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1.0 MANAGEMENT SUMMARY/ABSTRACT
The following report describes the results of the cultural resources survey conducted by BFSA Environmental Services, a Perennial Company (BFSA), for the Hewitt and Esplanade Residential Project. The study includes approximately 24 acres (Assessor’s Parcel Number [APN] 439-180-011) and is located west of South Hewitt Street between East Esplanade and East Commonwealth avenues in the city of San Jacinto, Riverside County, California. The proposed project is situated within the unsectioned former San Jacinto Viejo Land Grant, Township 5 South, Range 1 West, of the San Bernardino Base and Meridian, as shown on the U.S. Geological Survey (USGS) San Jacinto, California (7.5-minute) quadrangle map. The applicant proposes to subdivide the property for a residential development. BFSA conducted this assessment to locate and record any cultural resources identified within the project in compliance with the California Environmental Quality Act (CEQA) and following City of San Jacinto environmental guidelines.
1.1 Purpose of Investigation
The purpose of this investigation was to determine if any cultural resources would be affected by the proposed land development. This study consisted of processing a records search of previously recorded archaeological sites on or near the property and the completion of an archaeological survey of the project. The archaeological records search results from the Eastern Information Center (EIC) at the University of California at Riverside (UCR) indicate that 50 cultural resource sites are mapped within one mile of the project, none of which are recorded within the subject property. The records search also identified 30 previous cultural resource studies that have been conducted within one mile of the subject property, one of which (Swope 1987) includes the subject property. In addition, a search of the Sacred Lands File (SLF) was requested from the Native American Heritage Commission (NAHC) to determine if any recorded Native American sacred sites or locations of religious or ceremonial importance are present within the project.
1.2 Major Findings
A review of historic maps and aerial photographs indicate that by 1938, the property was utilized for agriculture, with three associated structures located in the northeastern corner.
Between 1975 and 1978, the fields were removed from the subject property and by 1985, the structures in the northeastern corner are no longer extent. By the next available photograph in 1995, the entire property had been cleared and appears similar to its present condition, having been subjected to repeated episodes of discing and clearing.
The archaeological survey of the Hewitt and Esplanade Residential Project was conducted on November 9, 2023. During the survey, ground visibility was characterized as excellent as the property appeared to have recently been disced and cleared of vegetation. No historic or prehistoric resources were identified anywhere within the project. As such, the current survey results are consistent with those of Swope in 1987.
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1.3 Recommendation Summary
Due to the previous ground-disturbing activities and the absence of identified cultural resources within the project boundaries, there is little to no potential for cultural resources to be present or impacted by the proposed development. Based upon the results of this study, no further archaeological study or mitigation measures are recommended as a condition of permit approval.
However, if any cultural resources are inadvertently discovered, all construction work in the immediate vicinity of the discovery shall stop, and a qualified archaeologist shall be consulted to determine if further mitigation measures are warranted. Should human remains be discovered, treatment of these remains shall follow California Public Resources Code 5097.9. Any human remains that are determined to be Native American shall be reported to the Riverside County Sheriff’s Department, Coroner Division, and subsequently to the NAHC.
A copy of this report will be filed with the EIC at UCR. All notes, photographs, and other materials related to this project will be curated at the archaeological laboratory of BFSA in Poway, California.
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2.0 INTRODUCTION
BFSA was retained by the applicant to conduct a cultural resources survey for the Hewitt and Esplanade Residential Project. The archaeological survey was conducted in order to comply with CEQA and environmental guidelines of the city of San Jacinto with regards to developmentgenerated impacts to cultural resources. The project is located in an area of low to moderate cultural resource sensitivity, as suggested by known site density and predictive modeling. The project is situated within an area primarily sensitive for historic resources associated with the agricultural history and development of the San Jacinto region. Sensitivity for prehistoric cultural resources in a given area is usually indicated by known settlement patterns which, in Riverside County, are focused around environments with accessible food and water.
The Hewitt and Esplanade Residential Project proposes to subdivide and develop approximately 24 acres located immediately west of South Hewitt Street between East Esplanade and East Commonwealth avenues, in the city of San Jacinto, Riverside County, California (Figure
2.0–1). The project (APN 439-180-011) is situated within the unsectioned, former San Jacinto Viejo Land Grant, Township 5 South, Range 1 West of the San Bernardino Base and Meridian, as shown on the USGS San Jacinto, California quadrangle maps (Figure 2.0–2). As designed, the proposed project includes the construction of a residential development along with associated streets, landscaping, and infrastructure (Figure 2.0–3).
Principal Investigator Tracy A. Stropes, M.A., RPA, directed the cultural resources study for the project with assistance from Senior Field Archaeologist Clarence Hoff. The pedestrian survey of the project was conducted on November 9, 2023. The survey was completed by traversing the property in east/west oriented transects spaced at approximately 10-meter intervals.
During the survey, it was noted that the entire project area has been previously utilized for agriculture, having been repeatedly cleared and disced. Ground visibility was excellent due to recent clearing. Project Archaeologist Andrew J. Garrison, M.A., RPA, prepared the report. Emily T. Soong created the report graphics, while Shawna M. Krystek conducted technical editing and report production. Qualifications of key personnel are provided in Appendix A.
2.1 Previous Work
The archaeological records search for the property identified 50 cultural resources within one mile of the project, none of which are within the subject property. The records search also identified 30 previous cultural resource studies which have been conducted within one mile of the subject property, one of which (Swope 1987) includes within the subject property.
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2.2 Project Setting
Riverside County lies in the Peninsular Ranges Geologic Province of southern California.
The mountain range, which lies in a northwest to southeast trend through the county, extends around 1,000 miles from the Raymond-Malibu Fault Zone in western Los Angeles County to the southern tip of Baja California. The subject property is situated between the Lakeview and San Jacinto mountains in the San Jacinto Valley. Geologically, the project site lies within the active San Jacinto fault zone in areas mapped by Lancaster et al. (2012) as Holocene-aged alluvial wash deposits, with Holocene- to late Pleistocene-aged young alluvial fan deposits mapped at the southwest tip of the property (Wirths 2023). The specific soils found on the property consist of San Emigdio fine sandy loam, Grangeville sandy loam, and a section labeled “Rough broken land” (NRCS 2019). The subject property is relatively flat with an average elevation of 1,585 feet above mean sea level. The subject property does not contain any natural sources of water. The closest major natural source of water is the San Jacinto River found approximately 1.25 miles to the northeast.
At the time of the survey, the property contained sparse non-native vegetation and appears to have historically been utilized for agriculture. As with the current project, much of the surrounding area has been cleared of native vegetation to facilitate agriculture and development.
However, the project vicinity originally would have contained sage and chapparal plant communities. During the prehistoric period, vegetation in the area of the project provided sufficient food resources to support prehistoric human occupants. Animals that inhabited the project area during prehistoric times included mammals such as rabbits, squirrels, gophers, mice, rats, deer, and coyotes, in addition to a variety of reptiles and amphibians. The natural setting of the project area during the prehistoric occupation offered a rich nutritional resource base. Fresh water could have been obtained from the San Jacinto River. Historically, the project was utilized for agriculture and the property contained similar plant and animal species as are present there today.
2.3 Cultural Setting – Archaeological Perspectives
The archaeological perspective seeks to reconstruct past cultures based upon the material remains left behind. This is done using a range of scientific methodologies, almost all of which draw from evolutionary theory as the base framework. Archaeology allows one to look deeper into history or prehistory to see where the beginnings of ideas manifest themselves via analysis of material culture, allowing for the understanding of outside forces that shape social change. Thus, the archaeological perspective allows one to better understand the consequences of the history of a given culture upon modern cultures. Archaeologists seek to understand the effects of past contexts of a given culture on this moment in time, not culture in context in the moment.
Despite this, a distinction exists between “emic” and “etic” ways of understanding material culture, prehistoric lifeways, and cultural phenomena in general (Harris 1991). While “emic” perspectives serve the subjective ways in which things are perceived and interpreted by the participants within a culture, “etic” perspectives are those of an outsider looking in hopes of
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attaining a more scientific or “objective” understanding of the given phenomena. Archaeologists, by definition, will almost always serve an etic perspective as a result of the very nature of their work. As indicated by Laylander et al. (2014), it has sometimes been suggested that etic understanding, and therefore an archaeological understanding, is an imperfect and potentially ethnocentric attempt to arrive at emic understanding. In contrast to this, however, an etic understanding of material culture, cultural phenomena, and prehistoric lifeways can address significant dimensions of culture that lie entirely beyond the understanding or interest of those solely utilizing an emic perspective. As Harris (1991:20) appropriately points out, “Etic studies often involve the measurement and juxtaposition of activities and events that native informants find inappropriate or meaningless.” This is also likely true of archaeological comparisons and juxtapositions of material culture. However, culture as a whole does not occur in a vacuum and is the result of several millennia of choices and consequences influencing everything from technology to religions, to institutions. Archaeology allows for the ability to not only see what came before, but to see how those choices, changes, and consequences affect the present. Where possible, archaeology should seek to address both emic and etic understandings to the extent that they may be recoverable from the archaeological record as manifestations of patterned human behavior (Laylander et al. 2014).
To that point, the culture history offered herein is primarily based upon archaeological (etic) and ethnographic (partially emic and partially etic) information. It is understood that the ethnographic record and early archaeological records were incompletely and imperfectly collected.
In addition, in most cases, more than a century of intensive cultural change and cultural evolution had elapsed since the terminus of the prehistoric period. Coupled with the centuries and millennia of prehistoric change separating the “ethnographic present” from the prehistoric past, this has affected the emic and etic understandings of prehistoric cultural settings. Regardless, there remains a need to present the changing cultural setting within the region under investigation. As a result, both archaeological and Native American perspectives are offered when possible.
2.3.1 Introduction
Paleo Indian, Archaic Period Milling Stone Horizon, and the Late Prehistoric Takic groups are the three general cultural periods represented in Riverside County. The following discussion of the cultural history of Riverside County references the San Dieguito Complex, Encinitas Tradition, Milling Stone Horizon, La Jolla Complex, Pauma Complex, and San Luis Rey Complex, since these culture sequences have been used to describe archaeological manifestations in the region. The Late Prehistoric component present in the Riverside County area was primarily represented by the Cahuilla, Gabrielino, and Luiseño Indians.
Absolute chronological information, where possible, will be incorporated into this archaeological discussion to examine the effectiveness of continuing to interchangeably use these terms. Reference will be made to the geological framework that divides the archaeologicallybased culture chronology of the area into four segments: the late Pleistocene (20,000 to 10,000
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years before the present [YBP]), the early Holocene (10,000 to 6,650 YBP), the middle Holocene (6,650 to 3,350 YBP), and the late Holocene (3,350 to 200 YBP).
2.3.2 Paleo Indian Period (Late Pleistocene: 11,500 to circa 9,000 YBP) Archaeologically, the Paleo Indian Period is associated with the terminus of the late Pleistocene (12,000 to 10,000 YBP). The environment during the late Pleistocene was cool and moist, which allowed for glaciation in the mountains and the formation of deep, pluvial lakes in the deserts and basin lands (Moratto 1984). By the terminus of the late Pleistocene, the climate became warmer, which caused the glaciers to melt, sea levels to rise, greater coastal erosion, large lakes to recede and evaporate, extinction of Pleistocene megafauna, and major vegetation changes (Moratto 1984; Martin 1967, 1973; Fagan 1991). The coastal shoreline at 10,000 YBP, depending upon the particular area of the coast, was near the 30-meter isobath, or two to six kilometers further west than its present location (Masters 1983).
Paleo Indians were likely attracted to multiple habitat types, including mountains, marshlands, estuaries, and lakeshores. These people likely subsisted using a more generalized hunting, gathering, and collecting adaptation utilizing a variety of resources including birds, mollusks, and both large and small mammals (Erlandson and Colten 1991; Moratto 1984; Moss and Erlandson 1995).
2.3.3 Archaic Period (Early and Middle Holocene: circa 9,000 to 1,300 YBP) Archaeological data indicates that between 9,000 and 8,000 YBP, a widespread complex was established in the southern California region, primarily along the coast (Warren and True 1961). This complex is locally known as the La Jolla Complex (Rogers 1939; Moriarty 1966), which is regionally associated with the Encinitas Tradition (Warren 1968) and shares cultural components with the widespread Milling Stone Horizon (Wallace 1955). The coastal expression of this complex appeared in southern California coastal areas and focused upon coastal resources and the development of deeply stratified shell middens that were primarily located around bays and lagoons. The older sites associated with this expression are located at Topanga Canyon, Newport Bay, Agua Hedionda Lagoon, and some of the Channel Islands. Radiocarbon dates from sites attributed to this complex span a period of over 7,000 years in this region, beginning over 9,000 YBP.
The Encinitas Tradition is best recognized for its pattern of large coastal sites characterized by shell middens, grinding tools that are closely associated with the marine resources of the area, cobble-based tools, and flexed human burials (Shumway et al. 1961; Smith and Moriarty 1985).
While ground stone tools and scrapers are the most recognized tool types, coastal Encinitas Tradition sites also contain numerous utilized flakes, which may have been used to pry open shellfish. Artifact assemblages at coastal sites indicate a subsistence pattern focused upon shellfish collection and nearshore fishing. This suggests an incipient maritime adaptation with regional similarities to more northern sites of the same period (Koerper et al. 1986). Other artifacts
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associated with Encinitas Tradition sites include stone bowls, doughnut stones, discoidals, stone balls, and beads made from stone, bone, and shell.
The coastal lagoons in southern California supported large Milling Stone Horizon populations circa 6,000 YBP, as shown by numerous radiocarbon dates from the many sites adjacent to the lagoons. The ensuing millennia were not stable environmentally and, by 3,000 YBP, many of the coastal sites in central San Diego County had been abandoned (Gallegos 1987, 1992). The abandonment of the area is usually attributed to the sedimentation of coastal lagoons and the resulting deterioration of fish and mollusk habitat. This is a well-documented situation at Batiquitos Lagoon, where over a 2,000-year period, dominant mollusk species occurring in archaeological middens shift from deep-water mollusks (Argopecten sp.) to species tolerant of tidal flat conditions (Chione sp.), indicating changes in both water depth and temperature (Miller 1966; Gallegos 1987).
This situation likely occurred for other small drainages (Buena Vista, Agua Hedionda, San Marcos, and Escondido creeks) along the central San Diego coast where low flow rates did not produce sufficient discharge to flush the lagoons they fed (Buena Vista, Agua Hedionda, Batiquitos, and San Elijo lagoons) (Byrd 1998). Drainages along the northern and southern San Diego coastline were larger and flushed the coastal hydrological features they fed, keeping them open to the ocean and allowing for continued human exploitation (Byrd 1998). Peñasquitos Lagoon exhibits dates as late as 2,355 YBP (Smith and Moriarty 1985) and San Diego Bay showed continuous occupation until the close of the Milling Stone Horizon (Gallegos and Kyle 1988).
Additionally, data from several drainages in U.S. Marine Corps Base Camp Pendleton indicate a continued occupation of shell midden sites until the close of the period, which shows that coastal sites were not entirely abandoned during this time (Byrd 1998).
By 5,000 YBP, an inland expression of the La Jolla Complex is evident in the archaeological record, exhibiting influences from the Campbell Tradition from the north. These inland Milling Stone Horizon sites have been termed “Pauma Complex” (True 1958; Warren et al. 1961; Meighan 1954). Pauma Complex sites share a predominance of grinding implements (manos and metates), lack mollusk remains, have greater tool variety (including atlatl dart points, quarry-based tools, and crescentics), and seem to express a more sedentary lifestyle with a subsistence economy based upon the use of a broad variety of terrestrial resources. Although originally viewed as a separate culture from the coastal La Jolla Complex (True 1980), it appears that these inland sites may be part of a subsistence and settlement system utilized by the coastal peoples. Evidence from the 4S Ranch Project in inland San Diego County suggests that these inland sites may represent seasonal components within an annual subsistence round by La Jolla Complex populations (Raven-Jennings et al. 1996). Including both coastal and inland sites of this period in discussions of the Encinitas Tradition, therefore, provides a more complete appraisal of the settlement and subsistence system exhibited by this cultural complex.
More recent work by Sutton has identified a more localized complex known as the Greven Knoll Complex. The Greven Knoll Complex is a redefined northern inland expression of the Encinitas Tradition first put forth by Mark Sutton and Jill Gardner (2010). Sutton and Gardner
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(2010:25) state that “[t]he early millingstone archaeological record in the northern portion of the interior southern California was not formally named but was often referred to as ‘Inland Millingstone,’ ‘Encinitas,’ or even ‘Topanga.’” Therefore, they proposed that all expressions of the inland Milling Stone in southern California north of San Diego County be grouped together in the Greven Knoll Complex.
The Greven Knoll Complex, as postulated by Sutton and Gardner (2010), is broken into three phases and obtained its name from the type-site Greven Knoll located in Yucaipa, California.
Presently, the Greven Knoll Site is part of the Yukaipa’t Site (SBR-1000) and was combined with the adjacent Simpson Site. Excavations at Greven Knoll recovered manos, metates, projectile points, discoidal cogged stones, and a flexed inhumation with a possible cremation (Kowta 1969:39). It is believed that the Greven Knoll Site was occupied between 5,000 and 3,500 YBP.
The Simpson Site contained mortars, pestles, side-notched points, and stone and shell beads.
Based upon the data recovered at these sites, Kowta (1969:39) suggested that “coastal Milling Stone Complexes extended to and interdigitated with the desert Pinto Basin Complex in the vicinity of the Cajon Pass.”
Phase I of the Greven Knoll Complex is generally dominated by the presence of manos and metates, core tools, hammerstones, large dart points, flexed inhumations, and occasional cremations. Mortars and pestles are absent from this early phase, and the subsistence economy emphasized hunting. Sutton and Gardner (2010:26) propose that the similarity of the material culture of Greven Knoll Phase I and that found in the Mojave Desert at Pinto Period sites indicates that the Greven Knoll Complex was influenced by neighbors to the north at that time. Accordingly, Sutton and Gardner (2010) believe that Greven Knoll Phase I may have appeared as early as 9,400 YBP and lasted until about 4,000 YBP.
Greven Knoll Phase II is associated with a period between 4,000 and 3,000 YBP. Artifacts common to Greven Knoll Phase II include manos and metates, Elko points, core tools, and discoidals. Pestles and mortars are present; however, they are only represented in small numbers.
Finally, there is an emphasis upon hunting and gathering for subsistence (Sutton and Gardner 2010:8).
Greven Knoll Phase III includes manos, metates, Elko points, scraper planes, choppers, hammerstones, and discoidals. Again, small numbers of mortars and pestles are present. Greven Knoll Phase III spans from approximately 3,000 to 1,000 YBP and shows a reliance upon seeds and yucca. Hunting is still important, but bones seem to have been processed to obtain bone grease more often in this later phase (Sutton and Gardner 2010:8).
The shifts in food processing technologies during each of these phases indicate a change in subsistence strategies; although people were still hunting for large game, plant-based foods eventually became the primary dietary resource (Sutton 2011a). Sutton’s (2011b) argument posits that the development of mortars and pestles during the middle Holocene can be attributed to the year-round exploitation of acorns as a main dietary provision. Additionally, the warmer and drier climate may have been responsible for groups from the east moving toward coastal populations, which is archaeologically represented by the interchange of coastal and eastern cultural traits
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(Sutton 2011a).
2.3.4 Late Prehistoric Period (Late Holocene: 1,300 YBP to 1790) Many Luiseño hold the world view that, as a population, they were created in southern California. Archaeological and anthropological data, however, proposes a scientific archaeological perspective, suggesting that at approximately 1,350 YBP, Takic-speaking groups from the Great Basin region moved into Riverside County, marking the transition to the Late Prehistoric Period. An analysis of the Takic expansion by Sutton (2009) indicates that inland southern California was occupied by “proto-Yuman” populations before 1,000 YBP. The comprehensive, multi-phase model offered by Sutton (2009) employs linguistic, ethnographic, archaeological, and biological data to solidify a reasonable argument for population replacement of Takic groups to the north by Penutians (Laylander 1985). As a result, it is believed that Takic expansion occurred starting around 3,500 YBP moving toward southern California, with the Gabrielino language diffusing south into neighboring Yuman (Hokan) groups around 1,500 to 1,000 YBP, possibly resulting in the Luiseño dialect.
Based upon Sutton’s model, the final Takic expansion would not have occurred until about 1,000 YBP, resulting in the Vanyume, Serrano, Cahuilla, and Cupeño dialects. The model suggests that the Luiseño did not simply replace Hokan speakers, but were rather a northern San Diego County/southern Riverside County Yuman population who adopted the Takic language.
This period is characterized by higher population densities and elaborations in social, political, and technological systems. Economic systems diversified and intensified during this period with the continued elaboration of trade networks, the use of shell-bead currency, and the appearance of more labor-intensive, yet effective, technological innovations. Technological developments during this period included the introduction of the bow and arrow between A.D. 400 and 600 and the introduction of ceramics. Atlatl dart points were replaced by smaller arrow darts, including Cottonwood series points. Other hallmarks of the Late Prehistoric Period include extensive trade networks as far-reaching as the Colorado River Basin, as well as the cremation of the dead.
2.3.5 Protohistoric Period (Late Holocene: 1790 to Present) Ethnohistoric and ethnographic evidence indicates that portions of Riverside County were occupied by three Takic-speaking groups: the Cahuilla, the Gabrielino, and the Luiseño. The geographic boundaries between these groups in pre- and proto-historic times are difficult to place, but the project is located well within the borders of ethnographic Luiseño territory. This group was a seasonal hunting and gathering people with cultural elements that were very distinct from Archaic Period peoples. These distinctions include cremation of the dead, the use of the bow and arrow, and exploitation of the acorn as a main food staple (Moratto 1984). Along the coast, the Luiseño made use of available marine resources by fishing and collecting mollusks for food.
Seasonally available terrestrial resources, including acorns and game, were also sources of nourishment for Luiseño groups. Elaborate kinship and clan systems between the Luiseño and
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other groups facilitated a wide-reaching trade network that included trade of Obsidian Butte obsidian and other resources from the eastern deserts, as well as steatite from the Channel Islands.
According to Charles Handley (1967), the primary settlements of Late Prehistoric Luiseño Indians in the San Jacinto Plain were represented by Ivah and Soboba near Soboba Springs, Jusipah near the town of San Jacinto, Ararah in Webster’s Canyon en route to Idyllwild, Pahsitha near Big Springs Ranch southeast of Hemet, and Corova in Castillo Canyon. These locations share features such as the availability of food and water resources. Features of this land use include petroglyphs and pictographs, as well as widespread milling, which is evident in both the bedrock and portable implements. Groups in the vicinity of the project, neighboring the Luiseño, include the Cahuilla and the Gabrielino. Ethnographic data for the three groups is presented below.
Luiseño: An Archaeological and Ethnographic Perspective When contacted by the Spanish in the sixteenth century, the Luiseño occupied a territory bounded on the west by the Pacific Ocean, on the east by the Peninsular Ranges mountains at San Jacinto (including Palomar Mountain to the south and Santiago Peak to the north), on the south by Agua Hedionda Lagoon, and on the north by Aliso Creek in present-day San Juan Capistrano. The Luiseño were a Takic-speaking people more closely related linguistically and ethnographically to the Cahuilla, Gabrielino, and Cupeño to the north and east rather than the Kumeyaay who occupied territory to the south. The Luiseño differed from their neighboring Takic speakers in having an extensive proliferation of social statuses, a system of ruling families that provided ethnic cohesion within the territory, a distinct worldview that stemmed from the use of datura (a hallucinogen), and an elaborate religion that included the creation of sacred sand paintings depicting the deity Chingichngish (Bean and Shipek 1978; Kroeber 1976).
Subsistence and Settlement
The Luiseño occupied sedentary villages, most often located in sheltered areas in valley bottoms, along streams, or along coastal strands near mountain ranges. Villages were located near water sources to facilitate acorn leaching, as well as in areas that offered both thermal and defensive protection. Villages were comprised of areas that were both publicly and privately (by family) owned. Publicly owned areas included trails, temporary campsites, hunting areas, and quarry sites. Inland groups had fishing and gathering sites along the coast that were intensively used from January to March when inland food resources were scarce. During October and November, most of the village would relocate to mountain oak groves to harvest acorns. The Luiseño remained at village sites for the remainder of the year, where food resources were within a day’s travel (Bean and Shipek 1978; Kroeber 1976).
The most important food source for the Luiseño was the acorn, six different species of which were used (Quercus californica, Quercus agrifolia, Quercus chrysolepis, Quercus dumosa, Quercus engelmannii, and Quercus wislizenii). Seeds, particularly those of grasses, flowering plants, and mints, were also heavily exploited. Seed-bearing species were encouraged through controlled burns, which were conducted at least every third year. A variety of other stems, leaves,
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shoots, bulbs, roots, and fruits were also collected. Hunting augmented this vegetal diet. Animal species taken included deer, rabbit, hare, woodrat, ground squirrel, antelope, quail, duck, freshwater fish from mountain streams, marine mammals, and other sea creatures such as fish, crustaceans, and mollusks (particularly abalone, or Haliotis sp.). In addition, a variety of snakes, small birds, and rodents were also eaten (Bean and Shipek 1978; Kroeber 1976).
Social Organization
Social groups within the Luiseño nation consisted of patrilineal families or clans, which were politically and economically autonomous. Several clans comprised a religious party, or nota, which was headed by a chief who organized ceremonies and controlled economics and warfare.
The chief had assistants who specialized in particular aspects of ceremonial or environmental knowledge and who, with the chief, were part of a religion-based social group with special access to supernatural power, particularly that of Chingichngish. The positions of chief and assistants were hereditary, and the complexity and multiplicity of these specialists’ roles likely increased in the coastal and larger inland villages (Bean and Shipek 1978; Kroeber 1976; Strong 1929).
Marriages were arranged by the parents, often made to forge alliances between lineages.
Useful alliances included those between groups of differing ecological niches and those that resulted in territorial expansion. Residence was patrilocal (Bean and Shipek 1978; Kroeber 1976).
Women were primarily responsible for plant gathering and men principally hunted, but at times, particularly during acorn and marine mollusk harvests, there was no division of labor. Elderly women cared for children and elderly men participated in rituals, ceremonies, and political affairs.
They were also responsible for manufacturing hunting and ritual implements. Children were taught subsistence skills at the earliest age possible (Bean and Shipek 1978; Kroeber 1976).
Material Culture
House structures were conical, partially subterranean, and thatched with reeds, brush, or bark. Ramadas were rectangular, protected workplaces for domestic chores such as cooking.
Ceremonial sweathouses were important in purification rituals; these were round and partially subterranean thatched structures covered with a layer of mud. Another ceremonial structure was the wámkis (located in the center of the village, serving as the place of rituals), where sand paintings and other rituals associated with the Chingichngish religious group were performed (Bean and Shipek 1978; Kroeber 1976).
Clothing was minimal; women wore a cedar-bark and netted twine double apron and men wore a waist cord. In cold weather, cloaks or robes of rabbit fur, deerskin, or sea otter fur were worn by both sexes. Footwear included deerskin moccasins and sandals fashioned from yucca fibers. Adornments included bead necklaces and pendants made of bone, clay, stone, shell, bear claw, mica, deer hooves, and abalone shell. Men wore ear and nose piercings made from cane or bone, which were sometimes decorated with beads. Other adornments were commonly decorated with semiprecious stones including quartz, topaz, garnet, opal, opalite, agate, and jasper (Bean and Shipek 1978; Kroeber 1976).
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Hunting implements included the bow and arrow. Arrows were tipped with either a carved, fire-hardened wood tip or a lithic point, usually fashioned from locally available metavolcanic material or quartz. Throwing sticks fashioned from wood were used in hunting small game, while deer head decoys were used during deer hunts. Coastal groups fashioned dugout canoes for nearshore fishing and harvested fish with seines, nets, traps, and hooks made of bone or abalone shell (Bean and Shipek 1978; Kroeber 1976).
The Luiseño had a well-developed basket industry. Baskets were used in resource gathering, food preparation, storage, and food serving. Ceramic containers were shaped by paddle and anvil and fired in shallow, open pits to be used for food storage, cooking, and serving. Other utensils included wood implements, steatite bowls, and ground stone manos, metates, mortars, and pestles (Bean and Shipek 1978; Kroeber 1976). Additional tools such as knives, scrapers, choppers, awls, and drills were also used. Shamanistic items include soapstone or clay smoking pipes and crystals made of quartz or tourmaline (Bean and Shipek 1978; Kroeber 1976).
Cahuilla: An Archaeological and Ethnographic Perspective At the time of Spanish contact in the sixteenth century, the Cahuilla occupied territory that included the San Bernardino Mountains, Orocopia Mountain, and the Chocolate Mountains to the west, Salton Sea and Borrego Springs to the south, Palomar Mountain and Lake Mathews to the east, and the Santa Ana River to the north. The Cahuilla are a Takic-speaking people closely related to their Gabrielino and Luiseño neighbors, although relations with the Gabrielino were more intense than those with the Luiseño. The Cahuilla differ from the Luiseño and Gabrielino in that their religion is more similar to the Mohave tribes of the eastern deserts than the Chingichngish religious group of the Luiseño and Gabrielino. The following is a summary of the ethnographic data regarding this group (Bean 1978; Kroeber 1976).
Subsistence and Settlement
Cahuilla villages were typically permanent and located on low terraces within canyons in proximity to water sources. These locations proved to be rich in food resources and also afforded protection from prevailing winds. Villages had areas that were publicly owned and areas that were privately owned by clans, families, or individuals. Each village was associated with a particular lineage and series of sacred sites that included unique petroglyphs and pictographs. Villages were occupied throughout the year; however, during a several-week period in the fall, most of the village members relocated to mountain oak groves to take part in acorn harvesting (Bean 1978; Kroeber 1976).
The Cahuilla’s use of plant resources is well documented. Plant foods harvested by the Cahuilla included valley oak acorns and single-leaf pinyon pine nuts. Other important plant species included bean and screw mesquite, agave, Mojave yucca, cacti, palm, chia, quail brush, yellowray goldfield, goosefoot, manzanita, catsclaw, desert lily, mariposa lily, and other species such as grass seed. A number of agricultural domesticates were acquired from the Colorado River tribes including corn, bean, squash, and melon grown in limited amounts. Animal species taken
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included deer, bighorn sheep, pronghorn antelope, rabbit, hare, rat, quail, dove, duck, roadrunner, and a variety of rodents, reptiles, fish, and insects (Bean 1978; Kroeber 1976).
Social Organization
The Cahuilla were not a political nation, but rather a cultural nationality with a common language. Two non-political, non-territorial patrimoieties were recognized: the Wildcats (túktem) and the Coyotes (?ístam). Lineage and kinship were memorized at a young age among the Cahuilla, providing a backdrop for political relationships. Clans were comprised of three to 10 lineages; each lineage owned a village site and specific resource areas. Lineages within a clan cooperated in subsistence activities, defense, and rituals (Bean 1978; Kroeber 1976).
A system of ceremonial hierarchy operated within each lineage. The hierarchy included the lineage leader, who was responsible for leading subsistence activities, guarding the sacred bundle, and negotiating with other lineage leaders in matters concerning land use, boundary disputes, marriage arrangements, trade, warfare, and ceremonies. The ceremonial assistant to the lineage leader was responsible for organizing ceremonies. A ceremonial singer possessed and performed songs at rituals and trained assistant singers. The shaman cured illnesses through supernatural powers, controlled natural phenomena, and was the guardian of ceremonies, meant to keep evil spirits away. The diviner was responsible for finding lost objects, telling future events, and locating game and other food resources. Doctors were usually older women who cured various ailments and illnesses with their knowledge of medicinal herbs. Finally, certain Cahuilla specialized as traders, who ranged as far west as Santa Catalina and as far east as the Gila River (Bean 1978; Kroeber 1976).
Marriages were arranged by parents from opposite moieties. When a child was born, an alliance formed between the families, which included frequent reciprocal exchanges. The Cahuilla kinship system extended to relatives within five generations. Important economic decisions, primarily the distribution of goods, operated within this kinship system (Bean 1978; Kroeber 1976).
Material Culture
Cahuilla houses were dome-shaped or rectangular, thatched structures. The home of the lineage leader was the largest, located near the ceremonial house with the best access to water.
Other structures within the village included the men’s sweathouse and granaries (Bean 1978; Kroeber 1976).
Cahuilla clothing, like other groups in the area, was minimal. Men typically wore a loincloth and sandals; women wore skirts made from mesquite bark, animal skin, or tules. Babies wore mesquite bark diapers. Rabbit skin cloaks were worn in cold weather (Bean 1978; Kroeber 1976).
Hunting implements included the bow and arrow, throwing sticks, and clubs. Grinding tools used in food processing included manos, metates, and wood mortars. The Cahuilla were known to use long grinding implements made from wood to process mesquite beans; the mortar
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was typically a hollowed log buried in the ground. Other tools included steatite arrow shaft straighteners (Bean 1978; Kroeber 1976).
Baskets were made from rush, deer grass, and skunkbush. Different species and leaves were chosen for different colors in the basket design. Coiled-ware baskets were either flat (for plates, trays, or winnowing), bowl-shaped (for food serving), deep, inverted, and cone-shaped (for transporting), or rounded and flat-bottomed for storing utensils and personal items (Bean 1978; Kroeber 1976).
Cahuilla pottery was made from thin, red-colored ceramic ware that was often painted and incised. Four basic vessel types are known for the Cahuilla: small-mouthed jars, cooking pots, bowls, and dishes. Additionally, smoking pipes and flutes were fashioned from ceramic (Bean 1978; Kroeber 1976).
Gabrielino: An Archaeological and Ethnographic Perspective The territory of the Gabrielino at the time of Spanish contact covers much of present-day Los Angeles and Orange counties. The southern extent of this cultural area is bounded by Aliso Creek, the eastern extent is located east of present-day San Bernardino along the Santa Ana River, the northern extent includes the San Fernando Valley, and the western extent includes portions of the Santa Monica Mountains. The Gabrielino also occupied several Channel Islands including Santa Barbara Island, Santa Catalina Island, San Nicholas Island, and San Clemente Island. Due to their access to certain resources, including a steatite source from Santa Catalina Island, this group was among the wealthiest and most populous aboriginal groups in all of southern California.
Trade of materials and resources controlled by the Gabrielino extended as far north as the San Joaquin Valley, as far east as the Colorado River, and as far south as Baja California (Bean and Smith 1978; Kroeber 1976).
Subsistence and Settlement
The Gabrielino lived in permanent villages and occupied smaller resource-gathering camps at various times of the year depending upon the seasonality of the resource. Larger villages were comprised of several families or clans, while smaller, seasonal camps typically housed smaller family units. The coastal area between San Pedro and Topanga Canyon was the location of primary subsistence villages, while secondary sites were located near inland sage stands, oak groves, and pine forests. Permanent villages were located along rivers and streams and in sheltered areas along the coast. As previously mentioned, the Channel Islands were also the locations of relatively large settlements (Bean and Smith 1978; Kroeber 1976).
Resources procured along the coast and on the islands were primarily marine in nature and included tuna, swordfish, ray and shark, California sea lion, Stellar sea lion, harbor seal, northern elephant seal, sea otter, dolphin and porpoise, various waterfowl species, numerous fish species, purple sea urchin, and mollusks such as rock scallop, California mussel, and limpet. Inland resources included oak acorn, pine nut, Mojave yucca, cacti, sage, grass nut, deer, rabbit, hare,
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rodent, quail, duck, and a variety of reptiles such as western pond turtle and numerous snake species (Bean and Smith 1978; Kroeber 1976).
Social Organization
Little is known about the social structure of the Gabrielino; however, there appears to have been at least three social classes: 1) the elite, which included the rich, chiefs, and their immediate family; 2) a middle class, which included people of relatively high economic status or longestablished lineages; and 3) a class of people that included most other individuals in the society.
Villages were politically autonomous units comprised of several lineages. During times of the year when certain seasonal resources were available, the village would divide into lineage groups and move out to exploit them, returning to the village between forays (Bean and Smith 1978; Kroeber 1976).
Each lineage had its own leader, with the village chief coming from the dominant lineage.
Several villages might be allied under a paramount chief. Chiefly positions were of an ascribed status, most often passed to the eldest son. Chiefly duties included providing village cohesion, leading warfare, and peace negotiations with other groups, collecting tribute from the village(s) under his jurisdiction, and arbitrating disputes within the village(s). The status of the chief was legitimized by his safekeeping of the sacred bundle, a representation of the link between the material and spiritual realms and the embodiment of power (Bean and Smith 1978; Kroeber 1976).
Shamans were leaders in the spirit realm and their duties included conducting healing and curing ceremonies, guarding the sacred bundle, locating lost items, identifying and collecting poisons for arrows, and making rain (Bean and Smith 1978; Kroeber 1976).
Marriages were made between individuals of equal social status, and in the case of powerful lineages, marriages were arranged to establish political ties between the lineages (Bean and Smith 1978; Kroeber 1976).
Men conducted the majority of the heavy labor, hunting, fishing, and trading with other groups. Women’s duties included gathering and preparing plant and animal resources, as well as making baskets, pots, and clothing (Bean and Smith 1978; Kroeber 1976).
Material Culture
Gabrielino houses were domed, circular structures made of thatched vegetation. Houses varied in size and could house anywhere from one to several families. Sweathouses (semicircular, earth-covered buildings) were public structures used in male social ceremonies. Other structures included menstrual huts and a ceremonial structure called a yuvar which was an open-air structure built near the chief’s house (Bean and Smith 1978; Kroeber 1976).
Clothing was minimal; men and children most often went naked, while women wore deerskin or bark aprons. In cold weather, deerskin, rabbit fur, or bird skin (with feathers intact) cloaks were worn. Island and coastal groups used sea otter fur for cloaks. In areas of rough terrain, yucca fiber sandals were worn. Women often used red ochre on their faces and skin for adornment or protection from the sun. Adornment items included feathers, fur, shells, and beads (Bean and
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Smith 1978; Kroeber 1976).
Hunting implements included wood clubs, sinew-backed bows, slings, and throwing clubs.
Maritime implements included rafts, harpoons, spears, hook and line, and nets. A variety of other tools included deer scapulae saws, bone and shell needles, bone awls, scrapers, bone or shell flakers, wedges, stone knives and drills, metates, mullers, manos, shell spoons, bark platters, and wood paddles and bowls. Baskets were made from rush, deer grass, and skunkbush. Baskets were fashioned for hoppers, plates, trays, and winnowers for leaching, straining, and gathering. Baskets were also used for storing, preparing, and serving food, and for keeping both personal and ceremonial items (Bean and Smith 1978; Kroeber 1976).
The Gabrielino had exclusive access to soapstone, or steatite, procured from Santa Catalina Island quarries. This highly prized material was used for making pipes, animal carvings, ritual objects, ornaments, and cooking utensils. The Gabrielino profited well from trading steatite since it was valued so much by groups throughout southern California (Bean and Smith 1978; Kroeber 1976).
2.3.6 Ethnohistoric Period (1769 to Present)
Traditionally, the history of the state of California has been divided into three general periods: the Spanish Period (1769 to 1821), the Mexican Period (1822 to 1846), and the American Period (1848 to present) (Caughey 1970). The American Period is often further subdivided into additional phases: the nineteenth century (1848 to 1900), the early twentieth century (1900 to 1950), and the Modern Period (1950 to present). From an archaeological standpoint, all of these phases can be referred to together as the Ethnohistoric Period. This provides a valuable tool for archaeologists, as ethnohistory is directly concerned with the study of indigenous or non-Western peoples from a combined historical/anthropological viewpoint, which employs written documents, oral narrative, material culture, and ethnographic data for analysis.
European exploration along the California coast began in 1542 with the landing of Juan Rodríguez Cabrillo and his men at San Diego Bay. Sixty years after the Cabrillo expeditions, an expedition under Sebastián Vizcaíno made an extensive and thorough exploration of the Pacific coast. Although the voyage did not extend beyond the northern limits of the Cabrillo track, Vizcaíno had the most lasting effect upon the nomenclature of the coast. Many of his place names have survived, whereas practically every one of the names created by Cabrillo have faded from use. For instance, Cabrillo named the first (now) United States port he stopped at “San Miguel”; 60 years later, Vizcaíno changed it to “San Diego” (Rolle 1969). The early European voyages observed Native Americans living in villages along the coast but did not make any substantial, long-lasting impact. At the time of contact, the Luiseño population was estimated to have ranged from 4,000 to as many as 10,000 individuals (Bean and Shipek 1978; Kroeber 1976).
The historic background of the project area began with the Spanish colonization of Alta California. The first Spanish colonizing expedition reached southern California in 1769 with the intention of converting and civilizing the indigenous populations, as well as expanding the knowledge of and access to new resources in the region (Brigandi 1998). As a result, by the late
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eighteenth century, a large portion of southern California was overseen by Mission San Luis Rey (San Diego County), Mission San Juan Capistrano (Orange County), and Mission San Gabriel (Los Angeles County), who began colonization in the region and surrounding areas (Chapman 1921).
Up until this time, the only known way to feasibly travel from Sonora to Alta California was by sea. In 1774, Juan Bautista de Anza, an army captain at Tubac, requested and was given permission by the governor of the Mexican State of Sonora to establish an overland route from Sonora to Monterey (Chapman 1921). In doing so, Juan Bautista de Anza passed through Riverside County and described the area in writing for the first time (Caughey 1970; Chapman 1921). In 1797, Father Fermín de Lasuén (of Mission San Diego de Alcalá), Father Norberto de Santiago, and Corporal Pedro Lisalde (of Mission San Juan Capistrano) led an expedition through southwestern Riverside County in search of a new mission site to establish a presence between San Diego and San Juan Capistrano (Engelhardt 1921). Their efforts ultimately resulted in the establishment of Mission San Luis Rey in Oceanside, California.
Each mission gained power through the support of a large, subjugated Native American workforce. As the missions grew, livestock holdings increased and became increasingly vulnerable to theft. In order to protect their interests, the southern California missions began to expand inland to try and provide additional security (Beattie and Beattie 1939; Caughey 1970). In order to meet their needs, the Spaniards embarked on a formal expedition in 1806 to find potential locations within what is now the San Bernardino Valley. As a result, by 1810, Father Francisco Dumetz of Mission San Gabriel had succeeded in establishing a religious site, or capilla, at a Cahuilla rancheria called Guachama (Beattie and Beattie 1939). San Bernardino Valley received its name from this site, which was dedicated to San Bernardino de Siena by Father Dumetz. The Guachama rancheria was located in present-day Bryn Mawr in San Bernardino County.
These early colonization efforts were followed by the establishment of estancias at Puente (circa 1816) and San Bernardino (circa 1819) near Guachama (Beattie and Beattie 1939). These efforts were soon mirrored by the Spaniards from Mission San Luis Rey, who in turn established a presence in what is now Lake Elsinore, Temecula, and Murrieta (Chapman 1921). The indigenous groups who occupied these lands were recruited by missionaries, converted, and put to work in the missions (Pourade 1961). Throughout this period, the Native American populations were decimated by introduced diseases, a drastic shift in diet resulting in poor nutrition, and social conflicts due to the introduction of an entirely new social order (Cook 1976).
Mexico achieved independence from Spain in 1822 and became a federal republic in 1824.
As a result, both Baja and Alta California became classified as territories (Rolle 1969). Shortly thereafter, the Mexican Republic sought to grant large tracts of private land to its citizens to begin to encourage immigration to California and to establish its presence in the region. Part of the establishment of power and control included the desecularization of the missions circa 1832.
These same missions were also located on some of the most fertile land in California and, as a result, were considered highly valuable. The resulting land grants, known as “ranchos,” covered expansive portions of California and, by 1846, more than 600 land grants had been issued by the
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Mexican government. Rancho Jurupa was the first rancho to be established and was issued to Juan Bandini in 1838. Although Bandini primarily resided in San Diego, Rancho Jurupa was located in what is now Riverside County (Pourade 1963). A review of Riverside County place names quickly illustrates that many of the ranchos in Riverside County lent their names to present-day locations, including Jurupa, El Rincon, La Sierra, El Sobrante de San Jacinto, La Laguna (Lake Elsinore), Santa Rosa, Temecula, Pauba, San Jacinto Nuevo y Potrero, and San Jacinto Viejo (Gunther 1984). As was typical of many ranchos, these were all located in the valley environments within western Riverside County.
The treatment of Native Americans grew worse during the Rancho Period. Most of the Native Americans were forced off their land or put to work on the now privately-owned ranchos, often as slave labor. The degree to which Native Americans had become dependent upon the mission system due to the brutal ranchos is evident when, in 1838, a group of Native Americans from Mission San Luis Rey petitioned government officials in San Diego to relieve suffering at the hands of the rancheros:
We have suffered incalculable losses, for some of which we are in part to be blamed for because many of us have abandoned the Mission … We plead and beseech you … to grant us a Rev. Father for this place. We have been accustomed to the Rev.
Fathers and to their manner of managing the duties. We labored under their intelligent directions, and we were obedient to the Fathers according to the regulations, because we considered it as good for us. (Brigandi 1998:21) Native American culture had been disrupted to the point where they could no longer rely upon their prehistoric subsistence and social patterns. Not only does this illustrate how dependent the Native Americans had become upon the missionaries, but it also indicates a marked contrast in the way the Spanish treated the Native Americans compared to the Mexican and United States ranchers. Spanish colonialism (missions) is based upon utilizing human resources while integrating them into their society. The Mexican and American ranchers did not accept Native Americans into their social order and used them specifically for the extraction of labor, resources, and profit. Rather than being incorporated, they were either subjugated or exterminated (Cook 1976).
By 1846, tensions between the United States and Mexico had escalated to the point of war (Rolle 1969). In order to reach a peaceful agreement, the Treaty of Guadalupe Hidalgo was put into effect in 1848, which resulted in the annexation of California to the United States. Once California opened to the United States, waves of settlers moved in searching for gold mines, business opportunities, political opportunities, religious freedom, and adventure (Rolle 1969; Caughey 1970). By 1850, California had become a state and was eventually divided into 27 separate counties. While a much larger population was now settling in California, this was primarily in the central valley, San Francisco, and the Gold Rush region of the Sierra Nevada mountain range (Rolle 1969; Caughey 1970). During this time, southern California grew at a much
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slower pace than northern California and was still dominated by the cattle industry that was established during the earlier rancho period. However, by 1859, the first United States Post Office in what would eventually become Riverside County was set up at John Magee’s store on the Temecula Rancho (Gunther 1984).
During the same decade, circa 1852, the Native Americans of southern Riverside County, including the Luiseño and the Cahuilla, thought they had signed a treaty resulting in their ownership of all lands from Temecula to Aguanga east to the desert, including the San Jacinto Valley and the San Gorgonio Pass. The Temecula Treaty also included food and clothing provisions for the Native Americans. However, Congress never ratified these treaties, and the promise of one large reservation was rescinded (Brigandi 1998).
With the completion of the Southern Pacific Railroad in 1869, southern California saw its first major population expansion. The population boom continued circa 1874 with the completion of connections between the Southern Pacific Railroad in Sacramento to the transcontinental Central Pacific Railroad in Los Angeles (Rolle 1969; Caughey 1970). The population influx brought farmers, land speculators, and prospective developers to the region. As the Jurupa area became more and more populated, circa 1870, Judge John Wesley North and a group of associates founded the city of Riverside on part of the former rancho.
Although the first orange trees were planted in Riverside County circa 1871, it was not until a few years later when a small number of Brazilian navel orange trees were established that the citrus industry truly began in the region (Patterson 1971). The Brazilian navel orange was well suited to the climate of Riverside County and thrived with assistance from several extensive irrigation projects. At the close of 1882, an estimated half a million citrus trees were present in California. It is estimated that nearly half of that citrus tree population was in Riverside County.
Population growth and 1880s tax revenue from the booming citrus industry prompted the official formation of Riverside County in 1893 out of portions of what was once San Bernardino and San Diego counties (Patterson 1971).
Shortly thereafter, with the start of World War I, the United States began to develop a military presence in Riverside County with the construction of the March Air Reserve Base.
During World War II, Camp Anza and Camp Haan were constructed, with the former located in the western part of the city of Riverside and the latter in what is now the current location of the National Veteran’s Cemetery. In the decades that followed, populations spread throughout the county into Lake Elsinore, Corona, Norco, Murrieta, and Wildomar. A significant portion of the county, however, remained largely agricultural well into the 1970s (Patterson 1971). Following the 1970s, Riverside saw a period of dramatic population increase as the result of new development, more than doubling the population of the county to a population of over 1.3 million residents.
History of the City of San Jacinto and the Surrounding Area Settlement in the San Jacinto Valley began with a 35,500-acre land grant given to José Antonio Estudillo in 1842, known as the Rancho San Jacinto Viejo Land Grant. Estudillo’s
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children began developing the ranch in the
1880s by constructing two two-story brick
mansions, one of which is still located at
Main and Seventh Street in San Jacinto (Plate
2.3−1). In 1889, 15,000 acres of the Rancho
San Jacinto Viejo Land Grant was sold to a
group of Los Angeles investors known as the
San Jacinto Land Association. Prior to the
secession of the acreage, these investors
developed a rival town in 1883 just two miles
away from San Jacinto. The town, which called
itself New San Jacinto, competed for
dominance with Old San Jacinto (Plate 2.3−2). However, the battle was ultimately decided when the Santa Fe Railroad built a branch line that terminated in New San Jacinto. Old San Jacinto ultimately faded from existence by the twentieth century (City of San Jacinto 2020). “The San Jacinto Land Association originally
wanted the region to be a Methodist
temperance colony and had even
gone as far as to state that deeds to
land sold by the Association would
contain a clause prohibiting the
manufacture or sale of alcoholic
beverages upon land sold by the
company. Nevertheless, it appeared
as though such clauses were never
initiated into the deeds” (Wiley
2018).
The valley land was divided
into large farm lots, usually made up
of one quarter of the sectioned land. Portions of the San Jacinto Land Association land were irrigated with water obtained in the San Jacinto Mountains to the east. However, the region still lacked a sufficient water supply to support large scale agriculture, until Edward Mayberry, William Whitter, Albert H.H. Judson, Hancock M. Johnston, and Peter Potts formed the Lake Hemet Water Company and the Hemet Land Company after acquiring portions of Rancho San Jacinto. By 1895, the Lake Hemet Water Company had constructed a dam (Lake Hemet) that they planned to use to irrigate the holdings of the Hemet Land Company. The formation of the Lake Hemet Dam led to the incorporation of the city of Hemet in 1910. (Wiley 2018).
With the expanded irrigation capabilities, agriculture began to thrive in the San Jacinto Valley (City of San Jacinto 2020). Farming continued as an integral part of the San Jacinto Valley throughout the early twentieth century as settlements increased, giving rise to small family-owned Plate 2.3−1: The Estudillo Mansion, circa 1890.
(Image courtesy of the City of San Jacinto archives)
Plate 2.3−2: Old San Jacinto, circa 1890.
(Image courtesy of the City of San Jacinto archives)
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agricultural businesses, and large-scale cattle ranching declined in popularity. Instead, “smallscale horticulture increased,” with many different crops grown throughout the San Jacinto Valley due to its relatively high water table (10 to 15 feet below the surface) and warm climate (Wiley 2018; Pitman 1976). “Citrus, alfalfa, corn, potatoes, oat hay, and walnut orchards all prospered in the early twentieth century” (Wiley 2018).
Tourism also played an important role to the development of the San Jacinto Valley. In the 1880s, Helen Hunt Jackson visited the San Jacinto Valley to conduct research for her upcoming book, Ramona. Although Ramona is a fictional dramatization of Native American mistreatment, the book sparked tourism within the San Jacinto Valley which would eventually lead to the creation of the California Historic Landmark Ramona Bowl (CHL No. 1009), where the annual Ramona Pageant, a dramatization of the events depicted in the novel, was first performed in 1923 (Office of Historic Preservation 1993).
In 1909, Edwin Cawston, an English businessman, established a second location of his extremely popular ostrich farm from Pasadena just southwest of the subject property at Cawston and Cottonwood avenues. Cawston raised the birds primarily for their feathers, which were used in women’s decorative clothing and accessories, such as ostrich feather fans and feather boas. The farm was considered a tourist attraction, where guests could view, feed, and ride the birds and purchase goods made from the feathers. Although Cawston’s San Jacinto farm was short lived, his influence on the region is clear, as Cawston Avenue is named after him.
On July 14, 1937, in a dairy pasture located in the northern portion of the city, […] pilot Mikhail Gromov, co-pilot Andrei Yumashev and navigator Sergei Danilin piloted their brakeless, single-engine ANT-25 plane – with a wingspan of 125 feet – to a landing in what is now near the Riverside County city of San Jacinto.
Although the fliers had charted San Diego as their destination, fog forced them to find an alternative landing site. After flying the
6,305 miles from Moscow in 62 hours
and 17 minutes, the crew climbed wearily
out of the red-winged, silver-bodied
craft, walked up to a farmer who had
watched them land and handed him first
a pre-printed note asking him to call the
Soviet Embassy, and then three cards that
read: “Bath,” “Eat,” and “Sleep”
(Rasmussen 2001).
The flight was one of three
different Soviet attempts to establish the
feasibility of flying from Russia to the
United States by way of the North Pole
(Wiley 2019). However, fog forced the plane to make a landing in the cow pasture owned by Earl Smith, near the corner of Cottonwood and Sanderson avenues (Plate 2.3–3; Rasmussen 2001). At Plate 2.3–3: 1937 photograph of the ANT-25 plane at the Russian Transpolar Landing Site. (Image courtesy of the Smithsonian National Air and Space Museum)
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the time, the 62 hour and 17 minute flight established a new world record for longest nonstop distance flown of 6,305 miles (Office of Historic Preservation 1989). As crowds gathered in the fields to get a look at the plane and Russian crew, Earl Smith began charging admission to the onlookers (Rasmussen 2001; Schultz 2017). Before long, a plane from the nearby March Air Force Base landed and men were enlisted to set up a perimeter around the plane. Eventually, the plane was dismantled to be sent back to Russia while the crew was escorted throughout California before also returning to Russia (Rasmussen 2001).
Tourism garnered by the draw of natural hot springs located within the north side of the valley also stimulated the growth of the area by ushering in the development of resorts and hotels.
Notably, the Gilman and Soboba Hot Springs, which were developed in the late nineteenth century, drew increased tourism in the early twentieth century (City of San Jacinto 2020). As the population of the valley grew, the demand for dairy products increased, and dairy farming became more prevalent within the San Jacinto Valley. By 1922, dairy farmers in the San Jacinto Valley were producing more than 500,000 gallons of milk yearly (Law 1922). The wide-open acreage and thorough irrigation allowed dairy cows in the San Jacinto Valley to free forage on ample fresh alfalfa, producing healthier cows and a better milk product, which could then be shipped to Los Angeles daily on the railroad lines (City of San Jacinto 2020). Turkey ranching and lime kilns also added to the economy. These industries are still important to the economy of the San Jacinto Valley today.
2.4 Research Goals
The primary goal of the research design is to attempt to understand the way in which humans have used the land and resources within the project area through time, as well as to aid in the determination of resource significance. For the current project, the study area under investigation is the central-western portion of Riverside County. The scope of work for the archaeological program conducted for the Hewitt and Esplanade Residential Project included an intensive pedestrian survey of the entire approximately 24-acre property. Given the area involved, and the narrow focus of the cultural resources study, the research design for this project was necessarily limited and general in nature. Since the main objective of the investigation was to identify the presence of and potential impacts to cultural resources, the goal here is not necessarily to answer wide-reaching theories regarding the development of early southern California, but to investigate the role and importance of the identified resources. Although survey-level investigations are limited in terms of the amount of information available, several specific research questions were developed that could be used to guide the initial investigations of any observed cultural resources. The following research questions take into account the size and location of the project.
Research Questions:
Can located cultural resources be situated with a specific time period, population, or individual?
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Do the types of located cultural resources allow a site activity/function to be determined from a preliminary investigation? What are the site activities? What is the site function? What resources were exploited? How do the located sites compare to others reported from different surveys conducted in the area?
How do the located sites fit existing models of settlement and subsistence for valley environments of the region?
Data Needs
At the survey level, the principal research objective is a generalized investigation of changing settlement patterns in both the prehistoric and historic periods within the study area. The overall goal is to understand settlement and resource procurement patterns of the project occupants. Therefore, adequate information on site function, context, and chronology from an archaeological perspective is essential for the investigation. The fieldwork and archival research were undertaken with these primary research goals in mind:
1) To identify cultural resources occurring within the project; 2) To determine, if possible, site type and function, context of the deposit, and chronological placement of each cultural resource identified; 3) To place each cultural resource identified within a regional perspective; and 4) To provide recommendations for the treatment of each of the cultural resources identified.
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3.0 METHODOLOGY
The cultural resources assessment for the Hewitt and Esplanade Residential Project consisted of an institutional records search, an intensive archaeological survey of the approximately 24-acre property, and preparation of a technical study. Statutory requirements of CEQA and subsequent legislation (Section 15064.5) were followed in evaluating the significance of cultural resources. Specific definitions for archaeological resource type(s) used in this report are those established by the State Historic Preservation Office (SHPO 1995).
3.1 Archaeological Records Search
The records search for the property was conducted by the EIC at UCR. The results of the records search are provided in Appendix B and discussed in Section 4.1. BFSA also reviewed the National Register of Historic Places index, historic USGS data, and aerial photographs (1966 through 2022). Land patent records, held by the Bureau of Land Management (BLM) and accessible through the BLM General Land Office website were reviewed. In-house records and the BFSA research library were also reviewed for pertinent project information.
3.2 Field Methodology
An intensive reconnaissance was conducted for the project that employed a series of parallel survey transects spaced at approximately 10-meter intervals. The archaeological survey of the project was conducted on November 9, 2023. The entire project was covered by the survey process and photographs were taken to document project conditions during the survey (see Section
4.2). The topography of the project was noted as generally flat with an average elevation of 1,585 feet AMSL. Visibility of the natural ground surface was characterized as excellent.
3.3 Report Preparation and Recordation
This report contains information regarding previous studies, statutory requirements for the project, a brief description of the setting, research methods employed, and the overall results of the survey. The report includes all appropriate illustrations and tabular information needed to make a complete and comprehensive presentation of these activities, including the methodologies employed and the personnel involved. A copy of this report will be placed at the EIC at UCR.
Any newly recorded sites or sites requiring updated information will be recorded on the appropriate California Department of Parks of Recreation site forms (DPR 523A/B), which will be filed with the EIC.
3.4 Native American Consultation
The analysis of nearby site components and artifacts did not indicate Native American religious, ritual, or other special activities at this location. BFSA requested an SLF search from the NAHC. The SLF results have been returned with negative results for cultural resources. All correspondence is provided in Appendix C.
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3.5 Applicable Regulations
Resource importance is assigned to districts, sites, buildings, structures, and objects that possess exceptional value or quality illustrating or interpreting the heritage of Riverside County in history, architecture, archaeology, engineering, and culture. A number of criteria are used in demonstrating resource importance. Specifically, criteria outlined in CEQA provide the guidance for making such a determination. The following sections detail the CEQA criteria that a resource must meet in order to be determined important.
3.5.1 California Environmental Quality Act
According to CEQA (§ 15064.5a), the term “historical resource” includes the following:
1) A resource listed in, or determined to be eligible by the State Historical Resources Commission for listing in, the CRHR (Public Resources Code SS5024.1, Title 14 CCR [California Code of Regulations]. Section 4850 et seq.). 2) A resource included in a local register of historical resources, as defined in Section 5020.1(k) of the Public Resources Code or identified as significant in an historical resource survey meeting the requirements of Section 5024.1(g) of the Public Resources Code, shall be presumed to be historically or culturally significant. Public agencies must treat any such resource as significant unless the preponderance of evidence demonstrates that it is not historically or culturally significant. 3) Any object, building, structure, site, area, place, record, or manuscript, which a lead agency determines to be historically significant or significant in the architectural, engineering, scientific, economic, agricultural, educational, social, political, military, or cultural annals of California may be considered to be an historical resource, provided the lead agency’s determination is supported by substantial evidence in light of the whole record. Generally, a resource shall be considered by the lead agency to be “historically significant” if the resource meets the criteria for listing on the CRHR (Public Resources Code SS5024.1, Title 14, Section 4852) including the following:
a) Is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage; b) Is associated with the lives of persons important in our past; c) 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; or
d) Has yielded, or may be likely to yield, information important in prehistory or history.
4) The fact that a resource is not listed in, or determined eligible for listing in the CRHR,
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not included in a local register of historical resources (pursuant to Section 5020.1(k) of the Public Resources Code), or identified in an historical resources survey (meeting the criteria in Section 5024.1(g) of the Public Resources Code) does not preclude a lead agency from determining that the resource may be an historical resource as defined in Public Resources Code Section 5020.1(j) or 5024.1.
According to CEQA (§ 15064.5b), a project with an effect that may cause a substantial adverse change in the significance of an historical resource is a project that may have a significant effect on the environment. CEQA defines a substantial adverse change as:
1) Substantial adverse change in the significance of an historical resource means physical demolition, destruction, relocation, or alteration of the resource or its immediate surroundings such that the significance of an historical resource would be materially impaired.
2) The significance of an historical resource is materially impaired when a project:
a) Demolishes or materially alters in an adverse manner those physical characteristics of an historical resource that convey its historical significance and that justify its inclusion in, or eligibility for, inclusion in the CRHR; or b) Demolishes or materially alters in an adverse manner those physical characteristics that account for its inclusion in a local register of historical resources pursuant to Section 5020.1(k) of the Public Resources Code or its identification in an historical resources survey meeting the requirements of Section 5024.1(g) of the Public Resources Code, unless the public agency reviewing the effects of the project establishes by a preponderance of evidence that the resource is not historically or culturally significant; or, c) Demolishes or materially alters in an adverse manner those physical characteristics of an historical resource that convey its historical significance and that justify its eligibility for inclusion in the CRHR as determined by a lead agency for purposes of CEQA.
Section 15064.5(c) of CEQA applies to effects on archaeological sites and contains the following additional provisions regarding archaeological sites:
1) When a project will impact an archaeological site, a lead agency shall first determine whether the site is an historical resource, as defined in subsection (a). 2) If a lead agency determines that the archaeological site is an historical resource, it shall refer to the provisions of Section 21084.1 of the Public Resources Code, Section 15126.4 of the guidelines, and the limits contained in Section 21083.2 of the Public Resources Code do not apply.
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3) If an archaeological site does not meet the criteria defined in subsection (a), but does meet the definition of a unique archaeological resource in Section 21083.2 of the Public Resources Code, the site shall be treated in accordance with the provisions of Section 21083.2. The time and cost limitations described in Public Resources Code Section 21083.2 (c-f) do not apply to surveys and site evaluation activities intended to determine whether the project location contains unique archaeological resources. 4) If an archaeological resource is neither a unique archaeological nor historical resource, the effects of the project on those resources shall not be considered a significant effect on the environment. It shall be sufficient that both the resource and the effect on it are noted in the Initial Study or [Environmental Impact Report], if one is prepared to address impacts on other resources, but they need not be considered further in the CEQA process.
Section 15064.5 (d) and (e) contain additional provisions regarding human remains.
Regarding Native American human remains, paragraph (d) provides:
(d) When an initial study identifies the existence of, or the probable likelihood, of Native American human remains within the project, a lead agency shall work with the appropriate Native Americans as identified by the NAHC as provided in Public Resources Code SS5097.98. The applicant may develop an agreement for treating or disposing of, with appropriate dignity, the human remains and any items associated with Native American burials with the appropriate Native Americans as identified by the NAHC. Action implementing such an agreement is exempt from:
1) The general prohibition on disinterring, disturbing, or removing human remains from any location other than a dedicated cemetery (Health and Safety Code Section 7050.5).
2) The requirement of CEQA and the Coastal Act.
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4.0 RESULTS
4.1 Records Search Results
An archaeological records search for the project and the surrounding area within a onemile radius was conducted by BFSA at the EIC at UCR (Appendix B). The search did not identify any recorded resources within the subject property. However, the records search did identify 50 (one prehistoric and 49 historic) cultural resources recorded within one mile of the project (Table
4.1–1). The single prehistoric site is the reported location of the Prehistoric Village of Ivah, located generally near the historic core of the city of San Jacinto. However, the site form also lists this location as another known village, Jusispah (Eberhardt 1951). The historic resources are primarily built-environment resources tied to the agricultural history and development of the region.
Table 4.1–1
Cultural Resources Recorded Within One Mile of the Project Site(s) Description
P-33-000124 Prehistoric Village (Ivah)
P-33-005789 and P-33-007405 Historic hotel
P-33-006351, P-33-007302, P-33-007314,
P-33-007328, P-33-007329, P-33-007331,
P-33-007332, P-33-007334, P-33-007336,
P-33-007357, P-33-007365, P-33-007366,
P-33-007367, P-33-007368, P-33-007369,
P-33-007370, P-33-007371, P-33-007372,
P-33-007374, P-33-007375, P-33-007376,
P-33-007377, P-33-007378, P-33-007379,
P-33-007381, P-33-007390, P-33-007391,
P-33-007395, P-33-007397, P-33-007398,
P-33-007402, P-33-014281, P-33-016028, and
P-33-28524
Historic residence/single family property
P-33-013242 Historic footings (location of former
residence)
P-33-019840 Historic ranch complex
P- 33-012194 Historic Estudillio Mansion
P-33-007406 Historic apartments
P-33-007300, P-33-007311, and P-33-007312 Historic commercial building P-33-014319 Historic garage
P-33-007315 Historic church
P-33-013241 Historic water conveyance system
P-33-014318 Historic reservoir
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Site(s) Description
P-33-015743 Historic railroad alignment
P-33-019841 Historic trash scatter
The results of the EIC records search also identified 30 studies which have been conducted within one mile of the project. One of the previous studies (Swope 1987) included the subject property. Swope noted at the time of their survey that ground visibility was excellent due to repeated clearing of vegetation, and that no cultural resources were identified within the property.
As a result no further study was recommended (Swope 1987).
BFSA reviewed the following sources to help facilitate a better assessment of the potential for cultural resources within the property:
The NRHP index;
The Built Environment Resources Directory;
Historic USGS data;
BLM land patents; and
Aerial photographs (1938 through 2022).
The aerial photographs and USGS data indicate that originally the property contained agricultural fields with associated structures. The structures are visible in the 1938 aerial photograph and appear to be a residence and at least two ancillary structures. These structures were situated in the northeastern corner of the property at the intersection of Hewitt Street and East Esplanade Avenue. Between 1975 and 1978 the fields were removed from the subject property, and by 1985 the structures in the northeastern corner are no longer extent. By the next available photograph, from 1995, the entire property appeared as a cleared vacant lot, similar to how it is today, and appears to have been subjected to repeated episodes of discing and clearing.
BFSA also requested a records search of the SLF of the NAHC to identify if any known sacred sites or locations of religious or ceremonial importance are within the search radius. The SLF results have been returned with negative results for cultural resources. All correspondence is provided in Appendix C.
4.2 Results of the Field Survey
The cultural resources survey took place on November 9, 2023. Principal Investigator Tracy A. Stropes, M.A., RPA, directed the cultural resources study for the project with assistance from Senior Field Archaeologist Clarence Hoff. The intensive reconnaissance consisted of a series of parallel survey transects spaced at approximately 10-meter intervals. All exposed ground surfaces were carefully inspected, including rodent burrows and disturbed areas. A survey form, field notes, and photographs documented the survey work. During the survey, ground visibility
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was characterized as excellent as the property appeared to have recently been disced and contained limited vegetation (Plates 4.2–1 and 4.2–4). No historic or prehistoric resources were identified anywhere within the project. As such, the current survey results were consistent with the findings of Swope’s previous study of the property in 1987.
Plate 4.2–1: Overview of the project, looking southeast from the northwest corner.
Plate 4.2–2: Overview of the project, looking west from the northeast corner.
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Plate 4.2–3: Overview of the project, looking northeast from the southwest corner.
Plate 4.2–4: Overview of the project, looking west from the southeast corner.
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5.0 RECOMMENDATIONS
The archaeological study for the Hewitt and Esplanade Residential Project was completed in accordance with the City of San Jacinto environmental policies and CEQA significance criteria.
Based on the current study, no cultural resources are located within the subject property. These results are also supported by the previous investigation conducted by Swope (1987) that did not identify cultural resources within the subject parcel. Further, the property has been previously impacted by agriculture along with repeated discing and clearing. Due to the previous grounddisturbing activities and the absence of identified cultural resources within the project boundaries, there is little to no potential for cultural resources to be present or impacted by the proposed development.
Based upon the results of this study, no further archaeological study or mitigation measures are recommended as a condition of permit approval. However, if any cultural resources are inadvertently discovered, all construction work in the immediate vicinity of the discovery shall stop, and a qualified archaeologist shall be consulted to determine if further mitigation measures are warranted. Should human remains be discovered, treatment of these remains shall follow California PRC 5097.9. Any human remains that are determined to be Native American shall be reported to the Riverside County Sheriff’s Department, Coroner Division, and subsequently to the NAHC.
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6.0 CERTIFICATION
I hereby certify that the statements furnished above and in the attached exhibits present the data and information required for this archaeological report, and that the facts, statements, and information presented are true and correct to the best of my knowledge and belief.
December 1, 2023
Andrew J. Garrison, M.A., RPA Date
Archaeological Project Manager
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1958 An Early Complex in San Diego County, California. American Antiquity 23(3). 1980 The Pauma Complex in Northern San Diego County. Journal of New World Archaeology 3(4):1–39
Wallace, William J.
1955 A Suggested Chronology for Southern California Coastal Archaeology. Southwestern Journal of Anthropology 11:214–230.
Warren, Claude N. (editor)
1968 Cultural Tradition and Ecological Adaptation on the Southern Coast. In Archaic Prehistory in the Western United States, C.I. Williams ed. Eastern New Mexico University Contributions in Anthropology 1(3):1–14.
Warren, Claude N. and D.L. True
1961 The San Dieguito Complex and its Place in California Prehistory. In Archaeological Survey Annual Report 1960-1961. University of California Press, Los Angeles, California.
Warren, Claude N., D.L. True, and Ardith A. Eudey
1961 Early Gathering Complexes of Western San Diego County: Results and Interpretations of an Archaeological Survey. Archaeological Survey Annual Report 1960-1961.
University of California, Los Angeles.
Wiley, Nancy Anastasia
2018 Report of Findings from a Record Search Conducted for Assessor’s Parcel Number 436-600-012, 013, -014. SRSinc. Unpublished report on file at the City of San Jacinto, California.
2019 Cultural/Tribal Resource Records Search and Historic Building Preliminary Assessment, Assessor’s Parcel Number 432-270-012. SRSINC At Riverwalk.
Unpublished report on file at the City of San Jacinto, San Jacinto, California.
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7.0–7
Wirths, Todd A.
2023 Paleontological Assessment for the Hewitt and Esplanade Residential Project, City of San Jacinto, Riverside County, California. Unpublished report on file at BFSA Environmental Services, a Perennial Company, Poway, California
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APPENDIX A
Qualifications of Key Personnel
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Packet Pg. 2401 Attachment: Appendix D - Cultural Resource Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Andrew J. Garrison, MA, RPA
Project Archaeologist
Brian F. Smith and Associates, Inc.
14010 Poway Road Suite A
Phone: (858) 679-8218 Fax: (858) 679-9896 E-Mail: [email protected] Education
Master of Arts, Public History, University of California, Riverside 2009 Bachelor of Science, Anthropology, University of California, Riverside 2005 Bachelor of Arts, History, University of California, Riverside 2005 Professional Memberships
Register of Professional Archaeologists
Society for California Archaeology
Society for American Archaeology
California Council for the Promotion of History
Society of Primitive Technology
Lithic Studies Society
California Preservation Foundation
Pacific Coast Archaeological Society
Experience
Project Archaeologist June 2017–Present
Brian F. Smith and Associates, Inc. Poway, California
Project management of all phases of archaeological investigations for local, state, and federal agencies including National Register of Historic Places (NRHP) and California Environmental Quality Act (CEQA) level projects interacting with clients, sub-consultants, and lead agencies. Supervise and perform fieldwork including archaeological survey, monitoring, site testing, comprehensive site records checks, and historic building assessments. Perform and oversee technological analysis of prehistoric lithic assemblages. Author or co-author cultural resource management reports submitted to private clients and lead agencies.
Senior Archaeologist and GIS Specialist 2009–2017
Scientific Resource Surveys, Inc. Orange, California
Served as Project Archaeologist or Principal Investigator on multiple projects, including archaeological monitoring, cultural resource surveys, test excavations, and historic building assessments. Directed projects from start to finish, including budget and personnel hours proposals, field and laboratory direction, report writing, technical editing, Native American consultation, and final report submittal.
Oversaw all GIS projects including data collection, spatial analysis, and map creation.
Preservation Researcher 2009
City of Riverside Modernism Survey Riverside, California Completed DPR Primary, District, and Building, Structure and Object Forms for five sites for a grantfunded project to survey designated modern architectural resources within the City of Riverside.
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Information Officer 2005, 2008–2009
Eastern Information Center (EIC), University of California, Riverside Riverside, California Processed and catalogued restricted and unrestricted archaeological and historical site record forms.
Conducted research projects and records searches for government agencies and private cultural resource firms.
Reports/Papers
2019 A Class III Archaeological Study for the Tuscany Valley (TM 33725) Project National Historic Preservation Act Section 106 Compliance, Lake Elsinore, Riverside County, California.
Contributing author. Brian F. Smith and Associates, Inc. 2019 A Phase I and II Cultural Resources Assessment for the Jack Rabbit Trail Logistics Center Project, City of Beaumont, Riverside County, California. Brian F. Smith and Associates, Inc. 2019 A Phase I Cultural Resources Assessment for the 10575 Foothill Boulevard Project, Rancho Cucamonga, California. Brian F. Smith and Associates, Inc. 2019 Cultural Resources Study for the County Road and East End Avenue Project, City of Chino, San Bernardino County, California. Brian F. Smith and Associates, Inc. 2019 Phase II Cultural Resource Study for the McElwain Project, City of Murrieta, California.
Contributing author. Brian F. Smith and Associates, Inc. 2019 A Section 106 (NHPA) Historic Resources Study for the McElwain Project, City of Murrieta, Riverside County, California. Brian F. Smith and Associates, Inc. 2018 Cultural Resource Monitoring Report for the Sewer Group 818 Project, City of San Diego. Brian F.
Smith and Associates, Inc.
2018 Phase I Cultural Resource Survey for the Stone Residence Project, 1525 Buckingham Drive, La Jolla, California 92037. Brian F. Smith and Associates, Inc. 2018 A Phase I Cultural Resources Assessment for the Seaton Commerce Center Project, Riverside County, California. Brian F. Smith and Associates, Inc. 2017 A Phase I Cultural Resources Assessment for the Marbella Villa Project, City of Desert Hot Springs, Riverside County, California. Brian F. Smith and Associates, Inc. 2017 Phase I Cultural Resources Survey for TTM 37109, City of Jurupa Valley, County of Riverside. Brian F. Smith and Associates, Inc.
2017 A Phase I Cultural Resources Assessment for the Winchester Dollar General Store Project, Riverside County, California. Brian F. Smith and Associates, Inc. 2016 John Wayne Airport Jet Fuel Pipeline and Tank Farm Archaeological Monitoring Plan. Scientific Resource Surveys, Inc. On file at the County of Orange, California. 2016 Historic Resource Assessment for 220 South Batavia Street, Orange, CA 92868 Assessor’s Parcel Number 041-064-4. Scientific Resource Surveys, Inc. Submitted to the City of Orange as part of
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Mills Act application.
2015 Historic Resource Report: 807-813 Harvard Boulevard, Los Angeles. Scientific Resource Surveys, Inc. On file at the South Central Coastal Information Center, California State University, Fullerton. 2015 Exploring a Traditional Rock Cairn: Test Excavation at CA-SDI-13/RBLI-26: The Rincon Indian Reservation, San Diego County, California. Scientific Resource Surveys, Inc. 2014 Archaeological Monitoring Results: The New Los Angeles Federal Courthouse. Scientific Resource Surveys, Inc. On file at the South Central Coastal Information Center, California State University, Fullerton.
2012 Bolsa Chica Archaeological Project Volume 7, Technological Analysis of Stone Tools, Lithic Technology at Bolsa Chica: Reduction Maintenance and Experimentation. Scientific Resource Surveys, Inc.
Presentations
2017 “Repair and Replace: Lithic Production Behavior as Indicated by the Debitage Assemblage from CA-MRP-283 the Hackney Site.” Presented at the Society for California Archaeology Annual Meeting, Fish Camp, California.
2016 “Bones, Stones, and Shell at Bolsa Chica: A Ceremonial Relationship?” Presented at the Society for California Archaeology Annual Meeting, Ontario, California. 2016 “Markers of Time: Exploring Transitions in the Bolsa Chica Assemblage.” Presented at the Society for California Archaeology Annual Meeting, Ontario, California. 2016 “Dating Duress: Understanding Prehistoric Climate Change at Bolsa Chica.” Presented at the Society for California Archaeology Annual Meeting, Ontario, California. 2014 “New Discoveries from an Old Collection: Comparing Recently Identified OGR Beads to Those Previously Analyzed from the Encino Village Site.” Presented at the Society for California Archaeology Annual Meeting, Visalia, California.
2012 Bolsa Chica Archaeology: Part Seven: Culture and Chronology. Lithic demonstration of experimental manufacturing techniques at the April meeting of The Pacific Coast Archaeological Society, Irvine, California.
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APPENDIX B
Archaeological Records Search Results
(Deleted for Public Review; Bound Separately)
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APPENDIX C
NAHC Sacred Lands File Search Results
(Deleted for Public Review; Bound Separately)
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GEOTECHNICAL AND INFILTRATION EVALUATION
PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT
ASSESSOR’S PARCEL NUMBER 439-180-011
SOUTH HEWITT AVENUE AND EAST ESPLANADE AVENUE
SAN JACINTO, RIVERSIDE COUNTY, CALIFORNIA
PREPARED FOR
SAN JACINTO INVESTMENTS 2023, LLC
8951 RESEARCH DRIVE, SUITE 100
IRVINE, CALIFORNIA 92618
PREPARED BY
GEOTEK, INC.
1548 NORTH MAPLE STREET
CORONA, CALIFORNIA 92878
PROJECT NO. 3489-CR MAY 11, 2023
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GEOTECHNICAL | ENVIRONMENTAL | MATERIALS
May 11, 2023
Project No. 3489-CR
San Jacinto Investments 2023, LLC
8951 Research Drive, Suite 100
Irvine, California 92618
Attention: Mr. Chad Brown
Subject: Geotechnical and Infiltration Evaluation
Proposed Single-Family Residential Development
Assessor’s Parcel Number 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Dear Mr. Brown:
GeoTek, Inc. (GeoTek) is pleased to provide the results of this Geotechnical and Infiltration Evaluation for a proposed single-family residential development to be constructed on Assessor’s Parcel Number (APN) 439-180-011, located southwest of the intersection of South Hewitt Avenue and East Esplanade Avenue, in San Jacinto, Riverside County, California. This report presents the results of GeoTek’s evaluation, discussion of findings, and provides geotechnical recommendations for foundation design and construction.
Based upon review and evaluation, site development appears feasible from a geotechnical viewpoint provided that the recommendations included in this report are incorporated into the design and construction phases of the project.
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The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact GeoTek.
Respectfully submitted,
GeoTek, Inc.
Bruce A. Hick
GE 2284, Exp. 12/31/24
Geotechnical Engineer
Edward H. LaMont
CEG 1892, Exp. 07/31/24
Principal Geologist
Anna M. Scott
Project Geologist
Distribution: (1) Addressee via email (one PDF file)
G:\Projects\3451 to 3500\3489CR San Jacinto Investments 2023, LLC APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\3489CR Geotechnical and Infiltration Evaluation San Jacinto.doc
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TABLE OF CONTENTS
1. PURPOSE AND SCOPE OF SERVICES ............................................................................................. 1
2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT............................................................... 1
2.1 SITE DESCRIPTION .................................................................................................................................................................. 1
2.2 PROJECT DESCRIPTION .......................................................................................................................................................... 2
3. FIELD EXPLORATION AND LABORATORY TESTING ................................................................ 2
3.1 FIELD EXPLORATION ............................................................................................................................................................... 2
3.2 LABORATORY TESTING .......................................................................................................................................................... 4
4. GEOLOGIC AND SOILS CONDITIONS ........................................................................................... 5
4.1 REGIONAL SETTING ................................................................................................................................................................ 5
4.2 GENERAL SOIL CONDITIONS ................................................................................................................................................ 5
4.2.1 Alluvium .............................................................................................................................................................................................. 6
4.3 SURFACE WATER AND GROUNDWATER ............................................................................................................................ 6
4.3.1 Surface Water ................................................................................................................................................................................. 6
4.3.2 Groundwater ..................................................................................................................................................................................... 6
4.4 FAULTING AND SEISMICITY .................................................................................................................................................... 6
4.4.1 Faulting ............................................................................................................................................................................................... 6
4.4.2 Seismic Design Parameters.......................................................................................................................................................... 7
4.5 LIQUEFACTION ........................................................................................................................................................................ 8
4.6 SEISMIC SETTLEMENTS ............................................................................................................................................................. 8
4.7 OTHER SEISMIC HAZARDS ..................................................................................................................................................... 9
5. CONCLUSIONS AND RECOMMENDATIONS ................................................................................ 9
5.1 GENERAL .................................................................................................................................................................................. 9
5.2 EARTHWORK CONSIDERATIONS ........................................................................................................................................ 10
5.2.1 General ............................................................................................................................................................................................ 10
5.2.2 Site Clearing ................................................................................................................................................................................... 10
5.2.3 Site Preparation – Building Pad ............................................................................................................................................... 10
5.2.4 Pavement Areas ............................................................................................................................................................................ 11
5.2.5 Hardscape Areas.......................................................................................................................................................................... 11
5.2.6 Preparation of Excavation Bottoms ........................................................................................................................................ 11
5.2.7 Engineered Fill ............................................................................................................................................................................... 11
5.2.8 Transition Lot Condition ............................................................................................................................................................. 12
5.2.9 Excavation Characteristics ........................................................................................................................................................ 12
5.2.10 Trench Excavations and Backfill .......................................................................................................................................... 12
5.2.11 Shrinkage and Bulking ............................................................................................................................................................ 13
5.2.12 Grading Plan Review ................................................................................................................................................................ 13
5.3 DESIGN RECOMMENDATIONS ............................................................................................................................................. 13
5.3.1 Foundation Design Criteria ....................................................................................................................................................... 13
5.3.2 Miscellaneous Foundation Recommendations .................................................................................................................... 17
5.4 RETAINING AND GARDEN WALL DESIGN AND CONSTRUCTION ................................................................................ 18
5.5 PRELIMINARY PAVEMENT DESIGN RECOMMENDATIONS ................................................................................................. 21
5.5.1 Asphalt Concrete (AC) Pavement ........................................................................................................................................... 21
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TABLE OF CONTENTS
5.5.2 Permeable Interlocking Concrete Pavers .............................................................................................................................. 22
5.5.3 Portland Cement Concrete (PCC) Pavement ....................................................................................................................... 23
5.5.4 Pavement Construction .............................................................................................................................................................. 23
5.6 CONCRETE CONSTRUCTION .............................................................................................................................................. 24
5.6.1 General ............................................................................................................................................................................................ 24
5.6.2 Concrete Mix Design .................................................................................................................................................................. 24
5.6.3 Concrete Flatwork ........................................................................................................................................................................ 25
5.6.4 Concrete Performance ................................................................................................................................................................ 25
5.7 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS .................................................................................................... 25
6. INTENT ............................................................................................................................................... 26
7. LIMITATIONS .................................................................................................................................... 27
8. SELECTED REFERENCES ................................................................................................................. 27
ENCLOSURES
Figure 1 – Site Location and Topography Map
Figure 2 – Exploration Location Map
Appendix A – Logs of Exploratory Borings
Appendix B – Laboratory Test Results
Appendix C – Infiltration Test Data and Porchet Calculations Appendix D – Cone Penetration Test (CPT) Sounding Logs
Appendix E – Liquefaction and Static Settlement Analysis Appendix F – General Earthwork Grading Guidelines
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1. PURPOSE AND SCOPE OF SERVICES
The purpose of this study was to evaluate the geotechnical engineering and geologic conditions at the project site, as outlined in GeoTek’s proposal P-0206323-CR, dated April 10, 2023.
Services provided for this study included the following:
Research and review of available geologic data and general geotechnical engineering information pertinent to the site,
Site exploration consisting of the excavation, logging, and sampling of six (6) exploratory test borings extending to depths ranging from about 16.5 to 51.5 feet below grade at the boring locations,
Site exploration consisting of three (3) Cone Penetration Test (CPT) soundings to depths of approximately 60 feet each below grade at the sounding locations, Excavation of two (2) additional borings to a depth of about five (5) feet each below grade and performing an infiltration test in each boring, Laboratory testing of soil samples collected during the field investigation, Review and evaluation of site seismicity, and
Preparation of this geotechnical report which presents GeoTek’s findings, conclusions, and recommendations for this site.
2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT
2.1 SITE DESCRIPTION
The irregular-shaped approximate 24.48-acre project site is situated southwest of the intersection of South Hewitt Avenue and East Esplanade Avenue, in the City of San Jacinto, Riverside County, California (See Figure 1). The site is also identified as Riverside County Assessor’s Parcel Number (APN) 439-180-011. Access to the site is available from East Esplanade Avenue adjacent to the northern boundary of the site; South Hewitt Street, adjacent to the eastern boundary of the site; or East Commonwealth Avenue, located adjacent to the
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southern boundary of the site. All of the above-named roadways are paved improved streets.
A movie theater, vacant land and a single-family residence bound the site to the west.
The site is generally undeveloped and vacant land. Overall site topography can be characterized as relatively flat to gently sloping terrain with elevations ranging from approximately 1,575 to 1,587 feet above mean sea level.
2.2 PROJECT DESCRIPTION
Based upon information review of a Conceptual Site Plan, prepared by IDEArc and dated February 20, 2023, GeoTek understands that it is proposed to construct a single-family residential development consisting of 300 two-story single-family homes, a community green area, storm water facilities, underground utilities, site hardscaping and other associated improvements.
GeoTek anticipates that the structures will be supported by conventionally reinforced shallow foundations and slab-on-grade floors. Construction of small retaining walls (less than five feet in height) is also anticipated. For this evaluation, GeoTek has assumed maximum column and wall loads on the order of 75 kips and 2.5 kips per liner foot, respectively. Sewage disposal is anticipated to be provided by a public sewer system.
Site grading will likely entail minor cuts and fills of less than five (5) feet (without including remedial removals) to reach design grades. Slopes, if required, are anticipated to be constructed at 2:1 (h:v) maximum gradients.
If site development differs from the assumptions made herein, the recommendations included in this report should be subject to further review and evaluation. Site development plans should be reviewed by GeoTek when they become available.
3. FIELD EXPLORATION AND LABORATORY TESTING
3.1 FIELD EXPLORATION
The field exploration performed for this report was conducted on April 21, 2023 and included the excavating of six (6) geotechnical exploratory borings with a hollow-stem drill rig to depths ranging from about 16.5 to 51.5 feet below existing grades. The approximate locations of the GeoTek excavations are shown on the Exploration Location Map (Figure 2). An engineer from
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GeoTek logged the excavations and collected soil samples for use in subsequent laboratory testing. The logs of the exploratory borings are included in Appendix A.
Relatively undisturbed soil samples were recovered at various intervals in the geotechnical borings with a California sampler. The California sampler is a 3-inch outside diameter, 2.5-inch inside diameter, split barrel sampler lined with brass rings. The sampler was 18 inches long.
The sampler conformed to the requirements of ASTM D 3550. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. The relatively undisturbed samples, together with bulk samples of representative soil types, were returned to the laboratory for testing and evaluation. The California sampler test data are presented on the boring logs in Appendix A.
In Boring B-1 standard penetration tests (SPT) were performed with a 2.0-inch outside diameter, 1.5-inch inside diameter, split-barrel sampler. The sampler was 18 inches long. The inside diameter of the sampler shoe was 1.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. The sampler penetration test data are presented on the Log for Boring for Boring B-1.
Additional site exploration was performed on April 21, 2023, by advancing three (3) Cone Penetration Test (CPT) soundings to depths of approximately 60 feet below the existing ground surface under the direction of GeoTek, Inc. The CPT soundings were performed by Kehoe Testing & Engineering (KTE) utilizing a 30-ton CPT rig equipped with a 15 cm2 cone.
The approximate locations of the CPT soundings are shown on the Exploration Location Map (Figure 2). Logs of the CPT soundings are included in Appendix D.
Percolation Testing
In addition to the geotechnical exploratory borings, two (2) percolation test borings (I-1 and I-2) were excavated in the area of the proposed water quality basin in the northwestern portion of the site to depths of about five (5) feet below the existing ground surface.
Infiltration/percolation testing was conducted in these borings in general accordance with the requirements of Riverside County.
The percolation tests each consisted of drilling an eight-inch diameter test hole to the desired depth and installing approximately two (2) inches of gravel in the bottom of the hole. A threeinch diameter perforated PVC pipe, wrapped in a filter sock, was placed in the excavations and the annular space was filled with gravel to prevent caving within the drill hole. Water was then placed in the boring to presoak the holes and percolation testing was performed the following
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the pre-soak period. The percolation tests were then performed which consisted of adding water to each test hole and measuring the water drop over a 10-minute period. The water drop was recorded for six (6) test intervals. Water was added to the test holes after each test interval. The field percolation rates were then converted to an infiltration rate using the Porchet Method. The infiltration rates calculated using the Porchet Method are presented in the following table:
SUMMARY OF INFILTRATION RATES
Boring
Depth of Test
Boring
(Feet)
Infiltration Rate (Inches
per hour)
I-1 5.0 3.55
I-2 5.0 2.72
The results of the conversions indicate fair to good infiltration rates. Copies of the percolation data sheets and the Porchet infiltration rate conversion calculations are presented in Appendix C. No factors of safety were applied to the rates provided. Over the lifetime of the infiltration areas, the infiltration rates may be affected by sediment build up and biological activities, as well as local variations in near surface soil conditions. A suitable factor of safety should be applied to the field rate in designing the infiltration system.
It should be noted that the infiltration rates provided above were performed in relatively undisturbed on-site soils. Infiltration rates will vary and are mostly dependent on the underlying consistency of the site soils and relative density. Infiltration rates may be impacted by weight of equipment travelling over the soils, placement of engineered fill and other various factors. GeoTek assumes no responsibility or liability for the ultimate design or performance of the storm water facility.
3.2 LABORATORY TESTING
Laboratory testing was performed on selected relatively undisturbed ring and bulk samples collected during the field exploration. The purpose of the laboratory testing was to confirm the field classification of the materials encountered and to evaluate their physical properties for use in the engineering design and analysis. Results of the laboratory testing program along with a brief description and relevant information regarding testing procedures are included on the exploratory borings logs included in Appendix A and in Appendix B.
Included in the laboratory testing were moisture-density determinations and/or in-situ moisture content on relatively undisturbed ring and/or small bag samples. Gradation (percent passing
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#200 sieve) tests were performed on selected samples. The optimum moisture contentmaximum dry density relationships were established for a typical soil type so that the relative compaction of the subsoils could be determined. Collapse testing was performed on selected samples to evaluate the hydro-consolidation potential of the soils. Expansion index testing was performed on a selected sample to evaluate the expansion potential of the on-site soils. Direct shear testing was performed on selected remolded samples. Atterberg Limits were performed on selected samples. Chemical testing comprised of pH, soluble sulfate, chloride and resistivity testing was conducted on a selected sample. The moisture-density and gradation data are presented on the exploration logs. The maximum density, remolded direct shear, collapse, expansion index and chemical test data are presented in Appendix B.
4. GEOLOGIC AND SOILS CONDITIONS
4.1 REGIONAL SETTING
The subject property is situated in the Peninsular Ranges geomorphic province. The Peninsular Ranges province is one of the largest geomorphic units in western North America. It extends roughly 975 miles from the north and extends from the Transverse Ranges geomorphic province to the tip of Baja California, from north to south. This province varies in width from about 30 to 100 miles. It is bounded on the west by the Pacific Ocean, on the south by the Gulf of California and on the east by the Colorado Desert Province.
The Peninsular Ranges are essentially a series of northwest-southeast oriented fault blocks.
Several major fault zones are found in this province. The Elsinore Fault zone and the San Jacinto Fault zone trend northwest-southeast and are found in the near the middle of the province. The San Andreas Fault zone borders the northeasterly margin of the province.
More specific to the subject property, the site is located in an area geologically mapped to be underlain by alluvium (Dibblee, T.W. and Minch, J.A., 2003). No faults are shown in the immediate site vicinity on the maps reviewed for the area. However, the nearest known active fault is the San Jacinto Fault, located approximately one-mile southwest of the site.
4.2 GENERAL SOIL CONDITIONS
A brief description of the earth materials encountered is presented in the following section.
Based on the site reconnaissance, the exploratory excavations and review of published geologic maps, the area investigated is underlain by alluvium.
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4.2.1 Alluvium
Alluvial soils were encountered in all the exploratory borings and extended to the maximum depth explored (51.5 feet). As encountered in the borings, the alluvium consisted of interbedded layers of silty sands, silts and sands (SM, ML and SP soil types per the USCS Soil Classification System).
Based on the laboratory test results, the near surface soils generally have a “very low” expansion index (ASTM D 4829). Based on the laboratory test results, the near surface soils have a soluble sulfate content of less than 0.1 percent (ASTM D 4327). Based upon the collapse test results, it is anticipated that the upper approximate four (4) to five (5) of the site soils will demonstrate a low to moderate potential for hydro-consolidation (settlement upon wetting with or without additional loading). The test results are provided in Appendix B.
4.3 SURFACE WATER AND GROUNDWATER
4.3.1 Surface Water
If encountered during earthwork operations, surface water on this site is likely the result of precipitation, site irrigation and/or possibly some minor surface run-off from the surrounding areas. Natural drainage at the site is interpreted to be to the northeast following the natural topography in the area. Provisions for surface drainage will need to be accounted for by the project civil engineer.
4.3.2 Groundwater
Groundwater was not encountered at the time of drilling in the exploratory borings performed for this report. Based on a review of groundwater depths noted on the State Department of Water Resources Water Data Library website, it is estimated the historic high groundwater depth is greater than 100 feet below existing grades at the site.
4.4 FAULTING AND SEISMICITY
4.4.1 Faulting
The geologic structure of the entire California area is dominated mainly by northwest-trending faults associated with the San Andreas system. The site is in a seismically active region.
However, the site is not situated within a State of California designated “Alquist-Priolo” Earthquake Fault Zone.
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The nearest known fault to the site is the San Jacinto Fault, located approximately one-mile southwest of the site. The County of Riverside has designated the site as “not in a fault zone” and “not in a fault line”.
4.4.2 Seismic Design Parameters
The site is located at approximately 33.7707 degrees West Latitude and –116.9528 degrees North Longitude. Due to the relatively dense nature of the site soils a Site Class “D” is considered appropriate for this site. Site spectral accelerations (Sa and S1) for 0.2 and 1.0 second periods for a Class “D” site, was determined from the SEAOC/OSHPD web interface that utilizes the USGS web services and retrieves the seismic design data and presents that information in a report format. Using the ASCE 7-16 option on the SEAOC/OSHPD website results in the values for SM1 and SD1 reported as “null-See Section 11.4.8” (of ASCE 7-16). As noted in ASCE 7-16, Section 11.4.8, a site-specific ground motion procedure is recommended for Site Class D when the value S1 exceeds 0.2. The value S1 for the subject site exceeds 0.2.
For a site Class D, an exception to performing a site-specific ground motion analysis is allowed in ASCE 7-16 where S1 exceeds 0.2 provided the value of the seismic response coefficient, Cs, is conservatively calculated by Eq 12.8-2 of ASCE 7-16 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.
The results, based on the 2015 NEHRP and the 2022 CBC, are presented in the following table assuming that the exception as allowed in ASCE 7-16 is applicable. If the exception is deemed not appropriate, a site-specific ground motion analysis will be required.
SITE SEISMIC PARAMETERS
Mapped 0.2 sec Period Spectral Acceleration, Ss 2.223g
Mapped 1.0 sec Period Spectral Acceleration, S1 0.903g
Site Coefficient for Site Class “D”, Fa 1
Site Coefficient for Site Class “D”, Fv 1.7
Maximum Considered Earthquake Spectral Response
Acceleration for 0.2 Second, SMS
2.223g
Maximum Considered Earthquake Spectral Response
Acceleration for 1.0 Second, SM1
1.535g
5% Damped Design Spectral Response Acceleration Parameter at 0.2 Second, SDS
1.482g
5% Damped Design Spectral Response Acceleration Parameter at 1 second, SD1
1.023g
Peak Ground Acceleration (PGAM) 1.107g
Seismic Design Category E
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Final selection of the appropriate seismic design coefficients should be made by the project structural engineer based upon the local practices and ordinances, expected building response and desired level of conservatism.
4.5 LIQUEFACTION
Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquakeinduced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to lateral movement, sliding, consolidation and settlement of loose sediments, sand boils and other damaging deformations. This phenomenon occurs only below the water table, but, after liquefaction has developed, the effects can propagate upward into overlying non-saturated soil as excess pore water dissipates.
The factors known to influence liquefaction potential include soil type and grain-size, relative density, groundwater level, confining pressures, and both intensity and duration of ground shaking. In general, materials that are susceptible to liquefaction are loose, saturated granular soils having low fines content under low confining pressures.
The project site is not located within an area mapped by the State of California for liquefaction potential. The County of Riverside has designated the site as having a “moderate” liquefaction potential. Based on the current mapping and the depth to groundwater, it is GeoTek’s opinion that the liquefaction potential at the site is very low.
4.6 SEISMIC SETTLEMENTS
Loose to medium dense granular soils tend to density and settle under strong ground shaking.
The potential for seismically induced (“dry sand”) settlements of the upper 50 feet of dry alluvial sandy sediments at the site was assessed using the data of the CPT soundings with the aid of the computer program Cliq Version 2.0 (Geologismiki, 2006). A mean magnitude weighted (Mw) seismic event of 7.3 obtained using the USGS deaggregation web application (based on a two percent exceedance in 50 years) and a PGAM of 1.11g obtained from the USGS website were used in the assessment.
The results of the analyses indicated the presence of various layers of loose sands and silty sands that would be prone to settlement. Based on the recommendations provided in this report, engineered fill will be incorporated within the upper five feet of pad grade; this change has been incorporated into the settlement analysis. The following table summarizes the amount of total seismically induced settlement estimated at each CPT location:
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ESTIMATED SEISMICALLY INDUCED TOTAL SETTLEMENT
CPT Sounding Total Settlement of Unsaturated Sands
(in)
1 0.56
2 0.78
3 0.36
As noted above, seismically induced settlement of approximately 0.4 to 0.8 inches are estimated. Seismically induced differential settlements over a 40-foot span are estimated to be approximately one-half of the total settlements. The results of the seismic settlement analyses are presented within Appendix E.
The estimated settlements are considered to be at levels that special foundation design and/or ground improvement is not deemed necessary. However, the structural engineer should consider the estimated settlements into their design.
Seismic settlements can generally be mitigated with a cap of engineered fill (as recommended for this project). Unsuitable surficial soils on this project will be removed and replaced with compacted fill during site grading operations.
4.7 OTHER SEISMIC HAZARDS
Due to the general flat to gently sloping terrain, the potential for seismic induced landslides or lateral spreading is considered low. The potential for secondary seismic hazards such as a seiche and tsunami is considered negligible due to site elevation and distance from an open body of water.
5. CONCLUSIONS AND RECOMMENDATIONS
5.1 GENERAL
Development of the site appears feasible from a geotechnical engineering viewpoint. The following recommendations should be incorporated into the design and construction phases of development.
The site contains alluvial soils that are anticipated to be subject to significant hydroconsolidation (settlement upon wetting with or without additional loading). These soils
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are unsuitable for foundation support and thus need to be removed and replaced as compacted engineered fill.
GeoTek’s analyses indicate that site may be subject to densification of the upper dry sands during the design level earthquake. This could result in seismically induced settlement of up to about 0.78 inches total and 0.39 inches differential over a 40-foot span. According to ASCE 7-16, a maximum differential settlement of 3.6 inches over a 40-foot span can be tolerated by multi-story structures with Risk Category II (structures of ordinary occupancy such as residential buildings). As noted, GeoTek’s assessment indicates that this settlement threshold is not exceeded.
Static settlements for the anticipated structure loading were assessed. The analysis indicates that static settlements due to the anticipated foundation loading are estimated to be approximately 0.3 inches over a 40-foot span. Static differential settlements of approximately
0.15 inches are estimated. These settlement estimates should be incorporated into the foundation design by the structural engineer.
5.2 EARTHWORK CONSIDERATIONS
5.2.1 General
Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of San Jacinto, the 2022 California Building Code (CBC), and recommendations contained in this report. The Grading Guidelines included in Appendix F outline general procedures and do not anticipate all site-specific situations. In the event of conflict, the recommendations presented in the text of this report should supersede those contained in Appendix F.
5.2.2 Site Clearing
In areas of planned grading and improvements, the locations of any existing utilities should be determined. Existing utilities should be relocated or abandoned. The site should be cleared of vegetation and other deleterious materials. Debris should be properly disposed of off-site.
Voids resulting from site clearing should be backfilled with engineered fill.
5.2.3 Site Preparation – Building Pad
Due to the hydro-consolidation potential of the near-surface site soils, it is recommended that the soils be removed beneath the planned building footprint of the proposed structures to a depth of at least five (5) feet below existing grade, or three (3) feet beneath the base of the proposed foundations, whichever is greater. Removal bottoms should be relatively uniform in
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soil type which is not visibly porous and having an in-place density of at least 85 percent of the soil’s maximum dry density as determined by ASTM D1557 test procedures. A representative of this firm should observe and approve the bottom of all remedial excavations. The lateral extent of this recommended over-excavation should extend at least five (5) feet beyond the building or foundation limits.
Following site clearing operations, remedial over-excavations and lowering of site grades, where necessary, it is recommended that the exposed subgrade soils beneath all surface improvements be proof rolled with a heavy rubber-tired piece of construction equipment approved by and in the presence of the geotechnical engineering representative. All soil that ruts or excessively deflects during proof rolling should be removed as recommended by the GeoTek representative. Following proof rolling and removal of any unsuitable bearing soil, the exposed subgrade should be scarified to a depth of about 12 inches, be moisture conditioned to slightly above the soil’s optimum moisture content and then be compacted to at least 90 percent of the soil’s maximum dry density as determined by ASTM D1557 test procedures.
5.2.4 Pavement Areas
The native soils should be overexcavated to a depth of 12 inches below existing grade or 12 inches below proposed finished grade, whichever is deeper. Finished grade is defined as the top of the subgrade. The exposed soils in these areas and in cut areas should be scarified to a depth of approximately 12 inches, moistened to at least the optimum moisture content and compacted to a minimum relative compaction of at least 95 percent of maximum dry density as determined by ASTM D1557 test procedures.
5.2.5 Hardscape Areas
The exposed soils in these areas and in cut areas should be scarified to a depth of approximately 12 inches, moistened to at least the optimum moisture content and compacted to a minimum relative compaction of at least 90 percent of maximum dry density as determined by ASTM D1557 test procedures.
5.2.6 Preparation of Excavation Bottoms
A representative of GeoTek should observe the bottom of all excavations. Upon approval, the exposed soils should be scarified to a depth of approximately eight (8) inches, moistened to at least the optimum moisture content and compacted to a minimum relative compaction of at least 95 percent of maximum dry density as determined by ASTM D1557 test procedures.
5.2.7 Engineered Fill
The on-site soils are generally considered suitable for reuse as engineered fill provided they are free from vegetation, debris, oversized materials (6-inch diameter or greater) and other
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deleterious material. All areas should be brought to final subgrade elevations with fill materials that are placed and compacted in general accordance with minimum project standards.
Engineered fill should be placed in 6- to 8-inch loose lifts, moisture conditioned to slightly above the optimum moisture content and compacted to a minimum relative compaction of 90 percent as determined by ASTM D1557 test procedures.
If wet soils are encountered during remedial grading, methods for drying soils such as stockpiling or mixing with dry soils may be required to bring the soils to the required moisture content for placement as engineered fill. Placement of engineered fill should be observed and tested on a full-time basis by a GeoTek representative during grading activities.
5.2.8 Transition Lot Condition
Building pads graded with a cut/fill transition should be undercut to reduce the potential for differential settlement. The cut portion of the cut/fill transition should be undercut to a depth of at least four (4) feet or three (3) feet below the deepest proposed footing, whichever is deeper, and be backfilled with a properly compacted engineered fill. The bottom of the undercut should be sloped at a minimum of one (1) percent toward the adjacent parking lot/pavement area.
5.2.9 Excavation Characteristics
Excavations in the on-site alluvium should be readily accomplished with heavy-duty earthmoving or excavating equipment in good operating condition. All excavations should be formed in accordance with current Cal-OSHA requirements. Groundwater should be anticipated in site excavations greater than approximately nine feet below existing site grades.
5.2.10 Trench Excavations and Backfill
Temporary trench excavations within the on-site materials should be stable at a 1.5:1 inclination for short durations during construction and where cuts do not exceed 15 feet in height. Deeper temporary excavations should be reviewed by GeoTek prior to their planned excavation to determine if supplemental recommendations or analysis are warranted. It is anticipated that temporary cuts to a maximum height of four (4) feet can be excavated vertically.
Trench excavations should conform to Cal-OSHA regulations. The contractor should have a competent person, per OSHA requirements, on site during construction to observe conditions and to make the appropriate recommendations.
Utility trench backfill should be compacted to at least 90 percent relative compaction (as determined by ASTM D1557 test procedures). Under-slab trenches should also be compacted
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to project specifications. Where applicable, based on jurisdictional requirements, the top 12 inches of backfill below subgrade for road pavements should be compacted to at least 95 percent relative compaction. On-site materials may not be suitable for use as bedding material but should be suitable as backfill provided particles larger than six (6) inches are removed.
Compaction should be achieved with a mechanical compaction device. Ponding or jetting of trench backfill is not recommended. If backfill soils have dried out, they should be properly moisture conditioned prior to placement in trenches.
5.2.11 Shrinkage and Bulking
For planning purposes, a shrinkage loss of 15 to 20 percent may be considered for the existing site soils that are excavated and recompacted as engineered fill.
Several factors will impact earthwork balancing on the site, including shrinkage, trench spoil from utilities and footing excavations, as well as the accuracy of topography. Shrinkage is primarily dependent upon the degree of compactive effort achieved during construction, depth of fill and underlying site conditions. Site balance areas should be available in order to adjust project grades, depending on actual field conditions at the conclusion of earthwork construction.
A subsidence loss ranging up to 0.2 foot is also estimated for the site. Subsidence will occur below the processed removal bottoms at the site.
5.2.12 Grading Plan Review
Upon completion of the site grading plans, it is recommended that those plans be provided to GeoTek for review. Based on that review, some modifications to the recommendations provided in this report may be necessary.
5.3 DESIGN RECOMMENDATIONS
5.3.1 Foundation Design Criteria
The conventional foundation elements for the proposed structures should bear entirely in compacted, engineered fill soils. Foundations should be designed in accordance with current the City of San Jacinto and 2022 CBC requirements.
Foundation design criteria for a conventional foundation system, in general conformance with the 2022 CBC are presented in this report. These are typical design criteria and are not intended to supersede the design by the structural engineer. It should be noted that the
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criteria provided are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions.
Based on the expansion index testing performed for this report, site soils possess a “very low” 0-20) expansion index (ASTM D4829). Expansion index and soluble sulfate evaluation of the soils should be performed during construction to evaluate the as-graded conditions. Final recommendations should be based upon the as-graded soils conditions. A summary of the foundation design recommendations is presented in the following table:
DESIGN PARAMETER “VERY LOW”
EXPANSION INDEX
Building Foundation Depth or Minimum Perimeter
Beam Depth (inches below lowest adjacent grade) 12
Minimum Foundation Width (Inches) 12
Minimum Slab Thickness (actual) 4 inches
Minimum Slab Reinforcing
6” x 6” – W2.9 x W2.9 welded wire fabric or
No. 3 bars at 24 inch centers
placed in middle of slab
Minimum Footing Reinforcement
Two No. 4 reinforcing bars,
one placed near the top and one near the
bottom of the footing
Presaturation of Subgrade Soil
(Percent of Optimum)
Minimum of 100 percent of the optimum
moisture content to a depth of at least 12
inches prior to placing concrete
The following criteria for design of foundations are preliminary and should be re-evaluated based on the results of additional laboratory testing of samples obtained at/near finish pad grade.
5.3.1.1 An allowable bearing capacity of 2,000 pounds per square foot (psf) may be used for design of continuous and perimeter footings 12 inches deep and 12 inches wide, and pad footings 24 inches square and 12 inches deep. This allowable soil bearing capacity may be increased by 300 psf for each additional foot of footing depth and 300 psf for each additional foot of footing width to a maximum value of 3,500 psf. An increase of one-third may be applied when considering short-term live loads (e.g., seismic and wind loads).
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5.3.1.2 Based upon review, a modulus of subgrade reaction (E1) of 175 pci may be used in the design of foundations and/or structural slabs-on-grade. It should be noted that this value is based upon standard one foot plate load tests. Depending upon the design methodology and foundation geometry this value may need to be modified by the following:
Es = E1 ((B+1)/2B)2
where: Es = design modulus
B = footing width
5.3.1.3 Structural foundations should be designed in accordance with City of San Jacinto, Riverside County and 2022 CBC requirements, and to withstand the estimated total and differential static and seismic-induced (“dry sand”) settlements presented in this report.
5.3.1.4 The passive earth pressure may be computed as an equivalent fluid having a density of 370 psf per foot of depth, to a maximum earth pressure of 3,700 psf for footings founded on engineered fill or competent native soil. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. Passive pressure and frictional resistance can be combined without reduction. The upper one foot of soil should be ignored in the passive pressure calculations unless the surface is covered with pavements.
5.3.1.5 A grade beam, a minimum of 12 inches wide and 12 inches deep, should be utilized across large entrances. The base of the grade beam should be at the same elevation as the bottom of the adjoining footings.
5.3.1.6 A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. Guidelines for these are provided in the 2022 California Green Building Standards Code (CALGreen) Section 4.505.2, the 2022 CBC Section 1907.1 and ACI 360R-10. The vapor retarder design and construction should also meet the requirements of ASTM E 1643. A portion of the vapor retarder design should be the implementation of a moisture vapor retardant membrane.
It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as a result of construction related punctures (e.g., stake penetrations, tears, punctures from walking on the vapor retarder placed atop the
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underlying aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more resistant to accidental puncture than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. Although the CBC specifies a 6-mil vapor retarder membrane, it is GeoTek’s opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional. The membrane should consist of Stego wrap or the equivalent.
Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used and environmental conditions.
Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e., thickness, composition, strength, and permeability) to achieve the desired performance level.
Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarder systems should be designed and constructed in accordance with applicable American Concrete Institute, Portland Cement Association, Post-Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines.
GeoTek recommends that a qualified person, such as the flooring contractor, structural engineer, architect, and/or other experts specializing in moisture control within the building be consulted to evaluate the general and specific moisture and vapor transmission paths and associated potential impact on the proposed construction. That person (or persons) should provide recommendations relative to the slab moisture and vapor retarder systems and for migration of potential adverse impact of moisture vapor transmission on various components of the structures, as deemed appropriate.
In addition, the recommendations in this report and GeoTek’s services in general are not intended to address mold prevention; since GeoTek, along with geotechnical consultants in general, do not practice in the area of mold prevention. If specific recommendations addressing potential mold issues are desired, then a professional mold prevention consultant should be contacted.
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5.3.1.7 It is recommended that control joints be placed in two directions spaced approximately 24 to 36 times the thickness of the slab in inches. These joints are a widely accepted means to control cracks and should be reviewed by the project structural engineer.
5.3.2 Miscellaneous Foundation Recommendations
5.3.2.1 To reduce moisture penetration beneath the slab on grade areas, utility trench excavations should be backfilled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge.
5.3.2.2 Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement.
5.3.2.3 Under-slab utility trenches should be compacted to project specifications.
Compaction should be achieved with a mechanical compaction device. If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches.
5.3.2.4 Utility trench excavations should be shored or laid back in accordance with applicable CAL/OSHA standards.
5.3.2.5 On-site materials may not be suitable for use as bedding material but will be suitable as backfill. Jetting of native soils will not be acceptable.
5.3.3 Foundation Setbacks
Minimum setbacks for all foundations should comply with the City of San Jacinto or 2022 CBC requirements, whichever is more stringent. Improvements not conforming to these setbacks are subject to the increased likelihood of excessive lateral movements and/or differential settlements. If large enough, these movements can compromise the integrity of the improvements. The top outside edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least five (5) feet and need not exceed 40 feet.
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5.3.4 Soil Corrosivity
The soil resistivity at this site was tested in the laboratory on one (1) sample collected during the field investigation. The results of the testing indicate that the on-site soils are considered “moderately corrosive” (7,370 ohm-cm) (Roberge, 2000) to buried ferrous metal in accordance with current standards used by corrosion engineers. It is recommended that a corrosion engineer be consulted to provide recommendations for the protection of buried ferrous metal at this site.
5.3.6 Soil Sulfate Content
The site soil soluble sulfate content was determined in the laboratory on one (1) sample collected during the field investigation. The results indicate that the water-soluble sulfate result is less than 0.1 percent by weight, which is considered “negligible” as per Table 4.2.1 of ACI 318. Based on the test results and Table 4.3.1 of ACI 318. Based upon the test results, no special recommendations for concrete are required for this project due to soil sulfate exposure.
5.3.7 Import Soils
Import soils (if needed) should have an Expansion Index of less than 20 (very low) and should not possess oversized or deleterious materials. GeoTek also recommends that, as a minimum, any proposed import soils be tested for soluble sulfate content. GeoTek should be notified a minimum of 72 hours of potential import sources so that appropriate sampling and laboratory testing can be performed.
5.4 RETAINING AND GARDEN WALL DESIGN AND CONSTRUCTION
5.4.1.1 General Design Criteria
Recommendations presented in this report apply to typical masonry or concrete vertical retaining walls to a maximum height of up to six (6) feet. Additional review and recommendations should be requested for higher walls. These are typical design criteria and are not intended to supersede the design by the structural engineer.
Retaining wall foundations should be embedded a minimum of 18 inches into engineered fill.
Retaining wall foundations should be designed in accordance with Section 5.3 of this report.
Structural needs may govern and should be evaluated by the project structural engineer.
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All earth retention structure plans, as applicable, should be reviewed by this office prior to finalization.
Earthwork considerations, site clearing and remedial earthwork for all earth retention structures should meet the requirements of this report, unless specifically provided otherwise, or more stringent requirements or recommendations are made by the designer. The backfill material placement for all earth retention structures should meet the requirement of Section
5.2.4 in this report.
In general, cantilever earth retention structures, which are designed to yield at least 0.001H, where H is equal to the height of the earth retention structure, may be designed using the “active” condition. Rigid earth retention structures (including but not limited to rigid walls, and walls braced at top, such as typical basement walls) should be designed using the “at-rest” condition.
In addition to the design lateral forces due to retained earth, surcharges due to improvements, such as an adjacent building or traffic loading, should be considered in the design of the earth retention structures. Loads applied within a 1:1 (horizontal: vertical) projection from the surcharge on the stem of the earth retention structure should be considered in the design.
Final selection of the appropriate design parameters should be made by the designer of the earth retention structures.
5.4.1.2 Cantilevered Walls
The recommendations presented below are for cantilevered retaining walls up to six (6) feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions.
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ACTIVE EARTH PRESSURES
Surface Slope of Retained
Materials
(horizontal:vertical)
Equivalent Fluid Pressure
(pcf)
Select Backfill* and Native Soils
Level 41
2:1 62
*The design pressures assume the backfill material has an expansion index less than or equal to 20. Backfill zone includes area between back of the wall to a plane (1:1 horizontal: vertical) up from bottom of the wall foundation (on the backside of the wall) to the ground surface.
For walls with a retained height greater than six (6) feet, an incremental seismic pressure should be included into the wall design. Where needed, it is recommended that an equivalent fluid pressure of 32 pcf be included in the wall design to account for seismic loading conditions.
This pressure may be applied as an inverted triangular distribution.
5.4.1.3 Retaining Wall Backfill and Drainage
The wall backfill should also include a minimum one (1) foot wide section of ¾- to 1-inch clean crushed rock (or an approved equivalent). The rock should be placed immediately adjacent to the back of the wall and extend up from a back drain to within approximately 24 inches of the finish grade. The upper 24 inches should consist of compacted on-site materials. The rock should be separated from the earth with filter fabric. The presence of other materials might necessitate revision of the parameters provided and modification of the wall designs. The backfill materials should be placed in lifts no greater than eight (8) inches in thickness and compacted to a minimum of 90% relative compaction as determined by ASTM D1557 test procedures. Proper surface drainage needs to be provided and maintained.
As an alternative to the drain, rock and fabric, a pre-manufactured wall drainage product (example: Mira Drain 6000 or approved equivalent) may be used behind the retaining wall. The wall drainage product should extend from the base of the wall to within two (2) feet of the ground surface. The subdrain should be placed in direct contact with the wall drainage product.
Retaining walls should be provided with an adequate pipe and gravel back drain system to help prevent buildup of hydrostatic pressures. Backdrains should consist of a four (4)-inch diameter perforated collector pipe (Schedule 40, SDR 35, or approved equivalent) embedded in a minimum of one (1) cubic foot per linear foot of ¾- to 1-inch clean crushed rock or an approved equivalent, wrapped in filter fabric (Mirafi 140N or an approved equivalent). The
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Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 21
drain system should be connected to a suitable outlet. Waterproofing of site walls should be performed where moisture migration through the walls is undesirable.
5.4.1.4 Restrained Retaining Walls
Retaining walls that will be restrained at the top that support level backfill or that have reentrant or male corners, should be designed for an equivalent at-rest fluid pressure of 62 pcf, plus any applicable surcharge loading. For areas of male or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner, or a distance otherwise determined by the project structural engineer.
5.4.1.5 Other Design Considerations
Wall design should consider the additional surcharge loads from superjacent slopes and/or footings, where appropriate.
No backfill should be placed against concrete until minimum design strengths are evident by compression tests of cylinders.
The retaining wall footing excavations, backcuts, and backfill materials should be approved by the project geotechnical engineer or their authorized representative. Positive separations should be provided in garden walls at horizontal distances not exceeding 20 feet.
5.5 PRELIMINARY PAVEMENT DESIGN RECOMMENDATIONS
5.5.1 Asphalt Concrete (AC) Pavement
Although planned final grades beneath the street improvements within the site are not yet known, the following preliminary pavement design recommendations are based on Traffic Indexes of 5.5 for local streets and 7.0 for collector streets as designated by the City of San Jacinto/County of Riverside. Preliminary pavement thickness design is based on the CalTrans Highway Design Manual (2018). An R-value of 40 has been assumed for the preliminary design of the project pavement sections. Once the traffic loading information becomes more defined, revision to the pavement design recommendations may be warranted. It is recommended that the final pavement design be based on R-value testing of the as-graded subgrade soils within the pavement areas.
Based on the assumptions noted above the following preliminary pavement recommendations are provided for the site:
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Packet Pg. 2432 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 22
PRELIMINARY MINIMUM PAVEMENT SECTION
Traffic Index
Thickness of Asphalt
Concrete (inches)
Thickness of Aggregate Base
(inches)
5.5 (Access/Drive Lanes)
3.0* 6.0*
7.0 (Collector Streets)
4.0 7.0
*City of San Jacinto minimum
Traffic Indices (TIs) used in the pavement design for the indicated street types should provide a pavement life of approximately 20 years with a normal amount of flexible pavement maintenance. Irrigation adjacent to pavements, without a deep curb or other cutoff to separate landscaping from the paving may result in premature pavement failure. Traffic parameters used for design were selected based upon engineering judgment and not upon information furnished to us such as an equivalent wheel load analysis or a traffic study.
All base material and the upper 12 inches of subgrade should be compacted to at least 95 percent of the material’s maximum dry density as determined by ASTM D 1557 test procedures. All materials and methods of construction should conform to the requirements of the City of San Jacinto.
5.5.2 Permeable Interlocking Concrete Pavers
Interlocking concrete pavers can be used for this project. The pavers are assumed to be approximately 3.2 inches (80 millimeters) in thickness. Concrete pavers should be underlain by
1.0 inch to 1.5 inches of bedding sand overlying four inches of aggregate base founded on compacted subgrade soils. The aggregate base should be compacted to at least 95 percent of maximum dry density as determined by ASTM D 1557 test procedures.
Where possible, the aggregate base should extend beyond the perimeter of the pavers a minimum distance of four inches.
The bedding sand should be placed and lightly moistened and compacted. Since this compaction cannot be tested it should be observed by a representative of this firm.
Historically, paver systems have experienced failures in areas where water has degraded the support characteristics of the underlying base and/or subgrade soils. Since paver systems are permeable and allow transmission of water into the underlying materials, it may be prudent to discuss with the paver designer/manufacturer what methods may be employed to address the
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Packet Pg. 2433 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 23
issue of potential water introduction into the underlying materials. Underdrain systems, local subgrade reinforcement, or additional structural elements such as geotextiles can be considered, particularly in high traffic areas and/or low areas where water will tend to collect.
The recommendations of the designer/manufacturer should then be implemented in the design and construction of the paver system.
5.5.3 Portland Cement Concrete (PCC) Pavement
For the proposed vehicle parking and drive lane areas, it is recommended that a minimum of 5 inches of PCC pavement over 12 inches subgrade compacted to at least 95 percent of maximum dry density as determined by ASTM D 1557 test procedures be utilized. For truck access/truck delivery/emergency vehicle drives, it is recommended that a minimum of 6 inches of PCC pavement over 12 inches subgrade compacted to at least 95 percent of maximum dry density be utilized. This section should also be used in heavy truck traffic areas such as loading docks, fire lanes, and trash dumpster pads and approaches.
Requirements of Section 90 of Caltrans Standard Specifications, and various ACI and ASTM standards regarding producing, mixing, placing and finishing concrete should be followed. The PCC pavement should have a minimum modulus of rupture of 550 pounds per square inch, a minimum 28-day compressive strength of 4,000 psi and contain air-entrainment (5±2 percent).
Concrete should consist of a “pavement”-type concrete mix (not a “slab” mix) and incorporate at least 1-inch maximum size aggregate and should be proportioned to achieve a maximum slump of four inches. Instead of increasing the water content, a plasticizing admixture may be utilized to increase the workability of the concrete. The concrete should be properly cured after placement. Concrete should not be placed during hot and windy weather.
Crack control joints should be provided in the transverse direction spaced at horizontal intervals ranging from 24 to 36 times the thickness of the concrete.
5.5.4 Pavement Construction
All pavement installation, including preparation and compaction of subgrade, compaction of base material, placement and rolling of asphaltic concrete should be done in accordance with the City of San Jacinto specifications, and under the observation and testing of GeoTek and a City Inspector where required. Jurisdictional minimum compaction requirements in excess of the aforementioned minimums may govern.
Deleterious material, excessive wet or dry pockets, oversized rock fragments, and other unsuitable yielding materials encountered during grading should be removed. Once existing compacted fill is brought to the proposed pavement subgrade elevations, the subgrade should
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SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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San Jacinto, Riverside County, California Page 24
be proof rolled in order to check for a uniform and unyielding surface. The upper 12 inches of pavement subgrade soils should be scarified, moisture conditioned at or near optimum moisture content, and recompacted to at least 95 percent of the maximum dry density as determined by ASTM D1557 test procedures. If loose or yielding materials are encountered during construction, additional evaluation of these areas should be carried out by GeoTek. All pavement section changes should be properly transitioned.
All base material and the upper 12 inches of subgrade should be compacted to at least 95 percent of the material’s maximum dry density as determined by ASTM D 1557 test procedures. All materials and methods of construction should conform to the requirements of the City of San Jacinto.
Asphalt concrete and aggregate base should conform to current Caltrans Standard Specifications Section 39 and 26-1.02, respectively. As an alternative, asphalt concrete can conform to Section 203-6 of the current Standard Specifications for Public Work (Green Book). Crushed aggregate base or crushed miscellaneous base can conform to Section 200-2.2 and 200-2.4 of the Green Book, respectively. The pavement base should be compacted to at least 95 percent of the ASTM D1557 laboratory maximum dry density (modified proctor).
All pavement installation, including preparation and compaction of subgrade, compaction of base material, placement and rolling of asphaltic concrete, should be done in accordance with the City of San Jacinto specifications, and under the observation and testing of GeoTek and a City Inspector where required. Jurisdictional minimum compaction requirements in excess of the aforementioned minimums may govern.
5.6 CONCRETE CONSTRUCTION
5.6.1 General
Concrete construction should follow the 2022 CBC and ACI guidelines regarding design, mix placement and curing of the concrete. If desired, GeoTek could provide quality control testing of the concrete during construction.
5.6.2 Concrete Mix Design
As discussed in Section 5.3.5, no special recommendations for concrete are required for this project due to soil sulfate exposure. Additional testing should be performed during grading so that specific recommendations can be formulated based on the as-graded conditions.
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Packet Pg. 2435 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 25
5.6.3 Concrete Flatwork
Exterior concrete flatwork is often one of the most visible aspects of site development. They are typically given the least level of quality control, being considered “non-structural” components. Cracking of these features is common due to various factors. While cracking usually does not affect the structural performance of the concrete, it is unsightly. It is recommended that the same standards of care be applied to these features as to the structure itself.
Flatwork should consist of a minimum four-inch (actual) thick concrete and the use of temperature and shrinkage control reinforcement is suggested. The project structural engineer should provide final design recommendations.
5.6.4 Concrete Performance
Concrete cracks should be expected. These cracks can vary from sizes that are hairline to more than 1/8 inch in width. Most cracks in concrete while unsightly do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks that occur, some cracking will occur despite the best efforts to minimize it. Concrete undergoes chemical processes that are dependent on a wide range of variables, which are difficult, at best, to control. Concrete, while seemingly a stable material, is subject to internal expansion and contraction due to external changes over time.
One of the simplest means to control cracking is to provide weakened control joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are a widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced they are. GeoTek suggests that control joints be placed in two orthogonal directions and located a distance approximately equal to 24 to 36 times the slab thickness.
5.7 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS
It is recommended that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. It is also recommended that GeoTek representatives be present during site grading and foundation construction to observe and document for proper implementation of the geotechnical recommendations. The owner/developer should have GeoTek perform at least the following duties:
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SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 26
Observe site clearing and grubbing operations for proper removal of all unsuitable materials.
Observe and test bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill placement and collect soil samples for laboratory testing where necessary.
Observe the fill for uniformity during placement, including utility trench excavation backfill. Also, test the fill for density, relative compaction and moisture content. Observe and probe foundation excavations to confirm suitability of bearing materials with respect to density.
If requested, a construction observation and compaction report can be provided by GeoTek which can comply with the requirements of the governmental agencies having jurisdiction over the project. It is recommended that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained.
6. INTENT
It is the intent of this report to aid in the design and construction of the proposed development. Implementation of the advice presented in this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction.
The scope of GeoTek’s evaluation is limited to the area explored that is shown on the Exploration Location Map (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to GeoTek by the client. Further, no evaluation of any existing site improvements is included. The scope is based on GeoTek’s understanding of the project and the client’s needs, GeoTek’s proposal P-0206323-CR dated April 10, 2023, and geotechnical engineering standards normally used on similar projects in this region.
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Packet Pg. 2437 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 27
7. LIMITATIONS
GeoTek’s findings are based on site conditions observed and the stated sources. Thus, GeoTek’s comments are professional opinions that are limited to the extent of the available data.
GeoTek has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering at this time and location and science professions currently practicing under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report.
Since GeoTek’s recommendations are based on the site conditions observed and encountered at the stated times and laboratory testing. Thus, GeoTek’s conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty of any kind is expressed or implied. Standards of care/practice are subject to change with time.
8. SELECTED REFERENCES
American Concrete Institute (ACI), 2006, Publication 302.2R-06, Guide for Concrete Slabs That Receive Moisture Sensitive Flooring Materials.
_____, 2008, Publication 330R-08, Guide For The Design and Construction of Concrete Parking Lots.
_____, 2010, Publication 360R-10, Guide to Design of Slabs-On-Ground.
Bowles, J. E., 1977, “Foundation Analysis and Design”, Second Edition.
Bryant, W.A., and Hart, E.W., 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, California Geological Survey: Special Publication 42.
California Code of Regulations, Title 24 Part 2, 2022 “California Building Code,” 2 volumes.
California Department of Transportation, 2018, “Highway Design Manual”, 6th Edition.
Charles W. Jennings and William A. Bryant, 2010, “Fault Activity Map pf California, California Geological Survey Geologic Data Map No. 6”, scale 1:750,000.
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SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 28
Department of the Navy, 1982, “Foundations and Earth Structures”, Design Manual 7.2.
Dibblee, T.W. and Minch, J.A., 2003, “Geologic Map of the San Jacinto Quadrangle, Riverside County, California,” Dibblee Geological Foundation, Dibblee Foundation Map DF-116, scale 1:24,000.
GeoTek, Inc., In-house proprietary information.
Peck R. B., Hanson W. H. & Thornburn T. H., 1974, “Foundation Engineering”, Second edition.
Roberge, P. R., 2000, “Handbook of Corrosion Engineering”.
SEA/OSHPD web service, “Seismic Design Maps” (https://seismicmaps.org).
Southern California Earthquake Center (SCEC), 1999, Martin, G. R., and Lew, M., ed., “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California,”, dated March 1999.
State of California, California Geological Survey (CGS, formerly referred to as the California Division of Mines and Geology), 2008, “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” Special Publication 117A.
Terzaghi, K. and Peck, R. B., 1967, “Soil Mechanics in Engineering Practice”, Second Edition.
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Packet Pg. 2439 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
San Jacinto Investments 2023, LLC
APN 439-180-011
South Hewitt Avenue and East Esplanade
Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
Figure 1
Site Location
and
Topography
Map
APPROXIMATE
SITE AREA
Modified from the San Jacinto
2021 7.5-minute Topographic
Map Sheet
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Packet Pg. 2440 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Figure 2
Exploration
Location
Map
San Jacinto Investments 2023, LLC
Assessor’s Parcel Number 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
GeoTek Project No. 3489-CR
LEGEND
(Locations are Approximate)
B-6 Hollow-stem Auger
Boring Location
I-2 I-1
B-5 B-6
B-4
B-3
B-1
B-2
CPT-1
CPT-2
CPT-3
I-2 Infiltration Test
Location
CPT-3
CPT Sounding
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Packet Pg. 2441 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
APPENDIX A
LOGS OF EXPLORATORY BORINGS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
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Packet Pg. 2442 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page A-1
A - FIELD TESTING AND SAMPLING PROCEDURES
The Modified Split-Barrel Sampler (Ring)
The Ring sampler is driven into the ground at various depths in accordance with ASTM D 3550 test procedures. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing.
The Standard Penetration Test (SPT) Sampler
Standard penetration tests (SPT) were performed with a 2.0-inch outside diameter, 1.5-inch inside diameter, split-barrel sampler. The sampler was 18 inches long. The inside diameter of the sampler shoe was 1.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. Disturbed samples are removed from the sample barrel, sealed in a plastic bag, and transported to the laboratory for testing.
Bulk Samples (Large)
These samples are normally large bags of earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings.
Bulk Samples (Small)
These are plastic bag samples which are normally airtight and contain less than 5 pounds in weight of earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices.
B - BORING LOG LEGEND
The following abbreviations and symbols often appear in the classification and description of soil and rock on the log of borings:
SOILS
USCS Unified Soil Classification System
f-c Fine to coarse
f-m Fine to medium
GEOLOGIC
B: Attitudes Bedding: strike/dip
J: Attitudes Joint: strike/dip
C: Contact line
……….. Dashed line denotes USCS material change
Solid Line denotes unit / formational change
Thick solid line denotes end of boring
(Additional denotations and symbols are provided on the boring logs)
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Packet Pg. 2443 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 8 R1 SP 3.6 105.8
12 15
10 R2 6.9 109.3
13 13
6 R3
7 8
8 R4 ML-CL 14.2 98.0
16 19
16 R5 ML
19 25
5 R6 21.6 107.8 % Passing #200 = 21.7
8 13
12 R7 2.3 124.2 % Passing #200 = 26.7
26 41
5 S1 25.6 LL=39; PL=23; PI=17
5 % Passing #200 = 76.3
4 5 S2 29.6 LL=50; PL=25; PI=25
5 % Passing #200 = 77.6
4 ---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:
5 SAMPLES
USCS Symbol
Boring No.: B-1
MATERIAL DESCRIPTION AND COMMENTS
25 10
15 20
30LEGEND
Sample type: ---Ring
Clayey SILT, grey, moist, stiff
Sandy SILT to clayey SILT, grey, moist, stiff
---SPT ---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density Sandy SILT, grey, moist, stiff, trace clay
Sandy SILT to f SAND, grey, moist to slightly moist, hard to dense Sandy SILT, to f SAND, grey, slightly moist, very stiff F-m SAND, grey, slightly moist, medium dense
F-m SAND, grey brown, slightly moist, medium dense
Sandy SILT to Sandy CLAY, grey brown, slightly moist, very stiff
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Packet Pg. 2444 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
10 S3 SP 8.0 % Passing #200 = 4.8
17 21
10 S4
16 16
14 S5 2.7
19 23
15 S6
19 19
---Small Bulk ---No Recovery ---Water Table
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
No groundwater encountered
Boring backfilled with soil cuttings
40 45
50 BORING TERMINATED AT 51.5 FEET
F SAND, grey, slightly moist, dense
SAMPLES
USCS Symbol
Boring No.: B-1 (continued)
MATERIAL DESCRIPTION AND COMMENTS
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
35 LOCATION: San Jacinto, CA DATE:
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE:
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
Track CME 75
F SAND, light grey, slightly moist, dense
F-c SAND, light grey, slightly moist, dense
F-m SAND, light grey, slightly moist, dense
Laboratory Testing
Dry Density
(pcf)
Others
Water Content
(%)
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GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 2 R1 SM 10.1 95.9
2 2
5 R2 9.0 102.6 Collapse
7 11
11 R3 ML 9.6 109.1
22 25
18 R4 SM
22 26
11 R5 10.4 119.1
16 44
11 R6 ML-SM 11.6 118.4
27 50
---Small Bulk ---No Recovery ---Water Table
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density 30LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 20 Clayey SILT to silty f-m SAND, grey brown, slightly moist to moist, hard to very dense
BORING TERMINATED AT 21.5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
25 10
15 Silty f SAND, grey brown, slightly moist, dense
Silty f-m SAND, tan, slightly moist, dense
5 Dry Density
(pcf)
Others
MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
Silty f SAND, grey brown, moist, loose
Silty f SAND, grey brown, moist, medium dense
Clayey SILT, grey, slightly moist, hard
SAMPLES
USCS Symbol
Boring No.: B-2
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
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Packet Pg. 2446 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 SH, EI, MD
EI=0
5 R1 ML 10.5 103.5
7 7
6 R2 11.5 106.4
10 18
7 R3 6.5 89.9 Collapse
11 14
11 R4 SP 2.5 117.1
13 14
12 R5 SP-SM
15 17
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
SAMPLES
USCS Symbol
Boring No.: B-3
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
10 Dry Density
(pcf)
Others
MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
5 F sandy SILT, grey, moist, stiff
F sandy SILT, grey, slightly moist, very stiff
Clayey SILT to f sandy SILT, slightly moist, very stiff F SAND to f-m SAND, light grey to light brown, slightly moist, medium dense 25 15
F SAND to silty f SAND, light grey to tan, slightly moist, medium dense 20 BORING TERMINATED AT 16.5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 30 RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density
4.4.t
Packet Pg. 2447 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 4 R1 SP 6.9 101.1
5 6
5 R2 SM 1.3 99.6 Collapse
9 10
8 R3 ML 4.7 104.5
16 23
10 R4 SP
18 23
3 R5 SM-ML 13.7 113.9
8 20
8 R6 SM 8.2 112.3
23 34
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
SAMPLES
USCS Symbol
Boring No.: B-4
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
MATERIAL DESCRIPTION AND COMMENTS
20 Alluvium:
5 10
F SAND, tan, slightly moist, loose
Silty f SAND, tan, slightly moist, medium dense
Sandy SILT, tan, slightly moist, very stiff
F-m SAND, tan, slightly moist, medium dense
15 Silty f-m SAND, grey, slightly moist to moist, dense BORING TERMINATED AT 21.5 FEET
Silty f SAND to clayey SILT, tan to light grey, slightly moist to moist, medium dense to very stiff
No groundwater encountered
Boring backfilled with soil cuttings
25 30LEGEND
Sample type:
Lab testing:
MD = Maximum Density
---Ring ---SPT ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation
4.4.t
Packet Pg. 2448 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 6 R1 SP-ML 12.3 100.5
7 9
9 R2 ML 7.5 112.3
15 17
9 R3 7.9 112.1 Collapse
14 16
9 R4 ML-SM 9.2 107.2
12 13
13 R5 SM-SP
19 31
---Small Bulk ---No Recovery ---Water Table
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density ---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 30LEGEND
Sample type: ---Ring ---SPT
20 25
F SAND to clayey SILT, grey-brown, moist, stiff
5 F sandy SILT, grey brown, slightly moist, very stiff, minor pinhole porosity F sandy SILT, grey brown, slightly moist, very stiff, minor pinhole porosity 10 15
Silty f SAND to f SAND, brown to light grey, moist to slightly moist, dense BORING TERMINATED AT 16.5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
Clayey SILT to silty f SAND, brown to light grey, slightly moist to moist, very stiff, medium dense
Alluvium:
SAMPLES
USCS Symbol
Boring No.: B-5
MATERIAL DESCRIPTION AND COMMENTS
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4.4.t
Packet Pg. 2449 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 SR
3 R1 ML 16.9 99.6
4 8
7 R2 SM 1.5 115.0
13 14
8 R3 SM-SP 9.9 111.6
10 12
8 R4 ML
13 14
6 R5 23.8 95.7
9 9
9 R6 ML-SM 14.5 109.9
17 21
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:
SAMPLES
USCS Symbol
Boring No.: B-5
MATERIAL DESCRIPTION AND COMMENTS
F sandy SILT, grey, slightly moist to moist, medium stiff, trce roots 5 10
15 Clayey SILT, grey, slightly moist to moist, stiff
F sandy SILT, grey brown, slightly moist to moist, very stiff Silty f-m SAND to f SAND, tan to grey brown, slightly moist to moist, medium dense
Silty f-m SAND, tan, slightly moist, medium dense
20 Clayey SILT to silty f SAND, grey to tan, moist to slightly moist, very stiff to medium dense
No groundwater encountered
Boring backfilled with soil cuttings
25 BORING TERMINATED AT 21.5 FEET
---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 30LEGEND
Sample type: ---Ring ---SPT
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density
4.4.t
Packet Pg. 2450 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 SM
SP
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:
SAMPLES
USCS Symbol
Infiltration No.: I-1
MATERIAL DESCRIPTION AND COMMENTS
5 Boring backfilled with soil cuttings
Silty f SAND, grey, slightly moist
BORING TERMINATED AT 5 FEET
No groundwater encountered
F SAND, light grey, slightly moist
10 15
20 25
30LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density
4.4.t
Packet Pg. 2451 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GeoTek, Inc.
LOG OF EXPLORATORY BORING
0 SM
SP
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:
SAMPLES
USCS Symbol
Infiltration No.: I-2
MATERIAL DESCRIPTION AND COMMENTS
10 Silty f SAND, grey, slightly moist, loose
F SAND, light grey, slightly moist, loose
5 BORING TERMINATED AT 5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
15 20
25 30LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density
4.4.t
Packet Pg. 2452 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
APPENDIX B
LABORATORY TEST RESULTS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
4.4.t
Packet Pg. 2453 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page B-1
SUMMARY OF LABORATORY TESTING
Classification
Soils were classified visually in general accordance with the Unified Soil Classification System (ASTM Test Method D 2487). The soil classifications are shown on the logs of borings in Appendix A.
Atterberg Limits
Atterberg limits testing was performed on select fine-grained samples collected from the site. The tests were performed in general accordance with ASTM D 4318 test procedures. The test results are presented on the boring logs included within Appendix A.
Collapse Test
Collapse tests were performed on selected samples of the site soils in general accordance with ASTM D 5333 test procedures. The results of this test are presented graphically in Appendix B.
Direct Shear
Shear testing was performed in a direct shear machine of the strain-control type in general accordance with ASTM D 3080 test procedures. The rate of deformation was approximately 0.035 inch per minute.
The sample was sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. The tests were performed on soil samples remolded to approximately 90 percent of maximum dry density as determined by ASTM D 1557 test procedures in addition to in-situ samples. The shear test results are presented graphically in Appendix B.
Expansion Index
Expansion Index testing was performed on a selected soil sample. Testing was performed in general accordance with ASTM Test Method D 4829. The results of the testing are provided below and in Appendix B.
Boring No. Depth (ft.) Description Expansion Index Classification B-3 0-5 Silty Sand (SM) 0 Very Low
In-Situ Moisture and Density
The natural water content of sampled soils was determined in general accordance with ASTM D 2216 test procedures on samples of the materials recovered from the subsurface exploration. In addition, inplace dry density of the sampled soils was determined in general accordance with ASTM D 2937 test procedures on relatively undisturbed samples to measure the unit weight of the subsurface soils.
Results of these tests are shown on the boring logs at the appropriate sample depths in Appendix A.
Materials Finer Than the No. 200 Sieve
A #200 sieve wash was performed on selected samples of the site soils in general accordance with ASTM D 1140 test procedures. The results of this testing are presented on the boring logs in Appendix A.
4.4.t
Packet Pg. 2454 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page B-1
Moisture-Density Relationship
Laboratory testing was performed on selected soil samples collected during the subsurface exploration.
The laboratory maximum dry density and optimum moisture content for the soil type was determined in general accordance with ASTM D 1557 test procedures. The results are presented graphically in Appendix B.
Sulfate Content, Resistivity and Chloride Content
Testing to determine the water-soluble sulfate content was performed by others in general accordance with ASTM D4327 test procedures. Resistivity testing was completed by others in general accordance with ASTM G187 test procedures. Testing to determine the chloride content was performed by others in general accordance with ASTM D4327 test procedures. The results of the testing are provided below and in Appendix B.
Boring No. Depth (ft.)
pH
ASTM D4972
Chloride
ASTM D4327
(mg/kg)
Sulfate
ASTM D4327
(% by weight)
Resistivity
ASTM G187
(ohm-cm)
B-6 0-5 8.4 14.1 0.0019 7,370
4.4.t
Packet Pg. 2455 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Plate B-1
Sample: B-2 @ 3 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle
0.00 1.00
2.00 3.00
4.00 5.00
6.00 0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)
STRESS IN KIPS PER SQUARE FOOT
4.4.t
Packet Pg. 2456 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Plate B-2
Sample: B-3 @ 7 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle
0.00 1.00
2.00 3.00
4.00 0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)
STRESS IN KIPS PER SQUARE FOOT
4.4.t
Packet Pg. 2457 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Plate B-3
Sample: B-4 @ 3 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle
0.00 1.00
2.00 3.00
4.00 5.00
0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)
STRESS IN KIPS PER SQUARE FOOT
4.4.t
Packet Pg. 2458 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Plate B-4
Sample: B-5 @ 7 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle
0.00 1.00
2.00 0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)
STRESS IN KIPS PER SQUARE FOOT
4.4.t
Packet Pg. 2459 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Sample Location:
Date Tested:
Shear Strength: F = 30 O
, C = 117 psf
Notes:
5/5/2023
DIRECT SHEAR TEST
2 - The above reflect direct shear strength at saturated conditions. 1 - The soil specimen used in the shear box was a ring sample remolded to approximately 90% relative compaction from a bulk sample collected during the field investigation.
Project Name: APN 439-180-011, San Jacinto
Project Number:
3 - The tests were run at a shear rate of 0.01 in/min.
3489-CR
B-3 @ 0-5 feet
0.0 500.0
1000.0
1500.0
2000.0
2500.0
3000.0
3500.0
4000.0
0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 4000.0 SHEAR STRESS (psf)
NORMAL STRESS (psf)
4.4.t
Packet Pg. 2460 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Ring #: Ring Dia. : Ring Ht.:1"
Weight of compacted sample & ring (gm)Weight of ring (gm)Net weight of sample (gm)Moisture Content, %Specific Gravity, assumedUnit Wt. of Water @ 20 °C, (pcf)% Saturation EXPANSION INDEX = 0
795.5 14.9
62.448.1 FINAL MOISTURE
Final Weight of wet
sample & tare % Moisture
2.70 4/28/2023 0.3930 Final
9.0 SATURATION DETERMINATION
Dry Density, lb / ft3 (D/1.F) 112.0Wet Density, lb / ft3 (C*0.3016) 122.0 4/27/2023 0.3930 10 min/Dry 404.6 4/27/2023 0.3950 Initial
DENSITY DETERMINATION
771.6 READINGS367.0 DATE TIME READING
Sample Description:
4.01"
Project Number: 3489-CR Date Tested: 4/27/2023
Project Location: APN 439-180-011, San Jacinto Sample Source: B-3 @ 0-5 feet
EXPANSION INDEX TEST
(ASTM D4829)
Client: San Jacinto Investments 2023, LLC Tested/ Checked By: AC Lab No Corona
4.4.t
Packet Pg. 2461
Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Sample Details
Sample ID: 23-00082-S01 Date Sampled: 4/21/2023
Sampled By: Cynthia Diaz-Ruiz
Location: B-3 @ 0-5 feet / Silty fine to coarse sand
Test Results
ASTM D 1557
Maximum Dry Unit Weight (lbf/ft³): 123.2
Optimum Water Content (%): 9.4
Method: A
Preparation Method: Moist
Retained Sieve No 4 (4.75mm) (%): 9
Passing Sieve No 4 (4.75mm) (%): 91
Tested By: Mycheal Phillips
Date Tested: 4/25/2023
ASTM D 4718
Corrected Maximum Dry Unit
Weight (lbf/ft³): 126.3
Corrected Optimum Water
Content (%): 8.7
Specific Gravity (Oversize): 2.70
Sieve Size (Oversize): No 4
Oversize Particles (%): 9
Dry Unit Weight - Water Content Relationship
Proctor Report
Report No: PTR:23-00082-S01
Client:
Project: 3489-CR
APN 439-180-011, San Jacinto
Phone: (951) 710-1160
GeoTek - Corona
Corona, CA 92880
Fax: (951) 710-1167
1548 N. Maple St.
Irvine CA 92618
8951 Research Drive
THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL
CC:
Form No: 110031, Report No: PTR:23-00082-S01 © 2000-2023 QESTLab by SpectraQEST.com Page 1 of 1 Comments
San Jacinto Investments 2023, LLC
4.4.t
Packet Pg. 2462 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Project X REPORT S230426D
Corrosion Engineering Page 1
Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
Results Only Soil Testing
for
APN 439-180-011,
San Jacinto
April 28, 2023
Prepared for:
Respectfully Submitted,
Eduardo Hernandez, M.Sc., P.E.
Sr. Corrosion Consultant
NACE Corrosion Technologist #16592
Professional Engineer
California No. M37102
[email protected]
Jordan Brucelas
Geotek USA
1548 North Maple Street
Corona, CA 92280
[email protected]
Project X Job#: S230426D
Client Job or PO#: 3489-CR San Jacinto
Investments 2023, LLC
4.4.t
Packet Pg. 2463 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Project X REPORT S230426D
Corrosion Engineering Page 2
Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
Soil Analysis Lab Results
Client: Geotek USA
Job Name: APN 439-180-011, San Jacinto
Client Job Number: 3489-CR Melia Homes
Project X Job Number: S230426D
April 28, 2023
Method ASTM
G51
ASTM
G200
SM
4500-D
ASTM
D4327
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D4327
ASTM
D4327
Bore# /
Description
Depth pH Redox Sulfide
S
2- Nitrate
NO3
- Ammonium
NH4
+ Lithium
Li+ SodiumNa+ PotassiumK
+ Magnesium
Mg2+ CalciumCa2+ FluorideF2
-- Phosphate
PO4
3-
(ft) (mg/kg) (wt%) (mg/kg) (wt%) (Ohm-cm) (Ohm-cm) (mV) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) B6 0-5 19.0 0.0019 14.1 0.0014 16,750 7,370 8.4 128 0.8 3.2 8.7 ND 34.4 23.5 42.9 331.5 5.4 1.4 ASTM
G187
ASTM
D4327
ASTM
D4327
Resistivity
As Rec'd | Minimum
Sulfates
SO4
2- Chlorides
ClCations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract PPM = mg/kg (soil) = mg/L (Liquid)
Note: Sometimes a bad sulfate hit is a contaminated spot. Typical fertilizers are Potassium chloride, ammonium sulfate or ammonium sulfate nitrate (ASN). So this is another reason why testing full corrosion series is good because we then have the data to see if those other ingredients are present meaning the soil sample is just fertilizer-contaminated soil. This can happen often when the soil samples collected are simply surface scoops which is why it's best to dig in a foot, throw away the top and test the deeper stuff. Dairy farms are also notorious for these items.
4.4.t
Packet Pg. 2464 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned
APPENDIX C
INFILTRATION TEST DATA
AND PORCHET CALCULATIONS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
4.4.t
Packet Pg. 2465 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
4.4.t
Packet Pg. 2466 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
4.4.t
Packet Pg. 2467 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Equation - I
t =
Havg = (HO+HF)/2 =
It = 3.55 Inches per Hour
Total Test Hole Depth, DT = 60
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO = 24
HF = DT - DF = 17.3
ΔH = ΔD = HO- HF = 6.7
20.65 Final Depth to Water, DF = 42.7
Test Hole Radius, r = 4
Initial Depth to Water, DO = 36
Time Interval, Δt = 10
Client: San Jacinto Investments 2023, LLC
Project: APN 439-180-011
Project No: 3489-CR
Date: 4/24/2023
Boring No. I-1
Infiltration Rate (Porchet Method)
4.4.t
Packet Pg. 2468 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Equation - I
t =
Havg = (HO+HF)/2 =
It = 2.72 Inches per Hour
Total Test Hole Depth, DT = 60
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO = 24
HF = DT - DF = 18.7
ΔH = ΔD = HO- HF = 5.3
21.35 Final Depth to Water, DF = 41.3
Test Hole Radius, r = 4
Initial Depth to Water, DO = 36
Time Interval, Δt = 10
Client: San Jacinto Investments 2023, LLC
Project: APN 439-180-011
Project No: 3489-CR
Date: 4/24/2023
Boring No. I-2
Infiltration Rate (Porchet Method)
4.4.t
Packet Pg. 2469 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
APPENDIX D
CONE PENETROMETER TEST (CPT) SOUNDING LOGS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
4.4.t
Packet Pg. 2470 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
4.4.t
Packet Pg. 2471 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
Project: GeoTek
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.26 ft, Date: 4/21/2023 CPT-1
Location:
Cone resistance
Tip resistance (tsf)
0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Cone resistance Sleeve friction
Friction (tsf)
0 2 4 6 8 1 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Sleeve friction Pore pressure u
Pressure (psi)
-2 0 0 2 0 4 0 6 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Pore pressure u Friction ratio
Rf (%)
0 1 2 3 4 5 6 7 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:24 AM 1 Project file: C:\CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt
4.4.t
Packet Pg. 2472 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Project: GeoTek
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.38 ft, Date: 4/21/2023 CPT-2
Location:
Cone resistance
Tip resistance (tsf)
0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Cone resistance Sleeve friction
Friction (tsf)
0 2 4 6 8 1 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Sleeve friction Pore pressure u
Pressure (psi)
-2 0 0 2 0 4 0 6 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Pore pressure u Friction ratio
Rf (%)
0 1 2 3 4 5 6 7 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:24 AM 2 Project file: C:\CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt
4.4.t
Packet Pg. 2473 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Project: GeoTek
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.20 ft, Date: 4/21/2023 CPT-3
Location:
Cone resistance
Tip resistance (tsf)
0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Cone resistance Sleeve friction
Friction (tsf)
0 2 4 6 8 1 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Sleeve friction Pore pressure u
Pressure (psi)
-2 0 0 2 0 4 0 6 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Pore pressure u Friction ratio
Rf (%)
0 1 2 3 4 5 6 7 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Soil Behaviour Type
Clay & silty clay
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
Clay & silty clay
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay
Sand & silty sand
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Silty sand & sandy silt
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:25 AM 3 Project file: C:\CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt
4.4.t
Packet Pg. 2474 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned
APPENDIX E
LIQUEFACTION & STATIC SETTLMENT ANALYSIS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
4.4.t
Packet Pg. 2475 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
L I Q U E F A C T I O N A N A L Y S I S R E P O R T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-1
80.00 ft
80.00 ft
3 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
0 200 400 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Cone resistance SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot CRR plot
Recompacted Soil
CRR & CSR
0 0.2 0.4 0.6
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200 Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10 Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio Recompacted Soil
Rf (%)
0 2 4 6 8 10
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq 1 4.4.t
Packet Pg. 2476 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 Norm. cone resistance
Qtn
0 50 100 150 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Nom. pore pressure ratio SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot Norm. Soil Behaviour Type
Recompacted Soil
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Depth (ft) 60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand
Silty sand & sandy silt Clay Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Clay
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt Clay & silty clay Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 2 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
80.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
4.4.t
Packet Pg. 2477 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned This software is licensed to: Edward LaMont CPT name: CPT-1 CRR plot
Recompacted Soil
CRR & CSR
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot Liquefaction potential
Recompacted Soil
LPI
0 5 10 15 20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements
Recompacted Soil
Settlement (in)
0 0.1 0.2 0.3 0.4 0.5 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements
Recompacted Soil
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 3 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq Input parameters and analysis data F.S. color scheme LPI color scheme Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
80.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
4.4.t
Packet Pg. 2478 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands ::
Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
0.08 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.14 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.23 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.28 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.33 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.42 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.48 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.53 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.68 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.72 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.87 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.03 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.07 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.16 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.26 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.35 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.38 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.46 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.55 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.60 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.65 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.73 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.85 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.91 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.00 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.04 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.19 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.24 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.31 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.39 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.44 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.51 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.58 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.63 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.73 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.78 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.83 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.92 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.03 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.17 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 4 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2479 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
3.22 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.31 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.37 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.42 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.52 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.56 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.65 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.69 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.76 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.90 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
4.05 2.07 45.40 1.38 62.77 13 351 0.67 12.644 20.36 13.34 4.66 0.053
4.10 1.89 72.09 1.23 88.82 18 444 0.67 2.127 2.45 13.34 2.17 0.013
4.14 1.85 79.84 1.20 95.68 19 464 0.67 1.620 1.74 13.34 1.54 0.008
4.23 1.84 82.80 1.20 98.96 19 479 0.67 1.398 1.45 13.34 1.27 0.013
4.29 1.84 85.26 1.19 101.79 20 492 0.67 1.222 1.22 13.34 1.08 0.008
4.34 1.86 84.60 1.21 102.05 20 498 0.67 1.173 1.16 13.34 1.02 0.006
4.40 1.86 85.85 1.21 103.56 20 505 0.67 1.111 1.08 13.34 0.95 0.007
4.47 1.85 88.81 1.20 106.42 21 516 0.67 1.016 0.96 13.34 0.84 0.007
4.54 1.81 95.51 1.17 111.43 22 531 0.67 0.890 0.81 13.34 0.71 0.006
4.62 1.79 100.18 1.14 114.34 22 541 0.67 0.832 0.74 13.34 0.65 0.006
4.69 1.77 103.09 1.12 115.58 22 546 0.67 0.825 0.73 13.34 0.64 0.005
4.74 1.77 104.19 1.11 115.75 22 547 0.67 0.843 0.75 13.34 0.65 0.004
4.81 1.77 103.68 1.11 115.59 22 546 0.67 0.889 0.79 13.34 0.69 0.006
4.88 1.79 101.66 1.14 115.43 22 546 0.67 0.928 0.82 13.34 0.71 0.006
4.95 1.83 96.57 1.18 114.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.03 1.88 89.97 1.23 110.35 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.08 1.98 78.93 1.29 102.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.13 2.11 66.04 1.44 94.86 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.23 2.28 51.93 1.86 96.38 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.28 2.43 42.16 2.53 106.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.32 2.56 34.85 3.39 118.21 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.42 2.64 30.41 4.15 126.17 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.47 2.76 25.17 5.36 134.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.57 2.83 22.40 6.20 138.96 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.61 2.91 19.58 7.30 143.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.67 2.91 19.40 7.36 142.88 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.71 2.91 19.25 7.43 142.98 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.81 2.88 20.35 6.94 141.16 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.86 2.83 22.34 6.17 137.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000
5.92 2.74 25.91 5.11 132.31 0 0 0.67 0.000 0.00 0.00 0.00 0.000
6.00 2.64 30.64 4.09 125.29 0 0 0.67 0.000 0.00 0.00 0.00 0.000
6.06 2.57 34.61 3.47 120.27 0 0 0.67 0.000 0.00 0.00 0.00 0.000
6.11 2.48 39.89 2.87 114.34 0 0 0.67 0.000 0.00 0.00 0.00 0.000
6.21 2.41 45.42 2.41 109.65 0 0 0.67 0.000 0.00 0.00 0.00 0.000
6.30 2.34 50.95 2.09 106.29 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.33 2.30 54.82 1.91 104.73 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.40 2.27 57.33 1.81 103.98 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 5 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2480 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
6.45 2.24 59.89 1.73 103.74 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.51 2.23 61.95 1.68 104.27 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.59 2.22 63.70 1.65 105.33 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.64 2.21 65.41 1.64 107.40 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.74 2.21 66.56 1.64 109.31 25 613 0.66 1.180 0.91 13.34 0.77 0.009
6.79 2.21 67.36 1.65 110.93 25 622 0.66 1.107 0.84 13.34 0.71 0.004
6.84 2.22 66.80 1.67 111.46 25 623 0.66 1.118 0.84 13.34 0.71 0.004
6.89 2.23 65.43 1.71 111.73 26 621 0.66 1.166 0.87 13.34 0.73 0.005
6.99 2.24 64.87 1.73 111.98 26 621 0.66 1.221 0.90 13.34 0.76 0.009
7.04 2.24 64.62 1.74 112.13 26 621 0.66 1.251 0.92 13.34 0.77 0.005
7.13 2.24 65.41 1.71 112.06 26 622 0.66 1.277 0.95 13.34 0.79 0.008
7.18 2.23 66.11 1.69 111.74 26 623 0.66 1.301 0.97 13.34 0.81 0.005
7.24 2.22 67.26 1.66 111.33 25 623 0.66 1.324 1.00 13.34 0.83 0.006
7.32 2.21 68.06 1.63 111.05 25 624 0.66 1.367 1.04 13.34 0.86 0.009
7.35 2.21 68.11 1.63 110.89 25 623 0.66 1.392 1.06 13.34 0.88 0.003
7.43 2.21 68.01 1.63 110.64 25 622 0.66 1.456 1.11 13.34 0.92 0.008
7.51 2.20 67.94 1.62 110.22 25 620 0.66 1.540 1.18 13.34 0.98 0.010
7.57 2.20 68.14 1.61 109.71 25 618 0.66 1.613 1.25 13.34 1.03 0.008
7.62 2.19 68.94 1.59 109.62 25 618 0.66 1.633 1.27 13.34 1.05 0.006
7.71 2.18 70.44 1.56 110.15 25 623 0.66 1.615 1.26 13.34 1.04 0.011
7.77 2.16 72.25 1.52 110.00 24 623 0.66 1.647 1.30 13.34 1.07 0.008
7.82 2.11 74.41 1.43 106.49 23 602 0.66 2.115 1.78 13.34 1.46 0.009
7.88 2.07 75.56 1.38 104.23 22 590 0.66 2.469 2.17 13.34 1.78 0.014
7.96 2.05 76.53 1.36 103.84 22 590 0.66 2.563 2.28 13.34 1.87 0.017
8.01 2.10 78.80 1.42 111.82 24 640 0.66 1.525 1.21 13.34 0.99 0.006
8.11 2.15 80.08 1.51 120.66 27 692 0.66 0.994 0.70 13.34 0.58 0.007
8.16 2.23 77.35 1.70 131.75 30 733 0.66 0.730 0.45 13.34 0.36 0.002
8.22 2.29 75.78 1.87 141.91 33 767 0.66 0.580 0.32 13.34 0.26 0.002
8.30 2.33 74.12 2.04 151.55 36 794 0.66 0.500 0.25 13.34 0.20 0.002
8.35 2.33 76.54 2.05 157.15 38 822 0.66 0.427 0.20 13.34 0.16 0.001
8.40 2.34 76.34 2.11 160.72 39 832 0.66 0.409 0.19 13.34 0.15 0.001
8.49 2.34 78.21 2.07 161.55 39 844 0.66 0.393 0.18 13.34 0.14 0.002
8.54 2.30 83.07 1.91 158.77 37 865 0.66 0.356 0.17 13.34 0.14 0.001
8.61 2.24 89.83 1.72 154.08 35 884 0.66 0.327 0.17 13.34 0.13 0.001
8.69 2.18 95.28 1.58 150.25 34 893 0.66 0.321 0.17 13.34 0.14 0.001
8.73 2.12 100.02 1.45 145.30 32 880 0.66 0.347 0.20 13.34 0.16 0.001
8.89 2.08 102.11 1.39 141.43 30 866 0.66 0.392 0.24 13.34 0.19 0.003
8.93 2.03 104.70 1.34 139.83 29 850 0.66 0.433 0.27 13.34 0.22 0.001
8.98 2.01 106.76 1.32 140.65 29 852 0.66 0.435 0.27 13.34 0.22 0.001
9.03 1.98 110.30 1.29 142.82 30 859 0.66 0.426 0.27 13.34 0.21 0.001
9.09 1.95 114.27 1.27 145.49 30 865 0.66 0.418 0.26 13.34 0.21 0.001
9.13 1.92 119.16 1.25 148.78 30 869 0.66 0.412 0.25 13.34 0.20 0.001
9.22 1.89 121.89 1.23 150.22 30 872 0.66 0.418 0.26 13.34 0.21 0.002
9.26 1.87 124.86 1.22 152.09 30 876 0.66 0.413 0.25 13.34 0.20 0.001
9.32 1.87 126.12 1.22 153.38 30 886 0.66 0.398 0.24 13.34 0.19 0.001
9.42 1.87 127.36 1.22 154.79 31 899 0.66 0.382 0.23 13.34 0.18 0.002
9.47 1.87 129.12 1.21 156.63 31 911 0.66 0.363 0.21 13.34 0.17 0.001
9.52 1.86 130.88 1.21 157.97 31 918 0.66 0.355 0.21 13.34 0.17 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 6 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2481 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
9.61 1.85 131.85 1.20 158.47 31 924 0.66 0.353 0.21 13.34 0.16 0.002
9.66 1.85 132.43 1.20 158.74 31 927 0.66 0.353 0.21 13.34 0.16 0.001
9.71 1.84 132.59 1.20 158.64 31 928 0.66 0.356 0.21 13.34 0.17 0.001
9.81 1.84 132.67 1.19 158.34 31 930 0.66 0.360 0.21 13.34 0.17 0.002
9.85 1.83 135.19 1.18 159.39 31 933 0.66 0.358 0.21 13.34 0.17 0.001
9.91 1.80 140.01 1.15 161.13 31 942 0.66 0.349 0.21 13.34 0.16 0.001
9.99 1.76 147.27 1.10 162.59 31 958 0.66 0.331 0.20 13.34 0.15 0.001
10.05 1.73 154.25 1.06 163.12 31 976 0.66 0.309 0.18 13.34 0.14 0.001
10.11 1.71 160.72 1.02 163.59 31 998 0.66 0.284 0.17 13.34 0.13 0.001
10.20 1.70 165.06 1.00 165.06 31 1019 0.66 0.265 0.16 13.34 0.12 0.001
10.25 1.70 168.06 1.00 168.06 31 1037 0.66 0.250 0.15 13.34 0.11 0.001
10.35 1.71 168.07 1.00 168.59 32 1049 0.66 0.243 0.14 13.34 0.11 0.001
10.39 1.72 166.13 1.03 171.57 32 1055 0.66 0.240 0.14 13.34 0.11 0.001
10.45 1.74 163.51 1.07 174.95 33 1065 0.66 0.234 0.13 13.34 0.10 0.001
10.55 1.76 161.66 1.10 177.56 34 1079 0.66 0.227 0.12 13.34 0.09 0.001
10.59 1.77 162.32 1.11 180.42 34 1096 0.66 0.215 0.11 13.34 0.09 0.000
10.64 1.77 165.15 1.11 183.29 35 1117 0.66 0.202 0.10 13.34 0.08 0.001
10.72 1.77 168.28 1.11 186.54 36 1142 0.66 0.189 0.09 13.34 0.07 0.001
10.79 1.77 170.91 1.11 189.56 36 1164 0.66 0.178 0.09 13.34 0.07 0.001
10.84 1.76 173.71 1.11 192.11 37 1184 0.66 0.169 0.08 13.34 0.06 0.000
10.94 1.76 175.36 1.10 193.32 37 1198 0.66 0.165 0.08 13.34 0.06 0.001
10.99 1.76 177.55 1.09 194.28 37 1209 0.66 0.161 0.08 13.34 0.06 0.000
11.03 1.75 179.10 1.08 193.28 37 1209 0.66 0.163 0.08 13.34 0.06 0.000
11.18 1.74 178.49 1.06 189.79 36 1202 0.66 0.171 0.08 13.34 0.07 0.001
11.37 1.73 176.82 1.05 185.84 35 1193 0.66 0.183 0.09 13.34 0.07 0.002
11.41 1.73 175.17 1.05 184.15 35 1184 0.66 0.189 0.10 13.34 0.07 0.000
11.43 1.74 173.87 1.06 184.06 35 1182 0.66 0.191 0.10 13.34 0.08 0.000
11.48 1.74 172.11 1.07 183.62 35 1179 0.66 0.195 0.10 13.34 0.08 0.000
11.53 1.74 170.50 1.07 182.80 35 1174 0.66 0.200 0.10 13.34 0.08 0.000
11.57 1.74 169.39 1.07 181.98 34 1171 0.66 0.204 0.11 13.34 0.08 0.000
11.62 1.74 169.23 1.07 181.32 34 1171 0.66 0.206 0.11 13.34 0.08 0.001
11.71 1.74 169.50 1.07 180.85 34 1174 0.66 0.207 0.11 13.34 0.08 0.001
11.75 1.73 171.76 1.05 180.85 34 1181 0.66 0.204 0.11 13.34 0.08 0.000
11.82 1.72 176.37 1.02 179.99 34 1194 0.66 0.198 0.11 13.34 0.08 0.001
11.90 1.69 183.69 1.00 183.69 34 1211 0.66 0.191 0.10 13.34 0.08 0.001
11.96 1.66 190.97 1.00 190.97 35 1225 0.66 0.185 0.09 13.34 0.07 0.001
12.01 1.64 197.47 1.00 197.47 36 1237 0.66 0.180 0.09 13.34 0.07 0.000
12.08 1.61 202.38 1.00 202.38 37 1220 0.66 0.192 0.09 13.34 0.07 0.001
12.16 1.51 207.52 1.00 207.52 36 1106 0.66 0.287 0.14 13.34 0.11 0.001
12.21 1.40 213.39 1.00 213.39 36 994 0.66 0.468 0.23 13.34 0.17 0.001
12.30 1.31 217.93 1.00 217.93 36 912 0.66 0.729 0.36 13.34 0.27 0.003
12.34 1.34 221.78 1.00 221.78 37 968 0.66 0.545 0.26 13.34 0.20 0.001
12.41 1.38 222.40 1.00 222.40 37 1016 0.66 0.438 0.21 13.34 0.16 0.001
12.50 1.41 221.05 1.00 221.05 38 1061 0.66 0.366 0.17 13.34 0.13 0.001
12.55 1.45 218.11 1.00 218.11 37 1100 0.66 0.317 0.15 13.34 0.11 0.001
12.63 1.48 218.34 1.00 218.34 38 1141 0.66 0.276 0.13 13.34 0.10 0.001
12.71 1.49 221.53 1.00 221.53 39 1185 0.66 0.240 0.11 13.34 0.08 0.001
12.77 1.50 226.89 1.00 226.89 40 1221 0.66 0.216 0.10 13.34 0.07 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 7 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2482 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
12.81 1.50 230.47 1.00 230.47 40 1243 0.66 0.203 0.09 13.34 0.07 0.000
12.90 1.50 231.95 1.00 231.95 40 1258 0.66 0.198 0.08 13.34 0.06 0.001
12.96 1.50 232.59 1.00 232.59 41 1267 0.66 0.195 0.08 13.34 0.06 0.000
13.00 1.50 231.38 1.00 231.38 40 1271 0.66 0.194 0.08 13.34 0.06 0.000
13.08 1.52 227.61 1.00 227.61 40 1271 0.66 0.196 0.09 13.34 0.06 0.001
13.16 1.53 222.91 1.00 222.91 39 1269 0.65 0.200 0.09 13.34 0.07 0.001
13.20 1.54 216.57 1.00 216.57 38 1260 0.65 0.207 0.09 13.34 0.07 0.000
13.26 1.56 207.67 1.00 207.67 37 1244 0.65 0.219 0.10 13.34 0.08 0.001
13.35 1.59 197.09 1.00 197.09 35 1225 0.65 0.236 0.12 13.34 0.09 0.001
13.39 1.62 184.14 1.00 184.14 33 1194 0.65 0.263 0.14 13.34 0.10 0.000
13.45 1.67 169.31 1.00 169.31 31 1169 0.65 0.290 0.17 13.34 0.12 0.001
13.54 1.74 150.87 1.07 161.88 31 1136 0.65 0.332 0.20 13.34 0.15 0.002
13.60 1.82 135.14 1.17 158.33 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.65 1.90 120.16 1.24 148.44 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.74 1.98 106.80 1.29 138.05 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.79 2.08 93.28 1.39 129.56 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.89 2.15 84.29 1.51 126.87 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.94 2.19 79.94 1.59 127.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.99 2.22 77.08 1.68 129.25 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.21 2.25 74.56 1.75 130.13 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.25 2.27 72.08 1.82 131.18 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.28 2.28 70.12 1.86 130.10 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.33 2.31 66.15 1.96 129.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.37 2.35 60.80 2.15 130.62 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.40 2.44 52.72 2.57 135.41 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.47 2.53 44.49 3.22 143.08 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.53 2.64 36.90 4.10 151.20 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.57 2.73 30.60 5.05 154.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.67 2.82 25.37 6.12 155.34 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.72 2.92 20.59 7.55 155.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.78 2.98 18.19 8.43 153.24 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.87 3.04 15.76 9.48 149.40 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.90 3.06 14.72 9.89 145.59 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.97 3.06 14.58 9.92 144.62 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.06 3.06 14.70 9.80 144.12 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.10 3.00 16.35 8.76 143.28 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.17 2.94 18.44 7.74 142.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.25 2.88 20.79 6.89 143.28 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.29 2.87 21.37 6.83 145.92 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.36 2.90 20.48 7.19 147.32 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.45 2.94 19.10 7.73 147.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.49 2.97 17.74 8.22 145.90 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.55 2.99 16.47 8.64 142.23 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.63 3.01 15.44 8.95 138.22 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.70 3.00 15.51 8.73 135.38 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.79 2.97 16.12 8.32 134.04 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.84 2.93 17.43 7.64 133.21 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.90 2.86 20.10 6.67 134.11 0 0 0.65 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 8 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2483 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
15.98 2.80 23.15 5.83 134.91 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.03 2.75 25.84 5.30 137.07 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.09 2.74 26.93 5.14 138.53 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.14 2.75 26.71 5.25 140.13 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.21 2.64 31.52 4.13 130.18 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.38 2.47 38.72 2.79 107.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.43 2.27 48.98 1.80 88.38 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.45 2.09 61.71 1.41 86.90 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.63 2.02 72.98 1.33 96.82 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.68 2.00 82.80 1.31 108.23 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.72 2.02 83.85 1.32 110.89 23 995 0.65 1.067 0.89 13.34 0.61 0.003
16.73 2.06 84.25 1.36 114.64 24 1048 0.65 0.813 0.64 13.34 0.44 0.001
16.80 2.09 85.60 1.40 119.97 26 1112 0.65 0.613 0.45 13.34 0.31 0.003
16.90 2.10 89.36 1.42 127.05 28 1186 0.65 0.461 0.31 13.34 0.21 0.003
16.96 2.09 93.44 1.41 131.89 28 1232 0.65 0.394 0.26 13.34 0.17 0.001
17.00 2.07 98.04 1.38 135.54 29 1260 0.65 0.360 0.23 13.34 0.16 0.001
17.10 2.04 104.69 1.34 140.28 30 1289 0.65 0.333 0.21 13.34 0.14 0.002
17.16 2.00 111.82 1.30 145.90 30 1314 0.65 0.310 0.19 13.34 0.13 0.001
17.20 1.96 119.14 1.28 152.26 31 1341 0.65 0.288 0.17 13.34 0.11 0.001
17.27 1.93 125.56 1.26 158.17 32 1369 0.65 0.268 0.15 13.34 0.10 0.001
17.34 1.91 135.00 1.24 167.52 34 1424 0.65 0.234 0.13 13.34 0.08 0.001
17.44 1.87 146.65 1.22 178.58 35 1488 0.65 0.202 0.10 13.34 0.07 0.001
17.49 1.85 157.73 1.20 188.92 37 1551 0.65 0.176 0.08 13.34 0.06 0.000
17.53 1.82 167.69 1.18 197.37 38 1603 0.65 0.159 0.07 13.34 0.05 0.000
17.61 1.81 174.91 1.17 204.05 40 1655 0.65 0.145 0.06 13.34 0.04 0.000
17.68 1.81 180.84 1.16 209.65 41 1700 0.65 0.135 0.06 13.34 0.04 0.000
17.73 1.80 185.11 1.15 213.48 41 1731 0.65 0.129 0.05 13.34 0.04 0.000
17.79 1.79 188.99 1.15 216.55 42 1756 0.65 0.124 0.05 13.34 0.03 0.000
17.88 1.78 192.93 1.13 218.78 42 1776 0.65 0.121 0.05 13.34 0.03 0.000
17.92 1.77 198.69 1.11 221.27 42 1797 0.65 0.118 0.05 13.34 0.03 0.000
17.99 1.75 205.60 1.09 223.24 42 1821 0.65 0.114 0.05 13.34 0.03 0.000
18.07 1.74 211.22 1.07 225.97 43 1853 0.65 0.110 0.04 13.34 0.03 0.000
18.12 1.74 216.98 1.06 230.62 44 1897 0.65 0.104 0.04 13.34 0.03 0.000
18.21 1.74 220.36 1.07 234.75 44 1936 0.65 0.099 0.04 13.34 0.02 0.000
18.27 1.74 224.20 1.06 237.95 45 1968 0.65 0.096 0.04 13.34 0.02 0.000
18.32 1.74 224.99 1.06 239.35 45 1981 0.65 0.094 0.04 13.34 0.02 0.000
18.41 1.74 223.72 1.07 239.82 45 1987 0.65 0.094 0.04 13.34 0.02 0.000
18.47 1.75 221.91 1.08 239.48 45 1985 0.65 0.095 0.04 13.34 0.02 0.000
18.52 1.75 218.71 1.08 237.08 45 1967 0.65 0.098 0.04 13.34 0.02 0.000
18.59 1.75 212.67 1.09 232.13 44 1928 0.65 0.104 0.04 13.34 0.03 0.000
18.66 1.76 204.93 1.10 225.92 43 1879 0.66 0.112 0.04 13.34 0.03 0.000
18.71 1.79 191.23 1.14 217.84 42 1818 0.66 0.124 0.05 13.34 0.03 0.000
18.81 1.82 177.95 1.17 209.07 0 0 0.66 0.000 0.00 0.00 0.00 0.000
18.86 1.87 162.58 1.21 197.32 0 0 0.66 0.000 0.00 0.00 0.00 0.000
18.92 1.90 151.20 1.24 187.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.00 1.94 141.45 1.26 178.77 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.04 1.96 136.36 1.28 174.23 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.11 1.97 133.72 1.29 172.08 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 9 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2484 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
19.19 1.99 130.93 1.30 169.97 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.23 2.01 126.47 1.32 166.83 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.30 2.06 119.55 1.36 163.11 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.39 2.11 112.80 1.43 161.04 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.43 2.15 106.84 1.51 161.68 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.49 2.19 102.45 1.60 163.95 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.56 2.25 95.99 1.75 168.19 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.64 2.30 89.44 1.91 170.89 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.69 2.32 81.00 2.00 161.77 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.79 2.33 74.30 2.04 151.75 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.83 2.36 67.82 2.17 147.40 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.90 2.42 64.35 2.46 158.38 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.98 2.45 62.15 2.68 166.79 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.02 2.43 65.42 2.55 166.56 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.11 2.37 72.68 2.21 160.96 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.18 2.27 85.04 1.82 154.89 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.24 2.16 100.75 1.53 154.12 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.29 2.01 127.09 1.31 167.10 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.39 1.88 152.52 1.22 186.66 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.43 1.77 178.13 1.11 197.74 38 1732 0.66 0.170 0.08 13.34 0.05 0.000
20.49 1.70 195.09 1.00 195.09 36 1738 0.67 0.169 0.08 13.34 0.05 0.000
20.58 1.65 209.06 1.00 209.06 38 1752 0.67 0.166 0.08 13.34 0.05 0.001
20.61 1.62 218.19 1.00 218.19 40 1767 0.67 0.162 0.07 13.34 0.04 0.000
20.68 1.62 222.07 1.00 222.07 40 1786 0.67 0.158 0.07 13.34 0.04 0.000
20.77 1.62 223.87 1.00 223.87 41 1802 0.67 0.155 0.07 13.34 0.04 0.000
20.82 1.62 222.84 1.00 222.84 41 1818 0.67 0.152 0.06 13.34 0.04 0.000
20.89 1.64 218.92 1.00 218.92 40 1820 0.67 0.152 0.07 13.34 0.04 0.000
20.97 1.66 212.32 1.00 212.32 39 1819 0.67 0.153 0.07 13.34 0.04 0.000
21.01 1.69 203.89 1.00 203.89 38 1816 0.67 0.155 0.07 13.34 0.04 0.000
21.07 1.73 193.58 1.04 201.34 38 1814 0.67 0.156 0.07 13.34 0.04 0.000
21.13 1.78 180.66 1.12 202.77 39 1812 0.67 0.157 0.07 13.34 0.04 0.000
21.20 1.85 162.80 1.20 195.79 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.27 1.96 141.38 1.27 180.17 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.35 2.09 117.66 1.40 164.50 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.41 2.20 98.96 1.61 159.12 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.46 2.30 83.68 1.91 160.05 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.55 2.38 72.34 2.26 163.68 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.61 2.44 64.31 2.62 168.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.66 2.45 63.32 2.67 168.78 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.74 2.41 68.20 2.42 164.88 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.80 2.34 76.83 2.10 161.49 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.86 2.27 88.27 1.82 160.23 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.94 2.19 101.38 1.59 161.40 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.00 2.14 110.78 1.48 163.88 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.05 2.08 119.02 1.39 165.08 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.15 2.04 122.57 1.35 164.95 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.20 2.02 124.78 1.32 165.08 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.27 2.06 117.58 1.37 161.19 34 1791 0.67 0.181 0.09 13.34 0.06 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 10 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2485 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
22.37 2.11 110.46 1.44 159.02 35 1804 0.67 0.178 0.09 13.34 0.05 0.001
22.39 2.20 96.72 1.62 156.21 35 1776 0.67 0.188 0.10 13.34 0.06 0.000
22.48 2.26 86.10 1.80 154.70 36 1726 0.67 0.207 0.10 13.34 0.06 0.001
22.54 2.35 73.69 2.11 155.71 37 1654 0.67 0.241 0.11 13.34 0.07 0.000
22.58 2.34 64.01 2.08 133.19 32 1424 0.67 0.428 0.24 13.34 0.14 0.001
22.68 2.24 62.04 1.73 107.65 25 1219 0.68 0.875 0.68 13.34 0.40 0.005
22.72 2.13 58.11 1.47 85.65 19 985 0.68 2.831 3.05 13.34 1.78 0.007
22.78 2.11 63.44 1.44 91.26 20 1047 0.68 1.985 2.00 13.34 1.17 0.009
22.87 2.14 64.47 1.49 95.90 21 1109 0.68 1.458 1.37 13.34 0.79 0.008
22.93 2.13 69.30 1.47 102.16 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.97 2.19 67.26 1.58 106.23 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.04 2.25 64.25 1.75 112.24 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.12 2.31 61.36 1.95 119.66 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.19 2.33 61.03 2.06 125.48 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.23 2.37 58.76 2.24 131.41 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.30 2.42 55.80 2.48 138.54 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.37 2.49 50.61 2.94 148.95 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.46 2.57 44.75 3.53 158.15 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.50 2.65 38.42 4.24 162.78 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.58 2.73 32.47 5.02 163.05 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.64 2.81 27.33 5.94 162.33 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.73 2.88 23.59 6.95 163.91 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.76 2.90 22.70 7.24 164.36 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.83 2.86 24.19 6.69 161.72 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.92 2.81 26.27 6.02 158.21 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.97 2.78 27.85 5.65 157.32 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.02 2.78 28.46 5.56 158.23 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.12 2.76 29.52 5.34 157.58 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.22 2.74 30.40 5.09 154.79 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.26 2.74 30.02 5.11 153.29 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.32 2.77 28.07 5.49 154.13 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.36 2.80 26.00 5.91 153.63 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.51 2.83 24.43 6.25 152.66 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.57 2.83 23.98 6.29 150.73 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.61 2.84 23.71 6.40 151.74 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.75 2.84 23.91 6.34 151.67 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.75 2.85 23.62 6.44 152.09 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.81 2.87 22.11 6.83 151.03 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.90 2.91 20.11 7.42 149.20 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.94 2.98 17.16 8.48 145.51 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.00 3.03 15.62 9.25 144.50 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.09 3.08 14.10 10.17 143.38 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.14 3.11 12.75 10.82 137.99 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.24 3.13 11.77 11.16 131.31 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.29 3.13 10.96 11.30 123.84 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.34 3.15 10.35 11.55 119.45 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.43 3.16 9.76 11.82 115.41 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.49 3.17 9.26 12.11 112.14 0 0 0.68 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 11 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2486 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
25.54 3.19 8.85 12.43 109.92 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.59 3.18 8.64 12.38 106.98 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.67 3.13 8.54 11.19 95.49 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.73 3.07 8.57 10.12 86.81 0 0 0.68 0.000 0.00 0.00 0.00 0.000
25.87 3.03 8.53 9.30 79.34 0 0 0.69 0.000 0.00 0.00 0.00 0.000
25.89 3.06 8.54 9.83 83.96 0 0 0.69 0.000 0.00 0.00 0.00 0.000
25.93 3.07 8.63 10.13 87.37 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.02 3.12 8.42 10.94 92.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.07 3.12 8.73 11.04 96.44 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.13 3.12 9.09 10.92 99.25 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.19 3.09 9.81 10.37 101.73 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.26 3.09 10.14 10.41 105.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.32 3.09 10.78 10.35 111.58 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.42 3.07 11.63 10.08 117.19 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.45 3.05 12.79 9.60 122.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.51 3.00 14.31 8.81 126.11 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.61 2.98 15.22 8.46 128.78 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.64 3.00 14.77 8.80 129.99 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.76 3.07 12.94 10.07 130.27 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.81 3.14 11.23 11.50 129.18 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.86 3.18 10.22 12.39 126.58 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.92 3.20 9.62 12.67 121.95 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.00 3.20 9.18 12.74 116.94 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.04 3.19 8.86 12.55 111.21 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.20 3.19 8.60 12.47 107.26 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.24 3.19 8.34 12.51 104.36 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.29 3.20 8.19 12.70 104.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.33 3.21 7.99 13.05 104.32 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.39 3.22 7.92 13.24 104.84 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.44 3.23 8.03 13.37 107.41 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.51 3.21 8.67 12.85 111.40 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.59 3.17 9.59 12.10 116.03 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.64 3.10 11.14 10.71 119.23 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.70 3.04 12.71 9.51 120.89 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.78 3.00 13.83 8.81 121.88 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.83 3.01 13.99 8.89 124.29 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.93 3.03 13.66 9.31 127.09 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.03 3.05 13.44 9.64 129.62 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.07 3.04 13.90 9.40 130.68 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.13 3.00 14.82 8.84 130.97 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.18 2.96 16.12 8.10 130.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.23 2.92 17.75 7.45 132.30 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.32 2.92 17.46 7.53 131.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.37 2.97 15.44 8.37 129.17 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.41 3.05 13.66 9.60 131.13 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.52 3.12 12.04 11.05 133.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.57 3.19 10.79 12.50 134.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.61 3.12 11.48 11.06 127.03 0 0 0.69 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 12 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2487 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
28.71 3.03 12.48 9.27 115.65 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.75 2.92 14.15 7.45 105.39 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.82 2.98 12.59 8.42 106.03 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.91 3.06 11.43 9.87 112.80 0 0 0.69 0.000 0.00 0.00 0.00 0.000
28.95 3.16 10.13 11.86 120.15 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.01 3.21 9.67 13.05 126.15 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.08 3.15 11.42 11.59 132.35 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.16 3.01 14.97 8.99 134.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.20 2.81 22.31 5.94 132.51 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.27 2.66 29.10 4.25 123.81 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.36 2.53 36.08 3.23 116.50 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.40 2.35 51.05 2.11 107.93 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.50 2.19 67.81 1.60 108.54 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.55 2.05 89.22 1.35 120.42 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.60 1.96 102.49 1.28 130.96 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.70 1.90 112.05 1.24 138.86 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.74 1.88 115.33 1.23 141.39 0 0 0.69 0.000 0.00 0.00 0.00 0.000
29.80 1.89 114.42 1.23 140.83 28 1630 0.69 0.428 0.28 13.34 0.13 0.001
29.89 1.90 112.63 1.24 139.50 28 1634 0.69 0.426 0.28 13.34 0.13 0.001
29.93 1.91 110.78 1.25 137.95 28 1632 0.69 0.430 0.29 13.34 0.14 0.001
29.99 1.91 111.30 1.25 138.64 28 1642 0.69 0.420 0.28 13.34 0.13 0.001
30.07 1.91 113.45 1.24 140.88 28 1663 0.69 0.402 0.27 13.34 0.12 0.001
30.13 1.88 120.89 1.22 147.80 29 1704 0.69 0.368 0.23 13.34 0.11 0.001
30.23 1.85 128.83 1.20 154.56 30 1742 0.69 0.341 0.21 13.34 0.10 0.001
30.25 1.81 139.05 1.17 162.35 32 1789 0.69 0.311 0.18 13.34 0.08 0.000
30.33 1.79 146.64 1.14 167.23 32 1825 0.69 0.291 0.16 13.34 0.08 0.001
30.39 1.77 153.82 1.11 171.08 33 1858 0.69 0.274 0.15 13.34 0.07 0.001
30.47 1.75 157.84 1.09 172.39 33 1874 0.69 0.268 0.15 13.34 0.07 0.001
30.53 1.75 159.58 1.08 172.00 33 1873 0.69 0.269 0.15 13.34 0.07 0.001
30.60 1.74 160.24 1.06 170.28 32 1860 0.69 0.277 0.16 13.34 0.07 0.001
30.67 1.73 161.23 1.04 167.71 32 1842 0.69 0.287 0.17 13.34 0.08 0.001
30.73 1.71 163.77 1.00 164.16 31 1825 0.69 0.297 0.18 13.34 0.08 0.001
30.82 1.69 166.05 1.00 166.05 31 1814 0.69 0.306 0.18 13.34 0.08 0.001
30.85 1.68 168.05 1.00 168.05 31 1797 0.69 0.316 0.19 13.34 0.08 0.000
30.92 1.67 167.39 1.00 167.39 31 1780 0.69 0.328 0.19 13.34 0.09 0.001
30.98 1.67 164.63 1.00 164.63 30 1756 0.69 0.347 0.21 13.34 0.09 0.001
31.06 1.69 159.13 1.00 159.13 30 1739 0.69 0.361 0.23 13.34 0.10 0.001
31.11 1.72 150.06 1.03 155.00 29 1719 0.69 0.378 0.24 13.34 0.11 0.001
31.21 1.76 141.42 1.09 154.65 29 1704 0.69 0.392 0.25 13.34 0.11 0.001
31.24 1.79 132.39 1.14 151.09 29 1677 0.69 0.418 0.27 13.34 0.12 0.000
31.31 1.82 126.27 1.17 147.63 29 1661 0.69 0.436 0.28 13.34 0.13 0.001
31.39 1.84 120.86 1.19 144.22 28 1653 0.69 0.446 0.29 13.34 0.13 0.001
31.45 1.86 118.68 1.21 143.09 28 1661 0.69 0.439 0.29 13.34 0.13 0.001
31.50 1.85 121.47 1.20 145.88 29 1687 0.69 0.414 0.27 13.34 0.12 0.001
31.60 1.83 126.21 1.19 149.92 29 1718 0.69 0.389 0.25 13.34 0.11 0.001
31.65 1.81 133.88 1.16 155.39 30 1751 0.69 0.363 0.22 13.34 0.10 0.001
31.70 1.74 141.84 1.07 151.47 29 1686 0.69 0.420 0.27 13.34 0.12 0.001
31.80 1.65 149.28 1.00 149.28 27 1570 0.69 0.563 0.39 13.34 0.17 0.002 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 13 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2488 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
31.84 1.58 152.55 1.00 152.55 27 1464 0.69 0.763 0.52 13.34 0.23 0.001
31.90 1.59 152.13 1.00 152.13 27 1480 0.69 0.730 0.50 13.34 0.22 0.001
31.99 1.64 150.45 1.00 150.45 27 1546 0.69 0.607 0.41 13.34 0.18 0.002
32.05 1.68 147.35 1.00 147.35 27 1611 0.69 0.512 0.35 13.34 0.15 0.001
32.11 1.72 144.93 1.02 148.41 28 1678 0.69 0.437 0.29 13.34 0.13 0.001
32.18 1.75 143.41 1.09 156.28 30 1751 0.69 0.373 0.23 13.34 0.10 0.001
32.23 1.79 142.21 1.14 162.23 31 1833 0.69 0.317 0.19 13.34 0.08 0.000
32.31 1.82 142.44 1.17 166.78 32 1912 0.69 0.275 0.15 13.34 0.07 0.001
32.37 1.84 143.54 1.19 171.27 34 1998 0.69 0.239 0.13 13.34 0.05 0.000
32.43 1.85 147.25 1.20 176.98 35 2084 0.69 0.210 0.11 13.34 0.05 0.000
32.52 1.86 150.15 1.21 181.28 36 2150 0.69 0.192 0.10 13.34 0.04 0.000
32.55 1.87 152.45 1.22 185.23 37 2217 0.69 0.176 0.08 13.34 0.04 0.000
32.63 1.89 151.52 1.23 186.55 37 2281 0.69 0.163 0.08 13.34 0.03 0.000
32.71 1.92 149.00 1.25 186.33 38 2344 0.69 0.152 0.07 13.34 0.03 0.000
32.77 1.95 146.00 1.27 184.97 38 2384 0.69 0.145 0.07 13.34 0.03 0.000
32.82 1.97 141.60 1.29 182.18 38 2412 0.69 0.141 0.07 13.34 0.03 0.000
32.91 2.02 133.03 1.32 176.08 37 2425 0.69 0.140 0.07 13.34 0.03 0.000
33.00 2.06 124.62 1.37 170.95 36 2433 0.69 0.139 0.07 13.34 0.03 0.000
33.03 2.10 118.33 1.42 167.76 36 2432 0.69 0.140 0.07 13.34 0.03 0.000
33.11 2.11 117.23 1.43 167.46 36 2439 0.69 0.139 0.07 13.34 0.03 0.000
33.16 2.11 117.40 1.43 167.69 36 2444 0.69 0.139 0.07 13.34 0.03 0.000
33.21 2.10 119.03 1.42 168.59 36 2452 0.69 0.138 0.07 13.34 0.03 0.000
33.27 2.08 122.10 1.40 170.39 37 2464 0.69 0.136 0.07 13.34 0.03 0.000
33.35 2.07 125.06 1.38 172.12 37 2473 0.69 0.136 0.07 13.34 0.03 0.000
33.41 2.06 126.66 1.36 172.41 37 2462 0.69 0.138 0.07 13.34 0.03 0.000
33.50 2.05 126.15 1.35 170.63 36 2428 0.69 0.143 0.07 13.34 0.03 0.000
33.55 2.04 124.18 1.34 166.87 35 2364 0.69 0.154 0.08 13.34 0.03 0.000
33.64 2.03 122.24 1.34 163.37 34 2306 0.69 0.165 0.09 13.34 0.04 0.000
33.67 2.02 121.20 1.32 160.29 34 2239 0.69 0.180 0.10 13.34 0.04 0.000
33.74 2.00 122.03 1.31 159.30 33 2193 0.69 0.191 0.10 13.34 0.04 0.000
33.84 1.97 123.97 1.29 159.48 33 2154 0.69 0.203 0.11 13.34 0.05 0.001
33.89 1.95 126.36 1.27 160.89 33 2138 0.69 0.208 0.11 13.34 0.05 0.000
33.93 1.93 130.00 1.26 163.65 33 2133 0.69 0.209 0.11 13.34 0.05 0.000
34.04 1.91 133.58 1.25 166.32 33 2129 0.69 0.212 0.11 13.34 0.05 0.001
34.09 1.89 137.53 1.23 169.19 34 2123 0.69 0.214 0.11 13.34 0.05 0.000
34.14 1.88 140.01 1.22 170.79 34 2117 0.69 0.216 0.11 13.34 0.05 0.000
34.22 1.86 142.12 1.21 171.92 34 2109 0.69 0.219 0.12 13.34 0.05 0.000
34.28 1.85 143.81 1.20 172.66 34 2100 0.69 0.223 0.12 13.34 0.05 0.000
34.32 1.84 145.95 1.19 173.52 34 2090 0.69 0.227 0.12 13.34 0.05 0.000
34.42 1.82 147.79 1.18 174.01 34 2081 0.69 0.230 0.12 13.34 0.05 0.001
34.48 1.81 149.66 1.17 174.56 34 2075 0.69 0.233 0.12 13.34 0.05 0.000
34.52 1.81 151.00 1.16 175.30 34 2079 0.69 0.232 0.12 13.34 0.05 0.000
34.62 1.80 151.87 1.15 175.17 34 2074 0.69 0.235 0.12 13.34 0.05 0.001
34.67 1.77 153.31 1.12 171.57 33 2012 0.69 0.259 0.14 13.34 0.06 0.000
34.72 1.76 154.06 1.09 168.41 32 1972 0.69 0.278 0.16 13.34 0.06 0.000
34.82 1.75 154.07 1.08 166.27 32 1950 0.69 0.289 0.17 13.34 0.07 0.001
34.87 1.76 153.15 1.11 169.47 32 1990 0.69 0.271 0.15 13.34 0.06 0.000
34.92 1.77 152.05 1.12 170.28 33 2005 0.69 0.265 0.15 13.34 0.06 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 14 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2489 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
35.01 1.80 145.98 1.15 168.31 33 2005 0.69 0.266 0.15 13.34 0.06 0.001
35.07 1.81 142.92 1.17 166.83 32 2004 0.69 0.267 0.15 13.34 0.06 0.000
35.11 1.82 141.15 1.17 165.80 32 2003 0.69 0.268 0.15 13.34 0.06 0.000
35.17 1.81 144.67 1.16 168.29 33 2021 0.69 0.261 0.14 13.34 0.06 0.000
35.26 1.81 145.80 1.16 169.50 33 2037 0.69 0.255 0.14 13.34 0.05 0.001
35.31 1.81 146.59 1.16 170.67 33 2055 0.69 0.248 0.14 13.34 0.05 0.000
35.39 1.81 147.45 1.16 171.50 33 2066 0.69 0.245 0.13 13.34 0.05 0.000
35.46 1.81 147.95 1.16 171.89 33 2072 0.69 0.243 0.13 13.34 0.05 0.000
35.52 1.81 148.14 1.16 171.70 33 2069 0.69 0.245 0.13 13.34 0.05 0.000
35.61 1.80 147.71 1.16 171.02 33 2062 0.69 0.248 0.14 13.34 0.05 0.001
35.64 1.80 147.43 1.16 170.29 33 2052 0.69 0.253 0.14 13.34 0.05 0.000
35.70 1.80 146.73 1.15 169.24 33 2040 0.69 0.258 0.14 13.34 0.05 0.000
35.77 1.80 146.52 1.15 168.38 33 2028 0.69 0.264 0.15 13.34 0.05 0.000
35.85 1.79 147.54 1.14 168.55 32 2027 0.69 0.265 0.15 13.34 0.06 0.001
35.91 1.78 150.66 1.13 170.44 33 2045 0.69 0.258 0.14 13.34 0.05 0.000
35.99 1.77 154.24 1.12 172.82 33 2071 0.69 0.248 0.14 13.34 0.05 0.001
36.03 1.77 157.54 1.11 175.36 34 2100 0.69 0.238 0.13 13.34 0.05 0.000
36.09 1.77 158.31 1.12 177.24 34 2127 0.69 0.229 0.12 13.34 0.04 0.000
36.19 1.79 156.71 1.14 178.08 34 2149 0.69 0.223 0.12 13.34 0.04 0.000
36.24 1.80 153.60 1.16 177.56 34 2161 0.69 0.220 0.11 13.34 0.04 0.000
36.29 1.82 148.71 1.18 174.88 34 2155 0.69 0.222 0.12 13.34 0.04 0.000
36.39 1.84 144.52 1.19 171.92 34 2145 0.69 0.226 0.12 13.34 0.04 0.001
36.43 1.85 140.85 1.20 168.92 33 2128 0.69 0.232 0.13 13.34 0.05 0.000
36.50 1.85 139.49 1.20 167.38 33 2112 0.69 0.238 0.13 13.34 0.05 0.000
36.58 1.85 138.82 1.20 166.26 33 2096 0.69 0.244 0.14 13.34 0.05 0.001
36.63 1.84 139.02 1.19 165.77 33 2081 0.69 0.250 0.14 13.34 0.05 0.000
36.69 1.83 139.94 1.19 165.87 32 2072 0.69 0.254 0.14 13.34 0.05 0.000
36.77 1.82 140.99 1.18 166.01 32 2064 0.69 0.258 0.14 13.34 0.05 0.001
36.82 1.82 141.35 1.17 165.53 32 2051 0.69 0.264 0.15 13.34 0.05 0.000
36.92 1.82 140.29 1.17 164.09 32 2034 0.69 0.271 0.16 13.34 0.06 0.001
36.97 1.82 137.76 1.17 161.82 32 2015 0.69 0.281 0.16 13.34 0.06 0.000
37.02 1.83 135.15 1.18 159.81 31 2002 0.69 0.287 0.17 13.34 0.06 0.000
37.11 1.84 132.91 1.19 158.14 31 1996 0.69 0.291 0.17 13.34 0.06 0.001
37.15 1.84 131.87 1.19 157.36 31 1994 0.69 0.292 0.17 13.34 0.06 0.000
37.22 1.84 130.76 1.20 156.37 31 1988 0.69 0.295 0.18 13.34 0.06 0.001
37.30 1.85 129.02 1.20 154.72 30 1976 0.69 0.302 0.18 13.34 0.06 0.001
37.37 1.85 127.07 1.20 152.78 30 1960 0.69 0.312 0.19 13.34 0.07 0.001
37.41 1.86 123.50 1.21 149.49 30 1936 0.69 0.325 0.20 13.34 0.07 0.000
37.51 1.87 120.00 1.22 146.20 29 1915 0.69 0.339 0.22 13.34 0.07 0.001
37.56 1.88 117.15 1.22 143.34 29 1891 0.69 0.355 0.23 13.34 0.08 0.000
37.63 1.85 117.27 1.20 140.82 28 1811 0.69 0.416 0.28 13.34 0.10 0.001
37.71 1.80 118.59 1.15 136.55 26 1697 0.69 0.535 0.38 13.34 0.13 0.001
37.76 1.74 120.83 1.07 129.76 25 1593 0.69 0.695 0.54 13.34 0.19 0.001
37.81 1.74 121.72 1.06 129.06 24 1588 0.69 0.706 0.56 13.34 0.19 0.001
37.90 1.75 121.73 1.09 132.45 25 1629 0.69 0.636 0.48 13.34 0.16 0.002
37.94 1.78 119.28 1.13 134.40 26 1662 0.69 0.586 0.43 13.34 0.15 0.001
38.00 1.82 114.27 1.17 133.66 26 1685 0.69 0.555 0.41 13.34 0.14 0.001
38.09 1.85 109.64 1.20 131.81 26 1710 0.69 0.525 0.38 13.34 0.13 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 15 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2490 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
38.14 1.89 105.06 1.23 129.55 26 1748 0.69 0.483 0.35 13.34 0.12 0.001
38.20 1.96 98.05 1.28 125.24 26 1803 0.69 0.429 0.32 13.34 0.11 0.001
38.28 2.06 86.62 1.37 118.25 25 1851 0.68 0.391 0.30 13.34 0.10 0.001
38.34 2.16 75.06 1.53 114.58 25 1873 0.68 0.375 0.28 13.34 0.09 0.001
38.39 2.27 63.38 1.82 115.39 27 1868 0.68 0.380 0.27 13.34 0.09 0.001
38.48 2.36 54.97 2.17 119.49 29 1855 0.68 0.390 0.25 13.34 0.08 0.001
38.52 2.43 49.16 2.54 124.78 31 1847 0.68 0.397 0.23 13.34 0.08 0.000
38.59 2.43 49.32 2.53 124.97 31 1853 0.68 0.393 0.23 13.34 0.08 0.001
38.68 2.40 52.43 2.35 123.33 30 1876 0.68 0.377 0.23 13.34 0.07 0.001
38.78 2.36 56.34 2.15 121.38 29 1900 0.68 0.361 0.23 13.34 0.07 0.001
38.79 2.29 61.00 1.90 115.81 27 1873 0.68 0.380 0.26 13.34 0.09 0.000
38.97 2.24 63.39 1.73 109.61 25 1808 0.68 0.435 0.33 13.34 0.11 0.002
39.02 2.20 64.58 1.60 103.60 23 1719 0.68 0.528 0.44 13.34 0.14 0.001
39.04 2.19 63.35 1.59 100.53 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.07 2.19 61.59 1.60 98.31 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.12 2.22 58.52 1.66 96.86 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.22 2.26 54.48 1.78 96.95 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.27 2.31 50.30 1.98 99.42 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.31 2.38 45.86 2.29 104.99 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.39 2.47 40.72 2.77 112.79 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.46 2.56 35.36 3.44 121.80 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.51 2.66 29.98 4.32 129.48 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.58 2.75 25.82 5.20 134.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.66 2.82 22.63 6.09 137.72 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.70 2.86 21.20 6.57 139.36 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.77 2.85 21.49 6.50 139.71 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.85 2.82 22.93 6.08 139.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.90 2.71 27.92 4.83 134.83 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.00 2.62 33.30 3.89 129.51 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.05 2.53 38.99 3.23 125.83 33 1769 0.68 0.484 0.27 13.34 0.08 0.000
40.20 2.52 40.73 3.09 125.81 33 1801 0.68 0.454 0.25 13.34 0.08 0.001
40.24 2.52 40.85 3.11 127.13 33 1816 0.68 0.440 0.24 13.34 0.07 0.000
40.29 2.52 40.47 3.13 126.57 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.34 2.51 40.61 3.08 125.12 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.39 2.42 47.41 2.50 118.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.44 2.30 58.64 1.92 112.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.49 2.12 80.77 1.45 116.89 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.58 1.94 105.81 1.27 133.98 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.63 1.78 132.85 1.13 150.17 29 1931 0.68 0.356 0.23 13.34 0.07 0.000
40.73 1.67 151.12 1.00 151.12 28 1856 0.68 0.411 0.28 13.34 0.08 0.001
40.76 1.63 160.83 1.00 160.83 29 1860 0.68 0.408 0.26 13.34 0.08 0.000
40.83 1.64 163.98 1.00 163.98 30 1918 0.68 0.366 0.23 13.34 0.07 0.001
40.88 1.66 163.80 1.00 163.80 30 1998 0.68 0.318 0.19 13.34 0.06 0.000
40.95 1.71 159.33 1.01 160.95 30 2089 0.68 0.276 0.17 13.34 0.05 0.000
41.02 1.77 152.48 1.12 170.08 33 2191 0.68 0.238 0.13 13.34 0.04 0.000
41.11 1.82 146.65 1.18 172.32 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.17 1.85 143.85 1.20 173.14 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.22 1.87 143.72 1.21 174.39 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 16 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2491 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
41.28 1.91 136.40 1.25 169.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.51 1.97 126.14 1.28 162.05 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.54 2.04 114.12 1.34 153.41 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.57 2.09 106.01 1.40 148.80 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.61 2.15 96.88 1.51 146.28 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.66 2.23 86.63 1.70 146.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.70 2.31 76.04 1.98 150.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.74 2.42 62.61 2.50 156.73 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.81 2.54 50.36 3.24 163.37 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.89 2.63 41.98 3.98 166.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.93 2.64 39.82 4.13 164.56 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.00 2.57 44.58 3.54 157.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.09 2.43 57.31 2.56 146.97 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.15 2.29 74.34 1.89 140.84 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.20 2.15 94.80 1.50 142.07 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.28 2.03 111.71 1.34 149.57 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.34 1.94 126.46 1.26 159.80 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.39 1.88 135.69 1.22 166.16 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.47 1.85 141.58 1.20 170.41 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.53 1.83 147.41 1.18 174.37 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.60 1.82 151.16 1.18 177.76 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.68 1.82 152.97 1.17 179.68 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.73 1.83 152.25 1.19 180.61 35 2468 0.67 0.176 0.09 13.34 0.02 0.000
42.80 1.85 149.54 1.20 179.71 35 2495 0.67 0.171 0.09 13.34 0.02 0.000
42.88 1.88 145.40 1.22 177.34 35 2519 0.67 0.167 0.08 13.34 0.02 0.000
42.93 1.90 141.40 1.24 174.76 35 2542 0.67 0.163 0.08 13.34 0.02 0.000
42.98 1.92 137.84 1.25 172.34 35 2565 0.67 0.160 0.08 13.34 0.02 0.000
43.07 1.94 135.41 1.26 170.78 35 2588 0.67 0.156 0.08 13.34 0.02 0.000
43.12 1.96 133.17 1.27 169.68 35 2624 0.67 0.151 0.08 13.34 0.02 0.000
43.20 1.97 132.06 1.28 169.57 35 2662 0.67 0.146 0.07 13.34 0.02 0.000
43.27 1.98 132.32 1.29 170.68 35 2703 0.67 0.141 0.07 13.34 0.02 0.000
43.32 1.97 136.09 1.28 174.57 36 2741 0.67 0.136 0.07 13.34 0.02 0.000
43.42 1.96 140.34 1.27 178.74 37 2774 0.67 0.133 0.06 13.34 0.02 0.000
43.46 1.94 144.91 1.26 183.06 37 2799 0.67 0.130 0.06 13.34 0.02 0.000
43.53 1.93 147.30 1.26 185.17 38 2807 0.66 0.129 0.06 13.34 0.02 0.000
43.61 1.91 149.85 1.24 186.09 37 2758 0.66 0.135 0.06 13.34 0.02 0.000
43.64 1.86 153.00 1.21 185.26 37 2630 0.66 0.151 0.07 13.34 0.02 0.000
43.72 1.84 154.80 1.19 184.56 36 2570 0.66 0.160 0.08 13.34 0.02 0.000
43.81 1.84 154.82 1.19 184.49 36 2571 0.66 0.161 0.08 13.34 0.02 0.000
43.86 1.87 152.83 1.21 185.55 37 2653 0.66 0.149 0.07 13.34 0.02 0.000
43.91 1.88 151.23 1.22 184.59 37 2664 0.66 0.147 0.07 13.34 0.02 0.000
43.97 1.89 148.76 1.23 182.56 36 2661 0.66 0.148 0.07 13.34 0.02 0.000
44.05 1.88 148.00 1.23 181.55 36 2647 0.66 0.150 0.07 13.34 0.02 0.000
44.10 1.88 147.79 1.22 180.50 36 2614 0.66 0.155 0.08 13.34 0.02 0.000
44.16 1.86 149.52 1.21 180.62 36 2574 0.66 0.161 0.08 13.34 0.02 0.000
44.23 1.85 150.40 1.20 180.08 35 2539 0.66 0.167 0.08 13.34 0.02 0.000
44.31 1.84 151.23 1.19 180.24 35 2530 0.66 0.169 0.09 13.34 0.02 0.000
44.39 1.84 152.15 1.19 181.29 36 2547 0.66 0.166 0.08 13.34 0.02 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 17 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2492 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
44.45 1.84 153.03 1.19 182.51 36 2569 0.66 0.162 0.08 13.34 0.02 0.000
44.49 1.83 155.51 1.19 184.73 36 2590 0.66 0.159 0.08 13.34 0.02 0.000
44.58 1.83 157.79 1.18 186.60 36 2607 0.66 0.157 0.08 13.34 0.02 0.000
44.65 1.83 160.03 1.18 188.83 37 2635 0.66 0.153 0.07 13.34 0.02 0.000
44.69 1.83 161.15 1.18 190.50 37 2664 0.66 0.149 0.07 13.34 0.02 0.000
44.78 1.83 162.45 1.18 192.21 38 2694 0.66 0.145 0.07 13.34 0.02 0.000
44.84 1.83 164.43 1.18 193.91 38 2711 0.66 0.143 0.07 13.34 0.02 0.000
44.90 1.82 165.57 1.17 194.37 38 2708 0.66 0.143 0.07 13.34 0.02 0.000
45.02 1.82 165.06 1.17 193.62 38 2701 0.66 0.144 0.07 13.34 0.02 0.000
45.04 1.82 163.38 1.18 192.28 37 2690 0.66 0.146 0.07 13.34 0.02 0.000
45.09 1.83 161.37 1.18 190.99 37 2689 0.66 0.146 0.07 13.34 0.02 0.000
45.16 1.83 160.03 1.19 190.04 37 2687 0.66 0.147 0.07 13.34 0.02 0.000
45.23 1.83 160.80 1.18 190.42 37 2687 0.66 0.147 0.07 13.34 0.02 0.000
45.38 1.82 162.51 1.18 191.31 37 2690 0.66 0.147 0.07 13.34 0.02 0.000
45.43 1.82 164.64 1.17 192.52 37 2693 0.66 0.146 0.07 13.34 0.02 0.000
45.47 1.81 165.53 1.17 193.09 37 2697 0.66 0.146 0.07 13.34 0.01 0.000
45.53 1.81 166.61 1.16 193.77 38 2702 0.66 0.145 0.07 13.34 0.01 0.000
45.58 1.81 167.57 1.16 194.37 38 2707 0.65 0.145 0.07 13.34 0.01 0.000
45.62 1.80 168.59 1.16 194.90 38 2710 0.65 0.144 0.07 13.34 0.01 0.000
45.69 1.80 169.45 1.15 195.32 38 2714 0.65 0.144 0.07 13.34 0.01 0.000
45.76 1.80 170.21 1.15 195.71 38 2718 0.65 0.144 0.07 13.34 0.01 0.000
45.83 1.80 170.19 1.15 195.77 38 2721 0.65 0.143 0.07 13.34 0.01 0.000
45.87 1.80 169.50 1.15 195.41 38 2722 0.65 0.143 0.07 13.34 0.01 0.000
45.93 1.80 170.17 1.15 196.29 38 2737 0.65 0.141 0.07 13.34 0.01 0.000
46.05 1.80 171.66 1.15 197.59 38 2756 0.65 0.139 0.06 13.34 0.01 0.000
46.07 1.79 174.35 1.15 199.76 39 2780 0.65 0.137 0.06 13.34 0.01 0.000
46.16 1.79 175.54 1.14 200.61 39 2791 0.65 0.135 0.06 13.34 0.01 0.000
46.21 1.79 176.25 1.14 201.00 39 2795 0.65 0.135 0.06 13.34 0.01 0.000
46.30 1.79 175.89 1.14 200.53 39 2792 0.65 0.136 0.06 13.34 0.01 0.000
46.34 1.79 175.08 1.14 199.55 38 2779 0.65 0.137 0.06 13.34 0.01 0.000
46.41 1.79 174.21 1.14 198.47 38 2766 0.65 0.139 0.06 13.34 0.01 0.000
46.46 1.79 172.62 1.14 196.14 38 2732 0.65 0.143 0.07 13.34 0.01 0.000
46.59 1.79 170.38 1.14 193.66 37 2702 0.65 0.147 0.07 13.34 0.01 0.000
46.60 1.79 167.58 1.14 191.28 37 2675 0.65 0.151 0.07 13.34 0.01 0.000
46.66 1.79 164.95 1.14 188.25 36 2634 0.65 0.156 0.08 13.34 0.02 0.000
46.74 1.78 162.86 1.12 182.84 35 2545 0.65 0.171 0.09 13.34 0.02 0.000
46.79 1.76 160.28 1.10 176.72 34 2451 0.65 0.188 0.10 13.34 0.02 0.000
46.89 1.76 156.60 1.10 172.22 33 2391 0.65 0.202 0.11 13.34 0.02 0.000
46.94 1.77 152.06 1.12 170.48 33 2378 0.65 0.205 0.11 13.34 0.02 0.000
46.98 1.81 141.25 1.17 164.87 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.05 1.85 131.08 1.20 157.48 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.15 1.89 120.79 1.23 148.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.19 1.93 112.73 1.26 141.88 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.28 2.02 98.02 1.32 129.51 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.34 2.10 81.51 1.42 116.14 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.38 2.17 63.95 1.54 98.79 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.47 2.23 48.02 1.71 81.94 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.53 2.33 33.89 2.06 69.84 0 0 0.64 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 18 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2493 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
47.58 2.53 23.14 3.19 73.87 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.67 2.67 17.25 4.42 76.16 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.72 2.85 12.09 6.52 78.84 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.77 3.00 8.86 8.73 77.38 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.87 3.06 7.89 9.90 78.14 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.92 3.06 7.86 9.83 77.29 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.97 3.05 7.84 9.64 75.56 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.06 3.04 7.84 9.46 74.17 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.12 3.03 7.85 9.37 73.58 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.17 3.03 8.02 9.27 74.34 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.23 3.02 8.18 9.21 75.26 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.31 3.02 8.34 9.07 75.59 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.41 3.01 8.46 8.93 75.50 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.45 2.97 9.03 8.28 74.74 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.51 2.87 11.25 6.82 76.70 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.56 2.81 12.63 6.02 75.98 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.63 2.80 13.33 5.89 78.49 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.70 2.81 13.65 5.99 81.81 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.78 2.86 14.27 6.60 94.12 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.99 2.87 15.65 6.74 105.49 0 0 0.64 0.000 0.00 0.00 0.00 0.000
49.05 2.84 18.15 6.33 114.82 0 0 0.64 0.000 0.00 0.00 0.00 0.000
49.06 2.78 21.18 5.57 117.87 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.10 2.71 24.65 4.81 118.49 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.15 2.65 28.08 4.25 119.22 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.18 2.60 31.90 3.73 118.90 32 1884 0.63 0.424 0.24 13.34 0.04 0.000
49.25 2.56 35.00 3.40 118.87 31 1941 0.63 0.383 0.22 13.34 0.03 0.000
49.29 2.54 36.88 3.25 120.02 32 1987 0.63 0.354 0.20 13.34 0.03 0.000
49.38 2.57 35.30 3.50 123.40 33 2001 0.63 0.346 0.19 13.34 0.03 0.000
49.44 2.62 32.25 3.96 127.68 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.48 2.70 28.03 4.68 131.22 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.55 2.77 24.20 5.45 131.80 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.63 2.84 20.47 6.37 130.45 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.68 2.98 14.24 8.39 119.39 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.78 3.06 11.40 9.84 112.22 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.83 3.15 9.08 11.69 106.17 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.87 3.11 9.66 10.87 104.98 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.98 3.02 11.55 9.09 104.94 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.02 2.71 21.98 4.77 104.92 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.17 2.51 32.59 3.05 99.44 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.21 2.47 32.76 2.77 90.72 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.27 2.42 36.58 2.49 91.02 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.34 2.41 38.94 2.41 93.89 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.42 2.40 40.82 2.38 97.12 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.47 2.39 43.10 2.31 99.54 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.55 2.36 46.16 2.18 100.41 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.61 2.33 49.45 2.04 100.99 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.66 2.30 53.33 1.91 101.83 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.76 2.26 57.05 1.80 102.75 0 0 0.62 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 19 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2494 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
50.80 2.24 60.74 1.71 103.82 0 0 0.62 0.000 0.00 0.00 0.00 0.000
50.86 2.21 63.81 1.64 104.36 0 0 0.62 0.000 0.00 0.00 0.00 0.000
50.93 2.18 66.77 1.57 104.93 0 0 0.62 0.000 0.00 0.00 0.00 0.000
50.99 2.16 69.69 1.52 105.68 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.06 2.14 71.97 1.49 107.02 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.14 2.13 74.21 1.47 108.89 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.20 2.12 76.42 1.46 111.41 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.26 2.12 79.45 1.44 114.65 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.34 2.11 82.47 1.43 117.85 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.39 2.10 85.44 1.41 120.81 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.46 2.09 87.73 1.40 123.05 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.54 2.08 89.32 1.40 124.75 0 0 0.62 0.000 0.00 0.00 0.00 0.000
51.58 2.09 89.99 1.40 125.83 27 3662 0.62 0.080 0.06 13.34 0.01 0.000
51.65 2.09 89.77 1.41 126.29 27 3688 0.62 0.079 0.05 13.34 0.01 0.000
51.73 2.10 89.37 1.42 126.59 27 3709 0.62 0.078 0.05 13.34 0.01 0.000
51.78 2.10 89.47 1.42 127.15 28 3732 0.62 0.077 0.05 13.34 0.01 0.000
51.85 2.10 90.24 1.42 127.85 28 3756 0.62 0.077 0.05 13.34 0.01 0.000
51.90 2.09 91.63 1.41 129.07 28 3790 0.62 0.075 0.05 13.34 0.01 0.000
51.97 2.08 94.46 1.39 131.65 28 3860 0.62 0.073 0.05 13.34 0.01 0.000
52.06 2.07 98.01 1.38 135.20 29 3956 0.62 0.070 0.05 13.34 0.01 0.000
52.12 2.05 102.73 1.36 139.59 30 4061 0.62 0.067 0.04 13.34 0.00 0.000
52.18 2.04 107.24 1.34 144.05 30 4167 0.62 0.064 0.04 13.34 0.00 0.000
52.26 2.03 111.44 1.33 148.30 31 4270 0.62 0.062 0.04 13.34 0.00 0.000
52.31 2.02 114.90 1.32 152.23 32 4372 0.62 0.060 0.03 13.34 0.00 0.000
52.37 2.02 118.63 1.32 156.63 33 4491 0.62 0.057 0.03 13.34 0.00 0.000
52.47 2.01 121.64 1.32 160.43 34 4605 0.61 0.055 0.03 13.34 0.00 0.000
52.52 2.01 124.51 1.32 164.19 34 4717 0.61 0.053 0.03 13.34 0.00 0.000
52.57 2.02 125.91 1.32 166.44 35 4797 0.61 0.052 0.03 13.34 0.00 0.000
52.63 2.02 126.77 1.32 167.92 35 4854 0.61 0.051 0.03 13.34 0.00 0.000
52.71 2.02 126.96 1.33 168.49 35 4886 0.61 0.050 0.03 13.34 0.00 0.000
52.76 2.03 126.29 1.33 168.00 35 4886 0.61 0.050 0.03 13.34 0.00 0.000
52.86 2.03 124.38 1.34 166.32 35 4865 0.61 0.051 0.03 13.34 0.00 0.000
52.96 2.04 122.12 1.35 164.40 35 4841 0.61 0.051 0.03 13.34 0.00 0.000
52.97 2.05 120.44 1.35 162.86 35 4809 0.61 0.052 0.03 13.34 0.00 0.000
53.04 2.05 119.84 1.35 162.26 34 4802 0.61 0.052 0.03 13.34 0.00 0.000
53.09 2.05 119.39 1.36 161.80 34 4796 0.61 0.052 0.03 13.34 0.00 0.000
53.18 2.05 119.73 1.35 162.12 34 4812 0.61 0.052 0.03 13.34 0.00 0.000
53.23 2.04 121.41 1.35 163.66 35 4850 0.61 0.051 0.03 13.34 0.00 0.000
53.28 2.03 124.72 1.34 166.82 35 4924 0.61 0.050 0.03 13.34 0.00 0.000
53.37 2.03 127.58 1.33 169.76 36 5001 0.61 0.049 0.02 13.34 0.00 0.000
53.43 2.02 130.09 1.33 172.43 36 5070 0.61 0.048 0.02 13.34 0.00 0.000
53.49 2.00 131.27 1.31 171.49 36 4983 0.61 0.049 0.02 13.34 0.00 0.000
53.55 1.93 133.18 1.26 167.57 34 4651 0.61 0.054 0.03 13.34 0.00 0.000
53.62 1.86 133.67 1.21 161.85 32 4282 0.61 0.062 0.04 13.34 0.00 0.000
53.68 1.81 135.70 1.17 158.45 31 4089 0.61 0.067 0.04 13.34 0.00 0.000
53.76 1.82 137.08 1.18 161.42 31 4190 0.61 0.064 0.04 13.34 0.00 0.000
53.81 1.83 140.22 1.18 165.80 32 4319 0.61 0.061 0.03 13.34 0.00 0.000
53.87 1.84 141.57 1.19 168.90 33 4433 0.61 0.059 0.03 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 20 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2495 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
53.94 1.85 144.53 1.20 173.80 34 4598 0.61 0.056 0.03 13.34 0.00 0.000
54.02 1.88 147.36 1.22 179.88 36 4840 0.61 0.051 0.03 13.34 0.00 0.000
54.09 1.90 151.42 1.24 187.28 38 5132 0.61 0.047 0.02 13.34 0.00 0.000
54.16 1.92 154.09 1.25 192.92 39 5384 0.61 0.044 0.02 13.34 0.00 0.000
54.21 1.93 156.80 1.26 197.44 40 5560 0.60 0.042 0.02 13.34 0.00 0.000
54.28 1.94 158.75 1.26 200.62 41 5687 0.60 0.041 0.02 13.34 0.00 0.000
54.35 1.95 160.08 1.27 202.94 41 5786 0.60 0.040 0.02 13.34 0.00 0.000
54.40 1.96 159.95 1.28 204.08 42 5875 0.60 0.039 0.02 13.34 0.00 0.000
54.49 1.97 158.62 1.29 203.90 42 5937 0.60 0.039 0.02 13.34 0.00 0.000
54.54 1.99 156.31 1.30 202.68 42 5968 0.60 0.038 0.02 13.34 0.00 0.000
54.60 2.00 152.74 1.31 199.38 41 5920 0.60 0.039 0.02 13.34 0.00 0.000
54.68 2.01 148.70 1.31 195.21 41 5838 0.60 0.039 0.02 13.34 0.00 0.000
54.73 2.02 144.53 1.32 190.95 40 5749 0.60 0.040 0.02 13.34 0.00 0.000
54.79 2.04 138.46 1.34 186.00 39 5676 0.60 0.041 0.02 13.34 0.00 0.000
54.87 2.06 132.53 1.37 181.81 39 5621 0.60 0.042 0.02 13.34 0.00 0.000
54.94 2.09 126.40 1.41 178.25 38 5572 0.60 0.042 0.02 13.34 0.00 0.000
54.99 2.12 122.43 1.44 176.86 39 5560 0.60 0.042 0.02 13.34 0.00 0.000
55.09 2.14 118.85 1.48 176.28 39 5563 0.60 0.042 0.02 13.34 0.00 0.000
55.14 2.16 115.53 1.53 176.50 39 5572 0.60 0.042 0.02 13.34 0.00 0.000
55.21 2.18 112.86 1.56 176.45 39 5567 0.60 0.042 0.02 13.34 0.00 0.000
55.26 2.20 109.80 1.60 175.91 40 5536 0.60 0.043 0.02 13.34 0.00 0.000
55.33 2.20 107.29 1.63 174.52 39 5485 0.60 0.043 0.02 13.34 0.00 0.000
55.40 2.21 104.93 1.65 172.63 39 5421 0.60 0.044 0.02 13.34 0.00 0.000
55.48 2.22 103.01 1.66 170.82 39 5363 0.60 0.045 0.02 13.34 0.00 0.000
55.53 2.22 101.91 1.66 169.54 39 5325 0.60 0.045 0.02 13.34 0.00 0.000
55.58 2.22 101.02 1.67 168.48 38 5294 0.60 0.046 0.02 13.34 0.00 0.000
55.67 2.22 100.09 1.67 167.49 38 5268 0.60 0.046 0.02 13.34 0.00 0.000
55.72 2.23 98.74 1.69 166.58 38 5234 0.60 0.046 0.02 13.34 0.00 0.000
55.78 2.23 97.19 1.70 165.48 38 5194 0.60 0.047 0.02 13.34 0.00 0.000
55.87 2.24 95.60 1.72 164.45 38 5158 0.60 0.047 0.02 13.34 0.00 0.000
55.91 2.24 94.11 1.74 163.40 38 5116 0.60 0.048 0.02 13.34 0.00 0.000
56.01 2.25 92.91 1.75 162.51 37 5088 0.59 0.048 0.02 13.34 0.00 0.000
56.06 2.25 91.93 1.76 161.47 37 5054 0.59 0.049 0.02 13.34 0.00 0.000
56.11 2.25 91.47 1.75 160.12 37 5021 0.59 0.049 0.02 13.34 0.00 0.000
56.19 2.25 91.15 1.74 158.49 36 4987 0.59 0.050 0.02 13.34 0.00 0.000
56.24 2.24 90.80 1.73 156.62 36 4943 0.59 0.051 0.03 13.34 0.00 0.000
56.31 2.24 90.11 1.72 154.90 36 4900 0.59 0.051 0.03 13.34 0.00 0.000
56.41 2.24 88.99 1.71 152.58 35 4839 0.59 0.052 0.03 13.34 0.00 0.000
56.45 2.23 87.77 1.70 149.51 34 4754 0.59 0.054 0.03 13.34 0.00 0.000
56.51 2.23 86.48 1.70 147.13 34 4685 0.59 0.055 0.03 13.34 0.00 0.000
56.58 2.23 85.37 1.71 145.71 33 4642 0.59 0.056 0.03 13.34 0.00 0.000
56.65 2.24 84.55 1.72 145.48 33 4631 0.59 0.056 0.03 13.34 0.00 0.000
56.70 2.23 85.05 1.70 144.86 33 4628 0.59 0.056 0.03 13.34 0.00 0.000
56.78 2.23 84.82 1.70 144.44 33 4622 0.59 0.056 0.03 13.34 0.00 0.000
56.85 2.23 84.83 1.70 144.43 33 4628 0.59 0.056 0.03 13.34 0.00 0.000
56.89 2.23 84.98 1.70 144.54 33 4636 0.59 0.056 0.03 13.34 0.00 0.000
56.97 2.22 86.09 1.68 144.35 33 4653 0.59 0.056 0.03 13.34 0.00 0.000
57.03 2.21 87.47 1.65 144.05 33 4668 0.59 0.055 0.03 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 21 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2496 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
57.09 2.20 88.57 1.63 143.97 33 4683 0.59 0.055 0.03 13.34 0.00 0.000
57.20 2.20 89.73 1.61 144.10 32 4706 0.59 0.055 0.03 13.34 0.00 0.000
57.23 2.19 91.03 1.59 144.72 32 4737 0.59 0.054 0.03 13.34 0.00 0.000
57.29 2.19 92.02 1.58 145.32 33 4767 0.59 0.054 0.03 13.34 0.00 0.000
57.38 2.18 92.85 1.57 145.77 33 4794 0.59 0.053 0.03 13.34 0.00 0.000
57.42 2.18 93.63 1.56 145.91 33 4806 0.59 0.053 0.03 13.34 0.00 0.000
57.48 2.17 94.38 1.55 146.23 33 4825 0.59 0.053 0.03 13.34 0.00 0.000
57.59 2.17 95.04 1.54 146.63 33 4850 0.59 0.052 0.03 13.34 0.00 0.000
57.63 2.16 96.06 1.53 147.22 33 4876 0.59 0.052 0.03 13.34 0.00 0.000
57.68 2.15 97.43 1.51 147.19 33 4883 0.59 0.052 0.03 13.34 0.00 0.000
57.75 2.14 98.80 1.49 146.73 32 4875 0.59 0.052 0.03 13.34 0.00 0.000
57.83 2.13 99.64 1.47 146.11 32 4859 0.58 0.052 0.03 13.34 0.00 0.000
57.88 2.13 99.63 1.46 145.62 32 4846 0.58 0.053 0.03 13.34 0.00 0.000
57.96 2.13 99.19 1.46 145.22 32 4840 0.58 0.053 0.03 13.34 0.00 0.000
58.02 2.13 98.62 1.47 144.66 32 4828 0.58 0.053 0.03 13.34 0.00 0.000
58.08 2.13 98.40 1.46 144.00 32 4810 0.58 0.053 0.03 13.34 0.00 0.000
58.16 2.13 97.90 1.46 143.24 31 4792 0.58 0.053 0.03 13.34 0.00 0.000
58.22 2.12 98.03 1.46 142.85 31 4783 0.58 0.054 0.03 13.34 0.00 0.000
58.27 2.12 98.06 1.45 142.51 31 4775 0.58 0.054 0.03 13.34 0.00 0.000
58.36 2.12 98.42 1.44 142.05 31 4763 0.58 0.054 0.03 13.34 0.00 0.000
58.42 2.11 98.43 1.44 141.28 31 4739 0.58 0.054 0.03 13.34 0.00 0.000
58.47 2.11 98.30 1.43 140.37 30 4709 0.58 0.055 0.03 13.34 0.00 0.000
58.56 2.10 98.41 1.42 139.82 30 4693 0.58 0.055 0.03 13.34 0.00 0.000
58.60 2.09 99.97 1.40 140.39 30 4702 0.58 0.055 0.03 13.34 0.00 0.000
58.71 2.08 102.19 1.39 141.58 30 4731 0.58 0.055 0.03 13.34 0.00 0.000
58.76 2.06 104.83 1.37 143.22 31 4762 0.58 0.054 0.03 13.34 0.00 0.000
58.80 2.05 106.62 1.36 144.67 31 4796 0.58 0.054 0.03 13.34 0.00 0.000
58.89 2.05 107.62 1.36 145.87 31 4841 0.58 0.053 0.03 13.34 0.00 0.000
58.96 2.05 108.41 1.36 147.19 31 4896 0.58 0.052 0.03 13.34 0.00 0.000
59.00 2.06 108.27 1.37 148.09 32 4949 0.58 0.051 0.03 13.34 0.00 0.000
59.06 2.07 107.83 1.38 149.25 32 5018 0.58 0.050 0.03 13.34 0.00 0.000
59.16 2.09 107.34 1.40 150.53 32 5092 0.58 0.049 0.03 13.34 0.00 0.000
59.19 2.10 107.54 1.42 152.45 33 5175 0.58 0.048 0.03 13.34 0.00 0.000
59.25 2.12 107.26 1.44 154.69 34 5273 0.58 0.047 0.03 13.34 0.00 0.000
59.35 2.13 106.25 1.47 156.70 34 5362 0.58 0.046 0.02 13.34 0.00 0.000
59.40 2.15 105.17 1.51 158.42 35 5426 0.58 0.045 0.02 13.34 0.00 0.000
59.45 2.16 104.34 1.52 158.69 35 5439 0.58 0.045 0.02 13.34 0.00 0.000
59.54 2.16 103.27 1.53 158.19 35 5428 0.58 0.045 0.02 13.34 0.00 0.000
59.59 2.17 101.62 1.55 157.06 35 5391 0.58 0.045 0.02 13.34 0.00 0.000
59.65 2.18 98.87 1.57 155.60 35 5336 0.58 0.046 0.02 13.34 0.00 0.000
59.73 2.20 95.69 1.61 154.52 35 5285 0.57 0.047 0.02 13.34 0.00 0.000
59.80 2.22 92.10 1.68 154.49 35 5249 0.57 0.047 0.02 13.34 0.00 0.000
59.85 2.24 89.96 1.72 155.02 36 5236 0.57 0.047 0.02 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 22 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2497 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
Total estimated settlement: 0.56
Abbreviations
Qtn:
Kc:
Qtn,cs:
Gmax:
CSR:
γ:
evol(15):
Nc:
ev:
Settle.:
Equivalent clean sand normalized cone resistance
Fines correction factor
Post-liquefaction volumentric strain
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 23 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2498 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
L I Q U E F A C T I O N A N A L Y S I S R E P O R T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-2
80.00 ft
80.00 ft
3 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
0 200 400 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Cone resistance SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot CRR plot
Recompacted Soil
CRR & CSR
0 0.2 0.4 0.6
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200 Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10 Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio Recompacted Soil
Rf (%)
0 2 4 6 8 10
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq 24 4.4.t
Packet Pg. 2499 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 Norm. cone resistance
Qtn
0 50 100 150 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Nom. pore pressure ratio SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot Norm. Soil Behaviour Type
Recompacted Soil
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Depth (ft) 60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay
Sand & silty sand Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 25 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
80.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
4.4.t
Packet Pg. 2500 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned This software is licensed to: Edward LaMont CPT name: CPT-2 CRR plot
Recompacted Soil
CRR & CSR
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot Liquefaction potential
Recompacted Soil
LPI
0 5 10 15 20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements
Recompacted Soil
Settlement (in)
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements
Recompacted Soil
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 26 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq Input parameters and analysis data F.S. color scheme LPI color scheme Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
80.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
4.4.t
Packet Pg. 2501 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands ::
Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
0.08 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.22 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.28 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.37 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.41 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.47 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.54 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.67 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.73 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.87 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.93 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.01 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.06 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.21 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.26 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.33 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.39 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.45 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.55 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.58 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.65 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.71 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.79 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.93 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.00 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.04 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.10 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.25 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.30 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.38 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.43 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.52 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.57 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.63 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.70 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.77 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.94 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.97 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.03 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.11 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.16 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 27 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2502 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
3.24 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.31 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.36 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.43 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.48 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.55 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.63 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.69 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.74 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.89 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.95 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
4.02 2.19 36.61 1.59 58.26 13 329 0.67 22.233 36.99 13.34 4.66 0.040
4.09 2.00 57.83 1.31 75.57 16 408 0.67 3.927 5.24 13.34 4.63 0.041
4.14 1.92 64.23 1.25 80.49 16 412 0.67 3.778 4.84 13.34 4.27 0.024
4.23 1.90 69.01 1.23 85.20 17 427 0.67 3.097 3.75 13.34 3.30 0.036
4.27 1.90 70.36 1.24 86.96 17 436 0.67 2.733 3.23 13.34 2.84 0.015
4.34 1.90 71.06 1.24 87.86 18 441 0.67 2.661 3.10 13.34 2.73 0.023
4.40 1.89 72.37 1.23 89.19 18 446 0.67 2.568 2.95 13.34 2.59 0.018
4.47 1.86 77.21 1.21 93.48 18 458 0.67 2.235 2.46 13.34 2.15 0.017
4.53 1.83 83.66 1.18 99.04 19 476 0.67 1.786 1.86 13.34 1.63 0.013
4.59 1.80 91.16 1.16 105.44 20 501 0.67 1.323 1.29 13.34 1.13 0.008
4.67 1.75 102.90 1.09 112.08 21 531 0.67 0.969 0.90 13.34 0.78 0.008
4.74 1.69 118.87 1.00 118.87 22 566 0.67 0.686 0.61 13.34 0.53 0.004
4.83 1.63 134.64 1.00 134.64 25 596 0.67 0.537 0.42 13.34 0.37 0.004
4.87 1.60 146.84 1.00 146.84 26 624 0.67 0.429 0.31 13.34 0.27 0.001
4.93 1.60 153.54 1.00 153.54 28 653 0.67 0.350 0.24 13.34 0.21 0.001
5.02 1.61 158.42 1.00 158.42 29 678 0.67 0.303 0.20 13.34 0.17 0.002
5.07 1.61 162.70 1.00 162.70 29 701 0.67 0.265 0.17 13.34 0.14 0.001
5.13 1.61 166.38 1.00 166.38 30 715 0.67 0.249 0.15 13.34 0.13 0.001
5.21 1.61 169.59 1.00 169.59 31 727 0.67 0.239 0.14 13.34 0.12 0.001
5.27 1.61 169.84 1.00 169.84 31 735 0.67 0.234 0.14 13.34 0.12 0.001
5.33 1.63 167.67 1.00 167.67 31 737 0.67 0.237 0.14 13.34 0.12 0.001
5.39 1.64 164.34 1.00 164.34 30 734 0.67 0.248 0.15 13.34 0.13 0.001
5.46 1.65 160.85 1.00 160.85 29 726 0.67 0.270 0.17 13.34 0.15 0.001
5.52 1.66 155.65 1.00 155.65 29 710 0.67 0.308 0.20 13.34 0.17 0.001
5.62 1.67 149.54 1.00 149.54 28 694 0.67 0.360 0.24 13.34 0.21 0.002
5.66 1.69 143.34 1.00 143.34 27 680 0.67 0.410 0.29 13.34 0.25 0.001
5.71 1.70 138.80 1.00 138.80 26 670 0.67 0.454 0.33 13.34 0.29 0.002
5.79 1.71 134.15 1.02 136.67 26 659 0.67 0.511 0.38 13.34 0.32 0.003
5.86 1.73 130.81 1.04 136.21 26 652 0.67 0.562 0.42 13.34 0.36 0.003
5.91 1.74 128.80 1.06 136.42 26 650 0.67 0.586 0.43 13.34 0.37 0.002
5.98 1.74 128.44 1.07 137.15 26 652 0.67 0.595 0.44 13.34 0.37 0.003
6.05 1.75 126.46 1.09 137.73 26 652 0.67 0.612 0.44 13.34 0.38 0.003
6.11 1.77 122.47 1.12 136.88 26 647 0.67 0.660 0.48 13.34 0.41 0.003
6.20 1.79 117.83 1.14 134.72 26 638 0.67 0.740 0.54 13.34 0.46 0.005
6.24 1.81 112.64 1.17 131.61 26 628 0.67 0.827 0.62 13.34 0.52 0.002
6.30 1.84 108.05 1.19 128.61 25 620 0.66 0.917 0.69 13.34 0.59 0.005 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 28 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2503 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
6.40 1.86 103.76 1.21 125.50 25 614 0.66 1.020 0.79 13.34 0.67 0.008
6.44 1.87 102.04 1.22 124.13 25 611 0.66 1.071 0.83 13.34 0.71 0.003
6.50 1.87 101.48 1.22 123.59 25 609 0.66 1.123 0.88 13.34 0.74 0.006
6.59 1.87 101.57 1.22 123.58 25 608 0.66 1.176 0.92 13.34 0.78 0.008
6.64 1.87 101.71 1.22 123.60 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.72 1.87 100.90 1.22 122.82 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.78 1.88 98.17 1.23 120.39 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.83 1.91 92.32 1.25 115.02 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.90 1.95 84.95 1.27 108.13 0 0 0.66 0.000 0.00 0.00 0.00 0.000
6.96 2.01 76.43 1.32 100.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.04 2.08 68.67 1.39 95.11 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.09 2.14 62.61 1.49 93.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.17 2.20 58.62 1.61 94.64 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.22 2.25 56.40 1.76 99.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.32 2.31 54.23 1.96 106.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.37 2.37 52.41 2.24 117.51 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.42 2.42 50.97 2.51 127.72 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.49 2.45 50.05 2.66 133.16 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.57 2.46 49.64 2.70 134.22 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.61 2.48 48.26 2.87 138.73 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.71 2.52 47.04 3.11 146.46 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.76 2.55 46.33 3.34 154.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.81 2.58 44.86 3.56 159.92 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.88 2.57 46.08 3.47 159.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000
7.95 2.55 47.40 3.35 158.56 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.04 2.51 50.83 3.03 154.21 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.08 2.49 52.28 2.93 153.28 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.14 2.47 54.39 2.80 152.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.23 2.45 56.89 2.65 150.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.28 2.43 59.76 2.52 150.81 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.38 2.41 62.07 2.45 152.17 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.42 2.41 63.78 2.42 154.65 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.47 2.41 65.08 2.41 156.75 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.54 2.40 66.33 2.40 158.90 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.63 2.40 67.81 2.36 160.28 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.67 2.39 69.42 2.31 160.46 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.75 2.38 70.64 2.27 160.63 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.82 2.38 71.71 2.25 161.48 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.86 2.39 71.47 2.30 164.30 0 0 0.66 0.000 0.00 0.00 0.00 0.000
8.93 2.40 70.53 2.40 168.97 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.01 2.42 69.36 2.51 173.82 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.06 2.44 68.98 2.60 179.54 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.13 2.46 68.90 2.70 185.79 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.21 2.46 69.54 2.74 190.35 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.26 2.46 70.95 2.73 193.88 49 937 0.66 0.304 0.10 13.34 0.08 0.001
9.35 2.46 72.19 2.70 194.87 49 955 0.66 0.286 0.10 13.34 0.08 0.001
9.40 2.45 73.31 2.68 196.48 50 971 0.66 0.270 0.09 13.34 0.07 0.000
9.46 2.45 73.57 2.68 197.06 50 979 0.66 0.265 0.09 13.34 0.07 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 29 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2504 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
9.56 2.45 73.49 2.66 195.32 49 982 0.66 0.268 0.09 13.34 0.07 0.001
9.61 2.45 73.10 2.64 192.74 48 977 0.66 0.278 0.10 13.34 0.08 0.000
9.65 2.44 71.98 2.61 188.10 47 962 0.66 0.302 0.11 13.34 0.09 0.000
9.75 2.44 70.36 2.61 183.46 46 946 0.66 0.332 0.12 13.34 0.10 0.001
9.80 2.45 68.77 2.63 180.57 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.85 2.44 68.24 2.61 178.45 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.92 2.43 68.69 2.56 175.61 0 0 0.66 0.000 0.00 0.00 0.00 0.000
9.99 2.42 69.88 2.46 172.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.04 2.41 71.19 2.40 170.93 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.15 2.40 71.53 2.40 171.43 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.19 2.39 73.19 2.34 171.56 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.24 2.35 78.43 2.12 166.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.33 2.30 84.45 1.91 161.13 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.38 2.24 90.65 1.72 156.19 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.44 2.20 94.54 1.60 151.50 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.53 2.15 97.80 1.50 146.73 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.58 2.14 93.39 1.49 138.75 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.63 2.05 94.09 1.36 127.68 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.72 1.96 93.69 1.27 119.43 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.77 1.82 100.02 1.17 117.07 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.86 1.80 100.53 1.15 115.69 22 714 0.66 2.075 1.82 13.34 1.41 0.016
10.92 1.78 101.75 1.13 115.14 22 712 0.66 2.147 1.90 13.34 1.47 0.010
10.97 1.78 102.29 1.13 115.73 22 718 0.66 2.075 1.83 13.34 1.41 0.009
11.04 1.78 104.01 1.13 117.21 22 729 0.66 1.910 1.66 13.34 1.28 0.010
11.10 1.77 108.07 1.12 120.91 23 755 0.66 1.571 1.32 13.34 1.02 0.007
11.19 1.76 114.02 1.09 124.77 24 785 0.66 1.274 1.04 13.34 0.80 0.009
11.24 1.74 119.74 1.07 127.83 24 811 0.66 1.066 0.85 13.34 0.65 0.004
11.29 1.72 124.13 1.03 128.36 24 826 0.66 0.974 0.78 13.34 0.60 0.004
11.36 1.71 127.30 1.01 127.95 24 837 0.66 0.922 0.74 13.34 0.57 0.004
11.43 1.70 129.33 1.00 129.33 24 845 0.66 0.893 0.71 13.34 0.54 0.005
11.50 1.70 129.22 1.00 129.22 24 846 0.66 0.902 0.72 13.34 0.55 0.004
11.55 1.70 127.33 1.00 127.33 24 841 0.66 0.943 0.77 13.34 0.58 0.004
11.64 1.72 124.46 1.02 127.38 24 837 0.66 0.989 0.80 13.34 0.61 0.007
11.69 1.74 121.11 1.07 129.39 24 838 0.66 0.992 0.78 13.34 0.59 0.003
11.76 1.77 117.70 1.11 131.08 25 844 0.66 0.969 0.74 13.34 0.56 0.005
11.81 1.80 114.57 1.15 131.89 25 852 0.66 0.933 0.70 13.34 0.53 0.003
11.88 1.83 112.54 1.18 132.73 26 866 0.66 0.866 0.64 13.34 0.48 0.004
11.96 1.85 111.75 1.20 134.26 26 889 0.66 0.769 0.55 13.34 0.42 0.004
12.03 1.87 111.80 1.22 136.24 27 915 0.66 0.670 0.47 13.34 0.35 0.003
12.08 1.89 112.61 1.23 138.60 28 943 0.66 0.583 0.39 13.34 0.30 0.002
12.15 1.91 113.43 1.24 140.71 28 969 0.66 0.517 0.34 13.34 0.26 0.002
12.22 1.92 113.92 1.25 142.35 29 993 0.66 0.469 0.30 13.34 0.23 0.002
12.27 1.93 114.14 1.26 143.59 29 1012 0.66 0.432 0.28 13.34 0.21 0.001
12.35 1.94 114.40 1.27 144.75 29 1031 0.66 0.403 0.25 13.34 0.19 0.002
12.42 1.94 116.28 1.27 147.23 30 1053 0.66 0.372 0.23 13.34 0.17 0.001
12.48 1.93 119.62 1.26 150.69 31 1074 0.66 0.344 0.21 13.34 0.15 0.001
12.55 1.92 124.20 1.25 154.89 31 1095 0.66 0.322 0.19 13.34 0.14 0.001
12.62 1.89 130.25 1.23 160.05 32 1116 0.66 0.301 0.17 13.34 0.13 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 30 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2505 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
12.71 1.86 135.72 1.21 164.23 32 1133 0.66 0.287 0.16 13.34 0.12 0.001
12.74 1.83 141.84 1.19 168.42 33 1148 0.66 0.274 0.15 13.34 0.11 0.000
12.80 1.81 146.95 1.17 171.21 33 1160 0.66 0.264 0.14 13.34 0.11 0.001
12.87 1.78 153.50 1.13 173.16 33 1171 0.66 0.257 0.14 13.34 0.10 0.001
12.96 1.75 159.97 1.08 172.72 33 1180 0.66 0.254 0.14 13.34 0.10 0.001
13.00 1.71 167.05 1.02 169.68 32 1187 0.66 0.251 0.14 13.34 0.11 0.001
13.07 1.68 174.17 1.00 174.17 32 1198 0.66 0.244 0.14 13.34 0.10 0.001
13.15 1.66 180.12 1.00 180.12 33 1211 0.65 0.237 0.13 13.34 0.10 0.001
13.20 1.64 185.52 1.00 185.52 34 1222 0.65 0.231 0.12 13.34 0.09 0.000
13.26 1.62 191.87 1.00 191.87 35 1233 0.65 0.225 0.12 13.34 0.09 0.001
13.35 1.60 197.88 1.00 197.88 36 1245 0.65 0.221 0.11 13.34 0.08 0.001
13.39 1.58 204.17 1.00 204.17 37 1257 0.65 0.215 0.10 13.34 0.08 0.000
13.47 1.58 206.28 1.00 206.28 37 1267 0.65 0.211 0.10 13.34 0.07 0.001
13.54 1.58 206.06 1.00 206.06 37 1276 0.65 0.208 0.10 13.34 0.07 0.001
13.59 1.60 201.22 1.00 201.22 36 1275 0.65 0.210 0.10 13.34 0.07 0.000
13.66 1.60 193.54 1.00 193.54 35 1229 0.65 0.244 0.13 13.34 0.09 0.001
13.74 1.55 186.17 1.00 186.17 33 1113 0.65 0.375 0.21 13.34 0.15 0.002
13.79 1.49 179.38 1.00 179.38 31 1003 0.65 0.613 0.36 13.34 0.26 0.001
13.89 1.47 173.24 1.00 173.24 30 940 0.65 0.871 0.54 13.34 0.39 0.005
13.92 1.52 166.21 1.00 166.21 29 967 0.65 0.756 0.48 13.34 0.35 0.001
13.99 1.59 154.43 1.00 154.43 28 980 0.65 0.714 0.48 13.34 0.35 0.003
14.08 1.70 135.52 1.00 135.52 25 984 0.65 0.713 0.54 13.34 0.39 0.004
14.13 1.82 115.84 1.18 136.43 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.18 1.97 97.60 1.28 124.99 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.25 2.09 83.12 1.41 117.27 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.33 2.23 69.08 1.68 116.12 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.37 2.34 57.48 2.10 120.51 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.47 2.44 49.42 2.57 126.96 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.53 2.54 42.04 3.26 137.10 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.57 2.65 35.61 4.21 150.08 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.67 2.76 30.42 5.33 162.06 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.72 2.82 27.39 6.12 167.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.77 2.82 26.62 6.17 164.15 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.83 2.82 25.80 6.12 157.78 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.91 2.82 25.02 6.10 152.56 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.96 2.83 23.80 6.28 149.55 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.06 2.86 22.30 6.66 148.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.10 2.89 20.78 7.06 146.77 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.17 2.91 19.83 7.31 144.86 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.26 2.91 19.49 7.31 142.53 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.30 2.89 20.06 7.01 140.68 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.36 2.85 21.53 6.44 138.64 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.43 2.80 23.23 5.88 136.58 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.49 2.77 24.71 5.49 135.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.55 2.76 25.33 5.41 136.98 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.63 2.77 25.49 5.47 139.36 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.69 2.78 25.38 5.62 142.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.75 2.79 25.30 5.72 144.76 0 0 0.65 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 31 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2506 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
15.83 2.79 25.23 5.77 145.68 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.88 2.79 25.45 5.68 144.56 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.96 2.77 26.06 5.46 142.38 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.03 2.73 27.48 5.07 139.43 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.09 2.69 29.38 4.65 136.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.15 2.65 31.92 4.19 133.63 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.23 2.62 33.88 3.89 131.79 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.28 2.60 35.29 3.73 131.69 36 846 0.65 2.520 1.26 13.34 0.87 0.005
16.34 2.60 35.39 3.79 134.24 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.41 2.63 34.80 3.98 138.61 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.47 2.66 33.26 4.34 144.29 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.54 2.67 30.96 4.41 136.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.63 2.64 28.88 4.16 120.04 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.67 2.59 28.28 3.68 104.10 28 686 0.65 11.747 7.83 13.34 3.59 0.015
16.74 2.57 29.68 3.48 103.29 28 700 0.65 10.142 6.92 13.34 3.58 0.032
16.82 2.56 31.90 3.43 109.54 29 750 0.65 6.243 3.98 13.34 2.70 0.027
16.87 2.58 32.49 3.61 117.46 32 787 0.65 4.506 2.61 13.34 1.77 0.009
16.94 2.60 33.56 3.74 125.56 34 831 0.65 3.189 1.69 13.34 1.14 0.009
17.01 2.61 34.70 3.84 133.33 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.07 2.51 41.84 3.08 128.90 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.16 2.39 52.20 2.31 120.37 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.20 2.23 68.28 1.69 115.13 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.26 2.09 85.55 1.41 120.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.35 1.99 102.95 1.30 133.41 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.41 1.92 116.89 1.25 145.93 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.46 1.86 131.15 1.21 158.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.54 1.82 144.04 1.18 169.64 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.61 1.79 157.41 1.14 179.40 35 1443 0.65 0.229 0.12 13.34 0.08 0.001
17.68 1.77 167.18 1.11 185.47 35 1492 0.65 0.205 0.10 13.34 0.07 0.001
17.73 1.75 175.71 1.09 190.73 36 1541 0.65 0.185 0.09 13.34 0.06 0.000
17.79 1.74 183.99 1.06 195.37 37 1589 0.65 0.168 0.08 13.34 0.05 0.000
17.87 1.73 191.39 1.04 199.70 38 1636 0.65 0.154 0.07 13.34 0.05 0.000
17.95 1.72 198.37 1.02 202.78 38 1677 0.65 0.144 0.07 13.34 0.04 0.000
17.99 1.70 206.19 1.00 206.19 39 1719 0.65 0.134 0.06 13.34 0.04 0.000
18.09 1.69 212.88 1.00 212.88 40 1755 0.65 0.128 0.06 13.34 0.04 0.000
18.12 1.68 221.00 1.00 221.00 41 1795 0.65 0.120 0.05 13.34 0.03 0.000
18.19 1.67 227.17 1.00 227.17 42 1831 0.65 0.114 0.05 13.34 0.03 0.000
18.25 1.67 232.47 1.00 232.47 43 1870 0.65 0.109 0.04 13.34 0.03 0.000
18.32 1.67 234.31 1.00 234.31 43 1898 0.65 0.105 0.04 13.34 0.03 0.000
18.39 1.68 233.33 1.00 233.33 43 1905 0.65 0.105 0.04 13.34 0.03 0.000
18.45 1.68 231.42 1.00 231.42 43 1902 0.65 0.106 0.04 13.34 0.03 0.000
18.53 1.68 229.57 1.00 229.57 43 1893 0.65 0.108 0.04 13.34 0.03 0.000
18.58 1.69 228.52 1.00 228.52 42 1902 0.65 0.107 0.04 13.34 0.03 0.000
18.64 1.70 226.75 1.00 226.75 42 1921 0.65 0.105 0.04 13.34 0.03 0.000
18.73 1.72 223.66 1.03 229.94 43 1945 0.66 0.103 0.04 13.34 0.03 0.000
18.78 1.74 220.92 1.06 234.07 44 1965 0.66 0.100 0.04 13.34 0.03 0.000
18.84 1.75 218.78 1.09 237.59 45 1988 0.66 0.098 0.04 13.34 0.02 0.000
18.92 1.77 217.42 1.11 241.10 46 2018 0.66 0.095 0.03 13.34 0.02 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 32 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2507 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
18.97 1.78 215.58 1.13 244.66 47 2055 0.66 0.091 0.03 13.34 0.02 0.000
19.05 1.80 213.63 1.15 246.71 48 2086 0.66 0.088 0.03 13.34 0.02 0.000
19.11 1.82 211.55 1.17 247.65 48 2111 0.66 0.086 0.03 13.34 0.02 0.000
19.17 1.83 208.49 1.18 247.05 48 2125 0.66 0.085 0.03 13.34 0.02 0.000
19.24 1.85 204.33 1.20 245.43 48 2139 0.66 0.085 0.03 13.34 0.02 0.000
19.32 1.87 199.48 1.22 242.91 48 2153 0.66 0.084 0.03 13.34 0.02 0.000
19.36 1.90 193.81 1.23 239.32 48 2162 0.66 0.083 0.03 13.34 0.02 0.000
19.42 1.92 187.61 1.25 234.74 47 2166 0.66 0.083 0.03 13.34 0.02 0.000
19.50 1.94 181.73 1.27 230.10 47 2166 0.66 0.084 0.03 13.34 0.02 0.000
19.56 1.94 178.58 1.27 226.05 46 2132 0.66 0.088 0.03 13.34 0.02 0.000
19.62 1.90 178.67 1.24 220.79 44 2014 0.66 0.102 0.04 13.34 0.02 0.000
19.70 1.85 180.60 1.20 216.65 43 1913 0.66 0.118 0.05 13.34 0.03 0.000
19.76 1.82 182.91 1.17 214.46 42 1866 0.66 0.127 0.05 13.34 0.03 0.000
19.82 1.84 183.92 1.19 219.54 43 1938 0.66 0.115 0.05 13.34 0.03 0.000
19.90 1.86 183.85 1.21 222.37 44 1992 0.66 0.107 0.04 13.34 0.03 0.000
19.95 1.89 179.93 1.23 221.04 44 2021 0.66 0.104 0.04 13.34 0.03 0.000
20.04 1.90 176.79 1.24 218.99 44 2031 0.66 0.103 0.04 13.34 0.03 0.000
20.10 1.92 173.50 1.25 216.75 44 2039 0.66 0.103 0.04 13.34 0.03 0.000
20.18 1.92 173.71 1.25 217.36 44 2055 0.66 0.102 0.04 13.34 0.02 0.000
20.22 1.93 172.31 1.26 216.41 44 2060 0.66 0.101 0.04 13.34 0.02 0.000
20.28 1.93 170.63 1.26 214.68 44 2053 0.66 0.103 0.04 13.34 0.03 0.000
20.34 1.93 168.91 1.26 212.80 43 2044 0.66 0.105 0.04 13.34 0.03 0.000
20.43 1.94 167.46 1.26 211.24 43 2038 0.66 0.106 0.04 13.34 0.03 0.000
20.48 1.94 166.42 1.26 210.22 43 2035 0.67 0.107 0.04 13.34 0.03 0.000
20.54 1.94 165.63 1.26 209.50 43 2037 0.67 0.107 0.04 13.34 0.03 0.000
20.60 1.94 165.40 1.27 209.44 43 2043 0.67 0.107 0.04 13.34 0.03 0.000
20.67 1.95 165.81 1.27 210.13 43 2057 0.67 0.106 0.04 13.34 0.03 0.000
20.74 1.95 166.58 1.27 211.33 43 2076 0.67 0.104 0.04 13.34 0.03 0.000
20.81 1.95 167.97 1.27 212.97 43 2095 0.67 0.102 0.04 13.34 0.02 0.000
20.87 1.94 170.13 1.27 215.24 44 2114 0.67 0.100 0.04 13.34 0.02 0.000
20.94 1.94 172.29 1.26 217.41 44 2132 0.67 0.099 0.04 13.34 0.02 0.000
21.00 1.94 174.06 1.26 219.36 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.06 1.94 174.79 1.26 220.45 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.16 1.94 174.73 1.26 220.74 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.21 1.94 174.22 1.27 220.43 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.26 1.94 172.73 1.27 218.78 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.36 1.95 170.71 1.27 216.46 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.40 1.95 168.23 1.27 213.70 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.46 1.96 163.44 1.28 208.71 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.55 1.98 156.41 1.29 201.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.60 2.01 145.60 1.31 190.99 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.67 2.04 133.86 1.34 179.94 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.74 2.08 121.38 1.39 169.17 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.80 2.14 106.66 1.49 159.37 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.88 2.22 92.36 1.66 153.10 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.94 2.30 78.29 1.93 150.82 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.99 2.37 68.30 2.21 150.98 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.07 2.43 60.47 2.53 152.76 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 33 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2508 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
22.12 2.48 54.55 2.86 155.81 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.19 2.54 48.99 3.27 160.23 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.27 2.62 42.65 3.89 165.71 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.34 2.70 36.17 4.70 170.07 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.38 2.78 30.19 5.67 171.10 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.48 2.85 25.87 6.52 168.81 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.52 2.89 23.38 7.01 163.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.58 2.82 23.95 6.15 147.21 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.67 2.73 24.97 4.98 124.33 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.72 2.63 25.57 4.05 103.52 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.77 2.67 23.03 4.42 101.85 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.88 2.78 19.55 5.63 110.13 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.90 2.93 15.80 7.61 120.16 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.98 2.98 14.85 8.39 124.51 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.06 2.93 16.85 7.64 128.67 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.10 2.80 22.06 5.89 129.89 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.18 2.67 29.57 4.42 130.81 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.24 2.56 37.97 3.43 130.13 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.30 2.47 44.82 2.81 125.92 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.36 2.44 47.12 2.60 122.65 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.45 2.45 45.91 2.66 122.26 31 1222 0.68 0.936 0.56 13.34 0.32 0.003
23.49 2.48 43.55 2.86 124.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.58 2.43 47.32 2.55 120.55 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.64 2.31 58.09 1.96 113.71 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.69 2.17 73.33 1.55 113.44 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.76 2.08 86.31 1.39 119.59 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.82 2.01 95.83 1.32 126.05 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.89 1.95 104.53 1.27 132.88 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.97 1.90 112.34 1.24 139.20 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.02 1.87 119.15 1.21 144.46 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.08 1.84 124.31 1.19 148.20 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.18 1.82 127.99 1.18 150.42 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.22 1.81 131.07 1.16 152.47 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.28 1.80 133.27 1.16 153.93 0 0 0.68 0.000 0.00 0.00 0.00 0.000
24.38 1.79 135.71 1.15 155.60 30 1514 0.68 0.394 0.24 13.34 0.13 0.002
24.43 1.79 139.23 1.14 158.09 30 1535 0.68 0.374 0.23 13.34 0.13 0.001
24.48 1.77 145.34 1.12 162.55 31 1576 0.68 0.339 0.20 13.34 0.11 0.001
24.57 1.76 151.87 1.10 167.68 32 1628 0.68 0.303 0.17 13.34 0.10 0.001
24.63 1.75 158.88 1.09 173.21 33 1685 0.68 0.269 0.15 13.34 0.08 0.001
24.68 1.75 163.16 1.09 177.23 34 1726 0.68 0.248 0.13 13.34 0.07 0.000
24.75 1.75 166.23 1.09 180.38 34 1760 0.68 0.233 0.12 13.34 0.07 0.001
24.81 1.75 167.58 1.09 182.73 35 1785 0.68 0.224 0.12 13.34 0.06 0.001
24.87 1.76 167.96 1.09 183.70 35 1797 0.68 0.220 0.11 13.34 0.06 0.000
24.95 1.75 167.91 1.09 183.39 35 1797 0.68 0.221 0.11 13.34 0.06 0.001
25.01 1.75 167.36 1.08 180.13 34 1770 0.68 0.234 0.12 13.34 0.07 0.000
25.10 1.73 165.97 1.06 175.31 33 1731 0.68 0.254 0.14 13.34 0.08 0.001
25.17 1.72 164.34 1.03 170.02 32 1690 0.68 0.277 0.16 13.34 0.09 0.001
25.21 1.72 162.10 1.04 168.12 32 1672 0.68 0.290 0.17 13.34 0.09 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 34 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2509 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
25.30 1.73 159.12 1.06 168.24 32 1668 0.68 0.294 0.17 13.34 0.09 0.001
25.36 1.75 155.72 1.09 169.02 32 1672 0.68 0.293 0.17 13.34 0.09 0.001
25.41 1.76 152.70 1.11 169.05 32 1673 0.68 0.293 0.17 13.34 0.09 0.001
25.46 1.77 151.23 1.12 168.70 32 1672 0.68 0.295 0.17 13.34 0.09 0.001
25.55 1.77 151.15 1.12 168.61 32 1675 0.68 0.296 0.17 13.34 0.09 0.001
25.60 1.77 152.73 1.11 169.32 32 1683 0.69 0.292 0.16 13.34 0.09 0.001
25.67 1.76 154.21 1.10 170.10 32 1693 0.69 0.287 0.16 13.34 0.09 0.001
25.75 1.76 154.76 1.10 170.39 32 1699 0.69 0.285 0.16 13.34 0.09 0.001
25.79 1.76 153.12 1.11 169.29 32 1689 0.69 0.292 0.16 13.34 0.09 0.000
25.88 1.77 148.99 1.12 167.13 32 1673 0.69 0.304 0.17 13.34 0.09 0.001
25.94 1.80 142.67 1.15 163.78 32 1652 0.69 0.321 0.19 13.34 0.10 0.001
25.99 1.83 134.12 1.18 158.75 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.06 1.88 123.63 1.22 151.18 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.13 1.95 111.35 1.27 141.16 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.19 2.04 97.46 1.34 130.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.25 2.14 83.54 1.49 124.48 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.32 2.26 69.38 1.78 123.48 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.39 2.37 57.25 2.22 126.94 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.45 2.47 47.60 2.78 132.29 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.52 2.53 42.67 3.21 136.89 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.64 2.55 41.50 3.36 139.25 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.68 2.55 42.26 3.32 140.46 37 1422 0.69 0.625 0.30 13.34 0.16 0.001
26.71 2.56 42.70 3.44 146.94 39 1469 0.69 0.544 0.24 13.34 0.13 0.001
26.78 2.59 41.22 3.63 149.83 40 1469 0.69 0.547 0.24 13.34 0.12 0.001
26.86 2.61 37.96 3.86 146.57 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.93 2.65 33.18 4.20 139.22 0 0 0.69 0.000 0.00 0.00 0.00 0.000
26.98 2.68 29.47 4.51 132.82 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.06 2.73 26.38 5.04 132.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.12 2.73 25.88 5.00 129.36 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.17 2.52 36.50 3.15 114.87 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.25 2.30 54.31 1.91 103.86 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.31 2.11 76.55 1.43 109.31 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.37 2.01 91.47 1.32 120.67 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.44 1.94 105.84 1.27 133.98 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.50 1.90 119.46 1.24 147.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.59 1.87 130.94 1.22 159.20 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.63 1.87 138.37 1.22 168.16 0 0 0.69 0.000 0.00 0.00 0.00 0.000
27.71 1.88 141.78 1.22 173.61 35 1923 0.69 0.215 0.11 13.34 0.06 0.001
27.78 1.90 143.13 1.24 177.09 36 1996 0.69 0.192 0.10 13.34 0.05 0.000
27.83 1.93 140.97 1.25 176.78 36 2040 0.69 0.180 0.09 13.34 0.04 0.000
27.91 1.95 136.91 1.27 174.22 36 2064 0.69 0.175 0.09 13.34 0.04 0.000
27.97 1.98 132.02 1.29 170.34 35 2064 0.69 0.175 0.09 13.34 0.04 0.000
28.02 1.99 126.79 1.30 165.20 34 2031 0.69 0.185 0.10 13.34 0.05 0.000
28.13 2.00 122.02 1.31 159.77 33 1981 0.69 0.201 0.11 13.34 0.05 0.001
28.17 2.00 119.87 1.30 156.39 33 1933 0.69 0.217 0.12 13.34 0.06 0.000
28.22 1.99 119.52 1.30 155.12 32 1906 0.69 0.228 0.13 13.34 0.06 0.000
28.32 1.98 120.34 1.29 155.29 32 1897 0.69 0.233 0.13 13.34 0.07 0.001
28.35 1.97 122.19 1.28 156.87 32 1903 0.69 0.231 0.13 13.34 0.06 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 35 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2510 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
28.42 1.95 126.31 1.27 160.75 33 1927 0.69 0.223 0.12 13.34 0.06 0.001
28.51 1.94 130.49 1.26 164.72 33 1952 0.69 0.215 0.12 13.34 0.06 0.001
28.54 1.92 134.97 1.25 168.94 34 1975 0.69 0.208 0.11 13.34 0.05 0.000
28.61 1.91 138.76 1.24 172.33 35 1990 0.69 0.204 0.11 13.34 0.05 0.000
28.68 1.89 143.57 1.23 176.42 35 2006 0.69 0.200 0.10 13.34 0.05 0.000
28.76 1.87 146.86 1.22 179.03 36 2015 0.69 0.198 0.10 13.34 0.05 0.000
28.81 1.86 150.05 1.21 181.49 36 2024 0.69 0.196 0.10 13.34 0.05 0.000
28.90 1.85 152.21 1.20 182.98 36 2030 0.69 0.195 0.10 13.34 0.05 0.001
28.96 1.84 154.44 1.19 184.39 36 2033 0.69 0.195 0.10 13.34 0.05 0.000
29.01 1.84 155.89 1.19 185.24 36 2035 0.69 0.195 0.10 13.34 0.05 0.000
29.10 1.83 156.92 1.18 185.84 36 2039 0.69 0.195 0.10 13.34 0.05 0.000
29.15 1.83 157.69 1.18 186.38 36 2044 0.69 0.194 0.09 13.34 0.05 0.000
29.20 1.83 157.65 1.18 186.33 36 2045 0.69 0.194 0.09 13.34 0.05 0.000
29.27 1.83 156.06 1.19 185.19 36 2043 0.69 0.195 0.10 13.34 0.05 0.000
29.34 1.86 149.62 1.21 180.75 36 2035 0.69 0.199 0.10 13.34 0.05 0.000
29.44 1.90 141.69 1.23 174.97 35 2037 0.69 0.199 0.10 13.34 0.05 0.001
29.50 1.94 133.09 1.27 168.55 34 2051 0.69 0.195 0.10 13.34 0.05 0.000
29.54 2.00 123.43 1.31 161.53 34 2066 0.69 0.192 0.10 13.34 0.05 0.000
29.60 2.07 111.85 1.38 154.02 33 2064 0.69 0.193 0.11 13.34 0.05 0.000
29.67 2.15 98.89 1.50 148.76 33 2053 0.69 0.197 0.11 13.34 0.05 0.000
29.74 2.22 90.10 1.65 148.99 34 2057 0.69 0.197 0.10 13.34 0.05 0.000
29.80 2.25 86.17 1.76 151.76 35 2078 0.69 0.191 0.10 13.34 0.05 0.000
29.86 2.25 87.52 1.76 153.82 35 2110 0.69 0.183 0.09 13.34 0.04 0.000
29.92 2.21 95.16 1.64 155.76 35 2162 0.69 0.171 0.09 13.34 0.04 0.000
30.00 2.15 106.07 1.51 159.96 35 2226 0.69 0.159 0.08 13.34 0.04 0.000
30.07 2.09 118.58 1.41 167.23 36 2293 0.69 0.147 0.07 13.34 0.03 0.000
30.12 2.04 129.76 1.35 174.64 37 2329 0.69 0.141 0.07 13.34 0.03 0.000
30.18 1.99 137.43 1.30 179.05 37 2309 0.69 0.145 0.07 13.34 0.03 0.000
30.27 1.96 141.79 1.27 180.57 37 2255 0.69 0.155 0.07 13.34 0.03 0.000
30.32 1.92 143.47 1.25 179.64 36 2181 0.69 0.171 0.08 13.34 0.04 0.000
30.42 1.90 143.91 1.24 178.37 36 2132 0.69 0.183 0.09 13.34 0.04 0.001
30.47 1.89 144.53 1.23 177.47 35 2092 0.69 0.195 0.10 13.34 0.04 0.000
30.53 1.88 144.69 1.22 176.89 35 2073 0.69 0.200 0.10 13.34 0.05 0.000
30.58 1.88 144.78 1.22 176.74 35 2069 0.69 0.202 0.10 13.34 0.05 0.000
30.65 1.88 144.56 1.22 176.71 35 2076 0.69 0.201 0.10 13.34 0.05 0.000
30.71 1.88 143.81 1.23 176.23 35 2080 0.69 0.200 0.10 13.34 0.05 0.000
30.82 1.89 142.28 1.23 174.83 35 2077 0.69 0.202 0.10 13.34 0.05 0.001
30.85 1.89 140.19 1.23 172.86 35 2066 0.69 0.206 0.11 13.34 0.05 0.000
30.91 1.90 137.53 1.24 170.35 34 2054 0.69 0.210 0.11 13.34 0.05 0.000
31.01 1.91 135.42 1.24 168.25 34 2044 0.69 0.215 0.11 13.34 0.05 0.001
31.05 1.91 133.96 1.24 166.65 34 2030 0.69 0.220 0.12 13.34 0.05 0.000
31.11 1.91 133.02 1.24 165.49 33 2019 0.69 0.224 0.12 13.34 0.05 0.000
31.19 1.89 132.20 1.23 162.89 33 1958 0.69 0.249 0.14 13.34 0.06 0.001
31.25 1.86 131.17 1.21 158.97 31 1867 0.69 0.293 0.17 13.34 0.08 0.001
31.30 1.84 130.10 1.19 155.07 30 1787 0.69 0.342 0.21 13.34 0.09 0.001
31.40 1.84 128.85 1.19 153.59 30 1774 0.69 0.354 0.22 13.34 0.10 0.001
31.45 1.85 128.77 1.20 154.88 31 1808 0.69 0.331 0.20 13.34 0.09 0.000
31.50 1.87 128.53 1.21 155.82 31 1839 0.69 0.312 0.19 13.34 0.08 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 36 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2511 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
31.56 1.88 128.09 1.22 156.80 31 1879 0.69 0.291 0.17 13.34 0.08 0.001
31.64 1.90 129.02 1.24 159.35 32 1939 0.69 0.262 0.15 13.34 0.07 0.001
31.73 1.91 131.14 1.24 162.97 33 2008 0.69 0.235 0.13 13.34 0.06 0.001
31.79 1.92 133.79 1.25 166.99 34 2075 0.69 0.213 0.11 13.34 0.05 0.000
31.84 1.93 134.70 1.26 169.18 34 2129 0.69 0.198 0.10 13.34 0.05 0.000
31.91 1.94 135.29 1.26 171.13 35 2183 0.69 0.184 0.09 13.34 0.04 0.000
31.98 1.95 135.82 1.27 172.95 35 2235 0.69 0.173 0.09 13.34 0.04 0.000
32.02 1.96 137.13 1.28 175.26 36 2281 0.69 0.163 0.08 13.34 0.04 0.000
32.12 1.96 138.55 1.28 177.29 36 2316 0.69 0.157 0.08 13.34 0.03 0.000
32.18 1.96 140.02 1.28 179.09 37 2341 0.69 0.153 0.07 13.34 0.03 0.000
32.22 1.96 140.87 1.28 179.94 37 2349 0.69 0.152 0.07 13.34 0.03 0.000
32.33 1.96 140.43 1.28 179.33 37 2345 0.70 0.154 0.07 13.34 0.03 0.000
32.38 1.96 139.57 1.28 178.13 37 2329 0.70 0.157 0.08 13.34 0.03 0.000
32.42 1.96 135.74 1.28 173.21 35 2266 0.70 0.169 0.09 13.34 0.04 0.000
32.57 1.96 131.46 1.28 167.84 34 2204 0.70 0.185 0.10 13.34 0.04 0.001
32.59 1.96 127.32 1.28 162.51 33 2134 0.69 0.203 0.11 13.34 0.05 0.000
32.62 1.96 124.69 1.28 159.24 33 2094 0.69 0.215 0.12 13.34 0.05 0.000
32.69 1.96 121.55 1.28 155.06 32 2038 0.69 0.235 0.13 13.34 0.06 0.000
32.77 1.96 117.21 1.28 149.70 31 1974 0.69 0.262 0.16 13.34 0.07 0.001
32.82 1.97 111.99 1.29 143.91 30 1919 0.69 0.288 0.18 13.34 0.08 0.000
32.88 2.00 105.46 1.31 137.68 29 1881 0.69 0.310 0.20 13.34 0.08 0.001
32.97 2.04 97.74 1.34 130.95 28 1845 0.69 0.333 0.23 13.34 0.09 0.001
33.01 2.10 89.04 1.42 126.78 27 1858 0.69 0.325 0.22 13.34 0.09 0.000
33.09 2.18 81.05 1.57 127.20 28 1899 0.69 0.303 0.20 13.34 0.08 0.001
33.16 2.25 76.05 1.75 132.71 31 1966 0.69 0.270 0.16 13.34 0.07 0.001
33.21 2.28 73.82 1.86 137.10 32 2008 0.69 0.252 0.14 13.34 0.06 0.000
33.29 2.31 71.96 1.95 140.09 33 2032 0.69 0.244 0.13 13.34 0.06 0.001
33.35 2.34 68.18 2.10 143.10 34 2036 0.69 0.243 0.13 13.34 0.05 0.000
33.40 2.36 66.03 2.18 144.03 35 2028 0.69 0.247 0.13 13.34 0.05 0.000
33.48 2.32 70.32 2.00 140.33 33 2032 0.69 0.246 0.13 13.34 0.05 0.001
33.55 2.21 83.29 1.63 136.02 31 2048 0.69 0.241 0.14 13.34 0.06 0.000
33.60 2.08 99.88 1.39 139.08 30 2041 0.69 0.244 0.15 13.34 0.06 0.000
33.70 1.97 114.83 1.29 147.72 30 2006 0.69 0.259 0.16 13.34 0.06 0.001
33.74 1.89 125.73 1.23 154.57 31 1941 0.69 0.289 0.17 13.34 0.07 0.000
33.80 1.83 133.40 1.18 157.79 31 1889 0.69 0.318 0.19 13.34 0.08 0.001
33.89 1.79 137.69 1.15 157.87 30 1855 0.69 0.341 0.21 13.34 0.08 0.001
33.94 1.78 139.49 1.13 157.83 30 1847 0.69 0.347 0.21 13.34 0.08 0.001
34.00 1.78 139.60 1.13 158.38 30 1857 0.69 0.341 0.21 13.34 0.08 0.001
34.08 1.79 139.60 1.14 159.37 31 1875 0.69 0.331 0.20 13.34 0.08 0.001
34.13 1.80 140.47 1.15 161.19 31 1902 0.69 0.315 0.19 13.34 0.07 0.000
34.20 1.79 142.80 1.14 163.49 32 1930 0.69 0.301 0.17 13.34 0.07 0.001
34.28 1.79 145.87 1.14 165.73 32 1953 0.69 0.290 0.17 13.34 0.07 0.001
34.33 1.78 149.49 1.12 167.88 32 1973 0.69 0.280 0.16 13.34 0.06 0.000
34.38 1.77 152.43 1.11 169.95 32 1997 0.69 0.270 0.15 13.34 0.06 0.000
34.48 1.77 154.25 1.11 171.64 33 2019 0.69 0.262 0.14 13.34 0.06 0.001
34.53 1.77 154.99 1.12 172.90 33 2036 0.69 0.255 0.14 13.34 0.05 0.000
34.59 1.78 154.91 1.12 173.96 33 2053 0.69 0.249 0.13 13.34 0.05 0.000
34.66 1.78 154.48 1.13 174.36 33 2063 0.69 0.246 0.13 13.34 0.05 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 37 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2512 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
34.72 1.78 153.58 1.12 172.53 33 2041 0.69 0.255 0.14 13.34 0.05 0.000
34.78 1.77 151.68 1.12 169.69 32 2008 0.69 0.270 0.15 13.34 0.06 0.000
34.85 1.77 148.63 1.12 166.50 32 1973 0.69 0.287 0.16 13.34 0.06 0.001
34.92 1.79 144.29 1.14 164.37 32 1959 0.69 0.294 0.17 13.34 0.07 0.001
35.01 1.83 132.82 1.19 157.44 31 1927 0.69 0.312 0.19 13.34 0.07 0.001
35.04 1.85 128.01 1.20 153.58 30 1905 0.69 0.325 0.20 13.34 0.08 0.000
35.12 1.86 125.14 1.21 151.04 30 1890 0.69 0.335 0.21 13.34 0.08 0.001
35.18 1.83 130.32 1.19 154.46 30 1896 0.69 0.333 0.20 13.34 0.08 0.001
35.25 1.83 130.44 1.18 154.57 30 1899 0.69 0.332 0.20 13.34 0.08 0.001
35.31 1.83 131.03 1.19 155.31 30 1911 0.69 0.325 0.20 13.34 0.08 0.001
35.38 1.83 132.72 1.18 156.94 31 1929 0.69 0.316 0.19 13.34 0.07 0.001
35.45 1.82 135.26 1.18 159.13 31 1949 0.69 0.305 0.18 13.34 0.07 0.001
35.51 1.82 137.84 1.17 161.24 31 1968 0.69 0.296 0.17 13.34 0.07 0.000
35.57 1.81 139.82 1.16 162.89 32 1984 0.69 0.289 0.17 13.34 0.06 0.000
35.65 1.81 140.84 1.16 163.97 32 1999 0.69 0.282 0.16 13.34 0.06 0.001
35.70 1.81 141.05 1.17 164.57 32 2012 0.69 0.277 0.16 13.34 0.06 0.000
35.76 1.82 140.44 1.17 164.40 32 2016 0.69 0.276 0.16 13.34 0.06 0.000
35.84 1.82 139.46 1.17 163.81 32 2017 0.69 0.277 0.16 13.34 0.06 0.001
35.89 1.83 138.52 1.18 163.39 32 2020 0.69 0.275 0.16 13.34 0.06 0.000
35.99 1.83 137.49 1.19 163.11 32 2030 0.69 0.272 0.16 13.34 0.06 0.001
36.05 1.84 136.69 1.19 163.22 32 2048 0.69 0.265 0.15 13.34 0.06 0.000
36.10 1.85 136.00 1.20 163.42 32 2067 0.69 0.258 0.15 13.34 0.05 0.000
36.18 1.86 135.63 1.21 163.76 32 2087 0.69 0.251 0.14 13.34 0.05 0.000
36.24 1.86 135.68 1.21 164.27 32 2103 0.69 0.245 0.14 13.34 0.05 0.000
36.30 1.87 135.82 1.21 164.79 33 2118 0.69 0.240 0.13 13.34 0.05 0.000
36.38 1.87 135.90 1.22 165.30 33 2135 0.69 0.235 0.13 13.34 0.05 0.000
36.43 1.87 135.85 1.22 165.69 33 2151 0.69 0.230 0.13 13.34 0.05 0.000
36.48 1.88 136.07 1.22 166.20 33 2164 0.69 0.226 0.12 13.34 0.04 0.000
36.59 1.88 136.44 1.22 166.68 33 2175 0.69 0.224 0.12 13.34 0.04 0.001
36.62 1.87 138.07 1.22 168.19 33 2186 0.69 0.220 0.12 13.34 0.04 0.000
36.72 1.87 139.93 1.21 169.76 34 2197 0.69 0.218 0.12 13.34 0.04 0.000
36.78 1.86 141.84 1.21 171.32 34 2206 0.69 0.216 0.11 13.34 0.04 0.000
36.82 1.85 143.61 1.20 172.68 34 2212 0.69 0.214 0.11 13.34 0.04 0.000
36.93 1.85 144.81 1.20 173.52 34 2217 0.69 0.213 0.11 13.34 0.04 0.001
36.94 1.82 146.97 1.18 172.89 34 2169 0.69 0.228 0.12 13.34 0.04 0.000
37.02 1.72 150.47 1.04 156.19 29 1919 0.69 0.341 0.21 13.34 0.08 0.001
37.12 1.60 153.31 1.00 153.31 28 1641 0.69 0.620 0.42 13.34 0.15 0.002
37.15 1.48 153.04 1.00 153.04 27 1414 0.69 1.208 0.86 13.34 0.30 0.001
37.21 1.51 153.29 1.00 153.29 27 1468 0.69 1.016 0.71 13.34 0.25 0.002
37.32 1.54 152.61 1.00 152.61 27 1526 0.69 0.854 0.59 13.34 0.21 0.003
37.36 1.58 152.75 1.00 152.75 27 1594 0.69 0.706 0.49 13.34 0.17 0.001
37.41 1.62 152.13 1.00 152.13 28 1672 0.69 0.580 0.39 13.34 0.14 0.001
37.47 1.67 151.58 1.00 151.58 28 1785 0.69 0.449 0.30 13.34 0.10 0.001
37.55 1.71 149.93 1.01 151.60 28 1889 0.69 0.366 0.24 13.34 0.08 0.001
37.60 1.74 149.18 1.07 159.28 30 1964 0.69 0.320 0.20 13.34 0.07 0.000
37.69 1.75 148.22 1.09 161.73 31 1995 0.69 0.304 0.18 13.34 0.06 0.001
37.73 1.76 146.97 1.11 162.45 31 2008 0.69 0.298 0.18 13.34 0.06 0.000
37.80 1.77 145.19 1.11 161.80 31 2004 0.69 0.301 0.18 13.34 0.06 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 38 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2513 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
37.89 1.77 143.41 1.12 160.81 31 1997 0.69 0.305 0.18 13.34 0.06 0.001
37.94 1.78 141.59 1.13 159.78 31 1989 0.69 0.309 0.19 13.34 0.06 0.000
38.00 1.79 139.65 1.14 158.72 31 1982 0.69 0.314 0.19 13.34 0.06 0.000
38.08 1.79 137.67 1.14 157.38 30 1973 0.69 0.320 0.19 13.34 0.07 0.001
38.15 1.80 135.82 1.15 155.85 30 1959 0.69 0.328 0.20 13.34 0.07 0.001
38.20 1.80 133.60 1.15 153.67 30 1935 0.69 0.342 0.21 13.34 0.07 0.000
38.29 1.80 130.91 1.15 150.88 29 1905 0.69 0.363 0.23 13.34 0.08 0.001
38.34 1.80 127.65 1.15 147.42 29 1865 0.69 0.392 0.26 13.34 0.09 0.001
38.40 1.80 125.11 1.15 144.17 28 1823 0.69 0.427 0.29 13.34 0.09 0.001
38.48 1.80 122.88 1.15 141.28 27 1786 0.69 0.461 0.32 13.34 0.10 0.001
38.52 1.79 121.14 1.14 138.60 27 1749 0.69 0.501 0.35 13.34 0.12 0.001
38.63 1.79 119.52 1.14 136.67 26 1727 0.69 0.527 0.38 13.34 0.12 0.002
38.68 1.79 118.02 1.15 135.17 26 1711 0.69 0.549 0.40 13.34 0.13 0.001
38.73 1.80 116.82 1.15 134.52 26 1708 0.69 0.552 0.40 13.34 0.13 0.001
38.78 1.80 115.62 1.15 133.34 26 1696 0.68 0.569 0.42 13.34 0.14 0.001
38.85 1.79 114.81 1.14 131.42 25 1667 0.68 0.612 0.46 13.34 0.15 0.001
38.92 1.78 114.24 1.13 129.40 25 1636 0.68 0.662 0.51 13.34 0.16 0.001
38.98 1.77 114.02 1.12 127.89 24 1614 0.68 0.703 0.55 13.34 0.18 0.001
39.07 1.77 113.86 1.12 127.47 24 1610 0.68 0.712 0.56 13.34 0.18 0.002
39.12 1.77 114.08 1.12 127.23 24 1606 0.68 0.719 0.57 13.34 0.18 0.001
39.19 1.77 114.20 1.11 127.08 24 1605 0.68 0.722 0.57 13.34 0.18 0.002
39.24 1.77 114.37 1.11 127.14 24 1607 0.68 0.720 0.57 13.34 0.18 0.001
39.34 1.77 114.15 1.12 127.28 24 1612 0.68 0.712 0.56 13.34 0.18 0.002
39.40 1.77 113.97 1.12 127.53 24 1617 0.68 0.703 0.55 13.34 0.17 0.001
39.44 1.78 113.59 1.12 127.63 24 1621 0.68 0.696 0.55 13.34 0.17 0.001
39.52 1.78 113.16 1.13 127.57 24 1624 0.68 0.693 0.54 13.34 0.17 0.002
39.58 1.78 112.66 1.13 127.44 24 1625 0.68 0.691 0.54 13.34 0.17 0.001
39.64 1.79 112.11 1.14 127.27 24 1626 0.68 0.690 0.54 13.34 0.17 0.001
39.73 1.79 111.63 1.14 127.11 24 1628 0.68 0.688 0.54 13.34 0.17 0.002
39.78 1.79 111.29 1.14 126.85 24 1627 0.68 0.692 0.54 13.34 0.17 0.001
39.84 1.79 111.00 1.14 126.24 24 1619 0.68 0.707 0.56 13.34 0.17 0.001
39.93 1.78 110.54 1.13 125.44 24 1609 0.68 0.727 0.58 13.34 0.18 0.002
39.97 1.78 109.94 1.13 124.64 24 1599 0.68 0.747 0.60 13.34 0.18 0.001
40.03 1.79 108.91 1.14 123.89 24 1593 0.68 0.760 0.62 13.34 0.19 0.001
40.11 1.79 107.38 1.14 122.94 24 1587 0.68 0.774 0.63 13.34 0.19 0.002
40.18 1.80 105.72 1.15 121.97 24 1582 0.68 0.786 0.64 13.34 0.20 0.002
40.23 1.81 103.50 1.17 120.75 23 1579 0.68 0.794 0.66 13.34 0.20 0.001
40.31 1.83 101.02 1.18 119.19 23 1575 0.68 0.804 0.67 13.34 0.20 0.002
40.37 1.85 97.32 1.20 116.51 23 1564 0.68 0.829 0.70 13.34 0.21 0.001
40.42 1.87 92.30 1.22 112.56 22 1552 0.68 0.859 0.75 13.34 0.22 0.002
40.51 1.93 84.34 1.26 106.18 22 1553 0.68 0.858 0.78 13.34 0.23 0.002
40.63 1.99 77.77 1.30 101.10 21 1566 0.68 0.828 0.78 13.34 0.23 0.003
40.66 2.04 74.02 1.34 99.22 21 1599 0.68 0.758 0.72 13.34 0.21 0.001
40.72 2.06 72.84 1.37 99.45 21 1631 0.68 0.698 0.65 13.34 0.19 0.001
40.76 2.08 72.93 1.39 101.01 22 1675 0.68 0.626 0.57 13.34 0.17 0.001
40.83 2.08 74.30 1.39 103.56 22 1726 0.68 0.555 0.49 13.34 0.14 0.001
40.91 2.07 78.02 1.38 107.54 23 1781 0.68 0.492 0.42 13.34 0.12 0.001
40.96 2.04 83.48 1.35 112.46 24 1829 0.68 0.446 0.36 13.34 0.10 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 39 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2514 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
41.05 2.01 88.72 1.32 116.90 24 1858 0.68 0.422 0.33 13.34 0.10 0.001
41.08 1.98 93.99 1.29 121.36 25 1873 0.68 0.409 0.31 13.34 0.09 0.000
41.15 1.95 98.47 1.27 124.94 25 1872 0.68 0.411 0.31 13.34 0.09 0.001
41.22 1.92 102.72 1.25 128.14 26 1861 0.68 0.421 0.31 13.34 0.09 0.001
41.31 1.89 106.16 1.23 130.46 26 1845 0.68 0.435 0.32 13.34 0.09 0.001
41.35 1.86 110.04 1.21 133.05 26 1835 0.68 0.444 0.32 13.34 0.09 0.000
41.41 1.83 114.59 1.19 135.92 27 1833 0.68 0.446 0.32 13.34 0.09 0.001
41.50 1.80 120.68 1.15 139.11 27 1836 0.67 0.444 0.31 13.34 0.09 0.001
41.55 1.77 127.89 1.11 142.14 27 1853 0.67 0.430 0.30 13.34 0.08 0.000
41.65 1.74 133.92 1.07 143.84 27 1873 0.67 0.414 0.29 13.34 0.08 0.001
41.67 1.73 139.57 1.04 145.34 27 1900 0.67 0.393 0.27 13.34 0.08 0.000
41.74 1.72 142.76 1.04 148.22 28 1941 0.67 0.366 0.25 13.34 0.07 0.001
41.89 1.73 144.52 1.05 151.63 29 1986 0.67 0.339 0.22 13.34 0.06 0.001
41.94 1.74 144.52 1.07 154.39 29 2019 0.67 0.321 0.20 13.34 0.06 0.000
41.95 1.75 142.67 1.09 154.84 29 2024 0.67 0.318 0.20 13.34 0.05 0.000
42.00 1.76 139.90 1.10 154.15 29 2019 0.67 0.321 0.20 13.34 0.06 0.000
42.08 1.77 136.05 1.12 152.62 29 2008 0.67 0.327 0.21 13.34 0.06 0.001
42.13 1.79 132.11 1.14 150.38 29 1990 0.67 0.338 0.22 13.34 0.06 0.000
42.20 1.80 128.39 1.15 147.73 29 1967 0.67 0.352 0.23 13.34 0.06 0.000
42.28 1.80 125.86 1.16 145.53 28 1945 0.67 0.366 0.24 13.34 0.07 0.001
42.33 1.80 124.58 1.15 143.63 28 1917 0.67 0.385 0.26 13.34 0.07 0.000
42.43 1.79 124.07 1.15 142.07 27 1892 0.67 0.404 0.28 13.34 0.07 0.001
42.47 1.79 122.77 1.14 139.83 27 1859 0.67 0.431 0.30 13.34 0.08 0.000
42.53 1.79 119.23 1.15 136.66 26 1823 0.67 0.463 0.33 13.34 0.09 0.001
42.62 1.80 114.91 1.16 132.96 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.67 1.82 109.96 1.17 128.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.72 1.83 104.21 1.19 123.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.81 1.87 96.35 1.21 116.93 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.87 1.91 87.62 1.24 109.06 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.93 1.97 79.13 1.28 101.43 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.01 2.03 70.84 1.34 94.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.06 2.12 62.55 1.44 90.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.13 2.21 54.91 1.63 89.61 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.21 2.30 47.74 1.93 92.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.26 2.39 41.12 2.34 96.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.33 2.50 34.66 2.98 103.40 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.41 2.62 28.57 3.92 112.04 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.46 2.75 22.65 5.30 120.10 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.51 2.88 17.92 6.96 124.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.59 3.03 13.11 9.35 122.56 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.64 3.12 11.13 11.04 122.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.73 3.19 9.77 12.45 121.61 0 0 0.66 0.000 0.00 0.00 0.00 0.000
43.79 3.22 9.09 13.10 119.09 0 0 0.66 0.000 0.00 0.00 0.00 0.000
43.84 3.20 9.10 12.68 115.37 0 0 0.66 0.000 0.00 0.00 0.00 0.000
43.94 3.18 9.14 12.32 112.61 0 0 0.66 0.000 0.00 0.00 0.00 0.000
43.97 3.17 9.28 12.12 112.44 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.03 3.16 9.78 11.90 116.45 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.12 3.11 11.15 10.89 121.40 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 40 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2515 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
44.18 2.80 21.01 5.86 123.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.24 2.41 44.07 2.44 107.47 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.31 2.10 79.89 1.43 113.85 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.37 1.91 118.16 1.25 147.20 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.43 1.82 146.14 1.18 171.79 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.51 1.78 164.25 1.13 185.80 36 2527 0.66 0.171 0.09 13.34 0.02 0.000
44.58 1.77 173.94 1.12 194.00 37 2629 0.66 0.155 0.07 13.34 0.02 0.000
44.62 1.76 181.07 1.11 200.38 38 2713 0.66 0.143 0.07 13.34 0.02 0.000
44.71 1.76 185.93 1.11 205.76 39 2789 0.66 0.134 0.06 13.34 0.01 0.000
44.82 1.77 188.80 1.11 210.11 40 2855 0.66 0.128 0.06 13.34 0.01 0.000
44.85 1.78 189.85 1.13 213.90 41 2918 0.66 0.122 0.05 13.34 0.01 0.000
44.91 1.79 190.24 1.14 216.82 42 2973 0.66 0.117 0.05 13.34 0.01 0.000
44.97 1.80 191.22 1.15 219.98 42 3033 0.66 0.112 0.05 13.34 0.01 0.000
45.05 1.80 193.08 1.15 222.85 43 3082 0.66 0.108 0.04 13.34 0.01 0.000
45.11 1.80 195.71 1.15 225.81 44 3125 0.66 0.105 0.04 13.34 0.01 0.000
45.15 1.80 200.18 1.15 229.95 44 3175 0.66 0.102 0.04 13.34 0.01 0.000
45.26 1.79 204.36 1.14 233.57 45 3221 0.66 0.099 0.04 13.34 0.01 0.000
45.31 1.79 207.86 1.14 236.69 46 3261 0.66 0.096 0.04 13.34 0.01 0.000
45.35 1.79 209.11 1.14 237.87 46 3278 0.66 0.095 0.04 13.34 0.01 0.000
45.43 1.79 208.90 1.14 237.91 46 3283 0.66 0.095 0.04 13.34 0.01 0.000
45.50 1.79 206.92 1.14 236.65 46 3275 0.66 0.096 0.04 13.34 0.01 0.000
45.56 1.80 203.12 1.15 233.78 45 3249 0.66 0.097 0.04 13.34 0.01 0.000
45.64 1.81 198.45 1.16 230.16 45 3218 0.66 0.100 0.04 13.34 0.01 0.000
45.69 1.81 194.12 1.17 226.70 44 3188 0.65 0.102 0.04 13.34 0.01 0.000
45.74 1.82 190.24 1.18 223.62 44 3164 0.65 0.103 0.04 13.34 0.01 0.000
45.84 1.83 187.59 1.18 221.41 43 3148 0.65 0.104 0.04 13.34 0.01 0.000
45.87 1.83 186.01 1.18 219.98 43 3136 0.65 0.105 0.04 13.34 0.01 0.000
45.94 1.83 184.66 1.19 218.87 43 3130 0.65 0.106 0.04 13.34 0.01 0.000
46.00 1.84 181.99 1.19 216.88 43 3123 0.65 0.106 0.04 13.34 0.01 0.000
46.08 1.85 177.96 1.20 213.87 42 3115 0.65 0.107 0.04 13.34 0.01 0.000
46.14 1.86 173.56 1.21 210.39 42 3105 0.65 0.108 0.04 13.34 0.01 0.000
46.20 1.87 170.48 1.22 207.80 41 3096 0.65 0.109 0.05 13.34 0.01 0.000
46.26 1.88 169.74 1.22 207.22 41 3098 0.65 0.108 0.05 13.34 0.01 0.000
46.34 1.87 172.71 1.21 209.81 42 3115 0.65 0.107 0.04 13.34 0.01 0.000
46.39 1.85 177.90 1.20 214.16 42 3140 0.65 0.106 0.04 13.34 0.01 0.000
46.48 1.84 183.29 1.19 218.26 43 3160 0.65 0.104 0.04 13.34 0.01 0.000
46.52 1.82 188.20 1.18 221.84 43 3179 0.65 0.103 0.04 13.34 0.01 0.000
46.62 1.79 191.87 1.14 218.91 42 3070 0.65 0.111 0.05 13.34 0.01 0.000
46.67 1.72 196.08 1.04 203.63 38 2834 0.65 0.133 0.06 13.34 0.01 0.000
46.73 1.66 198.03 1.00 198.03 36 2589 0.65 0.165 0.08 13.34 0.02 0.000
46.78 1.64 196.89 1.00 196.89 36 2499 0.65 0.181 0.09 13.34 0.02 0.000
46.87 1.67 192.52 1.00 192.52 36 2554 0.65 0.171 0.09 13.34 0.02 0.000
46.92 1.69 188.96 1.00 188.96 35 2595 0.65 0.164 0.08 13.34 0.02 0.000
46.99 1.71 186.92 1.00 186.92 35 2632 0.65 0.159 0.08 13.34 0.02 0.000
47.07 1.72 184.94 1.04 191.95 36 2684 0.65 0.151 0.07 13.34 0.01 0.000
47.13 1.74 184.03 1.07 197.74 37 2758 0.65 0.142 0.07 13.34 0.01 0.000
47.22 1.76 183.04 1.10 201.72 38 2821 0.65 0.135 0.06 13.34 0.01 0.000
47.26 1.77 183.94 1.11 205.02 39 2875 0.65 0.129 0.06 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 41 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2516 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
47.32 1.78 184.18 1.12 206.77 40 2907 0.65 0.126 0.06 13.34 0.01 0.000
47.39 1.78 183.95 1.13 208.12 40 2937 0.65 0.123 0.05 13.34 0.01 0.000
47.46 1.79 183.18 1.14 208.96 40 2961 0.65 0.121 0.05 13.34 0.01 0.000
47.51 1.80 182.58 1.15 209.60 40 2982 0.65 0.119 0.05 13.34 0.01 0.000
47.61 1.80 181.62 1.16 209.88 41 3001 0.64 0.118 0.05 13.34 0.01 0.000
47.65 1.81 179.61 1.17 209.40 41 3015 0.64 0.117 0.05 13.34 0.01 0.000
47.70 1.82 176.50 1.18 207.93 41 3023 0.64 0.116 0.05 13.34 0.01 0.000
47.81 1.84 173.32 1.19 205.98 40 3026 0.64 0.116 0.05 13.34 0.01 0.000
47.85 1.84 171.20 1.19 204.44 40 3022 0.64 0.116 0.05 13.34 0.01 0.000
47.90 1.84 170.35 1.20 203.63 40 3016 0.64 0.117 0.05 13.34 0.01 0.000
47.97 1.84 170.05 1.19 203.12 40 3008 0.64 0.117 0.05 13.34 0.01 0.000
48.05 1.84 170.20 1.19 202.91 40 3001 0.64 0.118 0.05 13.34 0.01 0.000
48.10 1.84 170.27 1.19 202.88 40 3000 0.64 0.118 0.05 13.34 0.01 0.000
48.17 1.84 170.43 1.19 203.25 40 3012 0.64 0.117 0.05 13.34 0.01 0.000
48.25 1.84 170.88 1.19 204.18 40 3035 0.64 0.115 0.05 13.34 0.01 0.000
48.31 1.85 171.72 1.20 205.58 40 3066 0.64 0.113 0.05 13.34 0.01 0.000
48.38 1.85 173.18 1.20 207.38 41 3096 0.64 0.111 0.05 13.34 0.01 0.000
48.44 1.84 175.13 1.20 209.38 41 3122 0.64 0.109 0.05 13.34 0.01 0.000
48.50 1.84 177.39 1.19 211.55 41 3147 0.64 0.107 0.04 13.34 0.01 0.000
48.59 1.84 179.55 1.19 213.57 42 3171 0.64 0.106 0.04 13.34 0.01 0.000
48.63 1.84 180.75 1.19 215.14 42 3199 0.64 0.104 0.04 13.34 0.01 0.000
48.72 1.84 180.81 1.19 215.07 42 3199 0.64 0.104 0.04 13.34 0.01 0.000
48.78 1.84 179.70 1.19 214.29 42 3199 0.64 0.104 0.04 13.34 0.01 0.000
48.83 1.85 178.64 1.20 213.82 42 3209 0.64 0.103 0.04 13.34 0.01 0.000
48.90 1.85 177.43 1.20 213.40 42 3226 0.64 0.102 0.04 13.34 0.01 0.000
48.98 1.86 176.19 1.21 212.48 42 3228 0.64 0.102 0.04 13.34 0.01 0.000
49.02 1.86 171.61 1.21 208.05 41 3187 0.64 0.105 0.04 13.34 0.01 0.000
49.09 1.87 167.51 1.22 203.92 40 3147 0.64 0.108 0.05 13.34 0.01 0.000
49.15 1.88 163.99 1.22 200.21 40 3107 0.64 0.111 0.05 13.34 0.01 0.000
49.22 1.87 163.73 1.22 199.39 40 3084 0.64 0.112 0.05 13.34 0.01 0.000
49.30 1.87 162.72 1.22 198.18 39 3069 0.63 0.114 0.05 13.34 0.01 0.000
49.35 1.88 160.77 1.22 196.37 39 3058 0.63 0.115 0.05 13.34 0.01 0.000
49.42 1.88 158.20 1.23 194.07 39 3048 0.63 0.116 0.05 13.34 0.01 0.000
49.49 1.89 155.74 1.23 191.81 38 3038 0.63 0.116 0.05 13.34 0.01 0.000
49.54 1.90 153.65 1.24 189.83 38 3026 0.63 0.117 0.05 13.34 0.01 0.000
49.61 1.90 152.24 1.24 188.43 38 3017 0.63 0.118 0.06 13.34 0.01 0.000
49.68 2.04 95.90 1.35 129.06 27 3591 0.63 0.084 0.06 13.34 0.01 0.000
49.75 2.04 95.72 1.34 128.69 27 3584 0.63 0.084 0.06 13.34 0.01 0.000
49.82 2.04 95.77 1.34 128.50 27 3579 0.63 0.084 0.06 13.34 0.01 0.000
49.89 2.03 96.04 1.34 128.60 27 3582 0.63 0.084 0.06 13.34 0.01 0.000
49.94 2.03 96.65 1.34 129.23 27 3600 0.63 0.083 0.06 13.34 0.01 0.000
50.01 2.03 97.35 1.33 129.96 27 3622 0.63 0.082 0.06 13.34 0.01 0.000
50.08 2.03 98.12 1.33 130.69 27 3642 0.63 0.082 0.06 13.34 0.01 0.000
50.14 2.02 99.46 1.32 131.71 28 3658 0.63 0.081 0.05 13.34 0.01 0.000
50.21 2.01 101.23 1.32 133.18 28 3684 0.63 0.080 0.05 13.34 0.01 0.000
50.28 2.00 103.37 1.31 135.09 28 3719 0.63 0.079 0.05 13.34 0.01 0.000
50.33 1.99 105.28 1.30 136.90 28 3753 0.63 0.077 0.05 13.34 0.01 0.000
50.40 1.98 106.57 1.30 138.03 29 3773 0.63 0.077 0.05 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 42 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2517 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
50.48 1.98 106.89 1.29 138.14 29 3773 0.63 0.077 0.05 13.34 0.01 0.000
50.54 1.98 106.47 1.29 137.41 28 3752 0.63 0.078 0.05 13.34 0.01 0.000
50.62 1.98 105.49 1.29 136.19 28 3726 0.63 0.079 0.05 13.34 0.01 0.000
50.66 1.98 104.11 1.29 134.59 28 3691 0.63 0.080 0.05 13.34 0.01 0.000
50.72 1.98 102.50 1.30 132.75 27 3653 0.63 0.081 0.06 13.34 0.01 0.000
50.79 1.98 101.45 1.29 131.29 27 3615 0.63 0.083 0.06 13.34 0.01 0.000
50.86 1.97 101.65 1.29 130.86 27 3587 0.63 0.084 0.06 13.34 0.01 0.000
50.92 1.96 102.60 1.28 131.25 27 3573 0.63 0.085 0.06 13.34 0.01 0.000
50.98 1.95 103.58 1.27 131.82 27 3569 0.63 0.085 0.06 13.34 0.01 0.000
51.06 1.95 104.20 1.27 132.23 27 3572 0.62 0.085 0.06 13.34 0.01 0.000
51.15 1.95 104.59 1.27 132.48 27 3576 0.62 0.085 0.06 13.34 0.01 0.000
51.19 1.94 105.16 1.26 132.94 27 3581 0.62 0.085 0.06 13.34 0.01 0.000
51.25 1.94 105.62 1.26 133.39 27 3594 0.62 0.084 0.06 13.34 0.01 0.000
51.33 1.94 105.77 1.26 133.63 27 3607 0.62 0.084 0.06 13.34 0.01 0.000
51.40 1.94 105.63 1.26 133.54 27 3614 0.62 0.083 0.06 13.34 0.01 0.000
51.45 1.94 105.44 1.26 133.15 27 3601 0.62 0.084 0.06 13.34 0.01 0.000
51.52 1.94 104.91 1.26 132.23 27 3572 0.62 0.085 0.06 13.34 0.01 0.000
51.59 1.94 103.49 1.26 130.50 27 3533 0.62 0.087 0.06 13.34 0.01 0.000
51.65 1.95 100.37 1.27 127.26 26 3476 0.62 0.090 0.07 13.34 0.01 0.000
51.74 1.95 97.99 1.27 124.66 25 3427 0.62 0.092 0.07 13.34 0.01 0.000
51.78 1.95 96.92 1.27 123.23 25 3388 0.62 0.095 0.07 13.34 0.01 0.000
51.84 1.94 97.97 1.27 123.93 25 3387 0.62 0.095 0.07 13.34 0.01 0.000
51.92 1.94 98.82 1.26 124.66 25 3399 0.62 0.094 0.07 13.34 0.01 0.000
51.98 1.93 99.75 1.26 125.54 25 3416 0.62 0.093 0.07 13.34 0.01 0.000
52.09 1.93 100.17 1.26 125.91 26 3427 0.62 0.093 0.07 13.34 0.01 0.000
52.13 1.93 100.50 1.26 126.20 26 3434 0.62 0.092 0.07 13.34 0.01 0.000
52.18 1.93 100.50 1.26 126.23 26 3439 0.62 0.092 0.07 13.34 0.01 0.000
52.23 1.93 100.11 1.26 125.92 26 3441 0.62 0.092 0.07 13.34 0.01 0.000
52.32 1.93 99.54 1.26 125.40 25 3441 0.62 0.092 0.07 13.34 0.01 0.000
52.38 1.94 98.64 1.26 124.53 25 3431 0.62 0.093 0.07 13.34 0.01 0.000
52.48 1.94 97.86 1.26 123.69 25 3420 0.62 0.093 0.07 13.34 0.01 0.000
52.52 1.94 97.07 1.27 122.84 25 3405 0.62 0.094 0.07 13.34 0.01 0.000
52.57 1.94 96.43 1.27 122.10 25 3391 0.62 0.095 0.07 13.34 0.01 0.000
52.63 1.94 95.84 1.27 121.27 25 3369 0.62 0.096 0.07 13.34 0.01 0.000
52.71 1.94 95.40 1.26 120.56 25 3349 0.61 0.097 0.08 13.34 0.01 0.000
52.76 1.94 95.40 1.26 120.38 24 3340 0.61 0.098 0.08 13.34 0.01 0.000
52.83 1.94 95.92 1.26 120.97 25 3358 0.61 0.097 0.08 13.34 0.01 0.000
52.92 1.94 96.53 1.26 121.77 25 3388 0.61 0.095 0.07 13.34 0.01 0.000
52.96 1.94 97.75 1.26 123.20 25 3426 0.61 0.093 0.07 13.34 0.01 0.000
53.04 1.93 99.14 1.26 124.70 25 3464 0.61 0.091 0.07 13.34 0.01 0.000
53.11 1.93 100.78 1.25 126.43 26 3503 0.61 0.089 0.07 13.34 0.01 0.000
53.16 1.92 102.81 1.25 128.54 26 3548 0.61 0.087 0.06 13.34 0.01 0.000
53.22 1.92 104.53 1.25 130.75 26 3616 0.61 0.084 0.06 13.34 0.01 0.000
53.30 1.93 105.70 1.26 132.66 27 3692 0.61 0.081 0.06 13.34 0.01 0.000
53.35 1.95 104.91 1.27 133.03 27 3761 0.61 0.079 0.05 13.34 0.00 0.000
53.41 1.97 102.86 1.29 132.23 27 3810 0.61 0.077 0.05 13.34 0.00 0.000
53.48 2.00 100.23 1.31 131.01 27 3851 0.61 0.075 0.05 13.34 0.00 0.000
53.55 2.03 97.74 1.33 129.98 27 3885 0.61 0.074 0.05 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 43 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2518 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
53.64 2.04 96.10 1.35 129.51 27 3913 0.61 0.073 0.05 13.34 0.00 0.000
53.69 2.06 95.68 1.36 130.43 28 3971 0.61 0.072 0.05 13.34 0.00 0.000
53.83 2.06 96.04 1.37 131.64 28 4029 0.61 0.070 0.05 13.34 0.00 0.000
53.85 2.07 96.64 1.38 133.15 28 4086 0.61 0.068 0.04 13.34 0.00 0.000
53.90 2.07 96.78 1.38 133.93 29 4121 0.61 0.067 0.04 13.34 0.00 0.000
53.95 2.08 96.72 1.40 135.04 29 4173 0.61 0.066 0.04 13.34 0.00 0.000
54.04 2.10 95.92 1.42 136.14 29 4232 0.61 0.064 0.04 13.34 0.00 0.000
54.12 2.12 95.00 1.44 137.03 30 4279 0.61 0.063 0.04 13.34 0.00 0.000
54.14 2.13 93.90 1.47 137.75 30 4310 0.61 0.063 0.04 13.34 0.00 0.000
54.23 2.14 93.21 1.48 137.92 30 4326 0.61 0.062 0.04 13.34 0.00 0.000
54.27 2.14 92.82 1.49 138.21 30 4339 0.61 0.062 0.04 13.34 0.00 0.000
54.33 2.15 91.53 1.50 137.74 30 4329 0.61 0.062 0.04 13.34 0.00 0.000
54.41 2.15 90.98 1.51 137.44 30 4326 0.60 0.062 0.04 13.34 0.00 0.000
54.47 2.15 91.28 1.51 137.65 30 4338 0.60 0.062 0.04 13.34 0.00 0.000
54.54 2.15 93.04 1.49 139.05 31 4389 0.60 0.061 0.04 13.34 0.00 0.000
54.61 2.14 94.47 1.49 140.98 31 4456 0.60 0.060 0.04 13.34 0.00 0.000
54.67 2.15 95.45 1.50 142.88 32 4521 0.60 0.058 0.03 13.34 0.00 0.000
54.74 2.15 96.60 1.49 144.38 32 4575 0.60 0.057 0.03 13.34 0.00 0.000
54.79 2.14 98.07 1.48 145.57 32 4617 0.60 0.056 0.03 13.34 0.00 0.000
54.86 2.13 100.07 1.47 146.67 32 4655 0.60 0.056 0.03 13.34 0.00 0.000
54.93 2.12 102.36 1.44 147.84 32 4692 0.60 0.055 0.03 13.34 0.00 0.000
55.01 2.11 104.37 1.43 148.96 32 4726 0.60 0.054 0.03 13.34 0.00 0.000
55.05 2.10 106.09 1.42 150.71 33 4781 0.60 0.053 0.03 13.34 0.00 0.000
55.16 2.10 107.01 1.42 151.95 33 4830 0.60 0.053 0.03 13.34 0.00 0.000
55.20 2.10 107.65 1.42 153.02 33 4869 0.60 0.052 0.03 13.34 0.00 0.000
55.25 2.10 107.39 1.42 152.86 33 4871 0.60 0.052 0.03 13.34 0.00 0.000
55.38 2.11 106.78 1.43 152.37 33 4869 0.60 0.052 0.03 13.34 0.00 0.000
55.40 2.11 105.00 1.44 151.21 33 4842 0.60 0.053 0.03 13.34 0.00 0.000
55.45 2.12 102.88 1.46 149.72 33 4804 0.60 0.053 0.03 13.34 0.00 0.000
55.51 2.13 100.45 1.47 147.62 32 4747 0.60 0.054 0.03 13.34 0.00 0.000
55.59 2.13 99.20 1.46 145.32 32 4679 0.60 0.055 0.03 13.34 0.00 0.000
55.68 2.12 98.55 1.45 142.96 31 4606 0.60 0.057 0.03 13.34 0.00 0.000
55.74 2.11 98.59 1.43 141.21 31 4547 0.60 0.058 0.03 13.34 0.00 0.000
55.78 2.09 99.51 1.41 140.36 30 4509 0.60 0.059 0.04 13.34 0.00 0.000
55.85 2.08 101.14 1.39 140.36 30 4493 0.60 0.059 0.04 13.34 0.00 0.000
55.92 2.06 102.80 1.37 140.83 30 4490 0.60 0.059 0.04 13.34 0.00 0.000
55.99 2.05 104.03 1.36 141.50 30 4501 0.60 0.059 0.04 13.34 0.00 0.000
56.04 2.05 104.71 1.36 142.05 30 4517 0.60 0.059 0.04 13.34 0.00 0.000
56.10 2.05 105.24 1.35 142.51 30 4533 0.60 0.058 0.04 13.34 0.00 0.000
56.18 2.05 105.37 1.35 142.65 30 4543 0.59 0.058 0.04 13.34 0.00 0.000
56.24 2.05 104.88 1.36 142.20 30 4538 0.59 0.058 0.04 13.34 0.00 0.000
56.32 2.05 103.86 1.36 141.23 30 4521 0.59 0.059 0.04 13.34 0.00 0.000
56.38 2.06 102.50 1.36 139.84 30 4489 0.59 0.059 0.04 13.34 0.00 0.000
56.44 2.06 100.77 1.37 138.05 29 4445 0.59 0.060 0.04 13.34 0.00 0.000
56.52 2.07 98.80 1.38 136.13 29 4401 0.59 0.061 0.04 13.34 0.00 0.000
56.58 2.07 96.71 1.38 133.77 29 4336 0.59 0.063 0.04 13.34 0.00 0.000
56.64 2.07 95.13 1.38 131.48 28 4266 0.59 0.064 0.04 13.34 0.00 0.000
56.71 2.07 93.82 1.38 129.30 28 4196 0.59 0.066 0.04 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 44 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2519 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
56.77 2.07 93.27 1.38 128.28 27 4164 0.59 0.067 0.05 13.34 0.00 0.000
56.83 2.06 93.23 1.36 127.18 27 4118 0.59 0.068 0.05 13.34 0.00 0.000
56.92 2.04 93.75 1.35 126.31 27 4068 0.59 0.070 0.05 13.34 0.00 0.000
56.96 2.02 95.76 1.33 127.11 27 4054 0.59 0.070 0.05 13.34 0.00 0.000
57.03 2.01 98.96 1.31 129.98 27 4114 0.59 0.069 0.05 13.34 0.00 0.000
57.11 1.99 103.41 1.30 134.28 28 4207 0.59 0.066 0.04 13.34 0.00 0.000
57.19 1.98 106.44 1.29 137.11 28 4263 0.59 0.065 0.04 13.34 0.00 0.000
57.22 1.97 108.02 1.28 138.63 29 4293 0.59 0.064 0.04 13.34 0.00 0.000
57.30 1.97 107.89 1.29 138.68 29 4309 0.59 0.064 0.04 13.34 0.00 0.000
57.36 1.97 108.57 1.29 139.71 29 4352 0.59 0.063 0.04 13.34 0.00 0.000
57.44 1.97 109.82 1.29 141.33 29 4409 0.59 0.061 0.04 13.34 0.00 0.000
57.49 1.97 111.82 1.29 143.76 30 4485 0.59 0.060 0.04 13.34 0.00 0.000
57.55 1.97 113.35 1.29 145.92 30 4564 0.59 0.058 0.04 13.34 0.00 0.000
57.62 1.98 114.17 1.29 147.50 30 4640 0.59 0.057 0.03 13.34 0.00 0.000
57.70 1.99 114.64 1.30 148.70 31 4705 0.59 0.056 0.03 13.34 0.00 0.000
57.75 1.99 115.49 1.30 149.85 31 4748 0.59 0.055 0.03 13.34 0.00 0.000
57.81 1.99 116.46 1.30 150.92 31 4780 0.59 0.054 0.03 13.34 0.00 0.000
57.89 1.99 116.73 1.30 151.23 31 4795 0.59 0.054 0.03 13.34 0.00 0.000
57.95 1.99 115.82 1.30 150.41 31 4787 0.59 0.054 0.03 13.34 0.00 0.000
58.01 2.00 113.54 1.31 148.38 31 4759 0.58 0.055 0.03 13.34 0.00 0.000
58.09 2.01 110.65 1.32 145.89 31 4726 0.58 0.055 0.03 13.34 0.00 0.000
58.14 2.03 106.76 1.34 142.76 30 4680 0.58 0.056 0.03 13.34 0.00 0.000
58.22 2.05 103.80 1.35 140.44 30 4646 0.58 0.057 0.04 13.34 0.00 0.000
58.29 2.06 101.78 1.37 138.93 30 4624 0.58 0.057 0.04 13.34 0.00 0.000
58.35 2.06 101.25 1.37 138.59 30 4623 0.58 0.057 0.04 13.34 0.00 0.000
58.42 2.07 100.72 1.37 138.32 30 4628 0.58 0.057 0.04 13.34 0.00 0.000
58.47 2.07 100.18 1.38 138.03 30 4628 0.58 0.057 0.04 13.34 0.00 0.000
58.53 2.07 99.80 1.38 137.69 29 4625 0.58 0.057 0.04 13.34 0.00 0.000
58.62 2.07 99.59 1.38 137.40 29 4623 0.58 0.057 0.04 13.34 0.00 0.000
58.68 2.07 99.81 1.38 137.40 29 4623 0.58 0.057 0.04 13.34 0.00 0.000
58.73 2.06 101.67 1.36 138.46 29 4640 0.58 0.057 0.04 13.34 0.00 0.000
58.84 2.04 103.67 1.35 139.67 30 4661 0.58 0.057 0.04 13.34 0.00 0.000
58.87 2.03 106.35 1.33 141.50 30 4685 0.58 0.056 0.03 13.34 0.00 0.000
58.93 2.02 107.98 1.32 142.58 30 4696 0.58 0.056 0.03 13.34 0.00 0.000
59.02 2.01 109.12 1.31 143.24 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.06 2.01 108.07 1.31 142.08 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.15 2.03 104.11 1.33 138.73 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.22 2.06 98.60 1.37 134.66 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.26 2.11 90.70 1.43 130.06 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.34 2.18 80.44 1.57 126.04 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.41 2.25 70.64 1.76 124.61 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.46 2.35 59.61 2.12 126.64 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.55 2.45 49.80 2.68 133.52 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.61 2.58 40.38 3.60 145.52 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.65 2.63 37.81 4.00 151.41 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.71 2.56 42.30 3.46 146.25 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.80 2.46 50.59 2.73 138.21 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.86 2.38 59.46 2.29 135.95 0 0 0.58 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 45 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2520 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
59.94 2.35 64.50 2.13 137.67 0 0 0.57 0.000 0.00 0.00 0.00 0.000 Total estimated settlement: 0.78
Abbreviations
Qtn:
Kc:
Qtn,cs:
Gmax:
CSR:
γ:
evol(15):
Nc:
ev:
Settle.:
Equivalent clean sand normalized cone resistance
Fines correction factor
Post-liquefaction volumentric strain
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 46 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2521 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
L I Q U E F A C T I O N A N A L Y S I S R E P O R T
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-3
80.00 ft
80.00 ft
3 2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
0 100 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Cone resistance SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot CRR plot
Recompacted Soil
CRR & CSR
0 0.2 0.4 0.6
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200 Cyclic Stress Ratio* (CSR*)
0.8 0.7
0.6 0.5
0.4 0.3
0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10 Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio Recompacted Soil
Rf (%)
0 2 4 6 8 10
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq 47 4.4.t
Packet Pg. 2522 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 Norm. cone resistance
Qtn
0 50 100 150 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Nom. pore pressure ratio SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot Norm. Soil Behaviour Type
Recompacted Soil
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Depth (ft) 60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand Clay Clay & silty clay
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt Clay Clay & silty clay Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt Clay Clay & silty clay
Sand & silty sand Clay & silty clay
Clay & silty clay Clay Clay & silty clay
Sand & silty sand
Silty sand & sandy silt Clay Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt
Clay & silty clay
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 48 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay 5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
80.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
4.4.t
Packet Pg. 2523 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned This software is licensed to: Edward LaMont CPT name: CPT-3 CRR plot
Recompacted Soil
CRR & CSR
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot Liquefaction potential
Recompacted Soil
LPI
0 5 10 15 20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements
Recompacted Soil
Settlement (in)
0 0.1 0.2 0.3 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements
Recompacted Soil
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 49 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq Input parameters and analysis data F.S. color scheme LPI color scheme Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.30 1.11
80.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
4.4.t
Packet Pg. 2524 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands ::
Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
0.09 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.14 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.20 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.28 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.34 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.40 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.48 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.53 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.66 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.72 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.81 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.88 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
0.93 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.00 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.06 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.13 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.21 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.27 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.32 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.41 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.47 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.51 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.61 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.66 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.71 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.86 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
1.99 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.05 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.15 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.19 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.24 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.30 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.39 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.44 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.49 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.58 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.64 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.69 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.83 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.91 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
2.98 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.02 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 50 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2525 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
3.23 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.32 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.37 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.42 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.52 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.57 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.70 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.77 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.81 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.91 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
3.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
4.01 2.38 53.37 2.27 121.06 29 608 0.67 0.303 0.19 13.34 0.17 0.001
4.09 2.21 81.53 1.65 134.16 30 752 0.67 0.122 0.07 13.34 0.07 0.001
4.16 2.13 83.24 1.47 122.73 27 696 0.67 0.176 0.12 13.34 0.11 0.001
4.21 2.14 85.61 1.49 127.78 28 724 0.67 0.152 0.10 13.34 0.09 0.001
4.29 2.18 84.59 1.57 133.20 30 752 0.67 0.136 0.08 13.34 0.07 0.001
4.36 2.21 84.99 1.65 139.95 32 785 0.67 0.119 0.07 13.34 0.06 0.001
4.41 2.24 86.49 1.71 148.22 34 823 0.67 0.102 0.05 13.34 0.05 0.000
4.48 2.24 90.61 1.73 156.74 36 868 0.67 0.087 0.04 13.34 0.04 0.000
4.54 2.25 95.95 1.75 167.52 39 926 0.67 0.072 0.03 13.34 0.03 0.000
4.68 2.24 101.08 1.73 174.64 40 968 0.67 0.066 0.03 13.34 0.03 0.000
4.74 2.21 108.85 1.65 179.41 41 1006 0.67 0.060 0.03 13.34 0.02 0.000
4.83 2.18 114.54 1.58 180.74 41 1021 0.67 0.060 0.03 13.34 0.02 0.000
4.87 2.15 120.69 1.51 182.26 40 1033 0.67 0.058 0.03 13.34 0.02 0.000
4.93 2.11 127.75 1.44 184.07 40 1041 0.67 0.058 0.03 13.34 0.02 0.000
5.03 2.07 135.31 1.38 187.06 40 1047 0.67 0.060 0.03 13.34 0.02 0.000
5.08 2.04 141.01 1.35 189.83 40 1048 0.67 0.060 0.03 13.34 0.02 0.000
5.13 2.02 142.97 1.33 189.74 40 1037 0.67 0.064 0.03 13.34 0.02 0.000
5.23 2.01 143.42 1.31 188.59 39 1023 0.67 0.069 0.03 13.34 0.03 0.000
5.25 2.00 142.56 1.31 186.17 39 1003 0.67 0.074 0.03 13.34 0.03 0.000
5.33 2.00 140.58 1.30 183.36 38 987 0.67 0.080 0.04 13.34 0.03 0.000
5.39 2.00 137.80 1.30 179.61 37 966 0.67 0.088 0.04 13.34 0.04 0.000
5.47 2.00 134.06 1.31 175.39 37 947 0.67 0.097 0.05 13.34 0.04 0.000
5.52 2.02 129.61 1.32 171.13 36 932 0.67 0.105 0.05 13.34 0.04 0.000
5.59 2.04 125.16 1.34 167.79 35 924 0.67 0.110 0.06 13.34 0.05 0.000
5.64 2.06 121.02 1.37 165.76 35 924 0.67 0.113 0.06 13.34 0.05 0.000
5.72 2.08 120.01 1.39 166.88 36 936 0.67 0.111 0.05 13.34 0.05 0.000
5.78 2.11 118.99 1.43 170.06 37 961 0.67 0.103 0.05 13.34 0.04 0.000
5.86 2.13 120.45 1.46 176.23 39 998 0.67 0.093 0.04 13.34 0.04 0.000
5.92 2.15 122.77 1.50 184.17 41 1044 0.67 0.082 0.03 13.34 0.03 0.000
5.98 2.15 129.08 1.51 194.27 43 1101 0.67 0.071 0.03 13.34 0.02 0.000
6.06 2.15 134.62 1.51 203.04 45 1151 0.67 0.064 0.02 13.34 0.02 0.000
6.10 2.16 139.46 1.53 213.46 47 1209 0.67 0.056 0.02 13.34 0.02 0.000
6.20 2.18 141.38 1.57 221.65 50 1253 0.67 0.052 0.02 13.34 0.01 0.000
6.24 2.20 142.43 1.62 230.30 52 1296 0.67 0.049 0.02 13.34 0.01 0.000
6.31 2.22 141.47 1.67 235.66 54 1318 0.66 0.047 0.01 13.34 0.01 0.000
6.37 2.24 139.85 1.72 240.18 55 1333 0.66 0.047 0.01 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 51 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2526 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
6.45 2.25 138.18 1.75 242.43 56 1338 0.66 0.048 0.01 13.34 0.01 0.000
6.50 2.26 135.85 1.78 242.39 56 1331 0.66 0.049 0.01 13.34 0.01 0.000
6.57 2.26 133.47 1.80 240.36 56 1316 0.66 0.051 0.01 13.34 0.01 0.000
6.63 2.27 130.58 1.82 237.43 55 1296 0.66 0.054 0.02 13.34 0.01 0.000
6.70 2.27 127.24 1.83 233.34 54 1271 0.66 0.058 0.02 13.34 0.01 0.000
6.79 2.28 123.75 1.85 229.03 53 1243 0.66 0.063 0.02 13.34 0.02 0.000
6.84 2.28 120.76 1.86 224.83 53 1218 0.66 0.068 0.02 13.34 0.02 0.000
6.89 2.28 118.49 1.86 220.39 51 1194 0.66 0.073 0.02 13.34 0.02 0.000
6.97 2.28 116.71 1.85 215.42 50 1170 0.66 0.079 0.03 13.34 0.02 0.000
7.04 2.28 114.94 1.84 211.03 49 1149 0.66 0.085 0.03 13.34 0.02 0.000
7.09 2.27 114.03 1.82 207.92 48 1134 0.66 0.090 0.03 13.34 0.03 0.000
7.18 2.27 113.52 1.82 206.25 48 1126 0.66 0.094 0.03 13.34 0.03 0.000
7.23 2.25 113.41 1.75 198.69 46 1097 0.66 0.104 0.04 13.34 0.03 0.000
7.30 2.21 114.21 1.63 185.97 42 1045 0.66 0.126 0.05 13.34 0.04 0.000
7.38 2.16 115.47 1.52 175.47 39 995 0.66 0.155 0.07 13.34 0.06 0.001
7.43 2.13 117.13 1.47 172.48 38 978 0.66 0.168 0.08 13.34 0.06 0.000
7.52 2.14 117.93 1.49 175.21 39 993 0.66 0.162 0.07 13.34 0.06 0.001
7.58 2.15 118.27 1.50 177.63 39 1007 0.66 0.156 0.07 13.34 0.06 0.000
7.63 2.17 116.39 1.54 178.81 40 1013 0.66 0.155 0.07 13.34 0.06 0.000
7.69 2.18 115.02 1.57 180.11 40 1018 0.66 0.155 0.07 13.34 0.06 0.000
7.75 2.19 113.95 1.60 181.83 41 1027 0.66 0.153 0.06 13.34 0.05 0.000
7.82 2.20 114.59 1.60 183.82 41 1042 0.66 0.147 0.06 13.34 0.05 0.000
7.89 2.20 115.07 1.61 185.69 42 1058 0.66 0.142 0.06 13.34 0.05 0.000
7.95 2.20 115.77 1.62 187.16 42 1070 0.66 0.138 0.06 13.34 0.05 0.000
8.01 2.20 116.78 1.61 187.98 42 1082 0.66 0.135 0.05 13.34 0.04 0.000
8.10 2.19 117.85 1.60 188.27 42 1094 0.66 0.133 0.05 13.34 0.04 0.000
8.15 2.19 119.51 1.58 188.61 42 1105 0.66 0.130 0.05 13.34 0.04 0.000
8.22 2.18 120.85 1.56 188.52 42 1115 0.66 0.128 0.05 13.34 0.04 0.000
8.29 2.17 122.22 1.54 188.61 42 1125 0.66 0.126 0.05 13.34 0.04 0.000
8.34 2.16 124.22 1.52 188.91 42 1136 0.66 0.124 0.05 13.34 0.04 0.000
8.41 2.14 127.27 1.49 189.68 42 1150 0.66 0.121 0.05 13.34 0.04 0.000
8.49 2.12 130.88 1.46 190.80 42 1168 0.66 0.117 0.05 13.34 0.04 0.000
8.54 2.11 134.92 1.43 192.79 42 1186 0.66 0.112 0.05 13.34 0.04 0.000
8.63 2.09 137.68 1.41 194.12 42 1202 0.66 0.110 0.05 13.34 0.04 0.000
8.68 2.08 140.76 1.39 195.89 42 1216 0.66 0.107 0.04 13.34 0.04 0.000
8.74 2.07 142.77 1.38 196.88 42 1227 0.66 0.106 0.04 13.34 0.03 0.000
8.79 2.06 144.98 1.37 197.95 42 1235 0.66 0.104 0.04 13.34 0.03 0.000
8.91 2.05 145.37 1.36 197.54 42 1242 0.66 0.105 0.04 13.34 0.03 0.000
8.94 2.05 146.31 1.35 197.74 42 1243 0.66 0.105 0.04 13.34 0.03 0.000
8.99 2.04 146.41 1.35 196.99 42 1241 0.66 0.107 0.04 13.34 0.04 0.000
9.08 2.03 146.38 1.34 195.73 41 1238 0.66 0.110 0.05 13.34 0.04 0.000
9.13 2.02 147.04 1.33 194.97 41 1232 0.66 0.113 0.05 13.34 0.04 0.000
9.21 2.01 147.52 1.32 194.42 41 1232 0.66 0.115 0.05 13.34 0.04 0.000
9.27 2.01 147.99 1.31 194.32 41 1233 0.66 0.116 0.05 13.34 0.04 0.000
9.32 2.01 147.77 1.31 194.06 41 1236 0.66 0.117 0.05 13.34 0.04 0.000
9.42 2.01 146.10 1.32 192.46 40 1236 0.66 0.119 0.05 13.34 0.04 0.000
9.47 2.02 143.81 1.32 190.39 40 1231 0.66 0.122 0.05 13.34 0.04 0.000
9.52 2.03 140.14 1.34 187.24 39 1220 0.66 0.127 0.06 13.34 0.04 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 52 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2527 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
9.58 2.05 136.11 1.35 183.74 39 1207 0.66 0.134 0.06 13.34 0.05 0.000
9.66 2.06 131.65 1.37 179.90 38 1193 0.66 0.142 0.06 13.34 0.05 0.001
9.71 2.07 127.65 1.38 175.98 38 1174 0.66 0.152 0.07 13.34 0.06 0.000
9.80 2.08 123.45 1.39 171.82 37 1155 0.66 0.164 0.08 13.34 0.06 0.001
9.86 2.08 120.64 1.40 168.46 36 1137 0.66 0.176 0.09 13.34 0.07 0.000
9.91 2.08 119.20 1.39 165.95 36 1124 0.66 0.186 0.09 13.34 0.07 0.000
10.01 2.08 118.41 1.39 164.02 35 1116 0.66 0.195 0.10 13.34 0.08 0.001
10.04 2.07 118.81 1.37 163.28 35 1112 0.66 0.200 0.10 13.34 0.08 0.000
10.11 2.06 119.93 1.36 163.22 35 1112 0.66 0.202 0.10 13.34 0.08 0.001
10.18 2.04 121.46 1.34 163.10 34 1111 0.66 0.206 0.11 13.34 0.08 0.001
10.25 2.02 122.33 1.32 161.66 34 1096 0.66 0.221 0.12 13.34 0.09 0.001
10.30 1.97 121.59 1.28 155.95 32 1036 0.66 0.282 0.16 13.34 0.13 0.001
10.38 1.93 119.35 1.26 150.18 30 982 0.66 0.364 0.22 13.34 0.17 0.002
10.45 1.92 115.12 1.25 144.26 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.54 1.97 109.73 1.29 141.12 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.59 2.02 103.84 1.33 137.70 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.64 2.09 95.44 1.40 133.66 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.73 2.15 87.48 1.51 132.14 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.77 2.23 78.82 1.71 134.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.84 2.31 70.85 1.96 139.17 0 0 0.66 0.000 0.00 0.00 0.00 0.000
10.94 2.40 61.06 2.39 145.92 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.03 2.48 53.22 2.84 151.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.14 2.52 49.06 3.11 152.41 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.16 2.54 47.32 3.25 153.63 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.22 2.56 45.79 3.40 155.48 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.29 2.60 42.31 3.71 157.03 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.43 2.63 38.87 4.02 156.33 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.48 2.67 35.54 4.40 156.34 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.49 2.70 33.28 4.74 157.72 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.55 2.74 31.07 5.13 159.29 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.62 2.78 28.40 5.58 158.54 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.70 2.81 26.23 5.92 155.30 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.77 2.83 24.51 6.21 152.20 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.83 2.82 24.70 6.05 149.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000
11.90 2.75 27.39 5.30 145.10 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.00 2.68 31.04 4.49 139.34 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.02 2.59 36.28 3.63 131.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.11 2.52 40.65 3.09 125.49 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.16 2.45 45.18 2.68 121.23 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.21 2.43 47.95 2.52 120.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.31 2.42 49.20 2.47 121.74 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.37 2.42 49.27 2.51 123.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.40 2.46 47.68 2.69 128.19 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.56 2.49 45.63 2.91 132.72 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.57 2.52 43.93 3.14 137.94 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.61 2.55 42.44 3.33 141.21 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.70 2.58 40.55 3.58 145.00 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.76 2.61 38.72 3.85 149.22 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 53 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2528 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
12.80 2.63 37.67 4.04 152.36 0 0 0.66 0.000 0.00 0.00 0.00 0.000
12.99 2.65 36.66 4.20 153.94 0 0 0.66 0.000 0.00 0.00 0.00 0.000
13.05 2.66 36.12 4.29 155.07 0 0 0.66 0.000 0.00 0.00 0.00 0.000
13.10 2.66 34.68 4.31 149.44 0 0 0.66 0.000 0.00 0.00 0.00 0.000
13.22 2.64 33.18 4.15 137.63 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.24 2.59 31.91 3.70 118.18 32 662 0.65 7.512 4.29 13.34 3.16 0.010
13.29 2.55 31.85 3.33 105.93 28 627 0.65 11.507 7.71 13.34 3.87 0.023
13.34 2.52 32.43 3.14 101.77 27 621 0.65 12.528 8.93 13.34 3.87 0.022
13.39 2.52 34.44 3.15 108.58 28 663 0.65 7.713 5.08 13.34 3.73 0.022
13.48 2.52 37.42 3.10 115.83 30 717 0.65 4.493 2.75 13.34 2.01 0.022
13.54 2.52 40.19 3.10 124.63 32 773 0.65 2.751 1.54 13.34 1.13 0.008
13.63 2.52 41.92 3.12 130.73 34 813 0.65 2.046 1.08 13.34 0.79 0.009
13.68 2.53 42.41 3.22 136.41 36 838 0.65 1.721 0.86 13.34 0.63 0.003
13.72 2.54 42.74 3.26 139.19 37 852 0.65 1.575 0.76 13.34 0.56 0.003
13.82 2.55 42.48 3.31 140.48 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.87 2.53 43.09 3.22 138.71 0 0 0.65 0.000 0.00 0.00 0.00 0.000
13.92 2.50 45.03 2.99 134.57 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.01 2.46 47.99 2.71 129.83 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.06 2.41 51.66 2.41 124.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.11 2.37 55.45 2.21 122.52 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.19 2.34 58.68 2.09 122.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.26 2.34 60.83 2.07 126.09 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.31 2.36 59.89 2.19 131.15 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.41 2.40 57.64 2.38 137.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.46 2.45 54.98 2.65 145.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.51 2.49 53.11 2.90 154.15 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.60 2.52 51.20 3.15 161.47 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.65 2.55 49.53 3.34 165.32 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.70 2.55 48.80 3.34 162.88 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.78 2.53 48.43 3.22 155.98 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.86 2.50 49.07 3.00 147.21 0 0 0.65 0.000 0.00 0.00 0.00 0.000
14.90 2.45 51.99 2.66 138.44 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.00 2.40 56.19 2.35 132.04 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.04 2.33 62.04 2.06 127.93 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.10 2.30 66.65 1.92 127.91 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.19 2.27 70.83 1.82 129.23 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.24 2.26 73.69 1.78 131.07 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.30 2.25 74.61 1.76 131.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.40 2.25 74.55 1.76 131.57 30 1143 0.65 0.466 0.28 13.34 0.20 0.002
15.44 2.24 75.83 1.72 130.49 30 1144 0.65 0.467 0.29 13.34 0.20 0.001
15.53 2.22 77.71 1.66 128.89 29 1146 0.65 0.471 0.30 13.34 0.21 0.002
15.58 2.20 78.76 1.62 127.27 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.63 2.21 75.37 1.65 124.27 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.68 2.27 67.27 1.81 121.59 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.78 2.34 58.09 2.09 121.28 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.81 2.49 44.71 2.91 129.97 0 0 0.65 0.000 0.00 0.00 0.00 0.000
15.97 2.63 34.94 4.02 140.34 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.00 2.79 26.62 5.71 151.92 0 0 0.65 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 54 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2529 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
16.02 2.85 23.90 6.51 155.47 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.17 2.91 21.63 7.31 158.07 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.23 2.95 20.06 7.98 160.01 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.24 2.96 19.88 8.08 160.61 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.27 2.93 19.60 7.70 150.86 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.37 2.88 19.45 6.90 134.25 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.42 2.82 19.91 6.06 120.57 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.51 2.79 20.80 5.75 119.66 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.56 2.79 22.37 5.69 127.30 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.62 2.76 24.54 5.34 131.02 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.67 2.73 26.96 4.98 134.33 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.76 2.66 30.67 4.35 133.44 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.81 2.59 35.66 3.66 130.34 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.91 2.51 41.19 3.03 124.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000
16.93 2.43 47.67 2.51 119.72 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.00 2.33 56.41 2.04 115.22 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.08 2.24 66.28 1.73 114.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.15 2.18 74.69 1.57 117.14 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.20 2.16 80.02 1.51 121.14 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.30 2.15 83.30 1.49 124.48 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.33 2.14 87.32 1.48 129.25 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.39 2.10 96.05 1.42 136.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.50 2.07 105.65 1.37 145.19 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.53 2.02 116.75 1.33 155.05 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.59 2.00 124.68 1.30 162.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.68 1.97 132.38 1.29 170.43 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.74 1.96 138.52 1.27 176.62 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.78 1.94 143.91 1.26 181.75 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.85 1.92 148.91 1.25 186.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.93 1.91 152.84 1.25 190.49 0 0 0.65 0.000 0.00 0.00 0.00 0.000
17.98 1.91 154.77 1.24 192.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000
18.07 1.91 154.90 1.25 192.94 39 1713 0.65 0.144 0.06 13.34 0.04 0.000
18.13 1.92 154.14 1.25 192.39 39 1716 0.65 0.144 0.06 13.34 0.04 0.000
18.18 1.93 151.35 1.26 190.11 39 1715 0.65 0.145 0.07 13.34 0.04 0.000
18.28 1.94 147.80 1.27 187.10 38 1712 0.66 0.147 0.07 13.34 0.04 0.001
18.32 1.96 144.65 1.28 184.44 38 1707 0.66 0.149 0.07 13.34 0.05 0.000
18.38 1.97 141.98 1.28 182.16 37 1703 0.66 0.151 0.07 13.34 0.05 0.000
18.47 1.98 139.46 1.29 180.07 37 1703 0.66 0.152 0.07 13.34 0.05 0.001
18.53 1.99 137.50 1.30 178.71 37 1706 0.66 0.152 0.07 13.34 0.05 0.000
18.61 1.99 137.45 1.30 179.01 37 1718 0.66 0.151 0.07 13.34 0.05 0.000
18.67 1.99 139.22 1.30 180.97 38 1737 0.66 0.147 0.07 13.34 0.04 0.000
18.72 1.98 142.72 1.29 184.51 38 1762 0.66 0.141 0.06 13.34 0.04 0.000
18.77 1.97 147.47 1.29 189.53 39 1800 0.66 0.133 0.06 13.34 0.04 0.000
18.86 1.97 151.06 1.28 193.65 40 1839 0.66 0.126 0.06 13.34 0.04 0.000
18.91 1.97 153.65 1.28 197.25 41 1880 0.66 0.119 0.05 13.34 0.03 0.000
19.01 1.98 153.35 1.29 197.95 41 1906 0.66 0.116 0.05 13.34 0.03 0.000
19.06 1.99 151.78 1.30 197.50 41 1923 0.66 0.114 0.05 13.34 0.03 0.000
19.11 2.01 148.74 1.32 195.65 41 1929 0.66 0.113 0.05 13.34 0.03 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 55 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2530 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
19.20 2.03 145.40 1.33 193.46 41 1934 0.66 0.113 0.05 13.34 0.03 0.000
19.25 2.03 142.52 1.34 190.71 40 1918 0.66 0.117 0.05 13.34 0.03 0.000
19.31 2.02 139.96 1.33 185.58 39 1856 0.66 0.128 0.06 13.34 0.04 0.000
19.36 2.01 136.60 1.32 180.32 38 1799 0.66 0.141 0.07 13.34 0.04 0.000
19.45 2.01 133.24 1.32 175.64 37 1756 0.66 0.154 0.07 13.34 0.05 0.001
19.50 2.03 129.75 1.33 172.92 36 1748 0.66 0.156 0.08 13.34 0.05 0.000
19.56 2.04 126.58 1.34 169.75 36 1727 0.66 0.163 0.08 13.34 0.05 0.000
19.65 2.08 117.42 1.39 162.73 35 1692 0.66 0.176 0.09 13.34 0.06 0.001
19.70 2.09 113.94 1.40 159.76 34 1671 0.66 0.184 0.10 13.34 0.06 0.000
19.77 2.11 108.84 1.43 155.41 34 1638 0.66 0.198 0.11 13.34 0.07 0.001
19.93 2.09 109.41 1.41 153.97 0 0 0.66 0.000 0.00 0.00 0.00 0.000
19.98 2.11 104.79 1.43 150.08 0 0 0.66 0.000 0.00 0.00 0.00 0.000
20.03 2.12 100.68 1.46 146.71 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.12 2.14 95.84 1.49 142.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.17 2.16 91.31 1.52 138.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.22 2.18 86.15 1.56 134.55 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.32 2.20 81.17 1.61 131.03 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.34 2.23 75.81 1.69 128.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.41 2.26 70.76 1.79 126.98 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.50 2.30 65.83 1.92 126.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.56 2.33 62.52 2.04 127.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.61 2.35 60.99 2.11 128.93 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.70 2.37 59.59 2.22 132.33 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.76 2.40 57.92 2.39 138.28 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.80 2.45 55.59 2.63 146.06 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.87 2.50 51.79 3.00 155.13 0 0 0.67 0.000 0.00 0.00 0.00 0.000
20.95 2.56 46.63 3.46 161.31 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.00 2.64 39.87 4.15 165.27 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.09 2.72 33.58 4.91 165.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.15 2.76 29.94 5.40 161.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.20 2.63 35.92 3.99 143.14 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.30 2.42 48.34 2.50 120.97 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.34 2.24 63.94 1.71 109.56 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.39 2.13 75.68 1.46 110.74 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.49 2.08 81.08 1.39 113.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.54 2.09 80.00 1.40 112.23 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.59 2.19 69.70 1.58 110.33 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.69 2.33 56.89 2.05 116.91 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.74 2.51 44.06 3.04 133.89 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.79 2.66 34.23 4.27 146.15 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.88 2.78 26.93 5.57 150.15 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.94 2.86 22.10 6.70 148.02 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.98 2.95 18.26 8.01 146.31 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.08 3.03 16.01 9.26 148.32 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.13 3.08 14.82 10.14 150.20 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.18 2.93 19.26 7.63 147.05 0 0 0.67 0.000 0.00 0.00 0.00 0.000
22.28 2.78 24.91 5.61 139.84 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.31 2.60 34.28 3.78 129.72 0 0 0.68 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 56 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2531 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
22.38 2.50 42.19 2.95 124.29 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.46 2.41 49.83 2.44 121.59 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.51 2.36 55.40 2.17 120.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.58 2.31 59.66 1.97 117.56 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.65 2.26 63.47 1.79 113.40 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.72 2.22 66.18 1.66 109.89 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.80 2.19 67.75 1.59 107.78 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.86 2.18 68.69 1.56 107.06 0 0 0.68 0.000 0.00 0.00 0.00 0.000
22.91 2.17 69.21 1.54 106.86 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.01 2.16 70.17 1.52 106.91 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.06 2.15 71.55 1.50 107.37 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.11 2.14 72.61 1.49 108.04 0 0 0.68 0.000 0.00 0.00 0.00 0.000
23.16 2.15 71.98 1.51 108.64 24 1278 0.68 0.757 0.61 13.34 0.35 0.002
23.26 2.17 70.29 1.55 109.10 24 1287 0.68 0.740 0.58 13.34 0.34 0.004
23.30 2.21 67.11 1.63 109.50 25 1287 0.68 0.741 0.57 13.34 0.33 0.001
23.37 2.24 63.39 1.74 109.98 25 1282 0.68 0.763 0.58 13.34 0.33 0.003
23.45 2.29 58.78 1.90 111.59 26 1273 0.68 0.793 0.57 13.34 0.33 0.003
23.50 2.32 57.19 1.98 113.48 27 1279 0.68 0.780 0.55 13.34 0.31 0.002
23.64 2.30 55.23 1.92 105.88 25 1212 0.68 1.033 0.79 13.34 0.45 0.008
23.70 2.25 56.62 1.75 99.35 23 1166 0.68 1.267 1.08 13.34 0.61 0.004
23.78 2.21 57.72 1.64 94.59 21 1127 0.68 1.534 1.41 13.34 0.80 0.008
23.84 2.21 60.99 1.63 99.32 22 1186 0.68 1.175 1.02 13.34 0.58 0.004
23.90 2.23 60.74 1.69 102.92 24 1223 0.68 1.010 0.83 13.34 0.47 0.003
24.01 2.27 57.63 1.83 105.39 25 1235 0.68 0.974 0.76 13.34 0.43 0.006
24.02 2.27 59.43 1.81 107.73 25 1266 0.68 0.864 0.66 13.34 0.37 0.001
24.12 2.24 63.92 1.71 109.53 25 1307 0.68 0.748 0.57 13.34 0.32 0.004
24.17 2.19 70.92 1.60 113.37 25 1369 0.68 0.608 0.45 13.34 0.25 0.001
24.22 2.20 72.94 1.62 117.86 27 1424 0.68 0.515 0.37 13.34 0.20 0.001
24.32 2.21 74.09 1.65 122.26 28 1477 0.68 0.445 0.30 13.34 0.17 0.002
24.37 2.23 74.88 1.69 126.38 29 1524 0.68 0.394 0.25 13.34 0.14 0.001
24.42 2.22 76.75 1.67 128.36 29 1552 0.68 0.368 0.23 13.34 0.13 0.001
24.52 2.20 80.13 1.61 129.24 29 1575 0.68 0.351 0.22 13.34 0.12 0.001
24.57 2.15 86.50 1.51 130.33 29 1593 0.68 0.337 0.22 13.34 0.12 0.001
24.62 2.09 94.75 1.40 133.12 29 1607 0.68 0.328 0.21 13.34 0.12 0.001
24.71 2.02 104.68 1.33 138.73 29 1617 0.68 0.323 0.21 13.34 0.11 0.001
24.76 1.95 114.41 1.27 145.40 30 1608 0.68 0.331 0.21 13.34 0.11 0.001
24.83 1.89 123.11 1.23 151.08 30 1583 0.68 0.353 0.22 13.34 0.12 0.001
24.90 1.83 130.22 1.18 153.59 30 1544 0.68 0.391 0.24 13.34 0.13 0.001
24.96 1.78 134.65 1.13 151.95 29 1501 0.68 0.441 0.28 13.34 0.15 0.001
25.00 1.74 139.73 1.06 148.26 28 1468 0.68 0.485 0.32 13.34 0.18 0.001
25.11 1.71 142.99 1.00 143.42 27 1447 0.69 0.520 0.37 13.34 0.20 0.002
25.15 1.68 147.51 1.00 147.51 27 1440 0.69 0.532 0.37 13.34 0.20 0.001
25.20 1.67 149.84 1.00 149.84 28 1444 0.69 0.530 0.36 13.34 0.19 0.001
25.30 1.66 152.68 1.00 152.68 28 1454 0.69 0.517 0.34 13.34 0.19 0.002
25.34 1.66 155.02 1.00 155.02 29 1470 0.69 0.496 0.32 13.34 0.18 0.001
25.39 1.65 158.12 1.00 158.12 29 1495 0.69 0.464 0.30 13.34 0.16 0.001
25.48 1.66 161.03 1.00 161.03 30 1528 0.69 0.428 0.27 13.34 0.14 0.002
25.54 1.65 165.77 1.00 165.77 30 1568 0.69 0.388 0.23 13.34 0.13 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 57 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2532 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
25.60 1.65 170.88 1.00 170.88 31 1613 0.69 0.349 0.20 13.34 0.11 0.001
25.69 1.65 176.30 1.00 176.30 32 1660 0.69 0.316 0.18 13.34 0.10 0.001
25.74 1.65 180.04 1.00 180.04 33 1699 0.69 0.292 0.16 13.34 0.09 0.001
25.79 1.65 182.38 1.00 182.38 33 1731 0.69 0.274 0.15 13.34 0.08 0.000
25.88 1.66 183.70 1.00 183.70 34 1763 0.69 0.259 0.14 13.34 0.07 0.001
25.94 1.66 184.97 1.00 184.97 34 1789 0.69 0.247 0.13 13.34 0.07 0.000
25.98 1.66 186.87 1.00 186.87 34 1811 0.69 0.238 0.12 13.34 0.07 0.000
26.08 1.66 187.89 1.00 187.89 35 1824 0.69 0.234 0.12 13.34 0.06 0.001
26.14 1.66 188.77 1.00 188.77 35 1835 0.69 0.230 0.12 13.34 0.06 0.000
26.22 1.67 187.94 1.00 187.94 35 1841 0.69 0.229 0.12 13.34 0.06 0.001
26.28 1.67 187.14 1.00 187.14 35 1845 0.69 0.228 0.12 13.34 0.06 0.000
26.32 1.67 186.75 1.00 186.75 35 1843 0.69 0.230 0.12 13.34 0.06 0.000
26.52 1.67 185.87 1.00 185.87 34 1843 0.69 0.233 0.12 13.34 0.06 0.002
26.57 1.67 185.28 1.00 185.28 34 1837 0.69 0.236 0.12 13.34 0.06 0.000
26.62 1.68 183.28 1.00 183.28 34 1834 0.69 0.239 0.13 13.34 0.07 0.000
26.72 1.68 181.19 1.00 181.19 34 1825 0.69 0.244 0.13 13.34 0.07 0.001
26.77 1.68 179.54 1.00 179.54 33 1814 0.69 0.250 0.14 13.34 0.07 0.000
26.81 1.68 178.65 1.00 178.65 33 1801 0.69 0.257 0.14 13.34 0.07 0.000
26.87 1.68 177.73 1.00 177.73 33 1793 0.69 0.262 0.14 13.34 0.07 0.000
26.92 1.68 176.35 1.00 176.35 33 1786 0.69 0.266 0.15 13.34 0.08 0.001
26.99 1.69 173.91 1.00 173.91 32 1779 0.69 0.271 0.15 13.34 0.08 0.001
27.06 1.70 170.90 1.00 170.90 32 1770 0.69 0.278 0.16 13.34 0.08 0.001
27.11 1.70 167.30 1.00 167.30 31 1747 0.69 0.292 0.17 13.34 0.09 0.000
27.21 1.70 163.95 1.00 163.95 31 1724 0.69 0.308 0.18 13.34 0.09 0.001
27.24 1.71 160.60 1.00 161.03 30 1698 0.69 0.326 0.20 13.34 0.10 0.000
27.30 1.71 157.62 1.01 159.17 30 1676 0.69 0.344 0.21 13.34 0.11 0.001
27.39 1.71 155.05 1.01 156.81 29 1653 0.69 0.364 0.23 13.34 0.12 0.001
27.45 1.71 153.10 1.01 154.60 29 1633 0.69 0.384 0.25 13.34 0.12 0.001
27.50 1.71 151.53 1.01 153.54 29 1621 0.69 0.396 0.26 13.34 0.13 0.001
27.56 1.71 150.26 1.02 152.99 29 1615 0.69 0.404 0.26 13.34 0.13 0.001
27.63 1.72 148.95 1.03 152.90 29 1612 0.69 0.409 0.26 13.34 0.13 0.001
27.70 1.72 147.84 1.03 152.96 29 1611 0.69 0.412 0.27 13.34 0.13 0.001
27.76 1.73 147.06 1.04 153.06 29 1611 0.69 0.413 0.27 13.34 0.13 0.001
27.83 1.72 148.02 1.04 153.25 29 1618 0.69 0.409 0.26 13.34 0.13 0.001
27.90 1.72 150.55 1.03 154.80 29 1639 0.69 0.390 0.25 13.34 0.12 0.001
27.96 1.70 155.17 1.00 155.17 29 1647 0.69 0.385 0.25 13.34 0.12 0.001
28.04 1.67 159.62 1.00 159.62 29 1626 0.69 0.407 0.26 13.34 0.13 0.001
28.09 1.64 163.55 1.00 163.55 30 1602 0.69 0.432 0.27 13.34 0.13 0.001
28.16 1.64 165.22 1.00 165.22 30 1606 0.69 0.430 0.26 13.34 0.13 0.001
28.24 1.65 166.01 1.00 166.01 30 1639 0.69 0.399 0.24 13.34 0.12 0.001
28.28 1.66 165.29 1.00 165.29 30 1668 0.69 0.374 0.23 13.34 0.11 0.001
28.35 1.68 163.58 1.00 163.58 30 1699 0.69 0.351 0.21 13.34 0.11 0.001
28.43 1.70 162.28 1.00 162.28 30 1736 0.69 0.326 0.20 13.34 0.10 0.001
28.48 1.72 161.16 1.04 167.08 31 1785 0.69 0.296 0.17 13.34 0.08 0.000
28.58 1.74 160.05 1.07 171.74 33 1826 0.69 0.275 0.15 13.34 0.08 0.001
28.62 1.77 157.31 1.11 174.75 33 1858 0.69 0.260 0.14 13.34 0.07 0.000
28.68 1.79 153.11 1.14 174.61 34 1869 0.69 0.256 0.14 13.34 0.07 0.000
28.78 1.81 148.52 1.17 173.05 34 1874 0.69 0.255 0.14 13.34 0.07 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 58 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2533 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
28.82 1.83 144.47 1.18 170.94 33 1874 0.69 0.256 0.14 13.34 0.07 0.000
28.88 1.84 142.71 1.19 169.76 33 1871 0.69 0.258 0.14 13.34 0.07 0.000
28.94 1.84 142.80 1.19 169.68 33 1871 0.69 0.259 0.14 13.34 0.07 0.001
29.01 1.82 145.42 1.18 171.23 33 1876 0.69 0.257 0.14 13.34 0.07 0.001
29.08 1.81 149.17 1.16 173.49 34 1888 0.69 0.253 0.14 13.34 0.07 0.000
29.14 1.80 152.29 1.15 175.77 34 1908 0.69 0.246 0.13 13.34 0.06 0.000
29.22 1.80 153.58 1.16 177.42 34 1930 0.69 0.238 0.12 13.34 0.06 0.001
29.27 1.81 153.26 1.16 178.09 35 1945 0.69 0.232 0.12 13.34 0.06 0.000
29.33 1.81 151.98 1.17 177.49 34 1946 0.69 0.233 0.12 13.34 0.06 0.000
29.42 1.82 150.15 1.17 176.00 34 1938 0.69 0.237 0.12 13.34 0.06 0.001
29.47 1.82 147.59 1.18 173.56 34 1917 0.69 0.246 0.13 13.34 0.06 0.000
29.56 1.83 144.49 1.18 170.55 33 1893 0.69 0.258 0.14 13.34 0.07 0.001
29.61 1.83 141.63 1.18 167.37 33 1862 0.69 0.274 0.15 13.34 0.07 0.000
29.66 1.83 138.26 1.18 163.72 32 1826 0.69 0.294 0.17 13.34 0.08 0.000
29.75 1.83 134.18 1.19 159.36 31 1785 0.69 0.320 0.19 13.34 0.09 0.001
29.81 1.84 129.44 1.20 154.72 30 1746 0.69 0.348 0.21 13.34 0.10 0.001
29.86 1.85 125.91 1.20 151.03 30 1712 0.69 0.376 0.23 13.34 0.11 0.001
29.95 1.85 123.39 1.20 148.36 29 1690 0.69 0.397 0.25 13.34 0.12 0.001
30.00 1.85 122.74 1.20 146.99 29 1668 0.69 0.419 0.27 13.34 0.13 0.001
30.15 1.84 122.22 1.20 146.05 29 1658 0.69 0.432 0.28 13.34 0.13 0.002
30.16 1.84 122.69 1.19 146.01 29 1651 0.70 0.440 0.29 13.34 0.13 0.000
30.20 1.84 122.70 1.19 145.94 29 1651 0.70 0.441 0.29 13.34 0.13 0.001
30.26 1.84 122.39 1.19 145.57 29 1648 0.70 0.445 0.29 13.34 0.13 0.001
30.35 1.85 119.10 1.20 142.87 28 1635 0.70 0.462 0.31 13.34 0.14 0.002
30.45 1.87 114.50 1.21 138.91 27 1615 0.70 0.489 0.33 13.34 0.15 0.002
30.49 1.89 109.42 1.23 134.49 27 1595 0.70 0.515 0.36 13.34 0.17 0.001
30.52 1.92 104.46 1.25 130.32 26 1586 0.70 0.529 0.38 13.34 0.17 0.001
30.59 1.97 96.27 1.28 123.64 25 1583 0.70 0.535 0.40 13.34 0.18 0.002
30.69 2.04 86.26 1.35 116.21 25 1577 0.70 0.546 0.43 13.34 0.19 0.002
30.75 2.11 77.68 1.44 111.62 24 1572 0.70 0.556 0.44 13.34 0.20 0.001
30.79 2.17 71.09 1.54 109.73 24 1564 0.70 0.569 0.45 13.34 0.20 0.001
30.84 2.22 65.78 1.67 109.62 25 1559 0.70 0.578 0.44 13.34 0.20 0.001
30.92 2.27 60.49 1.83 110.80 26 1553 0.70 0.591 0.44 13.34 0.20 0.002
30.98 2.31 57.52 1.95 112.17 26 1550 0.70 0.597 0.43 13.34 0.19 0.001
31.08 2.32 56.16 2.01 112.65 27 1548 0.70 0.604 0.43 13.34 0.19 0.002
31.13 2.32 56.11 2.00 112.13 27 1545 0.70 0.612 0.43 13.34 0.19 0.001
31.18 2.32 56.10 1.98 111.35 26 1538 0.70 0.624 0.45 13.34 0.20 0.001
31.24 2.30 55.81 1.93 107.84 25 1503 0.70 0.694 0.52 13.34 0.23 0.002
31.32 2.27 55.26 1.82 100.71 23 1426 0.70 0.884 0.73 13.34 0.33 0.003
31.38 2.24 54.10 1.73 93.81 22 1343 0.70 1.185 1.08 13.34 0.48 0.003
31.47 2.23 53.00 1.70 90.19 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.52 2.25 52.13 1.75 91.19 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.58 2.26 51.97 1.79 93.17 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.64 2.29 51.18 1.90 97.47 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.75 2.32 50.53 2.01 101.58 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.76 2.37 48.50 2.24 108.50 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.85 2.41 46.56 2.44 113.39 0 0 0.70 0.000 0.00 0.00 0.00 0.000
31.89 2.48 42.55 2.82 119.88 0 0 0.70 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 59 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2534 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
31.96 2.53 38.42 3.22 123.80 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.03 2.62 33.09 3.91 129.31 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.09 2.71 28.18 4.81 135.50 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.16 2.78 25.12 5.58 140.22 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.24 2.80 24.21 5.88 142.43 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.29 2.79 24.90 5.73 142.75 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.35 2.79 24.77 5.77 142.93 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.43 2.82 23.58 6.08 143.28 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.49 2.89 20.63 7.03 144.98 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.58 2.90 19.89 7.26 144.44 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.63 2.98 17.00 8.37 142.32 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.68 2.91 19.85 7.31 145.14 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.76 2.88 21.35 6.87 146.73 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.82 2.79 25.54 5.75 146.97 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.88 2.75 28.77 5.20 149.65 0 0 0.70 0.000 0.00 0.00 0.00 0.000
32.95 2.73 30.42 5.08 154.59 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.02 2.75 30.72 5.22 160.30 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.07 2.75 30.83 5.31 163.61 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.14 2.72 32.60 4.91 160.21 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.27 2.67 35.17 4.37 153.76 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.30 2.61 38.14 3.85 146.70 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.37 2.59 39.74 3.63 144.28 39 1700 0.70 0.464 0.21 13.34 0.09 0.001
33.42 2.57 41.07 3.52 144.45 39 1724 0.70 0.440 0.20 13.34 0.08 0.001
33.51 2.58 41.54 3.55 147.33 39 1757 0.70 0.412 0.18 13.34 0.07 0.001
33.56 2.59 41.38 3.65 150.98 41 1784 0.70 0.389 0.17 13.34 0.07 0.000
33.60 2.62 39.35 3.92 154.33 0 0 0.70 0.000 0.00 0.00 0.00 0.000
33.71 2.67 35.86 4.38 156.91 0 0 0.69 0.000 0.00 0.00 0.00 0.000
33.76 2.70 32.73 4.72 154.61 0 0 0.69 0.000 0.00 0.00 0.00 0.000
33.87 2.71 31.19 4.78 149.20 0 0 0.69 0.000 0.00 0.00 0.00 0.000
33.91 2.69 31.16 4.57 142.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000
33.95 2.64 32.95 4.13 136.02 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.00 2.52 39.25 3.15 123.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.09 2.40 47.21 2.39 112.93 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.15 2.32 53.73 2.00 107.60 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.20 2.30 56.22 1.91 107.59 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.26 2.30 57.34 1.93 110.80 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.34 2.32 57.92 2.01 116.52 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.40 2.37 56.41 2.20 124.18 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.46 2.42 52.57 2.51 131.89 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.53 2.49 47.30 2.94 139.21 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.59 2.55 43.48 3.31 144.04 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.66 2.55 42.95 3.38 145.25 0 0 0.69 0.000 0.00 0.00 0.00 0.000
34.73 2.52 46.21 3.11 143.70 37 1848 0.69 0.359 0.17 13.34 0.07 0.001
34.79 2.47 51.07 2.80 142.85 36 1911 0.69 0.320 0.16 13.34 0.06 0.000
34.86 2.44 54.93 2.61 143.58 36 1970 0.69 0.290 0.14 13.34 0.06 0.000
34.94 2.43 56.42 2.56 144.48 36 2000 0.69 0.276 0.14 13.34 0.05 0.000
34.98 2.44 56.03 2.59 144.91 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.05 2.35 65.28 2.13 139.33 0 0 0.69 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 60 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2535 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
35.27 2.25 77.55 1.76 136.80 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.28 2.15 93.39 1.51 140.84 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.33 2.10 101.95 1.42 145.23 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.34 2.06 110.20 1.37 150.64 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.37 1.98 123.37 1.29 159.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.47 1.91 135.55 1.24 168.59 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.51 1.84 149.07 1.19 177.46 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.59 1.81 156.29 1.16 181.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000
35.66 1.79 162.90 1.14 186.52 36 2258 0.69 0.195 0.10 13.34 0.04 0.000
35.72 1.79 166.39 1.14 189.47 36 2291 0.69 0.188 0.09 13.34 0.03 0.000
35.76 1.80 165.56 1.15 190.48 37 2315 0.69 0.182 0.09 13.34 0.03 0.000
35.86 1.80 166.88 1.15 192.40 37 2344 0.69 0.177 0.08 13.34 0.03 0.000
35.91 1.80 168.03 1.16 194.17 38 2371 0.69 0.172 0.08 13.34 0.03 0.000
36.00 1.80 170.27 1.15 195.87 38 2389 0.69 0.169 0.08 13.34 0.03 0.000
36.05 1.81 166.04 1.17 193.61 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.11 1.84 158.50 1.19 188.43 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.19 1.87 149.27 1.21 181.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.25 1.89 141.37 1.23 174.08 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.29 1.92 133.98 1.25 167.13 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.39 1.94 126.54 1.27 160.14 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.46 1.97 120.34 1.28 154.38 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.50 1.99 116.10 1.30 150.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.55 2.00 114.26 1.31 149.56 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.65 2.02 111.57 1.32 147.79 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.69 2.05 107.15 1.35 144.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.75 2.09 100.37 1.40 140.34 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.84 2.14 91.74 1.48 135.63 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.89 2.20 82.87 1.61 133.20 0 0 0.69 0.000 0.00 0.00 0.00 0.000
36.96 2.27 74.57 1.80 134.54 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.02 2.33 67.94 2.04 138.78 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.08 2.40 61.02 2.39 145.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.19 2.47 55.13 2.76 152.12 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.23 2.52 50.78 3.10 157.38 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.28 2.52 49.63 3.13 155.39 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.38 2.49 51.42 2.90 148.99 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.43 2.43 55.64 2.51 139.73 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.51 2.36 60.69 2.20 133.31 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.54 2.30 66.11 1.93 127.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.61 2.24 71.81 1.72 123.29 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.68 2.18 77.61 1.56 121.06 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.74 2.14 81.22 1.49 120.69 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.82 2.14 81.37 1.48 120.44 0 0 0.69 0.000 0.00 0.00 0.00 0.000
37.87 2.17 77.80 1.54 120.01 27 1968 0.69 0.323 0.23 13.34 0.08 0.000
37.95 2.23 71.42 1.68 120.09 27 1970 0.69 0.322 0.22 13.34 0.07 0.001
38.00 2.31 62.96 1.95 122.46 29 1961 0.69 0.328 0.21 13.34 0.07 0.000
38.07 2.37 55.74 2.24 124.99 30 1928 0.69 0.348 0.21 13.34 0.07 0.001
38.16 2.41 51.44 2.42 124.35 31 1878 0.69 0.384 0.23 13.34 0.08 0.001
38.26 2.41 49.96 2.42 120.90 30 1828 0.69 0.424 0.26 13.34 0.09 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 61 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2536 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
38.30 2.39 49.95 2.34 116.85 29 1788 0.69 0.462 0.30 13.34 0.10 0.000
38.46 2.39 49.75 2.31 114.96 28 1771 0.69 0.481 0.32 13.34 0.11 0.002
38.51 2.38 49.57 2.28 113.16 28 1751 0.69 0.503 0.34 13.34 0.11 0.001
38.54 2.38 49.40 2.26 111.57 27 1733 0.69 0.524 0.36 13.34 0.12 0.001
38.55 2.37 49.17 2.24 110.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000
38.59 2.38 48.22 2.28 110.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000
38.65 2.40 45.00 2.37 106.78 0 0 0.69 0.000 0.00 0.00 0.00 0.000
38.75 2.42 40.91 2.50 102.45 0 0 0.69 0.000 0.00 0.00 0.00 0.000
38.79 2.48 35.33 2.87 101.27 0 0 0.69 0.000 0.00 0.00 0.00 0.000
38.85 2.60 29.45 3.73 109.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000
38.92 2.73 24.13 5.08 122.69 0 0 0.68 0.000 0.00 0.00 0.00 0.000
38.99 2.86 19.92 6.59 131.28 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.04 2.96 15.88 8.08 128.42 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.13 3.01 14.18 9.01 127.66 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.18 3.06 12.73 9.92 126.29 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.24 3.12 11.51 10.99 126.55 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.32 3.16 10.66 11.84 126.21 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.38 3.08 12.17 10.32 125.61 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.45 2.98 14.82 8.38 124.27 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.52 2.85 19.74 6.46 127.58 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.57 2.84 20.21 6.34 128.15 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.64 2.89 18.68 6.99 130.58 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.72 2.99 15.04 8.65 130.10 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.78 3.02 14.37 9.20 132.16 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.86 3.01 14.64 9.01 131.97 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.90 2.98 15.52 8.42 130.57 0 0 0.68 0.000 0.00 0.00 0.00 0.000
39.96 2.92 17.96 7.45 133.76 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.07 2.89 18.65 7.13 132.99 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.10 2.89 18.99 6.99 132.84 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.16 2.90 18.40 7.27 133.78 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.26 2.97 15.84 8.23 130.45 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.30 3.00 14.94 8.79 131.26 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.36 3.00 14.68 8.86 130.10 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.45 3.01 14.48 8.95 129.60 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.51 3.00 14.69 8.86 130.22 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.55 2.99 15.46 8.58 132.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.69 2.97 16.23 8.26 133.97 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.71 2.96 16.38 8.15 133.59 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.80 3.00 14.94 8.86 132.30 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.84 3.07 13.11 9.97 130.67 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.89 3.14 11.38 11.46 130.37 0 0 0.68 0.000 0.00 0.00 0.00 0.000
40.98 3.20 10.33 12.64 130.50 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.01 3.21 10.16 12.86 130.70 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.09 3.16 11.08 11.86 131.39 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.15 3.08 12.96 10.32 133.71 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.22 2.90 19.26 7.15 137.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.28 2.77 24.56 5.53 135.93 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.35 2.68 29.50 4.46 131.57 0 0 0.68 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 62 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2537 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
41.43 2.65 31.17 4.17 130.08 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.48 2.58 34.78 3.61 125.53 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.55 2.49 40.88 2.89 118.28 0 0 0.68 0.000 0.00 0.00 0.00 0.000
41.63 2.38 48.91 2.27 111.21 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.69 2.29 57.20 1.88 107.33 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.75 2.22 63.75 1.67 106.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.81 2.18 69.01 1.57 108.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.88 2.15 74.29 1.51 112.14 0 0 0.67 0.000 0.00 0.00 0.00 0.000
41.97 2.13 79.86 1.47 117.13 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.02 2.11 85.58 1.43 122.66 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.07 2.10 90.02 1.42 127.40 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.16 2.09 92.93 1.41 130.97 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.22 2.09 94.92 1.41 133.49 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.26 2.10 95.05 1.41 134.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.32 2.11 93.27 1.43 133.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.40 2.14 88.50 1.49 131.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.46 2.20 80.32 1.62 129.82 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.56 2.26 72.46 1.79 130.03 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.59 2.31 66.50 1.98 131.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.66 2.34 63.86 2.08 132.85 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.72 2.37 61.60 2.21 135.94 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.81 2.41 57.95 2.44 141.60 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.86 2.49 50.79 2.94 149.48 0 0 0.67 0.000 0.00 0.00 0.00 0.000
42.95 2.60 42.24 3.72 157.02 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.00 2.70 33.88 4.72 160.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.05 2.80 26.04 5.81 151.24 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.15 2.89 20.10 7.01 140.96 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.20 3.00 14.76 8.76 129.35 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.24 2.80 22.77 5.85 133.18 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.35 2.62 32.39 3.95 128.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.39 2.40 49.58 2.39 118.70 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.45 2.26 65.63 1.80 117.99 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.52 2.15 83.54 1.50 125.38 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.59 2.07 97.71 1.38 135.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.65 2.01 109.65 1.31 144.19 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.74 1.95 118.83 1.27 151.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.78 1.90 126.88 1.24 157.02 0 0 0.67 0.000 0.00 0.00 0.00 0.000
43.84 1.87 132.10 1.21 160.32 0 0 0.66 0.000 0.00 0.00 0.00 0.000
43.94 1.84 136.51 1.19 162.62 0 0 0.66 0.000 0.00 0.00 0.00 0.000
43.99 1.83 138.82 1.18 163.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.03 1.82 138.44 1.18 162.77 0 0 0.66 0.000 0.00 0.00 0.00 0.000
44.13 1.82 136.63 1.18 160.77 31 2234 0.66 0.242 0.14 13.34 0.03 0.000
44.18 1.82 135.59 1.17 159.24 31 2211 0.66 0.250 0.15 13.34 0.04 0.000
44.24 1.82 135.04 1.17 158.65 31 2204 0.66 0.252 0.15 13.34 0.04 0.000
44.33 1.82 135.34 1.17 158.95 31 2211 0.66 0.250 0.15 13.34 0.03 0.000
44.38 1.82 135.16 1.18 159.27 31 2223 0.66 0.246 0.15 13.34 0.03 0.000
44.43 1.85 133.24 1.20 159.67 31 2272 0.66 0.231 0.13 13.34 0.03 0.000
44.52 1.88 130.09 1.22 158.71 32 2321 0.66 0.218 0.13 13.34 0.03 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 63 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2538 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
44.58 1.91 126.01 1.24 156.38 31 2360 0.66 0.208 0.12 13.34 0.03 0.000
44.63 1.92 122.90 1.25 153.80 31 2361 0.66 0.208 0.12 13.34 0.03 0.000
44.72 1.93 120.05 1.26 151.25 31 2356 0.66 0.209 0.12 13.34 0.03 0.000
44.76 1.94 118.10 1.27 149.56 30 2354 0.66 0.210 0.13 13.34 0.03 0.000
44.82 1.95 116.31 1.27 148.01 30 2354 0.66 0.210 0.13 13.34 0.03 0.000
44.89 1.96 114.87 1.28 146.81 30 2356 0.66 0.209 0.13 13.34 0.03 0.000
44.96 1.96 113.80 1.28 145.51 30 2339 0.66 0.214 0.13 13.34 0.03 0.000
45.06 1.95 114.17 1.27 145.30 30 2319 0.66 0.219 0.14 13.34 0.03 0.000
45.12 1.94 115.80 1.26 146.14 30 2296 0.66 0.226 0.14 13.34 0.03 0.000
45.16 1.92 118.75 1.25 148.58 30 2297 0.66 0.226 0.14 13.34 0.03 0.000
45.21 1.90 123.70 1.24 153.17 31 2322 0.66 0.219 0.13 13.34 0.03 0.000
45.28 1.88 130.35 1.22 159.65 32 2374 0.66 0.206 0.12 13.34 0.03 0.000
45.35 1.86 137.67 1.21 166.90 33 2443 0.66 0.191 0.10 13.34 0.02 0.000
45.41 1.86 143.03 1.21 173.05 34 2527 0.66 0.174 0.09 13.34 0.02 0.000
45.50 1.87 144.72 1.22 176.15 35 2599 0.66 0.162 0.08 13.34 0.02 0.000
45.55 1.89 143.99 1.23 177.30 35 2671 0.66 0.152 0.08 13.34 0.02 0.000
45.61 1.92 142.19 1.25 177.43 36 2744 0.66 0.142 0.07 13.34 0.02 0.000
45.69 1.94 141.76 1.26 178.87 36 2831 0.66 0.132 0.06 13.34 0.01 0.000
45.75 1.95 141.81 1.27 180.48 37 2907 0.66 0.125 0.06 13.34 0.01 0.000
45.80 1.97 141.90 1.28 181.89 37 2971 0.65 0.119 0.06 13.34 0.01 0.000
45.90 1.98 140.80 1.29 181.85 38 3014 0.65 0.115 0.05 13.34 0.01 0.000
45.94 1.99 138.98 1.30 180.96 38 3041 0.65 0.113 0.05 13.34 0.01 0.000
46.00 2.01 135.55 1.31 178.03 37 3033 0.65 0.114 0.05 13.34 0.01 0.000
46.09 2.02 132.05 1.32 174.75 37 3011 0.65 0.116 0.06 13.34 0.01 0.000
46.13 2.03 126.62 1.34 169.23 36 2952 0.65 0.121 0.06 13.34 0.01 0.000
46.24 2.04 122.19 1.34 163.98 35 2878 0.65 0.128 0.07 13.34 0.01 0.000
46.29 2.04 118.33 1.34 158.62 33 2782 0.65 0.139 0.07 13.34 0.02 0.000
46.34 2.03 116.24 1.34 155.29 33 2716 0.65 0.147 0.08 13.34 0.02 0.000
46.41 2.03 114.35 1.34 152.78 32 2675 0.65 0.153 0.09 13.34 0.02 0.000
46.47 2.04 112.08 1.35 150.82 32 2663 0.65 0.154 0.09 13.34 0.02 0.000
46.53 2.05 110.19 1.36 149.31 32 2657 0.65 0.155 0.09 13.34 0.02 0.000
46.59 2.07 106.06 1.38 145.87 31 2631 0.65 0.159 0.09 13.34 0.02 0.000
46.70 2.07 104.09 1.38 143.79 31 2606 0.65 0.163 0.10 13.34 0.02 0.000
46.73 2.07 103.28 1.38 142.35 30 2577 0.65 0.168 0.10 13.34 0.02 0.000
46.79 2.05 104.83 1.36 142.48 30 2552 0.65 0.172 0.10 13.34 0.02 0.000
46.89 2.05 104.42 1.35 141.11 30 2517 0.65 0.179 0.11 13.34 0.02 0.000
46.94 2.04 103.32 1.35 139.12 29 2474 0.65 0.187 0.12 13.34 0.02 0.000
46.99 2.04 101.58 1.34 136.30 29 2417 0.65 0.199 0.13 13.34 0.02 0.000
47.10 2.04 99.67 1.34 133.50 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.14 2.04 97.73 1.34 130.95 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.19 2.05 95.17 1.35 128.80 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.27 2.07 91.78 1.38 126.32 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.33 2.10 87.48 1.42 123.97 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.38 2.16 80.10 1.52 121.68 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.47 2.24 70.90 1.71 121.53 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.53 2.35 58.36 2.14 124.75 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.58 2.48 45.94 2.83 129.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000
47.68 2.62 34.28 3.97 135.97 0 0 0.64 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 64 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2539 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
47.70 2.77 25.21 5.45 137.38 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.77 2.89 18.75 7.05 132.13 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.87 3.02 12.61 9.10 114.76 0 0 0.64 0.000 0.00 0.00 0.00 0.000
47.98 3.01 11.09 8.97 99.45 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.02 2.96 10.70 8.19 87.59 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.05 2.86 12.90 6.62 85.34 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.10 2.86 12.94 6.65 86.02 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.20 2.85 13.33 6.57 87.52 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.25 2.88 13.18 6.90 91.01 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.31 2.90 13.05 7.18 93.68 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.36 2.96 11.34 8.20 93.04 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.44 3.00 11.24 8.72 98.01 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.51 3.03 11.05 9.36 103.43 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.56 3.09 10.80 10.37 112.03 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.65 3.13 10.60 11.29 119.69 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.70 3.10 11.80 10.71 126.36 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.79 2.98 15.26 8.42 128.48 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.84 2.76 25.25 5.32 134.20 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.90 2.62 34.29 3.90 133.84 0 0 0.64 0.000 0.00 0.00 0.00 0.000
48.95 2.55 41.48 3.34 138.36 37 2279 0.64 0.237 0.11 13.34 0.02 0.000
49.04 2.53 45.79 3.16 144.91 38 2430 0.64 0.198 0.09 13.34 0.01 0.000
49.09 2.53 47.61 3.20 152.59 40 2551 0.64 0.175 0.08 13.34 0.01 0.000
49.15 2.56 46.35 3.44 159.24 42 2607 0.64 0.165 0.07 13.34 0.01 0.000
49.24 2.63 41.53 3.98 165.23 0 0 0.64 0.000 0.00 0.00 0.00 0.000
49.29 2.72 34.16 4.97 169.71 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.34 2.84 26.09 6.43 167.70 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.44 2.96 18.61 8.10 150.63 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.49 2.97 16.52 8.32 137.48 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.57 2.89 18.94 7.05 133.54 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.63 2.84 20.33 6.38 129.82 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.69 2.82 20.28 6.13 124.34 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.77 2.78 22.39 5.65 126.56 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.80 2.72 26.00 4.87 126.67 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.88 2.70 27.50 4.69 128.94 0 0 0.63 0.000 0.00 0.00 0.00 0.000
49.97 2.67 29.49 4.42 130.21 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.02 2.70 29.09 4.67 135.84 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.07 2.71 28.87 4.85 140.08 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.15 2.72 28.80 4.97 143.12 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.22 2.73 28.71 5.02 144.04 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.27 2.70 30.11 4.65 140.13 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.36 2.63 32.81 4.04 132.57 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.42 2.53 37.77 3.21 121.14 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.46 2.39 46.47 2.31 107.32 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.56 2.27 54.77 1.81 99.10 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.60 2.15 63.61 1.50 95.44 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.71 2.09 67.64 1.40 94.56 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.75 2.03 71.34 1.34 95.25 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.81 2.01 72.89 1.32 95.99 0 0 0.63 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 65 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2540 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
50.86 2.00 74.49 1.31 97.29 0 0 0.63 0.000 0.00 0.00 0.00 0.000
50.93 1.99 75.79 1.30 98.65 0 0 0.63 0.000 0.00 0.00 0.00 0.000
51.01 1.99 76.79 1.30 99.99 21 2779 0.62 0.143 0.14 13.34 0.02 0.000
51.10 2.00 77.31 1.30 100.82 21 2812 0.62 0.139 0.13 13.34 0.02 0.000
51.13 2.00 77.56 1.31 101.37 21 2835 0.62 0.136 0.13 13.34 0.02 0.000
51.20 2.00 77.34 1.31 101.33 21 2845 0.62 0.135 0.13 13.34 0.02 0.000
51.25 2.01 76.85 1.31 101.01 21 2847 0.62 0.135 0.13 13.34 0.02 0.000
51.35 2.01 76.26 1.32 100.57 21 2849 0.62 0.135 0.13 13.34 0.02 0.000
51.38 2.02 75.80 1.32 100.36 21 2855 0.62 0.134 0.13 13.34 0.02 0.000
51.45 2.03 75.31 1.33 100.21 21 2865 0.62 0.133 0.13 13.34 0.02 0.000
51.55 2.03 74.76 1.34 99.97 21 2875 0.62 0.132 0.12 13.34 0.01 0.000
51.59 2.04 74.23 1.34 99.73 21 2879 0.62 0.132 0.12 13.34 0.01 0.000
51.64 2.04 73.87 1.35 99.64 21 2887 0.62 0.131 0.12 13.34 0.01 0.000
51.71 2.05 73.37 1.35 99.41 21 2892 0.62 0.131 0.12 13.34 0.01 0.000
51.78 2.05 73.08 1.36 99.10 21 2888 0.62 0.131 0.12 13.34 0.01 0.000
51.84 2.05 72.62 1.36 98.55 21 2877 0.62 0.132 0.13 13.34 0.01 0.000
51.94 2.05 72.18 1.36 97.96 21 2865 0.62 0.134 0.13 13.34 0.01 0.000
51.98 2.05 71.90 1.35 97.38 21 2847 0.62 0.136 0.13 13.34 0.01 0.000
52.06 2.05 71.57 1.35 96.69 20 2827 0.62 0.138 0.13 13.34 0.01 0.000
52.13 2.04 71.61 1.34 96.27 20 2810 0.62 0.140 0.14 13.34 0.02 0.000
52.18 2.03 72.09 1.34 96.45 20 2810 0.62 0.140 0.14 13.34 0.02 0.000
52.27 2.03 72.99 1.33 97.08 20 2821 0.62 0.139 0.14 13.34 0.01 0.000
52.33 2.01 74.07 1.32 97.47 20 2811 0.62 0.140 0.14 13.34 0.01 0.000
52.38 1.97 75.06 1.29 96.66 20 2726 0.62 0.150 0.15 13.34 0.02 0.000
52.44 1.95 76.06 1.27 96.41 20 2667 0.62 0.158 0.16 13.34 0.02 0.000
52.50 1.94 76.43 1.26 96.34 20 2648 0.62 0.161 0.17 13.34 0.02 0.000
52.56 1.96 75.51 1.28 96.51 20 2706 0.62 0.153 0.15 13.34 0.02 0.000
52.63 1.99 73.86 1.30 95.78 20 2737 0.62 0.149 0.15 13.34 0.02 0.000
52.71 2.03 69.42 1.34 92.84 20 2732 0.61 0.149 0.15 13.34 0.02 0.000
52.78 2.06 67.64 1.36 92.04 20 2741 0.61 0.148 0.15 13.34 0.02 0.000
52.83 2.07 66.55 1.38 91.81 20 2754 0.61 0.147 0.15 13.34 0.01 0.000
52.91 2.06 68.46 1.37 93.60 20 2801 0.61 0.141 0.14 13.34 0.01 0.000
52.95 2.07 68.61 1.38 94.39 20 2835 0.61 0.137 0.14 13.34 0.01 0.000
53.04 2.08 68.42 1.39 94.78 20 2859 0.61 0.135 0.13 13.34 0.01 0.000
53.10 2.08 68.32 1.39 95.08 20 2876 0.61 0.133 0.13 13.34 0.01 0.000
53.15 2.08 68.81 1.39 95.71 21 2898 0.61 0.131 0.13 13.34 0.01 0.000
53.24 2.08 69.27 1.39 96.46 21 2927 0.61 0.128 0.12 13.34 0.01 0.000
53.35 2.09 69.01 1.40 96.61 21 2942 0.61 0.127 0.12 13.34 0.01 0.000
53.45 2.10 68.16 1.41 96.26 21 2944 0.61 0.126 0.12 13.34 0.01 0.000
53.49 2.10 67.57 1.42 96.22 21 2951 0.61 0.126 0.12 13.34 0.01 0.000
53.55 2.11 67.95 1.44 97.64 21 3003 0.61 0.121 0.11 13.34 0.01 0.000
53.63 2.12 68.56 1.46 99.81 22 3080 0.61 0.115 0.10 13.34 0.01 0.000
53.69 2.14 69.19 1.48 102.43 23 3168 0.61 0.108 0.09 13.34 0.01 0.000
53.74 2.15 69.72 1.51 104.94 23 3249 0.61 0.103 0.09 13.34 0.01 0.000
53.83 2.16 69.88 1.53 106.98 24 3315 0.61 0.099 0.08 13.34 0.01 0.000
53.89 2.18 69.68 1.56 108.60 24 3364 0.61 0.096 0.08 13.34 0.01 0.000
53.94 2.19 68.73 1.60 109.84 25 3394 0.61 0.095 0.07 13.34 0.01 0.000
54.02 2.21 67.33 1.65 110.95 25 3414 0.61 0.094 0.07 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 66 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2541 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
54.08 2.23 65.81 1.70 111.94 26 3424 0.61 0.093 0.07 13.34 0.01 0.000
54.13 2.25 64.58 1.74 112.52 26 3423 0.61 0.093 0.07 13.34 0.01 0.000
54.20 2.26 63.81 1.77 112.98 26 3426 0.61 0.093 0.07 13.34 0.01 0.000
54.28 2.26 63.78 1.78 113.42 26 3440 0.61 0.092 0.07 13.34 0.01 0.000
54.33 2.26 64.52 1.77 114.47 26 3478 0.61 0.091 0.06 13.34 0.00 0.000
54.43 2.25 65.44 1.77 115.70 27 3526 0.60 0.088 0.06 13.34 0.00 0.000
54.46 2.25 67.03 1.75 117.28 27 3587 0.60 0.086 0.06 13.34 0.00 0.000
54.56 2.24 68.55 1.73 118.37 27 3640 0.60 0.083 0.06 13.34 0.00 0.000
54.63 2.23 70.13 1.70 119.49 27 3692 0.60 0.081 0.06 13.34 0.00 0.000
54.67 2.23 71.16 1.70 121.03 28 3745 0.60 0.079 0.05 13.34 0.00 0.000
54.77 2.24 71.45 1.71 122.28 28 3784 0.60 0.078 0.05 13.34 0.00 0.000
54.82 2.24 71.37 1.73 123.29 28 3811 0.60 0.077 0.05 13.34 0.00 0.000
54.87 2.25 69.93 1.76 123.01 28 3786 0.60 0.078 0.05 13.34 0.00 0.000
54.96 2.26 68.05 1.80 122.40 28 3750 0.60 0.079 0.05 13.34 0.00 0.000
54.99 2.28 65.35 1.86 121.29 28 3681 0.60 0.082 0.05 13.34 0.00 0.000
55.06 2.30 62.62 1.91 119.56 28 3599 0.60 0.085 0.06 13.34 0.00 0.000
55.12 2.31 59.31 1.96 116.50 28 3475 0.60 0.091 0.06 13.34 0.00 0.000
55.21 2.32 56.10 2.02 113.29 27 3351 0.60 0.098 0.07 13.34 0.00 0.000
55.26 2.34 52.75 2.10 110.60 27 3227 0.60 0.105 0.07 13.34 0.00 0.000
55.36 2.36 50.09 2.18 109.35 26 3146 0.60 0.111 0.08 13.34 0.00 0.000
55.40 2.37 47.88 2.23 106.79 26 3048 0.60 0.118 0.09 13.34 0.01 0.000
55.45 2.36 46.71 2.16 100.75 24 2918 0.60 0.130 0.10 13.34 0.01 0.000
55.60 2.34 45.84 2.07 94.78 23 2798 0.60 0.143 0.12 13.34 0.01 0.000
55.65 2.32 45.63 1.99 90.89 0 0 0.60 0.000 0.00 0.00 0.00 0.000
55.66 2.32 45.11 2.01 90.86 0 0 0.60 0.000 0.00 0.00 0.00 0.000
55.75 2.34 44.05 2.07 91.37 0 0 0.60 0.000 0.00 0.00 0.00 0.000
55.79 2.40 40.32 2.35 94.70 0 0 0.60 0.000 0.00 0.00 0.00 0.000
55.86 2.45 37.22 2.67 99.21 0 0 0.60 0.000 0.00 0.00 0.00 0.000
55.96 2.52 33.67 3.11 104.75 0 0 0.60 0.000 0.00 0.00 0.00 0.000
56.01 2.55 32.34 3.32 107.35 0 0 0.60 0.000 0.00 0.00 0.00 0.000
56.05 2.60 29.68 3.78 112.13 0 0 0.60 0.000 0.00 0.00 0.00 0.000
56.10 2.68 26.68 4.48 119.48 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.20 2.75 24.01 5.30 127.13 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.24 2.82 21.93 6.09 133.57 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.34 2.86 20.59 6.60 135.81 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.38 2.91 18.49 7.40 136.84 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.43 2.98 16.15 8.41 135.84 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.50 3.06 13.25 9.93 131.68 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.59 3.14 11.04 11.44 126.38 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.65 3.21 9.36 12.93 120.98 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.70 3.21 8.97 13.04 117.04 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.79 3.19 9.07 12.58 114.06 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.84 3.14 9.79 11.45 112.00 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.89 3.12 10.21 10.98 112.10 0 0 0.59 0.000 0.00 0.00 0.00 0.000
56.97 3.11 10.48 10.82 113.31 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.04 3.10 10.89 10.61 115.48 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.09 3.01 13.22 8.93 118.13 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.18 2.82 19.06 6.08 115.86 0 0 0.59 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 67 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
4.4.t
Packet Pg. 2542 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
57.23 2.58 30.09 3.59 107.89 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.32 2.43 40.59 2.53 102.58 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.35 2.33 49.73 2.06 102.65 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.42 2.30 54.76 1.92 105.08 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.52 2.28 58.57 1.84 107.93 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.56 2.27 60.65 1.82 110.38 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.62 2.29 60.70 1.88 113.95 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.72 2.33 58.82 2.02 119.07 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.78 2.38 55.33 2.27 125.76 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.82 2.48 47.32 2.85 134.67 0 0 0.59 0.000 0.00 0.00 0.00 0.000
57.92 2.59 39.33 3.65 143.60 0 0 0.58 0.000 0.00 0.00 0.00 0.000
57.96 2.73 30.29 5.06 153.18 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.01 2.85 23.97 6.46 154.78 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.11 2.88 21.55 6.91 148.84 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.15 2.96 18.02 8.13 146.50 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.21 2.87 20.36 6.84 139.26 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.31 2.81 22.61 5.98 135.31 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.35 2.63 31.04 4.02 124.69 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.41 2.58 35.38 3.62 128.22 34 3115 0.58 0.114 0.06 13.34 0.00 0.000
58.51 2.59 36.79 3.71 136.45 37 3286 0.58 0.102 0.05 13.34 0.00 0.000
58.55 2.67 33.56 4.43 148.73 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.62 2.73 30.28 5.07 153.46 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.67 2.76 28.25 5.35 151.07 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.73 2.78 26.38 5.57 147.06 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.81 2.74 27.05 5.16 139.61 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.93 2.72 27.45 4.94 135.65 0 0 0.58 0.000 0.00 0.00 0.00 0.000
58.97 2.66 30.04 4.32 129.92 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.03 2.64 31.05 4.13 128.10 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.08 2.61 32.87 3.81 125.37 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.17 2.57 35.25 3.47 122.31 33 3071 0.58 0.117 0.07 13.34 0.00 0.000
59.21 2.53 37.61 3.20 120.30 31 3136 0.58 0.113 0.07 13.34 0.00 0.000
59.26 2.52 38.80 3.10 120.29 31 3184 0.58 0.109 0.06 13.34 0.00 0.000
59.32 2.52 39.06 3.09 120.73 31 3203 0.58 0.108 0.06 13.34 0.00 0.000
59.38 2.52 38.88 3.10 120.70 31 3200 0.58 0.108 0.06 13.34 0.00 0.000
59.46 2.52 38.66 3.10 119.88 31 3183 0.58 0.109 0.06 13.34 0.00 0.000
59.52 2.51 38.87 3.06 118.85 31 3180 0.58 0.110 0.07 13.34 0.00 0.000
59.60 2.50 39.35 3.00 118.19 31 3192 0.58 0.109 0.07 13.34 0.00 0.000
59.66 2.49 40.09 2.92 117.04 30 3205 0.58 0.108 0.07 13.34 0.00 0.000
59.75 2.48 40.49 2.87 116.18 30 3212 0.57 0.107 0.07 13.34 0.00 0.000
59.78 2.48 40.73 2.83 115.30 29 3208 0.57 0.108 0.07 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 68 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
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Packet Pg. 2543 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
Total estimated settlement: 0.36
Abbreviations
Qtn:
Kc:
Qtn,cs:
Gmax:
CSR:
γ:
evol(15):
Nc:
ev:
Settle.:
Equivalent clean sand normalized cone resistance
Fines correction factor
Post-liquefaction volumentric strain
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 69 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq
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Packet Pg. 2544 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
APPENDIX F
GENERAL EARTHWORK GRADING GUIDELINES
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
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Packet Pg. 2545 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-1
San Jacinto, Riverside County, California Project No. 3489-CR
GENERAL GRADING GUIDELINES
Guidelines presented herein are intended to address general construction procedures for earthwork construction. Specific situations and conditions often arise which cannot reasonably be discussed in general guidelines, when anticipated these are discussed in the text of the report. Often unanticipated conditions are encountered which may necessitate modification or changes to these guidelines. It is our hope that these will assist the contractor to more efficiently complete the project by providing a reasonable understanding of the procedures that would be expected during earthwork and the testing and observation used to evaluate those procedures.
General
Grading should be performed to at least the minimum requirements of governing agencies, Chapters 18 and 33 of the Uniform Building Code, CBC and the guidelines presented below.
Preconstruction Meeting
A preconstruction meeting should be held prior to site earthwork. Any questions the contractor has regarding our recommendations, general site conditions, apparent discrepancies between reported and actual conditions and/or differences in procedures the contractor intends to use should be brought up at that meeting. The contractor (including the main onsite representative) should review our report and these guidelines in advance of the meeting. Any comments the contractor may have regarding these guidelines should be brought up at that meeting.
Grading Observation and Testing
1. Observation of the fill placement should be provided by our representative during grading.
Verbal communication during the course of each day will be used to inform the contractor of test results. The contractor should receive a copy of the "Daily Field Report" indicating results of field density tests that day. If our representative does not provide the contractor with these reports, our office should be notified.
2. Testing and observation procedures are, by their nature, specific to the work or area observed and location of the tests taken, variability may occur in other locations. The contractor is responsible for the uniformity of the grading operations; our observations and test results are intended to evaluate the contractor’s overall level of efforts during grading. The contractor’s personnel are the only individuals participating in all aspect of site work. Compaction testing and observation should not be considered as relieving the contractor’s responsibility to properly compact the fill.
3. Cleanouts, processed ground to receive fill, key excavations, and subdrains should be observed by our representative prior to placing any fill. It will be the contractor's responsibility to notify our representative or office when such areas are ready for observation.
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Packet Pg. 2546 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-2
San Jacinto, Riverside County, California Project No. 3489-CR
4. Density tests may be made on the surface material to receive fill, as considered warranted by this firm.
5. In general, density tests would be made at maximum intervals of two feet of fill height or every 1,000 cubic yards of fill placed. Criteria will vary depending on soil conditions and size of the fill.
More frequent testing may be performed. In any case, an adequate number of field density tests should be made to evaluate the required compaction and moisture content is generally being obtained.
6. Laboratory testing to support field test procedures will be performed, as considered warranted, based on conditions encountered (e.g., change of material sources, types, etc.) Every effort will be made to process samples in the laboratory as quickly as possible and in progress construction projects are our first priority. However, laboratory workloads may cause in delays and some soils may require a minimum of 48 to 72 hours to complete test procedures.
Whenever possible, our representative(s) should be informed in advance of operational changes that might result in different source areas for materials.
7. Procedures for testing of fill slopes are as follows:
a) Density tests should be taken periodically during grading on the flat surface of the fill, three to five feet horizontally from the face of the slope. b) If a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved.
8. Finish grade testing of slopes and pad surfaces should be performed after construction is complete.
Site Clearing
1. All vegetation, and other deleterious materials, should be removed from the site. If material is not immediately removed from the site, it should be stockpiled in a designated area(s) well outside of all current work areas and delineated with flagging or other means. Site clearing should be performed in advance of any grading in a specific area.
2. Efforts should be made by the contractor to remove all organic or other deleterious material from the fill, as even the most diligent efforts may result in the incorporation of some materials.
This is especially important when grading is occurring near the natural grade. All equipment operators should be aware of these efforts. Laborers may be required as root pickers.
3. Nonorganic debris or concrete may be placed in deeper fill areas provided the procedures used are observed and found acceptable by our representative. Typical procedures are similar to those indicated on Plate G-4.
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Packet Pg. 2547 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-3
San Jacinto, Riverside County, California Project No. 3489-CR Treatment of Existing Ground
1. Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or creep effected bedrock, should be removed (see Plates F-1, F-2 and F-3) unless otherwise specifically indicated in the text of this report.
2. In some cases, removal may be recommended to a specified depth (e.g., flat sites where partial alluvial removals may be sufficient). The contractor should not exceed these depths unless directed otherwise by our representative.
3. Groundwater existing in alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months.
4. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards.
5. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located.
Subdrainage
1. Subdrainage systems should be provided in canyon bottoms prior to placing fill, and behind buttress and stabilization fills and in other areas indicated in the report. Subdrains should conform to Plates F-1 and F-5, and be acceptable to our representative.
2. For canyon subdrains, runs less than 500 feet may use six-inch pipe. Typically, runs in excess of 500 feet should have the lower end as eight-inch minimum.
3. Filter material should be clean, 1/2 to 1-inch gravel wrapped in a suitable filter fabric. Class 2 permeable filter material per California Department of Transportation Standards tested by this office to verify its suitability, may be used without filter fabric. A sample of the material should be provided to the Soils Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes.
4. Approximate delineation of anticipated subdrain locations may be offered at 40-scale plan review stage. During grading, this office would evaluate the necessity of placing additional drains.
5. All subdrainage systems should be observed by our representative during construction and prior to covering with compacted fill.
6. Subdrains should outlet into storm drains where possible. Outlets should be located and protected. The need for backflow preventers should be assessed during construction.
7. Consideration should be given to having subdrains located by the project surveyors.
Fill Placement
1. Unless otherwise indicated, all site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see text of report).
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Packet Pg. 2548 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-4
San Jacinto, Riverside County, California Project No. 3489-CR
2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts six (6) to eight (8) inches in compacted thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a nearly horizontal plane, unless otherwise found acceptable by our representative.
3. If the moisture content or relative density varies from that recommended by this firm, the contractor should rework the fill until it is in accordance with the following:
a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. The ability of the contractor to obtain the proper moisture content will control production rates.
b) Each six-inch layer should be compacted to at least 90 percent of the maximum dry density in compliance with the testing method specified by the controlling governmental agency. In most cases, the testing method is ASTM Test Designation D 1557.
4. Rock fragments less than eight inches in diameter may be utilized in the fill, provided:
a) They are not placed in concentrated pockets;
b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is observed by, and acceptable to, our representative.
5. Rocks exceeding eight (8) inches in diameter should be taken off site, broken into smaller fragments, or placed in accordance with recommendations of this firm in areas designated suitable for rock disposal (see Plate F-4). On projects where significant large quantities of oversized materials are anticipated, alternate guidelines for placement may be included. If significant oversize materials are encountered during construction, these guidelines should be requested.
6. In clay soil, dry or large chunks or blocks are common. If in excess of eight (8) inches minimum dimension, then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break up blocks. When dry, they should be moisture conditioned to provide a uniform condition with the surrounding fill.
Slope Construction
1. The contractor should obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment.
2. Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet with compaction efforts out to the edge of the false slope. Failure to properly compact the outer edge results in trimming not exposing the compacted core and additional compaction after trimming may be necessary.
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Packet Pg. 2549 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-5
San Jacinto, Riverside County, California Project No. 3489-CR
3. If fill slopes are built "at grade" using direct compaction methods, then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades.
Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled or otherwise compacted at approximately every four (4) feet vertically as the slope is built.
4. Corners and bends in slopes should have special attention during construction as these are the most difficult areas to obtain proper compaction.
5. Cut slopes should be cut to the finished surface. Excessive undercutting and smoothing of the face with fill may necessitate stabilization.
Keyways, Buttress and Stabilization Fills
Keyways are needed to provide support for fill slope and various corrective procedures.
1. Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill (Plates F-2, F-3). As the fill is elevated, it should be benched through surficial soil and slopewash, and into competent bedrock or other material deemed suitable by our representatives (See Plates F-1, F-2, and F-3).
2. Fill over cut slopes should be constructed in the following manner:
a) All surficial soils and weathered rock materials should be removed at the cut-fill interface.
b) A key at least one and one-half (1.5) equipment width wide (or as needed for compaction) and tipped at least one (1) foot into slope, should be excavated into competent materials and observed by our representative. c) The cut portion of the slope should be excavated prior to fill placement to evaluate if stabilization is necessary. The contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. (see Plate F-3 for schematic details.)
3. Daylight cut lots above descending natural slopes may require removal and replacement of the outer portion of the lot. A schematic diagram for this condition is presented on Plate F-2.
4. A basal key is needed for fill slopes extending over natural slopes. A schematic diagram for this condition is presented on Plate F-2.
5. All fill slopes should be provided with a key unless within the body of a larger overall fill mass.
Please refer to Plate F-3 for specific guidelines.
Anticipated buttress and stabilization fills are discussed in the text of the report. The need to stabilize other proposed cut slopes will be evaluated during construction. Plate F-5 shows a schematic of buttress construction.
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Packet Pg. 2550 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-6
San Jacinto, Riverside County, California Project No. 3489-CR
1. All backcuts should be excavated at gradients of 1:1 or flatter. The backcut configuration should be determined based on the design, exposed conditions, and need to maintain a minimum fill width and provide working room for the equipment.
2. On longer slopes, backcuts and keyways should be excavated in maximum 250 feet long segments. The specific configurations will be determined during construction.
3. All keys should be a minimum of two (2) feet deep at the toe and slope toward the heel at least one foot or two (2%) percent, whichever is greater.
4. Subdrains are to be placed for all stabilization slopes exceeding 10 feet in height. Lower slopes are subject to review. Drains may be required. Guidelines for subdrains are presented on Plate E-5.
5. Benching of backcuts during fill placement is required.
Lot Capping
1. When practical, the upper three (3) feet of material placed below finish grade should be comprised of the least expansive material available. Preferably, highly and very highly expansive materials should not be used. We will attempt to offer advice based on visual evaluations of the materials during grading, but it must be realized that laboratory testing is needed to evaluate the expansive potential of soil. Minimally, this testing takes two (2) to four (4) days to complete.
2. Transition lots (cut and fill) both per plan and those created by remedial grading (e.g., lots above stabilization fills, along daylight lines, above natural slopes, etc.) should be capped with a minimum three foot thick compacted fill blanket.
3. Cut pads should be observed by our representative(s) to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases.
ROCK PLACEMENT AND ROCK FILL GUIDELINES
It is anticipated that large quantities of oversize material would be generated during grading. It’s likely that such materials may require special handling for burial. Although alternatives may be developed in the field, the following methods of rock disposal are recommended on a preliminary basis.
Limited Larger Rock
When materials encountered are principally soil with limited quantities of larger rock fragments or boulders, placement in windrows is recommended. The following procedures should be applied:
1. Oversize rock (greater than 8 inches) should be placed in windrows. a) Windrows are rows of single file rocks placed to avoid nesting or clusters of rock.
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Packet Pg. 2551 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-7
San Jacinto, Riverside County, California Project No. 3489-CR b) Each adjacent rock should be approximately the same size (within ~one foot in diameter).
c) The maximum rock size allowed in windrows is four feet
2. A minimum vertical distance of three feet between lifts should be maintained. Also, the windrows should be offset from lift to lift. Rock windrows should not be closer than 15 feet to the face of fill slopes and sufficient space must be maintained for proper slope construction (see Plate E-4).
3. Rocks greater than eight inches in diameter should not be placed within seven feet of the finished subgrade for a roadway or pads and should be held below the depth of the lowest utility. This will allow easier trenching for utility lines.
4. Rocks greater than four feet in diameter should be broken down, if possible, or they may be placed in a dozer trench. Each trench should be excavated into the compacted fill a minimum of one foot deeper than the largest diameter of rock.
a) The rock should be placed in the trench and granular fill materials (SE>30) should be flooded into the trench to fill voids around the rock.
b) The over size rock trenches should be no closer together than 15 feet from any slope face.
c) Trenches at higher elevation should be staggered and there should be a minimum of four feet of compacted fill between the top of the one trench and the bottom of the next higher trench.
d) It would be necessary to verify 90 percent relative compaction in these pits. A 24 to 72 hour delay to allow for water dissipation should be anticipated prior to additional fill placement.
Structural Rock Fills
If the materials generated for placement in structural fills contains a significant percentage of material more than six (6) inches in one dimension, then placement using conventional soil fill methods with isolated windrows would not be feasible. In such cases the following could be considered:
1. Mixes of large rock or boulders may be placed as rock fill. They should be below the depth of all utilities both on pads and in roadways and below any proposed swimming pools or other excavations. If these fills are placed within seven (7) feet of finished grade, they may affect foundation design.
2. Rock fills are required to be placed in horizontal layers that should not exceed two feet in thickness, or the maximum rock size present, which ever is less. All rocks exceeding two feet should be broken down to a smaller size, windrowed (see above), or disposed of in non-structural fill areas. Localized larger rock up to 3 feet in largest dimension may be placed in rock fill as follows:
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Packet Pg. 2552 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-8
San Jacinto, Riverside County, California Project No. 3489-CR a) individual rocks are placed in a given lift so as to be roughly 50% exposed above the typical surface of the fill,
b) loaded rock trucks or alternate compactors are worked around the rock on all sides to the satisfaction of the soil engineer,
c) the portion of the rock above grade is covered with a second lift.
3. Material placed in each lift should be well graded. No unfilled spaces (voids) should be permitted in the rock fill.
Compaction Procedures
Compaction of rock fills is largely procedural. The following procedures have been found to generally produce satisfactory compaction.
1. Provisions for routing of construction traffic over the fill should be implemented. a) Placement should be by rock trucks crossing the lift being placed and dumping at its edge.
b) The trucks should be routed so that each pass across the fill is via a different path and that all areas are uniformly traversed.
c) The dumped piles should be knocked down and spread by a large dozer (D-8 or larger suggested). (Water should be applied before and during spreading.)
2. Rock fill should be generously watered (sluiced)
a) Water should be applied by water trucks to the:
i) dump piles,
ii) front face of the lift being placed and,
iii) surface of the fill prior to compaction.
b) No material should be placed without adequate water. c) The number of water trucks and water supply should be sufficient to provide constant water.
d) Rock fill placement should be suspended when water trucks are unavailable:
i) for more than 5 minutes straight, or,
ii) for more than 10 minutes/hour.
3. In addition to the truck pattern and at the discretion of the soil engineer, large, rubber-tired compactors may be required.
a) The need for this equipment will depend largely on the ability of the operators to provide complete and uniform coverage by wheel rolling with the trucks. b) Other large compactors will also be considered by the soil engineer provided that required compaction is achieved.
4. Placement and compaction of the rock fill is largely procedural. Observation by trenching should be made to check:
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Packet Pg. 2553 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-9
San Jacinto, Riverside County, California Project No. 3489-CR a) the general segregation of rock size,
b) for any unfilled spaces between the large blocks, and c) the matrix compaction and moisture content.
5. Test fills may be required to evaluate relative compaction of finer grained zones or as deemed appropriate by the soil engineer.
a) A lift should be constructed by the methods proposed, as proposed
6. Frequency of the test trenching is to be at the discretion of the soil engineer. Control areas may be used to evaluate the contractor’s procedures.
7. A minimum horizontal distance of 15 feet should be maintained from the face of the rock fill and any finish slope face. At least the outer 15 feet should be built of conventional fill materials.
Piping Potential and Filter Blankets
Where conventional fill is placed over rock fill, the potential for piping (migration) of the fine-grained material from the conventional fill into rock fills will need to be addressed.
The potential for particle migration is related to the grain size comparisons of the materials present and in contact with each other. Provided that 15 percent of the finer soil is larger than the effective pore size of the coarse soil, then particle migration is substantially mitigated. This can be accomplished with a well-graded matrix material for the rock fill and a zone of fill similar to the matrix above it. The specific gradation of the fill materials placed during grading must be known to evaluate the need for any type of filter that may be necessary to cap the rock fills. This, unfortunately, can only be accurately determined during construction.
In the event that poorly graded matrix is used in the rock fills, properly graded filter blankets 2 to 3 feet thick separating rock fills and conventional fill may be needed. As an alternative, use of two layers of filter fabric (Mirafi 700 x or equivalent) could be employed on top of the rock fill. In order to mitigate excess puncturing, the surface of the rock fill should be well broken down and smoothed prior to placing the filter fabric. The first layer of the fabric may then be placed and covered with relatively permeable fill material (with respect to overlying material) 1 to 2 feet thick. The relative permeable material should be compacted to fill standards. The second layer of fabric should be placed and conventional fill placement continued.
Subdrainage
Rock fill areas should be tied to a subdrainage system. If conventional fill is placed that separates the rock from the main canyon subdrain, then a secondary system should be installed. A system consisting of an adequately graded base (3 to 4 percent to the lower side) with a collector system and outlets may suffice.
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Packet Pg. 2554 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-10
San Jacinto, Riverside County, California Project No. 3489-CR Additionally, at approximately every 25 foot vertical interval, a collector system with outlets should be placed at the interface of the rock fill and the conventional fill blanketing a fill slope Monitoring
Depending upon the depth of the rock fill and other factors, monitoring for settlement of the fill areas may be needed following completion of grading. Typically, if rock fill depths exceed 40 feet, monitoring would be recommended prior to construction of any settlement sensitive improvements. Delays of 3 to 6 months or longer can be expected prior to the start of construction.
UTILITY TRENCH CONSTRUCTION AND BACKFILL
Utility trench excavation and backfill is the contractor’s responsibility. The geotechnical consultant typically provides periodic observation and testing of these operations. While efforts are made to make sufficient observations and tests to verify that the contractors’ methods and procedures are adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As such, it is critical that the contractor use consistent backfill procedures.
Compaction methods vary for trench compaction and experience indicates many methods can be successful. However, procedures that “worked” on previous projects may or may not prove effective on a given site. The contractor(s) should outline the procedures proposed, so that we may discuss them prior to construction. We will offer comments based on our knowledge of site conditions and experience.
1. Utility trench backfill in slopes, structural areas, in streets and beneath flat work or hardscape should be brought to at least optimum moisture and compacted to at least 90 percent of the laboratory standard. Soil should be moisture conditioned prior to placing in the trench.
2. Flooding and jetting are not typically recommended or acceptable for native soils. Flooding or jetting may be used with select sand having a Sand Equivalent (SE) of 30 or higher. This is typically limited to the following uses:
a) shallow (12 + inches) under slab interior trenches and, b) as bedding in pipe zone.
The water should be allowed to dissipate prior to pouring slabs or completing trench compaction.
3. Care should be taken not to place soils at high moisture content within the upper three feet of the trench backfill in street areas, as overly wet soils may impact subgrade preparation.
Moisture may be reduced to 2% below optimum moisture in areas to be paved within the upper three feet below sub grade.
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Packet Pg. 2555 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-11
San Jacinto, Riverside County, California Project No. 3489-CR
4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a 1:1 projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil.
5. Trench compaction testing is generally at the discretion of the geotechnical consultant. Testing frequency will be based on trench depth and the contractor’s procedures. A probing rod would be used to assess the consistency of compaction between tested areas and untested areas. If zones are found that are considered less compact than other areas, this would be brought to the contractor’s attention.
JOB SAFETY
General
Personnel safety is a primary concern on all job sites. The following summaries are safety considerations for use by all our employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility.
However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury.
In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects.
1. Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings.
2. Safety Vests: Safety vests are provided for and are to be worn by our personnel while on the job site.
3. Safety Flags: Safety flags are provided to our field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits.
In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office.
Test Pits Location, Orientation and Clearance
The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various locations to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g., dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern.
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Packet Pg. 2556 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-12
San Jacinto, Riverside County, California Project No. 3489-CR Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a drivable condition. Alternatively, the contractor may opt to park a piece of equipment in front of test pits, particularly in small fill areas or those with limited access.
A zone of non-encroachment should be established for all test pits (see diagram below). No grading equipment should enter this zone during the test procedure. The zone should extend outward to the sides approximately 50 feet from the center of the test pit and 100 feet in the direction of traffic flow.
This zone is established both for safety and to avoid excessive ground vibration, which typically decreases test results.
50 ft Zone of
Non-Encroachment
50 ft Zone of
Non-Encroachment
Traffic Direction
Vehicle
parked here Test Pit Spoil
pile
Spoil
pile
Test Pit
SIDE VIEW
PLAN VIEW
TEST PIT SAFETY PLAN
10 0 ft Zone of
Non-Encroachment
Slope Tests
When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g., 50 feet) away from the slope during testing.
The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location.
Trench Safety
It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Trenches for all utilities should be excavated in accordance with CAL-OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill.
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Packet Pg. 2557 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-13
San Jacinto, Riverside County, California Project No. 3489-CR All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment.
Our personnel are directed not to enter any excavation which;
1. is 5 feet or deeper unless shored or laid back,
2. exit points or ladders are not provided,
3. displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or
4. displays any other evidence of any unsafe conditions regardless of depth.
If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraws and notifies their supervisor. The contractor’s representative will then be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons is subject to reprocessing and/or removal.
Procedures
In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The contractor’s representative will then be contacted in an effort to affect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal.
In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to technician’s attention and notify our project manager or office. Effective communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general.
The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non-encroachment.
The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non-encroachment.
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Packet Pg. 2558 Attachment: Appendix E - Geotechnical and Infiltration Evaluation (Esplanade Collection Planned Development and Tentative Tract Map No.
PALEONTOLOGICAL ASSESSMENT FOR
THE HEWITT AND ESPLANADE
RESIDENTIAL PROJECT
CITY OF SAN JACINTO,
RIVERSIDE COUNTY, CALIFORNIA
APN 439-180-011
Lead Agency:
City of San Jacinto
Community Development – Planning Division
595 South San Jacinto Avenue, Building A
San Jacinto, California 92583
Preparer:
BFSA Environmental Services,
a Perennial Company
14010 Poway Road, Suite A
Poway, California 92064
Project Proponent:
EPD Solutions, Inc.
3333 Michelson Drive, Suite 500
Irvine, California 92612
December 1, 2023; Revised June 26, 2024
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Packet Pg. 2559 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ Paleontological Database Information
Author: Todd A. Wirths, M.S., Senior Paleontologist,
California Professional Geologist No. 7588
Consulting Firm: BFSA Environmental Services, a Perennial Company 14010 Poway Road, Suite A
Poway, California 92064
(858) 484-0915
Report Date: December 1, 2023; Revised June 26, 2024
Report Title: Paleontological Assessment for the Hewitt and Esplanade Residential Project, City of San Jacinto, Riverside County, California
Prepared for: EPD Solutions, Inc.
3333 Michelson Drive, Suite 500
Irvine, California 92612
Submitted to: City of San Jacinto
Community Development – Planning Division
595 South San Jacinto Avenue, Building A
San Jacinto, California 92583
USGS Quadrangle: Unsectioned Township 5 South, Range 1 West of the San Jacinto, California (7.5-minute) Quadrangle
Study Area: 24.48 acres
Assessor’s Parcel Number: 439-180-011
Key Words: Paleontological assessment; Holocene alluvial deposits; low paleontological sensitivity; monitoring not recommended; City of San Jacinto.
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Packet Pg. 2560 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ Table of Contents
Section Page
1. INTRODUCTION AND LOCATION .......................................................................1
2. REGULATORY SETTING .......................................................................................1 State of California.......................................................................................................1 City of San Jacinto......................................................................................................4
3. GEOLOGY .................................................................................................................5
4. PALEONTOLOGICAL RESOURCES......................................................................5 Definition ....................................................................................................................5 Fossil Locality Records Search ..................................................................................7 Project Survey.............................................................................................................7
5. PALEONTOLOGICAL SENSITIVITY ....................................................................7 Overview .....................................................................................................................7 Professional Standards...............................................................................................8 City of San Jacinto Sensitivity Assessment .................................................................8
6. CONCLUSION AND RECOMMENDATIONS .......................................................9
7. CERTIFICATION ......................................................................................................9
8. REFERENCES ...........................................................................................................9 Appendices
Appendix A – Qualifications of Key Personnel
List of Figures
Figure Page
Figure 1 General Location Map .................................................................................2 Figure 2 Project Location Map...................................................................................3 Figure 3 Geologic Map...............................................................................................6
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Packet Pg. 2561 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 1 1.0 INTRODUCTION AND LOCATION
A paleontological resource assessment has been completed for the Hewitt and Esplanade Residential Project, located west of South Hewitt Street between East Esplanade and East Commonwealth avenues, within the city of San Jacinto in Riverside County, California (Figures 1 and 2). The 24.48-acre project consists of one parcel (Assessor’s Parcel Number [APN] 439- 180-011) and is situated within an unsectioned area of Township 5 South, Range 1 West in the U.S. Geological Survey (USGS) San Jacinto, California topographic quadrangle map (Figure 2).
The applicant proposes to subdivide the property for a residential development along with associated landscaping and infrastructure. Currently, the project parcel is vacant, but appears to have been previously cleared.
As the lead agency, the City of San Jacinto has required the preparation of a paleontological assessment to evaluate the project’s potential to yield paleontological resources.
The paleontological assessment of the project included a review of paleontological literature and fossil locality records in the area; a review of the underlying geology; and recommendations to mitigate impacts to potential paleontological resources, if necessary.
2.0 REGULATORY SETTING
State of California
The California Environmental Quality Act (CEQA), which is patterned after the National Environmental Policy Act, is the overriding environmental regulation that sets the requirement for protecting California’s paleontological resources. CEQA mandates that governing permitting agencies (lead agencies) set their own guidelines for the protection of nonrenewable paleontological resources under their jurisdiction.
Under “Guidelines for Implementation of the California Environmental Quality Act,” as amended in December 2018 (California Code of Regulations [CCR] Title 14, Division 6, Chapter 3, Sections 15000 et seq.), procedures define the types of activities, persons, and public agencies required to comply with CEQA. Section 15063 of the CCR provides a process by which a lead agency may review a project’s potential impact to the environment, whether the impacts are significant, and provide recommendations, if necessary.
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Packet Pg. 2562 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872
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Packet Pg. 2563 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872
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Packet Pg. 2564 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 4 In CEQA’s Environmental Checklist Form, a question to respond to is, “Would the project directly or indirectly destroy a unique paleontological resource or site or unique geologic feature?” (Appendix G, Section VII, Part f). This is to ensure compliance with California Public Resources Code Section 5097.5, the law that protects nonrenewable resources including fossils, which is paraphrased below:
a) A person shall not knowingly and willfully excavate upon, or remove, destroy, injure or deface any historic or prehistoric ruins, burial grounds, archaeological or vertebrate paleontological site, including fossilized footprints, inscriptions made by human agency, rock art, or any other archaeological, paleontological or historical feature, situated on public lands, except with the express permission of the public agency having jurisdiction over such lands.
b) As used in this section, “public lands” means lands owned by, or under the jurisdiction of, the state, or any city, county, district, authority, or public corporation, or any agency thereof.
c) A violation of this section is a misdemeanor.
City of San Jacinto
The 2022 Envision San Jacinto – General Plan 2040 addresses cultural resources in its Resource Management chapter. The City of San Jacinto’s Final Environmental Impact Report (EIR) identifies an existing potential for earth disturbance activities to adversely impact significant paleontological resources (City of San Jacinto 2022). Policy Resource Management (RM) 3.1 Preservation serves to preserve paleontological resources, stating “Protect areas containing significant historic, archaeological, paleontological, and tribal cultural resources, as defined by the California Public Resources Code.” In response, Action RM-3e, stated below and in the city’s Draft EIR (De Novo Planning Group 2022), is provided to reduce adverse impacts to paleontological resources to a level below significant (City of San Jacinto 2022):
The City shall require an assessment of the potential for development proposals to significantly impact paleontological resources pursuant to the California Environmental Quality Act Guidelines. If the project involves earthworks, the City may require a study conducted by a professional paleontologist to determine if paleontological assets are present, and if the project will significantly impact the resources. If significant impacts are identified, the City may require the project to be modified to avoid impacting the paleontological materials, require monitoring of rock units with high potential to contain significant nonrenewable paleontological resources, or require mitigation measures to mitigate the impacts, such as recovering the paleontological resources for preservation.
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Packet Pg. 2565 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 5 3.0 GEOLOGY
Regionally, the project lies within the northwest-draining San Jacinto Valley, between the San Jacinto Mountains on the east and the Lakeview Mountains to the west. The ephemeral San Jacinto River is located about two miles to the northeast.
Based on geologic mapping by Lancaster et al. (2012), the majority of the project is mapped as Holocene-aged alluvial wash deposits that emanated from Bautista Wash (“Qw” on Figure 3). Holocene to late Pleistocene-aged young alluvial fan deposits, consisting mostly of unconsolidated, undissected boulders, cobbles, gravel, sand, and silt (areas labeled “Qyf” in Figure 3) are mapped at the southwest tip of the property. Southeast of the project is Park Hill, an isolated outcrop of Pleistocene-aged, coarse-grained sandstone (“Qss” on Figure 3). Dibblee (2003) assigns these rocks to the fossiliferous “Bautista Beds” of the upper part of the San Timoteo Formation. These Pleistocene deposits likely lie beneath the alluvial wash deposits and the young alluvial fan deposits at the project at an unknown depth.
4.0 PALEONTOLOGICAL RESOURCES
Definition
Paleontological resources are the remains of prehistoric life that have been preserved in geologic strata. These remains are called fossils and include bones, shells, teeth, and plant remains (including their impressions, casts, and molds) in the sedimentary matrix, as well as trace fossils such as footprints and burrows. Fossils are considered older than 5,000 years of age (Society of Vertebrate Paleontology 2010) but may include younger remains (subfossils), for example, when viewed in the context of local extinction of the organism or habitat. Fossils are considered a nonrenewable resource under state and local guidelines (see Sections 2.0 and 5.0 of this report).
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Packet Pg. 2566 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872
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Packet Pg. 2567 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 7 Fossil Locality Records Search
A paleontological literature review and collections and locality records search was conducted for the project using records from prior Brian F. Smith and Associates, Inc. (BFSA) projects, the Division of Geological Sciences at the San Bernardino County Museum, the Los Angeles County Museum of Natural History, and the Western Science Center (WSC), as well as data from published and unpublished paleontological literature (Jefferson 1991, 2009). The resulting locality records search did not identify any previously recorded fossil localities within the boundaries of the project. The closest known fossil localities are between three and four miles southwest of the project and are associated with improvements to the concrete-lined San Diego Canal (“Eastside Pipeline”; De Novo Planning Group 2022). From WSC records, these Pleistocene vertebrate localities extend from Devonshire Avenue to as far south as Stetson Avenue, and are from areas mapped as young alluvial valley deposits. The localities yielded several species of large Pleistocene mammals (Stoneburg 2022; Radford 2021). Approximately five miles southwest of the project, south of the Hemet-Ryan Airport off Warren Road, a locality consisting of the bones of an extinct horse and other unidentified large mammal remains were discovered during mitigation monitoring. Fossils were recovered from 10 places at the locality from as little as a few feet below the surface, in an area mapped as young alluvial valley deposits (Kennedy 2006). These fossils are housed at the WSC.
Early work by Frick (1921) established the deposits known as the informally named “Bautista Beds” south and east of the project as yielding the fossilized remains of early Pleistocene mammals. His localities lie within an area near the headwaters of Bautista Creek, several miles southeast. The “Bautista fauna” includes extinct Pleistocene animals such as the giant ground sloth, tapir, horse (two species), camel, and pronghorn (two species) (Jefferson 2009).
Project Survey
BFSA staff, under the supervision of Principal Investigator Todd A. Wirths, conducted a project survey on November 9, 2023, employing a series of parallel survey transects spaced at approximately 10-meter intervals. The entire property was covered by the survey process. The topography of the project was noted as generally flat with an average elevation of 1,585 feet AMSL. The visibility of the natural ground surface was characterized as excellent. No paleontological resources, or evidence indicating the presence of paleontological resources, were identified as a result of the survey.
5.0 PALEONTOLOGICAL SENSITIVITY
Overview
The degree of paleontological sensitivity of any particular area is based on a number of factors, including the documented presence of fossiliferous resources on a site or in nearby areas,
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Packet Pg. 2568 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 8 the presence of documented fossils within a particular geologic formation or lithostratigraphic unit, and whether or not the original depositional environment of the sediments is one that might have been conducive to the accumulation of organic remains that may have become fossilized over time. Holocene alluvium is generally considered to be geologically too young to contain significant nonrenewable paleontological resources (i.e., fossils) and thus is typically assigned a low paleontological sensitivity. Pleistocene (older than 11,700 years old) alluvial and alluvial fan deposits in the Inland Empire and western Riverside County, however, are known to yield important terrestrial vertebrate fossils, such as extinct mammoths, mastodons, giant ground sloths, extinct species of horse, bison, camel, saber-toothed cats, and others (Jefferson 1991).
These Pleistocene sediments are thus accorded a high paleontological resource sensitivity.
Professional Standards
The Society of Vertebrate Paleontology (2010) has drafted guidelines that include four categories of paleontological sensitivity for geologic units (formations) that might be impacted by a proposed project, as listed below:
• High Potential: Rock units from which vertebrate or significant invertebrate, plant, or trace fossils have been recovered.
• Undetermined Potential: Rock units for which little information is available concerning their paleontological content, geologic age, and depositional environment, and that further study is needed to determine the potential of the rock unit. • Low Potential: Rock units that are poorly represented by fossil specimens in institutional collections or based on a general scientific consensus that only preserve fossils in rare circumstances.
• No Potential: Rock units that have no potential to contain significant paleontological resources, such as high-grade metamorphic rocks and plutonic igneous rocks.
Research indicates there are significant, nearby fossil localities that likely originate from the same geologic formation that underlies the project at depth. Based on these data and the criteria outlined above, the “Bautista Beds” can be considered to have a high potential to yield significant paleontological resources. The young alluvial fan deposits at the surface may be considered to have a low paleontological potential.
City of San Jacinto Sensitivity Assessment
The surficial alluvial deposits at the project are regarded by the City of San Jacinto as having a low potential to contain paleontological resources; however, the potential increases to high with (an unspecified) depth, in accordance with their increasing (verging into Pleistocene) age (De Novo Planning Group 2022: p. 5.7-16).
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Packet Pg. 2569 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 9 6.0 CONCLUSION AND RECOMMENDATIONS
The presence of young alluvial wash deposits and young alluvial deposits at the surface of the project, the typical lack of paleontological resources found in young alluvial deposits, the likelihood that potentially fossiliferous deposits lie deep beneath the project, and the relatively shallow subsurface impacts needed for the proposed project support the recommendation that paleontological monitoring not be required during earth disturbance activities at the Hewitt and Esplanade Residential Project. However, if fossils of any sort are discovered during grading and earthmoving activities, a paleontologist must be retained to develop a paleontological monitoring plan consistent with the provisions of CEQA, the city of San Jacinto (2022; De Novo Planning Group 2022), and the guidelines of the Society of Vertebrate Paleontology (2010).
Implementation of the paleontological monitoring plan would reduce the potential for any adverse impacts (loss or destruction) to nonrenewable paleontological resources, if present, to a level below significant.
7.0 CERTIFICATION
I hereby certify that the statements furnished above and in the attached exhibits present the data and information required for this paleontological report, and that the facts, statements, and information presented are true and correct to the best of my knowledge and belief and have been compiled in accordance with CEQA criteria.
June 26, 2024
Todd A. Wirths, M.S., Senior Paleontologist Date
California Professional Geologist No. 7588
8.0 REFERENCES
City of San Jacinto. 2022. Envision San Jacinto – General Plan 2040. chromeextension://efaidnbmnnnibpcajpcglclefindmkaj/https://static1.squarespace.com/static/5a9 99021cc8fedea12873268/t/639a30e962747e6d737cfb59/1671049471437/SanJacinto_Ad optedGPU.pdf.
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Packet Pg. 2570 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 10 De Novo Planning Group. 2022. Public Review Draft, Environmental Impact Report for the San Jacinto General Plan Update (Sch: 2020120312). Report prepared for City of San Jacinto Community Development Department, by De Novo Planning Group, Tustin, Calif. https://drive.google.com/file/d/12Vj9c-gjvsqypdwprdq_9OCvIt8OCksM/view.
Dibblee, T.W., Jr. 2003. Geologic map of the San Jacinto quadrangle, Riverside County, California. Dibblee Geological Foundation, Santa Barbara Museum of Natural History, Dibblee Foundation Map DF-116, edited by J.A. Minch.
Frick, C. 1921. Extinct vertebrate faunas of the badlands of Bautista Creek and San Timoteo Cañon, southern California. University of California Publications in Geology, 12(5):
277-424, figs. 1-165, pls. 43-50.
Jefferson, G.T. 1991. A catalogue of late Quaternary vertebrates from California: Part two, mammals. Natural History Museum of Los Angeles County, Technical Reports, no. 7: iv + 1-129.
Jefferson, G.T. 2009. A catalogue of Blancan and Irvingtonian vertebrates and floras from Arizona, southern California, Nevada, Utah, and northwestern Mexico. Unpublished draft manuscript, Colorado Desert District Stout Research Center, Anza-Borrego Desert State Park, Borrego Springs, California. Dated March 11, 2009.
Kennedy, G.L. 2006. Preliminary results of paleontological monitoring, Ranch Diamante project, south of Hemet, Riverside County, California. Unpublished consulting report for Pulte Home Corporation, Irvine, California, by Brian F. Smith and Associates, Inc., Poway, California.
Lancaster, J.T., Hayhurst, C.A., and Bedrossian, T.L., compilers. 2012. Preliminary geologic map of Quaternary surficial deposits in southern California. Palm Springs 30' x 60' quadrangle. In Geologic compilation of Quaternary surficial deposits in southern California. California Geological Survey Special Report 217: pl. 24 (scale 1:100,000).
Radford, D. 2021. Record search letter, Hemet 30 Project, Hemet. Unpublished letter prepared for Duke CRM, Irvine, California, by the Western Science Center, Hemet, California. https://planning.rctlma.org/Portals/14/Appendix%20J%20Paleontological%20Resources %20Assessment.pdf.
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Packet Pg. 2571 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________ 11 Society of Vertebrate Paleontology. 2010. Standard procedures for the assessment and mitigation of adverse impacts to paleontological resources; by the SVP Impact Mitigation Guidelines Revision Committee: https://vertpaleo.org/wpcontent/uploads/2021/01/SVP_Impact_Mitigation_Guidelines-1.pdf.
Stoneburg, B.E. 2022. Record search letter, Hemet 63 Project, Hemet. Unpublished letter prepared for Brian F. Smith and Associates, Inc., Poway, California, by the Western Science Center, Hemet, California.
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Packet Pg. 2572 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Paleontological Assessment for the Hewitt and Esplanade Residential Project _____________________________________________________________________________________________________________________
APPENDIX A
Qualifications of Key Personnel
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Packet Pg. 2573 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 Todd A. Wirths, MS, PG No. 7588
Senior Paleontologist
BFSA Environmental Services, A Perennial Company
14010 Poway Road Suite A
Phone: (858) 679-8218 Fax: (858) 679-9896 E-Mail: [email protected] Education
Master of Science, Geological Sciences, San Diego State University, California 1995 Bachelor of Arts, Earth Sciences, University of California, Santa Cruz 1992 Professional Certifications
California Professional Geologist #7588, 2003
Riverside County Approved Paleontologist
San Diego County Qualified Paleontologist
Orange County Certified Paleontologist
OSHA HAZWOPER 40-hour trained; current 8-hour annual refresher Professional Memberships
Board member, San Diego Geological Society
San Diego Association of Geologists; past President (2012) and Vice President (2011) South Coast Geological Society
Southern California Paleontological Society
Experience
Mr. Wirths has more than a dozen years of professional experience as a senior-level paleontologist throughout southern California. He is also a certified California Professional Geologist. At BFSA, Mr.
Wirths conducts on-site paleontological monitoring, trains and supervises junior staff, and performs all research and reporting duties for locations throughout Los Angeles, Ventura, San Bernardino, Riverside, Orange, San Diego, and Imperial Counties. Mr. Wirths was formerly a senior project manager conducting environmental investigations and remediation projects for petroleum hydrocarbonimpacted sites across southern California.
Selected Recent Reports
2019 Paleontological Assessment for the 10575 Foothill Boulevard Project, City of Rancho Cucamonga, San Bernardino County, California. Prepared for T&B Planning, Inc. Report on file at Brian F.
Smith and Associates, Inc., Poway, California.
2019 Paleontological Assessment for the MorningStar Marguerite Project, Mission Viejo, Orange County, California. Prepared for T&B Planning. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
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Packet Pg. 2574 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 BFSA Environmental Services, A Perennial Company, 2
2019 Paleontological Monitoring Report for the Nimitz Crossing Project, City of San Diego. Prepared for Voltaire 24, LP. Report on file at Brian F. Smith and Associates, Inc., Poway, California. 2019 Paleontological Resource Impact Mitigation Program (PRIMP) for the Jack Rabbit Trail Logistics Center Project, City of Beaumont, Riverside County, California. Prepared for JRT BP 1, LLC.
Report on file at Brian F. Smith and Associates, Inc., Poway, California. 2020 Paleontological Monitoring Report for the Oceanside Beachfront Resort Project, Oceanside, San California. Prepared for S.D. Malkin Properties. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
2020 Paleontological Resource Impact Mitigation Program for the Nakase Project, Lake Forest, Orange County, San California. Prepared for Glenn Lukos Associates, Inc. Report on file at Brian F.
Smith and Associates, Inc., Poway, California.
2020 Paleontological Resource Impact Mitigation Program for the Sunset Crossroads Project, Banning, Riverside County. Prepared for NP Banning Industrial, LLC. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
2020 Paleontological Assessment for the Ortega Plaza Project, Lake Elsinore, Riverside County.
Prepared for Empire Design Group. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
2020 Paleontological Resource Record Search Update for the Green River Ranch III Project, Green River Ranch Specific Plan SP00-001, City of Corona, California. Prepared for Western Realco. Report on file at Brian F. Smith and Associates, Inc., Poway, California. 2020 Paleontological Assessment for the Cypress/Slover Industrial Center Project, City of Fontana, San Bernardino County, California. Prepared for T&B Planning, Inc. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
2020 Paleontological Monitoring Report for the Imperial Landfill Expansion Project (Phase VI, Segment C-2), Imperial County, California. Prepared for Republic Services, Inc. Report on file at Brian F. Smith and Associates, Inc., Poway, California. 2021 Paleontological Assessment for the Manitou Court Logistics Center Project, City of Jurupa Valley, Riverside County, California. Prepared for Link Industrial. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
2021 Paleontological Resource Impact Mitigation Program for the Del Oro (Tract 36852) Project, Menifee, Riverside County. Prepared for D.R. Horton. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
2021 Paleontological Assessment for the Alessandro Corporate Center Project (Planning Case PR-2020- 000519), City of Riverside, Riverside County, California. Prepared for OZI Alessandro, LLC.
Report on file at Brian F. Smith and Associates, Inc., Poway, California. 2021 Paleontological Monitoring Report for the Boardwalk Project, La Jolla, City of San Diego.
Prepared for Project Management Advisors, Inc. Report on file at Brian F. Smith and Associates, Inc., Poway, California.
4.4.u
Packet Pg. 2575 Attachment: Appendix F - Paleontological Assessment (Esplanade Collection Planned Development and Tentative Tract Map No. 38872
CORPORATE
OFFICE
4542 Ruffner Street,
Suite 330
San Diego, CA 92111
Phone: (858) 569-0211
[email protected]
[email protected]
Southern California
Phone: (949) 363-0058
Fax: (949) 363-0059
[email protected]
Northern California
Phone (707) 996-5529
Fax: (707) 996-5534
[email protected]
Mountain States
Phone/Fax: (303) 648-
9897
Cell: (303) 506-0076
[email protected]
MIDWEST REGION
Phone: (847) 498-4780
Cell: (847) 284-4747
[email protected]
Northwest Region
[email protected]
Phone: (503) 296-0711
Fax: (503) 296-0712
Texas Region
[email protected]
Phone: (972) 754-0673
Fax: (972) 937-3096
March 23, 2023
Pacifica Investments, or their assigns
c/o Mr. Oscar Graham
333 City Boulevard West, Suite 1700
Orange, CA 92688
Re: Phase I Environmental Site Assessment
San Jacinto Vacant Land
SWC of E. Esplanade Avenue and S. Hewitt Street
San Jacinto, California 92583
Project No. 23004018
Dear Mr. Graham:
In accordance with our accepted proposal, AES performed a walk-through survey of the above-referenced property on March 17, 2023. An electronic copy of the report is provided for your use. AES Due Diligence, Inc. is not affiliated with the client or any other parties to this transaction.
We appreciate the opportunity to provide consulting services to you. If you have any questions, please contact our Corporate Office at (858) 569-0211.
Very truly yours,
AES DUE DILIGENCE, INC.
Robert Presta, MBA, President
Registered Environmental Assessor in the former EPA Program RP:CT/lo
Enclosures
4.4.v
Packet Pg. 2576 Attachment: Appendix G - Phase I ESA (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 (PROJ24-0065))
PHASE I ENVIRONMENTAL SITE ASSESSMENT
Prepared for
Pacifica Investments, or their assigns
Phase I Environmental Site Assessment
San Jacinto Vacant Land
SWC of E. Esplanade Avenue and S. Hewitt Street
San Jacinto, California 92583
March 23, 2023
Prepared by
AES Due Diligence, Inc.
Architectural/Environmental/Seismic Due Diligence Consultants 4542 Ruffner Street, Suite 330
San Diego, California 92111
(858) 569-0211 -Tel
AES Regional Offices
Midwest Region Mountain States Southern California
(847) 498-4780 (303) 648-9897 (949) 363-0058
Northwest Region Texas Region Northern California
(503) 296-0711 (972) 754-0673 (707) 996-5529
4.4.v
Packet Pg. 2577 Attachment: Appendix G - Phase I ESA (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 (PROJ24-0065)) Phase I Environmental Assessment March 23, 2023
San Jacinto Vacant Land Project No. 23004018
San Jacinto, California 92583 Page 1
AES PIEA Rev-158 AES Proprietary Information
TABLE OF CONTENTS
EXECUTIVE SUMMARY
I. IDENTIFICATION .................................................................................................... 3 II. OBJECTIVE AND SCOPE ....................................................................................... 5 III. PROPERTY DESCRIPTION .................................................................................... 9 IV. SITE HISTORY ....................................................................................................... 12 V. ENVIRONMENTAL SITE ASSESSMENT ........................................................... 16 VI. DATABASE RECORDS REVIEW ......................................................................... 19 VII. ASTM NON-SCOPE ITEMS .................................................................................. 28 VIII. CONCLUSIONS ...................................................................................................... 30 IX. INTERVIEWS ......................................................................................................... 32 X. QUALIFICATIONS OF ENVIRONMENTAL PROFESSIONALS ...................... 33
ATTACHMENTS
Site Plan
Vicinity Map
Site Photographs
EDR Database Report
City Directory Abstract
Vapor Encroachment Screen
Historic USGS Topographic Maps
Aerial Photographs
Adjoining Properties Map
Assessor’s Parcel Map
Natural Hazard Disclosure Statement Report and Two Summaries Preliminary Title Report
Environmental Delineation Report
LUST Case Closure Letter for Adjacent Site
Certificate of Insurance
Letter of Engagement
Professional Profiles
FOIA Request/Response
FOIA Request/Response – Rec 3-27-23
4.4.v
Packet Pg. 2578 Attachment: Appendix G - Phase I ESA (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 (PROJ24-0065)) Phase I Environmental Assessment March 23, 2023
San Jacinto Vacant Land Project No. 23004018
San Jacinto, California 92583 Page 2
AES PIEA Rev-158 AES Proprietary Information
EXECUTIVE SUMMARY
San Jacinto Vacant Land
SWC of E. Esplanade Avenue and S. Hewitt Street
San Jacinto, California 92583
Project No. 23004018
ISSUE
ENVIRONMENTAL CONDITION
IDENTIFIED ASSESSMENT
NONE REC BER CREC HREC
de
mini
mis
ACCEPTABLE
O&M
PHASE 2 PHASE 3
COST
Historic Use X X
UST\AST X X
Chemical Use,
Storage or Disposal X X
Waste Storage or
Disposal X X
PCBs X X
Environmental
Records Review X X
REC on Adjoining
Property X X
Stains or Odors X X
Solid Waste or Fill X X
Septic Fields,
Wells or Drywells X X
Pits, Ponds,
Lagoons X X
Vapor
Encroachment X X
NON-SCOPE CONSIDERATIONS
Asbestos X X
Lead Based Paint X X
Lead in Water X X
Mold X X
Wetlands X X
Radon X X
4.4.v
Packet Pg. 2579 Attachment: Appendix G - Phase I ESA (Esplanade Collection Planned Development and Tentative Tract Map No. 38872 (PROJ24-0065)) Phase I Environmental Assessment March 23, 2023
San Jacinto Vacant Land Project No. 23004018
San Jacinto, California 92583 Page 3
AES PIEA Rev-158 AES Proprietary Information
I IDENTIFICATION
Subject Property: San Jacinto Vacant Land
Location: SWC of E. Esplanade Avenue and S. Hewitt Street San Jacinto, California 92583
Observation Date: March 17, 2023
Site Contact: Mr. Oscar Graham
(714) 609-7257
Client: Pacifica Investments, or their assigns
Reliance: This Report is for the exclusive use of Pacifica Investments, or their assigns. No other party shall have the right to rely on any service provided by AES Due Diligence, Inc. without prior written consent.