0.37 5.00 0.05 1.77 1.82

18.50 0.28 0.37 5.00 0.05 1.77 1.82

18.55 0.28 0.37 5.00 0.05 1.77 1.82

18.60 0.28 0.37 5.00 0.05 1.77 1.82

18.65 0.28 0.37 5.00 0.05 1.77 1.82

18.70 0.28 0.37 5.00 0.05 1.77 1.82

18.75 0.27 0.37 5.00 0.05 1.77 1.82

18.80 0.27 0.37 5.00 0.05 1.76 1.81

18.85 0.27 0.37 5.00 0.05 1.76 1.81

18.90 0.27 0.37 5.00 0.05 1.76 1.81

18.95 0.26 0.37 5.00 0.05 1.76 1.81

19.00 0.26 0.37 5.00 0.05 1.76 1.81

19.05 0.26 0.37 5.00 0.05 1.76 1.81

19.10 0.26 0.37 5.00 0.05 1.75 1.81

19.15 0.25 0.37 5.00 0.05 1.75 1.80

19.20 0.25 0.37 5.00 0.05 1.75 1.80

19.25 0.25 0.37 5.00 0.05 1.75 1.80

19.30 0.24 0.37 5.00 0.05 1.75 1.80

19.35 0.24 0.37 5.00 0.05 1.75 1.80

19.40 0.24 0.37 5.00 0.05 1.74 1.79

19.45 0.23 0.37 5.00 0.05 1.74 1.79

19.50 0.23 0.37 5.00 0.05 1.74 1.79

19.55 0.22 0.37 5.00 0.05 1.74 1.79

19.60 0.22 0.37 5.00 0.05 1.74 1.79

19.65 0.22 0.37 5.00 0.05 1.73 1.78

19.70 0.22 0.37 5.00 0.05 1.73 1.78

19.75 0.22 0.37 5.00 0.05 1.73 1.78

19.80 0.22 0.37 5.00 0.05 1.73 1.78

19.85 0.22 0.37 5.00 0.05 1.72 1.77

19.90 0.22 0.37 5.00 0.05 1.72 1.77

19.95 0.22 0.37 5.00 0.05 1.72 1.77

20.00 0.22 0.37 5.00 0.05 1.71 1.77

20.05 0.22 0.37 5.00 0.05 1.71 1.76

20.10 0.21 0.37 5.00 0.05 1.71 1.76

20.15 0.21 0.37 5.00 0.05 1.71 1.76

20.20 0.21 0.37 5.00 0.05 1.70 1.75

20.25 0.22 0.37 5.00 0.05 1.70 1.75

20.30 0.22 0.37 5.00 0.05 1.70 1.75

20.35 0.23 0.37 5.00 0.05 1.70 1.75

20.40 0.23 0.37 5.00 0.05 1.69 1.74

20.45 0.24 0.37 5.00 0.05 1.69 1.74

20.50 0.24 0.37 5.00 0.05 1.69 1.74

20.55 0.24 0.37 5.00 0.05 1.69 1.74

20.60 0.25 0.37 5.00 0.05 1.68 1.74

20.65 0.25 0.37 5.00 0.05 1.68 1.73

20.70 0.25 0.37 5.00 0.05 1.68 1.73

20.75 0.26 0.37 5.00 0.05 1.68 1.73

20.80 0.26 0.37 5.00 0.05 1.68 1.73

20.85 0.26 0.37 5.00 0.05 1.67 1.73

20.90 0.26 0.37 5.00 0.05 1.67 1.72

City Council 18 – 911 10/3/2023
B-LGC-1.sum

20.95 0.26 0.37 5.00 0.05 1.67 1.72

21.00 0.26 0.37 5.00 0.05 1.67 1.72

21.05 0.27 0.37 5.00 0.05 1.67 1.72

21.10 0.27 0.37 5.00 0.05 1.67 1.72

21.15 0.27 0.37 5.00 0.05 1.66 1.71

21.20 0.27 0.37 5.00 0.05 1.66 1.71

21.25 0.27 0.37 5.00 0.05 1.66 1.71

21.30 0.27 0.37 5.00 0.05 1.66 1.71

21.35 0.26 0.37 5.00 0.05 1.66 1.71

21.40 0.26 0.37 5.00 0.05 1.65 1.71

21.45 0.26 0.37 5.00 0.05 1.65 1.70

21.50 0.25 0.37 5.00 0.05 1.65 1.70

21.55 0.25 0.37 5.00 0.05 1.65 1.70

21.60 0.25 0.37 5.00 0.05 1.65 1.70

21.65 0.25 0.37 5.00 0.05 1.65 1.70

21.70 0.24 0.37 5.00 0.05 1.64 1.69

21.75 0.24 0.37 5.00 0.05 1.64 1.69

21.80 0.24 0.37 5.00 0.05 1.64 1.69

21.85 0.23 0.37 5.00 0.05 1.64 1.69

21.90 0.23 0.37 5.00 0.05 1.64 1.69

21.95 0.23 0.37 5.00 0.05 1.64 1.69

22.00 0.23 0.37 5.00 0.05 1.64 1.69

22.05 0.22 0.37 5.00 0.05 1.64 1.69

22.10 0.22 0.37 5.00 0.05 1.63 1.69

22.15 0.22 0.37 5.00 0.05 1.63 1.68

22.20 0.22 0.37 5.00 0.05 1.63 1.68

22.25 0.22 0.37 5.00 0.05 1.63 1.68

22.30 0.21 0.37 5.00 0.05 1.63 1.68

22.35 0.21 0.37 5.00 0.05 1.63 1.68

22.40 0.21 0.37 5.00 0.05 1.63 1.68

22.45 0.21 0.37 5.00 0.05 1.63 1.68

22.50 0.20 0.37 5.00 0.05 1.62 1.67

22.55 0.20 0.37 5.00 0.05 1.62 1.67

22.60 0.20 0.37 5.00 0.05 1.62 1.67

22.65 0.20 0.37 5.00 0.05 1.62 1.67

22.70 0.20 0.37 5.00 0.05 1.62 1.67

22.75 0.20 0.37 5.00 0.05 1.62 1.67

22.80 0.19 0.36 5.00 0.05 1.61 1.67

22.85 0.19 0.36 5.00 0.05 1.61 1.66

22.90 0.19 0.36 5.00 0.05 1.61 1.66

22.95 0.19 0.36 5.00 0.05 1.61 1.66

23.00 0.19 0.36 5.00 0.05 1.61 1.66

23.05 0.19 0.36 5.00 0.05 1.61 1.66

23.10 0.18 0.36 5.00 0.05 1.60 1.65

23.15 0.18 0.36 5.00 0.05 1.60 1.65

23.20 0.18 0.36 5.00 0.05 1.60 1.65

23.25 0.18 0.36 5.00 0.05 1.60 1.65

23.30 0.18 0.36 5.00 0.05 1.60 1.65

23.35 0.18 0.36 5.00 0.05 1.59 1.64

23.40 0.18 0.36 5.00 0.05 1.59 1.64

23.45 0.17 0.36 5.00 0.05 1.59 1.64

23.50 0.17 0.36 5.00 0.05 1.59 1.64

23.55 0.17 0.36 5.00 0.05 1.58 1.64

23.60 0.17 0.36 5.00 0.05 1.58 1.63

23.65 0.17 0.36 5.00 0.05 1.58 1.63

23.70 0.17 0.36 5.00 0.05 1.58 1.63

23.75 0.16 0.36 5.00 0.05 1.57 1.63

23.80 0.16 0.36 5.00 0.05 1.57 1.62

23.85 0.16 0.36 5.00 0.05 1.57 1.62

23.90 0.16 0.36 5.00 0.05 1.57 1.62

23.95 0.16 0.36 5.00 0.05 1.56 1.61

24.00 0.16 0.36 5.00 0.05 1.56 1.61

24.05 0.16 0.36 5.00 0.05 1.56 1.61

City Council 18 – 912 10/3/2023
B-LGC-1.sum

24.10 0.15 0.36 5.00 0.05 1.56 1.61

24.15 0.15 0.36 5.00 0.05 1.55 1.60

24.20 0.15 0.36 5.00 0.05 1.55 1.60

24.25 0.15 0.36 5.00 0.05 1.55 1.60

24.30 0.15 0.36 5.00 0.05 1.54 1.59

24.35 0.15 0.36 5.00 0.05 1.54 1.59

24.40 0.15 0.36 5.00 0.05 1.54 1.59

24.45 0.14 0.36 5.00 0.05 1.53 1.58

24.50 0.14 0.36 5.00 0.05 1.53 1.58

24.55 0.14 0.36 5.00 0.05 1.52 1.57

24.60 0.14 0.36 5.00 0.05 1.52 1.57

24.65 0.14 0.36 5.00 0.05 1.52 1.57

24.70 0.14 0.36 5.00 0.05 1.51 1.56

24.75 0.14 0.36 5.00 0.05 1.51 1.56

24.80 0.13 0.36 5.00 0.05 1.50 1.55

24.85 0.13 0.36 5.00 0.05 1.50 1.55

24.90 0.13 0.36 5.00 0.05 1.49 1.54

24.95 0.13 0.36 5.00 0.05 1.49 1.54

25.00 0.13 0.36 5.00 0.05 1.48 1.53

25.05 0.13 0.36 5.00 0.05 1.48 1.53

25.10 0.13 0.36 5.00 0.05 1.47 1.52

25.15 0.13 0.36 5.00 0.05 1.47 1.52

25.20 0.13 0.36 5.00 0.05 1.46 1.51

25.25 0.13 0.36 5.00 0.05 1.46 1.51

25.30 0.13 0.36 5.00 0.05 1.45 1.50

25.35 0.13 0.36 5.00 0.05 1.45 1.50

25.40 0.13 0.36 5.00 0.05 1.44 1.49

25.45 0.12 0.36 5.00 0.05 1.44 1.49

25.50 0.12 0.36 5.00 0.05 1.43 1.48

25.55 0.12 0.36 5.00 0.05 1.43 1.48

25.60 0.12 0.36 5.00 0.05 1.42 1.47

25.65 0.12 0.36 5.00 0.05 1.41 1.46

25.70 0.12 0.36 5.00 0.05 1.41 1.46

25.75 0.12 0.36 5.00 0.05 1.40 1.45

25.80 0.12 0.36 5.00 0.05 1.40 1.45

25.85 0.12 0.36 5.00 0.05 1.39 1.44

25.90 0.12 0.36 5.00 0.05 1.38 1.44

25.95 0.12 0.36 5.00 0.05 1.38 1.43

26.00 0.12 0.36 5.00 0.05 1.37 1.42

26.05 0.12 0.36 5.00 0.05 1.37 1.42

26.10 0.12 0.36 5.00 0.05 1.36 1.41

26.15 0.12 0.36 5.00 0.05 1.35 1.40

26.20 0.12 0.36 5.00 0.05 1.35 1.40

26.25 0.12 0.36 5.00 0.05 1.34 1.39

26.30 0.12 0.36 5.00 0.05 1.33 1.39

26.35 0.12 0.36 5.00 0.05 1.33 1.38

26.40 0.12 0.36 5.00 0.05 1.32 1.37

26.45 0.12 0.36 5.00 0.05 1.31 1.37

26.50 0.12 0.36 5.00 0.05 1.31 1.36

26.55 0.12 0.36 5.00 0.05 1.30 1.35

26.60 0.12 0.36 5.00 0.05 1.29 1.35

26.65 0.12 0.36 5.00 0.05 1.29 1.34

26.70 0.12 0.36 5.00 0.05 1.28 1.33

26.75 0.12 0.36 5.00 0.05 1.27 1.32

26.80 0.12 0.36 5.00 0.05 1.27 1.32

26.85 0.12 0.36 5.00 0.05 1.26 1.31

26.90 0.12 0.36 5.00 0.05 1.25 1.30

26.95 0.12 0.36 5.00 0.05 1.24 1.30

27.00 0.12 0.36 5.00 0.05 1.24 1.29

27.05 0.11 0.36 5.00 0.05 1.23 1.28

27.10 0.11 0.36 5.00 0.05 1.22 1.27

27.15 0.11 0.36 5.00 0.05 1.21 1.27

27.20 0.11 0.36 5.00 0.05 1.21 1.26

City Council 18 – 913 10/3/2023
B-LGC-1.sum

27.25 0.11 0.36 5.00 0.05 1.20 1.25

27.30 0.11 0.36 5.00 0.05 1.19 1.24

27.35 0.11 0.36 5.00 0.05 1.18 1.23

27.40 0.11 0.36 5.00 0.05 1.18 1.23

27.45 0.11 0.36 5.00 0.05 1.17 1.22

27.50 0.11 0.36 5.00 0.05 1.16 1.21

27.55 0.11 0.36 5.00 0.05 1.15 1.20

27.60 0.11 0.36 5.00 0.05 1.14 1.19

27.65 0.11 0.36 5.00 0.05 1.13 1.18

27.70 0.11 0.36 5.00 0.05 1.13 1.18

27.75 0.11 0.36 5.00 0.05 1.12 1.17

27.80 0.11 0.36 5.00 0.05 1.11 1.16

27.85 0.11 0.36 5.00 0.05 1.10 1.15

27.90 0.11 0.36 5.00 0.05 1.09 1.14

27.95 0.11 0.36 5.00 0.05 1.08 1.13

28.00 0.11 0.36 5.00 0.05 1.08 1.13

28.05 0.11 0.36 5.00 0.05 1.07 1.12

28.10 0.11 0.36 5.00 0.05 1.06 1.11

28.15 0.11 0.36 5.00 0.05 1.05 1.10

28.20 0.11 0.36 5.00 0.05 1.04 1.09

28.25 0.11 0.36 5.00 0.05 1.04 1.09

28.30 0.11 0.36 5.00 0.05 1.03 1.08

28.35 0.11 0.36 5.00 0.05 1.02 1.07

28.40 0.11 0.36 5.00 0.05 1.01 1.06

28.45 0.11 0.36 5.00 0.05 1.00 1.05

28.50 0.11 0.36 5.00 0.05 0.99 1.05

28.55 0.11 0.36 5.00 0.05 0.99 1.04

28.60 0.11 0.36 5.00 0.05 0.98 1.03

28.65 0.11 0.36 5.00 0.05 0.97 1.02

28.70 0.11 0.36 5.00 0.05 0.96 1.01

28.75 0.11 0.36 5.00 0.05 0.95 1.00

28.80 0.11 0.36 5.00 0.05 0.94 0.99

28.85 0.11 0.36 5.00 0.05 0.94 0.99

28.90 0.11 0.36 5.00 0.05 0.93 0.98

28.95 0.11 0.36 5.00 0.05 0.92 0.97

29.00 0.11 0.36 5.00 0.05 0.91 0.96

29.05 0.11 0.36 5.00 0.05 0.90 0.95

29.10 0.11 0.36 5.00 0.05 0.89 0.94

29.15 0.11 0.36 5.00 0.05 0.88 0.93

29.20 0.11 0.36 5.00 0.05 0.87 0.93

29.25 0.11 0.36 5.00 0.05 0.87 0.92

29.30 0.11 0.36 5.00 0.05 0.86 0.91

29.35 0.11 0.36 5.00 0.05 0.85 0.90

29.40 0.11 0.36 5.00 0.05 0.84 0.89

29.45 0.11 0.36 5.00 0.05 0.83 0.88

29.50 0.11 0.36 5.00 0.05 0.82 0.87

29.55 0.11 0.36 5.00 0.05 0.81 0.86

29.60 0.11 0.36 5.00 0.05 0.80 0.85

29.65 0.11 0.36 5.00 0.05 0.79 0.84

29.70 0.11 0.36 5.00 0.05 0.78 0.83

29.75 0.11 0.36 5.00 0.05 0.77 0.83

29.80 0.11 0.36 5.00 0.05 0.77 0.82

29.85 0.11 0.36 5.00 0.05 0.76 0.81

29.90 0.11 0.36 5.00 0.05 0.75 0.80

29.95 0.11 0.36 5.00 0.05 0.74 0.79

30.00 0.11 0.36 5.00 0.05 0.73 0.78

30.05 0.11 0.36 5.00 0.05 0.72 0.77

30.10 0.11 0.36 5.00 0.05 0.71 0.76

30.15 0.11 0.36 5.00 0.05 0.70 0.75

30.20 0.11 0.36 5.00 0.05 0.69 0.74

30.25 0.11 0.36 5.00 0.05 0.68 0.73

30.30 0.11 0.36 5.00 0.05 0.67 0.72

30.35 0.12 0.36 5.00 0.05 0.66 0.71

City Council 18 – 914 10/3/2023
B-LGC-1.sum

30.40 0.12 0.36 5.00 0.05 0.65 0.71

30.45 0.12 0.36 5.00 0.05 0.65 0.70

30.50 0.12 0.36 5.00 0.05 0.64 0.69

30.55 0.12 0.36 5.00 0.05 0.63 0.68

30.60 0.12 0.36 5.00 0.05 0.62 0.67

30.65 0.12 0.36 5.00 0.05 0.61 0.66

30.70 0.12 0.36 5.00 0.05 0.60 0.65

30.75 0.12 0.36 5.00 0.05 0.59 0.65

30.80 0.12 0.36 5.00 0.05 0.59 0.64

30.85 0.12 0.36 5.00 0.05 0.58 0.63

30.90 0.12 0.36 5.00 0.05 0.57 0.62

30.95 0.12 0.36 5.00 0.05 0.56 0.61

31.00 0.12 0.36 5.00 0.05 0.55 0.60

31.05 0.12 0.36 5.00 0.05 0.54 0.60

31.10 0.12 0.35 5.00 0.05 0.54 0.59

31.15 0.12 0.35 5.00 0.05 0.53 0.58

31.20 0.12 0.35 5.00 0.05 0.52 0.57

31.25 0.12 0.35 5.00 0.05 0.51 0.56

31.30 0.12 0.35 5.00 0.05 0.51 0.56

31.35 0.12 0.35 5.00 0.05 0.50 0.55

31.40 0.12 0.35 5.00 0.05 0.49 0.54

31.45 0.12 0.35 5.00 0.05 0.48 0.53

31.50 0.12 0.35 5.00 0.05 0.48 0.53

31.55 0.12 0.35 5.00 0.05 0.47 0.52

31.60 0.13 0.35 5.00 0.05 0.46 0.51

31.65 0.13 0.35 5.00 0.05 0.45 0.50

31.70 0.13 0.35 5.00 0.05 0.45 0.50

31.75 0.13 0.35 5.00 0.05 0.44 0.49

31.80 0.13 0.35 5.00 0.05 0.43 0.48

31.85 0.13 0.35 5.00 0.05 0.42 0.48

31.90 0.13 0.35 5.00 0.05 0.42 0.47

31.95 0.13 0.35 5.00 0.05 0.41 0.46

32.00 0.13 0.35 5.00 0.05 0.40 0.45

32.05 0.13 0.35 5.00 0.05 0.40 0.45

32.10 0.13 0.35 5.00 0.05 0.39 0.44

32.15 0.13 0.35 5.00 0.05 0.38 0.43

32.20 0.13 0.35 5.00 0.05 0.38 0.43

32.25 0.13 0.35 5.00 0.05 0.37 0.42

32.30 0.13 0.35 5.00 0.05 0.36 0.41

32.35 0.13 0.35 5.00 0.05 0.36 0.41

32.40 0.13 0.35 5.00 0.05 0.35 0.40

32.45 0.13 0.35 5.00 0.05 0.34 0.39

32.50 0.13 0.35 5.00 0.05 0.34 0.39

32.55 0.13 0.35 5.00 0.05 0.33 0.38

32.60 0.14 0.35 5.00 0.05 0.32 0.37

32.65 0.14 0.35 5.00 0.05 0.32 0.37

32.70 0.14 0.35 5.00 0.05 0.31 0.36

32.75 0.14 0.35 5.00 0.05 0.31 0.36

32.80 0.14 0.35 5.00 0.05 0.30 0.35

32.85 0.14 0.35 5.00 0.05 0.29 0.34

32.90 0.14 0.35 5.00 0.05 0.29 0.34

32.95 0.14 0.35 5.00 0.05 0.28 0.33

33.00 0.14 0.35 5.00 0.05 0.28 0.33

33.05 0.14 0.35 5.00 0.05 0.27 0.32

33.10 0.14 0.35 5.00 0.05 0.27 0.32

33.15 0.14 0.35 5.00 0.05 0.26 0.31

33.20 0.15 0.35 5.00 0.05 0.26 0.31

33.25 0.15 0.35 5.00 0.05 0.25 0.30

33.30 0.15 0.35 5.00 0.05 0.25 0.30

33.35 0.15 0.35 5.00 0.05 0.24 0.29

33.40 0.15 0.35 5.00 0.05 0.24 0.29

33.45 0.15 0.35 5.00 0.05 0.23 0.28

33.50 0.15 0.35 5.00 0.05 0.23 0.28

City Council 18 – 915 10/3/2023
B-LGC-1.sum

33.55 0.15 0.35 5.00 0.05 0.22 0.27

33.60 0.15 0.35 5.00 0.05 0.22 0.27

33.65 0.15 0.35 5.00 0.05 0.21 0.26

33.70 0.15 0.35 5.00 0.05 0.21 0.26

33.75 0.15 0.35 5.00 0.05 0.20 0.25

33.80 0.15 0.35 5.00 0.05 0.20 0.25

33.85 0.15 0.35 5.00 0.05 0.19 0.24

33.90 0.15 0.35 5.00 0.05 0.19 0.24

33.95 0.15 0.35 5.00 0.05 0.18 0.23

34.00 0.15 0.35 5.00 0.05 0.18 0.23

34.05 0.15 0.35 5.00 0.05 0.17 0.22

34.10 0.15 0.35 5.00 0.05 0.17 0.22

34.15 0.15 0.35 5.00 0.05 0.16 0.22

34.20 0.15 0.35 5.00 0.05 0.16 0.21

34.25 0.15 0.35 5.00 0.05 0.15 0.21

34.30 0.15 0.34 5.00 0.05 0.15 0.20

34.35 0.15 0.34 5.00 0.05 0.15 0.20

34.40 0.15 0.34 5.00 0.05 0.14 0.19

34.45 0.15 0.34 5.00 0.05 0.14 0.19

34.50 0.15 0.34 5.00 0.05 0.13 0.18

34.55 0.15 0.34 5.00 0.05 0.13 0.18

34.60 0.14 0.34 5.00 0.05 0.12 0.17

34.65 0.14 0.34 5.00 0.05 0.12 0.17

34.70 0.14 0.34 5.00 0.05 0.11 0.16

34.75 0.14 0.34 5.00 0.05 0.10 0.16

34.80 0.14 0.34 5.00 0.05 0.10 0.15

34.85 0.14 0.34 5.00 0.05 0.09 0.14

34.90 0.14 0.34 5.00 0.05 0.09 0.14

34.95 0.14 0.34 5.00 0.05 0.08 0.13

35.00 0.14 0.34 5.00 0.05 0.08 0.13

35.05 0.15 0.34 5.00 0.05 0.07 0.12

35.10 0.16 0.34 5.00 0.05 0.06 0.12

35.15 0.17 0.34 5.00 0.05 0.06 0.11

35.20 0.18 0.34 5.00 0.05 0.06 0.11

35.25 0.19 0.34 5.00 0.05 0.05 0.10

35.30 0.20 0.34 5.00 0.05 0.05 0.10

35.35 0.21 0.34 5.00 0.05 0.05 0.10

35.40 0.22 0.34 5.00 0.05 0.05 0.10

35.45 0.24 0.34 5.00 0.05 0.04 0.10

35.50 0.25 0.34 5.00 0.05 0.04 0.09

35.55 0.27 0.34 5.00 0.05 0.04 0.09

35.60 0.29 0.34 5.00 0.05 0.04 0.09

35.65 0.31 0.34 5.00 0.05 0.04 0.09

35.70 0.34 0.34 5.00 0.05 0.04 0.09

35.75 0.45 0.34 5.00 0.05 0.04 0.09

35.80 1.80 0.34 5.00 0.05 0.04 0.09

35.85 1.80 0.34 5.00 0.05 0.03 0.09

35.90 1.80 0.34 5.00 0.05 0.03 0.08

35.95 1.80 0.34 5.00 0.05 0.03 0.08

36.00 1.80 0.34 5.00 0.05 0.03 0.08

36.05 1.80 0.34 5.00 0.05 0.03 0.08

36.10 1.80 0.34 5.00 0.05 0.03 0.08

36.15 1.80 0.34 5.00 0.05 0.03 0.08

36.20 1.80 0.34 5.00 0.05 0.03 0.08

36.25 1.80 0.34 5.00 0.05 0.03 0.08

36.30 1.80 0.34 5.00 0.05 0.03 0.08

36.35 1.80 0.34 5.00 0.05 0.03 0.08

36.40 1.80 0.34 5.00 0.05 0.03 0.08

36.45 1.80 0.34 5.00 0.05 0.03 0.08

36.50 1.80 0.34 5.00 0.05 0.03 0.08

36.55 1.80 0.34 5.00 0.05 0.03 0.08

36.60 1.80 0.34 5.00 0.05 0.03 0.08

36.65 1.80 0.34 5.00 0.05 0.03 0.08

City Council 18 – 916 10/3/2023
B-LGC-1.sum

36.70 1.80 0.34 5.00 0.05 0.03 0.08

36.75 1.80 0.34 5.00 0.05 0.03 0.08

36.80 1.79 0.34 5.00 0.05 0.03 0.08

36.85 1.79 0.34 5.00 0.05 0.03 0.08

36.90 1.79 0.34 5.00 0.05 0.02 0.08

36.95 1.79 0.34 5.00 0.05 0.02 0.08

37.00 1.79 0.34 5.00 0.05 0.02 0.08

37.05 1.79 0.34 5.00 0.05 0.02 0.07

37.10 1.79 0.34 5.00 0.05 0.02 0.07

37.15 1.79 0.34 5.00 0.05 0.02 0.07

37.20 1.79 0.34 5.00 0.05 0.02 0.07

37.25 1.79 0.34 5.00 0.05 0.02 0.07

37.30 1.79 0.34 5.00 0.05 0.02 0.07

37.35 1.79 0.34 5.00 0.05 0.02 0.07

37.40 1.79 0.34 5.00 0.05 0.02 0.07

37.45 1.79 0.34 5.00 0.05 0.02 0.07

37.50 1.79 0.33 5.00 0.05 0.02 0.07

37.55 1.79 0.33 5.00 0.05 0.02 0.07

37.60 1.79 0.33 5.00 0.05 0.02 0.07

37.65 1.79 0.33 5.00 0.05 0.02 0.07

37.70 1.79 0.33 5.00 0.05 0.02 0.07

37.75 1.79 0.33 5.00 0.05 0.02 0.07

37.80 1.79 0.33 5.00 0.05 0.02 0.07

37.85 1.79 0.33 5.00 0.05 0.02 0.07

37.90 1.78 0.33 5.00 0.05 0.02 0.07

37.95 1.78 0.33 5.00 0.05 0.02 0.07

38.00 1.78 0.33 5.00 0.05 0.02 0.07

38.05 1.78 0.33 5.00 0.05 0.02 0.07

38.10 1.78 0.33 5.00 0.05 0.02 0.07

38.15 1.78 0.33 5.00 0.05 0.02 0.07

38.20 1.78 0.33 5.00 0.05 0.02 0.07

38.25 1.78 0.33 5.00 0.05 0.02 0.07

38.30 1.78 0.33 5.00 0.05 0.02 0.07

38.35 1.78 0.33 5.00 0.05 0.02 0.07

38.40 1.78 0.33 5.00 0.05 0.02 0.07

38.45 1.78 0.33 5.00 0.05 0.02 0.07

38.50 1.78 0.33 5.00 0.05 0.02 0.07

38.55 1.78 0.33 5.00 0.05 0.01 0.07

38.60 1.78 0.33 5.00 0.05 0.01 0.07

38.65 1.78 0.33 5.00 0.05 0.01 0.06

38.70 1.78 0.33 5.00 0.05 0.01 0.06

38.75 1.78 0.33 5.00 0.05 0.01 0.06

38.80 1.78 0.33 5.00 0.05 0.01 0.06

38.85 1.78 0.33 5.00 0.05 0.01 0.06

38.90 1.78 0.33 5.00 0.05 0.01 0.06

38.95 1.77 0.33 5.00 0.05 0.01 0.06

39.00 1.77 0.33 5.00 0.05 0.01 0.06

39.05 1.77 0.33 5.00 0.05 0.01 0.06

39.10 1.77 0.33 5.00 0.05 0.01 0.06

39.15 1.77 0.33 5.00 0.05 0.01 0.06

39.20 1.77 0.33 5.00 0.05 0.01 0.06

39.25 1.77 0.33 5.00 0.05 0.01 0.06

39.30 1.77 0.33 5.00 0.05 0.01 0.06

39.35 1.77 0.33 5.00 0.05 0.01 0.06

39.40 1.77 0.33 5.00 0.05 0.01 0.06

39.45 1.77 0.33 5.00 0.05 0.01 0.06

39.50 1.77 0.33 5.00 0.05 0.01 0.06

39.55 1.77 0.33 5.00 0.05 0.01 0.06

39.60 1.77 0.33 5.00 0.05 0.01 0.06

39.65 1.77 0.33 5.00 0.05 0.01 0.06

39.70 1.77 0.33 5.00 0.05 0.01 0.06

39.75 1.77 0.33 5.00 0.05 0.00 0.06

39.80 1.77 0.33 5.00 0.05 0.00 0.05

City Council 18 – 917 10/3/2023
B-LGC-1.sum

39.85 1.77 0.33 5.00 0.05 0.00 0.05

39.90 1.77 0.33 5.00 0.05 0.00 0.05

39.95 1.77 0.33 5.00 0.05 0.00 0.05

40.00 1.77 0.33 5.00 0.05 0.00 0.05

40.05 1.76 0.33 5.00 0.05 0.00 0.05

40.10 1.76 0.33 5.00 0.05 0.00 0.05

40.15 1.76 0.33 5.00 0.05 0.00 0.05

40.20 1.76 0.33 5.00 0.05 0.00 0.05

40.25 1.76 0.33 5.00 0.05 0.00 0.05

40.30 1.76 0.33 5.00 0.05 0.00 0.05

40.35 1.76 0.33 5.00 0.05 0.00 0.05

40.40 1.76 0.33 5.00 0.05 0.00 0.05

40.45 1.76 0.33 5.00 0.05 0.00 0.05

40.50 1.76 0.33 5.00 0.05 0.00 0.05

40.55 1.76 0.33 5.00 0.05 0.00 0.05

40.60 1.76 0.33 5.00 0.05 0.00 0.05

40.65 1.76 0.33 5.00 0.05 0.00 0.05

40.70 1.76 0.33 5.00 0.05 0.00 0.05

40.75 1.76 0.33 5.00 0.05 0.00 0.05

40.80 1.76 0.33 5.00 0.05 0.00 0.05

40.85 1.76 0.33 5.00 0.05 0.00 0.05

40.90 1.76 0.33 5.00 0.05 0.00 0.05

40.95 1.76 0.33 5.00 0.05 0.00 0.05

41.00 1.76 0.33 5.00 0.05 0.00 0.05

41.05 1.76 0.33 5.00 0.05 0.00 0.05

41.10 1.76 0.33 5.00 0.05 0.00 0.05

41.15 1.76 0.33 5.00 0.05 0.00 0.05

41.20 1.75 0.33 5.00 0.05 0.00 0.05

41.25 1.75 0.33 5.00 0.05 0.00 0.05

41.30 1.75 0.33 5.00 0.05 0.00 0.05

41.35 1.75 0.33 5.00 0.05 0.00 0.05

41.40 1.75 0.33 5.00 0.05 0.00 0.05

41.45 1.75 0.33 5.00 0.05 0.00 0.05

41.50 1.75 0.33 5.00 0.05 0.00 0.05

41.55 1.75 0.33 5.00 0.05 0.00 0.05

41.60 1.75 0.33 5.00 0.05 0.00 0.05

41.65 1.75 0.33 5.00 0.05 0.00 0.05

41.70 1.75 0.33 5.00 0.05 0.00 0.05

41.75 1.75 0.33 5.00 0.05 0.00 0.05

41.80 1.75 0.33 5.00 0.05 0.00 0.05

41.85 1.75 0.33 5.00 0.05 0.00 0.05

41.90 1.75 0.33 5.00 0.05 0.00 0.05

41.95 1.75 0.33 5.00 0.05 0.00 0.05

42.00 1.75 0.33 5.00 0.05 0.00 0.05

42.05 1.75 0.33 5.00 0.05 0.00 0.05

42.10 1.75 0.33 5.00 0.05 0.00 0.05

42.15 1.75 0.33 5.00 0.05 0.00 0.05

42.20 1.75 0.33 5.00 0.05 0.00 0.05

42.25 1.75 0.33 5.00 0.05 0.00 0.05

42.30 1.74 0.33 5.00 0.05 0.00 0.05

42.35 1.74 0.33 5.00 0.05 0.00 0.05

42.40 1.74 0.33 5.00 0.05 0.00 0.05

42.45 1.74 0.33 5.00 0.05 0.00 0.05

42.50 1.74 0.33 5.00 0.05 0.00 0.05

42.55 1.74 0.33 5.00 0.05 0.00 0.05

42.60 1.74 0.33 5.00 0.05 0.00 0.05

42.65 1.74 0.33 5.00 0.05 0.00 0.05

42.70 1.74 0.33 5.00 0.05 0.00 0.05

42.75 1.74 0.33 5.00 0.05 0.00 0.05

42.80 1.74 0.33 5.00 0.05 0.00 0.05

42.85 1.74 0.33 5.00 0.05 0.00 0.05

42.90 1.74 0.33 5.00 0.05 0.00 0.05

42.95 1.74 0.33 5.00 0.05 0.00 0.05

City Council 18 – 918 10/3/2023
B-LGC-1.sum

43.00 1.74 0.33 5.00 0.05 0.00 0.05

43.05 1.74 0.33 5.00 0.05 0.00 0.05

43.10 1.74 0.33 5.00 0.05 0.00 0.05

43.15 1.74 0.33 5.00 0.05 0.00 0.05

43.20 1.74 0.33 5.00 0.05 0.00 0.05

43.25 1.74 0.33 5.00 0.05 0.00 0.05

43.30 1.74 0.33 5.00 0.05 0.00 0.05

43.35 1.74 0.33 5.00 0.05 0.00 0.05

43.40 1.74 0.33 5.00 0.05 0.00 0.05

43.45 1.73 0.33 5.00 0.05 0.00 0.05

43.50 1.73 0.33 5.00 0.05 0.00 0.05

43.55 1.73 0.33 5.00 0.05 0.00 0.05

43.60 1.73 0.33 5.00 0.05 0.00 0.05

43.65 1.73 0.33 5.00 0.05 0.00 0.05

43.70 1.73 0.33 5.00 0.05 0.00 0.05

43.75 1.73 0.33 5.00 0.05 0.00 0.05

43.80 1.73 0.33 5.00 0.05 0.00 0.05

43.85 1.73 0.33 5.00 0.05 0.00 0.05

43.90 1.73 0.33 5.00 0.05 0.00 0.05

43.95 1.73 0.33 5.00 0.05 0.00 0.05

44.00 0.40 0.33 1.22 0.05 0.00 0.05

44.05 0.38 0.33 1.15 0.05 0.00 0.05

44.10 0.37 0.33 1.11 0.05 0.00 0.05

44.15 0.36 0.33 1.08 0.04 0.00 0.04

44.20 0.35 0.33 1.05 0.04 0.00 0.04

44.25 0.34 0.33 1.03 0.04 0.00 0.04

44.30 0.34 0.33 1.01 0.04 0.00 0.04

44.35 0.33 0.33 1.00* 0.04 0.00 0.04

44.40 0.33 0.33 0.98* 0.04 0.00 0.04

44.45 0.32 0.33 0.97* 0.04 0.00 0.04

44.50 0.32 0.33 0.96* 0.04 0.00 0.04

44.55 0.31 0.33 0.95* 0.04 0.00 0.04

44.60 0.31 0.33 0.94* 0.03 0.00 0.03

44.65 0.31 0.33 0.93* 0.03 0.00 0.03

44.70 0.30 0.33 0.92* 0.03 0.00 0.03

44.75 0.30 0.33 0.91* 0.03 0.00 0.03

44.80 0.30 0.33 0.90* 0.03 0.00 0.03

44.85 0.30 0.33 0.89* 0.03 0.00 0.03

44.90 0.29 0.33 0.88* 0.03 0.00 0.03

44.95 0.29 0.33 0.87* 0.02 0.00 0.02

45.00 0.29 0.33 0.87* 0.02 0.00 0.02

45.05 0.29 0.33 0.88* 0.02 0.00 0.02

45.10 0.30 0.33 0.89* 0.01 0.00 0.01

45.15 0.30 0.33 0.91* 0.01 0.00 0.01

45.20 0.31 0.33 0.93* 0.01 0.00 0.01

45.25 0.32 0.33 0.95* 0.01 0.00 0.01

45.30 0.32 0.33 0.97* 0.01 0.00 0.01

45.35 0.33 0.33 1.00* 0.01 0.00 0.01

45.40 0.34 0.33 1.03 0.01 0.00 0.01

45.45 0.36 0.33 1.08 0.01 0.00 0.01

45.50 0.38 0.33 1.15 0.00 0.00 0.00

45.55 1.72 0.33 5.00 0.00 0.00 0.00

45.60 1.72 0.33 5.00 0.00 0.00 0.00

45.65 1.72 0.33 5.00 0.00 0.00 0.00

45.70 1.72 0.33 5.00 0.00 0.00 0.00

45.75 1.72 0.33 5.00 0.00 0.00 0.00

45.80 1.71 0.33 5.00 0.00 0.00 0.00

45.85 1.71 0.33 5.00 0.00 0.00 0.00

45.90 1.71 0.33 5.00 0.00 0.00 0.00

45.95 1.71 0.33 5.00 0.00 0.00 0.00

46.00 1.71 0.33 5.00 0.00 0.00 0.00

46.05 1.71 0.33 5.00 0.00 0.00 0.00

46.10 1.71 0.33 5.00 0.00 0.00 0.00

City Council 18 – 919 10/3/2023
B-LGC-1.sum

46.15 1.71 0.33 5.00 0.00 0.00 0.00

46.20 1.71 0.33 5.00 0.00 0.00 0.00

46.25 1.71 0.33 5.00 0.00 0.00 0.00

46.30 1.71 0.33 5.00 0.00 0.00 0.00

46.35 1.71 0.33 5.00 0.00 0.00 0.00

46.40 1.71 0.33 5.00 0.00 0.00 0.00

46.45 1.71 0.33 5.00 0.00 0.00 0.00

46.50 1.71 0.33 5.00 0.00 0.00 0.00

46.55 1.71 0.33 5.00 0.00 0.00 0.00

46.60 1.71 0.33 5.00 0.00 0.00 0.00

46.65 1.71 0.33 5.00 0.00 0.00 0.00

46.70 1.71 0.33 5.00 0.00 0.00 0.00

46.75 1.71 0.33 5.00 0.00 0.00 0.00

46.80 1.71 0.33 5.00 0.00 0.00 0.00

46.85 1.71 0.33 5.00 0.00 0.00 0.00

46.90 1.71 0.33 5.00 0.00 0.00 0.00

46.95 1.71 0.33 5.00 0.00 0.00 0.00

47.00 1.70 0.33 5.00 0.00 0.00 0.00

47.05 1.70 0.33 5.00 0.00 0.00 0.00

47.10 1.70 0.33 5.00 0.00 0.00 0.00

47.15 1.70 0.33 5.00 0.00 0.00 0.00

47.20 1.70 0.33 5.00 0.00 0.00 0.00

47.25 1.70 0.33 5.00 0.00 0.00 0.00

47.30 1.70 0.33 5.00 0.00 0.00 0.00

47.35 1.70 0.33 5.00 0.00 0.00 0.00

47.40 1.70 0.33 5.00 0.00 0.00 0.00

47.45 1.70 0.33 5.00 0.00 0.00 0.00

47.50 1.70 0.33 5.00 0.00 0.00 0.00

47.55 1.70 0.33 5.00 0.00 0.00 0.00

47.60 1.70 0.33 5.00 0.00 0.00 0.00

47.65 1.70 0.33 5.00 0.00 0.00 0.00

47.70 1.70 0.33 5.00 0.00 0.00 0.00

47.75 1.70 0.33 5.00 0.00 0.00 0.00

47.80 1.70 0.33 5.00 0.00 0.00 0.00

47.85 1.70 0.33 5.00 0.00 0.00 0.00

47.90 1.70 0.33 5.00 0.00 0.00 0.00

47.95 1.70 0.33 5.00 0.00 0.00 0.00

48.00 1.70 0.33 5.00 0.00 0.00 0.00

48.05 1.70 0.33 5.00 0.00 0.00 0.00

48.10 1.70 0.33 5.00 0.00 0.00 0.00

48.15 1.70 0.33 5.00 0.00 0.00 0.00

48.20 1.70 0.33 5.00 0.00 0.00 0.00

48.25 1.69 0.33 5.00 0.00 0.00 0.00

48.30 1.69 0.33 5.00 0.00 0.00 0.00

48.35 1.69 0.33 5.00 0.00 0.00 0.00

48.40 1.69 0.33 5.00 0.00 0.00 0.00

48.45 1.69 0.33 5.00 0.00 0.00 0.00

48.50 1.69 0.33 5.00 0.00 0.00 0.00

48.55 1.69 0.33 5.00 0.00 0.00 0.00

48.60 1.69 0.33 5.00 0.00 0.00 0.00

48.65 1.69 0.33 5.00 0.00 0.00 0.00

48.70 1.69 0.33 5.00 0.00 0.00 0.00

48.75 1.69 0.33 5.00 0.00 0.00 0.00

48.80 1.69 0.33 5.00 0.00 0.00 0.00

48.85 1.69 0.33 5.00 0.00 0.00 0.00

48.90 1.69 0.33 5.00 0.00 0.00 0.00

48.95 1.69 0.33 5.00 0.00 0.00 0.00

49.00 1.69 0.33 5.00 0.00 0.00 0.00

49.05 1.69 0.33 5.00 0.00 0.00 0.00

49.10 1.69 0.33 5.00 0.00 0.00 0.00

49.15 1.69 0.33 5.00 0.00 0.00 0.00

49.20 1.69 0.33 5.00 0.00 0.00 0.00

49.25 1.69 0.33 5.00 0.00 0.00 0.00

City Council 18 – 920 10/3/2023
B-LGC-1.sum

49.30 1.69 0.33 5.00 0.00 0.00 0.00

49.35 1.69 0.33 5.00 0.00 0.00 0.00

49.40 1.69 0.33 5.00 0.00 0.00 0.00

49.45 1.69 0.33 5.00 0.00 0.00 0.00

49.50 1.68 0.33 5.00 0.00 0.00 0.00

49.55 1.68 0.33 5.00 0.00 0.00 0.00

49.60 1.68 0.33 5.00 0.00 0.00 0.00

49.65 1.68 0.33 5.00 0.00 0.00 0.00

49.70 1.68 0.33 5.00 0.00 0.00 0.00

49.75 1.68 0.33 5.00 0.00 0.00 0.00

49.80 1.68 0.33 5.00 0.00 0.00 0.00

49.85 1.68 0.33 5.00 0.00 0.00 0.00

49.90 1.68 0.33 5.00 0.00 0.00 0.00

49.95 1.68 0.33 5.00 0.00 0.00 0.00

50.00 1.68 0.33 5.00 0.00 0.00 0.00

50.05 1.68 0.33 5.00 0.00 0.00 0.00

50.10 1.68 0.33 5.00 0.00 0.00 0.00

50.15 1.68 0.33 5.00 0.00 0.00 0.00

50.20 1.68 0.33 5.00 0.00 0.00 0.00

50.25 1.68 0.33 5.00 0.00 0.00 0.00

50.30 1.68 0.33 5.00 0.00 0.00 0.00

50.35 1.68 0.33 5.00 0.00 0.00 0.00

50.40 1.68 0.33 5.00 0.00 0.00 0.00

50.45 1.68 0.33 5.00 0.00 0.00 0.00

50.50 1.68 0.33 5.00 0.00 0.00 0.00

50.55 1.68 0.33 5.00 0.00 0.00 0.00

50.60 1.68 0.33 5.00 0.00 0.00 0.00

50.65 1.68 0.33 5.00 0.00 0.00 0.00

50.70 1.68 0.33 5.00 0.00 0.00 0.00

50.75 1.67 0.33 5.00 0.00 0.00 0.00

50.80 1.67 0.33 5.00 0.00 0.00 0.00

50.85 1.67 0.33 5.00 0.00 0.00 0.00

50.90 1.67 0.33 5.00 0.00 0.00 0.00

50.95 1.67 0.33 5.00 0.00 0.00 0.00

51.00 1.67 0.33 5.00 0.00 0.00 0.00

51.05 1.67 0.33 5.00 0.00 0.00 0.00

51.10 1.67 0.33 5.00 0.00 0.00 0.00

51.15 1.67 0.33 5.00 0.00 0.00 0.00

51.20 1.67 0.33 5.00 0.00 0.00 0.00

51.25 1.67 0.33 5.00 0.00 0.00 0.00

51.30 1.67 0.33 5.00 0.00 0.00 0.00

51.35 1.67 0.33 4.99 0.00 0.00 0.00

51.40 1.67 0.33 4.99 0.00 0.00 0.00

51.45 1.67 0.33 4.99 0.00 0.00 0.00

51.50 1.67 0.33 4.99 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in.
____________________________________________________________________________________ CRRm Cyclic resistance ratio from soils CSRfs Cyclic stress ratio induced by a given earthquake (with user request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRfs S_sat Settlement from saturated sands
S_dry Settlement from dry sands
S_all Total settlement from saturated and dry sands
NoLiq No-Liquefy Soils

City Council 18 – 921 10/3/2023
LiquefyPro CivilTech Software USA www.civiltech.com
CivilTech Corporation

LIQUEFACTION ANALYSIS
FF/Santa Ana
213031-01 Plate A-1
Hole No.=B-LGC-2 Water Depth=40 ft Surface Elev.=148 Magnitude=7.71 Acceleration=0.593g
(ft)0
10 20
30 40
50 60
70 Shear Stress Ratio
CRR CSR fs1
Shaded Zone has Liquefaction Potential
0 1
Factor of Safety Soil Description
0 1 5
Settlement
Wet Dry
S = 1.50 in.
0 (in.) 10
fs1=1.00
City Council 18 – 922 10/3/2023
B-LGC-2.sum
************************************************************************************ *******************

LIQUEFACTION ANALYSIS CALCULATION SHEET

Copyright by CivilTech Software
www.civiltech.com
(425) 453-6488 Fax (425) 453-5848

************************************************************************************ ******************* Licensed to , 12/16/2021 9:21:08 AM Input File Name: \\DC1\Public2\FINAL PROJECTS\FAIRFIELD DEVELOPMENT\Santa Ana\Liquefaction\B-LGC-2.liq
Title: FF/Santa Ana
Subtitle: 213031-01
Surface Elev.=148
Hole No.=B-LGC-2
Depth of Hole= 51.5 ft
Water Table during Earthquake= 40.0 ft
Water Table during In-Situ Testing= 51.5 ft
Max. Acceleration= 0.59 g
Earthquake Magnitude= 7.7
Input Data:

Surface Elev.=148
Hole No.=B-LGC-2
Depth of Hole=51.5 ft
Water Table during Earthquake= 40.0 ft
Water Table during In-Situ Testing= 51.5 ft
Max. Acceleration=0.59 g
Earthquake Magnitude=7.7
Earthquake Magnitude=7.7

2. Settlement Analysis Method: Tokimatsu / Seed

3. Fines Correction for Liquefaction: Idriss/Seed (SPT only)

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio, Ce = 1.3

7. Borehole Diameter, Cb= 1

8. Sampling Method, Cs= 1

9. User request factor of safety (apply to CSR) , User= 1.0 Plot one CSR curve (fs1=User)

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

Depth SPT gamma Fines
ft pcf %
____________________________________

0.0 0.0 100.0 NoLiq

5.0 8.0 100.0 56.4

7.5 10.7 100.0 57.3

10.0 13.3 100.0 57.3

12.5 14.0 100.0 64.6

15.0 14.0 100.0 64.6

17.5 14.0 100.0 64.6

20.0 15.0 100.0 64.6

22.5 15.0 100.0 64.6

25.0 15.0 100.0 64.6

City Council 18 – 923 10/3/2023
B-LGC-2.sum

27.5 15.0 100.0 56.4

30.0 13.0 100.0 55.6

32.5 14.0 100.0 55.6

35.0 18.0 100.0 55.6

37.5 53.0 100.0 5.0

40.0 22.0 100.0 48.3

42.5 25.0 100.0 48.3

45.0 27.0 100.0 48.3

47.5 23.0 100.0 57.3

50.0 8.0 100.0 57.3

51.5 8.0 100.0 57.3
____________________________________
Output Results:

Settlement of saturated sands=0.86 in.

Settlement of dry sands=0.64 in.

Total settlement of saturated and dry sands=1.50 in.

Differential Settlement=0.751 to 0.991 in.

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

0.00 2.00 0.39 5.00 0.86 0.64 1.50

0.05 2.00 0.39 5.00 0.86 0.64 1.50

0.10 2.00 0.39 5.00 0.86 0.64 1.50

0.15 2.00 0.39 5.00 0.86 0.64 1.50

0.20 2.00 0.39 5.00 0.86 0.64 1.50

0.25 2.00 0.39 5.00 0.86 0.64 1.50

0.30 2.00 0.39 5.00 0.86 0.64 1.50

0.35 2.00 0.39 5.00 0.86 0.64 1.50

0.40 2.00 0.39 5.00 0.86 0.64 1.50

0.45 2.00 0.39 5.00 0.86 0.64 1.50

0.50 2.00 0.39 5.00 0.86 0.64 1.50

0.55 2.00 0.38 5.00 0.86 0.64 1.50

0.60 2.00 0.38 5.00 0.86 0.64 1.50

0.65 2.00 0.38 5.00 0.86 0.64 1.50

0.70 2.00 0.38 5.00 0.86 0.64 1.50

0.75 2.00 0.38 5.00 0.86 0.64 1.50

0.80 2.00 0.38 5.00 0.86 0.64 1.50

0.85 2.00 0.38 5.00 0.86 0.64 1.50

0.90 2.00 0.38 5.00 0.86 0.64 1.50

0.95 2.00 0.38 5.00 0.86 0.64 1.50

1.00 2.00 0.38 5.00 0.86 0.64 1.50

1.05 2.00 0.38 5.00 0.86 0.64 1.50

1.10 2.00 0.38 5.00 0.86 0.64 1.50

1.15 2.00 0.38 5.00 0.86 0.64 1.50

1.20 2.00 0.38 5.00 0.86 0.64 1.50

1.25 2.00 0.38 5.00 0.86 0.64 1.50

1.30 2.00 0.38 5.00 0.86 0.64 1.50

1.35 2.00 0.38 5.00 0.86 0.64 1.50

1.40 2.00 0.38 5.00 0.86 0.64 1.50

1.45 2.00 0.38 5.00 0.86 0.64 1.50

1.50 2.00 0.38 5.00 0.86 0.64 1.50

1.55 2.00 0.38 5.00 0.86 0.64 1.50

1.60 2.00 0.38 5.00 0.86 0.64 1.50

1.65 2.00 0.38 5.00 0.86 0.64 1.50

1.70 2.00 0.38 5.00 0.86 0.64 1.50

1.75 2.00 0.38 5.00 0.86 0.64 1.50

1.80 2.00 0.38 5.00 0.86 0.64 1.50

1.85 2.00 0.38 5.00 0.86 0.64 1.50

1.90 2.00 0.38 5.00 0.86 0.64 1.50

1.95 2.00 0.38 5.00 0.86 0.64 1.50

2.00 2.00 0.38 5.00 0.86 0.64 1.50

City Council 18 – 924 10/3/2023
B-LGC-2.sum

2.05 2.00 0.38 5.00 0.86 0.64 1.50

2.10 2.00 0.38 5.00 0.86 0.64 1.50

2.15 2.00 0.38 5.00 0.86 0.64 1.50

2.20 2.00 0.38 5.00 0.86 0.64 1.50

2.25 2.00 0.38 5.00 0.86 0.64 1.50

2.30 2.00 0.38 5.00 0.86 0.64 1.50

2.35 2.00 0.38 5.00 0.86 0.64 1.50

2.40 2.00 0.38 5.00 0.86 0.64 1.50

2.45 2.00 0.38 5.00 0.86 0.64 1.50

2.50 2.00 0.38 5.00 0.86 0.64 1.50

2.55 2.00 0.38 5.00 0.86 0.64 1.50

2.60 2.00 0.38 5.00 0.86 0.64 1.50

2.65 2.00 0.38 5.00 0.86 0.64 1.50

2.70 2.00 0.38 5.00 0.86 0.64 1.50

2.75 2.00 0.38 5.00 0.86 0.64 1.50

2.80 2.00 0.38 5.00 0.86 0.64 1.50

2.85 2.00 0.38 5.00 0.86 0.64 1.50

2.90 2.00 0.38 5.00 0.86 0.64 1.50

2.95 2.00 0.38 5.00 0.86 0.64 1.50

3.00 2.00 0.38 5.00 0.86 0.64 1.50

3.05 2.00 0.38 5.00 0.86 0.64 1.50

3.10 2.00 0.38 5.00 0.86 0.64 1.50

3.15 2.00 0.38 5.00 0.86 0.64 1.50

3.20 2.00 0.38 5.00 0.86 0.64 1.50

3.25 2.00 0.38 5.00 0.86 0.64 1.50

3.30 2.00 0.38 5.00 0.86 0.64 1.50

3.35 2.00 0.38 5.00 0.86 0.64 1.50

3.40 2.00 0.38 5.00 0.86 0.64 1.50

3.45 2.00 0.38 5.00 0.86 0.64 1.50

3.50 2.00 0.38 5.00 0.86 0.64 1.50

3.55 2.00 0.38 5.00 0.86 0.64 1.50

3.60 2.00 0.38 5.00 0.86 0.64 1.50

3.65 2.00 0.38 5.00 0.86 0.64 1.50

3.70 2.00 0.38 5.00 0.86 0.64 1.50

3.75 2.00 0.38 5.00 0.86 0.64 1.50

3.80 2.00 0.38 5.00 0.86 0.64 1.50

3.85 2.00 0.38 5.00 0.86 0.64 1.50

3.90 2.00 0.38 5.00 0.86 0.64 1.50

3.95 2.00 0.38 5.00 0.86 0.64 1.50

4.00 2.00 0.38 5.00 0.86 0.64 1.50

4.05 2.00 0.38 5.00 0.86 0.64 1.50

4.10 2.00 0.38 5.00 0.86 0.64 1.50

4.15 2.00 0.38 5.00 0.86 0.64 1.50

4.20 2.00 0.38 5.00 0.86 0.64 1.50

4.25 2.00 0.38 5.00 0.86 0.64 1.50

4.30 2.00 0.38 5.00 0.86 0.64 1.50

4.35 2.00 0.38 5.00 0.86 0.64 1.50

4.40 2.00 0.38 5.00 0.86 0.64 1.50

4.45 2.00 0.38 5.00 0.86 0.64 1.50

4.50 2.00 0.38 5.00 0.86 0.64 1.50

4.55 2.00 0.38 5.00 0.86 0.64 1.50

4.60 2.00 0.38 5.00 0.86 0.64 1.50

4.65 2.00 0.38 5.00 0.86 0.64 1.50

4.70 2.00 0.38 5.00 0.86 0.64 1.50

4.75 2.00 0.38 5.00 0.86 0.64 1.50

4.80 2.00 0.38 5.00 0.86 0.64 1.50

4.85 2.00 0.38 5.00 0.86 0.64 1.50

4.90 2.00 0.38 5.00 0.86 0.64 1.50

4.95 2.00 0.38 5.00 0.86 0.64 1.50

5.00 0.21 0.38 5.00 0.86 0.64 1.50

5.05 0.21 0.38 5.00 0.86 0.64 1.50

5.10 0.21 0.38 5.00 0.86 0.64 1.50

5.15 0.21 0.38 5.00 0.86 0.64 1.50

City Council 18 – 925 10/3/2023
B-LGC-2.sum

5.20 0.22 0.38 5.00 0.86 0.64 1.50

5.25 0.22 0.38 5.00 0.86 0.64 1.50

5.30 0.22 0.38 5.00 0.86 0.64 1.50

5.35 0.22 0.38 5.00 0.86 0.64 1.50

5.40 0.22 0.38 5.00 0.86 0.64 1.50

5.45 0.22 0.38 5.00 0.86 0.64 1.50

5.50 0.22 0.38 5.00 0.86 0.64 1.50

5.55 0.22 0.38 5.00 0.86 0.64 1.50

5.60 0.23 0.38 5.00 0.86 0.64 1.50

5.65 0.23 0.38 5.00 0.86 0.64 1.50

5.70 0.23 0.38 5.00 0.86 0.64 1.50

5.75 0.23 0.38 5.00 0.86 0.64 1.50

5.80 0.23 0.38 5.00 0.86 0.64 1.49

5.85 0.23 0.38 5.00 0.86 0.64 1.49

5.90 0.23 0.38 5.00 0.86 0.64 1.49

5.95 0.23 0.38 5.00 0.86 0.63 1.49

6.00 0.24 0.38 5.00 0.86 0.63 1.49

6.05 0.24 0.38 5.00 0.86 0.63 1.49

6.10 0.24 0.38 5.00 0.86 0.63 1.49

6.15 0.24 0.38 5.00 0.86 0.63 1.49

6.20 0.24 0.38 5.00 0.86 0.63 1.49

6.25 0.24 0.38 5.00 0.86 0.63 1.49

6.30 0.24 0.38 5.00 0.86 0.63 1.49

6.35 0.25 0.38 5.00 0.86 0.63 1.49

6.40 0.25 0.38 5.00 0.86 0.63 1.49

6.45 0.25 0.38 5.00 0.86 0.63 1.49

6.50 0.25 0.38 5.00 0.86 0.63 1.49

6.55 0.25 0.38 5.00 0.86 0.63 1.49

6.60 0.25 0.38 5.00 0.86 0.63 1.49

6.65 0.25 0.38 5.00 0.86 0.63 1.49

6.70 0.26 0.38 5.00 0.86 0.63 1.49

6.75 0.26 0.38 5.00 0.86 0.63 1.49

6.80 0.26 0.38 5.00 0.86 0.63 1.49

6.85 0.26 0.38 5.00 0.86 0.63 1.49

6.90 0.26 0.38 5.00 0.86 0.63 1.49

6.95 0.26 0.38 5.00 0.86 0.63 1.49

7.00 0.26 0.38 5.00 0.86 0.63 1.48

7.05 0.26 0.38 5.00 0.86 0.63 1.48

7.10 0.26 0.38 5.00 0.86 0.63 1.48

7.15 0.27 0.38 5.00 0.86 0.62 1.48

7.20 0.27 0.38 5.00 0.86 0.62 1.48

7.25 0.27 0.38 5.00 0.86 0.62 1.48

7.30 0.27 0.38 5.00 0.86 0.62 1.48

7.35 0.27 0.38 5.00 0.86 0.62 1.48

7.40 0.27 0.38 5.00 0.86 0.62 1.48

7.45 0.27 0.38 5.00 0.86 0.62 1.48

7.50 0.27 0.38 5.00 0.86 0.62 1.48

7.55 0.27 0.38 5.00 0.86 0.62 1.48

7.60 0.27 0.38 5.00 0.86 0.62 1.48

7.65 0.27 0.38 5.00 0.86 0.62 1.48

7.70 0.27 0.38 5.00 0.86 0.62 1.48

7.75 0.27 0.38 5.00 0.86 0.62 1.48

7.80 0.27 0.38 5.00 0.86 0.62 1.48

7.85 0.27 0.38 5.00 0.86 0.62 1.48

7.90 0.27 0.38 5.00 0.86 0.62 1.48

7.95 0.27 0.38 5.00 0.86 0.62 1.48

8.00 0.27 0.38 5.00 0.86 0.62 1.48

8.05 0.27 0.38 5.00 0.86 0.62 1.48

8.10 0.28 0.38 5.00 0.86 0.62 1.48

8.15 0.28 0.38 5.00 0.86 0.62 1.47

8.20 0.28 0.38 5.00 0.86 0.62 1.47

8.25 0.34 0.38 5.00 0.86 0.61 1.47

8.30 0.34 0.38 5.00 0.86 0.61 1.47

City Council 18 – 926 10/3/2023
B-LGC-2.sum

8.35 0.34 0.38 5.00 0.86 0.61 1.47

8.40 0.34 0.38 5.00 0.86 0.61 1.47

8.45 0.34 0.38 5.00 0.86 0.61 1.47

8.50 0.34 0.38 5.00 0.86 0.61 1.47

8.55 0.35 0.38 5.00 0.86 0.61 1.47

8.60 0.35 0.38 5.00 0.86 0.61 1.47

8.65 0.35 0.38 5.00 0.86 0.61 1.47

8.70 0.35 0.38 5.00 0.86 0.61 1.47

8.75 0.35 0.38 5.00 0.86 0.61 1.47

8.80 0.35 0.38 5.00 0.86 0.61 1.47

8.85 0.35 0.38 5.00 0.86 0.61 1.47

8.90 0.36 0.38 5.00 0.86 0.61 1.47

8.95 0.36 0.38 5.00 0.86 0.61 1.47

9.00 0.36 0.38 5.00 0.86 0.61 1.47

9.05 0.36 0.38 5.00 0.86 0.61 1.47

9.10 0.36 0.38 5.00 0.86 0.61 1.47

9.15 0.36 0.38 5.00 0.86 0.61 1.47

9.20 0.37 0.38 5.00 0.86 0.61 1.47

9.25 0.37 0.38 5.00 0.86 0.61 1.47

9.30 0.37 0.38 5.00 0.86 0.61 1.47

9.35 0.37 0.38 5.00 0.86 0.61 1.46

9.40 0.38 0.38 5.00 0.86 0.61 1.46

9.45 0.38 0.38 5.00 0.86 0.61 1.46

9.50 0.38 0.38 5.00 0.86 0.61 1.46

9.55 0.38 0.38 5.00 0.86 0.60 1.46

9.60 0.39 0.38 5.00 0.86 0.60 1.46

9.65 0.39 0.38 5.00 0.86 0.60 1.46

9.70 0.39 0.38 5.00 0.86 0.60 1.46

9.75 0.40 0.38 5.00 0.86 0.60 1.46

9.80 0.40 0.38 5.00 0.86 0.60 1.46

9.85 0.41 0.38 5.00 0.86 0.60 1.46

9.90 0.41 0.38 5.00 0.86 0.60 1.46

9.95 0.42 0.38 5.00 0.86 0.60 1.46

10.00 0.43 0.38 5.00 0.86 0.60 1.46

10.05 0.42 0.38 5.00 0.86 0.60 1.46

10.10 0.41 0.38 5.00 0.86 0.60 1.46

10.15 0.41 0.38 5.00 0.86 0.60 1.46

10.20 0.40 0.38 5.00 0.86 0.60 1.46

10.25 0.40 0.38 5.00 0.86 0.60 1.46

10.30 0.39 0.38 5.00 0.86 0.60 1.46

10.35 0.39 0.38 5.00 0.86 0.60 1.46

10.40 0.39 0.38 5.00 0.86 0.60 1.46

10.45 0.39 0.38 5.00 0.86 0.60 1.46

10.50 0.38 0.38 5.00 0.86 0.60 1.45

10.55 0.38 0.38 5.00 0.86 0.60 1.45

10.60 0.38 0.38 5.00 0.86 0.59 1.45

10.65 0.38 0.38 5.00 0.86 0.59 1.45

10.70 0.37 0.38 5.00 0.86 0.59 1.45

10.75 0.37 0.38 5.00 0.86 0.59 1.45

10.80 0.37 0.38 5.00 0.86 0.59 1.45

10.85 0.37 0.38 5.00 0.86 0.59 1.45

10.90 0.37 0.38 5.00 0.86 0.59 1.45

10.95 0.36 0.38 5.00 0.86 0.59 1.45

11.00 0.36 0.38 5.00 0.86 0.59 1.45

11.05 0.36 0.38 5.00 0.86 0.59 1.45

11.10 0.36 0.38 5.00 0.86 0.59 1.45

11.15 0.36 0.38 5.00 0.86 0.59 1.45

11.20 0.36 0.38 5.00 0.86 0.59 1.45

11.25 0.36 0.38 5.00 0.86 0.59 1.45

11.30 0.35 0.38 5.00 0.86 0.59 1.45

11.35 0.35 0.38 5.00 0.86 0.59 1.45

11.40 0.35 0.38 5.00 0.86 0.59 1.45

11.45 0.35 0.38 5.00 0.86 0.59 1.45

City Council 18 – 927 10/3/2023
B-LGC-2.sum

11.50 0.35 0.38 5.00 0.86 0.59 1.45

11.55 0.35 0.38 5.00 0.86 0.59 1.45

11.60 0.35 0.38 5.00 0.86 0.59 1.44

11.65 0.35 0.37 5.00 0.86 0.59 1.44

11.70 0.35 0.37 5.00 0.86 0.59 1.44

11.75 0.34 0.37 5.00 0.86 0.58 1.44

11.80 0.34 0.37 5.00 0.86 0.58 1.44

11.85 0.34 0.37 5.00 0.86 0.58 1.44

11.90 0.34 0.37 5.00 0.86 0.58 1.44

11.95 0.34 0.37 5.00 0.86 0.58 1.44

12.00 0.34 0.37 5.00 0.86 0.58 1.44

12.05 0.34 0.37 5.00 0.86 0.58 1.44

12.10 0.34 0.37 5.00 0.86 0.58 1.44

12.15 0.34 0.37 5.00 0.86 0.58 1.44

12.20 0.34 0.37 5.00 0.86 0.58 1.44

12.25 0.34 0.37 5.00 0.86 0.58 1.44

12.30 0.34 0.37 5.00 0.86 0.58 1.44

12.35 0.33 0.37 5.00 0.86 0.58 1.44

12.40 0.33 0.37 5.00 0.86 0.58 1.44

12.45 0.33 0.37 5.00 0.86 0.58 1.44

12.50 0.33 0.37 5.00 0.86 0.58 1.44

12.55 0.33 0.37 5.00 0.86 0.58 1.44

12.60 0.33 0.37 5.00 0.86 0.58 1.43

12.65 0.33 0.37 5.00 0.86 0.58 1.43

12.70 0.33 0.37 5.00 0.86 0.58 1.43

12.75 0.33 0.37 5.00 0.86 0.57 1.43

12.80 0.32 0.37 5.00 0.86 0.57 1.43

12.85 0.32 0.37 5.00 0.86 0.57 1.43

12.90 0.32 0.37 5.00 0.86 0.57 1.43

12.95 0.32 0.37 5.00 0.86 0.57 1.43

13.00 0.32 0.37 5.00 0.86 0.57 1.43

13.05 0.32 0.37 5.00 0.86 0.57 1.43

13.10 0.32 0.37 5.00 0.86 0.57 1.43

13.15 0.32 0.37 5.00 0.86 0.57 1.43

13.20 0.32 0.37 5.00 0.86 0.57 1.43

13.25 0.31 0.37 5.00 0.86 0.57 1.43

13.30 0.31 0.37 5.00 0.86 0.57 1.43

13.35 0.31 0.37 5.00 0.86 0.57 1.43

13.40 0.31 0.37 5.00 0.86 0.57 1.43

13.45 0.31 0.37 5.00 0.86 0.57 1.43

13.50 0.31 0.37 5.00 0.86 0.57 1.42

13.55 0.31 0.37 5.00 0.86 0.57 1.42

13.60 0.31 0.37 5.00 0.86 0.56 1.42

13.65 0.31 0.37 5.00 0.86 0.56 1.42

13.70 0.31 0.37 5.00 0.86 0.56 1.42

13.75 0.31 0.37 5.00 0.86 0.56 1.42

13.80 0.30 0.37 5.00 0.86 0.56 1.42

13.85 0.30 0.37 5.00 0.86 0.56 1.42

13.90 0.30 0.37 5.00 0.86 0.56 1.42

13.95 0.30 0.37 5.00 0.86 0.56 1.42

14.00 0.30 0.37 5.00 0.86 0.56 1.42

14.05 0.30 0.37 5.00 0.86 0.56 1.42

14.10 0.30 0.37 5.00 0.86 0.56 1.42

14.15 0.30 0.37 5.00 0.86 0.56 1.42

14.20 0.30 0.37 5.00 0.86 0.56 1.42

14.25 0.30 0.37 5.00 0.86 0.56 1.41

14.30 0.30 0.37 5.00 0.86 0.56 1.41

14.35 0.30 0.37 5.00 0.86 0.55 1.41

14.40 0.30 0.37 5.00 0.86 0.55 1.41

14.45 0.29 0.37 5.00 0.86 0.55 1.41

14.50 0.29 0.37 5.00 0.86 0.55 1.41

14.55 0.29 0.37 5.00 0.86 0.55 1.41

14.60 0.29 0.37 5.00 0.86 0.55 1.41

City Council 18 – 928 10/3/2023
B-LGC-2.sum

14.65 0.29 0.37 5.00 0.86 0.55 1.41

14.70 0.29 0.37 5.00 0.86 0.55 1.41

14.75 0.29 0.37 5.00 0.86 0.55 1.41

14.80 0.35 0.37 5.00 0.86 0.55 1.41

14.85 0.35 0.37 5.00 0.86 0.55 1.41

14.90 0.35 0.37 5.00 0.86 0.55 1.41

14.95 0.35 0.37 5.00 0.86 0.55 1.41

15.00 0.35 0.37 5.00 0.86 0.55 1.40

15.05 0.35 0.37 5.00 0.86 0.55 1.40

15.10 0.34 0.37 5.00 0.86 0.54 1.40

15.15 0.34 0.37 5.00 0.86 0.54 1.40

15.20 0.34 0.37 5.00 0.86 0.54 1.40

15.25 0.34 0.37 5.00 0.86 0.54 1.40

15.30 0.34 0.37 5.00 0.86 0.54 1.40

15.35 0.34 0.37 5.00 0.86 0.54 1.40

15.40 0.34 0.37 5.00 0.86 0.54 1.40

15.45 0.34 0.37 5.00 0.86 0.54 1.40

15.50 0.33 0.37 5.00 0.86 0.54 1.40

15.55 0.33 0.37 5.00 0.86 0.54 1.40

15.60 0.33 0.37 5.00 0.86 0.54 1.40

15.65 0.33 0.37 5.00 0.86 0.54 1.40

15.70 0.33 0.37 5.00 0.86 0.54 1.40

15.75 0.33 0.37 5.00 0.86 0.54 1.39

15.80 0.33 0.37 5.00 0.86 0.53 1.39

15.85 0.33 0.37 5.00 0.86 0.53 1.39

15.90 0.33 0.37 5.00 0.86 0.53 1.39

15.95 0.33 0.37 5.00 0.86 0.53 1.39

16.00 0.32 0.37 5.00 0.86 0.53 1.39

16.05 0.32 0.37 5.00 0.86 0.53 1.39

16.10 0.32 0.37 5.00 0.86 0.53 1.39

16.15 0.32 0.37 5.00 0.86 0.53 1.39

16.20 0.32 0.37 5.00 0.86 0.53 1.39

16.25 0.32 0.37 5.00 0.86 0.53 1.39

16.30 0.32 0.37 5.00 0.86 0.53 1.39

16.35 0.32 0.37 5.00 0.86 0.53 1.39

16.40 0.32 0.37 5.00 0.86 0.53 1.38

16.45 0.32 0.37 5.00 0.86 0.53 1.38

16.50 0.32 0.37 5.00 0.86 0.52 1.38

16.55 0.31 0.37 5.00 0.86 0.52 1.38

16.60 0.31 0.37 5.00 0.86 0.52 1.38

16.65 0.31 0.37 5.00 0.86 0.52 1.38

16.70 0.31 0.37 5.00 0.86 0.52 1.38

16.75 0.31 0.37 5.00 0.86 0.52 1.38

16.80 0.31 0.37 5.00 0.86 0.52 1.38

16.85 0.31 0.37 5.00 0.86 0.52 1.38

16.90 0.31 0.37 5.00 0.86 0.52 1.38

16.95 0.31 0.37 5.00 0.86 0.52 1.38

17.00 0.31 0.37 5.00 0.86 0.52 1.37

17.05 0.31 0.37 5.00 0.86 0.52 1.37

17.10 0.31 0.37 5.00 0.86 0.51 1.37

17.15 0.31 0.37 5.00 0.86 0.51 1.37

17.20 0.31 0.37 5.00 0.86 0.51 1.37

17.25 0.30 0.37 5.00 0.86 0.51 1.37

17.30 0.30 0.37 5.00 0.86 0.51 1.37

17.35 0.30 0.37 5.00 0.86 0.51 1.37

17.40 0.30 0.37 5.00 0.86 0.51 1.37

17.45 0.30 0.37 5.00 0.86 0.51 1.37

17.50 0.30 0.37 5.00 0.86 0.51 1.37

17.55 0.30 0.37 5.00 0.86 0.51 1.36

17.60 0.30 0.37 5.00 0.86 0.51 1.36

17.65 0.30 0.37 5.00 0.86 0.50 1.36

17.70 0.30 0.37 5.00 0.86 0.50 1.36

17.75 0.30 0.37 5.00 0.86 0.50 1.36

City Council 18 – 929 10/3/2023
B-LGC-2.sum

17.80 0.30 0.37 5.00 0.86 0.50 1.36

17.85 0.30 0.37 5.00 0.86 0.50 1.36

17.90 0.30 0.37 5.00 0.86 0.50 1.36

17.95 0.30 0.37 5.00 0.86 0.50 1.36

18.00 0.30 0.37 5.00 0.86 0.50 1.36

18.05 0.30 0.37 5.00 0.86 0.50 1.36

18.10 0.30 0.37 5.00 0.86 0.50 1.35

18.15 0.30 0.37 5.00 0.86 0.49 1.35

18.20 0.30 0.37 5.00 0.86 0.49 1.35

18.25 0.30 0.37 5.00 0.86 0.49 1.35

18.30 0.30 0.37 5.00 0.86 0.49 1.35

18.35 0.30 0.37 5.00 0.86 0.49 1.35

18.40 0.30 0.37 5.00 0.86 0.49 1.35

18.45 0.30 0.37 5.00 0.86 0.49 1.35

18.50 0.30 0.37 5.00 0.86 0.49 1.35

18.55 0.30 0.37 5.00 0.86 0.49 1.34

18.60 0.30 0.37 5.00 0.86 0.49 1.34

18.65 0.30 0.37 5.00 0.86 0.48 1.34

18.70 0.30 0.37 5.00 0.86 0.48 1.34

18.75 0.30 0.37 5.00 0.86 0.48 1.34

18.80 0.30 0.37 5.00 0.86 0.48 1.34

18.85 0.30 0.37 5.00 0.86 0.48 1.34

18.90 0.30 0.37 5.00 0.86 0.48 1.34

18.95 0.30 0.37 5.00 0.86 0.48 1.34

19.00 0.30 0.37 5.00 0.86 0.48 1.34

19.05 0.30 0.37 5.00 0.86 0.48 1.33

19.10 0.30 0.37 5.00 0.86 0.47 1.33

19.15 0.30 0.37 5.00 0.86 0.47 1.33

19.20 0.30 0.37 5.00 0.86 0.47 1.33

19.25 0.30 0.37 5.00 0.86 0.47 1.33

19.30 0.30 0.37 5.00 0.86 0.47 1.33

19.35 0.30 0.37 5.00 0.86 0.47 1.33

19.40 0.30 0.37 5.00 0.86 0.47 1.33

19.45 0.30 0.37 5.00 0.86 0.47 1.33

19.50 0.30 0.37 5.00 0.86 0.47 1.32

19.55 0.30 0.37 5.00 0.86 0.46 1.32

19.60 0.30 0.37 5.00 0.86 0.46 1.32

19.65 0.30 0.37 5.00 0.86 0.46 1.32

19.70 0.30 0.37 5.00 0.86 0.46 1.32

19.75 0.30 0.37 5.00 0.86 0.46 1.32

19.80 0.30 0.37 5.00 0.86 0.46 1.32

19.85 0.30 0.37 5.00 0.86 0.46 1.32

19.90 0.30 0.37 5.00 0.86 0.46 1.32

19.95 0.30 0.37 5.00 0.86 0.46 1.31

20.00 0.30 0.37 5.00 0.86 0.45 1.31

20.05 0.30 0.37 5.00 0.86 0.45 1.31

20.10 0.30 0.37 5.00 0.86 0.45 1.31

20.15 0.30 0.37 5.00 0.86 0.45 1.31

20.20 0.30 0.37 5.00 0.86 0.45 1.31

20.25 0.30 0.37 5.00 0.86 0.45 1.31

20.30 0.30 0.37 5.00 0.86 0.45 1.31

20.35 0.30 0.37 5.00 0.86 0.45 1.30

20.40 0.30 0.37 5.00 0.86 0.44 1.30

20.45 0.30 0.37 5.00 0.86 0.44 1.30

20.50 0.30 0.37 5.00 0.86 0.44 1.30

20.55 0.30 0.37 5.00 0.86 0.44 1.30

20.60 0.30 0.37 5.00 0.86 0.44 1.30

20.65 0.30 0.37 5.00 0.86 0.44 1.30

20.70 0.29 0.37 5.00 0.86 0.44 1.30

20.75 0.29 0.37 5.00 0.86 0.44 1.29

20.80 0.29 0.37 5.00 0.86 0.43 1.29

20.85 0.29 0.37 5.00 0.86 0.43 1.29

20.90 0.29 0.37 5.00 0.86 0.43 1.29

City Council 18 – 930 10/3/2023
B-LGC-2.sum

20.95 0.29 0.37 5.00 0.86 0.43 1.29

21.00 0.29 0.37 5.00 0.86 0.43 1.29

21.05 0.29 0.37 5.00 0.86 0.43 1.29

21.10 0.29 0.37 5.00 0.86 0.43 1.29

21.15 0.29 0.37 5.00 0.86 0.43 1.28

21.20 0.29 0.37 5.00 0.86 0.42 1.28

21.25 0.29 0.37 5.00 0.86 0.42 1.28

21.30 0.29 0.37 5.00 0.86 0.42 1.28

21.35 0.29 0.37 5.00 0.86 0.42 1.28

21.40 0.29 0.37 5.00 0.86 0.42 1.28

21.45 0.29 0.37 5.00 0.86 0.42 1.28

21.50 0.29 0.37 5.00 0.86 0.42 1.27

21.55 0.29 0.37 5.00 0.86 0.41 1.27

21.60 0.29 0.37 5.00 0.86 0.41 1.27

21.65 0.29 0.37 5.00 0.86 0.41 1.27

21.70 0.29 0.37 5.00 0.86 0.41 1.27

21.75 0.28 0.37 5.00 0.86 0.41 1.27

21.80 0.28 0.37 5.00 0.86 0.41 1.26

21.85 0.28 0.37 5.00 0.86 0.40 1.26

21.90 0.28 0.37 5.00 0.86 0.40 1.26

21.95 0.28 0.37 5.00 0.86 0.40 1.26

22.00 0.28 0.37 5.00 0.86 0.40 1.26

22.05 0.28 0.37 5.00 0.86 0.40 1.26

22.10 0.28 0.37 5.00 0.86 0.40 1.26

22.15 0.28 0.37 5.00 0.86 0.40 1.25

22.20 0.28 0.37 5.00 0.86 0.39 1.25

22.25 0.28 0.37 5.00 0.86 0.39 1.25

22.30 0.28 0.37 5.00 0.86 0.39 1.25

22.35 0.28 0.37 5.00 0.86 0.39 1.25

22.40 0.28 0.37 5.00 0.86 0.39 1.25

22.45 0.28 0.37 5.00 0.86 0.39 1.24

22.50 0.28 0.37 5.00 0.86 0.38 1.24

22.55 0.28 0.37 5.00 0.86 0.38 1.24

22.60 0.28 0.37 5.00 0.86 0.38 1.24

22.65 0.28 0.37 5.00 0.86 0.38 1.24

22.70 0.28 0.37 5.00 0.86 0.38 1.24

22.75 0.28 0.37 5.00 0.86 0.38 1.23

22.80 0.28 0.36 5.00 0.86 0.37 1.23

22.85 0.28 0.36 5.00 0.86 0.37 1.23

22.90 0.28 0.36 5.00 0.86 0.37 1.23

22.95 0.28 0.36 5.00 0.86 0.37 1.23

23.00 0.27 0.36 5.00 0.86 0.37 1.23

23.05 0.27 0.36 5.00 0.86 0.37 1.22

23.10 0.27 0.36 5.00 0.86 0.36 1.22

23.15 0.27 0.36 5.00 0.86 0.36 1.22

23.20 0.27 0.36 5.00 0.86 0.36 1.22

23.25 0.27 0.36 5.00 0.86 0.36 1.22

23.30 0.27 0.36 5.00 0.86 0.36 1.22

23.35 0.27 0.36 5.00 0.86 0.36 1.22

23.40 0.27 0.36 5.00 0.86 0.36 1.22

23.45 0.27 0.36 5.00 0.86 0.36 1.22

23.50 0.27 0.36 5.00 0.86 0.36 1.22

23.55 0.27 0.36 5.00 0.86 0.36 1.21

23.60 0.27 0.36 5.00 0.86 0.35 1.21

23.65 0.27 0.36 5.00 0.86 0.35 1.21

23.70 0.27 0.36 5.00 0.86 0.35 1.21

23.75 0.27 0.36 5.00 0.86 0.35 1.21

23.80 0.27 0.36 5.00 0.86 0.35 1.21

23.85 0.27 0.36 5.00 0.86 0.35 1.21

23.90 0.27 0.36 5.00 0.86 0.35 1.21

23.95 0.27 0.36 5.00 0.86 0.35 1.21

24.00 0.27 0.36 5.00 0.86 0.35 1.21

24.05 0.27 0.36 5.00 0.86 0.35 1.21

City Council 18 – 931 10/3/2023
B-LGC-2.sum

24.10 0.27 0.36 5.00 0.86 0.35 1.20

24.15 0.27 0.36 5.00 0.86 0.34 1.20

24.20 0.27 0.36 5.00 0.86 0.34 1.20

24.25 0.27 0.36 5.00 0.86 0.34 1.20

24.30 0.27 0.36 5.00 0.86 0.34 1.20

24.35 0.27 0.36 5.00 0.86 0.34 1.20

24.40 0.27 0.36 5.00 0.86 0.34 1.20

24.45 0.26 0.36 5.00 0.86 0.34 1.20

24.50 0.26 0.36 5.00 0.86 0.34 1.20

24.55 0.26 0.36 5.00 0.86 0.34 1.20

24.60 0.26 0.36 5.00 0.86 0.34 1.19

24.65 0.26 0.36 5.00 0.86 0.34 1.19

24.70 0.26 0.36 5.00 0.86 0.33 1.19

24.75 0.26 0.36 5.00 0.86 0.33 1.19

24.80 0.26 0.36 5.00 0.86 0.33 1.19

24.85 0.26 0.36 5.00 0.86 0.33 1.19

24.90 0.26 0.36 5.00 0.86 0.33 1.19

24.95 0.26 0.36 5.00 0.86 0.33 1.19

25.00 0.26 0.36 5.00 0.86 0.33 1.19

25.05 0.26 0.36 5.00 0.86 0.33 1.19

25.10 0.26 0.36 5.00 0.86 0.33 1.18

25.15 0.26 0.36 5.00 0.86 0.33 1.18

25.20 0.26 0.36 5.00 0.86 0.32 1.18

25.25 0.26 0.36 5.00 0.86 0.32 1.18

25.30 0.26 0.36 5.00 0.86 0.32 1.18

25.35 0.26 0.36 5.00 0.86 0.32 1.18

25.40 0.26 0.36 5.00 0.86 0.32 1.18

25.45 0.26 0.36 5.00 0.86 0.32 1.18

25.50 0.26 0.36 5.00 0.86 0.32 1.18

25.55 0.26 0.36 5.00 0.86 0.32 1.18

25.60 0.26 0.36 5.00 0.86 0.32 1.17

25.65 0.26 0.36 5.00 0.86 0.31 1.17

25.70 0.26 0.36 5.00 0.86 0.31 1.17

25.75 0.26 0.36 5.00 0.86 0.31 1.17

25.80 0.26 0.36 5.00 0.86 0.31 1.17

25.85 0.26 0.36 5.00 0.86 0.31 1.17

25.90 0.26 0.36 5.00 0.86 0.31 1.17

25.95 0.26 0.36 5.00 0.86 0.31 1.17

26.00 0.26 0.36 5.00 0.86 0.31 1.17

26.05 0.26 0.36 5.00 0.86 0.31 1.16

26.10 0.26 0.36 5.00 0.86 0.31 1.16

26.15 0.26 0.36 5.00 0.86 0.30 1.16

26.20 0.25 0.36 5.00 0.86 0.30 1.16

26.25 0.25 0.36 5.00 0.86 0.30 1.16

26.30 0.25 0.36 5.00 0.86 0.30 1.16

26.35 0.25 0.36 5.00 0.86 0.30 1.16

26.40 0.25 0.36 5.00 0.86 0.30 1.16

26.45 0.25 0.36 5.00 0.86 0.30 1.16

26.50 0.25 0.36 5.00 0.86 0.30 1.16

26.55 0.25 0.36 5.00 0.86 0.30 1.15

26.60 0.25 0.36 5.00 0.86 0.29 1.15

26.65 0.25 0.36 5.00 0.86 0.29 1.15

26.70 0.25 0.36 5.00 0.86 0.29 1.15

26.75 0.25 0.36 5.00 0.86 0.29 1.15

26.80 0.25 0.36 5.00 0.86 0.29 1.15

26.85 0.25 0.36 5.00 0.86 0.29 1.15

26.90 0.25 0.36 5.00 0.86 0.29 1.15

26.95 0.25 0.36 5.00 0.86 0.29 1.14

27.00 0.25 0.36 5.00 0.86 0.28 1.14

27.05 0.25 0.36 5.00 0.86 0.28 1.14

27.10 0.25 0.36 5.00 0.86 0.28 1.14

27.15 0.25 0.36 5.00 0.86 0.28 1.14

27.20 0.25 0.36 5.00 0.86 0.28 1.14

City Council 18 – 932 10/3/2023
B-LGC-2.sum

27.25 0.25 0.36 5.00 0.86 0.28 1.14

27.30 0.25 0.36 5.00 0.86 0.28 1.14

27.35 0.25 0.36 5.00 0.86 0.28 1.14

27.40 0.25 0.36 5.00 0.86 0.28 1.13

27.45 0.25 0.36 5.00 0.86 0.27 1.13

27.50 0.25 0.36 5.00 0.86 0.27 1.13

27.55 0.25 0.36 5.00 0.86 0.27 1.13

27.60 0.25 0.36 5.00 0.86 0.27 1.13

27.65 0.25 0.36 5.00 0.86 0.27 1.13

27.70 0.24 0.36 5.00 0.86 0.27 1.13

27.75 0.24 0.36 5.00 0.86 0.27 1.13

27.80 0.24 0.36 5.00 0.86 0.27 1.12

27.85 0.24 0.36 5.00 0.86 0.26 1.12

27.90 0.25 0.36 5.00 0.86 0.26 1.12

27.95 0.25 0.36 5.00 0.86 0.26 1.12

28.00 0.25 0.36 5.00 0.86 0.26 1.12

28.05 0.25 0.36 5.00 0.86 0.26 1.12

28.10 0.25 0.36 5.00 0.86 0.26 1.12

28.15 0.25 0.36 5.00 0.86 0.26 1.12

28.20 0.25 0.36 5.00 0.86 0.26 1.11

28.25 0.25 0.36 5.00 0.86 0.25 1.11

28.30 0.25 0.36 5.00 0.86 0.25 1.11

28.35 0.25 0.36 5.00 0.86 0.25 1.11

28.40 0.24 0.36 5.00 0.86 0.25 1.11

28.45 0.24 0.36 5.00 0.86 0.25 1.11

28.50 0.24 0.36 5.00 0.86 0.25 1.11

28.55 0.24 0.36 5.00 0.86 0.25 1.11

28.60 0.24 0.36 5.00 0.86 0.25 1.10

28.65 0.24 0.36 5.00 0.86 0.24 1.10

28.70 0.24 0.36 5.00 0.86 0.24 1.10

28.75 0.24 0.36 5.00 0.86 0.24 1.10

28.80 0.24 0.36 5.00 0.86 0.24 1.10

28.85 0.24 0.36 5.00 0.86 0.24 1.10

28.90 0.24 0.36 5.00 0.86 0.24 1.10

28.95 0.24 0.36 5.00 0.86 0.24 1.09

29.00 0.23 0.36 5.00 0.86 0.23 1.09

29.05 0.23 0.36 5.00 0.86 0.23 1.09

29.10 0.23 0.36 5.00 0.86 0.23 1.09

29.15 0.23 0.36 5.00 0.86 0.23 1.09

29.20 0.23 0.36 5.00 0.86 0.23 1.09

29.25 0.23 0.36 5.00 0.86 0.23 1.09

29.30 0.23 0.36 5.00 0.86 0.23 1.08

29.35 0.23 0.36 5.00 0.86 0.22 1.08

29.40 0.23 0.36 5.00 0.86 0.22 1.08

29.45 0.23 0.36 5.00 0.86 0.22 1.08

29.50 0.23 0.36 5.00 0.86 0.22 1.08

29.55 0.23 0.36 5.00 0.86 0.22 1.08

29.60 0.22 0.36 5.00 0.86 0.22 1.08

29.65 0.22 0.36 5.00 0.86 0.21 1.07

29.70 0.22 0.36 5.00 0.86 0.21 1.07

29.75 0.22 0.36 5.00 0.86 0.21 1.07

29.80 0.22 0.36 5.00 0.86 0.21 1.07

29.85 0.22 0.36 5.00 0.86 0.21 1.07

29.90 0.22 0.36 5.00 0.86 0.21 1.07

29.95 0.22 0.36 5.00 0.86 0.20 1.06

30.00 0.22 0.36 5.00 0.86 0.20 1.06

30.05 0.22 0.36 5.00 0.86 0.20 1.06

30.10 0.22 0.36 5.00 0.86 0.20 1.06

30.15 0.22 0.36 5.00 0.86 0.20 1.06

30.20 0.22 0.36 5.00 0.86 0.20 1.06

30.25 0.22 0.36 5.00 0.86 0.19 1.05

30.30 0.22 0.36 5.00 0.86 0.19 1.05

30.35 0.22 0.36 5.00 0.86 0.19 1.05

City Council 18 – 933 10/3/2023
B-LGC-2.sum

30.40 0.22 0.36 5.00 0.86 0.19 1.05

30.45 0.22 0.36 5.00 0.86 0.19 1.05

30.50 0.22 0.36 5.00 0.86 0.19 1.04

30.55 0.22 0.36 5.00 0.86 0.18 1.04

30.60 0.22 0.36 5.00 0.86 0.18 1.04

30.65 0.22 0.36 5.00 0.86 0.18 1.04

30.70 0.22 0.36 5.00 0.86 0.18 1.04

30.75 0.22 0.36 5.00 0.86 0.18 1.04

30.80 0.22 0.36 5.00 0.86 0.18 1.03

30.85 0.22 0.36 5.00 0.86 0.17 1.03

30.90 0.22 0.36 5.00 0.86 0.17 1.03

30.95 0.22 0.36 5.00 0.86 0.17 1.03

31.00 0.22 0.36 5.00 0.86 0.17 1.03

31.05 0.22 0.36 5.00 0.86 0.17 1.03

31.10 0.22 0.35 5.00 0.86 0.17 1.02

31.15 0.22 0.35 5.00 0.86 0.16 1.02

31.20 0.22 0.35 5.00 0.86 0.16 1.02

31.25 0.22 0.35 5.00 0.86 0.16 1.02

31.30 0.22 0.35 5.00 0.86 0.16 1.02

31.35 0.22 0.35 5.00 0.86 0.16 1.02

31.40 0.22 0.35 5.00 0.86 0.16 1.01

31.45 0.22 0.35 5.00 0.86 0.15 1.01

31.50 0.22 0.35 5.00 0.86 0.15 1.01

31.55 0.22 0.35 5.00 0.86 0.15 1.01

31.60 0.22 0.35 5.00 0.86 0.15 1.01

31.65 0.22 0.35 5.00 0.86 0.15 1.01

31.70 0.22 0.35 5.00 0.86 0.15 1.00

31.75 0.22 0.35 5.00 0.86 0.14 1.00

31.80 0.22 0.35 5.00 0.86 0.14 1.00

31.85 0.22 0.35 5.00 0.86 0.14 1.00

31.90 0.22 0.35 5.00 0.86 0.14 1.00

31.95 0.22 0.35 5.00 0.86 0.14 1.00

32.00 0.22 0.35 5.00 0.86 0.14 0.99

32.05 0.22 0.35 5.00 0.86 0.13 0.99

32.10 0.22 0.35 5.00 0.86 0.13 0.99

32.15 0.22 0.35 5.00 0.86 0.13 0.99

32.20 0.22 0.35 5.00 0.86 0.13 0.99

32.25 0.22 0.35 5.00 0.86 0.13 0.99

32.30 0.22 0.35 5.00 0.86 0.13 0.98

32.35 0.22 0.35 5.00 0.86 0.12 0.98

32.40 0.22 0.35 5.00 0.86 0.12 0.98

32.45 0.22 0.35 5.00 0.86 0.12 0.98

32.50 0.22 0.35 5.00 0.86 0.12 0.98

32.55 0.23 0.35 5.00 0.86 0.12 0.98

32.60 0.23 0.35 5.00 0.86 0.12 0.97

32.65 0.23 0.35 5.00 0.86 0.11 0.97

32.70 0.23 0.35 5.00 0.86 0.11 0.97

32.75 0.23 0.35 5.00 0.86 0.11 0.97

32.80 0.23 0.35 5.00 0.86 0.11 0.97

32.85 0.23 0.35 5.00 0.86 0.11 0.97

32.90 0.23 0.35 5.00 0.86 0.11 0.96

32.95 0.23 0.35 5.00 0.86 0.10 0.96

33.00 0.23 0.35 5.00 0.86 0.10 0.96

33.05 0.24 0.35 5.00 0.86 0.10 0.96

33.10 0.24 0.35 5.00 0.86 0.10 0.96

33.15 0.24 0.35 5.00 0.86 0.10 0.96

33.20 0.24 0.35 5.00 0.86 0.10 0.95

33.25 0.24 0.35 5.00 0.86 0.09 0.95

33.30 0.24 0.35 5.00 0.86 0.09 0.95

33.35 0.24 0.35 5.00 0.86 0.09 0.95

33.40 0.24 0.35 5.00 0.86 0.09 0.95

33.45 0.24 0.35 5.00 0.86 0.09 0.95

33.50 0.24 0.35 5.00 0.86 0.09 0.95

City Council 18 – 934 10/3/2023
B-LGC-2.sum

33.55 0.25 0.35 5.00 0.86 0.09 0.94

33.60 0.25 0.35 5.00 0.86 0.08 0.94

33.65 0.25 0.35 5.00 0.86 0.08 0.94

33.70 0.25 0.35 5.00 0.86 0.08 0.94

33.75 0.25 0.35 5.00 0.86 0.08 0.94

33.80 0.25 0.35 5.00 0.86 0.08 0.94

33.85 0.25 0.35 5.00 0.86 0.08 0.94

33.90 0.25 0.35 5.00 0.86 0.08 0.93

33.95 0.25 0.35 5.00 0.86 0.07 0.93

34.00 0.25 0.35 5.00 0.86 0.07 0.93

34.05 0.26 0.35 5.00 0.86 0.07 0.93

34.10 0.26 0.35 5.00 0.86 0.07 0.93

34.15 0.26 0.35 5.00 0.86 0.07 0.93

34.20 0.26 0.35 5.00 0.86 0.07 0.93

34.25 0.26 0.35 5.00 0.86 0.07 0.92

34.30 0.26 0.34 5.00 0.86 0.06 0.92

34.35 0.26 0.34 5.00 0.86 0.06 0.92

34.40 0.26 0.34 5.00 0.86 0.06 0.92

34.45 0.27 0.34 5.00 0.86 0.06 0.92

34.50 0.27 0.34 5.00 0.86 0.06 0.92

34.55 0.27 0.34 5.00 0.86 0.06 0.92

34.60 0.27 0.34 5.00 0.86 0.06 0.92

34.65 0.27 0.34 5.00 0.86 0.06 0.91

34.70 0.27 0.34 5.00 0.86 0.05 0.91

34.75 0.27 0.34 5.00 0.86 0.05 0.91

34.80 0.27 0.34 5.00 0.86 0.05 0.91

34.85 0.28 0.34 5.00 0.86 0.05 0.91

34.90 0.28 0.34 5.00 0.86 0.05 0.91

34.95 0.28 0.34 5.00 0.86 0.05 0.91

35.00 0.28 0.34 5.00 0.86 0.05 0.91

35.05 0.29 0.34 5.00 0.86 0.05 0.90

35.10 0.31 0.34 5.00 0.86 0.04 0.90

35.15 0.33 0.34 5.00 0.86 0.04 0.90

35.20 0.36 0.34 5.00 0.86 0.04 0.90

35.25 1.83 0.34 5.00 0.86 0.04 0.90

35.30 1.83 0.34 5.00 0.86 0.04 0.90

35.35 1.83 0.34 5.00 0.86 0.04 0.90

35.40 1.83 0.34 5.00 0.86 0.04 0.90

35.45 1.83 0.34 5.00 0.86 0.04 0.90

35.50 1.83 0.34 5.00 0.86 0.04 0.90

35.55 1.83 0.34 5.00 0.86 0.04 0.90

35.60 1.83 0.34 5.00 0.86 0.04 0.90

35.65 1.83 0.34 5.00 0.86 0.04 0.89

35.70 1.83 0.34 5.00 0.86 0.04 0.89

35.75 1.83 0.34 5.00 0.86 0.04 0.89

35.80 1.83 0.34 5.00 0.86 0.03 0.89

35.85 1.83 0.34 5.00 0.86 0.03 0.89

35.90 1.83 0.34 5.00 0.86 0.03 0.89

35.95 1.83 0.34 5.00 0.86 0.03 0.89

36.00 1.83 0.34 5.00 0.86 0.03 0.89

36.05 1.82 0.34 5.00 0.86 0.03 0.89

36.10 1.82 0.34 5.00 0.86 0.03 0.89

36.15 1.82 0.34 5.00 0.86 0.03 0.89

36.20 1.82 0.34 5.00 0.86 0.03 0.89

36.25 1.82 0.34 5.00 0.86 0.03 0.89

36.30 1.82 0.34 5.00 0.86 0.03 0.89

36.35 1.82 0.34 5.00 0.86 0.03 0.89

36.40 1.82 0.34 5.00 0.86 0.03 0.89

36.45 1.82 0.34 5.00 0.86 0.03 0.89

36.50 1.82 0.34 5.00 0.86 0.03 0.89

36.55 1.82 0.34 5.00 0.86 0.03 0.89

36.60 1.82 0.34 5.00 0.86 0.03 0.89

36.65 1.82 0.34 5.00 0.86 0.03 0.89

City Council 18 – 935 10/3/2023
B-LGC-2.sum

36.70 1.82 0.34 5.00 0.86 0.03 0.89

36.75 1.82 0.34 5.00 0.86 0.03 0.89

36.80 1.82 0.34 5.00 0.86 0.03 0.89

36.85 1.82 0.34 5.00 0.86 0.03 0.89

36.90 1.82 0.34 5.00 0.86 0.03 0.89

36.95 1.82 0.34 5.00 0.86 0.03 0.89

37.00 1.82 0.34 5.00 0.86 0.03 0.88

37.05 1.82 0.34 5.00 0.86 0.03 0.88

37.10 1.82 0.34 5.00 0.86 0.03 0.88

37.15 1.81 0.34 5.00 0.86 0.03 0.88

37.20 1.81 0.34 5.00 0.86 0.02 0.88

37.25 1.81 0.34 5.00 0.86 0.02 0.88

37.30 1.81 0.34 5.00 0.86 0.02 0.88

37.35 1.81 0.34 5.00 0.86 0.02 0.88

37.40 1.81 0.34 5.00 0.86 0.02 0.88

37.45 1.81 0.34 5.00 0.86 0.02 0.88

37.50 1.81 0.33 5.00 0.86 0.02 0.88

37.55 1.81 0.33 5.00 0.86 0.02 0.88

37.60 1.81 0.33 5.00 0.86 0.02 0.88

37.65 1.81 0.33 5.00 0.86 0.02 0.88

37.70 1.81 0.33 5.00 0.86 0.02 0.88

37.75 1.81 0.33 5.00 0.86 0.02 0.88

37.80 1.81 0.33 5.00 0.86 0.02 0.88

37.85 1.81 0.33 5.00 0.86 0.02 0.88

37.90 1.81 0.33 5.00 0.86 0.02 0.88

37.95 1.81 0.33 5.00 0.86 0.02 0.88

38.00 1.81 0.33 5.00 0.86 0.02 0.88

38.05 1.81 0.33 5.00 0.86 0.02 0.88

38.10 1.81 0.33 5.00 0.86 0.02 0.88

38.15 1.81 0.33 5.00 0.86 0.02 0.88

38.20 1.81 0.33 5.00 0.86 0.02 0.88

38.25 1.80 0.33 5.00 0.86 0.02 0.88

38.30 1.80 0.33 5.00 0.86 0.02 0.88

38.35 1.80 0.33 5.00 0.86 0.02 0.88

38.40 1.80 0.33 5.00 0.86 0.02 0.88

38.45 1.80 0.33 5.00 0.86 0.02 0.88

38.50 1.80 0.33 5.00 0.86 0.02 0.87

38.55 1.80 0.33 5.00 0.86 0.02 0.87

38.60 1.80 0.33 5.00 0.86 0.02 0.87

38.65 1.80 0.33 5.00 0.86 0.02 0.87

38.70 1.80 0.33 5.00 0.86 0.01 0.87

38.75 1.80 0.33 5.00 0.86 0.01 0.87

38.80 1.80 0.33 5.00 0.86 0.01 0.87

38.85 1.80 0.33 5.00 0.86 0.01 0.87

38.90 1.80 0.33 5.00 0.86 0.01 0.87

38.95 1.80 0.33 5.00 0.86 0.01 0.87

39.00 1.80 0.33 5.00 0.86 0.01 0.87

39.05 1.80 0.33 5.00 0.86 0.01 0.87

39.10 1.80 0.33 5.00 0.86 0.01 0.87

39.15 1.80 0.33 5.00 0.86 0.01 0.87

39.20 1.80 0.33 5.00 0.86 0.01 0.87

39.25 1.80 0.33 5.00 0.86 0.01 0.87

39.30 1.80 0.33 5.00 0.86 0.01 0.87

39.35 1.80 0.33 5.00 0.86 0.01 0.87

39.40 1.79 0.33 5.00 0.86 0.01 0.87

39.45 1.79 0.33 5.00 0.86 0.01 0.87

39.50 1.79 0.33 5.00 0.86 0.01 0.87

39.55 1.79 0.33 5.00 0.86 0.01 0.87

39.60 1.79 0.33 5.00 0.86 0.01 0.87

39.65 1.79 0.33 5.00 0.86 0.01 0.87

39.70 1.79 0.33 5.00 0.86 0.01 0.86

39.75 1.79 0.33 5.00 0.86 0.01 0.86

39.80 1.79 0.33 5.00 0.86 0.00 0.86

City Council 18 – 936 10/3/2023
B-LGC-2.sum

39.85 1.79 0.33 5.00 0.86 0.00 0.86

39.90 1.79 0.33 5.00 0.86 0.00 0.86

39.95 0.41 0.33 5.00 0.86 0.00 0.86

40.00 0.35 0.33 5.00 0.86 0.00 0.86

40.05 0.35 0.33 1.07 0.86 0.00 0.86

40.10 0.35 0.33 1.07 0.86 0.00 0.86

40.15 0.35 0.33 1.08 0.86 0.00 0.86

40.20 0.36 0.33 1.09 0.86 0.00 0.86

40.25 0.36 0.33 1.10 0.86 0.00 0.86

40.30 0.36 0.33 1.11 0.85 0.00 0.85

40.35 0.37 0.33 1.12 0.85 0.00 0.85

40.40 0.37 0.33 1.13 0.85 0.00 0.85

40.45 0.37 0.33 1.14 0.85 0.00 0.85

40.50 0.38 0.33 1.15 0.85 0.00 0.85

40.55 0.38 0.33 1.17 0.85 0.00 0.85

40.60 0.39 0.33 1.19 0.85 0.00 0.85

40.65 0.40 0.33 1.21 0.85 0.00 0.85

40.70 0.40 0.33 1.23 0.85 0.00 0.85

40.75 0.41 0.33 1.26 0.85 0.00 0.85

40.80 0.43 0.33 1.30 0.85 0.00 0.85

40.85 0.44 0.33 1.35 0.85 0.00 0.85

40.90 1.78 0.33 5.00 0.84 0.00 0.84

40.95 1.78 0.33 5.00 0.84 0.00 0.84

41.00 1.78 0.33 5.00 0.84 0.00 0.84

41.05 1.78 0.33 5.00 0.84 0.00 0.84

41.10 1.78 0.33 5.00 0.84 0.00 0.84

41.15 1.78 0.33 5.00 0.84 0.00 0.84

41.20 1.78 0.33 5.00 0.84 0.00 0.84

41.25 1.78 0.33 5.00 0.84 0.00 0.84

41.30 1.78 0.33 5.00 0.84 0.00 0.84

41.35 1.78 0.33 5.00 0.84 0.00 0.84

41.40 1.78 0.33 5.00 0.84 0.00 0.84

41.45 1.78 0.33 5.00 0.84 0.00 0.84

41.50 1.78 0.33 5.00 0.84 0.00 0.84

41.55 1.78 0.33 5.00 0.84 0.00 0.84

41.60 1.78 0.33 5.00 0.84 0.00 0.84

41.65 1.78 0.33 5.00 0.84 0.00 0.84

41.70 1.77 0.33 5.00 0.84 0.00 0.84

41.75 1.77 0.33 5.00 0.84 0.00 0.84

41.80 1.77 0.33 5.00 0.84 0.00 0.84

41.85 1.77 0.33 5.00 0.84 0.00 0.84

41.90 1.77 0.33 5.00 0.84 0.00 0.84

41.95 1.77 0.33 5.00 0.84 0.00 0.84

42.00 1.77 0.33 5.00 0.84 0.00 0.84

42.05 1.77 0.33 5.00 0.84 0.00 0.84

42.10 1.77 0.33 5.00 0.84 0.00 0.84

42.15 1.77 0.33 5.00 0.84 0.00 0.84

42.20 1.77 0.33 5.00 0.84 0.00 0.84

42.25 1.77 0.33 5.00 0.84 0.00 0.84

42.30 1.77 0.33 5.00 0.84 0.00 0.84

42.35 1.77 0.33 5.00 0.84 0.00 0.84

42.40 1.77 0.33 5.00 0.84 0.00 0.84

42.45 1.77 0.33 5.00 0.84 0.00 0.84

42.50 1.77 0.33 5.00 0.84 0.00 0.84

42.55 1.77 0.33 5.00 0.84 0.00 0.84

42.60 1.77 0.33 5.00 0.84 0.00 0.84

42.65 1.77 0.33 5.00 0.84 0.00 0.84

42.70 1.77 0.33 5.00 0.84 0.00 0.84

42.75 1.77 0.33 5.00 0.84 0.00 0.84

42.80 1.77 0.33 5.00 0.84 0.00 0.84

42.85 1.76 0.33 5.00 0.84 0.00 0.84

42.90 1.76 0.33 5.00 0.84 0.00 0.84

42.95 1.76 0.33 5.00 0.84 0.00 0.84

City Council 18 – 937 10/3/2023
B-LGC-2.sum

43.00 1.76 0.33 5.00 0.84 0.00 0.84

43.05 1.76 0.33 5.00 0.84 0.00 0.84

43.10 1.76 0.33 5.00 0.84 0.00 0.84

43.15 1.76 0.33 5.00 0.84 0.00 0.84

43.20 1.76 0.33 5.00 0.84 0.00 0.84

43.25 1.76 0.33 5.00 0.84 0.00 0.84

43.30 1.76 0.33 5.00 0.84 0.00 0.84

43.35 1.76 0.33 5.00 0.84 0.00 0.84

43.40 1.76 0.33 5.00 0.84 0.00 0.84

43.45 1.76 0.33 5.00 0.84 0.00 0.84

43.50 1.76 0.33 5.00 0.84 0.00 0.84

43.55 1.76 0.33 5.00 0.84 0.00 0.84

43.60 1.76 0.33 5.00 0.84 0.00 0.84

43.65 1.76 0.33 5.00 0.84 0.00 0.84

43.70 1.76 0.33 5.00 0.84 0.00 0.84

43.75 1.76 0.33 5.00 0.84 0.00 0.84

43.80 1.76 0.33 5.00 0.84 0.00 0.84

43.85 1.76 0.33 5.00 0.84 0.00 0.84

43.90 1.76 0.33 5.00 0.84 0.00 0.84

43.95 1.76 0.33 5.00 0.84 0.00 0.84

44.00 1.76 0.33 5.00 0.84 0.00 0.84

44.05 1.75 0.33 5.00 0.84 0.00 0.84

44.10 1.75 0.33 5.00 0.84 0.00 0.84

44.15 1.75 0.33 5.00 0.84 0.00 0.84

44.20 1.75 0.33 5.00 0.84 0.00 0.84

44.25 1.75 0.33 5.00 0.84 0.00 0.84

44.30 1.75 0.33 5.00 0.84 0.00 0.84

44.35 1.75 0.33 5.00 0.84 0.00 0.84

44.40 1.75 0.33 5.00 0.84 0.00 0.84

44.45 1.75 0.33 5.00 0.84 0.00 0.84

44.50 1.75 0.33 5.00 0.84 0.00 0.84

44.55 1.75 0.33 5.00 0.84 0.00 0.84

44.60 1.75 0.33 5.00 0.84 0.00 0.84

44.65 1.75 0.33 5.00 0.84 0.00 0.84

44.70 1.75 0.33 5.00 0.84 0.00 0.84

44.75 1.75 0.33 5.00 0.84 0.00 0.84

44.80 1.75 0.33 5.00 0.84 0.00 0.84

44.85 1.75 0.33 5.00 0.84 0.00 0.84

44.90 1.75 0.33 5.00 0.84 0.00 0.84

44.95 1.75 0.33 5.00 0.84 0.00 0.84

45.00 1.75 0.33 5.00 0.84 0.00 0.84

45.05 1.75 0.33 5.00 0.84 0.00 0.84

45.10 1.75 0.33 5.00 0.84 0.00 0.84

45.15 1.75 0.33 5.00 0.84 0.00 0.84

45.20 1.75 0.33 5.00 0.84 0.00 0.84

45.25 1.75 0.33 5.00 0.84 0.00 0.84

45.30 1.74 0.33 5.00 0.84 0.00 0.84

45.35 1.74 0.33 5.00 0.84 0.00 0.84

45.40 1.74 0.33 5.00 0.84 0.00 0.84

45.45 1.74 0.33 5.00 0.84 0.00 0.84

45.50 1.74 0.33 5.00 0.84 0.00 0.84

45.55 1.74 0.33 5.00 0.84 0.00 0.84

45.60 1.74 0.33 5.00 0.84 0.00 0.84

45.65 1.74 0.33 5.00 0.84 0.00 0.84

45.70 1.74 0.34 5.00 0.84 0.00 0.84

45.75 1.74 0.34 5.00 0.84 0.00 0.84

45.80 1.74 0.34 5.00 0.84 0.00 0.84

45.85 1.74 0.34 5.00 0.84 0.00 0.84

45.90 1.74 0.34 5.00 0.84 0.00 0.84

45.95 1.74 0.34 5.00 0.84 0.00 0.84

46.00 1.74 0.34 5.00 0.84 0.00 0.84

46.05 1.74 0.34 5.00 0.84 0.00 0.84

46.10 1.74 0.34 5.00 0.84 0.00 0.84

City Council 18 – 938 10/3/2023
B-LGC-2.sum

46.15 1.74 0.34 5.00 0.84 0.00 0.84

46.20 1.74 0.34 5.00 0.83 0.00 0.83

46.25 1.74 0.34 5.00 0.83 0.00 0.83

46.30 1.74 0.34 5.00 0.83 0.00 0.83

46.35 1.74 0.34 5.00 0.83 0.00 0.83

46.40 1.74 0.34 5.00 0.83 0.00 0.83

46.45 1.74 0.34 5.00 0.83 0.00 0.83

46.50 1.73 0.34 5.00 0.83 0.00 0.83

46.55 0.41 0.34 1.24 0.83 0.00 0.83

46.60 0.39 0.34 1.17 0.83 0.00 0.83

46.65 0.38 0.34 1.13 0.83 0.00 0.83

46.70 0.37 0.34 1.10 0.83 0.00 0.83

46.75 0.36 0.34 1.07 0.83 0.00 0.83

46.80 0.35 0.34 1.05 0.82 0.00 0.82

46.85 0.35 0.34 1.03 0.82 0.00 0.82

46.90 0.34 0.34 1.02 0.82 0.00 0.82

46.95 0.34 0.34 1.00 0.82 0.00 0.82

47.00 0.33 0.34 0.99* 0.82 0.00 0.82

47.05 0.33 0.34 0.98* 0.82 0.00 0.82

47.10 0.33 0.34 0.97* 0.82 0.00 0.82

47.15 0.32 0.34 0.96* 0.82 0.00 0.82

47.20 0.32 0.34 0.95* 0.82 0.00 0.82

47.25 0.32 0.34 0.94* 0.82 0.00 0.82

47.30 0.31 0.34 0.93* 0.81 0.00 0.81

47.35 0.31 0.34 0.92* 0.81 0.00 0.81

47.40 0.31 0.34 0.91* 0.81 0.00 0.81

47.45 0.31 0.34 0.91* 0.81 0.00 0.81

47.50 0.30 0.34 0.90* 0.81 0.00 0.81

47.55 0.30 0.34 0.88* 0.81 0.00 0.81

47.60 0.29 0.34 0.86* 0.80 0.00 0.80

47.65 0.28 0.34 0.84* 0.80 0.00 0.80

47.70 0.28 0.34 0.82* 0.80 0.00 0.80

47.75 0.27 0.34 0.80* 0.79 0.00 0.79

47.80 0.26 0.34 0.79* 0.79 0.00 0.79

47.85 0.26 0.34 0.77* 0.78 0.00 0.78

47.90 0.25 0.34 0.76* 0.78 0.00 0.78

47.95 0.25 0.34 0.74* 0.77 0.00 0.77

48.00 0.25 0.34 0.73* 0.76 0.00 0.76

48.05 0.24 0.34 0.72* 0.76 0.00 0.76

48.10 0.24 0.34 0.70* 0.75 0.00 0.75

48.15 0.23 0.34 0.69* 0.74 0.00 0.74

48.20 0.23 0.34 0.68* 0.74 0.00 0.74

48.25 0.22 0.34 0.67* 0.73 0.00 0.73

48.30 0.22 0.34 0.66* 0.72 0.00 0.72

48.35 0.22 0.34 0.64* 0.72 0.00 0.72

48.40 0.21 0.34 0.63* 0.71 0.00 0.71

48.45 0.21 0.34 0.62* 0.70 0.00 0.70

48.50 0.21 0.34 0.61* 0.69 0.00 0.69

48.55 0.20 0.34 0.60* 0.69 0.00 0.69

48.60 0.20 0.34 0.59* 0.68 0.00 0.68

48.65 0.20 0.34 0.58* 0.67 0.00 0.67

48.70 0.19 0.34 0.57* 0.66 0.00 0.66

48.75 0.19 0.34 0.56* 0.65 0.00 0.65

48.80 0.19 0.34 0.56* 0.65 0.00 0.65

48.85 0.18 0.34 0.55* 0.64 0.00 0.64

48.90 0.18 0.34 0.54* 0.63 0.00 0.63

48.95 0.18 0.34 0.53* 0.62 0.00 0.62

49.00 0.18 0.34 0.52* 0.61 0.00 0.61

49.05 0.17 0.34 0.51* 0.60 0.00 0.60

49.10 0.17 0.34 0.50* 0.59 0.00 0.59

49.15 0.17 0.34 0.49* 0.58 0.00 0.58

49.20 0.16 0.34 0.49* 0.57 0.00 0.57

49.25 0.16 0.34 0.48* 0.56 0.00 0.56

City Council 18 – 939 10/3/2023
B-LGC-2.sum

49.30 0.16 0.34 0.47* 0.55 0.00 0.55

49.35 0.16 0.34 0.46* 0.54 0.00 0.54

49.40 0.15 0.34 0.45* 0.53 0.00 0.53

49.45 0.15 0.34 0.44* 0.52 0.00 0.52

49.50 0.15 0.34 0.44* 0.51 0.00 0.51

49.55 0.14 0.34 0.43* 0.50 0.00 0.50

49.60 0.14 0.34 0.42* 0.49 0.00 0.49

49.65 0.14 0.34 0.41* 0.48 0.00 0.48

49.70 0.14 0.34 0.40* 0.46 0.00 0.46

49.75 0.13 0.34 0.39* 0.45 0.00 0.45

49.80 0.13 0.34 0.39* 0.44 0.00 0.44

49.85 0.13 0.34 0.38* 0.43 0.00 0.43

49.90 0.12 0.34 0.37* 0.42 0.00 0.42

49.95 0.12 0.34 0.36* 0.40 0.00 0.40

50.00 0.12 0.34 0.35* 0.39 0.00 0.39

50.05 0.12 0.34 0.35* 0.38 0.00 0.38

50.10 0.12 0.34 0.35* 0.37 0.00 0.37

50.15 0.12 0.34 0.35* 0.35 0.00 0.35

50.20 0.12 0.34 0.35* 0.34 0.00 0.34

50.25 0.12 0.34 0.35* 0.33 0.00 0.33

50.30 0.12 0.34 0.35* 0.31 0.00 0.31

50.35 0.12 0.34 0.35* 0.30 0.00 0.30

50.40 0.12 0.34 0.35* 0.29 0.00 0.29

50.45 0.12 0.34 0.35* 0.27 0.00 0.27

50.50 0.12 0.34 0.35* 0.26 0.00 0.26

50.55 0.12 0.34 0.35* 0.25 0.00 0.25

50.60 0.12 0.34 0.35* 0.24 0.00 0.24

50.65 0.12 0.34 0.35* 0.22 0.00 0.22

50.70 0.12 0.34 0.35* 0.21 0.00 0.21

50.75 0.12 0.34 0.35* 0.20 0.00 0.20

50.80 0.12 0.34 0.35* 0.18 0.00 0.18

50.85 0.12 0.34 0.35* 0.17 0.00 0.17

50.90 0.12 0.34 0.35* 0.16 0.00 0.16

50.95 0.12 0.34 0.35* 0.14 0.00 0.14

51.00 0.12 0.34 0.35* 0.13 0.00 0.13

51.05 0.12 0.34 0.35* 0.12 0.00 0.12

51.10 0.12 0.34 0.35* 0.10 0.00 0.10

51.15 0.12 0.34 0.35* 0.09 0.00 0.09

51.20 0.12 0.34 0.35* 0.08 0.00 0.08

51.25 0.12 0.34 0.35* 0.07 0.00 0.07

51.30 0.12 0.34 0.35* 0.05 0.00 0.05

51.35 0.12 0.34 0.35* 0.04 0.00 0.04

51.40 0.12 0.34 0.35* 0.03 0.00 0.03

51.45 0.12 0.34 0.35* 0.01 0.00 0.01

51.50 0.12 0.34 0.35* 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in.
____________________________________________________________________________________ CRRm Cyclic resistance ratio from soils CSRfs Cyclic stress ratio induced by a given earthquake (with user request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRfs S_sat Settlement from saturated sands
S_dry Settlement from dry sands
S_all Total settlement from saturated and dry sands
NoLiq No-Liquefy Soils

City Council 18 – 940 10/3/2023
LiquefyPro CivilTech Software USA www.civiltech.com
CivilTech Corporation

LIQUEFACTION ANALYSIS
FF/Santa Ana
213031-01 Plate A-1
Hole No.=B-LGC-3 Water Depth=40 ft Surface Elev.=148 Magnitude=7.71 Acceleration=0.593g
(ft)0
10 20
30 40
50 60
70 Shear Stress Ratio
CRR CSR fs1
Shaded Zone has Liquefaction Potential
0 1
Factor of Safety Soil Description
0 1 5
Settlement
Wet Dry
S = 2.79 in.
0 (in.) 10
fs1=1.00
City Council 18 – 941 10/3/2023
B-LGC-3.sum
************************************************************************************ *******************

LIQUEFACTION ANALYSIS CALCULATION SHEET

Copyright by CivilTech Software
www.civiltech.com
(425) 453-6488 Fax (425) 453-5848

************************************************************************************ ******************* Licensed to , 12/16/2021 9:21:43 AM Input File Name: \\DC1\Public2\FINAL PROJECTS\FAIRFIELD DEVELOPMENT\Santa Ana\Liquefaction\B-LGC-3.liq
Title: FF/Santa Ana
Subtitle: 213031-01
Surface Elev.=148
Hole No.=B-LGC-3
Depth of Hole= 51.5 ft
Water Table during Earthquake= 40.0 ft
Water Table during In-Situ Testing= 51.5 ft
Max. Acceleration= 0.59 g
Earthquake Magnitude= 7.7
Input Data:

Surface Elev.=148
Hole No.=B-LGC-3
Depth of Hole=51.5 ft
Water Table during Earthquake= 40.0 ft
Water Table during In-Situ Testing= 51.5 ft
Max. Acceleration=0.59 g
Earthquake Magnitude=7.7
Earthquake Magnitude=7.7

2. Settlement Analysis Method: Tokimatsu / Seed

3. Fines Correction for Liquefaction: Idriss/Seed (SPT only)

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio, Ce = 1.3

7. Borehole Diameter, Cb= 1

8. Sampling Method, Cs= 1

9. User request factor of safety (apply to CSR) , User= 1.0 Plot one CSR curve (fs1=User)

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

Depth SPT gamma Fines
ft pcf %
____________________________________

0.0 0.0 102.0 NoLiq

25.0 26.0 102.0 32.4

22.5 15.0 102.0 70.6

20.0 8.7 102.0 70.6

17.5 5.0 102.0 70.6

15.0 6.7 102.0 70.6

12.5 4.7 102.0 70.6

10.0 11.4 102.0 5.0

7.5 12.0 102.0 32.4

5.0 4.7 102.0 70.6
City Council 18 – 942 10/3/2023
B-LGC-3.sum

27.5 27.0 102.0 32.4

30.0 14.7 102.0 70.6

32.5 16.0 102.0 70.6

35.0 15.0 102.0 72.9

37.5 12.0 102.0 72.9

40.0 67.0 102.0 5.0

42.5 49.0 102.0 5.0

45.0 63.0 102.0 5.0

47.5 22.0 102.0 52.8

50.0 18.0 102.0 70.6

51.5 18.0 102.0 70.6
____________________________________
Output Results:

Settlement of saturated sands=0.54 in.

Settlement of dry sands=2.25 in.

Total settlement of saturated and dry sands=2.79 in.

Differential Settlement=1.397 to 1.844 in.

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

0.00 2.00 0.39 5.00 0.54 2.25 2.79

0.05 2.00 0.39 5.00 0.54 2.25 2.79

0.10 2.00 0.39 5.00 0.54 2.25 2.79

0.15 2.00 0.39 5.00 0.54 2.25 2.79

0.20 2.00 0.39 5.00 0.54 2.25 2.79

0.25 2.00 0.39 5.00 0.54 2.25 2.79

0.30 2.00 0.39 5.00 0.54 2.25 2.79

0.35 2.00 0.39 5.00 0.54 2.25 2.79

0.40 2.00 0.39 5.00 0.54 2.25 2.79

0.45 2.00 0.39 5.00 0.54 2.25 2.79

0.50 2.00 0.39 5.00 0.54 2.25 2.79

0.55 2.00 0.38 5.00 0.54 2.25 2.79

0.60 2.00 0.38 5.00 0.54 2.25 2.79

0.65 2.00 0.38 5.00 0.54 2.25 2.79

0.70 2.00 0.38 5.00 0.54 2.25 2.79

0.75 2.00 0.38 5.00 0.54 2.25 2.79

0.80 2.00 0.38 5.00 0.54 2.25 2.79

0.85 2.00 0.38 5.00 0.54 2.25 2.79

0.90 2.00 0.38 5.00 0.54 2.25 2.79

0.95 2.00 0.38 5.00 0.54 2.25 2.79

1.00 2.00 0.38 5.00 0.54 2.25 2.79

1.05 2.00 0.38 5.00 0.54 2.25 2.79

1.10 2.00 0.38 5.00 0.54 2.25 2.79

1.15 2.00 0.38 5.00 0.54 2.25 2.79

1.20 2.00 0.38 5.00 0.54 2.25 2.79

1.25 2.00 0.38 5.00 0.54 2.25 2.79

1.30 2.00 0.38 5.00 0.54 2.25 2.79

1.35 2.00 0.38 5.00 0.54 2.25 2.79

1.40 2.00 0.38 5.00 0.54 2.25 2.79

1.45 2.00 0.38 5.00 0.54 2.25 2.79

1.50 2.00 0.38 5.00 0.54 2.25 2.79

1.55 2.00 0.38 5.00 0.54 2.25 2.79

1.60 2.00 0.38 5.00 0.54 2.25 2.79

1.65 2.00 0.38 5.00 0.54 2.25 2.79

1.70 2.00 0.38 5.00 0.54 2.25 2.79

1.75 2.00 0.38 5.00 0.54 2.25 2.79

1.80 2.00 0.38 5.00 0.54 2.25 2.79

1.85 2.00 0.38 5.00 0.54 2.25 2.79

1.90 2.00 0.38 5.00 0.54 2.25 2.79

1.95 2.00 0.38 5.00 0.54 2.25 2.79

2.00 2.00 0.38 5.00 0.54 2.25 2.79

City Council 18 – 943 10/3/2023
B-LGC-3.sum

2.05 2.00 0.38 5.00 0.54 2.25 2.79

2.10 2.00 0.38 5.00 0.54 2.25 2.79

2.15 2.00 0.38 5.00 0.54 2.25 2.79

2.20 2.00 0.38 5.00 0.54 2.25 2.79

2.25 2.00 0.38 5.00 0.54 2.25 2.79

2.30 2.00 0.38 5.00 0.54 2.25 2.79

2.35 2.00 0.38 5.00 0.54 2.25 2.79

2.40 2.00 0.38 5.00 0.54 2.25 2.79

2.45 2.00 0.38 5.00 0.54 2.25 2.79

2.50 2.00 0.38 5.00 0.54 2.25 2.79

2.55 2.00 0.38 5.00 0.54 2.25 2.79

2.60 2.00 0.38 5.00 0.54 2.25 2.79

2.65 2.00 0.38 5.00 0.54 2.25 2.79

2.70 2.00 0.38 5.00 0.54 2.25 2.79

2.75 2.00 0.38 5.00 0.54 2.25 2.79

2.80 2.00 0.38 5.00 0.54 2.25 2.79

2.85 2.00 0.38 5.00 0.54 2.25 2.79

2.90 2.00 0.38 5.00 0.54 2.25 2.79

2.95 2.00 0.38 5.00 0.54 2.25 2.79

3.00 2.00 0.38 5.00 0.54 2.25 2.79

3.05 2.00 0.38 5.00 0.54 2.25 2.79

3.10 2.00 0.38 5.00 0.54 2.25 2.79

3.15 2.00 0.38 5.00 0.54 2.25 2.79

3.20 2.00 0.38 5.00 0.54 2.25 2.79

3.25 2.00 0.38 5.00 0.54 2.25 2.79

3.30 2.00 0.38 5.00 0.54 2.25 2.79

3.35 2.00 0.38 5.00 0.54 2.25 2.79

3.40 2.00 0.38 5.00 0.54 2.25 2.79

3.45 2.00 0.38 5.00 0.54 2.25 2.79

3.50 2.00 0.38 5.00 0.54 2.25 2.79

3.55 2.00 0.38 5.00 0.54 2.25 2.79

3.60 2.00 0.38 5.00 0.54 2.25 2.79

3.65 2.00 0.38 5.00 0.54 2.25 2.79

3.70 2.00 0.38 5.00 0.54 2.25 2.79

3.75 2.00 0.38 5.00 0.54 2.25 2.79

3.80 2.00 0.38 5.00 0.54 2.25 2.79

3.85 2.00 0.38 5.00 0.54 2.25 2.79

3.90 2.00 0.38 5.00 0.54 2.25 2.79

3.95 2.00 0.38 5.00 0.54 2.25 2.79

4.00 2.00 0.38 5.00 0.54 2.25 2.79

4.05 2.00 0.38 5.00 0.54 2.25 2.79

4.10 2.00 0.38 5.00 0.54 2.25 2.79

4.15 2.00 0.38 5.00 0.54 2.25 2.79

4.20 2.00 0.38 5.00 0.54 2.25 2.79

4.25 2.00 0.38 5.00 0.54 2.25 2.79

4.30 2.00 0.38 5.00 0.54 2.25 2.79

4.35 2.00 0.38 5.00 0.54 2.25 2.79

4.40 2.00 0.38 5.00 0.54 2.25 2.79

4.45 2.00 0.38 5.00 0.54 2.25 2.79

4.50 2.00 0.38 5.00 0.54 2.25 2.79

4.55 2.00 0.38 5.00 0.54 2.25 2.79

4.60 2.00 0.38 5.00 0.54 2.25 2.79

4.65 2.00 0.38 5.00 0.54 2.25 2.79

4.70 2.00 0.38 5.00 0.54 2.25 2.79

4.75 2.00 0.38 5.00 0.54 2.25 2.79

4.80 2.00 0.38 5.00 0.54 2.25 2.79

4.85 2.00 0.38 5.00 0.54 2.25 2.79

4.90 2.00 0.38 5.00 0.54 2.25 2.79

4.95 2.00 0.38 5.00 0.54 2.25 2.79

5.00 0.12 0.38 5.00 0.54 2.25 2.79

5.05 0.12 0.38 5.00 0.54 2.25 2.79

5.10 0.12 0.38 5.00 0.54 2.25 2.79

5.15 0.12 0.38 5.00 0.54 2.24 2.79

City Council 18 – 944 10/3/2023
B-LGC-3.sum

5.20 0.13 0.38 5.00 0.54 2.24 2.79

5.25 0.13 0.38 5.00 0.54 2.24 2.79

5.30 0.13 0.38 5.00 0.54 2.24 2.79

5.35 0.13 0.38 5.00 0.54 2.24 2.78

5.40 0.14 0.38 5.00 0.54 2.24 2.78

5.45 0.14 0.38 5.00 0.54 2.24 2.78

5.50 0.14 0.38 5.00 0.54 2.24 2.78

5.55 0.14 0.38 5.00 0.54 2.23 2.78

5.60 0.15 0.38 5.00 0.54 2.23 2.78

5.65 0.15 0.38 5.00 0.54 2.23 2.78

5.70 0.15 0.38 5.00 0.54 2.23 2.78

5.75 0.15 0.38 5.00 0.54 2.23 2.77

5.80 0.16 0.38 5.00 0.54 2.23 2.77

5.85 0.16 0.38 5.00 0.54 2.23 2.77

5.90 0.16 0.38 5.00 0.54 2.23 2.77

5.95 0.16 0.38 5.00 0.54 2.23 2.77

6.00 0.16 0.38 5.00 0.54 2.23 2.77

6.05 0.17 0.38 5.00 0.54 2.22 2.77

6.10 0.17 0.38 5.00 0.54 2.22 2.77

6.15 0.17 0.38 5.00 0.54 2.22 2.77

6.20 0.17 0.38 5.00 0.54 2.22 2.77

6.25 0.18 0.38 5.00 0.54 2.22 2.77

6.30 0.18 0.38 5.00 0.54 2.22 2.77

6.35 0.18 0.38 5.00 0.54 2.22 2.76

6.40 0.18 0.38 5.00 0.54 2.22 2.76

6.45 0.19 0.38 5.00 0.54 2.22 2.76

6.50 0.19 0.38 5.00 0.54 2.22 2.76

6.55 0.19 0.38 5.00 0.54 2.22 2.76

6.60 0.19 0.38 5.00 0.54 2.22 2.76

6.65 0.20 0.38 5.00 0.54 2.21 2.76

6.70 0.20 0.38 5.00 0.54 2.21 2.76

6.75 0.20 0.38 5.00 0.54 2.21 2.76

6.80 0.20 0.38 5.00 0.54 2.21 2.76

6.85 0.21 0.38 5.00 0.54 2.21 2.76

6.90 0.21 0.38 5.00 0.54 2.21 2.76

6.95 0.21 0.38 5.00 0.54 2.21 2.76

7.00 0.21 0.38 5.00 0.54 2.21 2.76

7.05 0.21 0.38 5.00 0.54 2.21 2.75

7.10 0.22 0.38 5.00 0.54 2.21 2.75

7.15 0.22 0.38 5.00 0.54 2.21 2.75

7.20 0.22 0.38 5.00 0.54 2.21 2.75

7.25 0.22 0.38 5.00 0.54 2.21 2.75

7.30 0.22 0.38 5.00 0.54 2.21 2.75

7.35 0.22 0.38 5.00 0.54 2.21 2.75

7.40 0.22 0.38 5.00 0.54 2.21 2.75

7.45 0.22 0.38 5.00 0.54 2.20 2.75

7.50 0.23 0.38 5.00 0.54 2.20 2.75

7.55 0.22 0.38 5.00 0.54 2.20 2.75

7.60 0.22 0.38 5.00 0.54 2.20 2.75

7.65 0.22 0.38 5.00 0.54 2.20 2.75

7.70 0.21 0.38 5.00 0.54 2.20 2.75

7.75 0.21 0.38 5.00 0.54 2.20 2.75

7.80 0.21 0.38 5.00 0.54 2.20 2.75

7.85 0.21 0.38 5.00 0.54 2.20 2.74

7.90 0.20 0.38 5.00 0.54 2.20 2.74

7.95 0.20 0.38 5.00 0.54 2.20 2.74

8.00 0.20 0.38 5.00 0.54 2.20 2.74

8.05 0.20 0.38 5.00 0.54 2.20 2.74

8.10 0.19 0.38 5.00 0.54 2.19 2.74

8.15 0.19 0.38 5.00 0.54 2.19 2.74

8.20 0.19 0.38 5.00 0.54 2.19 2.74

8.25 0.20 0.38 5.00 0.54 2.19 2.74

8.30 0.20 0.38 5.00 0.54 2.19 2.74

City Council 18 – 945 10/3/2023
B-LGC-3.sum

8.35 0.20 0.38 5.00 0.54 2.19 2.73

8.40 0.20 0.38 5.00 0.54 2.19 2.73

8.45 0.19 0.38 5.00 0.54 2.19 2.73

8.50 0.19 0.38 5.00 0.54 2.19 2.73

8.55 0.19 0.38 5.00 0.54 2.18 2.73

8.60 0.18 0.38 5.00 0.54 2.18 2.73

8.65 0.18 0.38 5.00 0.54 2.18 2.73

8.70 0.18 0.38 5.00 0.54 2.18 2.73

8.75 0.18 0.38 5.00 0.54 2.18 2.72

8.80 0.17 0.38 5.00 0.54 2.18 2.72

8.85 0.17 0.38 5.00 0.54 2.17 2.72

8.90 0.17 0.38 5.00 0.54 2.17 2.72

8.95 0.16 0.38 5.00 0.54 2.17 2.71

9.00 0.16 0.38 5.00 0.54 2.17 2.71

9.05 0.16 0.38 5.00 0.54 2.16 2.71

9.10 0.16 0.38 5.00 0.54 2.16 2.71

9.15 0.15 0.38 5.00 0.54 2.16 2.70

9.20 0.15 0.38 5.00 0.54 2.15 2.70

9.25 0.15 0.38 5.00 0.54 2.15 2.69

9.30 0.14 0.38 5.00 0.54 2.14 2.69

9.35 0.14 0.38 5.00 0.54 2.13 2.68

9.40 0.14 0.38 5.00 0.54 2.13 2.67

9.45 0.13 0.38 5.00 0.54 2.12 2.66

9.50 0.13 0.38 5.00 0.54 2.11 2.65

9.55 0.13 0.38 5.00 0.54 2.09 2.64

9.60 0.12 0.38 5.00 0.54 2.07 2.62

9.65 0.12 0.38 5.00 0.54 2.05 2.60

9.70 0.12 0.38 5.00 0.54 2.03 2.57

9.75 0.11 0.38 5.00 0.54 2.00 2.55

9.80 0.11 0.38 5.00 0.54 1.97 2.52

9.85 0.11 0.38 5.00 0.54 1.95 2.49

9.90 0.11 0.38 5.00 0.54 1.92 2.46

9.95 0.11 0.38 5.00 0.54 1.89 2.43

10.00 0.10 0.38 5.00 0.54 1.86 2.40

10.05 0.10 0.38 5.00 0.54 1.83 2.37

10.10 0.10 0.38 5.00 0.54 1.80 2.34

10.15 0.11 0.38 5.00 0.54 1.77 2.31

10.20 0.11 0.38 5.00 0.54 1.74 2.29

10.25 0.11 0.38 5.00 0.54 1.71 2.26

10.30 0.12 0.38 5.00 0.54 1.68 2.23

10.35 0.12 0.38 5.00 0.54 1.66 2.20

10.40 0.12 0.38 5.00 0.54 1.63 2.18

10.45 0.12 0.38 5.00 0.54 1.61 2.15

10.50 0.13 0.38 5.00 0.54 1.58 2.13

10.55 0.13 0.38 5.00 0.54 1.56 2.10

10.60 0.13 0.38 5.00 0.54 1.54 2.08

10.65 0.13 0.38 5.00 0.54 1.53 2.08

10.70 0.13 0.38 5.00 0.54 1.53 2.08

10.75 0.13 0.38 5.00 0.54 1.53 2.07

10.80 0.13 0.38 5.00 0.54 1.53 2.07

10.85 0.13 0.38 5.00 0.54 1.52 2.07

10.90 0.13 0.38 5.00 0.54 1.52 2.06

10.95 0.13 0.38 5.00 0.54 1.52 2.06

11.00 0.13 0.38 5.00 0.54 1.51 2.06

11.05 0.13 0.38 5.00 0.54 1.51 2.06

11.10 0.13 0.38 5.00 0.54 1.51 2.05

11.15 0.13 0.38 5.00 0.54 1.51 2.05

11.20 0.13 0.38 5.00 0.54 1.50 2.05

11.25 0.13 0.38 5.00 0.54 1.50 2.04

11.30 0.13 0.38 5.00 0.54 1.50 2.04

11.35 0.12 0.38 5.00 0.54 1.49 2.04

11.40 0.12 0.38 5.00 0.54 1.49 2.03

11.45 0.12 0.38 5.00 0.54 1.49 2.03

City Council 18 – 946 10/3/2023
B-LGC-3.sum

11.50 0.12 0.38 5.00 0.54 1.48 2.03

11.55 0.12 0.38 5.00 0.54 1.48 2.02

11.60 0.11 0.38 5.00 0.54 1.47 2.02

11.65 0.11 0.37 5.00 0.54 1.47 2.01

11.70 0.11 0.37 5.00 0.54 1.46 2.01

11.75 0.11 0.37 5.00 0.54 1.46 2.00

11.80 0.11 0.37 5.00 0.54 1.45 2.00

11.85 0.11 0.37 5.00 0.54 1.45 1.99

11.90 0.10 0.37 5.00 0.54 1.44 1.99

11.95 0.10 0.37 5.00 0.54 1.44 1.98

12.00 0.10 0.37 5.00 0.54 1.43 1.98

12.05 0.10 0.37 5.00 0.54 1.42 1.97

12.10 0.10 0.37 5.00 0.54 1.42 1.96

12.15 0.10 0.37 5.00 0.54 1.41 1.95

12.20 0.09 0.37 5.00 0.54 1.40 1.95

12.25 0.09 0.37 5.00 0.54 1.39 1.94

12.30 0.09 0.37 5.00 0.54 1.38 1.93

12.35 0.09 0.37 5.00 0.54 1.37 1.92

12.40 0.09 0.37 5.00 0.54 1.36 1.91

12.45 0.09 0.37 5.00 0.54 1.35 1.90

12.50 0.09 0.37 5.00 0.54 1.34 1.89

12.55 0.09 0.37 5.00 0.54 1.33 1.88

12.60 0.09 0.37 5.00 0.54 1.32 1.86

12.65 0.09 0.37 5.00 0.54 1.31 1.85

12.70 0.09 0.37 5.00 0.54 1.30 1.84

12.75 0.09 0.37 5.00 0.54 1.29 1.83

12.80 0.09 0.37 5.00 0.54 1.28 1.82

12.85 0.09 0.37 5.00 0.54 1.27 1.81

12.90 0.10 0.37 5.00 0.54 1.26 1.80

12.95 0.10 0.37 5.00 0.54 1.25 1.79

13.00 0.10 0.37 5.00 0.54 1.24 1.79

13.05 0.10 0.37 5.00 0.54 1.23 1.78

13.10 0.10 0.37 5.00 0.54 1.22 1.77

13.15 0.10 0.37 5.00 0.54 1.22 1.76

13.20 0.10 0.37 5.00 0.54 1.21 1.75

13.25 0.11 0.37 5.00 0.54 1.20 1.75

13.30 0.11 0.37 5.00 0.54 1.19 1.74

13.35 0.11 0.37 5.00 0.54 1.19 1.73

13.40 0.11 0.37 5.00 0.54 1.18 1.72

13.45 0.11 0.37 5.00 0.54 1.17 1.72

13.50 0.11 0.37 5.00 0.54 1.17 1.71

13.55 0.11 0.37 5.00 0.54 1.16 1.70

13.60 0.12 0.37 5.00 0.54 1.15 1.70

13.65 0.12 0.37 5.00 0.54 1.15 1.69

13.70 0.12 0.37 5.00 0.54 1.14 1.69

13.75 0.12 0.37 5.00 0.54 1.14 1.68

13.80 0.12 0.37 5.00 0.54 1.13 1.67

13.85 0.12 0.37 5.00 0.54 1.12 1.67

13.90 0.12 0.37 5.00 0.54 1.12 1.66

13.95 0.13 0.37 5.00 0.54 1.11 1.66

14.00 0.13 0.37 5.00 0.54 1.11 1.65

14.05 0.13 0.37 5.00 0.54 1.10 1.65

14.10 0.13 0.37 5.00 0.54 1.10 1.64

14.15 0.13 0.37 5.00 0.54 1.09 1.64

14.20 0.13 0.37 5.00 0.54 1.09 1.63

14.25 0.13 0.37 5.00 0.54 1.08 1.63

14.30 0.13 0.37 5.00 0.54 1.08 1.63

14.35 0.14 0.37 5.00 0.54 1.08 1.62

14.40 0.14 0.37 5.00 0.54 1.07 1.62

14.45 0.14 0.37 5.00 0.54 1.07 1.61

14.50 0.14 0.37 5.00 0.54 1.06 1.61

14.55 0.14 0.37 5.00 0.54 1.06 1.60

14.60 0.14 0.37 5.00 0.54 1.06 1.60

City Council 18 – 947 10/3/2023
B-LGC-3.sum

14.65 0.14 0.37 5.00 0.54 1.05 1.60

14.70 0.14 0.37 5.00 0.54 1.05 1.59

14.75 0.15 0.37 5.00 0.54 1.04 1.59

14.80 0.16 0.37 5.00 0.54 1.04 1.58

14.85 0.16 0.37 5.00 0.54 1.04 1.58

14.90 0.16 0.37 5.00 0.54 1.03 1.58

14.95 0.16 0.37 5.00 0.54 1.03 1.58

15.00 0.16 0.37 5.00 0.54 1.03 1.57

15.05 0.16 0.37 5.00 0.54 1.03 1.57

15.10 0.16 0.37 5.00 0.54 1.02 1.57

15.15 0.16 0.37 5.00 0.54 1.02 1.56

15.20 0.16 0.37 5.00 0.54 1.02 1.56

15.25 0.16 0.37 5.00 0.54 1.01 1.56

15.30 0.16 0.37 5.00 0.54 1.01 1.56

15.35 0.16 0.37 5.00 0.54 1.01 1.55

15.40 0.16 0.37 5.00 0.54 1.00 1.55

15.45 0.16 0.37 5.00 0.54 1.00 1.55

15.50 0.16 0.37 5.00 0.54 1.00 1.54

15.55 0.16 0.37 5.00 0.54 0.99 1.54

15.60 0.16 0.37 5.00 0.54 0.99 1.54

15.65 0.15 0.37 5.00 0.54 0.99 1.53

15.70 0.15 0.37 5.00 0.54 0.98 1.53

15.75 0.15 0.37 5.00 0.54 0.98 1.52

15.80 0.15 0.37 5.00 0.54 0.98 1.52

15.85 0.15 0.37 5.00 0.54 0.97 1.52

15.90 0.15 0.37 5.00 0.54 0.97 1.51

15.95 0.15 0.37 5.00 0.54 0.96 1.51

16.00 0.15 0.37 5.00 0.54 0.96 1.50

16.05 0.15 0.37 5.00 0.54 0.96 1.50

16.10 0.15 0.37 5.00 0.54 0.95 1.50

16.15 0.15 0.37 5.00 0.54 0.95 1.49

16.20 0.15 0.37 5.00 0.54 0.94 1.49

16.25 0.15 0.37 5.00 0.54 0.94 1.48

16.30 0.15 0.37 5.00 0.54 0.93 1.48

16.35 0.14 0.37 5.00 0.54 0.93 1.47

16.40 0.14 0.37 5.00 0.54 0.92 1.47

16.45 0.14 0.37 5.00 0.54 0.92 1.46

16.50 0.14 0.37 5.00 0.54 0.91 1.46

16.55 0.14 0.37 5.00 0.54 0.91 1.45

16.60 0.14 0.37 5.00 0.54 0.90 1.45

16.65 0.14 0.37 5.00 0.54 0.90 1.44

16.70 0.14 0.37 5.00 0.54 0.89 1.44

16.75 0.14 0.37 5.00 0.54 0.89 1.43

16.80 0.14 0.37 5.00 0.54 0.88 1.43

16.85 0.14 0.37 5.00 0.54 0.88 1.42

16.90 0.14 0.37 5.00 0.54 0.87 1.42

16.95 0.14 0.37 5.00 0.54 0.86 1.41

17.00 0.14 0.37 5.00 0.54 0.86 1.40

17.05 0.14 0.37 5.00 0.54 0.85 1.40

17.10 0.13 0.37 5.00 0.54 0.85 1.39

17.15 0.13 0.37 5.00 0.54 0.84 1.38

17.20 0.13 0.37 5.00 0.54 0.83 1.38

17.25 0.13 0.37 5.00 0.54 0.83 1.37

17.30 0.13 0.37 5.00 0.54 0.82 1.36

17.35 0.13 0.37 5.00 0.54 0.81 1.36

17.40 0.13 0.37 5.00 0.54 0.80 1.35

17.45 0.13 0.37 5.00 0.54 0.80 1.34

17.50 0.13 0.37 5.00 0.54 0.79 1.33

17.55 0.13 0.37 5.00 0.54 0.78 1.33

17.60 0.13 0.37 5.00 0.54 0.77 1.32

17.65 0.13 0.37 5.00 0.54 0.77 1.31

17.70 0.13 0.37 5.00 0.54 0.76 1.30

17.75 0.13 0.37 5.00 0.54 0.75 1.30

City Council 18 – 948 10/3/2023
B-LGC-3.sum

17.80 0.14 0.37 5.00 0.54 0.75 1.29

17.85 0.14 0.37 5.00 0.54 0.74 1.28

17.90 0.14 0.37 5.00 0.54 0.73 1.28

17.95 0.14 0.37 5.00 0.54 0.72 1.27

18.00 0.14 0.37 5.00 0.54 0.72 1.26

18.05 0.14 0.37 5.00 0.54 0.71 1.26

18.10 0.14 0.37 5.00 0.54 0.71 1.25

18.15 0.14 0.37 5.00 0.54 0.70 1.24

18.20 0.14 0.37 5.00 0.54 0.69 1.24

18.25 0.14 0.37 5.00 0.54 0.69 1.23

18.30 0.15 0.37 5.00 0.54 0.68 1.23

18.35 0.15 0.37 5.00 0.54 0.67 1.22

18.40 0.15 0.37 5.00 0.54 0.67 1.21

18.45 0.15 0.37 5.00 0.54 0.66 1.21

18.50 0.15 0.37 5.00 0.54 0.66 1.20

18.55 0.15 0.37 5.00 0.54 0.65 1.20

18.60 0.15 0.37 5.00 0.54 0.65 1.19

18.65 0.15 0.37 5.00 0.54 0.64 1.18

18.70 0.15 0.37 5.00 0.54 0.63 1.18

18.75 0.15 0.37 5.00 0.54 0.63 1.17

18.80 0.16 0.37 5.00 0.54 0.62 1.17

18.85 0.16 0.37 5.00 0.54 0.62 1.16

18.90 0.16 0.37 5.00 0.54 0.61 1.16

18.95 0.16 0.37 5.00 0.54 0.61 1.15

19.00 0.16 0.37 5.00 0.54 0.60 1.15

19.05 0.16 0.37 5.00 0.54 0.60 1.14

19.10 0.16 0.37 5.00 0.54 0.59 1.14

19.15 0.16 0.37 5.00 0.54 0.59 1.13

19.20 0.16 0.37 5.00 0.54 0.58 1.13

19.25 0.16 0.37 5.00 0.54 0.58 1.12

19.30 0.17 0.37 5.00 0.54 0.57 1.12

19.35 0.17 0.37 5.00 0.54 0.57 1.11

19.40 0.17 0.37 5.00 0.54 0.56 1.11

19.45 0.17 0.37 5.00 0.54 0.56 1.11

19.50 0.17 0.37 5.00 0.54 0.56 1.10

19.55 0.17 0.37 5.00 0.54 0.55 1.10

19.60 0.17 0.37 5.00 0.54 0.55 1.09

19.65 0.17 0.37 5.00 0.54 0.54 1.09

19.70 0.17 0.37 5.00 0.54 0.54 1.08

19.75 0.17 0.37 5.00 0.54 0.53 1.08

19.80 0.17 0.37 5.00 0.54 0.53 1.07

19.85 0.18 0.37 5.00 0.54 0.53 1.07

19.90 0.18 0.37 5.00 0.54 0.52 1.07

19.95 0.18 0.37 5.00 0.54 0.52 1.06

20.00 0.18 0.37 5.00 0.54 0.51 1.06

20.05 0.18 0.37 5.00 0.54 0.51 1.05

20.10 0.18 0.37 5.00 0.54 0.50 1.05

20.15 0.18 0.37 5.00 0.54 0.50 1.05

20.20 0.18 0.37 5.00 0.54 0.50 1.04

20.25 0.19 0.37 5.00 0.54 0.49 1.04

20.30 0.19 0.37 5.00 0.54 0.49 1.03

20.35 0.19 0.37 5.00 0.54 0.49 1.03

20.40 0.19 0.37 5.00 0.54 0.48 1.03

20.45 0.19 0.37 5.00 0.54 0.48 1.02

20.50 0.20 0.37 5.00 0.54 0.48 1.02

20.55 0.20 0.37 5.00 0.54 0.47 1.02

20.60 0.20 0.37 5.00 0.54 0.47 1.01

20.65 0.20 0.37 5.00 0.54 0.47 1.01

20.70 0.20 0.37 5.00 0.54 0.46 1.01

20.75 0.20 0.37 5.00 0.54 0.46 1.01

20.80 0.21 0.37 5.00 0.54 0.46 1.00

20.85 0.21 0.37 5.00 0.54 0.45 1.00

20.90 0.21 0.37 5.00 0.54 0.45 1.00

City Council 18 – 949 10/3/2023
B-LGC-3.sum

20.95 0.21 0.37 5.00 0.54 0.45 0.99

21.00 0.21 0.37 5.00 0.54 0.45 0.99

21.05 0.21 0.37 5.00 0.54 0.44 0.99

21.10 0.22 0.37 5.00 0.54 0.44 0.99

21.15 0.22 0.37 5.00 0.54 0.44 0.98

21.20 0.22 0.37 5.00 0.54 0.44 0.98

21.25 0.22 0.37 5.00 0.54 0.43 0.98

21.30 0.22 0.37 5.00 0.54 0.43 0.98

21.35 0.23 0.37 5.00 0.54 0.43 0.97

21.40 0.23 0.37 5.00 0.54 0.43 0.97

21.45 0.23 0.37 5.00 0.54 0.42 0.97

21.50 0.23 0.37 5.00 0.54 0.42 0.97

21.55 0.23 0.37 5.00 0.54 0.42 0.96

21.60 0.24 0.37 5.00 0.54 0.42 0.96

21.65 0.24 0.37 5.00 0.54 0.41 0.96

21.70 0.24 0.37 5.00 0.54 0.41 0.96

21.75 0.24 0.37 5.00 0.54 0.41 0.95

21.80 0.24 0.37 5.00 0.54 0.41 0.95

21.85 0.25 0.37 5.00 0.54 0.41 0.95

21.90 0.25 0.37 5.00 0.54 0.40 0.95

21.95 0.25 0.37 5.00 0.54 0.40 0.95

22.00 0.25 0.37 5.00 0.54 0.40 0.94

22.05 0.25 0.37 5.00 0.54 0.40 0.94

22.10 0.26 0.37 5.00 0.54 0.39 0.94

22.15 0.26 0.37 5.00 0.54 0.39 0.94

22.20 0.26 0.37 5.00 0.54 0.39 0.94

22.25 0.26 0.37 5.00 0.54 0.39 0.93

22.30 0.27 0.37 5.00 0.54 0.39 0.93

22.35 0.27 0.37 5.00 0.54 0.39 0.93

22.40 0.27 0.37 5.00 0.54 0.38 0.93

22.45 0.27 0.37 5.00 0.54 0.38 0.93

22.50 0.28 0.37 5.00 0.54 0.38 0.92

22.55 0.28 0.37 5.00 0.54 0.38 0.92

22.60 0.28 0.37 5.00 0.54 0.38 0.92

22.65 0.29 0.37 5.00 0.54 0.37 0.92

22.70 0.30 0.37 5.00 0.54 0.37 0.92

22.75 0.30 0.37 5.00 0.54 0.37 0.92

22.80 0.31 0.36 5.00 0.54 0.37 0.92

22.85 0.31 0.36 5.00 0.54 0.37 0.92

22.90 0.32 0.36 5.00 0.54 0.37 0.92

22.95 0.33 0.36 5.00 0.54 0.37 0.91

23.00 0.33 0.36 5.00 0.54 0.37 0.91

23.05 0.34 0.36 5.00 0.54 0.37 0.91

23.10 0.35 0.36 5.00 0.54 0.37 0.91

23.15 0.36 0.36 5.00 0.54 0.37 0.91

23.20 0.38 0.36 5.00 0.54 0.37 0.91

23.25 0.41 0.36 5.00 0.54 0.37 0.91

23.30 1.86 0.36 5.00 0.54 0.37 0.91

23.35 1.86 0.36 5.00 0.54 0.36 0.91

23.40 1.86 0.36 5.00 0.54 0.36 0.91

23.45 1.86 0.36 5.00 0.54 0.36 0.91

23.50 1.86 0.36 5.00 0.54 0.36 0.91

23.55 1.86 0.36 5.00 0.54 0.36 0.91

23.60 1.86 0.36 5.00 0.54 0.36 0.91

23.65 1.86 0.36 5.00 0.54 0.36 0.91

23.70 1.86 0.36 5.00 0.54 0.36 0.91

23.75 1.86 0.36 5.00 0.54 0.36 0.91

23.80 1.86 0.36 5.00 0.54 0.36 0.90

23.85 1.86 0.36 5.00 0.54 0.36 0.90

23.90 1.86 0.36 5.00 0.54 0.36 0.90

23.95 1.86 0.36 5.00 0.54 0.36 0.90

24.00 1.86 0.36 5.00 0.54 0.36 0.90

24.05 1.86 0.36 5.00 0.54 0.36 0.90

City Council 18 – 950 10/3/2023
B-LGC-3.sum

24.10 1.86 0.36 5.00 0.54 0.36 0.90

24.15 1.86 0.36 5.00 0.54 0.36 0.90

24.20 1.86 0.36 5.00 0.54 0.36 0.90

24.25 1.86 0.36 5.00 0.54 0.36 0.90

24.30 1.86 0.36 5.00 0.54 0.35 0.90

24.35 1.86 0.36 5.00 0.54 0.35 0.90

24.40 1.86 0.36 5.00 0.54 0.35 0.90

24.45 1.86 0.36 5.00 0.54 0.35 0.90

24.50 1.86 0.36 5.00 0.54 0.35 0.90

24.55 1.86 0.36 5.00 0.54 0.35 0.90

24.60 1.86 0.36 5.00 0.54 0.35 0.90

24.65 1.86 0.36 5.00 0.54 0.35 0.90

24.70 1.86 0.36 5.00 0.54 0.35 0.90

24.75 1.86 0.36 5.00 0.54 0.35 0.90

24.80 1.86 0.36 5.00 0.54 0.35 0.90

24.85 1.86 0.36 5.00 0.54 0.35 0.90

24.90 1.86 0.36 5.00 0.54 0.35 0.90

24.95 1.86 0.36 5.00 0.54 0.35 0.89

25.00 1.86 0.36 5.00 0.54 0.35 0.89

25.05 1.86 0.36 5.00 0.54 0.35 0.89

25.10 1.86 0.36 5.00 0.54 0.35 0.89

25.15 1.86 0.36 5.00 0.54 0.35 0.89

25.20 1.86 0.36 5.00 0.54 0.35 0.89

25.25 1.86 0.36 5.00 0.54 0.35 0.89

25.30 1.86 0.36 5.00 0.54 0.35 0.89

25.35 1.86 0.36 5.00 0.54 0.35 0.89

25.40 1.86 0.36 5.00 0.54 0.35 0.89

25.45 1.86 0.36 5.00 0.54 0.35 0.89

25.50 1.86 0.36 5.00 0.54 0.35 0.89

25.55 1.86 0.36 5.00 0.54 0.35 0.89

25.60 1.86 0.36 5.00 0.54 0.35 0.89

25.65 1.86 0.36 5.00 0.54 0.34 0.89

25.70 1.86 0.36 5.00 0.54 0.34 0.89

25.75 1.86 0.36 5.00 0.54 0.34 0.89

25.80 1.86 0.36 5.00 0.54 0.34 0.89

25.85 1.86 0.36 5.00 0.54 0.34 0.89

25.90 1.86 0.36 5.00 0.54 0.34 0.89

25.95 1.86 0.36 5.00 0.54 0.34 0.89

26.00 1.86 0.36 5.00 0.54 0.34 0.89

26.05 1.86 0.36 5.00 0.54 0.34 0.89

26.10 1.86 0.36 5.00 0.54 0.34 0.89

26.15 1.86 0.36 5.00 0.54 0.34 0.89

26.20 1.86 0.36 5.00 0.54 0.34 0.89

26.25 1.86 0.36 5.00 0.54 0.34 0.89

26.30 1.86 0.36 5.00 0.54 0.34 0.88

26.35 1.86 0.36 5.00 0.54 0.34 0.88

26.40 1.86 0.36 5.00 0.54 0.34 0.88

26.45 1.86 0.36 5.00 0.54 0.34 0.88

26.50 1.86 0.36 5.00 0.54 0.34 0.88

26.55 1.86 0.36 5.00 0.54 0.34 0.88

26.60 1.86 0.36 5.00 0.54 0.34 0.88

26.65 1.86 0.36 5.00 0.54 0.34 0.88

26.70 1.86 0.36 5.00 0.54 0.34 0.88

26.75 1.86 0.36 5.00 0.54 0.34 0.88

26.80 1.86 0.36 5.00 0.54 0.34 0.88

26.85 1.86 0.36 5.00 0.54 0.34 0.88

26.90 1.86 0.36 5.00 0.54 0.34 0.88

26.95 1.86 0.36 5.00 0.54 0.34 0.88

27.00 1.86 0.36 5.00 0.54 0.33 0.88

27.05 1.86 0.36 5.00 0.54 0.33 0.88

27.10 1.86 0.36 5.00 0.54 0.33 0.88

27.15 1.86 0.36 5.00 0.54 0.33 0.88

27.20 1.86 0.36 5.00 0.54 0.33 0.88

City Council 18 – 951 10/3/2023
B-LGC-3.sum

27.25 1.86 0.36 5.00 0.54 0.33 0.88

27.30 1.86 0.36 5.00 0.54 0.33 0.88

27.35 1.86 0.36 5.00 0.54 0.33 0.88

27.40 1.86 0.36 5.00 0.54 0.33 0.88

27.45 1.86 0.36 5.00 0.54 0.33 0.88

27.50 1.86 0.36 5.00 0.54 0.33 0.88

27.55 1.86 0.36 5.00 0.54 0.33 0.88

27.60 1.86 0.36 5.00 0.54 0.33 0.87

27.65 1.86 0.36 5.00 0.54 0.33 0.87

27.70 1.86 0.36 5.00 0.54 0.33 0.87

27.75 1.86 0.36 5.00 0.54 0.33 0.87

27.80 1.86 0.36 5.00 0.54 0.33 0.87

27.85 1.86 0.36 5.00 0.54 0.33 0.87

27.90 1.86 0.36 5.00 0.54 0.33 0.87

27.95 1.86 0.36 5.00 0.54 0.33 0.87

28.00 1.86 0.36 5.00 0.54 0.33 0.87

28.05 1.86 0.36 5.00 0.54 0.33 0.87

28.10 1.86 0.36 5.00 0.54 0.33 0.87

28.15 1.86 0.36 5.00 0.54 0.33 0.87

28.20 1.86 0.36 5.00 0.54 0.32 0.87

28.25 1.86 0.36 5.00 0.54 0.32 0.87

28.30 1.86 0.36 5.00 0.54 0.32 0.87

28.35 1.86 0.36 5.00 0.54 0.32 0.87

28.40 1.86 0.36 5.00 0.54 0.32 0.87

28.45 1.86 0.36 5.00 0.54 0.32 0.87

28.50 1.86 0.36 5.00 0.54 0.32 0.87

28.55 1.86 0.36 5.00 0.54 0.32 0.87

28.60 1.86 0.36 5.00 0.54 0.32 0.87

28.65 1.86 0.36 5.00 0.54 0.32 0.86

28.70 1.86 0.36 5.00 0.54 0.32 0.86

28.75 1.86 0.36 5.00 0.54 0.32 0.86

28.80 1.86 0.36 5.00 0.54 0.32 0.86

28.85 1.86 0.36 5.00 0.54 0.32 0.86

28.90 1.86 0.36 5.00 0.54 0.32 0.86

28.95 1.86 0.36 5.00 0.54 0.32 0.86

29.00 1.86 0.36 5.00 0.54 0.31 0.86

29.05 0.40 0.36 5.00 0.54 0.31 0.86

29.10 0.37 0.36 5.00 0.54 0.31 0.86

29.15 0.35 0.36 5.00 0.54 0.31 0.86

29.20 0.34 0.36 5.00 0.54 0.31 0.86

29.25 0.33 0.36 5.00 0.54 0.31 0.86

29.30 0.32 0.36 5.00 0.54 0.31 0.85

29.35 0.31 0.36 5.00 0.54 0.31 0.85

29.40 0.31 0.36 5.00 0.54 0.31 0.85

29.45 0.30 0.36 5.00 0.54 0.31 0.85

29.50 0.29 0.36 5.00 0.54 0.31 0.85

29.55 0.29 0.36 5.00 0.54 0.30 0.85

29.60 0.28 0.36 5.00 0.54 0.30 0.85

29.65 0.28 0.36 5.00 0.54 0.30 0.85

29.70 0.27 0.36 5.00 0.54 0.30 0.85

29.75 0.27 0.36 5.00 0.54 0.30 0.85

29.80 0.26 0.36 5.00 0.54 0.30 0.84

29.85 0.26 0.36 5.00 0.54 0.30 0.84

29.90 0.25 0.36 5.00 0.54 0.30 0.84

29.95 0.25 0.36 5.00 0.54 0.30 0.84

30.00 0.24 0.36 5.00 0.54 0.29 0.84

30.05 0.24 0.36 5.00 0.54 0.29 0.84

30.10 0.24 0.36 5.00 0.54 0.29 0.84

30.15 0.24 0.36 5.00 0.54 0.29 0.83

30.20 0.24 0.36 5.00 0.54 0.29 0.83

30.25 0.24 0.36 5.00 0.54 0.29 0.83

30.30 0.24 0.36 5.00 0.54 0.28 0.83

30.35 0.25 0.36 5.00 0.54 0.28 0.83