the total building area (including hotel space, amenities, and garage space) would be approximately 77,308 square feet.
OUTDOOR RESTAURANT SEATING
The project includes outdoor dining at the rooftop restaurant, ground-level café, and walkup café.
Seating is strategically placed to avoid obstructing view corridors and public accessways, particularly along East Avenida Pico. The low-profile furnishings, landscape buffers, and lighting of the restaurant are compatible with the neighborhood. This amenity aligns with the City’s goals for creating inviting public spaces in the North Beach area.
ARCHITECTURAL TREATMENTS
The project’s design reflects traditional Spanish Colonial Revival architecture and integrates publicly accessible features such as native landscaped gardens, pedestrian areas, and ocean-view terraces.
The Hanson Hotel is located within the Architectural Overlay District (A-Overlay), which mandates Spanish Colonial Revival architecture. Drawing inspiration from Ole Hanson’s vision for North Beach as a hub of recreation and entertainment, the project applicant designed the project to be visually compatible with the North Beach Historic District and adjacent historic resources.
Specifically, the architecture incorporates tiered massing, with one- and two-story elements stepping down toward East Avenida Pico and recessed upper levels along North El Camino Real.
A prominent turret element at the corner of North El Camino Real and East Avenida Pico anchors the site to create a distinctive visual gateway element into the North Beach area and pays tribute to a similar feature at the Ole Hanson Beach Club. The proposed hotel would have a maximum (average) building height of 45 feet.
The project's layout incorporates courtyards, shaded patios, arcades, and outdoor gathering spaces, reinforcing the indoor-outdoor theme in traditional Spanish Colonial Revival architecture.
Prominent features include a grand stairway leading to a public podium terrace with ocean views; an Ole Hanson-inspired public art and sculpture area; and a series of vine-covered trellises, fountains, and decorative benches that create a transition from public to semi-private spaces. An overall natural color palette of terra cotta, olive green, red, and white, signature of Spanish Colonial Revival architecture, would be used.
LANDSCAPING
The proposed landscape plan features a diverse palette of California native and drought-tolerant plant species, strategically arranged in a series of terraced gardens along East Avenida Pico and North El Camino Real. Specific areas of focus include native planting beds at the site’s corner gateway, a cultural sculpture area, and decorative plantings framing the publicly accessible walkways and terraces.
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Additionally, a total of 19 street trees (including date palms [Phoenix Dactalifera], New Zealand Christmas tree Pohutukawa [Metrosideros Excelsa], and Sanguinello blood orange [Citrus x sinensis]) would be planted along North El Camino Real and Avenida Pico within the public rightof-way (off-site) as a part of the project. Specifically, water-conserving and native plants and highefficiency irrigation would be used in the majority of the proposed landscape areas.
ACCESS AND CIRCULATION
Vehicular Access
Vehicular access to the proposed two-level subterranean garage would be provided via a full access driveway from El Camino Real. An additional garage egress is provided in the northeastern corner of the site.
Emergency Access
Along the project site frontage at El Camino Real, a proposed 10-foot by 50-foot turnout area would allow for emergency vehicle access. Existing and proposed fire access hose pull are located along project parameters. Additionally, fire access ladders are proposed to be placed on the roof for emergency access.
Pedestrian Access
Sidewalks along southbound East Avenida Pico and eastbound North El Camino Real would be constructed at the eastern and southern boundaries of the site, respectively. Pedestrian access is proposed in the southeastern and southwestern portions of the site along East Avenida Pico and North El Camino Real, respectively. Additionally, pedestrian pathways are proposed throughout the site to provide connectivity between hotel buildings and amenities, as well as to existing surrounding pedestrian facilities. The proposed public café would be fronting North El Camino Real and fully accessible by pedestrians. An elevator is proposed in the northwest corner of the site.
Parking
The proposed development includes a two-level subterranean parking garage with a total of 104 parking spaces provided for employees, hotel guests, and retail uses. A total of 43 spaces would be provided on level 1 of the subterranean parking garage and 61 spaces would be provided on level 2. In addition, the project includes an at-grade loading and service space protected by the public sidewalk and median along North El Camino Real to accommodate large delivery and waste collection vehicles that are too large to access the subterranean garage.
Parking spaces would feature Americans with Disabilities Act compliant parking spaces, vanpool accessible spaces, and electric vehicle charging spaces, in accordance with the latest City and California Green Building Code Standards (CALGreen) requirements. Bicycle parking spaces are also proposed in the northeastern corner of the site.
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LIGHTING
Exterior lighting is proposed on-site at building entrances, parking areas, amenity spaces, and pedestrian walkways for security and wayfinding purposes. Lighting would also be used to illuminate architectural elements, signage, and landscape features for ambience. All lighting would comply with current energy standards, utilizing light-emitting diode or efficient fluorescent lighting technology. Project lighting would be shielded and directed away from adjoining properties in accordance with City standards. Specifically, site lighting would be designed to Dark Sky requirements in regard to the shielding of light, limiting light trespass, utilizing energyefficient lighting, and adhering to color temperature limits. Site photometric and lighting specifications would be submitted for review as part of the City’s Building Department review.
Overall, the project would design the proposed hotel to industry best practice as outlined in California Title 24, which includes CALGreen (Title 24, Part 11), as well as in the International Dark Sky Association guidelines and requirements, to reduce light pollution and protect night sky and night habitat.
UTILITIES
Municipal and private utility services necessary to serve the project are currently available within or adjacent to the project site. The site has utility services adjacent to the site from San Diego Gas & Electric (gas and electricity), the Municipal Water District of Orange County (water), the City of San Clemente (sewer), and CR&R (solid waste services). On-site utility infrastructure necessary to serve the project, including water, sanitary sewer, drainage, stormwater runoff treatment facilities, and dry utilities, would be installed with the proposed development and would connect to the existing utilities under public streets. The site would also have available safety and emergency response resources available from Orange County’s police and fire departments.
PROJECT SITE
Regionally, the project site is located in the western portion of the City in southern Orange County. The City is bordered by the City of Dana Point to the northwest, the City of San Juan Capistrano to the north, the City of Rancho Mission Viejo to the northeast, Cleveland National Forest to the east, the vast Camp Pendleton military base to the south, and the Pacific Ocean to the west. Regional access to the general area is provided via Interstate 5.
Locally, the project site is located at 1801 North El Camino Real (Assessor’s Parcel Number [APN] 057-191-60) to the northwest of the intersection of North El Camino Real and East Avenida Pico.
Local access to the site is provided via North El Camino Real and East Avenida Pico. The project site is bound by an existing channel to the north, an existing retail building to the west, East Avenida Pico to the east, and North El Camino Real to the south. This includes the maximum 544
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extent of ground disturbance and project activities associated with demolition, site preparation, and construction.
The project area is mapped within the Dana Point, California USGS 7.5-minute topographic quadrangle map Township 8 South, Range 7 West, Section 32 (see Attachment 1) and is located approximately 150 feet south of the Desecha Segunda Canada stream, and approximately 0.25 miles east of the Pacific Ocean.
GEOLOGIC SETTING
California is divided into 11 geomorphic provinces, each defined by unique geologic and geomorphic characteristics. The project area is in the west-central portion of the Peninsular Ranges geomorphic province, which is marked by northwest-trending mountain ranges and valleys subparallel to the San Andreas Fault. This geomorphic province also includes physiogeographic features such as the Los Angeles Basin, the southern members of the Channel Islands, and the continental shelf (CGS 2002). The Peninsular Ranges province crosses several counties, as well as Baja California, and is bound by the Pacific Ocean to the west, the Transverse Ranges geomorphic province to the north, and the Colorado Desert geomorphic province to the east. The Peninsular Ranges are dominated by the Peninsular Ranges batholith (Prothero 2017).
The project area is located north of San Clemente State Beach and south of Doheny State Beach and is within the Diegan Coastal Terraces ecoregion of California (Griffith et al. 2016). Ecoregions denote general similarity in ecosystems and environmental resources. This region consists of nearly level to gently sloping marine terraces and a narrow strip of beach and dune along the coast. Climate in this region is influenced by the Pacific Ocean with thermic soil temperatures and xeric soil moisture. Although much of this ecoregion has been modified by urban and residential development, vegetation present is mostly California sage scrub, with maritime succulent, Diegan coastal sage scrub, and chapparal communities, and occasionally includes California sagebrush, California buckwheat, black sage, ceanothus, coast live oak, and annual grasslands.
The geology of the San Clemente area was mapped by Kennedy et al. (2007) and Bedrossian et al. (2012) at a scale of 1:100,000. These maps were reviewed to determine the surficial and potential near-surface geology of the project area. According to the map by Kennedy et al. (2007), the project site is directly underlain by young alluvial floodplain deposits (Holocene and Pleistocene), which consists of silty sand and mud deposits on flat plains deposited during flood events. These units are generally too young to produce fossils at the surface but do become old enough to produce fossil materials at depths below the surface. These units span the Rancholabrean (11,000– 240,000 years ago) (Bell et al. 2004). Recorded fossils from these deposits include mammoths, mastodons, horses, bison, camels, saber-toothed cats, coyotes, deer, and sloths, as well as smaller animals like rodents, rabbits, birds, reptiles, and fish. As such, these deposits are considered to have high paleontological sensitivity (Jefferson 1991; Miller 1971).
Directly adjacent to the project area, the surface is underlain by Miocene to early Pliocene-age Capistrano Formation bedrock, specifically its siltstone facies (Tcs) (Kennedy et al. 2007). The Miocene Capistrano formation is a well-known fossiliferous sedimentary formation that preserves 545
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a transitional depositional environment from nearshore marine to deep marine. Its siltstone facies is the younger of its two members and ranges from 4.9 to 5.6 million years old (Ehlig 1979). This member was deposited in a deep marine slope environment, and although it is somewhat less fossiliferous than the Capistrano’s nearshore Oso member, the siltstone member of the Capistrano Formation has been known to produce marine mammal and fish fossils, including an extinct fur seal, baleen whales, and sharks (PBDB n.d.). Although the Capistrano formation is not mapped directly within the project area, it is likely to be encountered at depth below the young alluvial floodplain deposits and has a high paleontological sensitivity at all depths due to its age and the high amount of fossil material that has been found from it. The soil in the project area has been mapped as the 71 percent Sorrento clay loam with 2 to 9 percent slopes and 29 percent Calleguas clay loam with 50 to 75 percent slopes (NRCS n.d.). The Tujunga series are very deep, well-drained soils that formed in alluvium from sedimentary rocks (USDA 2017). The Calleguas series are very shallow, well-drained soils formed on uplands, hills, and mountains in material weathered from sedimentary rocks (USDA 2001).
CULTURAL RESOURCES IDENTIFICATION METHODS
The methods and results of the SCCIC records search, literature and historical map search, built environment survey, and buried archaeological site sensitivity analysis are presented below.
SOUTH CENTRAL COASTAL INFORMATION CENTER
Michael Baker International Archaeologist Marc Beherec, PhD, RPA, conducted a records search of the project area and half-mile search radius on January 14, 2026. The SCCIC, as part of the California Historical Resources Information System, California State University at Fullerton, an affiliate of the California Office of Historic Preservation (OHP), is the official state repository of cultural resources records and reports for Orange County. As part of the records search, the following federal and California inventories were reviewed:
x California Inventory of Historic Resources (OHP 1976) x California Points of Historical Interest (OHP 1992 and updates) x California Historical Landmarks (OHP 1996)
x Archaeological Determinations of Eligibility (OHP 2012) for Orange County x Built Environment Resource Directory (BERD) for Orange County (OHP 2026) Resource Results
The SCCIC identified no cultural resources within the project area; seven were identified within the
0.5-mile search radius of the project area as described below. The BERD for Orange County identified an additional 22 local, state, and nationally designated resources within 0.5 miles of the project area, which include a mix of residential, commercial, religious, recreational, and educational resource types. Three of the resources (the Spanish Colonial Revival Thematic Historic District, the North Beach Historic District, and the Spanish Village by the Sea Thematic Historic District) are located within the project area. SCCIC records search results are included in Attachment 2.
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TABLE 1. SCCIC RESOURCES WITHIN 0.5 MILES OF THE PROJECT SITE Resource Name/
Number Address Type
OHP Status Code/
Eligibility Status
Relationship to
Project Site
P-30-001258 Located on a
bluff
overlooking a
drainage
Prehistoric site
consisting of a
metate fragment, a
large flake scraper,
and a
hammerstone
Unevaluated 0.2 miles
north/northwest
P-30-100074 800 meters
southeast of the
intersection of El
Camino Real and
Camino
Capistrano,
located directly
up the ridge to
the top of the
mesa
Prehistoric site
consisting of a
basalt denticular
flake, five to six
notches created on
one side
Unevaluated 0.42 miles
northwest
P-30-150035 This noncontiguous
district is
primarily located
west of
Interstate 5
between
Avenida Pico on
the north and
Avenida Calafia
on the south
Historic—Spanish
Colonial Revival
Historic District
containing 207
individual
properties
distributed
throughout the
City of San
Clemente
5S3—Appears to be
individually eligible for
local listing or
designation through
survey evaluation.
100 ft south of
the project area
(across North El
Camino Real) is
the closest
district
component
(Aquarium Café;
Ichiburi)
P-30-150036 This noncontiguous
district is
primarily located
west of
Interstate 5
between
Avenida Pico on
the north and
Avenida Calafia
on the south
Historic—Ole
Hanson/Spanish
Village by the Sea
District containing
149 individual
properties
distributed
throughout the
City of San
Clemente
3S—Appears eligible
for listing in NR via
survey evaluation
100 ft south of
the project area
(across North El
Camino Real) is
the closest
district
component
(Aquarium Café;
Ichiburi)
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Resource Name/
Number Address Type
OHP Status Code/
Eligibility Status
Relationship to
Project Site
P-30-1600086 112 Boca de La
Playa
Historic—San
Clemente
Swimming
Club/San
Clemente Beach
Club
1S—Listed in NR as an
individual property; 3D:
Eligible for the NR as a
contributor to a NReligible district
0.05 miles
southwest
P-30-176663 NW end: 388830
mE;3763880 mN;
SE end: 417800
mE/ 3747600
mN
Burlington
Northern Santa Fe
Railway (formerly
Atchison, Topeka,
and Santa Fe
Railway)
6Z—Found ineligible
for the NR, CR, or local
designation through
survey evaluation
0.1 mile west
P-30-177042 1100 Calle
Puente
Max Berg Plaza
Park/Plaza Park
3D—Eligible for the NR
as a contributor to a
NR-eligible district
0.45 miles
south/southeast
NR = National Register of Historic Places; CR = California Register of Historical Resources TABLE 2. ORANGE COUNTY BERD RESULTS WITHIN 0.5 MILES OF THE PROJECT SITE OTIS ID Number Address Name [if known]
OHP Status Code/
Eligibility Status
Relationship to
Project Site
530430 N/A Spanish Colonial
Revival Thematic
Historic District
5S2—Eligible for local
listing or designation
in the NR
Within project
site
530248 N/A North Beach
Historic District
1S—Listed in the NR Within project
site
530249 N/A Spanish Village By
the Sea Thematic
District
3S—Appears eligible
as a separate entity
and as a contributor to
a documented district
Within project
site
530436 202 Avenida
Aragon
St. Clements
Episcopal Church
3B— Appears eligible
for listing in the NR
both individually and
as a contributor to a
NR-eligible multicomponent resource
through survey
evaluation
0.47 miles
southeast
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OTIS ID Number Address Name [if known]
OHP Status Code/
Eligibility Status
Relationship to
Project Site
530437 224 Avenida
Aragon
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.47 miles
southeast
530328 135 Avenida
Florencia
N/A 5D2—Eligible for local
listing only as a
contributor to a district
that is listed or eligible
under local ordinance
0.32 miles
southeast
530364 130 Avenida
Pelayo
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.47 miles
east/southeast
530365 146 Avenida
Pelayo
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.45 miles
east/southeast
530097 204 Avenida
Pelayo
N/A 6Z—Found ineligible
for the NR by the
California OHP
0.43 miles
east/southeast
530301 1102 Buena
Vista
N/A 5D2—Eligible for local
listing only as a
contributor to a district
that is listed or eligible
under local ordinance
0.47 miles
south/southeast
530463 1206 Buena
Vista
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.42 miles
south/southeast
530484 1209 Buena
Vista
N/A 3B— Appears eligible
for listing in the NR
both individually and
as a contributor to a
NR-eligible multicomponent resource
through survey
evaluation
0.4 miles south
530197 1608 Calle Las
Bolas
Vista Del Mar
Apartments
3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.24 miles
east/southeast
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OTIS ID Number Address Name [if known]
OHP Status Code/
Eligibility Status
Relationship to
Project Site
530198 1638 Calle Las
Bolas
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.13 miles
east/southeast
530199 1411 Calle
Mirador
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.42 miles
east/southeast
498397 1426 El Camino
Real
San Onofre Inn 2D2—Determined
eligible for NR as a
contributor to a district
0.40 miles east
539225 1533 North El
Camino Real
N/A 3D—Eligible for the NR
as a contributor to an
eligible district through
survey evaluation
0.25 miles east
530228 1700 North El
Camino Real
Miramar
Theater/San
Clemente Theater
1D—Contributor to a
multi-component
resource listed in the
NR by the Keeper
0.08 miles
southeast
696954 1802 North El
Camino Real
7-Eleven 6X—Determined
ineligible for the NR by
the SHRC or the
Keeper
0.04 miles south
530230 1814 North El
Camino Real
Aquarium Café/OC
Fresca
1D—Contributor to a
multi-component
resource listed in the
NR by the Keeper
0.04 miles
south/southwest
696952 1844 North El
Camino Real
Commercial
Building
6X—Determined
ineligible for the NR by
the SHRC or the
Keeper
0.07 miles
southwest
696953 1844 North El
Camino Real
Flowers and
Friends
6X—Determined
ineligible for the NR by
the SHRC or the
Keeper
0.07 miles
southwest
NR = National Register of Historic Places; SHRC = State Historical Resources Commission 550
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Report Results
Two cultural resources studies have been previously completed that intersect with the project site; a total of 11 have been completed within the half-mile search radius, as identified below. A very small portion of the project site has been previously studied, as the studies adjacent to the project site did not include any of the project site itself. Though resources were identified as part of these studies, the studies covered expansive areas and the resources were found over 0.2 miles away from the project area. However, it is worth noting that one of the reports intersecting the project site mentions that over 414,000 cubic yards of soil was removed from the bluffs area immediately north of the project site in 1992; this would have destroyed any archaeological sites that existed on the surface or nearsurface. The report further suggests that due to the components of CAORA-1258 not far away (a metate fragment, scraper, and hammerstone), it can be understood that some kind of vegetable collection and processing was being done on or near the bluffs (Maxon 1996), which includes the subject project site.
TABLE 3. SCCIC REPORTS WITHIN 0.5 MILES OF THE PROJECT SITE Report No. Author(s) Date Title In
Project
Site?
Resources
in Project
Site?
OR-00577 Cameron,
Constance and
Tadlock, W.
Lewis
1974 An Archaeological Survey of the
Reeves Ranch San Clemente,
Orange County, California
Yes No
OR-01064 Brown, Joan C. 1990 Cultural Resources Reconnaissance of Approximately 23 Acres of the
Marblehead Bluffs Project in San
Clemente, Orange County,
California
No No
OR-01322 Becker,
Kenneth M.
1993 Cultural Resources Monitoring of a
Portion of South Coast Water
District, Water Importation
Project/reach 3, Avenida Pico, San
Clemente, Orange County,
California
No No
OR-01459 Maxon, Patrick
O.
1996 Archaeological Reconnaissance and
Impact Assessment of the Proposed
Development of Marblehead
Coastal, San Clemente, California
Yes No
OR-01589 Brown, Joan C. 1997 Cultural Resource Reconnaissance for a Coastal Pedestrian and Bicycle
Path in San Clemente, Orange
County, California
No No
OR-03373 Arrington,
Cindy and
Nancy Sikes
2006 Cultural Resources Final Report of
Monitoring and Findings for the
Qwest Network Construction
No No
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Report No. Author(s) Date Title In
Project
Site?
Resources
in Project
Site?
Project State of California: Volumes
I and Ii
OR-03473 Bonner, Wayne
H.
2007 Cultural Resource Records Search
and Site Visit Results for T-Mobile
Candidate La03597b (Bonito Park),
1304 Calle Valle, San Clemente,
Orange County, California
No No
OR-03639 Bonner, Wayne
H.
2001 Sprint PCS Wireless Facility
og54xc408c, San Clemente Beach
Club, 112 Boca De La Playa, San
Clemente
No No
OR-03886 Garcia, Kyle and
Fatima Clark
2010 Phase I Cultural and Paleontological
Resources Assessment of the
Proposed San Clemente Recycled
Water Project, City of San Clemente,
County of Orange, California
No No
OR-03891 Tang, Bai,
Michael Hogan,
and Mariam
Dahdul
2003 Historic Property Survey Report -
San Clemente Beach Trail Project,
City of San Clemente, Orange
County
No No
OR-03891 Tang, Bai,
Mariam
Dahdul, Josh
Smallwood,
and Laura
Hensley Shaker
2003 Archaeological Survey
Report/Historical Resources
Evaluation Report San Clemente
Beach Trail Project City of San
Clemente, Orange County 12-Ora0-SCLE
No No
LITERATURE AND HISTORICAL MAP REVIEW
Michael Baker International staff reviewed literature and historical maps for historical information about the project area and the vicinity. Below is a list of resources reviewed, followed by a narrative description of the results.
Historical Maps
x Capistrano, California, 1:125,000 scale topographic quadrangle (USGS 1902) x Dana Point, California, 1:62,500 scale topographic quadrangle (USGS 1942) x San Juan Capistrano, California, 1:24,000 scale topographic quadrangle (USGS 1948, rev. 1959)
x Survey Plat Map, Township 8 South, Range 7 West (GLO 1873) x Survey Plat Map, Township 8 South, Range 7 West (GLO 1887) 552
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Historical Aerial Images
x University of California, Santa Barbara Library Geospatial Collection (UCSB 2026) x National Environmental Title Research (NETR) (NETR 2026) Literature
x Handbook of the Indians of California (Kroeber [1925] 1976) x “Luiseño” (Bean and Shipek 1978)
x “The Culture of the Luiseño Indians” (Sparkman 1908)
x San Luis Rey Mission (Englehardt 1921)
x “One If by Land, Two If by Sea: Who Were the First Californians?” (Erlandson et al. 2007) x California Archaeology (Moratto 1984)
x “The Archaeology of California” (Arnold et al. 2004)
x “The Del Rey Tradition and Its Place in the Prehistory of Southern California” (Sutton 2010)
x “Reconceptualizing the Encinitas Tradition of Southern California” (Sutton and Gardner 2010)
x “A Suggested Chronology for Southern California Coastal Archaeology” (Wallace 1955) x “Cultural Tradition and Ecological Adaptation on the Southern California Coast͇ (Warren 1968)
Results
The earliest habitation of southern coastal Orange County and the San Clemente Coastal Streams watershed likely occurred in the Paleocoastal or Paleoindian period, which is generally dated between about 13,000 and 8,500 before present (BP) (Arnold et al. 2004; Moratto 1984; Erlandson et al. 2007). These earliest inhabitants were highly mobile hunter-gatherers who left behind little in the way of archaeological remains.
The first uncontested evidence of human occupation in this area dates to about 9,000 BP. It is associated with the Millingstone Cultural Horizon, or as it is also known, the Encinitas Tradition.
Millingstone populations established permanent settlements located primarily on the coast and in other locations with reliable water sources and a variety of potential foodstuffs. There they relied heavily on shellfish, seeds, and small animals. The period takes its name from the appearance of ground stone artifacts. In the Early Millingstone, these ground stone artifacts are manos and metates, but after approximately 5,000 BP, when acorns become important in the diet, mortars and pestles become an important component of the artifact assemblage (Wallace 1955; Warren 1968; Sutton and Gardner 2010).
The period between 3,500 BP and 1,500 BP is known as the Intermediate period. Increasing population pressures led to intensified exploitation of existing terrestrial and marine resources.
The intensified resource procurement was enabled by technological innovations such as the circular fishhook on the coast, greater use of the mortar and pestle to exploit acorns more efficiently, and the use of the dart and atlatl to diversify hunting (Erlandson et al. 2007). Larger numbers of settlements that are also bigger in size are observed in the archaeological record, 553
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suggesting a larger and more sedentary population. Trade networks and greater craft specialization developed during this period.
During the Late Prehistoric, which began approximately 1,500 BP and continued until European intrusion, is the period of the development and florescence of the Native American tribes encountered by the Spanish. Late Prehistoric subsistence consisted of hunting, trapping, fishing, and gathering, and continued the pattern of increased population and sedentism.
Ethnohistoric and Early Historic Context
Spanish explorers first visited the coast of Southern California in 1542. But European settlement did not begin in the area until 1769, when Gaspar de Portola led an exploratory mission intended to open up Alta California to settlement. In 1769, Mission San Diego was established, followed in 1776 by Mission San Juan Capistrano. San Juan Capistrano was founded On June 13, 1798, Franciscan friars established Mission San Luis Rey de Francia in today’s Oceanside.
The Franciscans called the local Native Americans Juaneños after Mission San Juan Capistrano. The Juaneño spoke a language of the Cupan group of the Takic language family, and were culturally and linguistically closely related to their southern and eastern neighbors, the Luiseño (Bean and Shipek 1978: 550; Sparkman 1908: 189). Juaneño villages were most common along the coast and along the region’s major rivers, where homes took the form of conical, partially subterranean structures built of reeds, brush, or bark. Similar, smaller earth-covered structures served as sweathouses, and rectangular brush structures provided shade. A ceremonial enclosure was the spiritual center of the community.
The project is located where a stream flows through the Segunda Desecha Canada Valley and meets the coast. The closest documented village to the project site appears to be Panhe, located at the mouths of the Arroyo San Mateo and Arroyo San Onofre (Kroeber [1925] 1976: Plate 57).
Other villages, the names of which are not recorded, may have also existed in the area. The resource procurement areas of these villages would have included the project area.
By the early 1800s, as introduced diseases led to population decline, and Spanish use of the land for agriculture and grazing made the Native Americans’ reliance on their traditional lifestyle increasingly untenable, the majority of California’s coastal Native American populations had entered the mission system (Jackson 1999).
In 1821, Mexico won its independence from Spain. The new state was secular in nature and moved increasingly towards secularization of the mission and dispersal of the mission properties among politically connected elites. In 1834, the missions were secularized and their lands divided up. Little of the missions’ lands and wealth went to the Native Americans to whom they theoretically belonged. Mission San Luis Rey’s properties were seized and auctioned. More than 600 ranchos were granted between 1833 and 1846 as the Mexican government sought to solidify its authority over Alta California amid fears of intrusion by the United States. The project site is located along the southern boundary of one of these land grants, Rancho Boca de la Playa, which Pico granted to Emigdio Véjar in 1846.
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California was captured by the United States during the Mexican-American War of 1846–1848.
The discovery of gold in California led to a population boom in the 1850s and 1860s. The completion of the transcontinental Santa Fe Railroad in 1886 led to increased land speculation and development (Meyer 1981).
History of San Clemente
The following history of the City of San Clemente is summarized from the San Clemente Historical Society’s webpage (n.d.):
The beginning of San Clemente’s history can be traced to 1925, when the former mayor of Seattle, Ole Hanson, who had since become a real estate developer, came up with the idea to build a “Spanish Village by the Sea” upon a tract of land halfway between Los Angeles and San Diego that was previously undeveloped.
Hanson chose to name the town after the island of “San Clemente” located offshore and named by Spanish explorer Vizcaino in 1603. This offshore island is clearly visible when standing atop the streets of Avenida Del Mar and El Camino Real.
With the help of H. H. Cotton, a wealthy financier, and Thomas Murphine, who would later become San Clemente’s first mayor, Ole Hanson began construction in 1925 on the first 2,000 acres located between El Camino Real and the ocean. The requirements for the construction design of the houses were that all homes and buildings should be of Spanish design with red-tiled roofs and white stucco walls. Other Spanish influence on structures included deeply recessed doors and windows, arches, courtyards, balconies, painted tiles, towers, and decorative chimneys.
Being one of the first master-planned communities in the United States, San Clemente was also one of the wealthiest cities per capita in civic adjuncts in America, and all amenities were publicly owned without hindrance. The following public amenities, all built in the Spanish architectural style, were jointly owned by San Clemente residents: a 1,200-foot municipal fishing pier; a public school; a baseball field; 3,000 feet of public beach; a golf course; an Olympic-size public pool; and 17 miles of bridle trails.
The stock market crash of 1929 forced all development in San Clemente to be halted, along with requiring that most of the town’s middle-class residents move outside of San Clemente to search for job opportunities, which resulted in a 60 percent population decline between 1930 and 1940.
Ole Hanson and many remaining residents went bankrupt. Hanson also lost all of his holdings including his mansion, Casa Romantica. After the Depression, Hanson’s original requirement that all houses be constructed in Spanish style was removed to encourage economic recovery and attract new residents.
In the founder’s era of San Clemente, around 500 original Spanish-style structures were built, but only 203 of these structures remain today. President Richard Nixon bought a historic mansion in San Clemente during the 1970s to serve as his Western White House, which spurred popularity and renewed interest in San Clemente. Bulldozers and mysterious fires began to demolish the charming casitas as well as large mansions located on the bluffs of San Clemente to clear space for larger apartment complexes. In the middle of the night in 1972, the landmark Bartow Mansion, 555
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which sat on the bluffs located south of the San Clemente pier and was San Clemente’s finest example of Spanish Revival architecture, was stealthily bulldozed after permits were denied for the owner to replace it with a 45-unit condominium complex. Local residents proceeded to start a campaign to preserve historical structures in San Clemente, resulting in the culmination of the San Clemente Historical Society.
San Clemente today is most well-known for its surf breaks, with Trestles at San Onofre State Beach attracting visitors from around the world. San Clemente boasts 5 miles of sandy beaches, a historic downtown with a charming ambience, a 1,200-foot-long fishing pier, and a Spanish style architecture with a Mediterranean style influence.
Project Site History
Historical maps chart the development of the project site and vicinity. Nineteenth-century maps of the project vicinity show it as undeveloped public lands (GLO 1873, 1887). By 1902, no structures are depicted within the project area; however, railroad tracks are depicted within a quarter-mile to the west and what is now El Camino Real is represented as passing immediately south of the project area (USGS 1902). USGS maps published in 1942 show further development within San Clemente, including the construction of more buildings and streets; however, still no buildings are represented within the project area (USGS 1942). By 1948, USGS maps show a building constructed on one of the parcels directly adjacent to the project area on the west side (USGS 1948). Aerial imagery from 1947 likewise confirms the construction of a long rectangular building just west of the project area and another small square building in the east, and numerous additional buildings having been constructed across El Camino Real to the south of the project area (UCSB 1947).
Between 2003 and 2004, the project area was graded and was being utilized as a parking lot and storage area, either associated with the adjacent business to the project area, Catalyst Surf Shop, or possibly construction vehicles and trailers for a future building site that never moved forward.
By 2005, the additional cars and storage area had disappeared and the site was vacant; it has remained so until present day (NETR 2025).
FIELD SURVEY
An intensive-level, built environment survey of the property at 1801 North El Camino Real was conducted on January 8, 2026. Photographs and notes were taken during the survey. Notes consisted of observations of exposed ground surfaces and land forms. Photographs are presented below in Photographs 1 through 6.
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
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PHOTOGRAPH 1. OVERVIEW OF BRUSH PILE ALONG NORTHWESTERN EDGE OF PROJECT SITE.
CAMERA FACING NORTHWEST,JANUARY 8, 2026.
PHOTOGRAPH 2. OVERVIEW OF PROJECT SITE DEMONSTRATING LANDFORM MODIFICATION THAT HAS TAKEN PLACE ALONG NORTHERN AND EASTERN PORTIONS OF THE PROJECT SITE.CAMERA FACING NORTH,JANUARY 8, 2026. 557
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
PHOTOGRAPH 3. OVERVIEW OF PROJECT SITE DEMONSTRATING LANDFORM MODIFICATION ALONG WESTERN PORTION OF THE PROJECT SITE.
CAMERA FACING WEST,JANUARY 8, 2026.
PHOTOGRAPH 4. OVERVIEW OF PROJECT SITE TOWARD SURF SHOP ON ADJACENT PARCEL.CAMERA FACING SOUTHWEST,JANUARY 8, 2026. 558
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
PHOTOGRAPH 5. OVERVIEW OF DENSE VEGETATION WITHIN PROJECT SITE.CAMERA FACING EAST,JANUARY 8, 2026.
PHOTOGRAPH 6. OVERVIEW OF PROJECT SITE SHOWING TRAILER WITHIN BOUNDARIES.CAMERA FACING SOUTHEAST,JANUARY 8, 2026.
ARCHAEOLOGICAL SITE SENSITIVITY ANALYSIS
Sensitivity for cultural resources consisting of archaeological sites is considered moderate based upon the site’s proximity to permanent freshwater sources and to the ocean, the site’s 559
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depositional history, and the lack of previously recorded archaeological sites within the project area and its vicinity. It is especially important to note that the entirety of the area just north of the project area was bulldozed in 1992 and any archaeological sites would have been destroyed at that time. Thus, the absence of documented sites cannot definitively suggest that this area did not have any sites previously, and it has been suggested that site CA-ORA-01258, not far away from the project site, indicates that vegetable collection and food processing were done on the bluffs (Maxon 1996).
The project area is located within 0.25 miles of the coast of the Pacific Ocean, and even closer to the Arroyo San Mateo and Arroyo San Onofre streams. Kroeber documents the place name Panhe at the mouth and convergence of these two streams (Kroeber [1925] 1976: Plate 57). This area, so near to riverine, coastal, and estuary resources, would be expected to have been heavily utilized by local Native Americans, and its proximity to permanent freshwater sources indicates that the sensitivity for prehistoric archaeological resources would be moderate.
Map and aerial photograph research indicates that the project area was never developed, past grading done in possible preparation to build on the site, which never occurred. The project area therefore has potential to contain significant buried historic features, such as privies, that may intrude into the Pleistocene deposits.
Based on the above, the project area is considered to have a moderate sensitivity for cultural resources.
PALEONTOLOGICAL RESOURCES IDENTIFICATION METHODS
The records search results, literature review, and paleontological sensitivity analysis are presented below.
PALEONTOLOGICAL RECORDS SEARCHES AND LITERATURE REVIEW
Michael Baker International staff requested fossil locality records searches through the NHMLAC and the Cooper Lab on January 8, 2026 (see Attachment 3). The NHMLAC records search was received on January 11, 2026, and did not find any previously known fossil localities within the project area. However, it identified five localities bearing vertebrate and invertebrate fossils within 3 miles of the project area from similar sedimentary deposits as those found on the project site.
The Cooper Lab records search was requested but, as of when this report was completed, the results have not been received.
The results of the NHMLAC search are presented in the table below. 560
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection
Number Taxa Formation Intervals Depth
Distance to
Project Site
LACM
IP452
Invertebrates
(Decapoda indet.,
Echinoidea indet., I
Dentalium
neohexagorum, Lottia
insessa, Turbonilla
sp., Pyrgiscus
teniculus, Alvanis cf.
aquisculpta, Actonia
compacta, Lacuna
(Epheria) carinata,
Mitrella tuberosa,
Homalopoma liridum,
Serpulorbis
squamigenus)
Terrace
deposits
(Pleistocene)
Pleistocene At surface 0.1 mile S
LACM VP
4631, 5498,
5562, 5563;
LACM IP
7766,
10028-
10031,
17596
Walruses
(Odobeninae,
Gomphotaria
pugnax), Cetaceans,
fur seal
(Arctocephalinae),
Sabertooth salmon
(Oncorhynchus
rastrosus), requiem
shark (Carcharhinus),
mackerel sharks
(Isurus), sixgill sharks
(Hexanchus), bony
fish (Eclipses), white
sharks (Carcharodon),
eagle ray (Myliobatis),
pile perch
(Damalichthys),
perch-like fish
(Thyrsocles), wrasse
(Semicossyphus), blue
shark
Capistrano
Formation
(massive firm
gray siltstone
with some
gypsum &
sulfur underlain
by sandstone;
majority of
specimens in
bonebed
deposit)
Miocene Unknown 1.75 miles
NE
LACM IP
5017
Invertebrates
(uncatalogued)
Terrace deposit Pleistocene Unknown 0.85 miles N
LACM VP
6991 -
6992
Deep sea smelt
(Bathylagidae);
Bristlemouth
(Cyclothone); cod
(Eclipes); pipefish
(Syngnathus)
Capistrano
Formation (well
bedded
diatomaceous
shale)
Miocene Surface 1 mile NW
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
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Collection
Number Taxa Formation Intervals Depth
Distance to
Project Site
LACM IP
58, 137,
138, 4741
Invertebrates
(Glossaulax,
Calliostoma,
Perimangelia,
Certhiopsidella,
Hesperato, Lottia,
Californiconus,
Melanella, Acetocina,
Crepidula,
Linobittium, Rictaxis,
Kellia, Homalopoma,
Callithaca, Platyodon,
Granulina, Eulithidum,
Leukoma,
Chlorostoma, Mitrella,
Epilucina, Philobrya,
Tivela, Nutricola,
Petricola, Solen,
Balcis, Gibberula,
Fissurella, Turritella,
Hipponix)
San Pedro Sand Pleistocene Surface 2.8 miles
NW
Michael Baker International conducted supplemental paleontological records searches within 10 miles of the project area using the following databases:
x The San Diego Natural History Museum (SDNHM n.d. )
x University of California Museum of Paleontology Locality Search (UCMP n.d.) x The Paleobiology Database (PBDB n.d.)
A search was completed in each online database above for both the young alluvial floodplain deposits, and for the Capistrano Formation, excluding the specific ‘siltstone facies’ due to the unofficial nature of its name. These localities do not contain specific location data and were all listed as within Orange County or the City of San Clemente. Young alluvial floodplain sediments were not recorded by name in any of the databases searched, so a general search of Pleistoceneaged sediments in the City of San Clemente or within 10 miles of the project area was completed.
The records searches were limited to data available online.
The SDNHM online database search found 15 localities containing fossils from Capistrano Formation bedrock within 10 miles of the project area. These localities contained specimens of bony fish, baleen whales, terrestrial mammals such as camels and gomphotheres, plants, and invertebrates. A search of the SDNHM for Pleistocene-aged sediments resulted in 1,686 individual specimens from 57 localities across the City of San Clemente, which included taxa such as sponges, 562
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
echinoderms, bivalves, gastropods, crustaceans, arthropods, ray finned fishes, marine mammals, and some terrestrial mammals such as bison, mammoth, and horses.
PBDB databases contained 12 localities that were found within the Capistrano Formation and included marine mammals and fish species. The PBDB database contained no Quaternary-aged localities within the City of San Clamente or within 10 miles of the project site.
The UCMP online database contained three localities with fossil specimens, included several fish and bird species, from undivided Capistrano Formation bedrock within 10 miles of the project area. It should be noted that some of these specimens may have been collected from Oso member rocks of the Capistrano Formation, and not from the siltstone member found near the project site; however, these details were not given in the database’s description of the localities. The search also found two localities from Pleistocene-age sediments in the City of San Clemente that included a large assemblage of invertebrates, such as bivalves and gastropods, as well as fish and a bird.
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 4076 Sargassaceae Algae,
Osteichthyes,
Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 4160 Phocoenidae,
Miomancalla howardi,
Thalassoleon
mexicanus,
Gomphotaria pugnax
Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 4161 Megatylopus sp,
Thalassoleon
mexicanus,
Carcharodon sp.
Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7229 Magnoliopsida Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7257 Magnoliopsida Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7216 Tracheophyta,
Osteichthyes,
Nonionella sp.
Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7217 Tracheophyta,
Osteichthyes,
Nonionella sp.
Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7218 Osteichthyes Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7228 Thalassoleon sp. Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7254 Mysticeti Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7255 Eschrichtiidae Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 7227 Porifera Capistrano Formation
(undivided)
Late Miocene
to Pliocene
(7.2–3.6 Ma)
Within 5 miles
of the project
area
SDNHM 4687 Porifera, bivalves and
gastropods (Cellaria sp,
Diodora aspera, Tegula
funebralis, Tricoli sp.
Littorina keenae,
Fartulum occidentale,
Turritella cooperi,
Serpulobis squamigerus,
Bittium sp. Epitonium
indianorum, Hipponix
antiquatus, Fusinuss p.
Thais lamellose,
Ocenbra interfossa,
Bursa sp. Bursa
californica, Mopalia
actua, Zirfaea pilsburyi).
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 4689 Porifera, Bryozoa,
Cellaria sp., Polinices
lewisii, Ocenbra
foveolate, Acanthia
spirata, Nassarius
mendicus, Olivella
biplicate, Sciaenidae,
Aves,
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7219 Bryozoa, Polinices sp.
Olivella biplicate,
Cardiidae, Macoma
inquinate, Zirfaea
pilsbryi
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
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HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7232 Bryozoa, Ophiodermella
ophioderma,
Crepipatella lingulate,
Polinices draconis,
Ostrea lurida,
Saxidomus nuttalli
Echinoidea, Decapoda,
Thoracica
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7233 Bryozoa, Balanidae Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7234 Bryozoa, Spinoidae,
Gastropoda, Serpulorbis
squamigerus, Dentalium
neohexagonum.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7235 Bryozoa, Tegula
montereyi, Turritella
cooperi, Polinices lewisii,
Acanthina spirata,
Olivella biplicate,
Macoma nasuta,
Caulostrepsis taeniola
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7240 Tregula funebralis,
Nassarius mendicus,
Polinices sp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7242 Bryozoa, Acmaea
insessa, Fartulum
occidentale, Turritella
cooperi, Nassarius
mendicus, Conus
californicus, Echinoidea,
Pholadidae, Thoracica
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7243 Bryozoa, Tricoli sp.,
Bittium sp., Polinices
sp., Bursa californica,
Ocenebra foveolate,
Nassarius mendicus,
Olivella biplicate,
Saxidormus nuttalli
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7246 Donax gouldii, Penitella
penita,
Gastrochaenolites
ornatus, Oichnus
paraboloides
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7249 Polinices lewisii,
Polinices reclusianus,
Nassarius fossatus,
Olivella biplicate,
Entobia isp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7256 Nuculana tapharia,
Penitella sp.
Maeandropolydora sp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4686A
Porifera, Cellaria sp.
Bryozoa, Tricoli sp.,
Polinices sp., Lucinisca
nuttalli, Cumingia
californica, Decapoda,
Cancer antennarius
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4686B
Porifera, Bryozoa,
Serpulorbis sp., Diodora
aspera, Bittium sp.,
Balanidae, Decopoda
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4686C
Porifera, Cellaria sp.,
Spionidae, Cerithiidae,
Squalus acanthias,
Embiotocidae,
Osteichthyes,
Citharichthys sp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4688A
Porifera, Cellaria sp.,
Ascophora, Bryozoa,
Bittium sp., Cancer
gracillis, Thoracica,
Sciaenidae,
Embiotocidae,
Osteichthyes.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4688B
Turritella cooperi,
Acantha spirata, Zirfaea
pilsbryl, Dentalium
neohexagonum
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4688C
Tivela stultorum,
Saxidomus nattalli,
Protothaca tenerrima,
Zirfaea pilsbryi
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4688D
Trivela stultorum,
saxidormus nuttalli,
Platyodon cancellatus
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
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HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM
4690A
Donax Gouldii, Balanus
sp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4690B
Porifera, Tegula
funebralis, Polinices
lewisii, Mitrella carinata,
Silliqua lucida, Balnus
sp. Nuttallina fluxa
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM
4690C
Echinoidea, Cerithiidae,
Polinices sp., Olivella
biplicate, Tellinaidae,
Platyodon cancellatus,
Dendraster excentricus
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7245 Decapoda, Thoracica,
Echinodea, Oichnus isp.,
Bryozoa, Callistochiton
palmulatus
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7250 Gastrochaenolites isp.,
Helicotaphrichnus
commensalis, Entobia
isp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7253 Helicotaphrichnus
commensalis,
Gastrochaenolites isp.,
Pholadadae, Protothaca
stamnea, Ocenebra
foveolate, Acanthina
spirata, Mitrella carinata
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7245 Teredo sp., Thais
lamellose, Serpulidae
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7251 Kurtziella plumbea,
Gastrochaenolites isp.,
Entobia isp., Solen sp.,
Strongylocentrotus sp.,
Dendraster sp,
Decopoda, Thoracica,
Pandora punctata,
Zirfaea pilsbryi,
Callistrochiton
palmulatus
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
567
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7230 Oichnus paraboloides,
Polinices lewisii, Bursa
californica, Acanthina
spirata, Thais lamellose,
Mitrella carinata
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7241 Gastrochaenolites isp.,
Entobia isp.,
Caulostrepsis taeniolar,
Dentalium
neohexagonum,
Zairfaea pilsbryi, Donax
gouldii, Macoma nasuta,
Crepipatella lingulate,
Turritella cooperi,
Oichnus paraboloides
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7260 Gastrochaenolites isp.,
Entobia isp, Penitella
penita, Zirfaea pilsbryi,
Platyodon cancellatus,
Cumingia californica,
Donax gouldii, Macoma
inquinata, Protothaaca
staminea, Saxidomus
nuttalli, Tivela
stultorum, Ostrea lurida,
Cornus sp., Nassarius
fossatus Polinices
reclusianus
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7248 Zirfaea pilsbryi, Gari
fucata, Tellina
bodegensis, Oichnus
paraboloides, Ostrea sp.,
Conus californicus,
Saxidomus nuttalli
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7230 Myliobatis sp., Squalus
sp., Chondrichthyes,
Osteichtyes
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7231 Galeorhinus sp.,
Carcharodon carcharias,
Semicossyphyus sp.,
Cymatogaster
aggregate,
Diomedeidae
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
568
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7263 Mammathus sp., Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7233 Mammalia Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7234 Scyliorhinidae Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7236 Equus sp. Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7237 Equus sp. Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7238 Osteichthyes, Siliqua
sp., Platyodon
cancellatus, Penitella
gabbi, Pholadidae,
Periploma sp.,
Cyathodonta sp.,
Pelcypoda, Mopalia sp.,
Callistochiton
crassicostatus,
Thoracica, Dentalium
neohexagonum, Lovenia
sp., Echinodea,
Caulostrepsis taeniola,
Galeorhinus sp.,
Carcharodon carcharias,
Semicossyphus sp.,
Cymatogaster
aggregate, Dioedeidae
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7247 Osteichthyes,
Citharichthys sp.,
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7258 Mysticeti Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7259 Mammalia Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
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MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7264 Equus sp.,
Nothrotheriops
shastensis
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7265 Equus sp. Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7239 Pholadidae,
Callistochiton
crassicostatus,
Dentalium
neohexagonum,
Petricola carditoides,
Petricola sp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7244 Penitella sp.,
Gastrochaenolites isp.
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7247 Entobia isp.,
Caulostrepsis taenoila,
Thoracica, Acanthia
spirata, Mitrella
carinata, Columbellidae,
Nassarius sp.,
Dentalium
neohexagonum
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7261 Balanidae, Pholadidae,
Penitella penita,
Protothaca staminea,
Kellia suborbicularis,
Nassarius mendicus,
Bryozoa
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7258 Gastrochaenolites isp.,
Penitella sp., Protothaca
staminea
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7232 Anthropoda, Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7252 Olivella biplicate,
Nassarius fossatus,
Cantharus sp., Conus
californicus, Oichnus
paraboloides,
Arthropoda, Turritella
cooperi
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
570
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
SDNHM 7230 Chlamys rubida Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7231 Gastrochaenolites isp.,
Entobia isp., Solen sp.,
Strongylocentrotus sp.,
Dendraster sp,
Decopoda, Thoracica,
Pandora punctata,
Zirfaea pilsbryi,
Callistrochiton
palmulatus
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7362 Bison sp. Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
SDNHM 7231 Helicotaphrichnus
commensalis,
Caulostrepsis taeniola
Unnamed Pleistocene
sediments
Pleistocene Within the City
of San
Clemente
PBDB 52223 Cetacea (Physeteridae,
Balaenopteridae),
Carnivora (Otariidae),
Sirenia (Dugongidae)
Capistrano Formation,
Siltstone member
Late Miocene
to Pliocene
(7.2–3.6 Ma)
10 mi N
PBDB 52227 Sirenia (Dugongidae) Capistrano Formation,
Siltstone member
9 mi N
PBDB 55448 Bivalvia (Nuculidae
Acila sp., Ostrea sp.,
Pholadidae indet.),
Crustacia (Crustacea
indet.), Reptilia
(TestudinesDermochelyidae
Psephophorus sp.),
Mammalia
(Balaenopteridae indet.,
Phocoenidae indet.),
Chondrichthyes
(Sphyrna sp.,
Carcharodon sp.,
Otodus megalodon)
Capistrano Formation,
Siltstone member
Messinian to
Messinian
(7.2–3.6 Ma)
4.5 mi NW
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MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
PBDB 59067 Aves (Miomancalla
howardi n. sp.),
Mammalia
(Gomphotaria pugnax n.
gen n. sp., Ziphiidae
indet.)
Capistrano Formation,
Siltstone member
Messinian
(7.2–5.3 Ma)
1 mi S
PBDB 59271 Bivalvia (Pectinoid
Leopecten diegensis),
Mammalia
(Thalassoleon
mexicanus).
Capistrano Formation,
Siltstone member
Zanclean (5.3–
3.6 Ma)
5 mi N
PBDB 59272 Mammalia
(Thalassoleon
mexicanus)
Capistrano Formation,
Siltstone member
Messinian to
Messinian
(7.2–3.6 Ma)
1 mi S
PBDB 76007 Mammalia
(Thalassoleon
mexicanus)
Capistrano Formation,
Siltstone member
Messinian
(7.2–5.3 Ma)
5 mi N
PBDB 85204 Crustaceans
(Pleuroncodes sp.),
Osteichthyes
(Cyclothone sp.,
Scopelogadus
capistranensis n. sp.),
Aves (Oceanodroma
hubbsi n. sp.)
Capistrano Formation
Siltstone member
Late/Upper
Miocene
(11.6–5.3 Ma)
2 mi NW
PBDB 152545 Chondrichthyes (Otodus
megalodon)
Capistrano Formation
Siltstone member
Messinian to
Messinian
(7.2–3.6 Ma)
5 mi N
PBDB 162436 Chondrichthyes (Otodus
megalodon)
Capistrano Formation
Siltstone member
Messinian
(7.2–5.3 Ma)
9.5 mi NW
PBDB 215599 Mammalia (Osodobenus
eodon)
Capistrano Formation,
Siltstone member
Messinian
(7.2–5.3 Ma)
10 mi N
PBDB 241726 Mammalia (Cetacea-cf.
Livyatan sp.)
Capistrano Formation,
Siltstone member
Messinian
(7.2–5.3 Ma)
10 mi N
UCMP V5049 Aves (Oceanodroma
hubbsi)
Capistrano (Marine) Miocene 7.5 mi NW
UCMP V72149 Mammalia (Balaenidae) Capistrano (Marine) Miocene 9.2 mi NW UCMP V72103 Aves (Scolopacidae),
Fishes
(Carcharhiniformes)
Capistrano (Marine) Miocene 10 mi N
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MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Collection Taxa Formation Intervals
Distance to
Project Site
UCMP IP8954 Gastropods
(Acanthinucella spirata,
Acmaea, Agatistoma
eiseni,Alia carinata,
Amphhissa versicolor,
Callianax baetica,
Calliostoma
canaliculatum,
Disccurria insessa),
bivalves (Cumingia
lamellose, Dentalium
neohexagonim, Donax
gouldii), Scaphopoda
(Dallocradia
quadragenarium),
Pleistocene Quaternary
Alluvium
Pleistocene 4.5 mi NW
UCMP IP6689 Fish (Chondrichthyes,
Chondrichthyes
Osteichthyes,
Carcharodon carcharias)
Aves.
Pleistocene Quaternary
Alluvium
Pleistocene 5 mi NW
PALEONTOLOGICAL RESOURCES SENSITIVITY ANALYSIS
The NHMLAC paleontological records search and fossil locality searches of online databases (PBDB n.d.; UCMP n.d.; SDNHM n.d.) did not identify any paleontological resources within the project area. However, 92 localities with vertebrate and invertebrate paleontological resources have been found within 10 miles of the project area from geologic formations similar to those underlying the project area and just outside its bounds. Per mitigation impact guidelines set forth by the Society of Vertebrate Paleontology (SVP 2010), due to the fossil sensitivity of the rock formations present within the project area (young alluvial floodplain sediments and the Capistrano Formation siltstone facies), the project has a high potential to disturb paleontological resources within undisturbed bedrock and sediments.
FINDINGS AND RECOMMENDATIONS
The SCCIC records search, literature and historical map review, and field survey identified no historical or archaeological resources, as defined by CEQA Section 15064.5(a), within the project area. Sensitivity for buried archaeological resources is moderate due to the proximity of the project area to freshwater sources and other factors, as described above. Thus, there is a potential for disturbing previously unknown archaeological resources during excavation into native soil.
Impacts may be avoided through implementation of the following recommendations:
Archaeological Resources Inadvertent Discovery
In the event that any subsurface cultural resources are encountered during earth-moving activities, it is recommended that all work within 50 feet be halted until a qualified 573
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
archaeologist can evaluate the findings and make recommendations. Prehistoric materials can include flaked-stone tools (e.g., projectile points, knives, choppers) or obsidian, chert, or quartzite toolmaking debris; culturally darkened soil (i.e., midden soil often containing heat-affected rock, ash, and charcoal, shellfish remains, and cultural materials); and stone milling equipment (e.g., mortars, pestles, handstones). Historical materials might include wood, stone, or concrete footings, walls, and other structural remains; debris-filled wells or privies; and deposits of wood, metal, glass, ceramics, and other refuse. The archaeologist may evaluate the find in accordance with federal, state, and local guidelines, including those set forth in the California Public Resources Code Section 21083.2, to assess the significance of the find and identify avoidance or other measures as appropriate. A qualified archaeologist must meet the Secretary of the Interior’s Professional Qualifications Standards for archaeology.
Human Remains Inadvertent Discovery
If human remains are found, those remains would require proper treatment in accordance with State of California Health and Safety Code Sections 7050.5-7055. Specifically, Health and Safety Code Section 7050.5 describes the requirements if any human remains are discovered during excavation of a site. As required by state law, the requirements and procedures set forth in Section 5097.98 of the California Public Resources Code would be implemented, including notification of the County coroner, notification of the Native American Heritage Commission, and consultation with the individual identified by the Native American Heritage Commission to be the “most likely descendant.” If human remains are found during excavation, excavation must stop in the vicinity of the find and any area that is reasonably suspected to overlie adjacent remains until the County coroner has been called out, and the remains have been investigated and appropriate recommendations have been made for the treatment and disposition of the remains.
Project-related ground-disturbing activities have a high potential to disturb significant paleontological resources, due to the fossil sensitivity of the rock formations present within the project area. There is potential for encountering paleontological resources if undisturbed quaternary young alluvial floodplain deposits are encountered below the natural surface, or if Capistrano Formation Bedrock is encountered at any depth. The following mitigation measures are recommended to reduce impacts to less than significant.
Paleontological Monitoring
Full-time paleontological monitoring is recommended during ground disturbance activities in undisturbed geologic contexts (i.e., bedrock and outcrops) that have the potential to contain significant paleontological resources. Ground disturbance refers to activities that would impact subsurface geologic deposits, such as grading, excavation, and boring. Activities taking place in current topsoil or within previously disturbed fill sediments, e.g., clearing, grubbing, pavement rehabilitation, do not require paleontological monitoring. Bedrock can occur at varying depths depending on the portion of the project area.
574
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
The City shall retain a Society of Vertebrate Paleontology (SVP) qualified paleontologist (SVP 2010) to provide or supervise a paleontological sensitivity training to all personnel planned to be involved with earth-moving activities, prior to grading or excavation in sedimentary rock material other than topsoil. The training session will focus on how to identify paleontological resources, such as fossils that may be encountered, and the procedures to follow if identified.
Prior to grading or excavation in sedimentary rock material other than topsoil, the City shall retain an SVP-qualified paleontologist to monitor or supervise the monitoring of these activities by an SVP-qualified paleontology monitor assigned by the SVP-qualified paleontologist. If fossils are discovered during grading at any depth, the paleontological monitor, in discussion with the SVP-qualified paleontologist, will notify the on-site construction supervisor, who shall redirect work away from the location of the discovery.
The recommendations of the SVP-qualified paleontologist shall be implemented with respect to the evaluation and recovery of fossils, after which the on-site construction supervisor shall be notified and shall direct work to continue in the location of the fossil discovery.
If any paleontological resources are encountered at the project area during construction or the course of any ground-disturbance activities, all such activities within 100 feet of the find shall halt immediately. At this time, the applicant shall notify the City and consult with the qualified paleontologist to assess the significance of the find. The assessment will follow SVP (2010) standards. If any find is determined to be significant, appropriate avoidance measures recommended by Michael Baker International and approved by the City must be followed unless avoidance is determined to be unnecessary or infeasible by the City. If avoidance is unnecessary or infeasible, other appropriate measures (e.g., data recovery, excavation) shall be instituted.
If the fossils are determined to be significant, then the SVP-qualified paleontologist shall prepare and implement a data recovery plan. The plan shall include, but not be limited to, the following measures:
o The SVP-qualified paleontologist shall ensure that all significant fossils collected are cleaned, identified, catalogued, and permanently curated with an appropriate institution with a research interest in the materials as required by the SVP guidelines. The Cooper Lab in Santa Ana is a potential repository for this project area.
o The SVP-qualified paleontologist shall ensure that specialty studies are completed, as appropriate, for any significant fossil collected. o The SVP-qualified paleontologist shall ensure that curation of fossils is completed in consultation with the City. A letter of acceptance from the curation institution shall be submitted to the City upon curation.
An SVP-qualified paleontologist is a professional with a graduate degree in paleontology, geology, or related field, with demonstrated experience in the vertebrate, invertebrate, or botanical paleontology of California, as well as at least one year of full-time professional 575
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
experience or equivalent specialized training in paleontological research (i.e., the identification of fossil deposits, application of paleontological field and laboratory procedures and techniques, and curation of fossil specimens), and at least four months of supervised field and analytic experience in general North American paleontology (SVP 2010).
PREPARER QUALIFICATIONS
Paige Kohler, MA, RPA, Principal Investigator/Senior Archaeologist Paige has more than 10 years of experience in prehistoric and historical archaeology and cultural resources management. Her experience includes writing technical reports, including National Environmental Policy Act, NHPA, and CEQA compliance documents. She has supervised and managed all phases of archaeological fieldwork, including survey and archaeological construction monitoring at sites throughout Southern California. She meets the Secretary of the Interior’s Professional Qualification Standards for prehistory and historical archaeology and is listed in the Register of Professional Archaeologists.
Peter Kloess, PhD, MS, Principal Investigator/Paleontologist Peter has over 20 years of experience in paleontology, with seven years in paleontology mitigation as a paleontologist and project coordinator. His experience includes public and private consultation, field monitoring, excavation, and laboratory research on projects across the western United States, predominantly in California. He has consulting experience with a range of projects, including utility, transmission, construction, transportation, monitoring, and surveys. Additionally, he has experience recovering a diversity of fossils from project sites, such as invertebrates, small mammals and birds, large mammals, and dinosaurs. Peter also has extensive experience in paleontological museum collections and lab settings, including experience as an assistant curator, co-leader and participant in excavations across California, Utah, New Mexico, and Montana, and specimen preparator. In addition to extensive field and curation work, Peter has researched, written, and published research articles in scientific journals. He meets the Society of Vertebrate Paleontology Standards for Qualified Professional Paleontologist.
Sincerely,
Paige Kohler, MA, RPA
Senior Archaeologist
576
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
Peter Kloess, PhD, MS
Paleontologist
Attachments:
Attachment 1 – Figures
Attachment 2 – South Central Coastal Information Center Records Search Results Attachment 3 – Paleontological Record Search Results
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MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
REFERENCES
Arnold, Jeanne E., Michael R. Walsh, and Sandra E. Hollimon. 2004. “The Archaeology of California.” In Journal of Archaeological Research 12(1):1-73.
Bean, L. J., and F. C. Shipek. 1978. “Luiseño.” In Handbook of the North American Indians, Volume 8: California, edited by R. F. Heizer. 550-563. Washington, DC: Smithsonian Institution.
Bedrossian, T. L., Roffers, P., Hayhurst, C. A., Lancaster, J. T., and Short, W. R. 2012. Geologic compilation of Quaternary surficial deposits in southern California (2012 Revision) Plate 11 Map Scale 1:100,000.
Bell, Christopher J., Ernest L. Lundelius, Anthony D. Barnosky, Russell W. Graham, Everett H.
Lindsay, Dennis R. Ruez, Holmes A. Semken, David S. Webb, and Robert J. Zakrzewski. 2004. “The Blancan, Irvingtonian, and Rancholabrean Mammal Ages.” In Late Cretaceous and Cenozoic Mammals of North America: Biostratigraphy and Geochronology, edited by Michael O. Woodburne. Columbia University Press.
CGS (California Geological Society). 2002. “California Geomorphic Provinces, Note 36.” https://www.conservation.ca.gov/cgs/Documents/Publications/CGS-Notes/CGS-Note36.pdf.
Ehlig, P. 1979. “The late Cenozoic evolution of the Capistrano Embayment,” in Geologic Guide of Saan Onofre Nuclear Generating Station and Adjacent Regions of Southern California, edited by D. L. Fife. American Association of Petroleum Geologists, Pacific Section.
Engelhardt, Zephryrin. 1921. San Luis Rey Mission. James H. Barry Co.
Erlandson, Jon M., Torben C. Rick, Terry L. Jones, and Judith F. Porcasi. 2007. “One If by Land, Two If by Sea: Who Were the First Californians?” California Prehistory: Colonization, Culture, and Complexity, edited by T. L. Jones and K. Klar. AltaMira Press.
GLO (General Land Office). 1873. Survey Plat Map, Township 8 South, Range 7 West. Accessed January 22, 2026.
https://glorecords.blm.gov/details/survey/default.aspx?dm_id=290899&sid=pwdirq5g.0n f&surveyDetailsTabIndex=1
GLO (General Land Office). 1887. Survey Plat Map, Township 8 South, Range 7 West. Accessed January 22, 2026.
https://glorecords.blm.gov/details/survey/default.aspx?dm_id=290901&sid=pwdirq5g.0n f&surveyDetailsTabIndex=1
Griffith, Glenn E., James M. Omernik, David W. Smith, Terry D. Cook, Ed Tallyn, Kendra Moseley, and Colleen B. Johnson. 2016. Ecoregions of California. Washington DC: US Geological Open-File Report 2016-1021, with map, 1:1,100,000 scale. http://dx.doi.org/10.3133/ofr20161021.
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RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
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Jackson, Robert H. 1999. “Agriculture, Drought & Chumash Congregation in the California Missions (1782-1834).” California Mission Studies Association. Articles, May Newsletter.
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 iv1- 129.
Kennedy, M. P., Tan, S. S., Bovard, K. R., Alvarez, R. M., Watson, M. J., and Gutierrez, C. I. 2007.
Geologic map of the Oceanside 30’ X 60’ quadrangle and adjacent areas, California.
Regional Geologic Map RGM-2, Map Scale 1:100,000.
Kroeber, A. L. (1925) 1976. Handbook of the Indians of California. Reprint. Washington, DC: Bureau of American Ethnology.
Maxon, Patrick O. 1996. Archaeological Reconnaissance and Impact Assessment of the Proposed Development of Marblehead Coastal, San Clemente, California.
Meyer, L. 1981. Los Angeles, 1781-1981. A special bicentennial issue of California History, Spring.
California Historical Society, Los Angeles.
Miller, W.E. 1971. Pleistocene Vertebrates of the Los Angeles Basin and Vicinity: (exclusive of Rancho La Brea): Los Angeles County Museum of Natural History, Bulletin of the Los Angeles County Museum of Natural History, science: no. 10.
Moratto, Michael J. 1984. California Archaeology. Academic Press.
Morton, P.K. and Miller, R.V. 1981. Geologic Map of Orange County, California, Showing Mines and Mineral Deposits. California Division of Mines and Geology, Bulletin B-204. 1:48,000.
NETR (National Environmental Title Research). 1947. “San Clemente, CA.” Aerial photograph. https://www.historicaerials.com/.
NRCS (Natural Resources Conservation Service). n.d. Web-based soil mapping interface.
Accessed January 26, 2026.
https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx.
OHP (Office of Historic Preservation). 1976. California Inventory of Historic Resources. March 1976. On file with the South Central Coastal Information Center.
OHP (Office of Historic Preservation). 1992. California Points of Historical Interest. On file with the South Central Coastal Information Center.
OHP (Office of Historic Preservation). 1996. California Historical Landmarks. On file with the South Central Coastal Information Center.
OHP (Office of Historic Preservation). 2012. Archaeological Determinations of Eligibility list for Orange County. On file with the South Central Coastal Information Center. 579
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OHP (Office of Historic Preservation). 2026. “Orange County, California.” Built Environment Resource Directory. Sacramento, CA: California Department of Parks and Recreation.
Accessed January 2026. https://ohp.parks.ca.gov/?page_id=30338.
PBDB (Paleobiology Database). n.d. PBDB Navigator, search of project area within 5-mile radius.
Web-based paleontological resource mapping interface. Accessed January 2026. https://paleobiodb.org/navigator/.
Prothero, Donald R. 2017. California’s Amazing Geology. CRC Press.
San Clemente Historical Society. N.d. “History.” Accessed on January 28, 2026. https://www.sanclementehistoricalsociety.org/history.
SCCIC (South Central Coastal Information Center). 2026. SCCIC Historic Addresses Database. On file with the South Central Coastal Information Center.
SDNHM (San Diego Natural History Museum). n.d. Fossil Collections Online Database Locality Search. Accessed January 2026.
https://www.sdnhm.org/science/paleontology/research/collection-database/ Sparkman, Philip Stedman. 1908. “The Culture of the Luiseño Indians.” University of California Publications in American Archaeology and Ethnology 44 (4): 187-234.
Sutton, Mark Q. 2010. “The Del Rey Tradition and Its Place in the Prehistory of Southern California.” Pacific Coast Archaeological Society Quarterly 44 (2): 1-54.
Sutton, Mark Q. and Jill K. Gardner. 2010. “Reconceptualizing the Encinitas Tradition of Southern California.” Pacific Coast Archaeological Society Quarterly 42 (4): 1-64.
SVP (Society of Vertebrate Paleontology). 2010. Standard Procedures for the Assessment and Mitigation of Adverse Impacts to Paleontological Resources. https://vertpaleo.org/wpcontent/uploads/2021/01/SVP_Impact_Mitigation_Guidelines-1.pdf.
UCMP (University of California Museum of Paleontology). n.d. Locality Search. Accessed January 2026. https://ucmpdb.berkeley.edu/loc.html.
UCSB (University of California, Santa Barbara). 1947. “Flight C-1980, Frame 39, February 28, 1932.” Aerial photograph by Fairchild Aerial Surveys.
https://mil.library.ucsb.edu/ap_indexes/FrameFinder/.
USDA (US Department of Agriculture). 2001. Calleguas series. Natural Resources Conservation Service. https://soilseries.sc.egov.usda.gov/OSD_Docs/C/CALLEGUAS.html.
USDA (US Department of Agriculture). 2017. Tujunga series soil description. https://soilseries.sc.egov.usda.gov/OSD_Docs/T/TUJUNGA.html.
USGS (US Geological Survey). 1902. Capistrano, California. 1:250,000. Electronic resource map. https://ngmdb.usgs.gov/topoview/viewer/#.
580
MICHAEL BAKER INTERNATIONAL
RE: CULTURAL AND PALEONTOLOGICAL RESOURCES IDENTIFICATION MEMORANDUM FOR THE
HANSON HOTEL CEQA REVIEW PROJECT, CITY OF SAN CLEMENTE, ORANGE COUNTY, CALIFORNIA
USGS (US Geological Survey). 1942. San Juan Capistrano, California. 1:62,500. Electronic resource map. https://ngmdb.usgs.gov/topoview/viewer/#.
USGS (US Geological Survey). 1948. Dana Point, California. 1:24,000. Electronic resource map. https://ngmdb.usgs.gov/topoview/viewer/#.
Wallace, William J. 1955. “A Suggested Chronology for Southern California Coastal Archaeology.” Southwestern Journal of Anthropology 11 (3): 214-230.
Warren, Claude N. 1968. “Cultural Tradition and Ecological Adaptation on the Southern California Coast.” Archaic Prehistory in the Western United States. Eastern New Mexico University.
581
Attachment 1
Figures
582
Attachment 2
South Central Coastal Information
Center Records Search Results
583
Attachment 3
Paleontological Record Search Results
584
APPENDIX E
Geotechnical Investigation
585
This document is designed for double-sided printing to conserve natural resources. 586
January 17, 2025
Mrs. Rachel Nasre
3820 Vista Blanca
San Clemente, CA 92672
Email: [email protected]
Cell: (310) 293-5196
SUBJECT: Geotechnical Investigation for Proposed Hotel Project at 1801 North El Camino Real, San Clemente, CA 92672
JN: 24G24151
Dear Mrs. Nasre:
In accordance with your request and authorization, this report has been prepared to provide the results of our geotechnical investigation for the subject project.
Recently a site reconnaissance was conducted and two (2) exploratory boring holes were excavated in order to evaluate the existing site conditions. A review of available in-house files was also performed.
The intended purpose of this report is to present the findings of our geotechnical investigation performed on the subject site and to provide recommendations pertaining to the proposed hotel construction.
If you have any questions or require clarification, please contact our office. This opportunity to be of service is sincerely appreciated.
Very truly yours,
Mahmoud Baei, P.E.
Senior Engineer
RCE 94096, Exp. 12/31/26
Stephen B. Peter, P.E.
President
RCE 38623, Exp. 03/31/23
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1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION 1
1.1 Scope of Work 1
1.2 Site Description 1
1.3 Proposed Development 1
2.0 GEOTECHNICAL CONDITIONS 1
2.1 Regional Geology 1
2.2 Faulting and Seismicity 1
2.3 Liquefaction 2
2.4 Groundwater 3
2.5 Slope Stability 3
3.0 GEOTECHNICAL INVESTIGATION 4
3.1 Subsurface Exploration 4
3.2 Laboratory Testing Results 4
3.2.1 Laboratory Standard for Maximum Density 4
3.2.2 Tested Shear Strength Parameters 4
3.2.3 Sulfate Content 5
3.2.4 Expansion Potential 5
3.2.5 Consolidation Test 5
4.0 GENERAL CONCLUSIONS 6
5.0 GEOTECHNICAL IMPACT ON NEIGHBORING PROPERTIES 6
6.0 RECOMMENDATIONS 6
6.1 General Recommendations 6
6.2 Recommended Geotechnical Parameters for Structural Design 7
6.3 Seismic Design 7
6.4 Cement Type for Concrete in Contact with Earth Materials 7
6.5 Foundations 7
6.5.1 Recommendations for Deep Pile (Caisson) Design Parameters 8
6.5.2 Recommendations for Driven Pile Design Parameters 9
6.5.3 Recommendations for Parking Structural Slab 10
6.5.4 Recommendations for Compaction Grouting 10
6.6 Retaining Walls 10
6.6.1 Lateral Earth Pressures 11
6.6.2 At-Rest Earth Pressure 11
6.6.3 Optional Imported Granular Material Backfills 11
6.6.4 Notes Regarding Active and At-Rest Pressures 12
6.6.5 Additional Seismic Load 12
6.6.6 Lateral Earth Pressure Due to Earthquake Ground Motion 12
6.6.7 Subdrains 12
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
6.6.8 Waterproofing 13
6.7 Exterior Improvement Objects 13
6.7.1 New Exterior Concrete Flatwork 13
6.7.2 Other Recommendations for Reducing Slab Cracking 14
6.7.3 New Fence / Garden Walls / Exterior Improvement Objects 14
6.7.4 Swimming Pool and Spa 14
6.8 Site Grading / Preparation 15
6.8 a. Check Location of Underground Utilities…………………………………………………...15
6.8 b. Liquefaction Mitigation Recommendation………………………………………………….15
6.8 c. Cofferdam Recommendations……………………………………………………………..16
6.8 d. De-Watering During Construction………………………………………………………….16
6.8 e. Site Grading……………………………………………………………………………..16
6.9 Temporary Excavations 17
6.10 Geotechnical Review of Plans and Structural Design Calculations 17
6.11 Geotechnical Observation/Testing During Site Preparation/Grading & Building Construction 17
6.12 General Maintenance 18
6.12.1 Surface Drainage 18
6.12.2 Drainpipe and Wet Utility Monitoring 19
7.0 CLOSURE 19
LIST OF APPENDICES, TABLES & ILLUSTRATIONS
Appendix A: References
Appendix B: Logs of Exploratory Borings B-1 & B-2
Appendix C: Laboratory Test Results Summary
Appendix D: Seismic Design Parameters
Appendix E: Engineering Geologic Aspects/Geotechnical Investigation Proposed Hansen Hotel Project at 1801 N. El Camino Real, San Clemente CA; Lot 1, Tract 14486 Appendix F: Liquefaction analysis
Appendix G: Maintenance Guidelines for Homeowners
Table 1: Seismic Design Values 2
Table 2: Maximum Density Results 4
Table 3: Tested Shear Strength Parameters 5
Table 4: Expansion Potential Index 5
Table 5: Consolidation Test 6
Table 6: Structural Design Parameters 7
Table 7: Lateral Earth Pressures 11
Figure 1: Site Location Rear of Text
Figure 2: Site Plan / Proposed Development Rear of Text Figure 3: CGS Seismic Hazard Information Rear of Text
Figure 4: Fault Activity Map Rear of Text
Figure 5: Topographic Map / Location of Exploratory Borings Rear of Text Figure 6: Different Footing Setback Requirements Rear of Text Figure 7-1 and 7-2: Allowable Average Penetration per Blow for a Precast Reinforced Concrete Pile Rear of Text Figure 8: Allowable Lateral Capacity of Soil for a Single Precast Reinforced Concrete Pile (14”x14”) Rear of Text 589
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Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
1.0 INTRODUCTION
1.1 Scope of Work
1. Site reconnaissance to evaluate the existing surficial site conditions, marking exploratory hole locations along with notifying Underground Service Alert (USA) 48 hours prior to drilling for purposes of clearing any conflict with existing underground utilities where exploratory boring holes were to be drilled. Heavy brush was present at the site and was cleared prior to the drilling of the exploratory holes.
2. Subsurface exploration was performed by drilling two (2) exploratory borings on November 14, 2024 to investigate the subsurface conditions at the site. The exploratory borings were drilled using a 6- inch diameter hollow stem auger to depths below the existing ground surfaces of 33’ at exploratory boring hole B-1 and 53-ft at exploratory boring hole B-2.
3. Laboratory testing, to wit: field moisture contents and in-situ densities of the undisturbed ring samples, direct shear, expansion index, laboratory maximum dry density and optimum moisture content, sulfate content, Atterberg limits, sieve analysis and consolidation test. The test results are contained in Appendix C.
4. Research/review of relevant archived geotechnical data for the subject property.
5. Engineering analysis of all collected data and preparation of this report.
1.2 Site Description
The subject site, consist of Lot 1 of Tract 14486, is an empty lot located on corner of E. Avenida Pico and the N. El Camino Real (see Figure 1).
1.3 Proposed Improvement
The proposed development consists of construction of a three-story hotel with two level parking garage and basement, pools, hardscape walls, and landscape areas. The total project size is 0.74 acres (see Figure 2). Structural loads will be carried down to the foundation system by means of perimeter walls and interior columns. Estimated structural foundation loads will be on the order of 3000 to 4000 pounds per linear foot along the continuous bearing walls and 30 to 70 kips at isolated column supports.
2.0 GEOTECHNICAL CONDITIONS
2.1 Regional Geology
Appendix E comprises of in-depth investigation of geology of the subject site.
2.2 Faulting and Seismicity
The subject site is located in Southern California, which is a major earthquake-prone area. Therefore, the owner(s) of the property should be aware of the potential seismic risks associated with being located in this zone.
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
The site is situated distant from most major active faults (e.g., San Andreas and San Jacinto faults). The closest active faults (i.e., active during Holocene time -- -- within the last 10,000- to 11,700 years) are the northwest-trending Newport Inglewood fault (zone) and the more recently discovered San Joaquin Hills Thrust fault. The Newport Ingle wood fault is located offshore, about 6.31-miles of the site, and the San Joaquin Hills located at a distance of 13.50-miles (+/-). Our review indicates that there is no active fault(s) crossing within or near the subject property (see Figure 4).
The subject property is not within a State of California Earthquake Fault Zone and as a result, it is our opinion that the risk of surface rupture at the subject property is low. According to the Earthquake Zones of Required Investigation prepared by the California Geological Survey (CGS) [Figure 3], the parcel is not within an Earthquake Fault Zone. The Site Class D and Risk Category II can be used for the soils underlying the subject site. Note: Stringent Risk Category may be used by structural engineer of record.
The following seismic parameters which were obtained using the web interface developed by California’s Structural Engineers Association (SEA) in conjunction with the Office of Statewide Health Planning and Development (OSHPD) [https://seismicmaps.org] can be used for the subject site:
TABLE 1: SEISMIC DESIGN VALUES
Site Class D - Stiff Soil
Mapped Spectral Acceleration Values SS = 1.163 (for short period of 0.2 second) S1 = 0.422 (for 1-second period)
Site Amplification Factor Fa = 1.035 (for short period of 0.2 second) Fv = Null (for 1-second period)
Maximum Considered Earthquake Spectral
Response Accelerations
SMS = FaSS = 1.204 (for short period of 0.2 second)
SM1 = FvS1 = Null (for 1-second period)
Design Spectral Response Accelerations SDS = 2/3 SMS = 0.803 (for short period of 0.2 second) SD1 = 2/3 SM1 = Null (for 1-second period)
Peak Ground Acceleration (PGA) 0.503 g
Site Modified Peak Ground Acceleration
(PGAM) 0.553 g
The Seismic Design Category (SDC) D can be used for the site. The above seismic data must be reviewed by the civil / structural design engineer and approved by the city prior to using for this project. Note:
Stringent Seismic Design Category may be used by structural engineer of record.
2.3 Liquefaction
Three conditions are necessary, and all are required, to induce liquefaction in the subsurface soils above bedrock. First, sandy silty soils must be loose and prone to densify when vibrated. The site has loose subsurface soils above the underlying bedrock. Second, water must be presented in this loose, sandy silty 591
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
soils. The site has ground-water at the site. Third, vibration of the soil must occur. Because of the proximity to the Newport-Inglewood Fault, this must be regarded as a distinct possibility.
According to the Earthquake Zones of Required Investigation prepared by the California Geological Survey (CGS) [Figure 3], the subject site is located within a potential liquefaction zone. The liquefaction analysis is done using Civil Tech Software, Liquefy Pro Version 5.10 (see Appendix F). The result demonstrated in graphs of vs settlements as well as shaded liquefaction potential vs depth of boring. The result indicates of future settlement of 2.56” and 9.28” for the location of Exploratory Borings B-1 and B-2, respectively.
Therefore, adequate foundation or drainage shall be designed against the pore water pressure.
Liquefaction at the site is not considered detrimental due to the general construction of the building’s foundation. The building structure/foundation is planned to be supported by the formational bedrock via cast in-place concrete caissons supporting grade beam footings/structural slabs and/or concrete driven piles with structural concrete matt slab supporting the building’s bearing walls and columns.
2.4 Groundwater
Ground water was observed at 12’-ft deep in Exploratory Boring B-1 and 11-11.5’-ft and at 22’ depth in Exploratory Boring B-2. See Appendix B for boring logs.
Ground water occurs within the underlying soils above the impenetrable bedrock. The direct source of ground-water is the ocean, roughly 650-feet from the site. The influence of high and low tide on the ground-water table elevation is minimal and not expected to affect the development. Ground-water within the subsurface soils above the bedrock are prone to moderate to severe caving soil conditions during operations.
Therefore, adequate foundation design for uplift (buoyancy) due to ground water affecting the foundation by the design engineer should be considered. Cast in-place concrete piles and/or driven concrete piles will act as hold downs against ground-water buoyancy.
2.5 Slope Stability
Currently, existing slopes are along East Avenida Pico with highest slope of 13.5-feet (+/-) at the northeast property gradually reducing to 8.5- feet (+/-) in height at the corner of the property/intersection of East Avenida Pico and North El Camino Real streets. Slope gradient is 1.8H (+/-):1V. Portions of the slope are heavily eroded and are heavily vegetated with brush. Existing slopes are along North El Camino Real with highest slope of 8.5 feet (+/-) at the southeast corner of the property reducing in height to 3’ (+/-) at the southwesterly property. Slope gradient is 2H (+/-):1V with heavy vegetation. A small existing slope along the westerly property line is 3-4 feet in height with a slope gradient of 2.5H (+/-):1 V and has heavy vegetation.
Future slope instability is not a concern for this project as no future large slopes are proposed at the site.
Existing slopes will be temporarily shored during construction. See Temporary Excavations Section
9. 592
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
3.0 GEOTECHNICAL INVESTIGATION
3.1 Subsurface Exploration
Subsurface exploration was performed by drilling two (2) exploratory borings holes with a diameter of six (6”) inches; one exploratory boring (B-1) is located on northwest side of property and was drilled to a depth of 33-ft deep below existing ground surface and other one exploratory boring hole (B-2) located on southeasterly site of the property was drilled to a depth of 53’-ft from the existing ground surface using a truck mounted hollow stem drill rig. Surface logging of drill cuttings was performed, and drive tube sampling of soils with both a California Modified Split Spoon sampler and Standard Penetration Test (SPT) sampler were used to collect subsurface soil samples at five (5’) depths from the ground surface and bulk sampling were secured during drilling. Backfilling of the boring holes were performed using on-site soils from the drill holes. The approximate locations of our exploratory borings are depicted in Figure 5. The geotechnical boring logs are included in Appendix B.
3.2 Laboratory Testing Results
Laboratory testing consisting of field moisture contents and in-situ densities of the undisturbed ring samples, maximum dry density and optimum moisture content, direct shear, expansion index, sulfate content, Atterberg limits, sieve analysis, and moisture and density have been performed. The results of our laboratory testing are included in Appendix C.
The sieve analysis and Atterberg limits from B-1 and B-2 samples were obtained. Results from sieve analysis show the percentage of smaller particles than No. 200 sieve are shown in Appendix C. The Atterberg limits for liquid and plastic limits and plastic indexes are shown in Appendix C, as well. Soil is classified based on unified soil classification system, such as (CH), which is inorganic clays of high plasticity, fat clays for B-1 and B-2 at depth of 16’-ft below surfaces. While, the soil is classified as (CL) , which is inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays for B-2 sample at depth of 31’-ft.
3.2.1 Laboratory Standard for Maximum Density:
The following soil type was used in the compacted fill from our laboratory testing from B-1 and B2 Bag Samples:
TABLE 2: MAXIMUM DENSITY RESULTS
Bag Sample Soil Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (%)
B-1 Brown, silty clay 110.0 16.0
B-2 Brown, silty clay 112.0 15.5
3.2.2 Tested Shear Strength Parameters:
The tested shear strength parameters are as follows:
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1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
TABLE 3: TESTED SHEAR STRENGTH PARAMETERS
Appendix C contains other depths shear test results.
3.2.3 Sulfate Content:
A representative near-surface soil sample from (B-1) was tested during the investigation for soluble sulfate content. The result of this test indicates a soluble sulfate content of 2855 ppm, or severely corrosive sulfate exposure.
3.2.4 Expansion Potential:
Expansive soils are characterized by the ability to undergo significant volume change due to the variations in moisture content. The nature and expansion potential of the earth materials underlying the lot were evaluated. Based on the measured expansion index of a bulk sample collected from our boring B-1 bulk sample, the soils are considered to have a high expansion potential, with a measured expansion index of 107 (see below table for Expansion Index = 91 – 130).
TABLE 4: EXPANSION POTENTIAL INDEX
Expansion Index (EI) Expansion Potential
0 – 20 Very Low
21 – 50 Low
51 – 90 Medium
91 – 130 High
>130 Very High
3.2.5 Consolidation Test
The consolidation test results in summarized in table below:
Sample Tested Shear
B-1/2 @ 11-11.5'
Peak Φ = 26.5 degrees; C = 360 psf
Ultimate Φ = 26.5 degrees; C = 120 psf
B-1/4 @ 21-21.5'
Peak Φ = 30.5 degrees; C = 600 psf
Ultimate Φ = 21.5 degrees; C = 100 psf
B-2/3 @ 16-16.5'
Peak Φ = 20 degrees; C = 440 psf
Ultimate Φ = 20 degrees; C = 320 psf
B-2/6 @ 31-31.5'
Peak Φ = 27.5 degrees; C = 350 psf
Ultimate Φ = 27.5 degrees; C = 250 psf
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
Consolidation rate (percentage) is obtained for any depth for a vertical pressure equivalent to summation of soil layer above and approximately 2000 psf pressure of existing building’s foundation. The table below indicates that the underlain soil is consolidated more than 95%.
TABLE 5: CONSOLIDATION TEST RESULT
Sample Test Depth (ft) Consolidation Rate (%) (with considering 2000 psf Vertical Pressure)
B-1
B-1/1: 6 – 6.5’ 98.9 %
B-1/3: 16 – 16.5’ 93.7 %
B-2
B-2/3: 16 – 16.5’ 97.0 %
B-2/6: 31 – 31.5’ 94.4 %
Appendix C contains other depths shear test results.
4.0 GENERAL CONCLUSIONS
Based on: our field reconnaissance; the earth conditions observed within the recently excavated test holes; review of the references; results of our laboratory tests; and our professional experience, it is the opinion of Peter and Associates Inc. that, from a geotechnical viewpoint, the site is suitable for the proposed improvements as outlined herein.
1. The subject site is opined to be stable and adequate for support of the proposed improvement, provided the recommendations outlined in this report are properly implemented during design and construction of the proposed development.
2. The conclusions and recommendations presented in this report are considered final for construction.
Although not anticipated, they should be revised if geotechnical conditions exposed during construction are opined by the geotechnical consultant to significantly differ from our findings and interpretations.
5.0 GEOTECHNICAL IMPACT ON NEIGHBORING PROPERTIES
Adverse geotechnical impact of the proposed development on the neighboring properties is considered insignificant, provided the recommendations outlined in this report are properly implemented.
6.0 RECOMMENDATIONS
6.1 General Recommendations
a. Recommendations in this report are considered minimum and may be superseded by more restrictive requirements of the civil / structural design engineer, building codes, and/or controlling governing agencies.
b. Any structure constructed on this site shall be designed to at least the minimum seismic standards as designated in this report and the current edition of the California Building Code (CBC). 595
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
6.2 Recommended Geotechnical Parameters for Structural Design TABLE 6: STRUCTURAL DESIGN PARAMETERS
Foundation Bearing Material Competent Bedrock
Allowable Vertical Bearing Earth Pressure* 1,500 psf (for 1-ft.-wide and 1-ft.-deep footing)
Passive Earth Pressure 250 pcf per foot into competent materials below the finished ground surface
Maximum Passive Earth Pressure 2,500 psf (250 pcf per additional depth) Friction Coefficient 0.25
Soil Unit Weight 120 pcf
* The allowable bearing pressure can be increased by 200 psf for each additional foot of depth to a maximum of 2,500 psf.
6.3 Seismic Design
We recommend structures be designed to meet the current building code and requirements of the governing agencies. We believe the seismic parameters provided in the “Faulting and Seismicity” section of this report are applicable.
The civil / structural design engineer should consult with the project geotechnical consultant if additional geotechnical information is needed for the seismic design.
6.4 Cement Type for Concrete in Contact with Earth Materials Based on our test results, the onsite soils have severely corrosive sulfate exposure. Therefore, Type V cement with a maximum water / cement ratio of 0.45 and a minimum concrete strength f’c of 4,500 psi is required to be used for concrete in contact with onsite earth materials. Concrete strength designed by the civil / structural design engineer, such as 4,500 psi can be used for this project.
6.5 Foundations
All foundations for the proposed structures shall be supported entirely within the underlying Capistrano Bedrock (Tc) bearing material. Foundation design recommendations presented herein are based on the assumptions that:
The site is covered with thick unsuitable over-burdened earth materials that are, in their current state, not suitable for support of the proposed structure. Due to the great thickness of the unsuitable earth materials and the constraints at the site (adjacent existing building, flood channel, and streets), the conventional earthwork method of removal and re-compaction of the unsuitable earth materials for supporting the proposed building is not feasible/practical. Therefore, building foundation shall consist 596
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
of cast in-place concrete structural caissons with structural grade beams supporting concrete building slabs and building bearing walls/columns embedded into the underlying bedrock. As an alternative, concrete driven piles, embedded into the underlying bedrock along with a matt concrete slab can be used as the building’s foundation. Following are foundation design recommendations.
6.5.1 Recommendations for Deep Pile (Caisson) Design Parameters Due to the potential moderate to severe caving and presence of shallow ground water table, as observed during the drilling of the test holes, installation of cast-in-place caissons for support of the proposed structure is also considered unreasonable unless using the proper casing to depths of bedrock and removing waters using tremie pipes. The parking level slab should be designed as a structural slab supported by grade beams connecting with the cast in-place concrete caissons. a. For caissons to be located within the potential creep-affected / lot stretching zone, the caissons should be designed to be able to resist a lateral creep force of 1,000 pounds-per-foot. The creep layer is estimated to be about zero-ft.-thick below the top of the adjacent descending slope. b. The point of fixity is assumed to be located at a distance equal to:
Two (2) times of caisson diameter below the bottom of the potential slope creep-affected zone. c. The above-recommended lateral passive earth pressure, Effective Fluid Pressure (EFP) of 250 pcf with the maximum allowable value of 2,500 psf for the competent earth materials located below the point of fixity can be used for width of two-times caisson diameter.
Note: The passive pressure should not be used for earth materials located above the point of fixity.
d. For vertical support of the caissons, an allowable skin friction value of 600 psf of bonding area between caisson and competent earth materials (bedrock only) below the point of fixity can be used. Skin friction resistance should not be used for earth materials located above the point of fixity.
e. The diameter of caissons should be at least 30-inches (to allow inspection and casing). f. Caisson should be embedded a minimum 10-ft. below the bedrock and/or per the foundation design by a civil or structural engineer.
g. Caisson, including depths, must be properly designed by a qualified civil / structural design engineer.
a. For different footings setback requirements see Figure 6. h. The above recommended geotechnical parameters can be used for structural design and construction of permanent caissons, caissons to support shotcrete retaining walls, or caissons for temporary shoring, if any.
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Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
i. Grade beams connecting the caissons, if any, should be properly designed by the civil / structural design engineer of record. The minimum size of 2.0-feet deep x 2.0-feet wide is recommended for grade beams.
j. The project geotechnical consultant should be consulted if the project civil / structural design engineer needs additional geotechnical information for structural design. k. The structural design calculations and repair plans with details and specifications should be geotechnically reviewed and accepted by the geotechnical consultant prior to construction to ensure that the geotechnical recommendations contained in this report have been properly interpreted and incorporated into the design calculations and plan preparation.
Note: Caisson drill holes should be observed and accepted by the geotechnical consultant of record to augment existing subsurface geotechnical data, and to verify recommended minimum embedment in competent earth materials.
6.5.2 Recommendations for Driven Concrete Pile Design Parameters As an option, the proposed building be supported by driven concrete piles embedded into the underlying bedrock. The parking level slab should be designed as a structural matt slab.
The following are criteria for concrete piles is:
All piles will be extended through the surficial soil horizons and embedded in the underlying bedrock.
All piles should be driven to refusal, if possible. Total depth of piles will be determined by the design engineer per building loading conditions of the pile/s. For a precast reinforced concrete pile with proposed cross section of 14” (x) 14” and 35 feet in length, refusal by be considered when a 18,000 ft.-lb. energy (Delmag Diesel Pile Hammer), Model-D12 drives the pile 0.8 inch or less in one (1) blow in order to carry anticipated axial load of 70 kips. Previous projects involving a single pile of cross section 14 (x) 14” and 15 feet in length in underlying bedrock conditions similar to this site yielded an axial capacity of 100.8 kips, see calculations, Figure 7. a. Proposed driven piles shall carry the anticipated 70 kips axial load if refusal, as defined above is achieved and/or as designed by the civil/structural engineer. b. All piles should be driven into bedrock to practical refusal. Practical refusal for piles designed using the above design criteria should be taken as a blow count of 8 to 12 blows per inch using a pile hammer developing at least 24,000 foot-pounds of energy per blow. (The Engineering News formula or other approved pile driving formula can be used.) For preliminary estimating pile lengths, a penetration of 15 feet into the underlying bedrock can be used. c. Allowable lateral capacity of soil for a single pile various depths in bedrock can be obtained in Figure 8.
c. The piles should be designed for sea water contact (due to the presence of ground water). 598
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d. During pile driving, hammer blows and corresponding pile penetration shall be monitored by a soil engineer to determine the pile bearing capacity.
6.5.3 Recommendations for Parking Structural Slab
It is recommended the proposed structural parking slab be designed to carry loads to underlying grade beams supported by cast in-place concrete caissons along with buoyancy uplift from the ground-water table. Should concrete driven piles be used a structural concrete matt can be used for the driveway slabs supported by the concrete driven piles. The structural concrete matt shall be design to resist buoyancy from the ground-water table.
Slabs-on-grade should be minimum of 8-inches thick and/or with a designed thickness by a civil or structural engineer. Slabs should be underlain by 4-inches of clean sand. Slabs should also be underlain by a 15-mil polyethylene moisture barrier (such as Visqueen) sandwiched between a 2-inch thick, clean sand layer above and a 2-inch thick, clean sand layer below. The moisture barrier should be properly lapped and sealed at joints and around any breaks such as openings for utility conduits.
Moisture barrier should be above a recommended volclay bentonite layer to help water from leaching thru the concrete slabs should shrinkage cracks occur within the concrete structural slab.
Due to the potential differential settlement of the underlying unsuitable earth materials, slabs-on-grade not connected with supported by grade beams and cast in place or driven piles are subject to settlement, and distress to these slabs ,such as cracking and/or tilting, may occur. To reduce the potential distress for these slabs, thickening the slab, provision of additional reinforcement, and/or removal and re-compaction of at least 3-feet of subgrade earth materials should be considered.
6.5.4 Recommendations for Compaction Grouting
Compaction Grouting is recommended to stabilize the liquefiable underlying soil. Compaction grouting helps to improve soil bearing pressure where the loose and saturated soils lose their strength during earthquakes by densifying the soil. Compaction grouting can be implemented along with system of piles and grade beams supporting the structural slab or under any exterior slabs.
6.6 Retaining Wall(s)
The recommendations below may be applied to typical masonry or concrete vertical retaining walls. The backfill shall be compacted into place. Use of other materials might necessitate revision to the parameters provided and modification of wall designs. Onsite soils are generally expected to meet these criteria.
Note: the recommendations below are for retaining walls with the proper drainage system (and pumping the water from the back of the walls) to reduce the potential hydrostatic pressure on the walls.
However, in case that the proper drainage system cannot be additional lateral force due to potential water accumulation behind the wall should be taken into consideration for design of the wall portion retaining the undrained zone. This additional equivalent water pressure (62.4 psf) can be directly input in structural design tool such as Enercalc software.
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Note: If any surcharge applicable such as the neighboring properties on the east side and / or existing channel concrete on the north side, per structural engineer of record.
6.6.1 Lateral Earth Pressures
* Note: For the imported fill material see Section 6.6.3.
Active earth pressures may be used for the design of cantilevered walls, provided the walls are not restrained from minor deflections. An Equivalent Fluid Pressure (EFP) approach may be used to compute the horizontal pressure against the walls, as tabulated below based on soil backfill conditions:
TABLE 7: LATERAL EARTH PRESSURES
Surface Slope of Retained Material
(H:V)
Active Equivalent Fluid Pressure
(lbs/ft3)
Level 45
2:1 65
1.5:1 75
Note: additional surcharge loads should be added to the retaining wall design by the structural engineer to account for any potential surcharges.
6.6.2 At-Rest Earth Pressure:
The following at-rest earth pressure is recommended for backfill with onsite soils. γo = 100 pcf
Again, the above-recommended value is for a level (backfill) condition behind the retaining wall. “Surcharge” due to a sloping-up (backfill) condition should be added to the above-recommended value, such as an at-rest earth pressure of 120 pcf should be used for a 2H:1V sloping-up (backfill) condition behind the retaining wall, if any.
Note: See optional imported granular material backfills.
6.6.3 Optional Imported Granular Material Backfills
If imported granular materials such as crushed rock or clean sand having a sand equivalent (SE) equal to or greater than 30 are to be used for backfill behind a retaining wall, an equivalent fluid pressure of 35 pcf (level) and 55 pcf (2H:1V slope) for active conditions, and 60 pcf (level) and 80 pcf (2H:1V slope) for at-rest conditions can be used.
The area of imported granular (crushed rock/clean sand) backfill should have a bottom of at least 1-ft. wide, and a top at least equal to half of the retaining wall height. Imported granular backfill 600
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can be capped with 1- to 2-ft. thick compacted onsite soils.
6.6.4 Notes Regarding Active and At-Rest Pressures
To design an unrestrained retaining wall, such as a cantilever wall, the active earth pressure may be used. For a restrained wall, such as a basement wall or restrained wall corners that are not free to rotate (and cannot undergo the movement required to develop the active conditions), the at-rest pressure should be used. This must be determined by the civil/structural design engineer.
6.6.5 Additional Seismic Load
If a retaining wall supporting more than 6-feet of backfill is proposed, based on the current California Building Code (CBC) / City’s requirements, the seismic load should be added for structural design of the proposed retaining wall.
6.6.6 Lateral Earth Pressure Due to Earthquake Ground Motion The following formula can be used for calculations of the lateral earth pressure caused by earthquake ground motion (LADBS P/BC 2020-083):
γEFP(seismic) = ଷ
ସ
Kh γsoil
Where:
γEFP (seismic) = Seismic increment expressed as equivalent fluid pressure (pcf) γsoil = Unit weight of the retained soils, may be taken as 120 pcf Kh = Seismic lateral earth pressure coefficient equivalent to one-half of two-thirds of PGAM PGAM = Site Modified Peak Ground Acceleration = 0.553 g Therefore, the seismic lateral earth pressure due to earthquake ground motion is:
γEFP (seismic) = ଷ
ସ
Kh γsoil = ଷ
ସ
×
ଵ
ଶ
×
ଶ
ଷ
× 0.553 × 120 = 17 pcf
The seismic lateral earth pressure shall be applied in addition to the static lateral earth pressure, and can be applied assuming an inverted triangular distribution, with the resultant applied at a height of 2/3 H (H: the height of the retaining wall) measures from the bottom of wall footings (LADBS P/BC 2020-083).
6.6.7 Subdrains
A retaining wall shall be provided with a subdrain system. - Option A (Granular Backfill):
A “burrito” type subdrain system consisting of a 4-inch diameter perforated pipe, PVC, Schedule 40, ABS SDR35, or equivalent, placed perforations down, surrounded with one cubic foot per linear 601
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foot of ¾-inch-sized crushed rock, which is entirely wrapped with a filter fabric, Mirafi 140NC, or equivalent can be used. The wrapped filter fabric should be overlapped a minimum of 12-inches. - Option B (Onsite / Clayey Earth Material Backfill):
A “chimney” type subdrain system should be used. The “chimney” subdrain is similar to the above “burrito” subdrain with the addition that the crushed rock should be 1-foot-wide and extended up to 1 to 2-feet below the top of the retaining wall against the back of the wall stem.
Proper out-letting must be provided for the subdrain.
If a subdrain cannot be provided, the retaining wall should be designed to be able to support the potential additional lateral pressure due to water.
6.6.8 Waterproofing
Provision of waterproofing should be considered to reduce the potential for the nuisance problem of water seepage. Waterproofing must be properly installed per the requirement of the manufacturer. Proper sealing should also be performed. The waterproofing system must be designed by the civil / structural design engineer.
6.7 Exterior Improvement Objects
6.7.1 New Exterior Concrete Flatwork
New exterior concrete flatwork, if any, should be a minimum of 4-inch-thick and should be provided with construction or weakened plane joints at frequent intervals (e.g., every 6 feet or less) in order to reduce (but not totally eliminate) the potential for excessive cracking and/or separating.
Provision of a 4-inch-thick layer of crushed rock, gravel, or clean sand beneath the slabs and reinforcing the slabs, such as with #4 bars at 18-inches on-centers, both directions, should be considered.
As an option, deepening the 6- to 12-inch-wide edge portions of concrete slabs (such as to 12- inches below the adjacent grade) should also be considered to reduce potential for lateral infiltration of water into the earth materials beneath the slabs.
In addition, for new exterior slabs to be located near the top of a descending slope, if any, provision of deep footings for support of the new slabs should be considered to reduce the potential adverse effects due to potential slope creep / erosion.
It is noted that concrete slabs-on-grade have a tendency to crack / separate. In the future, cracks / separations of exterior concrete slabs, if any, should be properly sealed and/or cracked slab portions should be removed and be replaced with new ones in order to reduce the potential for surface water entering underlying soils.
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6.7.2 Other Recommendations for Reducing Slab Cracking
While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water / cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce cracking of slabs.
A slip-sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs.
6.7.3 New Fence / Garden Walls / Exterior Improvement Objects Footing for new fences, garden walls and/or other exterior improvement objects (in flat / level areas), if any, should be embedded a minimum of 24-inches into competent soils below the finished grade(s). It should be noted that decorative walls that have un-grouted cells and are not reinforced may be prone to excessive cracking. To reduce the potential for unsightly cracks on the walls / fences, we recommend inclusion of construction joints at 8- to 15-foot intervals.
In addition, for new exterior improvement objects to be located near the top of a descending slope, if any, provision of deep footings / caissons for support of the new exterior improvement objects should be considered to reduce the potential adverse effects due to potential slope creep / erosion.
6.7.4 Swimming Pool and Spa
a. Design is for expansive soil conditions.
b. Pool or spa walls shall be designed to support the water, having a density of 62.4 pounds per cubicfoot without bearing from adjacent soil. A pool or spa placed into the compacted fill may be designed for an allowable bearing value of 1,500 pounds per square foot. c. The pool or spa shell walls should be able to support the adjacent soil when the pool or spa is empty. The earth pressure may be calculated as an equivalent lateral fluid pressure of 100 pcf for level backfill, plus the lateral pressure due to any superimposed surcharge. The above-recommended value is for level areas around the proposed pool or spa . As for a conventional retaining wall, in addition to the above recommended lateral force due to retained earth materials (for an adjacent level area), surcharge due to loading of any improvement object located within the influence zone of the pool or spa including a sloping-up condition, if any, should be considered in the structural design of the proposed pool or spa shell. Loads due to objects located within a horizontal distance equal to the height / depth of the pool or spa measured from the top of the pool or spa shell should be considered as surcharge.
The surcharge loads must be determined by the civil / structural design engineer based on the loads and locations of the other improvement objects as compared to location and depth of the proposed pool or spa .
d. Other geotechnical values, as recommended in this report, can be used for structural design of the proposed pool or spa shell, as needed. The project geotechnical consultant should be consulted if the project civil/structural design engineer needs additional geotechnical information for structural design.
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e. The potential settlement values of 1/8” (±) as recommended in this report can also be used for design of the proposed pool or spa , as needed.
f. Expansion joints shall be placed between the pool or spa and deck. g. All utility trenches associated with the pool or spa should be properly backfilled with structural fill consisting of onsite or less expansive soils. The backfill should be compacted to a relative compaction at least 90 percent per ASTM D1557. Where pool or spa utility line trenches are sensitive to the use of compaction equipment, the trenches shall be backfilled with one-sack slurry. Special care should be taken during the installation of subdrain and water lines to reduce the possibility of future subsoil saturation, which could cause footings to settle or heave. h. For a pool or spa adjacent to a descending slope, see required setbacks per Figure 6. i. Pool or spa adjacent to slopes shall be supported by a system of caissons and grade beams, if within an H/3 setback distance from face of slope and/or within the slope creep zone. j. The proposed pool or spa shall be supported by deep caissons per requirements of section 6.5.1 and
6.5.2. k. The pool or spa system must be properly designed by a qualified licensed civil / structural design engineer and reviewed and approved by the city prior to installation.
6.8 Site Grading / Preparation
6.8 a. Prior to the start of construction, all existing underground utilities and appurtenances should be located at the project site. Such utilities should either be protected in-place or removed and replaced during construction as required by the project specifications. All excavations should be conducted in such a manner as not to cause loss of bearing and/or lateral support of existing utilities and structure (if any).
All debris, surface vegetation, deleterious material, and surficial soils containing roots and perishable materials should be stripped and removed from the site.
The final bottom surfaces of all excavations should be observed and approved by the project geotechnical consultant prior to placing any fill. Based on these observations, localized areas may require remedial grading deeper than indicated herein. Therefore, some variations in the depth and lateral extent of excavation recommended in this report should be anticipated.
6.8 b. Liquefaction Mitigation Recommendation
Liquefaction of subsurface soils above the bedrock can be mitigated by improving the strength, density, and/or drainage characteristics of the soil. Compaction grouting is recommended for this site and is a process whereby a slow-flowing water/sand/cement mix is injected under pressure into a the underlying liquefiable soils. The grout forms a ball that 604
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displaces underlying soils and densifies soils between injection points. Ten foot horizontal grids and 10 foot vertical grids in depth is recommended and/or as recommended by the design engineer.
Care should be observed when using compaction grouting adjacent to the existing concrete storm drain located at the northerly property line and along the westerly property line where a one story exists. A minimum of ten feet (10’) distance away from existing structures and/or wet/dry utilities should be used for compaction grouting. Compaction grouting should be continuously observed by the geotechnical engineer of record during the compaction grouting process.
6.8 c. A cofferdam is recommended to be installed around the buildable perimeter with steel sheet piles. The cofferdam sheet piles can act as temporary shoring and will be left “in-place” after construction is completed. Cofferdam steel sheet piles should be designed by a civil or structural engineer with experience with steel sheet pile shoring.
6.8 d. De-Watering During Construction
De-watering of the subsurface soils may be required during the construction phase as the lower parking level floors are anticipated to be below the existing water table.
De-watering wells around the cofferdam, if required, should be designed by a qualified civil engineer and/or by a qualified de-watering company.
Site ground waters are considered to be brackish and not fit for human consumption.
6.8 e. Site grading will consist of removal of existing surface soils to depths below the existing ground surfaces of 14-16 feet (+/-). Site grading of soils outside the building wall perimeter may occur for any retaining walls or site landscape improvements.
In general, grading at the site, if any, should be performed in accordance with the requirements of the City of San Clemente and under the geotechnical observation and testing of the project geotechnical consultant. The compaction criterion for backfill materials is a minimum of 90 percent of the laboratory maximum dry density determined in accordance with ASTM Test Method D1557.
Backfill (i.e., new fill or imported soils, if any) should be free of debris, organic matter, and oversized rocks (6-in. or greater in diameter), be placed in near-horizontal loose lifts not to exceed 8-in. in thickness and should be moisture conditioned to slightly over optimum moisture content prior to compaction.
Imported soils, if any, should be geotechnically observed / tested and accepted by the geotechnical consultant prior to use at the site.
Proper keying and benching, about 4-ft.-high minimum, into competent earth materials (as determined by the geotechnical consultant) should be performed during placement of new fill against existing sloping terrain, if any.
To create a relative uniform subgrade earth material, for the proposed retaining walls and landscape improvements outside the cofferdam perimeter the upper 2-3-ft.-thick (and/or as directed by the soil 605
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engineer of record) near-ground-surface earth materials should be over-excavated and re-compacted. The over-excavation should be extended laterally outside / beyond the perimeter of the new structure a minimum distance equal to depth of removal (minimum 3-ft. in this case). The recommended overexcavation and recompaction can be reduced to about 2-ft. for the proposed new driveway and other exterior slab areas, if any.
A shrinkage factor of 20 percent and a subsidence of about 0.1-ft. can be conservatively used for recompaction of the over-excavated onsite soils for volume calculations, as needed.
No deeper remedial removal is anticipated; however, if deeper loose / soft soils are encountered, such as due to removal of large tree roots or other underground objects, such as existing footings, pipes, etc., deeper remedial removal and re-compaction will be required. This will be determined in the field by the project geotechnical engineer, based on the actual conditions exposed at the time of site grading.
6.9 Temporary Excavations for Non-Cofferdam Perimeter Areas In general, temporary excavations should be performed in accordance with OSHA requirements. Care should be taken during excavation near an existing structural object, if any, to ensure no damage is done to the existing object.
In general, temporary cut near an existing structural object, if any, should not be performed below a 1:1 imaginary plane projected from the outside bottom edge of the footing of the existing object; otherwise, shoring and/or slot cutting should be provided.
In general, a vertical cut can be performed for temporary cuts 5-feet or less in height. For the temporary cuts higher than 5-ft., the portion above 5-ft. should be trimmed to 1H:1V; otherwise, shoring and/or slot cutting should be provided.
The above temporary-cut recommendations can be changed by the geotechnical consultant based on conditions exposed in the field during excavations.
6.10 Geotechnical Review of Plans and Structural Design Calculations We recommend the plans and structural design calculations be geotechnically reviewed by Peter and Associates, Inc. to ensure our geotechnical recommendations are properly interpreted and incorporated into the design and plan preparation.
6.11 Geotechnical Observation & Testing During Site Preparation / Grading & Building Construction We recommend that Peter and Associates, Inc. or a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation / testing, during the site preparation / grading and building construction phases of the project. This is to verify the compliance with the design, specifications and/or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated.
It is noted that earth materials can vary in characteristics, laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and/or testing 606
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by a geotechnical consultant during the grading / construction phase of the project are essential to confirming the basis of this report.
In general, geotechnical observation / testing can be performed at the following stages:
- During compaction grouting
- During installation of cofferdam steel sheet piles
- During grading operations, including excavation, removal, filling and backfilling, if any. - During and after excavation for shallow footings of building, retaining walls, swimming pool, and/or other structures, if any, to verify the adequacy of underlying materials. - During caisson hole drilling, if any.
- During / after installation of water proofing for retaining walls, if any, prior to installation of subdrain / backfilling.
- During / after completion of installation of retaining wall subdrain system prior to backfilling, if any. - During placement / compaction of retaining wall backfill, if any. - After pre-soaking of slab subgrade earth materials, if any, prior to pouring concrete. - During backfill of drainage and utility line trenches, if any, to verify proper compaction. - When / if any unusual geotechnical conditions are encountered.
Note: If Peter and Associates, Inc. is not provided the opportunity to perform the geotechnical observation / testing during site preparation / grading and building construction phases, Peter and Associates, Inc. will take no responsibility for the conclusions and recommendations contained in our report in the event that subsurface conditions differ from those described in this report.
6.12 General Maintenance
In general, the attached Maintenance Guidelines for Homeowners and the City of San Clemente’s Guidelines for Protecting Hillside Homes should be followed for long-term stability of the site (see Appendix G).
6.12.1 Surface Drainage
In general, proper surface drainage at the site should be provided and maintained to ensure surface water flows away from all improvement structures, away from descending slopes, if any, and into a drainage system for proper discharge. The appropriate governmental agencies and CBC requirements should be followed, as needed.
PVC Schedule 40, ABS SDR35, or equivalent can be used for drainage. 607
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Proper roof gutters and downspouts should be provided and maintained.
Concrete or brick flatwork joints, if any, should be properly sealed such as with mortar or flexible mastic (and maintained) to reduce the potential surface water entering the underlying soils.
Planters adjoining or in close proximity to the new building, if any, should be sealed at the bottom and provided with subsurface drainage collection system and outlet pipes.
Irrigation of yard landscaping/planters, if any, should be applied as short duration watering at minimum rates required to support plant life.
Area drains and swales should not be blocked or destroyed.
Outlets for all drains, if any, should be properly maintained to prevent potential erosion, burial, or other blockage.
In the future, the property should be frequently monitored for uncontrolled water, such as leaky sewer, water, (domestic, irrigation, water feature, if any), or drainpipes, and any identified source should be repaired [and maintained].
It is emphasized that proper drainage of the site be provided and maintained for the entire economic life of the structure and all cracks/separations of the exterior slabs-on-grade, if any, should be properly sealed/repaired and maintained in order to reduce the potential for surface water infiltrating the underlying earth materials, which may cause substantial earth movement and structural distress.
6.12.2 Drainpipe and Wet Utility Line Monitoring
In the future, the entire property should be frequently monitored for uncontrolled water such as leaky sewer, water (domestic, irrigation, water feature, etc.) or drainpipes, and any identified source should be properly repaired (and maintained).
7.0 CLOSURE
This report is based on the proposed development and geotechnical data as described herein which are believed representative of the total project area, and the conclusions and recommendations contained in this report are presented based on that basis. However, earth materials can vary in characteristics, both laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and testing by a qualified geotechnical consultant during the site preparation / grading and building construction phases of the project are essential to confirming the basis of this report.
This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the same locale and time period. The contents of this report are professional opinions and as such, are not to be considered a guaranty or warranty.
This report should be reviewed and updated after a period of one year or if the property ownership or project concept changes from that described herein.
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Appendix A
REFERENCES
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SITE SPECIFIC REFERENCES:
1. Updated Soil Report, Proposed “Gallery” Retail Commercial and Residential Structure Project, 1801 N. El Camino Real, Northwesterly Corner of North El Camino Real and Avenida Pico, Lot 1, Block l, Tract 795, San Clemente, California JN 98G8377 Prepared by Peter and Associates, Inc. Dated August 24, 1998
2. Kenneth G. Osborn & Assoc., 1984, “Geotechnical Investigation, Bahia Villa Hotel, Northwesterly Comer of North El Camino Real and Avenida Pico, San Clemente, California”, Job No. 4033-1, Dated 6/13/84.
GENERAL
3. California Building Code (CBC), 2022
4. California Division of Mines and Geology (CDMG), “Natural Slope Stability as Related to Geology, San Clemente Area, Orange and San Diego Counties, California” by Robert P. Blanc and George B. Cleveland, dated 1968
5. California Department of Conservation, “Geologic Map for the Oceanside 30x60’ Quadrangle, California”, Regional Geologic Map Series, 1:100,000 Scale, Map No. 2, dated 2007
6. California Geologic Survey (CGS) - Earthquake Zones of Required Investigation website [https://maps.conservation.ca.gov/cgs/eqzapp/app/]
7. City of Los Angeles, Department of Building and Safety (LADBS), Information Bulletin / Public – Building Code, Reference No: LAMC 1808.7, Document No: P/BC 2020-001
8. LADBS, Information Bulletin / Public – Building Code, Reference No: LABC 1610.1, 1807.2, Document No.:
P/BC 2020-083
9. LADBS, Department of Public Works, Based on the 2017 LACBC, No.35, 1807.2, Article 1, 07-12-17
10. Department of the Navy, 1986, NAVFACDM 7.01: Soil Mechanics, Naval Facilities Engineering Command, Alexandria, Virginia
11. Department of the Navy, 1986, NAVFACDM 7.02: Soil Mechanics, Naval Facilities Engineering Command, Alexandria, Virginia.
12. Geotechnical Engineering Circular No. 4 Ground Anchors and Anchored Systems – Report # FHWA-IF-99-015 Dated June 1999 Published by U.S. Department of Transportation Federal Highway Administration 610
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Appendix B
LOGS OF EXPLORATORY BORINGS B-1 AND B-2
611
612
613
614
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Appendix C
LABORATORY TEST RESULTS SUMMARY
616
DENSITY TESTS
PROJECT Peter & Associates # 24G24151 JOB NO. 2003-035 LD DATE 12/11/24 Sample No. B-1/1 B-1/2 B-1/3 B-1/4 B-1/5 B-1/6 B-2/1 B-2/2 Depth (ft) 5 - 6.5 11 - 11.5 15 - 16.5 21 - 21.5 26 - 26.5 31 - 31.5 5 - 6.5 11 - 11.5 Testing
Soil Type Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Wet+Tare 341.7 850.4 908.1 1158.9 952.7 1176.5 863.5 931.5 No. Ring 25565655
Wet Weight 126.8 89.2 257.9 129.8 127.1 108.3 116.3 82.5 Dry Weight 99.0 65.5 174.5 102.8 95.7 85.7 92.1 59.1
Wet density 105.5 104.9 114.5 124.1 122.0 126.6 107.1 118.4 % Water 28.1 36.2 47.8 26.3 32.8 26.4 26.3 39.6
Dry Density 82.4 77.0 77.5 98.3 91.8 100.2 84.8 84.8
O.B.Press(psf)
Sample No. B-2/3 B-2/4 B-2/5 B-2/6 B-2/7 B-2/8 B-2/9 B-2/10 Depth (ft) 15 - 15.5 21 - 21.5 26 - 26.5 31 - 31.5 36 - 36.5 41 - 41.5 46 - 46.5 51 - 51.5 Testing
Soil Type Brown, Silty Clay Brown, Sandy
Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Brown, Silty Clay Wet+Tare 1147.3 789.8 946.9 1151.3 959.8 979.7 1164.3 1167.4 No. Ring 64565566
Wet Weight 155.8 169.9 126.8 138.4 96.2 138.4 132.4 106.3 Dry Weight 121.5 138.1 98.4 107.4 84.3 107.4 106.9 85.5 Wet density 122.5 127.7 121.0 123.1 123.1 126.5 124.9 125.3 % Water 28.2 23.0 28.9 28.9 14.1 28.9 23.9 24.3
Dry Density 95.5 103.8 93.9 95.5 107.9 98.1 100.8 100.8 O.B.Press(psf)
617
PLASTICITY INDEX _ ASTM D4318
Sample Depth LL PL PI USCS Material Description
B-1/3 69 31 38 CH
B-2/3 56 23 33 CH
B-2/6 38 21 17 CL
Job Name: Peter & Associates # 24G24151 Date: 12-11-24
Job No.: 2003-035
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index
Liquid Limit
B-1/3 B-2/3 B-2/6
CH
OH and MH
CL
ML and OL
CL-ML
"A" line
618
Peter Associates # 24G24151 GRAIN SIZE ANALYSIS - ASTM D 422 Job No. : 2003-035 Date: 12/11/24
Boring / Sample
No.
Initial Dry
Density
(pcf)
Initial Moist.
(%)
Test Dry
Density
(pcf)
% Passing
No. 200
Sieve
Sand Equivalent
(ASTM D2419) LL PL PI Unified Soil
Class. Description
B-1/3 CH
1/2 in. 3" 1 in 2"
1.5in 3/4in 3/8in #4 #8 # 16 #30 # 50 #100 #200
100 99 99 98 98
93 0
10 20
30 40
50 60
70 80
90 100
1000 100 10 1 0.1 0.01 0.001
Percent Finer By Weight
Grain Size (mm)
U.S. Standard Sieve Size
619
Peter Associates # 24G24151 GRAIN SIZE ANALYSIS - ASTM D 422 Job No. : 2003-035 Date: 12/11/24
Boring / Sample
No.
Initial Dry
Density
(pcf)
Initial Moist.
(%)
Test Dry
Density
(pcf)
% Passing
No. 200
Sieve
Sand Equivalent
(ASTM D2419) LL PL PI Unified Soil
Class. Description
B-2/3 CH
1/2 in. 3" 1 in 2"
1.5in 3/4in 3/8in #4 #8 # 16 #30 # 50 #100 #200
100 99 98
95 91
85 0
10 20
30 40
50 60
70 80
90 100
1000 100 10 1 0.1 0.01 0.001
Percent Finer By Weight
Grain Size (mm)
U.S. Standard Sieve Size
620
Peter Associates # 24G24151 GRAIN SIZE ANALYSIS - ASTM D 422 Job No. : 2003-035 Date: 12/11/24
Boring / Sample
No.
Initial Dry
Density
(pcf)
Initial Moist.
(%)
Test Dry
Density
(pcf)
% Passing
No. 200
Sieve
Sand Equivalent
(ASTM D2419) LL PL PI Unified Soil
Class. Description
B-2/6 CL
1/2 in. 3" 1 in 2"
1.5in 3/4in 3/8in #4 #8 # 16 #30 # 50 #100 #200
100 99
94 71
0 10
20 30
40 50
60 70
80 90
100
1000 100 10 1 0.1 0.01 0.001
Percent Finer By Weight
Grain Size (mm)
U.S. Standard Sieve Size
621
EXPANSION INDEX - UBC 18-2 & ASTM D 4829-88
PROJECT Peter & Associates # 24G24151 JOB NO. 2003-035
Sample B-1 / Bulk By LD Sample By
Sta. No. Sta. No.
Soil Type Brown, Silty Clay Soil Type
Date Time Dial Reading Wet+Tare 718.8 Date Dial Reading Wet+Tare 12/10/2024 16:20 0.3539 Tare 365.8 Tare
H2O Net Weight 353 Net Weight
10/5/2024 10:00 0.2466 % Water 15 % Water
Dry Dens. 93.0 Dry Dens.
% Max % Max
Wet+Tare 778.5 Wet+Tare
Tare 365.8 Tare
Net Weight 412.7 Net Weight
INDEX 107 10.7% % Water 34.4 INDEX % Water
Sample By Sample By
Sta. No. Sta. No.
Soil Type Soil Type
Date Dial Reading Wet+Tare Date Dial Reading Wet+Tare
Tare Tare
Net Weight Net Weight
% Water % Water
Dry Dens. Dry Dens.
% Max % Max
Wet+Tare Wet+Tare
Tare Tare
Net Weight Net Weight
INDEX % Water INDEX % Water
622
KDWd/KEd
^dZ
WKZd
WƌŽũĞĐƚ͗ WĞƚĞƌΘƐƐŽĐŝĂƚĞƐηϮϰ'Ϯϰϭϱϭ '>EŽ͘ ϮϬϬϯͲϬϯϱ ^ĂŵƉůĞ͗ ͲϭͬƵůŬ ĂƚĞ͗ ϭϮͬϭϭͬϮϬϮϰ
ĞƐĐƌŝƉƚŝŽŶ͗ ƌŽǁŶ͕^ŝůƚLJůĂLJ LJ͗ >
^dDϭϱϱϳ DĞƚŚŽĚ sŽůƵŵĞ;ĐĨͿ͗Ϭ͘Ϭϯϯϯϯ ηůŽǁƐ͗Ϯϱ η>ĂLJĞƌƐ͗ϱ ^ƉĞĐŝŵĞŶ
tĞƚtĞŝŐŚƚ;ŐƌƐͿ ϭϵϬϳ ϭϵϰϮ ϭϵϯϳ ϭϴϯϱ
tĞƚĞŶƐŝƚLJ;ƉĐĨͿ ϭϮϲ͘ϭ ϭϮϴ͘ϰ ϭϮϴ͘ϭ ϭϮϭ͘ϰ
DŽŝƐƚƵƌĞŽŶƚĞŶƚ;йͿ ϭϰ͘ϵ ϭϳ͘ϯ ϭϴ͘ϴ ϭϯ͘Ϭ
ƌLJĞŶƐŝƚLJ;ƉĐĨͿ ϭϬϵ͘ϴ ϭϬϵ͘ϱ ϭϬϳ͘ϴ ϭϬϳ͘ϰ
ϴϬ
ϴϱ
ϵϬ
ϵϱ
ϭϬϬ
ϭϬϱ
ϭϭϬ
ϭϭϱ
ϭϮϬ
ϭϮϱ
ϭϯϬ
Ϭ ϱ ϭϬ ϭϱ ϮϬ Ϯϱ ϯϬ ϯϱ ϰϬ
ƌLJĞŶƐŝƚLJ;ƉĐĨͿ
DŽŝƐƚƵƌĞŽŶƚĞŶƚ;йͿ
'Ɛ сϮ͘ϲϬ
'Ɛ сϮ͘ϳϬ
'ƐсϮ͘ϴϬ
DĂdž͘ƌLJĞŶƐŝƚLJ͗ϭϭϬ͘ϬƉĐĨ
KƉƚ͘tĂƚĞƌŽŶƚĞŶƚ͗ϭϲ͘Ϭй
623
KDWd/KEd
^dZ
WKZd
WƌŽũĞĐƚ͗ WĞƚĞƌΘƐƐŽĐŝĂƚĞƐηϮϰ'Ϯϰϭϱϭ '>EŽ͘ ϮϬϬϯͲϬϯϱ ^ĂŵƉůĞ͗ ͲϮͬƵůŬ ĂƚĞ͗ ϭϮͬϭϭͬϮϬϮϰ
ĞƐĐƌŝƉƚŝŽŶ͗ ƌŽǁŶ͕^ŝůƚLJůĂLJ LJ͗ >
^dDϭϱϱϳ DĞƚŚŽĚ sŽůƵŵĞ;ĐĨͿ͗Ϭ͘Ϭϯϯϯϯ ηůŽǁƐ͗Ϯϱ η>ĂLJĞƌƐ͗ϱ ^ƉĞĐŝŵĞŶ
tĞƚtĞŝŐŚƚ;ŐƌƐͿ ϭϵϲϵ ϭϵϰϭ ϭϴϳϰ ϭϵϲϴ
tĞƚĞŶƐŝƚLJ;ƉĐĨͿ ϭϯϬ͘Ϯ ϭϮϴ͘ϰ ϭϮϯ͘ϵ ϭϯϬ͘Ϯ
DŽŝƐƚƵƌĞŽŶƚĞŶƚ;йͿ ϭϲ͘ϵ ϭϰ͘ϴ ϭϮ͘ϭ ϭϴ͘ϴ
ƌLJĞŶƐŝƚLJ;ƉĐĨͿ ϭϭϭ͘ϰ ϭϭϭ͘ϴ ϭϭϬ͘ϲ ϭϬϵ͘ϲ
ϴϬ
ϴϱ
ϵϬ
ϵϱ
ϭϬϬ
ϭϬϱ
ϭϭϬ
ϭϭϱ
ϭϮϬ
ϭϮϱ
ϭϯϬ
Ϭ ϱ ϭϬ ϭϱ ϮϬ Ϯϱ ϯϬ ϯϱ ϰϬ
ƌLJĞŶƐŝƚLJ;ƉĐĨͿ
DŽŝƐƚƵƌĞŽŶƚĞŶƚ;йͿ
'Ɛ сϮ͘ϲϬ
'Ɛ сϮ͘ϳϬ
'ƐсϮ͘ϴϬ
DĂdž͘ƌLJĞŶƐŝƚLJ͗ϭϭϮ͘ϬƉĐĨ
KƉƚ͘tĂƚĞƌŽŶƚĞŶƚ͗ϭϱ͘ϱй
624
Peter Associates # 24G24151 CONSOLIDATION TEST - ASTM D2435 Job No. 2003-035 Boring / Sample No. B-1/1 Depth: 6' - 6.5' Date 12-03-24
0.9966
0.9942
0.99 0.9993 0.9943
0.9858
0.9525
0.9696
0.9847
0.80 0.81
0.82 0.83
0.84 0.85
0.86 0.87
0.88 0.89
0.90 0.91
0.92 0.93
0.94 0.95
0.96 0.97
0.98 0.99
1.00 100 1000 10000 100000
Sample Height (inches)
Vertical Pressure (psf)
Silty Clay Dry Density: 82.4 pcf Initial Water Content: 28.1 % Final Water Content: 34.3 %
H2O @ 800 PSF
.Natural
o Submerged
625
Peter Associates # 24G24151 CONSOLIDATION TEST - ASTM D2435 Job No. 2003-035 Boring / Sample No. B-1/3 Depth: 15' - 15.5' Date 12-03-24
0.992
0.9862
0.9801
0.9840
0.9620
0.9391
0.8991
0.9207
0.9467
0.80 0.81
0.82 0.83
0.84 0.85
0.86 0.87
0.88 0.89
0.90 0.91
0.92 0.93
0.94 0.95
0.96 0.97
0.98 0.99
1.00 100 1000 10000 100000
Sample Height (inches)
Vertical Pressure (psf)
Silty Clay Dry Density: 77.5 pcf Initial Water Content: 47.8 % Final Water Content: 47.6 %
H2O @ 800 PSF
.Natural
o Submerged
626
Peter Associates # 24G24151 CONSOLIDATION TEST - ASTM D2435 Job No. 2003-035 Boring / Sample No. B-2/3 Depth: 15' - 15.5' Date 12-03-24
0.9945
0.9915
0.9876
0.9924 0.9880
0.9758
0.9292
0.9485
0.9654
0.80 0.81
0.82 0.83
0.84 0.85
0.86 0.87
0.88 0.89
0.90 0.91
0.92 0.93
0.94 0.95
0.96 0.97
0.98 0.99
1.00 100 1000 10000 100000
Sample Height (inches)
Vertical Pressure (psf)
Silty Clay Dry Density: 95.5 pcf Initial Water Content: 28.2 % Final Water Content: 27.2 %
H2O @ 800 PSF
.Natural
o Submerged
627
Peter Associates # 24G24151 CONSOLIDATION TEST - ASTM D2435 Job No. 2003-035 Boring / Sample No. B-2/6 Depth: 31' - 31.5' Date 12-03-24
0.9883
0.9835
0.9782
0.9781
0.9688
0.9528
0.9150
0.9225
0.9306
0.80 0.81
0.82 0.83
0.84 0.85
0.86 0.87
0.88 0.89
0.90 0.91
0.92 0.93
0.94 0.95
0.96 0.97
0.98 0.99
1.00 100 1000 10000 100000
Sample Height (inches)
Vertical Pressure (psf)
Silty Clay Dry Density: 95.5 pcf Initial Water Content: 28.9 % Final Water Content: 25.1 %
H2O @ 800 PSF
.Natural
o Submerged
628
Peter Associates # 24G24151 SOIL TEST RESULTS Job No. 2003-035 SAMPLE NO.: B-1/Bulk
DESCRIPTION Silty Clay
DIRECT SHEAR TEST (type)
Initial Moisture Content %
Dry Density (pcf)
Normal Stress (psf)
Peak Shear Stress (psf)
Ultimate Shear Stress (psf)
Cohesion (psf)
Internal Friction Angle (degrees)
EXPANSION TEST UBC STD 18-2
Initial Dry Density (pcf)
Initial Moisture Content %
Final Moisture Content %
Pressure (psf)
Expansion Index Swell %
CORROSIVITY TEST
Resistivity (CTM643) (ohm-cm)
pH (CTM643)
CHEMICAL TESTS
Soluble Sulfate (CTM 417) (ppm) 2855
Chloride Content (CTM 422) (ppm)
Wash #200 Sieve (ASTM-1140) %
Sand Equivalent (ASTM D2419)
629
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24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
Appendix D
SEISMIC DESIGN PARAMETERS
634
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected. 1801 N El Camino Real, San Clemente, CA 92672, USA
Latitude, Longitude: 33.433073, -117.631804
Date 12/2/2024, 5:40:48 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Stiff Soil
Type Value Description
SS 1.163 MCER ground motion. (for 0.2 second period)
S1 0.422 MCER ground motion. (for 1.0s period)
SMS 1.204 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 0.803 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.035 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.503 MCEG peak ground acceleration
FPGA 1.1 Site amplification factor at PGA
PGAM 0.553 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.163 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.263 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.195 Factored deterministic acceleration value. (0.2 second) S1RT 0.422 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.454 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 1.028 Factored deterministic acceleration value. (1.0 second) PGAd 1.28 Factored deterministic acceleration value. (Peak Ground Acceleration) 12/2/24, 6:12 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/3 635
Type Value Description
PGAUH 0.503 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.921 Mapped value of the risk coefficient at short periods CR1 0.93 Mapped value of the risk coefficient at a period of 1 s CV 1.333 Vertical coefficient
12/2/24, 6:12 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/3 636
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 12/2/24, 6:12 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 3/3 637
24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
Appendix E
ENGINEERING GEOLOGIC ASPECTS/GEOTECHNICAL INVESTIGATION PROPOSED HANSEN HOTEL PROJECT AT 1801 N. EL CAMINO REAL, SAN CLEMENTE CA; LOT 1, TRACT 14486
638
639
640
641
642
643
644
645
646
647
648
649
650
651
652
653
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655
656
657
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659
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24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
Appendix F
LIQUEFACTION ANALYSIS
661
LiquefyPro CivilTech Software USA www.civiltech.com
CivilTech Corporation
LIQUEFACTION ANALYSIS
24G24151_El Camino Real Hotel
1801 N. El Camino Real Plate A-1
Hole No.=1 Water Depth=12 ft Surface Elev.=23.5 Magnitude=6.62 Acceleration=0.503g
(ft)
0 5
10 15
20 25
30 35
ML-CL
ML-CL
ML-CL
CH-CL-SP
ML-MH-CL
ML-MH-CL
ML-MH-CL
Shear Stress Ratio
CRR CSR fs1
Shaded Zone has Liquefaction Potential
01 Factor of Safety Soil Description
05 1
Settlement
Saturated
Unsaturat.
S = 2.56 in.
0 (in.) 10
fs1=1
662
************************************************************************************ *******************
LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltech.com
************************************************************************************ *******************
Font: Courier New, Regular, Size 8 is recommended for this report.
Licensed to , 12/27/2024 1:07:32 PM
Input File Name: C:\Users\Office\Desktop\Appendix F_Liquefaction\1801 N. El Camino Real_Boring 1.liq
Title: 24G24151_El Camino Real Hotel
Subtitle: 1801 N. El Camino Real
Surface Elev.=23.5
Hole No.=1
Depth of Hole= 30.00 ft
Water Table during Earthquake= 12.00 ft
Water Table during In-Situ Testing= 12.00 ft
Max. Acceleration= 0.5 g
Earthquake Magnitude= 6.62
Input Data:
Surface Elev.=23.5
Hole No.=1
Depth of Hole=30.00 ft
Water Table during Earthquake= 12.00 ft
Water Table during In-Situ Testing= 12.00 ft
Max. Acceleration=0.5 g
Earthquake Magnitude=6.62
No-Liquefiable Soils: CL, OL are Non-Liq. Soil
1. SPT or BPT Calculation.
2. Settlement Analysis Method: Ishihara / Yoshimine
3. Fines Correction for Liquefaction: Idriss/Seed
4. Fine Correction for Settlement: During Liquefaction*
5. Settlement Calculation in: All zones*
6. Hammer Energy Ratio, Ce = 1
7. Borehole Diameter, Cb= 1
8. Sampling Method, Cs= 1
9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1)
10. Use Curve Smoothing: Yes*
* Recommended Options
In-Situ Test Data:
663
Depth SPT gamma Fines
ft pcf %
____________________________________
5.00 1.00 105.50 70.00
10.00 3.00 104.90 70.00
15.00 4.00 114.50 93.00
20.00 27.00 124.10 NoLiq
25.00 25.00 122.00 NoLiq
30.00 28.00 126.60 NoLiq
____________________________________
Output Results:
Settlement of Saturated Sands=1.93 in.
Settlement of Unsaturated Sands=0.64 in.
Total Settlement of Saturated and Unsaturated Sands=2.56 in.
Differential Settlement=1.282 to 1.693 in.
Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in. in.
_______________________________________________________
5.00 0.10 0.32 5.00 1.93 0.64 2.56
5.05 0.10 0.32 5.00 1.93 0.64 2.56
5.10 0.11 0.32 5.00 1.93 0.63 2.56
5.15 0.11 0.32 5.00 1.93 0.63 2.56
5.20 0.11 0.32 5.00 1.93 0.63 2.56
5.25 0.11 0.32 5.00 1.93 0.63 2.55
5.30 0.11 0.32 5.00 1.93 0.62 2.55
5.35 0.11 0.32 5.00 1.93 0.62 2.55
5.40 0.11 0.32 5.00 1.93 0.62 2.55
5.45 0.11 0.32 5.00 1.93 0.62 2.54
5.50 0.11 0.32 5.00 1.93 0.61 2.54
5.55 0.11 0.32 5.00 1.93 0.61 2.54
5.60 0.11 0.32 5.00 1.93 0.61 2.54
5.65 0.11 0.32 5.00 1.93 0.61 2.53
5.70 0.11 0.32 5.00 1.93 0.60 2.53
5.75 0.11 0.32 5.00 1.93 0.60 2.53
5.80 0.11 0.32 5.00 1.93 0.60 2.53
5.85 0.11 0.32 5.00 1.93 0.60 2.52
5.90 0.11 0.32 5.00 1.93 0.59 2.52
5.95 0.11 0.32 5.00 1.93 0.59 2.52
6.00 0.11 0.32 5.00 1.93 0.59 2.52
6.05 0.11 0.32 5.00 1.93 0.59 2.51
6.10 0.11 0.32 5.00 1.93 0.58 2.51
6.15 0.11 0.32 5.00 1.93 0.58 2.51
6.20 0.11 0.32 5.00 1.93 0.58 2.51
6.25 0.11 0.32 5.00 1.93 0.58 2.50
6.30 0.11 0.32 5.00 1.93 0.57 2.50
6.35 0.11 0.32 5.00 1.93 0.57 2.50
6.40 0.11 0.32 5.00 1.93 0.57 2.49
6.45 0.11 0.32 5.00 1.93 0.56 2.49
664
6.50 0.12 0.32 5.00 1.93 0.56 2.49
6.55 0.12 0.32 5.00 1.93 0.56 2.48
6.60 0.12 0.32 5.00 1.93 0.55 2.48
6.65 0.12 0.32 5.00 1.93 0.55 2.48
6.70 0.12 0.32 5.00 1.93 0.55 2.48
6.75 0.12 0.32 5.00 1.93 0.55 2.47
6.80 0.12 0.32 5.00 1.93 0.54 2.47
6.85 0.12 0.32 5.00 1.93 0.54 2.47
6.90 0.12 0.32 5.00 1.93 0.54 2.46
6.95 0.12 0.32 5.00 1.93 0.53 2.46
7.00 0.12 0.32 5.00 1.93 0.53 2.46
7.05 0.12 0.32 5.00 1.93 0.53 2.45
7.10 0.12 0.32 5.00 1.93 0.52 2.45
7.15 0.12 0.32 5.00 1.93 0.52 2.45
7.20 0.12 0.32 5.00 1.93 0.52 2.44
7.25 0.12 0.32 5.00 1.93 0.51 2.44
7.30 0.12 0.32 5.00 1.93 0.51 2.43
7.35 0.12 0.32 5.00 1.93 0.50 2.43
7.40 0.12 0.32 5.00 1.93 0.50 2.43
7.45 0.12 0.32 5.00 1.93 0.50 2.42
7.50 0.12 0.32 5.00 1.93 0.49 2.42
7.55 0.12 0.32 5.00 1.93 0.49 2.42
7.60 0.12 0.32 5.00 1.93 0.48 2.41
7.65 0.12 0.32 5.00 1.93 0.48 2.41
7.70 0.12 0.32 5.00 1.93 0.48 2.40
7.75 0.12 0.32 5.00 1.93 0.47 2.40
7.80 0.12 0.32 5.00 1.93 0.47 2.39
7.85 0.12 0.32 5.00 1.93 0.46 2.39
7.90 0.12 0.32 5.00 1.93 0.46 2.39
7.95 0.12 0.32 5.00 1.93 0.45 2.38
8.00 0.12 0.32 5.00 1.93 0.45 2.38
8.05 0.12 0.32 5.00 1.93 0.44 2.37
8.10 0.12 0.32 5.00 1.93 0.44 2.37
8.15 0.12 0.32 5.00 1.93 0.43 2.36
8.20 0.12 0.32 5.00 1.93 0.43 2.36
8.25 0.13 0.32 5.00 1.93 0.42 2.35
8.30 0.13 0.32 5.00 1.93 0.42 2.35
8.35 0.13 0.32 5.00 1.93 0.42 2.34
8.40 0.13 0.32 5.00 1.93 0.41 2.34
8.45 0.13 0.32 5.00 1.93 0.41 2.33
8.50 0.13 0.32 5.00 1.93 0.40 2.33
8.55 0.13 0.32 5.00 1.93 0.40 2.32
8.60 0.13 0.32 5.00 1.93 0.39 2.32
8.65 0.13 0.32 5.00 1.93 0.39 2.32
8.70 0.13 0.32 5.00 1.93 0.38 2.31
8.75 0.13 0.32 5.00 1.93 0.38 2.31
8.80 0.13 0.32 5.00 1.93 0.37 2.30
8.85 0.13 0.32 5.00 1.93 0.37 2.30
8.90 0.13 0.32 5.00 1.93 0.36 2.29
8.95 0.13 0.32 5.00 1.93 0.36 2.29
665
9.00 0.13 0.32 5.00 1.93 0.35 2.28
9.05 0.14 0.32 5.00 1.93 0.35 2.27
9.10 0.14 0.32 5.00 1.93 0.34 2.27
9.15 0.14 0.32 5.00 1.93 0.34 2.26
9.20 0.14 0.32 5.00 1.93 0.33 2.26
9.25 0.14 0.32 5.00 1.93 0.33 2.25
9.30 0.14 0.32 5.00 1.93 0.32 2.25
9.35 0.14 0.32 5.00 1.93 0.31 2.24
9.40 0.14 0.32 5.00 1.93 0.31 2.23
9.45 0.14 0.32 5.00 1.93 0.30 2.23
9.50 0.14 0.32 5.00 1.93 0.29 2.22
9.55 0.14 0.32 5.00 1.93 0.29 2.21
9.60 0.14 0.32 5.00 1.93 0.28 2.21
9.65 0.14 0.32 5.00 1.93 0.27 2.20
9.70 0.14 0.32 5.00 1.93 0.27 2.19
9.75 0.14 0.32 5.00 1.93 0.26 2.19
9.80 0.14 0.32 5.00 1.93 0.25 2.18
9.85 0.14 0.32 5.00 1.93 0.25 2.17
9.90 0.14 0.32 5.00 1.93 0.24 2.17
9.95 0.14 0.32 5.00 1.93 0.23 2.16
10.00 0.14 0.32 5.00 1.93 0.22 2.15
10.05 0.14 0.32 5.00 1.93 0.22 2.14
10.10 0.14 0.32 5.00 1.93 0.21 2.14
10.15 0.14 0.32 5.00 1.93 0.20 2.13
10.20 0.14 0.32 5.00 1.93 0.19 2.12
10.25 0.14 0.32 5.00 1.93 0.18 2.11
10.30 0.14 0.32 5.00 1.93 0.17 2.10
10.35 0.14 0.32 5.00 1.93 0.17 2.09
10.40 0.14 0.32 5.00 1.93 0.16 2.08
10.45 0.14 0.32 5.00 1.93 0.15 2.07
10.50 0.14 0.32 5.00 1.93 0.14 2.06
10.55 0.14 0.32 5.00 1.93 0.13 2.05
10.60 0.14 0.32 5.00 1.93 0.12 2.04
10.65 0.14 0.32 5.00 1.93 0.10 2.03
10.70 0.14 0.32 5.00 1.93 0.09 2.02
10.75 0.14 0.32 5.00 1.93 0.08 2.01
10.80 0.14 0.32 5.00 1.93 0.07 2.00
10.85 0.14 0.32 5.00 1.93 0.06 1.99
10.90 0.14 0.32 5.00 1.93 0.06 1.98
10.95 0.14 0.32 5.00 1.93 0.05 1.98
11.00 0.14 0.32 5.00 1.93 0.05 1.98
11.05 0.14 0.32 5.00 1.93 0.05 1.98
11.10 0.14 0.32 5.00 1.93 0.05 1.97
11.15 0.14 0.32 5.00 1.93 0.04 1.97
11.20 0.14 0.32 5.00 1.93 0.04 1.97
11.25 0.14 0.32 5.00 1.93 0.04 1.97
11.30 0.14 0.32 5.00 1.93 0.04 1.96
11.35 0.14 0.32 5.00 1.93 0.03 1.96
11.40 0.14 0.32 5.00 1.93 0.03 1.96
11.45 0.14 0.32 5.00 1.93 0.03 1.96
666
11.50 0.14 0.32 5.00 1.93 0.03 1.95
11.55 0.14 0.32 5.00 1.93 0.02 1.95
11.60 0.14 0.32 5.00 1.93 0.02 1.95
11.65 0.14 0.32 5.00 1.93 0.02 1.95
11.70 0.14 0.32 5.00 1.93 0.02 1.94
11.75 0.14 0.32 5.00 1.93 0.01 1.94
11.80 0.14 0.32 5.00 1.93 0.01 1.94
11.85 0.14 0.32 5.00 1.93 0.01 1.94
11.90 0.14 0.32 5.00 1.93 0.01 1.93
11.95 0.14 0.32 5.00 1.93 0.00 1.93
12.00 0.14 0.32 0.45* 1.93 0.00 1.93
12.05 0.14 0.32 0.45* 1.91 0.00 1.91
12.10 0.14 0.32 0.45* 1.88 0.00 1.88
12.15 0.14 0.32 0.44* 1.86 0.00 1.86
12.20 0.14 0.32 0.44* 1.84 0.00 1.84
12.25 0.14 0.32 0.44* 1.82 0.00 1.82
12.30 0.14 0.32 0.44* 1.80 0.00 1.80
12.35 0.14 0.32 0.44* 1.78 0.00 1.78
12.40 0.14 0.32 0.44* 1.75 0.00 1.75
12.45 0.14 0.32 0.44* 1.73 0.00 1.73
12.50 0.14 0.33 0.44* 1.71 0.00 1.71
12.55 0.14 0.33 0.44* 1.69 0.00 1.69
12.60 0.14 0.33 0.44* 1.67 0.00 1.67
12.65 0.14 0.33 0.44* 1.65 0.00 1.65
12.70 0.14 0.33 0.44* 1.63 0.00 1.63
12.75 0.14 0.33 0.44* 1.61 0.00 1.61
12.80 0.14 0.33 0.44* 1.58 0.00 1.58
12.85 0.14 0.33 0.44* 1.56 0.00 1.56
12.90 0.14 0.33 0.44* 1.54 0.00 1.54
12.95 0.14 0.33 0.44* 1.52 0.00 1.52
13.00 0.14 0.33 0.44* 1.50 0.00 1.50
13.05 0.14 0.33 0.43* 1.48 0.00 1.48
13.10 0.14 0.33 0.43* 1.46 0.00 1.46
13.15 0.14 0.33 0.43* 1.43 0.00 1.43
13.20 0.14 0.33 0.43* 1.41 0.00 1.41
13.25 0.15 0.34 0.43* 1.39 0.00 1.39
13.30 0.15 0.34 0.43* 1.37 0.00 1.37
13.35 0.15 0.34 0.43* 1.35 0.00 1.35
13.40 0.15 0.34 0.43* 1.33 0.00 1.33
13.45 0.15 0.34 0.43* 1.31 0.00 1.31
13.50 0.15 0.34 0.43* 1.29 0.00 1.29
13.55 0.15 0.34 0.43* 1.27 0.00 1.27
13.60 0.15 0.34 0.43* 1.24 0.00 1.24
13.65 0.15 0.34 0.43* 1.22 0.00 1.22
13.70 0.15 0.34 0.43* 1.20 0.00 1.20
13.75 0.15 0.34 0.43* 1.18 0.00 1.18
13.80 0.15 0.34 0.43* 1.16 0.00 1.16
13.85 0.15 0.34 0.43* 1.14 0.00 1.14
13.90 0.15 0.34 0.43* 1.12 0.00 1.12
13.95 0.15 0.34 0.43* 1.10 0.00 1.10
667
14.00 0.15 0.35 0.43* 1.08 0.00 1.08
14.05 0.15 0.35 0.43* 1.05 0.00 1.05
14.10 0.15 0.35 0.42* 1.03 0.00 1.03
14.15 0.15 0.35 0.42* 1.01 0.00 1.01
14.20 0.15 0.35 0.42* 0.99 0.00 0.99
14.25 0.15 0.35 0.42* 0.97 0.00 0.97
14.30 0.15 0.35 0.42* 0.95 0.00 0.95
14.35 0.15 0.35 0.42* 0.93 0.00 0.93
14.40 0.15 0.35 0.42* 0.91 0.00 0.91
14.45 0.15 0.35 0.42* 0.89 0.00 0.89
14.50 0.15 0.35 0.42* 0.86 0.00 0.86
14.55 0.15 0.35 0.42* 0.84 0.00 0.84
14.60 0.15 0.35 0.42* 0.82 0.00 0.82
14.65 0.15 0.35 0.42* 0.80 0.00 0.80
14.70 0.15 0.35 0.42* 0.78 0.00 0.78
14.75 0.15 0.35 0.42* 0.76 0.00 0.76
14.80 0.16 0.35 0.44* 0.74 0.00 0.74
14.85 0.16 0.36 0.44* 0.72 0.00 0.72
14.90 0.16 0.36 0.44* 0.70 0.00 0.70
14.95 0.16 0.36 0.44* 0.68 0.00 0.68
15.00 0.16 0.36 0.44* 0.66 0.00 0.66
15.05 0.16 0.36 0.45* 0.64 0.00 0.64
15.10 0.17 0.36 0.47* 0.62 0.00 0.62
15.15 0.17 0.36 0.48* 0.60 0.00 0.60
15.20 0.18 0.36 0.49* 0.58 0.00 0.58
15.25 0.18 0.36 0.50* 0.56 0.00 0.56
15.30 0.19 0.36 0.51* 0.54 0.00 0.54
15.35 0.19 0.36 0.53* 0.52 0.00 0.52
15.40 0.19 0.36 0.54* 0.50 0.00 0.50
15.45 0.20 0.36 0.55* 0.49 0.00 0.49
15.50 0.20 0.36 0.56* 0.47 0.00 0.47
15.55 0.21 0.36 0.57* 0.45 0.00 0.45
15.60 0.21 0.36 0.59* 0.43 0.00 0.43
15.65 0.22 0.36 0.60* 0.42 0.00 0.42
15.70 0.22 0.37 0.61* 0.40 0.00 0.40
15.75 0.23 0.37 0.62* 0.38 0.00 0.38
15.80 0.23 0.37 0.63* 0.37 0.00 0.37
15.85 0.24 0.37 0.64* 0.35 0.00 0.35
15.90 0.24 0.37 0.65* 0.34 0.00 0.34
15.95 0.24 0.37 0.67* 0.32 0.00 0.32
16.00 0.25 0.37 0.68* 0.31 0.00 0.31
16.05 0.25 0.37 0.69* 0.29 0.00 0.29
16.10 0.26 0.37 0.70* 0.28 0.00 0.28
16.15 0.26 0.37 0.71* 0.26 0.00 0.26
16.20 0.27 0.37 0.72* 0.25 0.00 0.25
16.25 0.27 0.37 0.73* 0.23 0.00 0.23
16.30 0.28 0.37 0.74* 0.22 0.00 0.22
16.35 0.28 0.37 0.75* 0.21 0.00 0.21
16.40 0.28 0.37 0.77* 0.19 0.00 0.19
16.45 0.29 0.37 0.78* 0.18 0.00 0.18
668
16.50 0.29 0.37 0.79* 0.17 0.00 0.17
16.55 0.30 0.37 0.80* 0.16 0.00 0.16
16.60 0.30 0.37 0.81* 0.15 0.00 0.15
16.65 0.31 0.37 0.82* 0.14 0.00 0.14
16.70 0.31 0.38 0.83* 0.13 0.00 0.13
16.75 0.32 0.38 0.85* 0.12 0.00 0.12
16.80 0.32 0.38 0.86* 0.11 0.00 0.11
16.85 0.33 0.38 0.87* 0.10 0.00 0.10
16.90 0.33 0.38 0.88* 0.10 0.00 0.10
16.95 0.34 0.38 0.90* 0.09 0.00 0.09
17.00 0.34 0.38 0.91* 0.08 0.00 0.08
17.05 0.35 0.38 0.92* 0.08 0.00 0.08
17.10 0.35 0.38 0.93* 0.07 0.00 0.07
17.15 0.36 0.38 0.95* 0.06 0.00 0.06
17.20 0.37 0.38 0.96* 0.06 0.00 0.06
17.25 0.37 0.38 0.98* 0.05 0.00 0.05
17.30 0.38 0.38 0.99* 0.05 0.00 0.05
17.35 0.38 0.38 1.01 0.05 0.00 0.05
17.40 0.39 0.38 1.02 0.04 0.00 0.04
17.45 0.40 0.38 1.04 0.04 0.00 0.04
17.50 0.40 0.38 1.05 0.03 0.00 0.03
17.55 0.41 0.38 1.07 0.03 0.00 0.03
17.60 0.42 0.38 1.09 0.03 0.00 0.03
17.65 0.43 0.38 1.11 0.03 0.00 0.03
17.70 0.43 0.38 1.13 0.02 0.00 0.02
17.75 0.44 0.39 1.15 0.02 0.00 0.02
17.80 0.45 0.39 1.17 0.02 0.00 0.02
17.85 0.46 0.39 1.19 0.02 0.00 0.02
17.90 0.47 0.39 1.21 0.01 0.00 0.01
17.95 0.48 0.39 1.24 0.01 0.00 0.01
18.00 0.49 0.39 1.27 0.01 0.00 0.01
18.05 0.50 0.39 1.30 0.01 0.00 0.01
18.10 0.52 0.39 1.34 0.01 0.00 0.01
18.15 0.54 0.39 1.38 0.01 0.00 0.01
18.20 0.56 0.39 1.44 0.01 0.00 0.01
18.25 0.60 0.39 1.55 0.00 0.00 0.00
18.30 0.69 0.39 1.76 0.00 0.00 0.00
18.35 0.69 0.39 1.76 0.00 0.00 0.00
18.40 0.69 0.39 1.76 0.00 0.00 0.00
18.45 0.69 0.39 1.76 0.00 0.00 0.00
18.50 0.69 0.39 1.76 0.00 0.00 0.00
18.55 0.69 0.39 1.75 0.00 0.00 0.00
18.60 0.69 0.39 1.75 0.00 0.00 0.00
18.65 0.69 0.39 1.75 0.00 0.00 0.00
18.70 0.69 0.39 1.75 0.00 0.00 0.00
18.75 0.69 0.39 1.75 0.00 0.00 0.00
18.80 0.69 0.39 1.75 0.00 0.00 0.00
18.85 0.69 0.39 1.74 0.00 0.00 0.00
18.90 0.69 0.39 1.74 0.00 0.00 0.00
18.95 0.69 0.40 1.74 0.00 0.00 0.00
669
19.00 0.69 0.40 1.74 0.00 0.00 0.00
19.05 0.69 0.40 1.74 0.00 0.00 0.00
19.10 0.69 0.40 1.73 0.00 0.00 0.00
19.15 0.69 0.40 1.73 0.00 0.00 0.00
19.20 0.69 0.40 1.73 0.00 0.00 0.00
19.25 0.69 0.40 1.73 0.00 0.00 0.00
19.30 0.69 0.40 1.73 0.00 0.00 0.00
19.35 0.69 0.40 1.73 0.00 0.00 0.00
19.40 0.69 0.40 1.72 0.00 0.00 0.00
19.45 0.69 0.40 1.72 0.00 0.00 0.00
19.50 0.69 0.40 1.72 0.00 0.00 0.00
19.55 0.69 0.40 1.72 0.00 0.00 0.00
19.60 0.69 0.40 1.72 0.00 0.00 0.00
19.65 0.69 0.40 1.72 0.00 0.00 0.00
19.70 0.69 0.40 1.72 0.00 0.00 0.00
19.75 0.69 0.40 1.71 0.00 0.00 0.00
19.80 0.69 0.40 1.71 0.00 0.00 0.00
19.85 0.69 0.40 1.71 0.00 0.00 0.00
19.90 0.69 0.40 1.71 0.00 0.00 0.00
19.95 0.69 0.40 1.71 0.00 0.00 0.00
20.00 0.69 0.40 1.71 0.00 0.00 0.00
20.05 2.00 0.40 5.00 0.00 0.00 0.00
20.10 2.00 0.40 5.00 0.00 0.00 0.00
20.15 2.00 0.40 5.00 0.00 0.00 0.00
20.20 2.00 0.40 5.00 0.00 0.00 0.00
20.25 2.00 0.41 5.00 0.00 0.00 0.00
20.30 2.00 0.41 5.00 0.00 0.00 0.00
20.35 2.00 0.41 5.00 0.00 0.00 0.00
20.40 2.00 0.41 5.00 0.00 0.00 0.00
20.45 2.00 0.41 5.00 0.00 0.00 0.00
20.50 2.00 0.41 5.00 0.00 0.00 0.00
20.55 2.00 0.41 5.00 0.00 0.00 0.00
20.60 2.00 0.41 5.00 0.00 0.00 0.00
20.65 2.00 0.41 5.00 0.00 0.00 0.00
20.70 2.00 0.41 5.00 0.00 0.00 0.00
20.75 2.00 0.41 5.00 0.00 0.00 0.00
20.80 2.00 0.41 5.00 0.00 0.00 0.00
20.85 2.00 0.41 5.00 0.00 0.00 0.00
20.90 2.00 0.41 5.00 0.00 0.00 0.00
20.95 2.00 0.41 5.00 0.00 0.00 0.00
21.00 2.00 0.41 5.00 0.00 0.00 0.00
21.05 2.00 0.41 5.00 0.00 0.00 0.00
21.10 2.00 0.41 5.00 0.00 0.00 0.00
21.15 2.00 0.41 5.00 0.00 0.00 0.00
21.20 2.00 0.41 5.00 0.00 0.00 0.00
21.25 2.00 0.41 5.00 0.00 0.00 0.00
21.30 2.00 0.41 5.00 0.00 0.00 0.00
21.35 2.00 0.41 5.00 0.00 0.00 0.00
21.40 2.00 0.41 5.00 0.00 0.00 0.00
21.45 2.00 0.41 5.00 0.00 0.00 0.00
670
21.50 2.00 0.41 5.00 0.00 0.00 0.00
21.55 2.00 0.41 5.00 0.00 0.00 0.00
21.60 2.00 0.41 5.00 0.00 0.00 0.00
21.65 2.00 0.41 5.00 0.00 0.00 0.00
21.70 2.00 0.41 5.00 0.00 0.00 0.00
21.75 2.00 0.41 5.00 0.00 0.00 0.00
21.80 2.00 0.42 5.00 0.00 0.00 0.00
21.85 2.00 0.42 5.00 0.00 0.00 0.00
21.90 2.00 0.42 5.00 0.00 0.00 0.00
21.95 2.00 0.42 5.00 0.00 0.00 0.00
22.00 2.00 0.42 5.00 0.00 0.00 0.00
22.05 2.00 0.42 5.00 0.00 0.00 0.00
22.10 2.00 0.42 5.00 0.00 0.00 0.00
22.15 2.00 0.42 5.00 0.00 0.00 0.00
22.20 2.00 0.42 5.00 0.00 0.00 0.00
22.25 2.00 0.42 5.00 0.00 0.00 0.00
22.30 2.00 0.42 5.00 0.00 0.00 0.00
22.35 2.00 0.42 5.00 0.00 0.00 0.00
22.40 2.00 0.42 5.00 0.00 0.00 0.00
22.45 2.00 0.42 5.00 0.00 0.00 0.00
22.50 2.00 0.42 5.00 0.00 0.00 0.00
22.55 2.00 0.42 5.00 0.00 0.00 0.00
22.60 2.00 0.42 5.00 0.00 0.00 0.00
22.65 2.00 0.42 5.00 0.00 0.00 0.00
22.70 2.00 0.42 5.00 0.00 0.00 0.00
22.75 2.00 0.42 5.00 0.00 0.00 0.00
22.80 2.00 0.42 5.00 0.00 0.00 0.00
22.85 2.00 0.42 5.00 0.00 0.00 0.00
22.90 2.00 0.42 5.00 0.00 0.00 0.00
22.95 2.00 0.42 5.00 0.00 0.00 0.00
23.00 2.00 0.42 5.00 0.00 0.00 0.00
23.05 2.00 0.42 5.00 0.00 0.00 0.00
23.10 2.00 0.42 5.00 0.00 0.00 0.00
23.15 2.00 0.42 5.00 0.00 0.00 0.00
23.20 2.00 0.42 5.00 0.00 0.00 0.00
23.25 2.00 0.42 5.00 0.00 0.00 0.00
23.30 2.00 0.42 5.00 0.00 0.00 0.00
23.35 2.00 0.42 5.00 0.00 0.00 0.00
23.40 2.00 0.42 5.00 0.00 0.00 0.00
23.45 2.00 0.42 5.00 0.00 0.00 0.00
23.50 2.00 0.43 5.00 0.00 0.00 0.00
23.55 2.00 0.43 5.00 0.00 0.00 0.00
23.60 2.00 0.43 5.00 0.00 0.00 0.00
23.65 2.00 0.43 5.00 0.00 0.00 0.00
23.70 2.00 0.43 5.00 0.00 0.00 0.00
23.75 2.00 0.43 5.00 0.00 0.00 0.00
23.80 2.00 0.43 5.00 0.00 0.00 0.00
23.85 2.00 0.43 5.00 0.00 0.00 0.00
23.90 2.00 0.43 5.00 0.00 0.00 0.00
23.95 2.00 0.43 5.00 0.00 0.00 0.00
671
24.00 2.00 0.43 5.00 0.00 0.00 0.00
24.05 2.00 0.43 5.00 0.00 0.00 0.00
24.10 2.00 0.43 5.00 0.00 0.00 0.00
24.15 2.00 0.43 5.00 0.00 0.00 0.00
24.20 2.00 0.43 5.00 0.00 0.00 0.00
24.25 2.00 0.43 5.00 0.00 0.00 0.00
24.30 2.00 0.43 5.00 0.00 0.00 0.00
24.35 2.00 0.43 5.00 0.00 0.00 0.00
24.40 2.00 0.43 5.00 0.00 0.00 0.00
24.45 2.00 0.43 5.00 0.00 0.00 0.00
24.50 2.00 0.43 5.00 0.00 0.00 0.00
24.55 2.00 0.43 5.00 0.00 0.00 0.00
24.60 2.00 0.43 5.00 0.00 0.00 0.00
24.65 2.00 0.43 5.00 0.00 0.00 0.00
24.70 2.00 0.43 5.00 0.00 0.00 0.00
24.75 2.00 0.43 5.00 0.00 0.00 0.00
24.80 2.00 0.43 5.00 0.00 0.00 0.00
24.85 2.00 0.43 5.00 0.00 0.00 0.00
24.90 2.00 0.43 5.00 0.00 0.00 0.00
24.95 2.00 0.43 5.00 0.00 0.00 0.00
25.00 2.00 0.43 5.00 0.00 0.00 0.00
25.05 2.00 0.43 5.00 0.00 0.00 0.00
25.10 2.00 0.43 5.00 0.00 0.00 0.00
25.15 2.00 0.43 5.00 0.00 0.00 0.00
25.20 2.00 0.43 5.00 0.00 0.00 0.00
25.25 2.00 0.43 5.00 0.00 0.00 0.00
25.30 2.00 0.43 5.00 0.00 0.00 0.00
25.35 2.00 0.43 5.00 0.00 0.00 0.00
25.40 2.00 0.43 5.00 0.00 0.00 0.00
25.45 2.00 0.43 5.00 0.00 0.00 0.00
25.50 2.00 0.43 5.00 0.00 0.00 0.00
25.55 2.00 0.44 5.00 0.00 0.00 0.00
25.60 2.00 0.44 5.00 0.00 0.00 0.00
25.65 2.00 0.44 5.00 0.00 0.00 0.00
25.70 2.00 0.44 5.00 0.00 0.00 0.00
25.75 2.00 0.44 5.00 0.00 0.00 0.00
25.80 2.00 0.44 5.00 0.00 0.00 0.00
25.85 2.00 0.44 5.00 0.00 0.00 0.00
25.90 2.00 0.44 5.00 0.00 0.00 0.00
25.95 2.00 0.44 5.00 0.00 0.00 0.00
26.00 2.00 0.44 5.00 0.00 0.00 0.00
26.05 2.00 0.44 5.00 0.00 0.00 0.00
26.10 2.00 0.44 5.00 0.00 0.00 0.00
26.15 2.00 0.44 5.00 0.00 0.00 0.00
26.20 2.00 0.44 5.00 0.00 0.00 0.00
26.25 2.00 0.44 5.00 0.00 0.00 0.00
26.30 2.00 0.44 5.00 0.00 0.00 0.00
26.35 2.00 0.44 5.00 0.00 0.00 0.00
26.40 2.00 0.44 5.00 0.00 0.00 0.00
26.45 2.00 0.44 5.00 0.00 0.00 0.00
672
26.50 2.00 0.44 5.00 0.00 0.00 0.00
26.55 2.00 0.44 5.00 0.00 0.00 0.00
26.60 2.00 0.44 5.00 0.00 0.00 0.00
26.65 2.00 0.44 5.00 0.00 0.00 0.00
26.70 2.00 0.44 5.00 0.00 0.00 0.00
26.75 2.00 0.44 5.00 0.00 0.00 0.00
26.80 2.00 0.44 5.00 0.00 0.00 0.00
26.85 2.00 0.44 5.00 0.00 0.00 0.00
26.90 2.00 0.44 5.00 0.00 0.00 0.00
26.95 2.00 0.44 5.00 0.00 0.00 0.00
27.00 2.00 0.44 5.00 0.00 0.00 0.00
27.05 2.00 0.44 5.00 0.00 0.00 0.00
27.10 2.00 0.44 5.00 0.00 0.00 0.00
27.15 2.00 0.44 5.00 0.00 0.00 0.00
27.20 2.00 0.44 5.00 0.00 0.00 0.00
27.25 2.00 0.44 5.00 0.00 0.00 0.00
27.30 2.00 0.44 5.00 0.00 0.00 0.00
27.35 2.00 0.44 5.00 0.00 0.00 0.00
27.40 2.00 0.44 5.00 0.00 0.00 0.00
27.45 2.00 0.44 5.00 0.00 0.00 0.00
27.50 2.00 0.44 5.00 0.00 0.00 0.00
27.55 2.00 0.44 5.00 0.00 0.00 0.00
27.60 2.00 0.44 5.00 0.00 0.00 0.00
27.65 2.00 0.44 5.00 0.00 0.00 0.00
27.70 2.00 0.44 5.00 0.00 0.00 0.00
27.75 2.00 0.44 5.00 0.00 0.00 0.00
27.80 2.00 0.44 5.00 0.00 0.00 0.00
27.85 2.00 0.44 5.00 0.00 0.00 0.00
27.90 2.00 0.44 5.00 0.00 0.00 0.00
27.95 2.00 0.45 5.00 0.00 0.00 0.00
28.00 2.00 0.45 5.00 0.00 0.00 0.00
28.05 2.00 0.45 5.00 0.00 0.00 0.00
28.10 2.00 0.45 5.00 0.00 0.00 0.00
28.15 2.00 0.45 5.00 0.00 0.00 0.00
28.20 2.00 0.45 5.00 0.00 0.00 0.00
28.25 2.00 0.45 5.00 0.00 0.00 0.00
28.30 2.00 0.45 5.00 0.00 0.00 0.00
28.35 2.00 0.45 5.00 0.00 0.00 0.00
28.40 2.00 0.45 5.00 0.00 0.00 0.00
28.45 2.00 0.45 5.00 0.00 0.00 0.00
28.50 2.00 0.45 5.00 0.00 0.00 0.00
28.55 2.00 0.45 5.00 0.00 0.00 0.00
28.60 2.00 0.45 5.00 0.00 0.00 0.00
28.65 2.00 0.45 5.00 0.00 0.00 0.00
28.70 2.00 0.45 5.00 0.00 0.00 0.00
28.75 2.00 0.45 5.00 0.00 0.00 0.00
28.80 2.00 0.45 5.00 0.00 0.00 0.00
28.85 2.00 0.45 5.00 0.00 0.00 0.00
28.90 2.00 0.45 5.00 0.00 0.00 0.00
28.95 2.00 0.45 5.00 0.00 0.00 0.00
673
29.00 2.00 0.45 5.00 0.00 0.00 0.00
29.05 2.00 0.45 5.00 0.00 0.00 0.00
29.10 2.00 0.45 5.00 0.00 0.00 0.00
29.15 2.00 0.45 5.00 0.00 0.00 0.00
29.20 2.00 0.45 5.00 0.00 0.00 0.00
29.25 2.00 0.45 5.00 0.00 0.00 0.00
29.30 2.00 0.45 5.00 0.00 0.00 0.00
29.35 2.00 0.45 5.00 0.00 0.00 0.00
29.40 2.00 0.45 5.00 0.00 0.00 0.00
29.45 2.00 0.45 5.00 0.00 0.00 0.00
29.50 2.00 0.45 5.00 0.00 0.00 0.00
29.55 2.00 0.45 5.00 0.00 0.00 0.00
29.60 2.00 0.45 5.00 0.00 0.00 0.00
29.65 2.00 0.45 5.00 0.00 0.00 0.00
29.70 2.00 0.45 5.00 0.00 0.00 0.00
29.75 2.00 0.45 5.00 0.00 0.00 0.00
29.80 2.00 0.45 5.00 0.00 0.00 0.00
29.85 2.00 0.45 5.00 0.00 0.00 0.00
29.90 2.00 0.45 5.00 0.00 0.00 0.00
29.95 2.00 0.45 5.00 0.00 0.00 0.00
30.00 2.00 0.45 5.00 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Welcome to LiquefyPro!
____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils
674
LiquefyPro CivilTech Software USA www.civiltech.com
CivilTech Corporation
LIQUEFACTION ANALYSIS
24G24151_El Camino Real Hotel
1801 N. El Camino Real Plate A-1
Hole No.=2 Water Depth=11 ft Surface Elev.=24.5 Magnitude=6.62 Acceleration=0.503g
(ft)
0 10
20 30
40 50
60 70
ML-CL
ML-CL
ML-CL
CH-ML-CL
SM
ML-MH
ML-CL
SC
ML-MH-CL
ML-MH-CL
ML-MH-CL
Shear Stress Ratio
CRR CSR fs1
Shaded Zone has Liquefaction Potential
01 Factor of Safety Soil Description
05 1
Settlement
Saturated
Unsaturat.
S = 9.28 in.
0 (in.) 10
fs1=1
675
************************************************************************************ *******************
LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltech.com
************************************************************************************ *******************
Font: Courier New, Regular, Size 8 is recommended for this report.
Licensed to , 12/27/2024 1:06:04 PM
Input File Name: C:\Users\Office\Desktop\Appendix F_Liquefaction\1801 N. El Camino Real_Boring 2.liq
Title: 24G24151_El Camino Real Hotel
Subtitle: 1801 N. El Camino Real
Surface Elev.=24.5
Hole No.=2
Depth of Hole= 50.00 ft
Water Table during Earthquake= 11.00 ft
Water Table during In-Situ Testing= 11.00 ft
Max. Acceleration= 0.5 g
Earthquake Magnitude= 6.62
Input Data:
Surface Elev.=24.5
Hole No.=2
Depth of Hole=50.00 ft
Water Table during Earthquake= 11.00 ft
Water Table during In-Situ Testing= 11.00 ft
Max. Acceleration=0.5 g
Earthquake Magnitude=6.62
No-Liquefiable Soils: CL, OL are Non-Liq. Soil
1. SPT or BPT Calculation.
2. Settlement Analysis Method: Ishihara / Yoshimine
3. Fines Correction for Liquefaction: Idriss/Seed
4. Fine Correction for Settlement: During Liquefaction*
5. Settlement Calculation in: All zones*
6. Hammer Energy Ratio, Ce = 1
7. Borehole Diameter, Cb= 1
8. Sampling Method, Cs= 1
9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1)
10. Use Curve Smoothing: Yes*
* Recommended Options
In-Situ Test Data:
676
Depth SPT gamma Fines
ft pcf %
____________________________________
5.00 2.00 107.10 85.00
10.00 4.00 118.40 85.00
15.00 4.00 122.50 85.00
20.00 5.00 127.70 50.00
25.00 6.00 121.00 50.00
30.00 7.00 123.10 71.00
35.00 18.00 123.10 50.00
40.00 33.00 126.50 NoLiq
45.00 45.00 124.90 NoLiq
50.00 40.00 125.30 NoLiq
____________________________________
Output Results:
Settlement of Saturated Sands=8.96 in.
Settlement of Unsaturated Sands=0.32 in.
Total Settlement of Saturated and Unsaturated Sands=9.28 in.
Differential Settlement=4.642 to 6.127 in.
Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in. in.
_______________________________________________________
5.00 0.12 0.32 5.00 8.96 0.32 9.28
5.05 0.12 0.32 5.00 8.96 0.32 9.28
5.10 0.12 0.32 5.00 8.96 0.32 9.28
5.15 0.12 0.32 5.00 8.96 0.32 9.28
5.20 0.12 0.32 5.00 8.96 0.32 9.28
5.25 0.12 0.32 5.00 8.96 0.32 9.28
5.30 0.13 0.32 5.00 8.96 0.31 9.27
5.35 0.13 0.32 5.00 8.96 0.31 9.27
5.40 0.13 0.32 5.00 8.96 0.31 9.27
5.45 0.13 0.32 5.00 8.96 0.31 9.27
5.50 0.13 0.32 5.00 8.96 0.31 9.27
5.55 0.13 0.32 5.00 8.96 0.31 9.27
5.60 0.13 0.32 5.00 8.96 0.31 9.27
5.65 0.13 0.32 5.00 8.96 0.30 9.26
5.70 0.13 0.32 5.00 8.96 0.30 9.26
5.75 0.13 0.32 5.00 8.96 0.30 9.26
5.80 0.13 0.32 5.00 8.96 0.30 9.26
5.85 0.13 0.32 5.00 8.96 0.30 9.26
5.90 0.13 0.32 5.00 8.96 0.30 9.26
5.95 0.13 0.32 5.00 8.96 0.29 9.25
6.00 0.13 0.32 5.00 8.96 0.29 9.25
6.05 0.13 0.32 5.00 8.96 0.29 9.25
6.10 0.13 0.32 5.00 8.96 0.29 9.25
6.15 0.13 0.32 5.00 8.96 0.29 9.25
6.20 0.13 0.32 5.00 8.96 0.29 9.25
6.25 0.13 0.32 5.00 8.96 0.28 9.24
677
6.30 0.13 0.32 5.00 8.96 0.28 9.24
6.35 0.13 0.32 5.00 8.96 0.28 9.24
6.40 0.13 0.32 5.00 8.96 0.28 9.24
6.45 0.13 0.32 5.00 8.96 0.28 9.24
6.50 0.13 0.32 5.00 8.96 0.27 9.23
6.55 0.14 0.32 5.00 8.96 0.27 9.23
6.60 0.14 0.32 5.00 8.96 0.27 9.23
6.65 0.14 0.32 5.00 8.96 0.27 9.23
6.70 0.14 0.32 5.00 8.96 0.27 9.23
6.75 0.14 0.32 5.00 8.96 0.27 9.23
6.80 0.14 0.32 5.00 8.96 0.26 9.22
6.85 0.14 0.32 5.00 8.96 0.26 9.22
6.90 0.14 0.32 5.00 8.96 0.26 9.22
6.95 0.14 0.32 5.00 8.96 0.26 9.22
7.00 0.14 0.32 5.00 8.96 0.26 9.22
7.05 0.14 0.32 5.00 8.96 0.25 9.21
7.10 0.14 0.32 5.00 8.96 0.25 9.21
7.15 0.14 0.32 5.00 8.96 0.25 9.21
7.20 0.14 0.32 5.00 8.96 0.25 9.21
7.25 0.14 0.32 5.00 8.96 0.24 9.20
7.30 0.14 0.32 5.00 8.96 0.24 9.20
7.35 0.14 0.32 5.00 8.96 0.24 9.20
7.40 0.14 0.32 5.00 8.96 0.24 9.20
7.45 0.14 0.32 5.00 8.96 0.24 9.20
7.50 0.14 0.32 5.00 8.96 0.23 9.19
7.55 0.14 0.32 5.00 8.96 0.23 9.19
7.60 0.14 0.32 5.00 8.96 0.23 9.19
7.65 0.14 0.32 5.00 8.96 0.23 9.19
7.70 0.14 0.32 5.00 8.96 0.22 9.18
7.75 0.14 0.32 5.00 8.96 0.22 9.18
7.80 0.14 0.32 5.00 8.96 0.22 9.18
7.85 0.14 0.32 5.00 8.96 0.22 9.18
7.90 0.14 0.32 5.00 8.96 0.21 9.17
7.95 0.14 0.32 5.00 8.96 0.21 9.17
8.00 0.14 0.32 5.00 8.96 0.21 9.17
8.05 0.14 0.32 5.00 8.96 0.20 9.16
8.10 0.14 0.32 5.00 8.96 0.20 9.16
8.15 0.14 0.32 5.00 8.96 0.20 9.16
8.20 0.14 0.32 5.00 8.96 0.19 9.15
8.25 0.15 0.32 5.00 8.96 0.19 9.15
8.30 0.15 0.32 5.00 8.96 0.19 9.15
8.35 0.15 0.32 5.00 8.96 0.19 9.15
8.40 0.15 0.32 5.00 8.96 0.18 9.14
8.45 0.15 0.32 5.00 8.96 0.18 9.14
8.50 0.15 0.32 5.00 8.96 0.18 9.14
8.55 0.15 0.32 5.00 8.96 0.18 9.14
8.60 0.15 0.32 5.00 8.96 0.17 9.13
8.65 0.15 0.32 5.00 8.96 0.17 9.13
8.70 0.15 0.32 5.00 8.96 0.17 9.13
8.75 0.15 0.32 5.00 8.96 0.16 9.12
678
8.80 0.15 0.32 5.00 8.96 0.16 9.12
8.85 0.15 0.32 5.00 8.96 0.16 9.12
8.90 0.15 0.32 5.00 8.96 0.15 9.11
8.95 0.15 0.32 5.00 8.96 0.15 9.11
9.00 0.16 0.32 5.00 8.96 0.15 9.11
9.05 0.16 0.32 5.00 8.96 0.14 9.10
9.10 0.16 0.32 5.00 8.96 0.14 9.10
9.15 0.16 0.32 5.00 8.96 0.14 9.10
9.20 0.16 0.32 5.00 8.96 0.13 9.09
9.25 0.16 0.32 5.00 8.96 0.13 9.09
9.30 0.16 0.32 5.00 8.96 0.13 9.09
9.35 0.16 0.32 5.00 8.96 0.12 9.08
9.40 0.16 0.32 5.00 8.96 0.12 9.08
9.45 0.16 0.32 5.00 8.96 0.11 9.07
9.50 0.16 0.32 5.00 8.96 0.11 9.07
9.55 0.16 0.32 5.00 8.96 0.11 9.07
9.60 0.16 0.32 5.00 8.96 0.10 9.06
9.65 0.16 0.32 5.00 8.96 0.10 9.06
9.70 0.16 0.32 5.00 8.96 0.09 9.05
9.75 0.16 0.32 5.00 8.96 0.09 9.05
9.80 0.16 0.32 5.00 8.96 0.08 9.04
9.85 0.16 0.32 5.00 8.96 0.08 9.04
9.90 0.16 0.32 5.00 8.96 0.08 9.04
9.95 0.16 0.32 5.00 8.96 0.07 9.03
10.00 0.16 0.32 5.00 8.96 0.07 9.03
10.05 0.16 0.32 5.00 8.96 0.06 9.02
10.10 0.16 0.32 5.00 8.96 0.05 9.01
10.15 0.16 0.32 5.00 8.96 0.05 9.01
10.20 0.16 0.32 5.00 8.96 0.04 9.00
10.25 0.16 0.32 5.00 8.96 0.04 9.00
10.30 0.16 0.32 5.00 8.96 0.03 8.99
10.35 0.16 0.32 5.00 8.96 0.03 8.99
10.40 0.16 0.32 5.00 8.96 0.02 8.98
10.45 0.16 0.32 5.00 8.96 0.02 8.98
10.50 0.16 0.32 5.00 8.96 0.02 8.98
10.55 0.16 0.32 5.00 8.96 0.02 8.98
10.60 0.16 0.32 5.00 8.96 0.02 8.98
10.65 0.16 0.32 5.00 8.96 0.01 8.97
10.70 0.16 0.32 5.00 8.96 0.01 8.97
10.75 0.16 0.32 5.00 8.96 0.01 8.97
10.80 0.16 0.32 5.00 8.96 0.01 8.97
10.85 0.16 0.32 5.00 8.96 0.01 8.97
10.90 0.16 0.32 5.00 8.96 0.00 8.96
10.95 0.16 0.32 5.00 8.96 0.00 8.96
11.00 0.15 0.32 0.49* 8.96 0.00 8.96
11.05 0.15 0.32 0.48* 8.94 0.00 8.94
11.10 0.15 0.32 0.48* 8.92 0.00 8.92
11.15 0.15 0.32 0.48* 8.90 0.00 8.90
11.20 0.15 0.32 0.48* 8.88 0.00 8.88
11.25 0.15 0.32 0.48* 8.86 0.00 8.86
679
11.30 0.15 0.32 0.48* 8.84 0.00 8.84
11.35 0.15 0.32 0.48* 8.82 0.00 8.82
11.40 0.15 0.32 0.47* 8.80 0.00 8.80
11.45 0.15 0.33 0.47* 8.78 0.00 8.78
11.50 0.15 0.33 0.47* 8.75 0.00 8.75
11.55 0.15 0.33 0.47* 8.73 0.00 8.73
11.60 0.15 0.33 0.47* 8.71 0.00 8.71
11.65 0.15 0.33 0.47* 8.69 0.00 8.69
11.70 0.15 0.33 0.47* 8.67 0.00 8.67
11.75 0.15 0.33 0.47* 8.65 0.00 8.65
11.80 0.15 0.33 0.46* 8.63 0.00 8.63
11.85 0.15 0.33 0.46* 8.61 0.00 8.61
11.90 0.15 0.33 0.46* 8.59 0.00 8.59
11.95 0.15 0.33 0.46* 8.57 0.00 8.57
12.00 0.15 0.33 0.46* 8.55 0.00 8.55
12.05 0.15 0.33 0.46* 8.53 0.00 8.53
12.10 0.15 0.33 0.46* 8.51 0.00 8.51
12.15 0.15 0.34 0.46* 8.49 0.00 8.49
12.20 0.15 0.34 0.45* 8.47 0.00 8.47
12.25 0.15 0.34 0.45* 8.45 0.00 8.45
12.30 0.15 0.34 0.45* 8.42 0.00 8.42
12.35 0.15 0.34 0.45* 8.40 0.00 8.40
12.40 0.15 0.34 0.45* 8.38 0.00 8.38
12.45 0.15 0.34 0.45* 8.36 0.00 8.36
12.50 0.15 0.34 0.45* 8.34 0.00 8.34
12.55 0.15 0.34 0.45* 8.32 0.00 8.32
12.60 0.15 0.34 0.45* 8.30 0.00 8.30
12.65 0.15 0.34 0.44* 8.28 0.00 8.28
12.70 0.15 0.34 0.44* 8.26 0.00 8.26
12.75 0.15 0.34 0.44* 8.24 0.00 8.24
12.80 0.15 0.34 0.44* 8.22 0.00 8.22
12.85 0.15 0.34 0.44* 8.20 0.00 8.20
12.90 0.15 0.35 0.44* 8.18 0.00 8.18
12.95 0.15 0.35 0.44* 8.16 0.00 8.16
13.00 0.15 0.35 0.44* 8.14 0.00 8.14
13.05 0.15 0.35 0.44* 8.11 0.00 8.11
13.10 0.15 0.35 0.43* 8.09 0.00 8.09
13.15 0.15 0.35 0.43* 8.07 0.00 8.07
13.20 0.15 0.35 0.43* 8.05 0.00 8.05
13.25 0.15 0.35 0.43* 8.03 0.00 8.03
13.30 0.15 0.35 0.43* 8.01 0.00 8.01
13.35 0.15 0.35 0.43* 7.99 0.00 7.99
13.40 0.15 0.35 0.43* 7.97 0.00 7.97
13.45 0.15 0.35 0.43* 7.95 0.00 7.95
13.50 0.15 0.35 0.43* 7.93 0.00 7.93
13.55 0.15 0.35 0.43* 7.91 0.00 7.91
13.60 0.15 0.35 0.42* 7.89 0.00 7.89
13.65 0.15 0.35 0.42* 7.87 0.00 7.87
13.70 0.15 0.36 0.42* 7.84 0.00 7.84
13.75 0.15 0.36 0.42* 7.82 0.00 7.82
680
13.80 0.15 0.36 0.42* 7.80 0.00 7.80
13.85 0.15 0.36 0.42* 7.78 0.00 7.78
13.90 0.15 0.36 0.42* 7.76 0.00 7.76
13.95 0.15 0.36 0.42* 7.74 0.00 7.74
14.00 0.15 0.36 0.42* 7.72 0.00 7.72
14.05 0.15 0.36 0.42* 7.70 0.00 7.70
14.10 0.15 0.36 0.42* 7.68 0.00 7.68
14.15 0.15 0.36 0.41* 7.66 0.00 7.66
14.20 0.15 0.36 0.41* 7.64 0.00 7.64
14.25 0.15 0.36 0.41* 7.62 0.00 7.62
14.30 0.15 0.36 0.41* 7.59 0.00 7.59
14.35 0.15 0.36 0.41* 7.57 0.00 7.57
14.40 0.15 0.36 0.41* 7.55 0.00 7.55
14.45 0.15 0.36 0.41* 7.53 0.00 7.53
14.50 0.15 0.36 0.41* 7.51 0.00 7.51
14.55 0.15 0.36 0.41* 7.49 0.00 7.49
14.60 0.15 0.37 0.41* 7.47 0.00 7.47
14.65 0.15 0.37 0.41* 7.45 0.00 7.45
14.70 0.15 0.37 0.41* 7.43 0.00 7.43
14.75 0.15 0.37 0.40* 7.41 0.00 7.41
14.80 0.16 0.37 0.43* 7.39 0.00 7.39
14.85 0.16 0.37 0.43* 7.36 0.00 7.36
14.90 0.16 0.37 0.43* 7.34 0.00 7.34
14.95 0.16 0.37 0.42* 7.32 0.00 7.32
15.00 0.16 0.37 0.42* 7.30 0.00 7.30
15.05 0.16 0.37 0.42* 7.28 0.00 7.28
15.10 0.16 0.37 0.42* 7.26 0.00 7.26
15.15 0.16 0.37 0.42* 7.24 0.00 7.24
15.20 0.16 0.37 0.42* 7.22 0.00 7.22
15.25 0.16 0.37 0.42* 7.20 0.00 7.20
15.30 0.16 0.37 0.42* 7.18 0.00 7.18
15.35 0.16 0.37 0.42* 7.16 0.00 7.16
15.40 0.16 0.37 0.42* 7.14 0.00 7.14
15.45 0.16 0.37 0.42* 7.12 0.00 7.12
15.50 0.16 0.37 0.42* 7.10 0.00 7.10
15.55 0.16 0.38 0.42* 7.08 0.00 7.08
15.60 0.16 0.38 0.42* 7.06 0.00 7.06
15.65 0.16 0.38 0.42* 7.04 0.00 7.04
15.70 0.16 0.38 0.42* 7.02 0.00 7.02
15.75 0.16 0.38 0.42* 7.00 0.00 7.00
15.80 0.16 0.38 0.42* 6.98 0.00 6.98
15.85 0.16 0.38 0.42* 6.96 0.00 6.96
15.90 0.16 0.38 0.42* 6.94 0.00 6.94
15.95 0.16 0.38 0.42* 6.92 0.00 6.92
16.00 0.16 0.38 0.42* 6.90 0.00 6.90
16.05 0.16 0.38 0.42* 6.88 0.00 6.88
16.10 0.16 0.38 0.42* 6.86 0.00 6.86
16.15 0.16 0.38 0.42* 6.84 0.00 6.84
16.20 0.16 0.38 0.42* 6.82 0.00 6.82
16.25 0.16 0.38 0.42* 6.80 0.00 6.80
681
16.30 0.16 0.38 0.42* 6.78 0.00 6.78
16.35 0.16 0.38 0.42* 6.76 0.00 6.76
16.40 0.16 0.38 0.42* 6.74 0.00 6.74
16.45 0.16 0.38 0.42* 6.72 0.00 6.72
16.50 0.16 0.38 0.42* 6.70 0.00 6.70
16.55 0.16 0.38 0.42* 6.68 0.00 6.68
16.60 0.16 0.39 0.42* 6.66 0.00 6.66
16.65 0.16 0.39 0.42* 6.64 0.00 6.64
16.70 0.16 0.39 0.42* 6.62 0.00 6.62
16.75 0.16 0.39 0.42* 6.60 0.00 6.60
16.80 0.16 0.39 0.42* 6.58 0.00 6.58
16.85 0.16 0.39 0.42* 6.56 0.00 6.56
16.90 0.16 0.39 0.42* 6.54 0.00 6.54
16.95 0.16 0.39 0.41* 6.52 0.00 6.52
17.00 0.16 0.39 0.41* 6.50 0.00 6.50
17.05 0.16 0.39 0.41* 6.48 0.00 6.48
17.10 0.16 0.39 0.41* 6.46 0.00 6.46
17.15 0.16 0.39 0.41* 6.44 0.00 6.44
17.20 0.16 0.39 0.41* 6.42 0.00 6.42
17.25 0.16 0.39 0.41* 6.40 0.00 6.40
17.30 0.16 0.39 0.41* 6.38 0.00 6.38
17.35 0.16 0.39 0.41* 6.35 0.00 6.35
17.40 0.16 0.39 0.41* 6.33 0.00 6.33
17.45 0.16 0.39 0.41* 6.31 0.00 6.31
17.50 0.16 0.39 0.41* 6.29 0.00 6.29
17.55 0.16 0.39 0.41* 6.28 0.00 6.28
17.60 0.16 0.39 0.41* 6.26 0.00 6.26
17.65 0.16 0.39 0.41* 6.24 0.00 6.24
17.70 0.16 0.39 0.41* 6.22 0.00 6.22
17.75 0.16 0.39 0.41* 6.20 0.00 6.20
17.80 0.16 0.40 0.41* 6.18 0.00 6.18
17.85 0.16 0.40 0.41* 6.16 0.00 6.16
17.90 0.16 0.40 0.41* 6.14 0.00 6.14
17.95 0.16 0.40 0.41* 6.12 0.00 6.12
18.00 0.16 0.40 0.41* 6.10 0.00 6.10
18.05 0.16 0.40 0.41* 6.08 0.00 6.08
18.10 0.16 0.40 0.41* 6.06 0.00 6.06
18.15 0.16 0.40 0.41* 6.04 0.00 6.04
18.20 0.16 0.40 0.41* 6.02 0.00 6.02
18.25 0.16 0.40 0.41* 6.00 0.00 6.00
18.30 0.16 0.40 0.41* 5.98 0.00 5.98
18.35 0.16 0.40 0.41* 5.96 0.00 5.96
18.40 0.16 0.40 0.41* 5.94 0.00 5.94
18.45 0.16 0.40 0.41* 5.92 0.00 5.92
18.50 0.16 0.40 0.41* 5.90 0.00 5.90
18.55 0.16 0.40 0.41* 5.88 0.00 5.88
18.60 0.16 0.40 0.41* 5.86 0.00 5.86
18.65 0.16 0.40 0.41* 5.84 0.00 5.84
18.70 0.16 0.40 0.41* 5.82 0.00 5.82
18.75 0.16 0.40 0.41* 5.80 0.00 5.80
682
18.80 0.17 0.40 0.41* 5.78 0.00 5.78
18.85 0.17 0.40 0.41* 5.76 0.00 5.76
18.90 0.17 0.40 0.41* 5.74 0.00 5.74
18.95 0.17 0.40 0.41* 5.72 0.00 5.72
19.00 0.17 0.40 0.41* 5.70 0.00 5.70
19.05 0.17 0.40 0.41* 5.68 0.00 5.68
19.10 0.17 0.40 0.41* 5.66 0.00 5.66
19.15 0.17 0.41 0.41* 5.64 0.00 5.64
19.20 0.17 0.41 0.41* 5.62 0.00 5.62
19.25 0.17 0.41 0.41* 5.60 0.00 5.60
19.30 0.17 0.41 0.41* 5.58 0.00 5.58
19.35 0.17 0.41 0.41* 5.56 0.00 5.56
19.40 0.17 0.41 0.41* 5.54 0.00 5.54
19.45 0.17 0.41 0.41* 5.52 0.00 5.52
19.50 0.17 0.41 0.41* 5.50 0.00 5.50
19.55 0.17 0.41 0.41* 5.48 0.00 5.48
19.60 0.17 0.41 0.41* 5.46 0.00 5.46
19.65 0.17 0.41 0.41* 5.44 0.00 5.44
19.70 0.17 0.41 0.41* 5.42 0.00 5.42
19.75 0.17 0.41 0.41* 5.40 0.00 5.40
19.80 0.17 0.41 0.41* 5.38 0.00 5.38
19.85 0.17 0.41 0.41* 5.36 0.00 5.36
19.90 0.17 0.41 0.41* 5.34 0.00 5.34
19.95 0.17 0.41 0.41* 5.32 0.00 5.32
20.00 0.17 0.41 0.41* 5.30 0.00 5.30
20.05 0.17 0.41 0.41* 5.28 0.00 5.28
20.10 0.17 0.41 0.41* 5.26 0.00 5.26
20.15 0.17 0.41 0.41* 5.25 0.00 5.25
20.20 0.17 0.41 0.41* 5.23 0.00 5.23
20.25 0.17 0.41 0.41* 5.21 0.00 5.21
20.30 0.17 0.41 0.41* 5.19 0.00 5.19
20.35 0.17 0.41 0.41* 5.17 0.00 5.17
20.40 0.17 0.41 0.41* 5.15 0.00 5.15
20.45 0.17 0.41 0.41* 5.13 0.00 5.13
20.50 0.17 0.41 0.41* 5.11 0.00 5.11
20.55 0.17 0.41 0.41* 5.09 0.00 5.09
20.60 0.17 0.41 0.41* 5.07 0.00 5.07
20.65 0.17 0.41 0.41* 5.05 0.00 5.05
20.70 0.17 0.42 0.41* 5.03 0.00 5.03
20.75 0.17 0.42 0.41* 5.01 0.00 5.01
20.80 0.17 0.42 0.41* 4.99 0.00 4.99
20.85 0.17 0.42 0.41* 4.97 0.00 4.97
20.90 0.17 0.42 0.41* 4.95 0.00 4.95
20.95 0.17 0.42 0.41* 4.93 0.00 4.93
21.00 0.17 0.42 0.41* 4.91 0.00 4.91
21.05 0.17 0.42 0.41* 4.89 0.00 4.89
21.10 0.17 0.42 0.41* 4.87 0.00 4.87
21.15 0.17 0.42 0.41* 4.85 0.00 4.85
21.20 0.17 0.42 0.41* 4.83 0.00 4.83
21.25 0.17 0.42 0.41* 4.82 0.00 4.82
683
21.30 0.17 0.42 0.41* 4.80 0.00 4.80
21.35 0.17 0.42 0.41* 4.78 0.00 4.78
21.40 0.17 0.42 0.41* 4.76 0.00 4.76
21.45 0.17 0.42 0.41* 4.74 0.00 4.74
21.50 0.17 0.42 0.41* 4.72 0.00 4.72
21.55 0.17 0.42 0.41* 4.70 0.00 4.70
21.60 0.17 0.42 0.41* 4.68 0.00 4.68
21.65 0.17 0.42 0.41* 4.66 0.00 4.66
21.70 0.17 0.42 0.41* 4.64 0.00 4.64
21.75 0.17 0.42 0.41* 4.62 0.00 4.62
21.80 0.17 0.42 0.41* 4.60 0.00 4.60
21.85 0.17 0.42 0.41* 4.58 0.00 4.58
21.90 0.17 0.42 0.41* 4.56 0.00 4.56
21.95 0.17 0.42 0.41* 4.54 0.00 4.54
22.00 0.17 0.42 0.41* 4.52 0.00 4.52
22.05 0.17 0.42 0.41* 4.50 0.00 4.50
22.10 0.17 0.42 0.41* 4.48 0.00 4.48
22.15 0.17 0.42 0.41* 4.47 0.00 4.47
22.20 0.17 0.42 0.41* 4.45 0.00 4.45
22.25 0.17 0.42 0.41* 4.43 0.00 4.43
22.30 0.17 0.42 0.41* 4.41 0.00 4.41
22.35 0.17 0.42 0.41* 4.39 0.00 4.39
22.40 0.17 0.42 0.41* 4.37 0.00 4.37
22.45 0.17 0.43 0.41* 4.35 0.00 4.35
22.50 0.17 0.43 0.41* 4.33 0.00 4.33
22.55 0.17 0.43 0.41* 4.31 0.00 4.31
22.60 0.17 0.43 0.41* 4.29 0.00 4.29
22.65 0.17 0.43 0.41* 4.27 0.00 4.27
22.70 0.17 0.43 0.41* 4.25 0.00 4.25
22.75 0.17 0.43 0.41* 4.23 0.00 4.23
22.80 0.17 0.43 0.41* 4.21 0.00 4.21
22.85 0.17 0.43 0.41* 4.19 0.00 4.19
22.90 0.17 0.43 0.41* 4.18 0.00 4.18
22.95 0.17 0.43 0.41* 4.16 0.00 4.16
23.00 0.17 0.43 0.41* 4.14 0.00 4.14
23.05 0.17 0.43 0.41* 4.12 0.00 4.12
23.10 0.17 0.43 0.41* 4.10 0.00 4.10
23.15 0.17 0.43 0.41* 4.08 0.00 4.08
23.20 0.17 0.43 0.41* 4.06 0.00 4.06
23.25 0.17 0.43 0.41* 4.04 0.00 4.04
23.30 0.17 0.43 0.41* 4.02 0.00 4.02
23.35 0.17 0.43 0.41* 4.00 0.00 4.00
23.40 0.17 0.43 0.41* 3.98 0.00 3.98
23.45 0.17 0.43 0.41* 3.96 0.00 3.96
23.50 0.17 0.43 0.41* 3.94 0.00 3.94
23.55 0.17 0.43 0.41* 3.93 0.00 3.93
23.60 0.17 0.43 0.41* 3.91 0.00 3.91
23.65 0.17 0.43 0.41* 3.89 0.00 3.89
23.70 0.17 0.43 0.41* 3.87 0.00 3.87
23.75 0.17 0.43 0.41* 3.85 0.00 3.85
684
23.80 0.18 0.43 0.41* 3.83 0.00 3.83
23.85 0.18 0.43 0.41* 3.81 0.00 3.81
23.90 0.18 0.43 0.41* 3.79 0.00 3.79
23.95 0.18 0.43 0.41* 3.77 0.00 3.77
24.00 0.18 0.43 0.41* 3.75 0.00 3.75
24.05 0.18 0.43 0.41* 3.73 0.00 3.73
24.10 0.18 0.43 0.41* 3.71 0.00 3.71
24.15 0.18 0.43 0.41* 3.70 0.00 3.70
24.20 0.18 0.43 0.41* 3.68 0.00 3.68
24.25 0.18 0.43 0.41* 3.66 0.00 3.66
24.30 0.18 0.43 0.41* 3.64 0.00 3.64
24.35 0.18 0.43 0.41* 3.62 0.00 3.62
24.40 0.18 0.43 0.41* 3.60 0.00 3.60
24.45 0.18 0.44 0.41* 3.58 0.00 3.58
24.50 0.18 0.44 0.41* 3.56 0.00 3.56
24.55 0.18 0.44 0.41* 3.54 0.00 3.54
24.60 0.18 0.44 0.41* 3.52 0.00 3.52
24.65 0.18 0.44 0.41* 3.50 0.00 3.50
24.70 0.18 0.44 0.41* 3.49 0.00 3.49
24.75 0.18 0.44 0.41* 3.47 0.00 3.47
24.80 0.18 0.44 0.41* 3.45 0.00 3.45
24.85 0.18 0.44 0.41* 3.43 0.00 3.43
24.90 0.18 0.44 0.41* 3.41 0.00 3.41
24.95 0.18 0.44 0.41* 3.39 0.00 3.39
25.00 0.18 0.44 0.41* 3.37 0.00 3.37
25.05 0.18 0.44 0.41* 3.35 0.00 3.35
25.10 0.18 0.44 0.41* 3.33 0.00 3.33
25.15 0.18 0.44 0.41* 3.31 0.00 3.31
25.20 0.18 0.44 0.41* 3.30 0.00 3.30
25.25 0.18 0.44 0.41* 3.28 0.00 3.28
25.30 0.18 0.44 0.41* 3.26 0.00 3.26
25.35 0.18 0.44 0.41* 3.24 0.00 3.24
25.40 0.18 0.44 0.41* 3.22 0.00 3.22
25.45 0.18 0.44 0.41* 3.20 0.00 3.20
25.50 0.18 0.44 0.41* 3.18 0.00 3.18
25.55 0.18 0.44 0.41* 3.16 0.00 3.16
25.60 0.18 0.44 0.41* 3.14 0.00 3.14
25.65 0.18 0.44 0.41* 3.12 0.00 3.12
25.70 0.18 0.44 0.41* 3.11 0.00 3.11
25.75 0.18 0.44 0.41* 3.09 0.00 3.09
25.80 0.18 0.44 0.41* 3.07 0.00 3.07
25.85 0.18 0.44 0.41* 3.05 0.00 3.05
25.90 0.18 0.44 0.41* 3.03 0.00 3.03
25.95 0.18 0.44 0.41* 3.01 0.00 3.01
26.00 0.18 0.44 0.41* 2.99 0.00 2.99
26.05 0.18 0.44 0.41* 2.97 0.00 2.97
26.10 0.18 0.44 0.41* 2.95 0.00 2.95
26.15 0.18 0.44 0.41* 2.94 0.00 2.94
26.20 0.18 0.44 0.41* 2.92 0.00 2.92
26.25 0.18 0.44 0.41* 2.90 0.00 2.90
685
26.30 0.18 0.44 0.41* 2.88 0.00 2.88
26.35 0.18 0.44 0.41* 2.86 0.00 2.86
26.40 0.18 0.44 0.41* 2.84 0.00 2.84
26.45 0.18 0.44 0.41* 2.82 0.00 2.82
26.50 0.18 0.44 0.41* 2.80 0.00 2.80
26.55 0.18 0.44 0.41* 2.79 0.00 2.79
26.60 0.18 0.44 0.41* 2.77 0.00 2.77
26.65 0.18 0.44 0.41* 2.75 0.00 2.75
26.70 0.18 0.44 0.41* 2.73 0.00 2.73
26.75 0.18 0.44 0.41* 2.71 0.00 2.71
26.80 0.18 0.45 0.41* 2.69 0.00 2.69
26.85 0.18 0.45 0.41* 2.67 0.00 2.67
26.90 0.18 0.45 0.41* 2.65 0.00 2.65
26.95 0.18 0.45 0.41* 2.63 0.00 2.63
27.00 0.18 0.45 0.41* 2.62 0.00 2.62
27.05 0.18 0.45 0.41* 2.60 0.00 2.60
27.10 0.18 0.45 0.41* 2.58 0.00 2.58
27.15 0.18 0.45 0.41* 2.56 0.00 2.56
27.20 0.18 0.45 0.41* 2.54 0.00 2.54
27.25 0.18 0.45 0.41* 2.52 0.00 2.52
27.30 0.18 0.45 0.41* 2.50 0.00 2.50
27.35 0.18 0.45 0.41* 2.48 0.00 2.48
27.40 0.18 0.45 0.41* 2.47 0.00 2.47
27.45 0.18 0.45 0.41* 2.45 0.00 2.45
27.50 0.18 0.45 0.41* 2.43 0.00 2.43
27.55 0.18 0.45 0.41* 2.41 0.00 2.41
27.60 0.18 0.45 0.41* 2.39 0.00 2.39
27.65 0.18 0.45 0.41* 2.37 0.00 2.37
27.70 0.18 0.45 0.41* 2.35 0.00 2.35
27.75 0.18 0.45 0.41* 2.34 0.00 2.34
27.80 0.18 0.45 0.41* 2.32 0.00 2.32
27.85 0.18 0.45 0.41* 2.30 0.00 2.30
27.90 0.19 0.45 0.42* 2.28 0.00 2.28
27.95 0.19 0.45 0.42* 2.26 0.00 2.26
28.00 0.19 0.45 0.42* 2.24 0.00 2.24
28.05 0.19 0.45 0.42* 2.22 0.00 2.22
28.10 0.19 0.45 0.42* 2.21 0.00 2.21
28.15 0.19 0.45 0.42* 2.19 0.00 2.19
28.20 0.19 0.45 0.42* 2.17 0.00 2.17
28.25 0.19 0.45 0.42* 2.15 0.00 2.15
28.30 0.19 0.45 0.42* 2.13 0.00 2.13
28.35 0.19 0.45 0.42* 2.11 0.00 2.11
28.40 0.19 0.45 0.42* 2.10 0.00 2.10
28.45 0.19 0.45 0.42* 2.08 0.00 2.08
28.50 0.19 0.45 0.42* 2.06 0.00 2.06
28.55 0.19 0.45 0.42* 2.04 0.00 2.04
28.60 0.19 0.45 0.42* 2.02 0.00 2.02
28.65 0.19 0.45 0.42* 2.01 0.00 2.01
28.70 0.19 0.45 0.42* 1.99 0.00 1.99
28.75 0.19 0.45 0.42* 1.97 0.00 1.97
686
28.80 0.19 0.45 0.42* 1.95 0.00 1.95
28.85 0.19 0.45 0.42* 1.93 0.00 1.93
28.90 0.19 0.45 0.42* 1.91 0.00 1.91
28.95 0.19 0.45 0.42* 1.90 0.00 1.90
29.00 0.19 0.45 0.42* 1.88 0.00 1.88
29.05 0.19 0.45 0.42* 1.86 0.00 1.86
29.10 0.19 0.45 0.42* 1.84 0.00 1.84
29.15 0.19 0.45 0.42* 1.82 0.00 1.82
29.20 0.19 0.45 0.42* 1.80 0.00 1.80
29.25 0.19 0.45 0.42* 1.79 0.00 1.79
29.30 0.19 0.45 0.42* 1.77 0.00 1.77
29.35 0.19 0.45 0.42* 1.75 0.00 1.75
29.40 0.19 0.45 0.42* 1.73 0.00 1.73
29.45 0.19 0.45 0.42* 1.71 0.00 1.71
29.50 0.19 0.45 0.42* 1.70 0.00 1.70
29.55 0.19 0.45 0.42* 1.68 0.00 1.68
29.60 0.19 0.45 0.42* 1.66 0.00 1.66
29.65 0.19 0.45 0.42* 1.64 0.00 1.64
29.70 0.19 0.46 0.42* 1.62 0.00 1.62
29.75 0.19 0.46 0.42* 1.61 0.00 1.61
29.80 0.19 0.46 0.42* 1.59 0.00 1.59
29.85 0.19 0.46 0.42* 1.57 0.00 1.57
29.90 0.19 0.46 0.42* 1.55 0.00 1.55
29.95 0.19 0.46 0.42* 1.53 0.00 1.53
30.00 0.19 0.46 0.42* 1.52 0.00 1.52
30.05 0.19 0.46 0.43* 1.50 0.00 1.50
30.10 0.20 0.46 0.43* 1.48 0.00 1.48
30.15 0.20 0.46 0.43* 1.46 0.00 1.46
30.20 0.20 0.46 0.44* 1.44 0.00 1.44
30.25 0.20 0.46 0.44* 1.43 0.00 1.43
30.30 0.20 0.46 0.45* 1.41 0.00 1.41
30.35 0.21 0.46 0.45* 1.39 0.00 1.39
30.40 0.21 0.46 0.45* 1.37 0.00 1.37
30.45 0.21 0.46 0.46* 1.36 0.00 1.36
30.50 0.21 0.46 0.46* 1.34 0.00 1.34
30.55 0.21 0.46 0.46* 1.32 0.00 1.32
30.60 0.21 0.46 0.47* 1.31 0.00 1.31
30.65 0.22 0.46 0.47* 1.29 0.00 1.29
30.70 0.22 0.46 0.48* 1.27 0.00 1.27
30.75 0.22 0.46 0.48* 1.25 0.00 1.25
30.80 0.22 0.46 0.48* 1.24 0.00 1.24
30.85 0.22 0.46 0.49* 1.22 0.00 1.22
30.90 0.22 0.46 0.49* 1.21 0.00 1.21
30.95 0.23 0.46 0.50* 1.19 0.00 1.19
31.00 0.23 0.46 0.50* 1.17 0.00 1.17
31.05 0.23 0.46 0.50* 1.16 0.00 1.16
31.10 0.23 0.46 0.51* 1.14 0.00 1.14
31.15 0.23 0.46 0.51* 1.12 0.00 1.12
31.20 0.23 0.46 0.51* 1.11 0.00 1.11
31.25 0.24 0.46 0.52* 1.09 0.00 1.09
687
31.30 0.24 0.46 0.52* 1.08 0.00 1.08
31.35 0.24 0.46 0.53* 1.06 0.00 1.06
31.40 0.24 0.46 0.53* 1.05 0.00 1.05
31.45 0.24 0.46 0.53* 1.03 0.00 1.03
31.50 0.24 0.46 0.54* 1.02 0.00 1.02
31.55 0.25 0.46 0.54* 1.00 0.00 1.00
31.60 0.25 0.46 0.54* 0.98 0.00 0.98
31.65 0.25 0.46 0.55* 0.97 0.00 0.97
31.70 0.25 0.46 0.55* 0.95 0.00 0.95
31.75 0.25 0.46 0.55* 0.94 0.00 0.94
31.80 0.25 0.46 0.56* 0.92 0.00 0.92
31.85 0.26 0.46 0.56* 0.91 0.00 0.91
31.90 0.26 0.46 0.57* 0.89 0.00 0.89
31.95 0.26 0.46 0.57* 0.88 0.00 0.88
32.00 0.26 0.46 0.57* 0.87 0.00 0.87
32.05 0.26 0.46 0.58* 0.85 0.00 0.85
32.10 0.26 0.46 0.58* 0.84 0.00 0.84
32.15 0.27 0.46 0.58* 0.82 0.00 0.82
32.20 0.27 0.46 0.59* 0.81 0.00 0.81
32.25 0.27 0.46 0.59* 0.79 0.00 0.79
32.30 0.27 0.46 0.60* 0.78 0.00 0.78
32.35 0.27 0.46 0.60* 0.76 0.00 0.76
32.40 0.27 0.46 0.60* 0.75 0.00 0.75
32.45 0.28 0.46 0.61* 0.74 0.00 0.74
32.50 0.28 0.46 0.61* 0.72 0.00 0.72
32.55 0.28 0.46 0.61* 0.71 0.00 0.71
32.60 0.28 0.46 0.62* 0.70 0.00 0.70
32.65 0.28 0.46 0.62* 0.68 0.00 0.68
32.70 0.28 0.46 0.63* 0.67 0.00 0.67
32.75 0.29 0.46 0.63* 0.65 0.00 0.65
32.80 0.29 0.46 0.63* 0.64 0.00 0.64
32.85 0.29 0.46 0.64* 0.63 0.00 0.63
32.90 0.29 0.46 0.64* 0.62 0.00 0.62
32.95 0.29 0.46 0.64* 0.60 0.00 0.60
33.00 0.30 0.46 0.65* 0.59 0.00 0.59
33.05 0.30 0.46 0.65* 0.58 0.00 0.58
33.10 0.30 0.46 0.66* 0.56 0.00 0.56
33.15 0.30 0.45 0.66* 0.55 0.00 0.55
33.20 0.30 0.45 0.66* 0.54 0.00 0.54
33.25 0.30 0.45 0.67* 0.53 0.00 0.53
33.30 0.31 0.45 0.67* 0.51 0.00 0.51
33.35 0.31 0.45 0.68* 0.50 0.00 0.50
33.40 0.31 0.45 0.68* 0.49 0.00 0.49
33.45 0.31 0.45 0.68* 0.48 0.00 0.48
33.50 0.31 0.45 0.69* 0.46 0.00 0.46
33.55 0.31 0.45 0.69* 0.45 0.00 0.45
33.60 0.32 0.45 0.70* 0.44 0.00 0.44
33.65 0.32 0.45 0.70* 0.43 0.00 0.43
33.70 0.32 0.45 0.70* 0.42 0.00 0.42
33.75 0.32 0.45 0.71* 0.41 0.00 0.41
688
33.80 0.32 0.45 0.71* 0.39 0.00 0.39
33.85 0.33 0.45 0.72* 0.38 0.00 0.38
33.90 0.33 0.45 0.72* 0.37 0.00 0.37
33.95 0.33 0.45 0.72* 0.36 0.00 0.36
34.00 0.33 0.45 0.73* 0.35 0.00 0.35
34.05 0.33 0.45 0.73* 0.34 0.00 0.34
34.10 0.34 0.45 0.74* 0.33 0.00 0.33
34.15 0.34 0.45 0.74* 0.32 0.00 0.32
34.20 0.34 0.45 0.75* 0.31 0.00 0.31
34.25 0.34 0.45 0.75* 0.30 0.00 0.30
34.30 0.34 0.45 0.76* 0.29 0.00 0.29
34.35 0.34 0.45 0.76* 0.28 0.00 0.28
34.40 0.35 0.45 0.76* 0.27 0.00 0.27
34.45 0.35 0.45 0.77* 0.26 0.00 0.26
34.50 0.35 0.45 0.77* 0.25 0.00 0.25
34.55 0.35 0.45 0.78* 0.24 0.00 0.24
34.60 0.35 0.45 0.78* 0.24 0.00 0.24
34.65 0.36 0.45 0.79* 0.23 0.00 0.23
34.70 0.36 0.45 0.79* 0.22 0.00 0.22
34.75 0.36 0.45 0.80* 0.21 0.00 0.21
34.80 0.36 0.45 0.80* 0.20 0.00 0.20
34.85 0.37 0.45 0.81* 0.19 0.00 0.19
34.90 0.37 0.45 0.81* 0.19 0.00 0.19
34.95 0.37 0.45 0.82* 0.18 0.00 0.18
35.00 0.37 0.45 0.82* 0.17 0.00 0.17
35.05 0.37 0.45 0.83* 0.16 0.00 0.16
35.10 0.38 0.45 0.83* 0.16 0.00 0.16
35.15 0.38 0.45 0.84* 0.15 0.00 0.15
35.20 0.38 0.45 0.85* 0.14 0.00 0.14
35.25 0.39 0.45 0.86* 0.14 0.00 0.14
35.30 0.39 0.45 0.86* 0.13 0.00 0.13
35.35 0.39 0.45 0.87* 0.12 0.00 0.12
35.40 0.40 0.45 0.88* 0.12 0.00 0.12
35.45 0.40 0.45 0.89* 0.11 0.00 0.11
35.50 0.40 0.45 0.89* 0.11 0.00 0.11
35.55 0.41 0.45 0.90* 0.10 0.00 0.10
35.60 0.41 0.45 0.91* 0.10 0.00 0.10
35.65 0.42 0.45 0.92* 0.09 0.00 0.09
35.70 0.42 0.45 0.93* 0.09 0.00 0.09
35.75 0.42 0.45 0.94* 0.08 0.00 0.08
35.80 0.43 0.45 0.94* 0.08 0.00 0.08
35.85 0.43 0.45 0.95* 0.07 0.00 0.07
35.90 0.44 0.45 0.96* 0.07 0.00 0.07
35.95 0.44 0.45 0.97* 0.07 0.00 0.07
36.00 0.44 0.45 0.98* 0.06 0.00 0.06
36.05 0.45 0.45 0.99* 0.06 0.00 0.06
36.10 0.45 0.45 1.00 0.05 0.00 0.05
36.15 0.46 0.45 1.01 0.05 0.00 0.05
36.20 0.46 0.45 1.02 0.05 0.00 0.05
36.25 0.47 0.45 1.04 0.04 0.00 0.04
689
36.30 0.47 0.45 1.05 0.04 0.00 0.04
36.35 0.48 0.45 1.06 0.04 0.00 0.04
36.40 0.48 0.45 1.07 0.04 0.00 0.04
36.45 0.49 0.45 1.08 0.03 0.00 0.03
36.50 0.50 0.45 1.10 0.03 0.00 0.03
36.55 0.50 0.45 1.11 0.03 0.00 0.03
36.60 0.51 0.45 1.13 0.03 0.00 0.03
36.65 0.52 0.45 1.15 0.02 0.00 0.02
36.70 0.53 0.45 1.17 0.02 0.00 0.02
36.75 0.54 0.45 1.19 0.02 0.00 0.02
36.80 0.55 0.45 1.21 0.02 0.00 0.02
36.85 0.56 0.45 1.25 0.02 0.00 0.02
36.90 0.58 0.45 1.29 0.02 0.00 0.02
36.95 0.60 0.45 1.34 0.01 0.00 0.01
37.00 0.64 0.45 1.43 0.01 0.00 0.01
37.05 0.69 0.45 1.53 0.01 0.00 0.01
37.10 0.69 0.45 1.53 0.01 0.00 0.01
37.15 0.69 0.45 1.53 0.01 0.00 0.01
37.20 0.69 0.45 1.53 0.01 0.00 0.01
37.25 0.69 0.45 1.53 0.01 0.00 0.01
37.30 0.69 0.45 1.53 0.01 0.00 0.01
37.35 0.69 0.45 1.53 0.01 0.00 0.01
37.40 0.69 0.45 1.53 0.01 0.00 0.01
37.45 0.69 0.45 1.53 0.01 0.00 0.01
37.50 0.69 0.45 1.53 0.01 0.00 0.01
37.55 0.69 0.45 1.53 0.01 0.00 0.01
37.60 0.69 0.45 1.53 0.00 0.00 0.00
37.65 0.69 0.45 1.53 0.00 0.00 0.00
37.70 0.69 0.45 1.53 0.00 0.00 0.00
37.75 0.69 0.45 1.53 0.00 0.00 0.00
37.80 0.69 0.45 1.53 0.00 0.00 0.00
37.85 0.69 0.45 1.53 0.00 0.00 0.00
37.90 0.69 0.45 1.53 0.00 0.00 0.00
37.95 0.69 0.45 1.53 0.00 0.00 0.00
38.00 0.69 0.45 1.53 0.00 0.00 0.00
38.05 0.69 0.45 1.53 0.00 0.00 0.00
38.10 0.69 0.45 1.53 0.00 0.00 0.00
38.15 0.69 0.45 1.53 0.00 0.00 0.00
38.20 0.69 0.45 1.53 0.00 0.00 0.00
38.25 0.69 0.45 1.53 0.00 0.00 0.00
38.30 0.69 0.45 1.53 0.00 0.00 0.00
38.35 0.69 0.45 1.53 0.00 0.00 0.00
38.40 0.69 0.45 1.53 0.00 0.00 0.00
38.45 0.69 0.45 1.53 0.00 0.00 0.00
38.50 0.69 0.45 1.53 0.00 0.00 0.00
38.55 0.69 0.45 1.53 0.00 0.00 0.00
38.60 0.69 0.45 1.54 0.00 0.00 0.00
38.65 0.69 0.45 1.54 0.00 0.00 0.00
38.70 0.69 0.45 1.54 0.00 0.00 0.00
38.75 0.69 0.45 1.54 0.00 0.00 0.00
690
38.80 0.69 0.45 1.54 0.00 0.00 0.00
38.85 0.69 0.45 1.54 0.00 0.00 0.00
38.90 0.69 0.45 1.54 0.00 0.00 0.00
38.95 0.69 0.45 1.54 0.00 0.00 0.00
39.00 0.69 0.45 1.54 0.00 0.00 0.00
39.05 0.69 0.45 1.54 0.00 0.00 0.00
39.10 0.69 0.45 1.54 0.00 0.00 0.00
39.15 0.69 0.45 1.54 0.00 0.00 0.00
39.20 0.69 0.45 1.54 0.00 0.00 0.00
39.25 0.69 0.45 1.54 0.00 0.00 0.00
39.30 0.69 0.45 1.54 0.00 0.00 0.00
39.35 0.69 0.45 1.54 0.00 0.00 0.00
39.40 0.69 0.45 1.54 0.00 0.00 0.00
39.45 0.69 0.45 1.54 0.00 0.00 0.00
39.50 0.69 0.45 1.54 0.00 0.00 0.00
39.55 0.69 0.45 1.54 0.00 0.00 0.00
39.60 0.69 0.45 1.54 0.00 0.00 0.00
39.65 0.69 0.45 1.54 0.00 0.00 0.00
39.70 0.69 0.45 1.54 0.00 0.00 0.00
39.75 0.69 0.45 1.54 0.00 0.00 0.00
39.80 0.69 0.45 1.54 0.00 0.00 0.00
39.85 0.69 0.45 1.54 0.00 0.00 0.00
39.90 0.69 0.45 1.54 0.00 0.00 0.00
39.95 0.69 0.45 1.54 0.00 0.00 0.00
40.00 0.69 0.45 1.54 0.00 0.00 0.00
40.05 2.00 0.45 5.00 0.00 0.00 0.00
40.10 2.00 0.45 5.00 0.00 0.00 0.00
40.15 2.00 0.45 5.00 0.00 0.00 0.00
40.20 2.00 0.44 5.00 0.00 0.00 0.00
40.25 2.00 0.44 5.00 0.00 0.00 0.00
40.30 2.00 0.44 5.00 0.00 0.00 0.00
40.35 2.00 0.44 5.00 0.00 0.00 0.00
40.40 2.00 0.44 5.00 0.00 0.00 0.00
40.45 2.00 0.44 5.00 0.00 0.00 0.00
40.50 2.00 0.44 5.00 0.00 0.00 0.00
40.55 2.00 0.44 5.00 0.00 0.00 0.00
40.60 2.00 0.44 5.00 0.00 0.00 0.00
40.65 2.00 0.44 5.00 0.00 0.00 0.00
40.70 2.00 0.44 5.00 0.00 0.00 0.00
40.75 2.00 0.44 5.00 0.00 0.00 0.00
40.80 2.00 0.44 5.00 0.00 0.00 0.00
40.85 2.00 0.44 5.00 0.00 0.00 0.00
40.90 2.00 0.44 5.00 0.00 0.00 0.00
40.95 2.00 0.44 5.00 0.00 0.00 0.00
41.00 2.00 0.44 5.00 0.00 0.00 0.00
41.05 2.00 0.44 5.00 0.00 0.00 0.00
41.10 2.00 0.44 5.00 0.00 0.00 0.00
41.15 2.00 0.44 5.00 0.00 0.00 0.00
41.20 2.00 0.44 5.00 0.00 0.00 0.00
41.25 2.00 0.44 5.00 0.00 0.00 0.00
691
41.30 2.00 0.44 5.00 0.00 0.00 0.00
41.35 2.00 0.44 5.00 0.00 0.00 0.00
41.40 2.00 0.44 5.00 0.00 0.00 0.00
41.45 2.00 0.44 5.00 0.00 0.00 0.00
41.50 2.00 0.44 5.00 0.00 0.00 0.00
41.55 2.00 0.44 5.00 0.00 0.00 0.00
41.60 2.00 0.44 5.00 0.00 0.00 0.00
41.65 2.00 0.44 5.00 0.00 0.00 0.00
41.70 2.00 0.44 5.00 0.00 0.00 0.00
41.75 2.00 0.44 5.00 0.00 0.00 0.00
41.80 2.00 0.44 5.00 0.00 0.00 0.00
41.85 2.00 0.44 5.00 0.00 0.00 0.00
41.90 2.00 0.44 5.00 0.00 0.00 0.00
41.95 2.00 0.44 5.00 0.00 0.00 0.00
42.00 2.00 0.44 5.00 0.00 0.00 0.00
42.05 2.00 0.44 5.00 0.00 0.00 0.00
42.10 2.00 0.44 5.00 0.00 0.00 0.00
42.15 2.00 0.44 5.00 0.00 0.00 0.00
42.20 2.00 0.44 5.00 0.00 0.00 0.00
42.25 2.00 0.44 5.00 0.00 0.00 0.00
42.30 2.00 0.44 5.00 0.00 0.00 0.00
42.35 2.00 0.44 5.00 0.00 0.00 0.00
42.40 2.00 0.44 5.00 0.00 0.00 0.00
42.45 2.00 0.44 5.00 0.00 0.00 0.00
42.50 2.00 0.44 5.00 0.00 0.00 0.00
42.55 2.00 0.44 5.00 0.00 0.00 0.00
42.60 2.00 0.44 5.00 0.00 0.00 0.00
42.65 2.00 0.44 5.00 0.00 0.00 0.00
42.70 2.00 0.44 5.00 0.00 0.00 0.00
42.75 2.00 0.44 5.00 0.00 0.00 0.00
42.80 2.00 0.44 5.00 0.00 0.00 0.00
42.85 2.00 0.44 5.00 0.00 0.00 0.00
42.90 2.00 0.44 5.00 0.00 0.00 0.00
42.95 2.00 0.44 5.00 0.00 0.00 0.00
43.00 2.00 0.44 5.00 0.00 0.00 0.00
43.05 2.00 0.44 5.00 0.00 0.00 0.00
43.10 2.00 0.44 5.00 0.00 0.00 0.00
43.15 2.00 0.44 5.00 0.00 0.00 0.00
43.20 2.00 0.44 5.00 0.00 0.00 0.00
43.25 2.00 0.44 5.00 0.00 0.00 0.00
43.30 2.00 0.44 5.00 0.00 0.00 0.00
43.35 2.00 0.44 5.00 0.00 0.00 0.00
43.40 2.00 0.44 5.00 0.00 0.00 0.00
43.45 2.00 0.44 5.00 0.00 0.00 0.00
43.50 2.00 0.44 5.00 0.00 0.00 0.00
43.55 2.00 0.44 5.00 0.00 0.00 0.00
43.60 2.00 0.44 5.00 0.00 0.00 0.00
43.65 2.00 0.44 5.00 0.00 0.00 0.00
43.70 2.00 0.44 5.00 0.00 0.00 0.00
43.75 2.00 0.44 5.00 0.00 0.00 0.00
692
43.80 2.00 0.44 5.00 0.00 0.00 0.00
43.85 2.00 0.44 5.00 0.00 0.00 0.00
43.90 2.00 0.44 5.00 0.00 0.00 0.00
43.95 2.00 0.44 5.00 0.00 0.00 0.00
44.00 2.00 0.44 5.00 0.00 0.00 0.00
44.05 2.00 0.44 5.00 0.00 0.00 0.00
44.10 2.00 0.44 5.00 0.00 0.00 0.00
44.15 2.00 0.44 5.00 0.00 0.00 0.00
44.20 2.00 0.44 5.00 0.00 0.00 0.00
44.25 2.00 0.44 5.00 0.00 0.00 0.00
44.30 2.00 0.44 5.00 0.00 0.00 0.00
44.35 2.00 0.44 5.00 0.00 0.00 0.00
44.40 2.00 0.44 5.00 0.00 0.00 0.00
44.45 2.00 0.44 5.00 0.00 0.00 0.00
44.50 2.00 0.43 5.00 0.00 0.00 0.00
44.55 2.00 0.43 5.00 0.00 0.00 0.00
44.60 2.00 0.43 5.00 0.00 0.00 0.00
44.65 2.00 0.43 5.00 0.00 0.00 0.00
44.70 2.00 0.43 5.00 0.00 0.00 0.00
44.75 2.00 0.43 5.00 0.00 0.00 0.00
44.80 2.00 0.43 5.00 0.00 0.00 0.00
44.85 2.00 0.43 5.00 0.00 0.00 0.00
44.90 2.00 0.43 5.00 0.00 0.00 0.00
44.95 2.00 0.43 5.00 0.00 0.00 0.00
45.00 2.00 0.43 5.00 0.00 0.00 0.00
45.05 2.00 0.43 5.00 0.00 0.00 0.00
45.10 2.00 0.43 5.00 0.00 0.00 0.00
45.15 2.00 0.43 5.00 0.00 0.00 0.00
45.20 2.00 0.43 5.00 0.00 0.00 0.00
45.25 2.00 0.43 5.00 0.00 0.00 0.00
45.30 2.00 0.43 5.00 0.00 0.00 0.00
45.35 2.00 0.43 5.00 0.00 0.00 0.00
45.40 2.00 0.43 5.00 0.00 0.00 0.00
45.45 2.00 0.43 5.00 0.00 0.00 0.00
45.50 2.00 0.43 5.00 0.00 0.00 0.00
45.55 2.00 0.43 5.00 0.00 0.00 0.00
45.60 2.00 0.43 5.00 0.00 0.00 0.00
45.65 2.00 0.43 5.00 0.00 0.00 0.00
45.70 2.00 0.43 5.00 0.00 0.00 0.00
45.75 2.00 0.43 5.00 0.00 0.00 0.00
45.80 2.00 0.43 5.00 0.00 0.00 0.00
45.85 2.00 0.43 5.00 0.00 0.00 0.00
45.90 2.00 0.43 5.00 0.00 0.00 0.00
45.95 2.00 0.43 5.00 0.00 0.00 0.00
46.00 2.00 0.43 5.00 0.00 0.00 0.00
46.05 2.00 0.43 5.00 0.00 0.00 0.00
46.10 2.00 0.43 5.00 0.00 0.00 0.00
46.15 2.00 0.43 5.00 0.00 0.00 0.00
46.20 2.00 0.43 5.00 0.00 0.00 0.00
46.25 2.00 0.43 5.00 0.00 0.00 0.00
693
46.30 2.00 0.43 5.00 0.00 0.00 0.00
46.35 2.00 0.43 5.00 0.00 0.00 0.00
46.40 2.00 0.43 5.00 0.00 0.00 0.00
46.45 2.00 0.43 5.00 0.00 0.00 0.00
46.50 2.00 0.43 5.00 0.00 0.00 0.00
46.55 2.00 0.43 5.00 0.00 0.00 0.00
46.60 2.00 0.43 5.00 0.00 0.00 0.00
46.65 2.00 0.43 5.00 0.00 0.00 0.00
46.70 2.00 0.43 5.00 0.00 0.00 0.00
46.75 2.00 0.43 5.00 0.00 0.00 0.00
46.80 2.00 0.43 5.00 0.00 0.00 0.00
46.85 2.00 0.43 5.00 0.00 0.00 0.00
46.90 2.00 0.43 5.00 0.00 0.00 0.00
46.95 2.00 0.43 5.00 0.00 0.00 0.00
47.00 2.00 0.43 5.00 0.00 0.00 0.00
47.05 2.00 0.43 5.00 0.00 0.00 0.00
47.10 2.00 0.43 5.00 0.00 0.00 0.00
47.15 2.00 0.43 5.00 0.00 0.00 0.00
47.20 2.00 0.43 5.00 0.00 0.00 0.00
47.25 2.00 0.43 5.00 0.00 0.00 0.00
47.30 2.00 0.43 5.00 0.00 0.00 0.00
47.35 2.00 0.43 5.00 0.00 0.00 0.00
47.40 2.00 0.43 5.00 0.00 0.00 0.00
47.45 2.00 0.43 5.00 0.00 0.00 0.00
47.50 2.00 0.43 5.00 0.00 0.00 0.00
47.55 2.00 0.43 5.00 0.00 0.00 0.00
47.60 2.00 0.43 5.00 0.00 0.00 0.00
47.65 2.00 0.43 5.00 0.00 0.00 0.00
47.70 2.00 0.43 5.00 0.00 0.00 0.00
47.75 2.00 0.43 5.00 0.00 0.00 0.00
47.80 2.00 0.43 5.00 0.00 0.00 0.00
47.85 2.00 0.43 5.00 0.00 0.00 0.00
47.90 2.00 0.43 5.00 0.00 0.00 0.00
47.95 2.00 0.43 5.00 0.00 0.00 0.00
48.00 2.00 0.43 5.00 0.00 0.00 0.00
48.05 2.00 0.43 5.00 0.00 0.00 0.00
48.10 2.00 0.43 5.00 0.00 0.00 0.00
48.15 2.00 0.43 5.00 0.00 0.00 0.00
48.20 2.00 0.42 5.00 0.00 0.00 0.00
48.25 2.00 0.42 5.00 0.00 0.00 0.00
48.30 2.00 0.42 5.00 0.00 0.00 0.00
48.35 2.00 0.42 5.00 0.00 0.00 0.00
48.40 2.00 0.42 5.00 0.00 0.00 0.00
48.45 2.00 0.42 5.00 0.00 0.00 0.00
48.50 2.00 0.42 5.00 0.00 0.00 0.00
48.55 2.00 0.42 5.00 0.00 0.00 0.00
48.60 2.00 0.42 5.00 0.00 0.00 0.00
48.65 2.00 0.42 5.00 0.00 0.00 0.00
48.70 2.00 0.42 5.00 0.00 0.00 0.00
48.75 2.00 0.42 5.00 0.00 0.00 0.00
694
48.80 2.00 0.42 5.00 0.00 0.00 0.00
48.85 2.00 0.42 5.00 0.00 0.00 0.00
48.90 2.00 0.42 5.00 0.00 0.00 0.00
48.95 2.00 0.42 5.00 0.00 0.00 0.00
49.00 2.00 0.42 5.00 0.00 0.00 0.00
49.05 2.00 0.42 5.00 0.00 0.00 0.00
49.10 2.00 0.42 5.00 0.00 0.00 0.00
49.15 2.00 0.42 5.00 0.00 0.00 0.00
49.20 2.00 0.42 5.00 0.00 0.00 0.00
49.25 2.00 0.42 5.00 0.00 0.00 0.00
49.30 2.00 0.42 5.00 0.00 0.00 0.00
49.35 2.00 0.42 5.00 0.00 0.00 0.00
49.40 2.00 0.42 5.00 0.00 0.00 0.00
49.45 2.00 0.42 5.00 0.00 0.00 0.00
49.50 2.00 0.42 5.00 0.00 0.00 0.00
49.55 2.00 0.42 5.00 0.00 0.00 0.00
49.60 2.00 0.42 5.00 0.00 0.00 0.00
49.65 2.00 0.42 5.00 0.00 0.00 0.00
49.70 2.00 0.42 5.00 0.00 0.00 0.00
49.75 2.00 0.42 5.00 0.00 0.00 0.00
49.80 2.00 0.42 5.00 0.00 0.00 0.00
49.85 2.00 0.42 5.00 0.00 0.00 0.00
49.90 2.00 0.42 5.00 0.00 0.00 0.00
49.95 2.00 0.42 5.00 0.00 0.00 0.00
50.00 2.00 0.42 5.00 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Welcome to LiquefyPro!
____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils
695
24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
Appendix G
MAINTENANCE GUIDELINES FOR HOMEOWNERS
696
24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
MAINTENANCE GUIDELINES FOR HOMEOWNERS
During the wet weather season, homeowners become concerned about the stability of their building site. In general, modern design and construction practice minimizes the probability of serious slope failure. The grading codes of the local jurisdiction (cities and counties) in California concerning filled land, excavation, terracing and slope construction are among the most stringent in the country and, if followed, are adequate to meet most natural occurrences. Therefore, the concern of the homeowner should be directed toward maintaining slopes, drainage provisions and facilities so that they will perform as designed.
The following discussion, general recommendations and simple precautions are presented herein to help the homeowner maintain his hillside building site.
The general public often regards the natural terrain as stable – “terra firma”. This, of course, is an erroneous concept. Nature is always at work altering the landscape. Hills and mountains are worn down by mass wasting (erosion, sliding, creeping), and the valleys and lowlands collect these products. Thus, the natural process is toward leveling the terrain. Periodically (over tens of millions of years) major land movements build mountains and erosion tends to level the terrain. In some areas, these processes are very slow, and in others, they are more rapid.
Development of hillsides for residential use is carried out, in as far as possible, to enhance the natural stability of the site and to minimize the probability of instability resulting from the grading necessary to provide home sites, streets, and yards. This has been done by the developer and designers based on geologic and soil mechanics investigations. In order to be successful, the slope and drainage provisions and facilities must be maintained by the homeowner.
Homeowners are accustomed to maintaining their homes. They expect to paint their house periodically, replace wiring, clean out clogged plumbing, repair roofs, etc. Maintenance of the home site, particularly on hillsides, should be considered on an even more serious basis. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be carried out less expensively to the homeowner than repair after neglect.
Most slope and hillside lot problems are associated with water. Uncontrolled water from a broken pipe, cesspool or wet weather causes most damage. Wet weather is the largest cause of slope problems, particularly in California where rain is intermittent, but may be torrential. Therefore, drainage and erosion control are the most important aspects of home site stability. These provisions must not be altered without competent professional advice and maintenance must be carried out to assure their continued operations.
We offer these procedures as a checklist to homeowners:
1. Check roof drains, gutters and downspouts to be sure they are clear. Depending on your location, if you do not have roof gutters and downspouts, you may wish to install them. Without gutters or other adequate drainage, water falls from the roof eaves and collects against foundation and basement walls, which can be undesirable.
2. Clear surface and terrace drainage ditches and check them frequently during the rainy season, with a shovel, if necessary.
Ask your neighbors to do likewise.
3. Be sure that all drainage ditches and sub-drains have outlet drains that are open. This should be tested during dry weather. Usually, this can be done simply with a hose. If blockage is evident, you may have to clear the drain mechanically.
4. Check all drains at the top of slopes to be sure that they are clear and that weather will not overflow the slope itself, causing erosion.
5. Keep subsurface drain openings (weep-holes) clear of debris and other material, which could block them in a storm.
6. Check for loose fill above and below your property if you live on a slope or terrace.
7. Watch hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Over-saturation of the ground is not only unnecessary and expensive, but can cause subsurface damage. 697
24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
8. Watch for water backup of drains inside the house and toilets during a rainy season since this may indicate drain or sewage blockage.
9. Exercise ordinary precaution. Your house and building site were constructed to meet certain standards, which should protect against any natural occurrence if you do your part in maintaining them.
10. Care and maintenance of hillside homes includes being sure that terrace drains and brow ditches on slopes or at the top of cuts, or fill slopes are not blocked. They are designed to carry away runoff to a place where it can be safely distributed.
Generally, a little shovel work will remove any accumulation of dirt and other debris, which may clog the drain. If several homes are located on the same terrace, it is a good idea to check with your neighbors. Water backed up on their property may eventually reach you. Water backed up in surface drains will tend to overflow and seep into the terraces, creating less stable slopes.
11. Water should not be permitted to collect or pond on your home site. Ponded water will tend to either seep into the groundloosening fill or natural ground, or will overflow onto the slope and cause erosion. Once erosion is started, it is difficult to control and severe damage may result rather quickly.
12. Roof drains and gutters or downspouts should be connected to area (surface) drainpipes, but not to subdrain pipes.
Rather, arrange them so that water either flows off your property in a specially designed pipe or it flows out onto a paved driveway or the street. The water may then be dissipated over a wide surface or, preferably, be carried away in a paved gutter or storm drain. Subdrains are constructed to take care of ordinary subsurface water and cannot handle the overload from roofs during a heavy rain.
13. Water should not be allowed to spill over slopes, even where this may seem to be a good way to prevent ponding. This tends to cause erosion and, in the case of fill slopes, can cut away carefully designed and constructed sites.
14. Loose soil or debris should not be left on or tossed over slopes. Loose soil soaks up water more readily than compacted fill. In addition, it is not compacted to the same strength as the slope itself and will tend to slide when laden with water, and may even affect the soil beneath it. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your property.
15. Water should not be discharged into subsurface blanket drains close to slopes. French drains are sometimes used to get rid of excess water when other ways of disposing of water are not readily available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure.
16. Surface water should not be discharged into septic tanks or leaching field. Not only are septic tanks constructed for a different purpose, but also they will tend, because of their construction, to accumulate additional water naturally from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers can be made available.
17. Slopes should not be over-irrigated. In some areas ice plant and other heavy ground cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near surface soil. Planted slopes should be located, where possible, in areas where they will be adequately irrigated by rainfall.
18. Water should not be allowed to gather against foundations, retaining walls and basement walls. These walls are built to withstand the ordinary moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess moisture. If water is permitted to pond against them, it may seep through the wall causing dampness and leakage inside the basement. It also may cause the soil adjacent to the foundation to swell resulting in structural damage to walls and footings.
19. New fill placed behind walls or in trenches should not be compacted by flooding with water. Not only is flooding the least efficient way of compacting fine-grained soil, but also could damage the wall foundation.
20. Hoses and sprinklers should not be left running on or near a slope, particularly during the rainy season. This will enhance ground saturation, which may cause damage.
21. Ditches that have been graded around your house or the lot pad should not be blocked. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do not let water become ponded above slope by blocked ditches. 698
24G24151
Geotechnical Investigation
1801 El Camino Real, San Clemente, CA 92672
Peter and Associates, Inc. • 1519 Calle Valle • San Clemente, CA 92672 • (949) 492-3735 • Fax (949) 492-1891 www.peterassoc.com
List of Figures
FIGURE 1 – Site Location
FIGURE 2 – Site Plan / Proposed Development
FIGURE 3 – CGS Seismic Hazard Information
FIGURE 4 – Fault Activity Map
FIGURE 5 – Topographic Map / Location of Geotechnical Exploratory Borings FIGURE 6 – Different Footings Setback Requirements
FIGURE 7-1 AND 7-2 – Allowable Average Penetration Per Blow for a Precast Reinforced Concrete Pile FIGURE 8 – Allowable Lateral Capacity of Soil for a Single Precast Reinforced Concrete Pile (14”x14”) 699
Site Location
Figure 1: Site Location
Reference: https://earth.google.com/web/ 700
Figure 2: Site Plan / Proposed Development
Reference: Prepared by Jordan Segraves Architect, Inc.
701
Site Location
Reference: California Geologic Survey (CGS) – Earthquake Zones of Required Investigation website [https://maps.conservation.ca.gov/cgs/EQZApp/app/]
Figure 3: CGS Seismic Hazard Information
702
Site Location
Reference: California Geological Survey, Geologic Data Map No. 6, Compilation and Interpretation by: Charles W. Jennings and William A. Bryant (2010) – Graphics by: Milind Patel, Ellen Sander, Jim Thompson, Barbara Wanish and Milton Fonseca Figure 4: Fault Activity Map
703
Figure 5: Topographic Map / Location of Geotechnical Exploratory Borings Reference: Prepared by Toal Engineering, Inc.
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F O O T I N GS E T B A C KD I A G R A M
Figure 6
[Per CBC 1808.7.3 ]
Figure 6: Different Footings Setback Requirements
Reference: California Building Code 705
Figure 7-1: Allowable Average Penetration per Blow for a Precast Reinforced Concrete Pile Reference: Journal of the Soil Mechanics and Foundation Division, November 1967 706
Figure 7-2: Allowable Average Penetration per Blow for a Precast Reinforced Concrete Pile Reference: Journal of the Soil Mechanics and Foundation Division, November 1967 707
Figure 8: Allowable Lateral Capacity of Soil for a Single Precast Reinforced Concrete Pile (14”x14”) Reference: Journal of the Soil Mechanics and Foundation Division, November 1967 708
APPENDIX F
Water Quality Management Plan
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This document is designed for double-sided printing to conserve natural resources. 710
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Integrated Pest
Management (IPM)
Household Hazardous Waste Collection Center(714) 834-6752 Integrated Pest Management (IPM) usually combines several least toxic pest control methods for long-term prevention and management of pest problems without harming you, your family, or the environment. 763
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TECHNICAL GUIDANCE DOCUMENT APPENDICES
South Orange County Version G-109 September 28, 2017
Proprietary biotreatment BMPs are proprietary devices that are manufactured to treat stormwater. Acceptance criteria for proprietary biotreatment BMPs are defined in Appendix J. Proprietary BMPs that do not meet these acceptance criteria are not permitted. In addition, proprietary biotreatment BMPs must meet the definition of biofiltration in order to be used as LID biotreatment BMPs. There are two configurations of proprietary biotreatment, as explained in the following subsections.
BIO-5: Proprietary Biotreatment with Enhanced Retention Configuration As standalone systems, proprietary biotreatment BMPs typically provide negligible volume reduction. To be used as a “biotreatment BMP with partial infiltration,” these BMPs must be accompanied by a retention compartment. This could consist of several options:
Permeable pavement upstream of the proprietary BMPl
Shallow infiltration gallery or chambers downstream of the BMP, connected to underdrains.
Proprietary biotreatment downstream of a cistern for harvest and use.
Use of adequate hydrologic source controls in the watershed to meet volume reduction targets (see Sizing section of this Fact Sheet).
Other configurations that are determined to be appropriate to maximize the feasible volume reduction for the DMA.
Guidance for retention compartments is provided in other fact sheets, such as INF-5 (Permeable Pavement) and INF-6 (Underground Infiltration).
BIO-7: Standard Configuration without Supplemental Retention For conditions that do not require partial infiltration, volume retention is not a performance goal. Acceptable proprietary biotreatment BMPs may be used as standalone systems. Guidance related to complementary retention can be disregarded.
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TECHNICAL GUIDANCE DOCUMENT APPENDICES
South Orange County Version G-110 September 28, 2017
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TECHNICAL GUIDANCE DOCUMENT APPENDICES
South Orange County Version G-111 September 28, 2017
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TECHNICAL GUIDANCE DOCUMENT APPENDICES
South Orange County Version G-112 September 28, 2017
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TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-5 December 20, 2013
HSC-2: Impervious Area Dispersion
Impervious area dispersion refers to the practice of routing runoff from impervious areas, such as rooftops, walkways, and patios onto the surface of adjacent pervious areas.
Runoff is dispersed uniformly via splash block or dispersion trench and soaks into the ground as it move slowly across the surface of pervious areas. Minor ponding may occur, but it is not the intent of this practice to actively promote localized on-lot storage (See HSC-1: Localized On-Lot Infiltration).
Feasibility Screening Considerations
Impervious area dispersion can be used where infiltration would otherwise be infeasible, however dispersion depth over landscaped areas should be limited by site-specific conditions to prevent standing water or geotechnical issues.
Opportunity Criteria
Rooftops and other low traffic impervious surface present in drainage area.
Soils are adequate for infiltration. If not, soils can be amended to improve capacity to absorb dispersed water
(see MISC-2: Amended Soils).
Significant pervious area present in drainage area with shallow slope Overflow from pervious area can be safely managed.
OC-Specific Design Criteria and Considerations
Soils should be preserved from their natural condition or restored via soil amendments to meet minimum criteria described in Section .
A minimum of 1 part pervious area capable of receiving flow should be provided for every 2 parts of impervious area disconnected.
The pervious area receiving flow should have a slope 2 percent and path lengths of 20 feet per 1000 sf of impervious area.
Dispersion areas should be maintained to remove trash and debris, loose vegetation, and protect any areas of bare soil from erosion.
Velocity of dispersed flow should not be greater than 0.5 ft per second to avoid scour.
Calculating HSC Retention Volume
The retention volume provided by downspout dispersion is a function of the ratio of impervious to pervious area and the condition of soils in the pervious area.
Determine flow patterns in pervious area and estimate footprint of pervious area receiving dispersed flow. Calculate the ratio of pervious to impervious area.
Check soil conditions using the soil condition design criteria below; amend if necessary.
Look up the storm retention depth, dHSC from the chart below.
Simple Downspout Dispersion
Source:
toronto.ca/environment/water.htm
Also known as:
Downspout disconnection
Impervious area
disconnection
Sheet flow dispersion
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TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-6 December 20, 2013
The max dHSC is equal to the design storm
depth for the project site.
Soil Condition Design Criteria
Maximum slope of 2 percent
Well-established lawn or landscaping
Minimum soil amendments per criteria in
MISC-2: Amended Soils.
Configuration for Use in a Treatment Train
Impervious area disconnection is an HSC
that may be used as the first element in
any treatment train
The use of impervious area disconnection
reduces the sizing requirement for
downstream LID and/or treatment control
BMPs
Additional References for Design Guidance
SMC LID Manual (pp 131)
http://www.lowimpactdevelopment.org/guest75/pub/All_Projects/SoCal_LID_Manual/SoCalL ID_Manual_FINAL_040910.pdf
City of Portland Bureau of Environmental Services. 2010. How to manage stormwater – Disconnect Downspouts. http://www.portlandonline.com/bes/index.cfm?c=43081&a=177702 Seattle Public Utility:
http://www.cityofseattle.org/util/stellent/groups/public/@spu/@usm/documents/webcontent/sp u01_006395.pdf
Thurston County, Washington State (pp 10):
http://www.co.thurston.wa.us/stormwater/manual/docs-faqs/DG-5-Roof-RunoffControl_Rev11Jan24.pdf 1 Pervious area used in calculation should
only include the pervious area receiving
flow, not pervious area receiving only direct
rainfall or upslope pervious drainage.
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December 2015
GENERAL USE LEVEL DESIGNATION FOR BASIC, ENHANCED, AND
PHOSPHORUS TREATMENT
For the
MWS-Linear Modular Wetland
Based on Modular Wetland Systems, Inc. application submissions, including the Technical Evaluation Report, dated April 1, 2014, Ecology hereby issues the following use level designation:
1. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Basic treatment
Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.
2. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Phosphorus treatment
Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.
3. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Enhanced treatment
Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.
790
4. Ecology approves the MWS - Linear Modular Wetland Stormwater Treatment System units for Basic, Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above.
Designers shall calculate the water quality design flow rates using the following procedures:
Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model.
Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual.
Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility.
5. These use level designations have no expiration date but may be revoked or amended by Ecology, and are subject to the conditions specified below.
Applicants shall comply with the following conditions:
1. Design, assemble, install, operate, and maintain the MWS Linear Modular Wetland Stormwater Treatment System units, in accordance with Modular Wetland Systems, Inc. applicable manuals and documents and the Ecology Decision.
2. Each site plan must undergo Modular Wetland Systems, Inc. review and approval before site installation. This ensures that site grading and slope are appropriate for use of a MWS Linear Modular Wetland Stormwater Treatment System unit.
3. MWS Linear Modular Wetland Stormwater Treatment System media shall conform to the specifications submitted to, and approved by, Ecology.
4. The applicant tested the MWS Linear Modular Wetland Stormwater Treatment System with an external bypass weir. This weir limited the depth of water flowing through the media, and therefore the active treatment area, to below the root zone of the plants. This GULD applies to MWS Linear Modular Wetland Stormwater Treatment Systems whether plants are included in the final product or not.
5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, particular model/size of manufactured filter treatment device.
Typically, Modular Wetland Systems, Inc. designs MWS - Linear Modular Wetland systems for a target prefilter media life of 6 to 12 months.
Indications of the need for maintenance include effluent flow decreasing to below the design flow rate or decrease in treatment below required levels.
Owners/operators must inspect MWS - Linear Modular Wetland systems for a minimum of twelve months from the start of post-construction operation to determine site-specific 791
maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections.
e
methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability.
When inspections are performed, the following findings typically serve as maintenance triggers:
Standing water remains in the vault between rain events, or Bypass occurs during storms smaller than the design storm.
If excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not prefilter media replacement.
Additional data collection will be used to create a correlation between pretreatment chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the Company section below)
6. Discharges from the MWS - Linear Modular Wetland Stormwater Treatment System units shall not cause or contribute to water quality standards violations in receiving waters.
Applicant: Modular Wetland Systems, Inc.
Applicant's Address: PO. Box 869
Oceanside, CA 92054
Application Documents:
Original Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 2011 Quality Assurance Project Plan: Modular Wetland system Linear Treatment System performance Monitoring Project, draft, January 2011.
Revised Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., May 2011 Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data, April 2014
Technical Evaluation Report: Modular Wetland System Stormwater Treatment System Performance Monitoring, April 2014.
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Applicant's Use Level Request:
General use level designation as a Basic, Enhanced, and Phosphorus treatment device in Technologies Technology Assessment Protocol Ecology (TAPE) January 2011 Revision.
Applicant's Performance Claims:
The MWS Linear Modular wetland is capable of removing a minimum of 80-percent of TSS from stormwater with influent concentrations between 100 and 200 mg/l.
The MWS Linear Modular wetland is capable of removing a minimum of 50-percent of Total Phosphorus from stormwater with influent concentrations between 0.1 and 0.5 mg/l.
The MWS Linear Modular wetland is capable of removing a minimum of 30-percent of dissolved Copper from stormwater with influent concentrations between 0.005 and
0.020 mg/l.
The MWS Linear Modular wetland is capable of removing a minimum of 60-percent of dissolved Zinc from stormwater with influent concentrations between 0.02 and 0.30 mg/l.
Ecology Recommendations:
Modular Wetland Systems, Inc. has shown Ecology, through laboratory and fieldtesting, that the MWS - Linear Modular Wetland Stormwater Treatment System filter system is capable of attaining Ecology's Basic, Total phosphorus, and Enhanced treatment goals.
Findings of Fact:
Laboratory Testing
The MWS-Linear Modular wetland has the:
Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a quarter-scale model with influent concentrations of 270 mg/L.
Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in laboratory conditions with influent concentrations of 84.6 mg/L at a flow rate of 3.0 gpm per square foot of media.
Capability to remove 93 percent of dissolved Copper in a quarter-scale model with influent concentrations of 0.757 mg/L.
Capability to remove 79 percent of dissolved Copper in laboratory conditions with influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of media.
Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with influent concentrations of 0.95 mg/L at a flow rate of 3.0 gpm per square foot of media.
Capability to remove 78-percent of dissolved Zinc in laboratory conditions with influent concentrations of 0.75 mg/L at a flow rate of 3.0 gpm per square foot of media. 793
Field Testing
Modular Wetland Systems, Inc. conducted monitoring of an MWS-Linear (Model # MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance facility in Portland, Oregon. The manufacturer collected flow-weighted composite effluent during 28 separate storm events. The
system treated approximately 75 percent of the runoff from 53.5 inches of rainfall during the monitoring period. The applicant sized the system at 1 gpm/sq ft. (wetland media) and 3gpm/sq ft. (prefilter).
Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339 mg/L. Average TSS removal for influent concentrations greater than 100 mg/L (n=7) averaged 85 percent. For influent concentrations in the range of 20-100 mg/L (n=18), the upper 95 percent confidence interval about the mean effluent concentration was
12.8 mg/L.
Total phosphorus removal for 17 events with influent TP concentrations in the range of
0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 58 percent.
The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for dissolved zinc for influent concentrations in the range of 0.02 to 0.3 mg/L (n=11).
The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=14) at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93 percent reduction in influent dissolved copper of 0.757 mg/L).
Issues to be addressed by the Company:
1. Modular Wetland Systems, Inc. should collect maintenance and inspection data for the first year on all installations in the Northwest in order to assess standard maintenance requirements for various land uses in the region. Modular Wetland Systems, Inc. should use these data to establish required maintenance cycles.
2. Modular Wetland Systems, Inc. should collect pre-treatment chamber sediment depth data for the first year of operation for all installations in the Northwest. Modular Wetland Systems, Inc. will use these data to create a correlation between sediment depth and pre-filter clogging.
Technology Description:
Download at http://www.modularwetlands.com/
Contact Information:
Applicant: Greg Kent
Modular Wetland Systems, Inc.
P.O. Box 869
Oceanside, CA 92054
[email protected]
794
Applicant website: http://www.modularwetlands.com/
Ecology web link: http://www.ecy.wa.gov/programs/wg/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E.
Department of Ecology
Water Quality Program
(360) 407-6444
[email protected]
Revision History
Date Revision
June 2011 Original use-level-designation document
September 2012 Revised dates for TER and expiration
January 2013 Modified Design Storm Description, added Revision Table, added maintenance discussion, modified format in accordance with Ecology standard
December 2013 Updated name of Applicant
April 2014 Approved GULD designation for Basic, Phosphorus, and Enhanced treatment
December 2015 Updated GULD to document the acceptance of MWS-Linear Modular Wetland installations with or without the inclusion of plants. 795
ALL BMPS SHALL BE MAINTAINED BY PROPERTY OWNER, WITH SOME TASKS
DELEGATED TO OTHERS PER THE FINAL O&M PLAN TO BE PROVIDED WITH THE FINAL WQMP.
796
ENGINEERED SOLUTIONS
Modular Wetlands® Linear Operations &
Maintenance Manual
797
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ENGINEERED SOLUTIONS
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ENGINEERED SOLUTIONS
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SUPPORT
© 2024 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY 800-338-1122
WWW.CONTECHES.COM
ALL RIGHTS RESERVED. PRINTED IN THE USA.
CONTECH ENGINEERED SOLUTIONS LLC PROVIDES SITE SOLUTIONS FOR THE CIVIL ENGINEERING INDUSTRY. CONTECH’S PORTFOLIO INCLUDES BRIDGES, DRAINAGE, SANITARY SEWER, STORMWATER AND EARTH STABILIZATION PRODUCTS. FOR INFORMATION ON OTHER CONTECH DIVISION OFFERINGS, VISIT CONTECHES.COM OR CALL 800-338-1122.
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS
SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS
AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED
WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION.
ENGINEERED SOLUTIONS
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APPENDIX G
Noise Report
938
This document is designed for double-sided printing to conserve natural resources. 939
Roadway Construction Noise Model (RCNM),Version
1.1 Report date: 02/02/2026
Case Description: Hanson Hotel
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Grading Residential 80.0 80.0 80.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Grader No 40 85.0 570.0 0.0
Dozer No 40 81.7 570.0 0.0
Tractor No 40 84.0 570.0 0.0
Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Grader 63.9 59.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Dozer 60.5 56.6 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 62.9 58.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 63.9 63.4 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
**** Receptor #2 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Grading Commercial 80.0 80.0 80.0
Equipment
940
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Grader No 40 85.0 110.0 0.0
Dozer No 40 81.7 110.0 0.0
Tractor No 40 84.0 110.0 0.0
Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Grader 78.2 74.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Dozer 74.8 70.8 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 77.2 73.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 78.2 77.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
941
Roadway Construction Noise Model (RCNM),Version
1.1 Report date: 02/02/2026
Case Description: Hanson Hotel
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Building Construction Residential 80.0 80.0 80.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Crane No 16 80.6 570.0 0.0
Pickup Truck No 40 75.0 570.0 0.0
Pickup Truck No 40 75.0 570.0 0.0
Tractor No 40 84.0 570.0 0.0
Tractor No 40 84.0 570.0 0.0
Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Crane 59.4 51.5 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Pickup Truck 53.9 49.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Pickup Truck 53.9 49.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 62.9 58.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 62.9 58.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 62.9 62.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
**** Receptor #2 ****
942
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Building Construction Commercial 80.0 80.0 80.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Crane No 16 80.6 110.0 0.0
Pickup Truck No 40 75.0 110.0 0.0
Pickup Truck No 40 75.0 110.0 0.0
Tractor No 40 84.0 110.0 0.0
Tractor No 40 84.0 110.0 0.0
Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Crane 73.7 65.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Pickup Truck 68.2 64.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Pickup Truck 68.2 64.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 77.2 73.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 77.2 73.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 77.2 77.0 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
943
Roadway Construction Noise Model (RCNM),Version
1.1 Report date: 02/02/2026
Case Description: Hanson Hotel
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Paving Residential 80.0 80.0 80.0
Equipment
---------
Spec Actual Receptor
Estimated
Impact Usage Lmax Lmax Distance
Shielding
Description Device (%) (dBA) (dBA) (feet)
(dBA)
----------- ------ ----- ----- ----- -------- --
-------
Concrete Mixer Truck No 40 78.8 570.0
0.0 Concrete Mixer Truck No 40 78.8 570.0
0.0 Concrete Mixer Truck No 40 78.8 570.0
0.0 Concrete Mixer Truck No 40 78.8 570.0
0.0 Tractor No 40 84.0 570.0
0.0 Paver No 50 77.2 570.0
0.0 Roller No 20 80.0 570.0
0.0 Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Concrete Mixer Truck 57.7 53.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
944
Concrete Mixer Truck 57.7 53.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Concrete Mixer Truck 57.7 53.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Concrete Mixer Truck 57.7 53.7 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 62.9 58.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Paver 56.1 53.1 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Roller 58.9 51.9 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 62.9 63.1 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
**** Receptor #2 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Paving Commercial 80.0 80.0 80.0
Equipment
---------
Spec Actual Receptor
Estimated
Impact Usage Lmax Lmax Distance
Shielding
Description Device (%) (dBA) (dBA) (feet)
(dBA)
----------- ------ ----- ----- ----- -------- --
-------
Concrete Mixer Truck No 40 78.8 110.0
0.0 Concrete Mixer Truck No 40 78.8 110.0
0.0 Concrete Mixer Truck No 40 78.8 110.0
0.0 Concrete Mixer Truck No 40 78.8 110.0
0.0 Tractor No 40 84.0 110.0
0.0 Paver No 50 77.2 110.0
0.0 Roller No 20 80.0 110.0
0.0 Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- 945
Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Concrete Mixer Truck 72.0 68.0 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Concrete Mixer Truck 72.0 68.0 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Concrete Mixer Truck 72.0 68.0 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Concrete Mixer Truck 72.0 68.0 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 77.2 73.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Paver 70.4 67.4 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Roller 73.2 66.2 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 77.2 77.4 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
946
Roadway Construction Noise Model (RCNM),Version
1.1 Report date: 02/02/2026
Case Description: Hanson Hotel
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Architectural Coating Residential 80.0 80.0 80.0
Equipment
---------
Spec Actual Receptor
Estimated
Impact Usage Lmax Lmax Distance
Shielding
Description Device (%) (dBA) (dBA) (feet)
(dBA)
----------- ------ ----- ----- ----- -------- --
-------
Compressor (air) No 40 77.7 570.0
0.0 Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Compressor (air) 56.5 52.6 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 56.5 52.6 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
**** Receptor #2 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Architectural Coating Commercial 80.0 80.0 80.0
Equipment
---------
947
Spec Actual Receptor
Estimated
Impact Usage Lmax Lmax Distance
Shielding
Description Device (%) (dBA) (dBA) (feet)
(dBA)
----------- ------ ----- ----- ----- -------- --
-------
Compressor (air) No 40 77.7 110.0
0.0 Results
-------
Noise Limits
(dBA) Noise Limit Exceedance (dBA)
------------------------------
---------------- ---------------------------------------------- Calculated (dBA) Day Evening
Night Day Evening Night
---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq
Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Compressor (air) 70.8 66.8 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
Total 70.8 66.8 N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A
948
Veneklasen Associates
Consultants in Acoustics | Noise | Vibration | AV | IT
1711 Sixteenth Street x Santa Monica California 90404 x tel: 310.450.1733 x fax: 310.396.3424 x www.veneklasen.com August 1, 2025
HITG Investments, LLC
32101 Peppertree Bend
San Juan Capistrano, California 92675
Attention: Rachel Nastre
Subject: The Hanson Hotel; San Clemente, California
Property Line Noise
Veneklasen Project No. 8746-001
Dear Rachel:
Veneklasen provides the following review and evaluation of the proposed Hanson Hotel exterior rooftop lounge and pool area affecting the residential and commercial property lines nearby. Veneklasen understands that there is a requirement for an acoustical analysis of noise transmission from the roof top lounge and pool area activities to the adjacent properties.
A. INTRODUCTION
The Hanson Hotel project consists of a 61-room hotel and amenities such as pool lounge and bar, rooftop lounge, and a lobby café that are exclusive to hotel guests. To the northwest (elevated), southeast and southwest are single-family houses, at least 700, 450 and 500 feet away. Immediate surroundings have commercial uses.
B. NOISE CRITERIA
Section 8.48.070 of the San Clemente Municipal Code states the following: “B. Radios, phonographs, etc. on Private Property or Within Vehicles in Public: Operating, playing or permitting the operation or playing of any radio, receiving set, television set, phonograph, drum, musical instrument, or similar device, on private property or within vehicles in public, which produces or reproduces sound:
1. In such manner as to disturb the peace, quiet and comfort of a person of normal sensitiveness.
2. At any time with louder volume than is necessary to provide convenient hearing of the device by voluntary listeners located in the same room, vehicle or chamber as the device.
3. Between the hours of 10:00 pm and 7:00 am in such a manner as to create a noise disturbance across a residential or commercial real property line or at any time to violate the provisions of Sections
8.48.050 and 8.48.060.
Section 8.48.050 of the San Clemente Municipal Code also states: “The following exterior noise standards, unless otherwise specifically indicated, shall apply to all property within the City. The Land Use category refers to the affected receiver property”:
Table 1 – Exterior Noise Levels, City of San Clemente
Land Use Allowable Exterior Noise Level, dBA
7:00 am to 10:00 pm 10:00 pm to 7:00 am
Residential 55 50
Commercial 65 60*
*Standard only applies if commercial, industrial or manufacturing buildings are occupied during these hours.
A. It shall be unlawful for any person at any location within the City to create any noise, or to allow the creation of any noise on property owned, leased, occupied, or otherwise controlled by such person, when the foregoing causes the noise level, when measured on any other property to exceed:
949
Veneklasen Associates The Hanson Hotel; San Clemente, California Property Line Noise; Veneklasen Project No. 8746-001
August 1, 2025; Page 2 of 6
www.veneklasen.com
1. The noise standard for a cumulative period of more than thirty (30) minutes in any hour… B. In the event the ambient noise level exceeds any of the five (5) noise limit categories above, the allowable noise level under said category shall be increased to reflect the ambient noise level.
In summary, the noise levels from roof top lounge and pool area activities shall not exceed 55 dBA during daytime and 50 dBA during nighttime at residential units; and 65 dBA during daytime and 60 dBA during nighttime at commercial units. In the event the ambient noise level exceeds any of the five (5) noise limit categories above, the allowable noise level under said category shall be increased to reflect the ambient noise level.
C. EXTERIOR NOISE ENVIRONMENT
1. Typical Rooftop Lounge and Pool Lounge Sound Levels
To quantify the typical noise levels generated by the proposed project, Veneklasen used historical measurements1
of similar activities in the area. The sound levels considered include typical background music systems, and crowd noise with raised voices. Sound levels were considered as follows:
x Crowd noise with background music as high as 75 dBA at a distance of 8 feet. Measurements were utilized for the pool lounge and rooftop lounge sound source in the computer model during daytime hours of operation only (7 am to 7 pm)
2. Existing San Clemente Background Noise Levels
Veneklasen visited the proposed location on July 10th, 2025, to perform measurements of the existing background noise levels at the nearest properties that could potentially be impacted. Short-duration measurements (30 minutes long) were taken between the hours of 6:00 pm and 9:30 pm, a period during business hours when ambient levels are expected to be lower. Ambient noise measurements during nighttime were not possible due to access restriction.
Table 2 and Figure 1 show the measurements locations. Results are presented in terms of the Leq or average sound level, which includes steady-state and transient noises. Given all the measured ambient levels are higher than those indicated in section 8.48.050 of San Clemente Municipal code, Veneklasen will consider measured levels as ambient levels during daytime as per section 8.48.050.B. of the code. Nighttime ambient levels will be maintained as per indicated in section 8.48.050.
Table 2 – Lowest Average (Leq) Measured Ambient Sound Levels Measurement
Location Property Type Average (Leq) Ambient Level, dBA Business Hours Before 10pm of Operation
S1 Catalyst Commercial 68 10 am – 5 pm
--- 7-Eleven Commercial 68 24 hrs open
S2 Russell Fischer Car Care Commercial 66 8 am – 6 pm
S3 Propane Refill at U-Haul Commercial 74 7 am – 7 pm
S4 5 N El Camino Real Residential 56 ---
S5 100 Boca De La Playa Residential 55 ---
--- 313 Via Salamanca Residential --- ---
1 Veneklasen used a database of measurements taken from other projects, along with industry standards. Measurements include roof decks activities, outdoor bars, pool courtyards activities, small live concerts and wedding receptions. 950
Veneklasen Associates The Hanson Hotel; San Clemente, California Property Line Noise; Veneklasen Project No. 8746-001
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Figure 1 – Aerial View of Project Site Showing Measurement Locations
3. Analysis and Computer Model
With the acoustical measurements previously performed at the proposed location and the historical data, Veneklasen utilized iNoise v2024.2 rev 1 software in order to predict the noise level at several locations.
Veneklasen modeled the simultaneous operation of the pool lounge and rooftop lounge, including crowd noise and background music, during all hours of the day. Per the architect’s direction, directional loudspeakers were selected and positioned at a height of 7 feet, angled 45 degrees downward to focus sound on the audience area.
Therefore, the indicated conditions were modeled to reflect the noise levels at the indicated locations. Table 3 below presents the modelled results at each location.
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Table 3 – Predicted Exterior Sounds Levels in dBA due to Hanson Hotel Operation Location Predicted Exterior Sound Levels (dBA)
Pool Lounge + Rooftop Lounge (Crowd + background music) S1 (Commercial) 43
7-Eleven (Commercial) 56
S2 (Commercial) 56
S3 (Commercial) 48
S4 (Residential) 46
S5 (Residential) 48
313 Via Salamanca
(Residential) 26
Figure 2 – iNoise model results, pool lounge + rooftop lounge (crowd + background music) Source area
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D. EVALUATION
1. Maximum Permissible Noise Levels
San Clemente Noise Code limits sound transmission at property lines to be no more than levels indicated in Table 2 above during daytime and on section 8.48.050 for nighttime. Table 4, Table 5, Table 6, Table 7, Table 8, Table 9, and Table 10 below compares the predicted Hanson Hotel levels with the different conditions as well as the municipal code limit for ambient level.
Table 4 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Commercial Use Location S1 Condition S1
(Commercial)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 43 68/60* Yes/NA
*Business closes at 5pm. Nighttime hour Code limits are therefore not applicable.
Table 5 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Commercial Use Location 7-Eleven Condition 7-Eleven
(Commercial)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 56 68/60* Yes/Yes
*Business open 24 hours. Nighttime hour Code limits are therefore applicable.
Table 6 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Commercial Use Location S2 Condition S2
(Commercial)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 56 66/60* Yes/NA
*Business closes at 6pm. Nighttime hour Code limits are therefore not applicable.
Table 7 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Commercial Use Location S3 Condition S3
(Commercial)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 48 74/60* Yes/NA
*Business closes at 7pm. Nighttime hour Code limits are therefore not applicable.
Table 8 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Residential Use Location S4 Condition S4
(Residential)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 46 56/50 Yes/Yes
Table 9 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Residential Use Location S5 Condition S5
(Residential)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 48 55/50 Yes/Yes
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Table 10 – Future Hanson Hotel Levels (dBA) and Limit Compliance at Residential Use Location 313 Via Salamanca Condition 313 Via Salamanca
(Residential)
Noise Limits
(Daytime/Nighttime)
Daytime/Nighttime
Compliance
Pool Lounge + Rooftop Lounge
(Crowd + background music) 26 55/50 Yes/Yes
E. CONCLUSIONS AND RECOMMENDATIONS
Veneklasen’s acoustic evaluation concludes the following:
x Pool Lounge and Rooftop Lounge (crowd noise and background music): The proposed Hanson Hotel outdoor areas comply with the San Clemente’s daytime and nighttime noise requirements at nearby commercial locations (S1, S2, S3 and 7-Eleven) as well as at the closest residential locations S4, S5 and 313 Via Salamaca.
Results presented within this report are limited to the sound sources indicated in section C.1. To warrant the City of San Clemente’s noise code requirements are met, Veneklasen recommends the following:
1. Install an audio limiter on the rooftop lounge sound system. Program a “nighttime” setting that reduces volume by at least 5dBA below the typical daytime operation. Use this setting from 10 p.m. until closing time. Veneklasen recommends Behringer DCX2496 or The Govnor SPL2.2 Sound Pressure Limiter. These types of devices have a threshold point where the sound is automatically reduced once the threshold has been exceeded. These should be set up when the system is installed If you have any questions, please do not hesitate to call.
Sincerely,
Veneklasen Associates, Inc.
Elias Montoya David Varela
Associate Associate
d l
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APPENDIX H.1
Focused Transportation Study
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This document is designed for double-sided printing to conserve natural resources. 956
101 Pacifia | Suite 300 | Irvine, CA 92618 | (949) 308-6300 | Fax (951) 684-4324 www.fehrandpeers.com Memorandum
Date: January 17, 2025
To: Jorden Segraves, Jorden Segraves Architect Inc.
From: Paul Herrmann, P.E.
Joshua Geronimo
Subject: The Hansen Hotel – Focused Transportation Study OC24-1095
Fehr & Peers completed a focused transportation study for the Hansen Hotel development project (Project) in the City of San Clemente, California. This scope of this assessment was coordinated with City staff and approved on December 12, 2024. This assessment evaluates the effect of Project traffic on City transportation infrastructure and concludes that improvements are not needed to meet City standards/requirements on Level of Service (LOS), queueing capacity, or traffic signal warrants.
Project Description
The Hansen Hotel project proposes a 61-room hotel with 2.54 KSF of restaurant space and 0.29 KSF of a public walk-up café. There are amenities such as a poolside lounge and bar, and a lobby café that are exclusive to hotel guests.
The Project site plan is provided as Appendix A. The project is located at the northwest corner of Avenida Pico and El Camino Real, with right-in/right-out driveway access along the north side of El Camino Real.
The Project anticipates 11-15 deliveries per week during off-peak hours, with additional detail provided in Appendix F.
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Jorden Segraves
January 17, 2025