Camino Real. The Southern Pacific Railroad was run just a short distance from the Mountain View Station in 1864. What is now downtown Mountain View was established in 1865 along Castro Street. This active core encouraged agricultural development in the surrounding areasincluding grain fields and orchards.
The core of the original City of Mountain View developed just south of the Southern Pacific Railroad line (now the Caltrain line) and north of San Jose and San Francisco Road (now the El Camino Real). The core had a number of large land holdings, including that of D.B. Bailey. By 1887, Bailey’s land was subdivided and the town began to develop (Santa Clara County Clerk Recorder 1887). By 1909, the town hall, library and city jail were situated on the southwest corner of California Street and Castro Street. Several industrial businesses began to appear and operated well into the 1930s, including the Minton Lumber Co. and the California Supply Company. In 1939, flight research began at the Ames Laboratory of the National Advisory Committee for Aeronautics (NACA, the predecessor of NASA), and in 1953 Sylvania Electronics Corp. and General Telephone & Electronics (GTE) merged and became one of Mountain View’s largest employers (Townsquare Publications).
The historical context included below is excerpted from City of Mountain View 2030 General Plan and Greenhouse Gas Reduction Program Final Environmental Impact Report (LSA Associates 2012) and includes a discussion of the built environment as it related to the history and development of Mountain View.
Much of Mountain View’s modern architecture is associated with regional commercial and technological developments. Strip malls and indoor malls cropped up on Mountain View’s landscape. Many of these commercial developments included rectilinear buildings with flat roofs and wide overhangs that accentuated the dominant horizontal plane. Large parking lots associated with these commercial centers signaled the end of the pedestrian city organized around the downtown center. Mayfield Mall, constructed in 1966, touted itself as “America’s first venture into a fully carpeted, air-conditioned shopping center,” and was the first indoor mall in northern California.Other shopping centers, like the Emporium Department Store (1970) and the Old Mill Specialty Center (1975), contributed to suburban growth trends. Many of Mountain View’s early malls have been demolished and replaced by “big box” stores and offices.
Although the hi-tech industry in Santa Clara Valley dates from the late-1930s with the founding of Hewlett Packard in Palo Alto, Mountain View became associated with the industry with the founding of Shockley Transistor Company at a single-story rectilinear building at 391 San Antonio Road. As the hi-tech sector grew in the Valley, industrial parks were developed to house research, development, and personnel. The Stanford Industrial Park, which had opened in the previous decade, served as a model for the Mountain View Industrial Park. By the 1980s, fifty industrial parks fashioned after the North Bayshore area of Mountain View includes several examples of hitech developments, including those associated with Google.
Methods
Archival and Background Research
Archival research was completed in December 2021 and focused on the review of a variety of primary and secondary source materials relating to the history and development of the project site and its surroundings. Sources included, but were not limited to, historical maps and photographs, contemporary newspaper articles, and written histories of the area. The following is a list of sources consulted in order to conduct research pertaining to the project site.
Historical Resources Assessment
334 San Antonio Road Project
▪ Historical aerial photographs accessed digitally via Nationwide Environmental Title Research Online, Inc. (NETRonline) and the University of California, Santa Barbara Map & Imagery Lab ▪ Historical topographic maps accessed digitally via United States Geologic Survey ▪ Historical newspaper articles accessed digitally via ancestry.com and newspapers.com ▪ Historical images accessed digitally via Online Archive of California ▪ Historical Sanborn maps accessed digitally via the Los Angeles Public Library ▪ History on the City of Mountain View was gathered from City of Mountain View 2030 General Plan and Greenhouse Gas Reduction Program Final Environmental Impact Report by LSA Associates, 2012 ▪ Other sources as identified in the References section California Historical Resources Information System Records Search On December 15, 2021, Rincon Archaeologist Elaine Foster, MA, RPA conducted the records search at the CHRIS NWIC, located at Sonoma State University (Attachment A). The purpose of the records search was to identify previously recorded cultural resources, as well as previously conducted cultural resources studies within the project site and a 0.5-mile radius surrounding it. Rincon also reviewed the National Register of Historic Places (NRHP), the California Register of Historical Resources (CRHR), the California Historical Landmarks list, and the Built Environment Resources Directory (BERD), as well as its predecessor the California State Historic Property Data (HPD) File. Additionally, Rincon reviewed the Archaeological Determination of Eligibility (ADOE) list.
Field Survey
Architectural Historian and Project Manager JulieAnn Murphy conducted a historical resources survey of the project site on December 15, 2021. Ms. Murphy completed a visual inspection of all built environment features on the project site to assess their overall condition and integrity, and to identify and document any potential character-defining features. Observations were recorded using detailed notes and digital photographs. In accordance with the guidelines of the California Office of Historic Preservation, properties over 45 years of age were recorded and evaluated for historical resources eligibility on California Department Parks and Recreation (DPR) 523 series forms, which are included as Attachment B.
Findings
Known Cultural Resources Studies and Resources
The CHRIS records search and background research identified 37 cultural resources studies within 0.5- mile of the project site (Attachment A). Of these studies, none include a portion of the project site nor are directly adjacent to the project site. The CHRIS records search and background research also identified seven cultural resources within a 0.5-mile radius of the project site. Of the seven previously recorded resources, two were recommended ineligible for listing in the NRHP and CRHR, one was not evaluated, three were recommended eligible for listing, and one is a NRHP-listed historic district (P-43- 003139). The three recommended eligible resources are prehistoric archaeological sites. The NRHPlisted historic district is residential tract in the neighboring city of Palo Alto and designated under Criterion C. No previously recorded resources are situated within or adjacent to the project site. All previously recorded resources located within the search radius are listed in Attachment A.
Historical Resources Assessment
334 San Antonio Road Project
Survey Results
The field survey of the project site identified one historic-era resource within the project are. The project site contains a single parcel with one building over 45 or more years of age – a one-story Valero Service Station at 334 San Antonio Road, Mountain View, which was constructed in 1963. A full architectural description and additional historical information is presented in the attached DPR forms.
Physical Description
334 San Antonio Road is located just north of State Route 82 and approximately 2 miles northwest of downtown Mountain View in a residential and commercial area, which includes new multi-family, mixed use residential buildings and the San Antonio Shopping Center. The property is located at the southwest corner of San Antonio Road and California Street and is currently home to a Mid-Century-era Valero Gas Station. The building is rectangular in plan sitting diagonally across the lot with a pre-engineered steel fuel island canopy to the east along San Antonio Road and a large, paved area with parking adjacent to California Street (Figure 2).
The gas station building, inclusive of an auto repair shop, has a flat roof and a large eave overhang with decorative wood horizontal banding along the eave. The primary elevation faces northeast towards the corner of California and San Antonio Streets with a convenience store on the left and three garage openings for an auto repair shop on the right (Figure 3). The convenience store has a prominent corner window divided into 18 large lites, including a window for ordering gas or products. A large sign advertising the shop covers four of the windows, and the entrance is a single-entry door. The three garage bays have metal roll-up garage doors.
The rear elevation, which faces southwest towards a driveway and U-Haul storage, has three large industrial rolled steel windows with interior hopper units (Figure 4). The north elevation has a large floor-to-ceiling window divided into six panes of glass. An entrance to the restroom is also located on the rear elevation. The side, north elevation has a large floor-to-ceiling window divided into six large panes.
The square steel fuel island canopy sits on metal posts which allow for cars to pull in and out to the eight gas pumps (Figure 5). The roof has a large fascia with channel letter signage.
Site Development
The 334 San Antonio Road property, currently a Valero Service Station, is located in northwestern Mountain View in the neighborhood of Monta Loma just north of the City of Los Altos. Historically, this area of Mountain View was farmland for cherries, grapes, apricots, and other agricultural products. The Santa Clara Valley was known as the Valley of Hearts Delight due to the extensive and successful agricultural lands in the area, including Mountain View.
Based on historic aerial imagery and topographic maps, before the construction of the gas station and service station, the project site was a farm with a single-family home, a barn, ancillary buildings, and orchards/fields. The date of construction for these buildings was not identified; however, they first appear in a 1941 aerial of the surrounding area and again in a 1948 aerial (UCSB FrameFinder, 1941; NETRonline, 1948). At that time, the area was farmland with the associated homes and San Antonio Road was a small two-lane road. The area retained this setting until 1957 when a Sears Department Store and the San Antonio Shopping Center were constructed across San Antonio Road from the project site. The surrounding farms began to be replaced by more commercial uses and residential Historical Resources Assessment
334 San Antonio Road Project
developments to the northwest of the property. By around 1957, San Antonio Road expanded into a four-lane road to accommodate the increase in traffic to the new shopping center (NETRonline, 1957).
Constructed in 1963, the gas station was part of the larger commercial development of the area which occurred in the post-World War II era. The station was originally Bohannon’s Texaco Service Station addressed as 364 San Antonio Road (City of Mountain View 1963 Directory). Bohannon’s Texaco Station was constructed by David D. Bohannon Organization, a large developer in the Bay Area. David Bohannon had developed the Hillsdale Shopping Center in San Mateo and several housing developments throughout the area. In 1966, it acquired its current address, and by 1968 it was purchased by Paul Jones and renamed Paul’s Texaco Station (City of Mountain View 1968 Directory). Jones owned other service stations in Palo Alto including a Richfield and Gulf stations.
Little information was identified on the history of the 334 San Antonio Road property past its original owners in the 1960s as it was not recorded in Sanborn Fire Insurance Maps nor does it appear in newspapers from the 1970s into the 2000s. Historical aerial photographs and directory entries confirm, however, that it operated continuously as a gas station and auto service station under several owners and operators in the years since its opening in 1963. The property does appear intermittently in Mountain View city directories from the 1960s into the 2000s including the following occupants:
Malone's Texaco Service (1976-1981), Mountain View Texaco (1987-1991), Super Service Center (1987- 1991), Pauls Exxon (1995), U-Haul (2001-2018), Automotive Unlimited (2006-2018), San Antonio Valero (2008-2018), Sylvia Duong Hang Inc. (2008) (Radius, 15). Between 2002 and 2004, the original gas pump canopy was replaced by the current canopy (NETRonline, 2002 and 2004).
Historical Resources Evaluation
The subject property is recommended ineligible for listing on the NRHP or the CRHR, or for local designation to the City of Mountain View Local Register under any eligibility criteria. While the site is associated with the expanded commercial development of Mountain View during the 1950s and 1960s, it is not strongly representative of or individually significant to that history and there is no evidence suggesting it is associated with any other important events significant in the history of the city, region, state, or nation. Available evidence also does not suggest that the property, originally a Texaco station, was significant in Texaco Company history as it was not the company’s first location, nor did it reflect an innovative design or technology. The subject property, therefore, is recommended ineligible for listing under NRHP Criterion A or CRHR Criterion 1 or for local designation under Criterion B.
Research conducted for this study identified two owners of the property, David D. Bohannon and Paul Jones. Mr. Bohannon was a prominent developer in the Bay Area from the 1930s into the 1960s. He started as a realtor of individual homes in the 1930s then expanded into larger housing tracts in Sunnyvale, Napa, Hillsdale, San Mateo, and Richmond before and after World War II then switched to large commercial developments such as the Hillsdale Shopping Center in San Mateo. Though the property is associated with Mr. Bohannon, the property is not significant for its association with him. It was one of his many properties and was not a pivotal development in his career. Mr. Jones, the second owner of the property, owned several gas stations in Palo Alto and the Bay area in the 1960s and 1970s but was not significant in local, state, or national history. The property is therefore recommended ineligible under NRHP Criterion B or CRHR Criterion 2 or for local designation under Criterion A for an association with Mr. Bohannon.
The site does not embody characteristics of a type, period, or method of construction. The gas station convenience store and auto repair shop building displays elements of Mid-Century commercial design Historical Resources Assessment
334 San Antonio Road Project
but does not represent a distinguished example of the style. There is no evidence that the design represents the work of a master or possess high artistic values. The property does not embody the distinctive characteristics of a type, period, or method of construction, represent the work of a master, or possess high artistic values and, therefore, is recommended ineligible for listing under NRHP Criterion C or CRHR Criterion 3 or for designation locally under Criterion C.
In addition, because the property has not yielded, and is not likely to yield, information important to prehistory or history, it is recommended ineligible for listing under NRHP Criterion D or CRHR Criterion 4 or for local designation under Criterion D. See the attached DPR 523 series forms for further details.
Conclusions
As detailed above, 334 San Antonio Road is recommended ineligible for listing in the NRHP, CRHR, or local designation. As such, it does not qualify as a historical resource and its demolition would not result in a significant adverse impact as defined by Section 15064.5 of the CEQA Guidelines. Based on the information obtained from the CHRIS records search and that the project site is highly disturbed from previous construction activities, the project site has low sensitivity for containing archaeological resources. The project is also required to adhere to regulations regarding the unanticipated discovery of archaeological resources or human remains, detailed below. Based on the findings of the current investigation, Rincon recommends a finding of no significant impact to historical resources under CEQA.
Unanticipated Discovery of Archaeological Resources
If cultural resources are encountered during ground-disturbing activities, work in the immediate area must halt, and an archaeologist meeting the Secretary of the Interior’s Professional Qualifications Standards for archaeology (National Park Service 1983) should be contacted immediately to evaluate the find. If the discovery proves to be eligible for the CRHR, additional work such as data recovery excavation, Native American consultation, and archaeological monitoring may be warranted to mitigate any significant impacts.
Unanticipated Discovery of Human Remains
If human remains are found, existing regulations outlined in the State of California Health and Safety Code Section 7050.5 state that no further disturbance shall occur until the County Coroner has made a determination of origin and disposition pursuant to Public Resources Code Section 5097.98. In the event of an unanticipated discovery of human remains, the County Coroner must be notified immediately. If the human remains are determined to be prehistoric, the Coroner will notify the Native American Heritage Commission, which will determine and notify a most likely descendant (MLD). The MLD shall complete the inspection of the site within 48 hours of being granted access and provide recommendations as to the treatment of the remains to the landowner.
Should you have any questions concerning this study, please do not hesitate to contact the undersigned at 510-834-4455 or at [email protected]
Sincerely,
Rincon Consultants, Inc.
Historical Resources Assessment
334 San Antonio Road Project
JulieAnn Murphy, MS
Architectural Historian
Steven Treffers, MHP
Senior Architectural Historian
Ashley Losco, MSHP
Architectural Historian
Figures
Figure 1 Project Location
Figure 2 View of 334 San Antonio Rd., east elevation, View southwest Figure 3 View of 334 San Antonio Road gas station building, View southwest Figure 4 View of 334 San Antonio Road, west elevation, View north Figure 5 View of 334 San Antonio Road, gas pump canopy, View southwest Attachments
Attachment A Northwest Information Center Record Search Results Attachment B California DPR 523 Series Forms
Historical Resources Assessment
334 San Antonio Road Project
References
LSA Associates
2012 Draft 2030 General Plan and Greenhouse Gas Reduction Program EIR. Prepared for the City of Mountain View, September 2012.
Mountain View, City of
Var. City Directories, 1962-1968. Accessed through Ancestry.com November 30, 2021.
Netronline
2021 “Historic Aerials.” [digital photograph database]. Images of the Project Area viewed online. https://www.historicaerials.com/viewer. Accessed November 30, 2021.
ProQuest
2021 “Digital Sanborn Maps, 1867-1970.” [digital map database]. Fire insurance maps of the Project Area, 1929 and 1950. http://sanborn.umi.com.ezproxy.lapl.org/splash.html.
Accessed December 1, 2021.
Radius
2021 Phase I Environmental Site Assessments, Project Number: 20J01-39084A. Prepared for Property Owner, Naresh Krishnamoorti. April 29, 2021.
Santa Clara County Clerk-Recorder.
1887 Map of the Subdivision of Land of the D.B. Bailey. Book B of Maps.
Townsquare Publications
2022 History of Mountain View. Accessed January 12, 2022, through https://townsquarepublications.com/history-of-mountain-view-ca/.
UCSB Map & Imagery Lab
Var. “FrameFinder” [aerial photograph database]. Aerials of project area viewed online. http://mil.library.ucsb.edu/ap_indexes/FrameFinder/. Accessed December 1, 2021.
Figures
Figure 1 Project Location
Figure 2 View of 334 San Antonio Rd., east elevation, View southwest Figure 3 View of 334 San Antonio Road gas station building, View southwest Figure 4 View of 334 San Antonio Road, west elevation, View north Figure 5 View of 334 San Antonio Road, gas pump canopy, View southwest Attachment A
Northwest Information Center Record Search Results
Table 1 Previous Cultural Resources Studies within 0.5-Mile of the Project Area Report
Number Author Year Title
Relationship
to Project Area
S-004893 Caltrans District
04 1978 Cultural Resources Survey, 04-SCl-82, PM 18.8/21.6, 04220-151121, Widening from Route 85 to Showers Drive
in the Cities of Los Altos and Mountain View, Santa Clara County
Outside
S-004893a Cindy
Desgrandchamp
1978 Archaeological Survey 04-SCl-82, Proposed Widening of El Camino Real, Route 82, P.M. 18.8/21.6, 04220-151121
Outside
S-008388 L. L. Loud 1912 Notes on Castro Mound #356 Outside S-008389 F. Fenenga 1948 Archaeological Notes on the Castro Mound (SCL-1) Outside S-008521 Katherine Flynn 1979 Archaeological reconnaissance of approximately 9 miles of Central Expressway from De La Cruz Boulevard to San
Antonio Road (WO #872824) (letter report)
Outside
S-010077 Robert Cartier
and Glory
Anne Laffey
1988 Archaeological Excavation at CA-SCL-600 on Adobe Creek in the City of Palo Alto, County of Santa Clara
Outside
S-011396 BioSystems
Analysis, Inc.
1989 Technical Report of Cultural Resources Studies for the Proposed WTG-WEST, Inc., Los Angeles to San Francisco
and Sacramento, California: Fiber Optic Cable Project
Outside
S-015222 Basin Research
Associates, Inc.
1993 Cultural Resources Assessment, San Antonio Transit Center Project, City of Mountain View, Santa Clara County,
California
Outside
S-016691 Robert Cartier,
Julie C. Wizorek,
and Kim Holanda
1994 Cultural Resource Evaluation of the Adobe Creek Project in the County of Santa Clara
Outside
S-016821 Colin I. Busby 1994 Completion of Archaeological Monitoring, San Antonio Transit Center, Mountain View, Summary Report -
Monitoring Results (letter report)
Outside
S-019407 Robert Cartier 1997 Cultural Resource Evaluation for the Tree Farm Project on El Camino Real in the City of Los Altos
Outside
S-025174 John Holson,
Cordelia Sutch,
and Stephanie
Pau
2002 Cultural Resources Report for San Bruno to Mountain View Internodal Level 3 Fiber Optics Project in San Mateo and Santa Clara Counties, California
Outside
S-026045 Richard Carrico,
Theodore
Cooley, and
William Eckhardt
2000 Cultural Resources Reconnaissance Survey and Inventory Report for the Metromedia Fiberoptic Cable Project, San Francisco Bay Area and Los Angeles Basin Networks
Outside
S-029657 Wendy J. Nelson,
Tammara
Norton, Larry
Chiea, and
Reinhard Pribish
2002 Archaeological Inventory for the Caltrain Electrification Program Alternative in San Francisco, San Mateo, and
Santa Clara Counties, California
Outside
S-029657a Rand F. Herbert 2002 Finding of No Adverse Effect, Caltrain Electrification Program, San Francisco, San Mateo, and Santa Clara
Counties, California
Outside
Report
Number Author Year Title
Relationship
to Project Area
S-029657b Parsons; JRP
Historical
Consulting
Services; Far
Western
Anthropological
Research Group,
Inc.
2002 Historic Property Survey for the Proposed Caltrain Electrification Program, San Francisco, San Mateo, and
Santa Clara Counties, California
Outside
S-029657c Knox Mellon 2002 FTA021021A; Caltrain Electrification Program, San Francisco, San Mateo, and Santa Clara Counties
Outside
S-029657d Meta Bunse 2003 Final Finding of Effect Amendment, Caltrain Electrification Project, San Francisco, San Mateo, and Santa Clara
Counties, California
Outside
S-029657e Rand F. Herbert 2001 Draft Finding of No Adverse Effect, Caltrain Electrification Program, San Francisco, San Mateo, and Santa Clara
Counties, California
Outside
S-029657f Sharon A.
Waechter,
Jack Meyer, and
Laura LeachPalm
2008 Cultural Resources Addendum for the Caltrain
Electrification Program Alternative: San Francisco, San Mateo, and Santa Clara Counties, California
Outside
S-029657g Meta Bunse 2008 Addendum Finding of Effect, Caltrain Electrification Program, San Francisco to San Jose (MP 0.0 to 52.0); San Francisco, San Mateo, and Santa Clara Counties, California Outside
S-029657h JRP Historical
Consulting
Services
2002 Inventory and Evaluation of Historic Resources, Caltrain Electrification Program, San Francisco to Gilroy (MP 0.0 to
77.4) (Draft)
Outside
S-033061 Nancy Sikes,
Cindy Arrington,
Bryon Bass,
Chris Corey,
Kevin Hunt,
Steve O'Neil,
Catherine Pruett,
Tony Sawyer,
Michael Tuma,
Leslie Wagner,
and Alex Wesson
2006 Cultural Resources Final Report of Monitoring and Findings for the Qwest Network Construction Project, State of
California
Outside
S-033061a SWCA
Environmental
Consultants
2006 Cultural Resources Final Report of Monitoring and Findings for the Qwest Network Construction Project, State of
California
Outside
S-033061b Nancy E. Sikes 2007 Final Report of Monitoring and Findings for the Qwest Network Construction Project (letter report)
Outside
S-033832 Randy Wiberg 2005 Extended Phase I Subsurface Archaeological Testing Report: 100 Mayfield Avenue Residential Redevelopment
Project, Mountain View and Palo Alto, California
Outside
Report
Number Author Year Title
Relationship
to Project Area
S-034502 Los Altos
Historical
Commission
2012 The City of Los Altos Historic Resources Inventory Outside S-034502a Steve Aced 1997 Los Altos Historical Commission, Los Altos Historic Resources Inventory
Outside
S-034502b Patricia Leach 1993 Los Altos Historical Commission, Los Altos Historic Resources Inventory
Outside
S-038029 Timothy Jones 2010 Cultural Resources Study for the San Antonio Center Project and Precise Plan Amendments, Mountain View,
Santa Clara County, California (LSA Project #CMT0902)
(letter report)
Outside
S-041536 Michael Corbett,
Denise Bradley
2001 Final Survey Report, Palo Alto Historical Survey Update, August 1997 - August 2000
Outside
S-044025 Historic Resource
Associates
2012 Cultural Resources Study of the Mountain View ODAS Project, Nodes P3N1A, P3N5A, P3N9A, P3N11A, P3N23A,
P3N24A, P3N28A, P3N30A, P3N33B, P3N37A, P3N37A,
P3N38A, P3N49A, Mountain View and Los Altos, Santa
Clara County, California
Outside
S-048738 Denise Jurich,
Amber Grady
2011 California High-Speed Train Project, Environmental Impact Report/Environmental Impact Statement, San Francisco to San Jose Section, Archaeological Survey Report, Technical Report [Draft]
Outside
S-048738a Amber Grady,
Richard Brandi
2011 California High-Speed Train Project, Environmental Impact Report/Environmental Impact Statement, San Francisco to San Jose Section, Historic Architectural Survey Report, Technical Report [Draft]
Outside
S-050376 Neal Kaptain 2016 Cultural Resources Study and Historical Resource Evaluation of 394 Ortega Avenue, Mountain View, Santa
Clara County, California (LSA Project #CMT1601)
Outside
S-052068 Cher L. Peterson,
Kathleen A.
Crawford
2016 Cultural Resources Records Search and Site Visit Results for T-Mobile West, LLC Candidate SF04970A (San Jose Mercury Bldg.), 2570 West El Camino Real, Mountain View, Santa
Clara County, California (letter report)
Outside
S-052068a Kathleen A.
Crawford
2016 Direct APE Historic Architectural Assessment for T-Mobile West, LLC Candidate SF04970A (San Jose Mercury Bldg.),
2570 West El Camino Real, Mountain View, Santa Clara
County, California (letter report)
Outside
Source: Northwest Information Center, 2021
Table 2 Known Cultural Resources within 0.5-Mile of the Project Area Primary
Number Trinomial
Resource
Type Description
Recorder(s) and
Year(s) Eligibility Status
Relationship
to Project
Site
P-43-
000021
CA-SCL000001
Site Castro-Ponce Mound 1946 Fenenga
1980 S. Kerr
1984, Basin
Research
Associates, Inc.
1987, Barbara
Bocek, Stanford
University
2010, Zelazo
Not Evaluated Outside
P-43-
000595
CA-SCL000600Site Alma Adobe 1986, Irene Van
Zandt, R. Cartier,
De Anza College
1991, Barbara
Bocek, Stanford
University
2010, Jesse
Martinez, PBS&J
Recommended
Eligible
Outside
P-43-
000669
CA-SCL000707Site Alma Adobe 1987, Gerow
1990, Barb Bocek,
Stanford
University
2010, Jesse
Martinez, PBS&J
Recommended
Eligible
Outside
P-43-
003139
Building,
Structure,
District
Greenmeadow 2005, Mart
Arbunich, Eichler
Historic Quest
Committee
Nationally
Designated
Historic District
Outside
P-43-
003172
Site None 2010, Emilie Zelazo,
Kayla Luna, Jesse
Martinez, Jessica
Jones, PBS&J
Recommended
Eligible
Outside
P-43-
003943
Building 394 Ortega Avenue 2016, Neal Kaptain,
Angelique
Theriot, LSA
Associates, Inc.
Recommended
Ineligible
Outside
P-43-
004019
Building San Jose Mercury
Bldg.
2016, K. A.
Crawford, Crawford
Historic Services
Recommended
Ineligible
Outside
Source: Northwest Information Center, 2021
Attachment B
California DPR 523 Series Forms
DPR 523A (1/95) *Required information
fState of California ⎯ The Resources Agency Primary #______________________________________________ DEPARTMENT OF PARKS AND RECREATION HRI #__________________________________________________ PRIMARY RECORD Trinomial______________________________________________ NRHP Status Code_6Z ___________________________
Other Listings_____________________________________________________________________ Review Code________ Reviewer________________________ Date_______________
P1. Other Identifier: Valero Gas Station
*P2. Location: Not for Publication Unrestricted *a. County: Santa Clara and (P2b and P2c or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad: Mountain View Date: T 06 South; R 02 West; ¼ of ¼ of Sec 17. B.M. c. Address: 334 San Antonio Road City: Mountain View Zip: 94040 d. UTM: Zone: ; mE/ mN (G.P.S.)
e. Other Locational Data: APN# 148-15-020
*P3a. Description: 334 San Antonio Road is located just north of State Route 82 and approximately 2 miles northwest of downtown Mountain View in a residential and commercial area, including new multi-family, mixed use residential buildings and the San Antonio Shopping Center, with new multi-family residential development. The property is sited at the southwest corner of San Antonio Road and California Street and is currently home to a Mid-Century designed Valero Gas Station. The building is rectangular in plan sitting diagonally across the lot with a gas pump canopy to the east along San Antonio Road and a large, paved area with parking adjacent to California Street. Description continued on page 4 Continuation Sheet. *P3b. Resource Attributes: HP6. 1-3 story commercial building *P4. Resources Present: ◼Building ◼Structure Object Site District Element of District Other (Isolates, etc.) P5b. Photo: East elevation of the gas station
convenience store, facing southwest.
*P6. Date Constructed/Age and Sources:
Historic Prehistoric Both
1968, Santa Clara County Assessor
*P7. Owner and Address:
Naresh Krishnamoorti
Property Owner
250 Robert Louis Stevenson Ave.
Alameda, CA 94501
*P8. Recorded by:
Ashley Losco
Rincon Consultants, Inc.
180 N Ashwood Avenue
Ventura, California 93003
*P9. Date Recorded: December 22, 2021
*P10. Survey Type: Intensive
*P11. Report Citation:
Losco, Ashley, J. Murphy, S. Treffers. Historic
Resources Assessment for the 334 San Antonio Road Project Mountain View, Santa Clara County, California. Rincon Consultants Inc., Project Number 21-11856. December 2021.
*Attachments: NONE ◼Location Map ◼Sketch Map ◼Continuation Sheet ◼Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record Other (List):
P5a. Photo or Drawing
DPR 523B (1/95) *Required information
State of California ⎯ The Resources Agency Primary #__________________________________________ DEPARTMENT OF PARKS AND RECREATION HRI#______________________________________________
BUILDING, STRUCTURE, AND OBJECT RECORD
*NRHP Status Code 6Z
B1. Historic Name: Bohannon’s Texaco Station
B2. Common Name: Valero Gas Station, 334 San Antonio Road B3. Original Use: Gas Station B4. Present Use: Gas Station *B5. Architectural Style: Mid-Century Modern
*B6. Construction History: See Continuation Sheet for a full Site Development History. *B7. Moved? No Yes Unknown Date: n/a Original Location: n/a *B8. Related Features:
B9a. Architect: Not Identified b. Builder: Not Identified *B10. Significance: Theme: Area:
Period of Significance: Property Type: Applicable Criteria:
The subject property is recommended ineligible for listing on the National Register of Historic Places (NRHP) or the California Register of Historical Resources (CRHR), or for local designation to the City of Mountain View Local Register under any eligibility criteria. While the site is associated with the commercial development of Mountain View outside of downtown during the 1950s and 60s, it is not strongly representative of that history and there is no evidence suggesting that it was significant. Available evidence also does not suggest that the property, originally a Texaco station, was significant in Texaco Company history as it was not the company’s first location, nor did it reflect an innovative design or technology. The subject property, therefore, is recommended ineligible for listing under NRHP Criterion A or CRHR Criterion 1 or for local designation under Criterion B.
Significance Continued on the Continuation Sheet.
B11. Additional Resource Attributes: n/a
*B12. References:
LSA Associates. Draft 2030 General Plan and Greenhouse Gas Reduction Program EIR. Prepared for the City of Mountain View, September 2012.
City of Mountain View. City Directories, 1962-1968. Accessed through Ancestry.com November 30, 2021.
Netronline. “Historic Aerials.” [digital photograph database]. Images of the Project Area viewed online. https://www.historicaerials.com/viewer. Accessed November 30, 2021.
ProQuest. “Digital Sanborn Maps, 1867-1970.” [digital map database]. Fire insurance maps of the Project Area, 1929 and 1950. http://sanborn.umi.com.ezproxy.lapl.org/splash.html. Accessed December 1, 2021.
References Continued in the Continuation Sheet.
B13. Remarks: None
*B14. Evaluator: Ashley Losco, Rincon Consultants, Inc. *Date of Evaluation: December 22, 2021
(This space reserved for official comments.)
DPR 523J (1/95) *Required information
State of California ⎯ The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#
LOCATION MAP Trinomial
*Map Name: Mountain View, Calif. *Scale: 1:24,000 *Date of Map: 1975 DPR 523L (1/95) *Required information
State of California ⎯ The Resources Agency Primary # _____________________________________________ DEPARTMENT OF PARKS AND RECREATION HRI # ________________________________________________ CONTINUATION SHEET Trinomial _____________________________________________
*Recorded by Ashley Losco, Rincon Consultants, Inc. *Date December 22, 2021 Continuation Update *P3a. Description Continued:
The gas station building has a flat roof and a large eave overhang with decorative wood horizontal banding along the eave. The primary elevation faces northeast towards the corner of California and San Antonio Streets with a convenience store on the left and three garage openings for an auto repair shop on the right. The convenience store has a prominent corner window divided into 18 large lites, including a window for ordering gas or products. A large sign advertising the shop covers four of the windows, and the entrance is a single-entry door. The three garage bays have metal roll-up garage doors.
The rear elevation, which faces southwest towards a driveway and U-Haul storage, has three large industrial rolled steel windows with interior hopper units. The north elevation has a large floor-to-ceiling window divided into six panes of glass. An entrance to the restroom is also located on the rear elevation. The side, north elevation has a large floor-to-ceiling window divided into six large panes.
The square gas pump canopy is constructed of metal posts which sit at the center to allow for cars to pull in and out to the eight gas pumps. The roof has a large cornice to advertise the company and is teal and yellow. *B6. Construction History Continued:
Site Development
The 334 San Antonio Road property, currently a Valero Service Station, is located in northwestern Mountain View in the neighborhood of Monta Loma just north of the City of Los Altos. Historically, this area of Mountain View was farmland for cherries, grapes, apricots, and other agricultural products. The Santa Clara Valley was known as the Valley of Hearts Delight due to the extensive and successful agricultural lands in the area, including Mountain View.
Based on historic aerial imagery and topographic maps, before the construction of the gas station and service station, the project site was a farm with a single-family home, a barn, ancillary buildings, and orchards/fields. The date of construction for these buildings was not identified; however, they first appear in a 1941 aerial of the surrounding area and again in a 1948 aerial (UCSB FrameFinder, 1941; NETRonline, 1948). At that time, the area was farmland with the associated homes and San Antonio Road was a small two-lane road. The area retained this setting until 1957 when a Sears Department Store and the San Antonio Shopping Center were constructed across San Antonio Road from the project site. The surrounding farms began to be replaced by more commercial uses and some residential developments to the northwest of the property.
Also around 1957, San Antonio Road expanded into a four-lane road to accommodate the increase in traffic to the new shopping center (NETRonline, 1957).
The project site at 334 San Antonio Road was part of this commercial development of the area with the construction of the current gas station in 1963. The station was originally Bohannon’s Texaco Service Station addressed as 364 San Antonio Road (City of Mountain View 1963 Directory). Bohannon’s Texaco Station was constructed by David D. Bohannon Organization, a large developer in the Bay Area. David Bohannon had developed the Hillsdale Shopping Center in San Mateo and several housing developments throughout the area. In 1966, it acquired its current address, and by 1968 it was purchased by Paul Jones and renamed Paul’s Texaco Station (City of Mountain View 1968 Directory). Jones owned other service stations in Palo Alto including a Richfield and Gulf stations.
Little information was identified on the history of the 334 San Antonio Road property past its original owners in the 1960s as it was not recorded in Sanborn Fire Insurance Maps nor does it appear in newspapers from the 1970s into the 2000s. The 334 San Antonio Road property does appear intermittently in Mountain View city directories from the 1960s into the 2000s including the following occupants: Malone's Texaco Service (1976-1981), Mountain View Texaco (1987-1991), Super Service Center (1987-1991), Pauls Exxon (1995), U-Haul (2001-2018), Automotive Unlimited (2006-2018), San Antonio Valero (2008-2018), Sylvia Duong Hang Inc. (2008) (Radius, 15). Between 2002 and 2004, the original gas pump canopy was replaced by the current canopy (NETRonline, 2002 and 2004). *B10. Significance Continued:
Research conducted for this study identified two owners of the property, David D. Bohannon and Paul Jones. Mr. Bohannon was a prominent developer in the Bay Area from the 1930s into the 1960s. He started as a realtor of individual homes in the 1930s then expanded into larger housing tracts in Sunnyvale, Napa, Hillsdale, San Mateo, and Richmond before and after World War II then switched to large commercial developments such as the Hillsdale Shopping Center in San Mateo. Even though the property is associated with Mr. Bohannon, the property is not significant for its association with him. It was one of his many properties and was not a pivotal development in his career. The property is not recommended eligible under NRHP Criterion B or CRHR Criterion 2 or for local designation under Criterion A for an association with Mr.
Bohannon.
Mr. Jones, the second owner of the property, owned several gas stations in Palo Alto and the Bay area in the 1960s and 1970s but was not significant in local, state, or national history. The property is not recommended eligible under NRHP Criterion B or CRHR Criterion 2 or for local designation under Criterion A for an association with Mr. Jones.
The site does not embody characteristics of a type, period, or method of construction. The gas station convenience store and auto repair shop building was designed in a Mid-Century commercial design but does not represent a distinguished example of the style. There is no evidence that the designs represent the work of a master or possess high artistic values. In light of this, the property does not embody the distinctive characteristics of a type, period, or method of construction, represent the work of a master, or possess high artistic values and, therefore, is recommended ineligible for listing under NRHP Criterion C or CRHR Criterion 3 or for designation locally under Criterion C.
DPR 523L (1/95) *Required information
State of California ⎯ The Resources Agency Primary # _____________________________________________ DEPARTMENT OF PARKS AND RECREATION HRI # ________________________________________________ CONTINUATION SHEET Trinomial _____________________________________________
*Recorded by Ashley Losco, Rincon Consultants, Inc. *Date December 22, 2021 Continuation Update In addition, because the property has not yielded, and is not likely to yield, information important to prehistory or history, it is recommended ineligible for listing under NRHP Criterion D or CRHR Criterion 4 or for local designation under Criterion D. See the attached DPR 523 series forms for further details.
*B12. References Continued:
Radius. Phase I Environmental Site Assessments, Project Number: 20J01-39084A. Prepared for Property Owner, Naresh Krishnamoorti. April 29, 2021.
Santa Clara County Clerk-Recorder. Map of the Subdivision of Land of the D.B. Bailey. 1887. Book B of Maps.
UCSB Map & Imagery Lab. “FrameFinder” [aerial photograph database]. Aerials of project area viewed online. http://mil.library.ucsb.edu/ap_indexes/FrameFinder/. Accessed December 1, 2021.
Appendix GEO
Geotechnical Investigation
TYPE OF SERVICES Geotechnical Investigation
PROJECT NAME 334 San Antonio Road
LOCATION 334 San Antonio Road
Mountain View, California
CLIENT 334 San Antonio Manager, LLC
PROJECT NUMBER 1330-1-1
DATE February 9, 2022
Type of Services
Project Name
Location
Client
Client Address
Project Number
Date
Geotechnical Investigation
334 San Antonio Road
334 San Antonio Road
Mountain View, California
334 San Antonio Manager, LLC
250 Robert Louis Stevenson Avenue
Alameda, California
1330-1-1
February 9, 2022
Prepared by Diana Lin, P.E.
Project Engineer
Geotechnical Project Manager
Nicholas S. Devlin, P.E.
Principal Engineer
Quality Assurance Reviewer
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Page i
TABLE OF CONTENTS
SECTION 1: INTRODUCTION ..................................................................................................... 1
1.1 Project Description------------------------------------------------------------------------------------------- 1
1.2 Scope of Services-------------------------------------------------------------------------------------------- 2
1.3 Exploration Program ---------------------------------------------------------------------------------------- 2
1.4 Laboratory Testing Program------------------------------------------------------------------------------- 2
1.5 Environmental Services ------------------------------------------------------------------------------------ 2 SECTION 2: REGIONAL SETTING.............................................................................................. 2
2.1 Geological Setting ------------------------------------------------------------------------------------------- 2
2.2 Regional Seismicity------------------------------------------------------------------------------------------ 3 Table 1: Approximate Fault Distances ...................................................................................... 3 SECTION 3: SITE CONDITIONS ................................................................................................. 3
3.1 Site Background---------------------------------------------------------------------------------------------- 3
3.2 Surface Conditions ------------------------------------------------------------------------------------------ 4
3.3 Subsurface Conditions-------------------------------------------------------------------------------------- 4
3.3.1 Plasticity/Expansion Potential ....................................................................................... 4
3.3.2 In-Situ Moisture Contents.............................................................................................. 4
3.4 Groundwater -------------------------------------------------------------------------------------------------- 4
3.5 Corrosion Screening ---------------------------------------------------------------------------------------- 5 Table 2A: Summary of Corrosion Test Results ........................................................................ 5
3.4.1 Preliminary Soil Corrosion Screening............................................................................ 5 Table 2B: ACI 318-19 Table 19.3.1.1 Exposure Categories and Classes ................................. 6 SECTION 4: GEOLOGIC HAZARDS............................................................................................ 6
4.1 Fault Surface Rupture -------------------------------------------------------------------------------------- 6
4.2 Estimated Ground Shaking -------------------------------------------------------------------------------- 6
4.3 Liquefaction Potential --------------------------------------------------------------------------------------- 6
4.4 Lateral Spreading -------------------------------------------------------------------------------------------- 7
4.5 Seismic Settlement/Unsaturated Sand Shaking ------------------------------------------------------ 7
4.6 Tsunami/seiche----------------------------------------------------------------------------------------------- 7
4.7 Flooding -------------------------------------------------------------------------------------------------------- 8 SECTION 5: CONCLUSIONS ...................................................................................................... 8
5.1 Summary------------------------------------------------------------------------------------------------------- 8
5.1.1 Proximity of Basement Excavation to Existing Improvements – Below-Grade Improvements........................................................................................................................... 8
5.1.2 Shallow Groundwater – Below-Grade Improvements.................................................... 9
5.1.3 Presence of Undocumented Fill – At-Grade Improvements........................................... 9
5.1.4 Presence of Expansive Soil – At-Grade Improvements................................................. 9
5.1.5 Presence of Cohesionless Soil – Below-Grade Improvements...................................... 9
5.1.6 Differential Movement at On-Grade to On-Structure Transitions ..................................10
5.2 Plans and Specifications Review----------------------------------------------------------------------- 10
5.3 Construction Observation and Testing---------------------------------------------------------------- 10 334 San Antonio Road
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Page ii
SECTION 6: EARTHWORK ........................................................................................................10
6.1 Site Demolition---------------------------------------------------------------------------------------------- 10
6.1.1 Demolition of Existing Slabs, Foundations and Pavements..........................................11
6.1.2 Abandonment of Existing Utilities.................................................................................11
6.2 Site Clearing and Preparation--------------------------------------------------------------------------- 12
6.2.1 Site Stripping ...............................................................................................................12
6.2.2 Tree and Shrub Removal.............................................................................................12
6.3 Re-Compaction of Undocumented Fills--------------------------------------------------------------- 12
6.4 Temporary Cut and Fill Slopes ------------------------------------------------------------------------- 12
6.5 Below-Grade Excavations ------------------------------------------------------------------------------- 13
6.5.1 Temporary Shoring ......................................................................................................13 Table 3: Suggested Temporary Shoring Design Parameters...................................................14
6.5.2 Construction Dewatering..............................................................................................15
6.6 Subgrade Preparation – At-Grade Improvements-------------------------------------------------- 15
6.7 Wet Soil Stabilization Guidelines----------------------------------------------------------------------- 15
6.7.1 Scarification and Drying ...............................................................................................16
6.7.2 Removal and Replacement..........................................................................................16
6.7.3 Chemical Treatment.....................................................................................................16
6.7.4 Below-Grade Excavation Stabilization..........................................................................16
6.8 Material for Fill ---------------------------------------------------------------------------------------------- 17
6.8.1 Re-Use of On-site Soils................................................................................................17
6.8.2 Potential Import Sources..............................................................................................17
6.8.3 Non-Expansive Fill Using Lime Treatment ...................................................................17
6.9 Compaction Requirements ------------------------------------------------------------------------------ 18 Table 4: Compaction Requirements ........................................................................................18 Table 4 (cont.): Compaction Requirements .............................................................................19
6.9.1 Construction Moisture Conditioning..............................................................................19
6.10 Trench Backfill ---------------------------------------------------------------------------------------------- 19
6.11 Site Drainage------------------------------------------------------------------------------------------------ 20
6.12 Low-Impact Development (LID) Improvements ----------------------------------------------------- 20
6.12.1 Storm Water Treatment Design Considerations ...........................................................21
6.13 Landscape Considerations ------------------------------------------------------------------------------ 22 SECTION 7: 2019 CBC SEISMIC DESIGN CRITERIA................................................................23
7.1 Seismic Design Criteria----------------------------------------------------------------------------------- 23
7.1.1 Site Location and Provided Data For 2019 CBC Seismic Design.................................23
7.2 2019 CBC Seismic Design Criteria -------------------------------------------------------------------- 23
7.2.1 2019 CBC Seismic Design...........................................................................................23 SECTION 8: FOUNDATIONS......................................................................................................24
8.1 Summary of Recommendations ------------------------------------------------------------------------ 24
8.2 Shallow Foundations -------------------------------------------------------------------------------------- 24
8.2.1 Conventional Shallow Footings....................................................................................24
8.2.2 Footing Settlement.......................................................................................................24 Table 5: Assumed Structural Loading......................................................................................24
8.2.3 Lateral Loading ............................................................................................................25
8.2.4 Spread Footing Construction Considerations...............................................................25 334 San Antonio Road
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Page iii
8.2.5 Reinforced Concrete Mat Foundations.........................................................................25
8.2.6 Mat Foundation Settlement ..........................................................................................26
8.2.7 Lateral Loading ............................................................................................................26
8.2.8 Mat Modulus of Soil Subgrade Reaction ......................................................................26
8.3.9 Mat Foundation Construction Considerations...............................................................27
8.2.10 Hydrostatic Uplift and Waterproofing............................................................................27 SECTION 9: CONCRETE SLABS AND PEDESTRIAN PAVEMENTS ........................................28
9.1 Below-Grade Garage Slab-on-GradE----------------------------------------------------------------- 28
9.2 Interior Slabs Moisture Protection Considerations ------------------------------------------------- 28
9.3 Exterior Flatwork ------------------------------------------------------------------------------------------- 29 SECTION 10: VEHICULAR PAVEMENTS ..................................................................................29
10.1 Asphalt Concrete------------------------------------------------------------------------------------------- 29 Table 6: Asphalt Concrete Pavement Recommendations, Design R-value = 5........................30
10.2 Portland Cement Concrete ------------------------------------------------------------------------------ 30 Table 7: PCC Pavement Recommendations, Design R-value = 5 ...........................................31
10.3 Pavement Cutoff ------------------------------------------------------------------------------------------- 31 SECTION 11: RETAINING WALLS.............................................................................................31
11.1 Static Lateral Earth Pressures -------------------------------------------------------------------------- 31 Table 8: Recommended Lateral Earth Pressures ....................................................................32
11.2 Seismic Lateral Earth Pressures ----------------------------------------------------------------------- 32
11.2 Wall Drainage----------------------------------------------------------------------------------------------- 33
11.3 Backfill -------------------------------------------------------------------------------------------------------- 33
11.4 Foundations ------------------------------------------------------------------------------------------------- 34 SECTION 12: LIMITATIONS.......................................................................................................34 SECTION 13: REFERENCES .....................................................................................................35 FIGURE 1: VICINITY MAP
FIGURE 2: SITE PLAN
FIGURE 3: REGIONAL FAULT MAP
FIGURE 4: MCER RESPONSE SPECTRA
FIGURE 5: DESIGN RESPONSE SPECTRA
APPENDIX A: FIELD INVESTIGATION
APPENDIX B: LABORATORY TEST PROGRAM
APPENDIX C: GROUND MOTION HAZARD ANALYSIS
334 San Antonio Road
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Type of Services Geotechnical Investigation
Project Name 334 San Antonio Road
Location 334 San Antonio Road
Mountain View, California
SECTION 1: INTRODUCTION
This geotechnical report was prepared for the sole use of 334 San Antonio Manager, LLC for the 334 San Antonio Road project in Mountain View, California. The location of the site is shown on the Vicinity Map, Figure 1. For our use, we were provided with the following documents:
An untitled conceptual site plan provided by SDG Architects on November 23, 2021. A topographic survey titled “Topographic Survey” provided by Lea & Braze Engineering, Inc. on December 4, 2020.
1.1 PROJECT DESCRIPTION
The project includes redeveloping the approximately 27,000 square-feet site for residential use.
The overall project will consist of a 5-story, above-grade residential building including at-grade commercial space, and two levels of below-grade parking.
We anticipate the above-grade portion of the building will consist of wood- and/or steel-frame and the below-grade of concrete-frame construction. We understand the proposed building will include 62 residential units, a clubhouse, and approximately 2,000 square feet of ground floor commercial space. A residential courtyard, utilities, landscaping and other improvements necessary for site development are also planned.
Structural loads are not currently known for the proposed structure; however, structural loads are anticipated to be typical of similar type structures. Grading is anticipated to include minor cuts/fills for at-grade improvements, and cuts of up to 24 feet for excavation of the below-grade parking levels.
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1.2 SCOPE OF SERVICES
Our scope of services was presented in our proposal dated December 1, 2021 and consisted of field and laboratory programs to evaluate physical and engineering properties of the subsurface soils, engineering analysis to prepare recommendations for site work and grading, building foundations, temporary shoring, dewatering, flatwork, retaining walls, pavements, and preparation of this report. Brief descriptions of our exploration and laboratory programs are presented below.
1.3 EXPLORATION PROGRAM
Field exploration consisted of two borings drilled on December 30, 2021 with truck-mounted, hollow-stem auger drilling equipment. The borings were drilled to depths ranging from 44½ to 71 feet below the existing grades. The borings were backfilled with cement grout in accordance with local requirements; exploration permits were obtained as required by local jurisdictions.
The approximate locations of our exploratory borings are shown on the Site Plan, Figure 2.
Details regarding our field program are included in Appendix A.
1.4 LABORATORY TESTING PROGRAM
In addition to visual classification of samples, the laboratory program focused on obtaining data for foundation design and seismic ground deformation estimates. Testing included moisture contents, dry densities, washed sieve analyses, Plasticity Index tests. Details regarding our laboratory program are included in Appendix B.
1.5 ENVIRONMENTAL SERVICES
Cornerstone was requested to provide environmental services for the project. The results of these services are included under a separate cover.
SECTION 2: REGIONAL SETTING
2.1 GEOLOGICAL SETTING
The site is located within the Santa Clara Valley, which is a broad alluvial plane between the Santa Cruz Mountains to the southwest and west, and the Diablo Range to the northeast. The San Andreas Fault system, including the Monte Vista-Shannon Fault, exists within the Santa Cruz Mountains and the Hayward and Calaveras Fault systems exist within the Diablo Range.
Alluvial soil thicknesses in the vicinity of the site range from about 100 to 200 feet (Rogers & Williams, 1974).
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2.2 REGIONAL SEISMICITY
While seismologists cannot predict earthquake events, geologists from the U.S. Geological Survey have recently updated (in 2015) earlier estimates from their 2014 Uniform California Earthquake Rupture Forecast (Version 3; UCERF3) publication. The estimated probability of one or more magnitude 6.7 earthquakes (the size of the destructive 1994 Northridge earthquake) expected to occur somewhere in the San Francisco Bay Area has been revised (increased) to 72 percent for the period 2014 to 2043 (Aagaard et al., 2016). The faults in the region with the highest estimated probability of generating damaging earthquakes between 2014 and 2043 are the Hayward (33%), Calaveras (26%), and San Andreas Faults (22%). In this 30-year period, the probability of an earthquake of magnitude 6.7 or larger occurring is 22 percent along the San Andreas Fault and 33 percent for the Hayward Fault.
The faults considered capable of generating significant earthquakes are generally associated with the well-defined areas of crustal movement, which trend northwesterly. The table below presents the State-considered active faults within approximately 25 kilometers of the site.
Table 1: Approximate Fault Distances
Fault Name
Distance
(miles) (kilometers)
Monte Vista-Shannon 2.7 4.4
San Andreas (1906) 6.0 9.7
Hayward (Southeast Extension) 12.4 20.0
Hayward (Total Length) 13.4 21.6
A regional fault map is presented as Figure 3, illustrating the relative distances of the site to significant fault zones.
SECTION 3: SITE CONDITIONS
3.1 SITE BACKGROUND
We reviewed historic aerial photographs provided on www.historicaerials.com dating back to 1948. The site vicinity appears to have been an undeveloped agricultural field up until 1960, when the existing street layout appear to have been constructed, and the surrounding areas began to be further developed as well. The existing structures appear to have been developed in 1968, and California St appears to have been constructed to the north of the site. Between 1968 and 2018, various developments appear to have been constructed in the near vicinity, and the site itself appears relatively unchanged since the 1968 photo. 334 San Antonio Road
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3.2 SURFACE CONDITIONS
The site is currently occupied by a gas station, auto repair shop and surrounding surface pavements. Based on the referenced topographic survey (Lea & Braze, 2020), the existing site grades range from Elevation 50 to 52 feet North American Vertical Datum 1988 (NAVD 88).
The site is at or near the elevations of the adjacent properties and roadways.
Surface pavement encountered in our explorations generally consisted of 3 to 4 inches of asphalt concrete over 2 inches of aggregate base. Based on our observations, the existing pavements are in poor condition with significant alligator cracking.
3.3 SUBSURFACE CONDITIONS
Below the surface pavement, Exploratory Boring EB-1 encountered undocumented fill consisting of hard, sandy lean clay and dense to very dense, well graded sand with silt and gravel to a depth of 7½ feet below the top of existing pavement. Beneath the undocumented fill, EB-1 encountered medium dense to very dense, clayey and silty sand, clayey sand with gravel, well graded sand with silt and gravel, and poorly graded sand with silt to the terminal depth of 71 feet. Stiff to very stiff, lean clay, sandy lean clay, and lean clay with sand was also encountered.
Below the surface pavement, Boring EB-2 encountered stiff to hard, high plasticity clay, lean clay, sandy lean clay, and lean clay with sand. Medium dense clayey sand and poorly graded sand and very dense, clayey sand were also encountered to the terminal depth of 44½ feet.
3.3.1 Plasticity/Expansion Potential
We performed two Plasticity Index (PI) tests on representative samples. The PI test at a sample depth of 2 feet resulted in a PI of 18, indicating moderate expansion potential to wetting and drying cycles. The PI test performed at a sample depth of 27 feet resulted in a PI of 38, indicating high expansion potential to wetting and drying cycles.
3.3.2 In-Situ Moisture Contents
Laboratory testing indicated that the in-situ moisture contents within the upper 24 feet range from 2 percent under to 15 percent over the estimated laboratory optimum moisture.
3.4 GROUNDWATER
Groundwater was initially encountered in our explorations at depths of 13 to 16 feet below current grades. Groundwater was later measured at a depth of 22 feet. All measurements were taken at the time of drilling and may not represent the stabilized levels that can be higher than the initial levels encountered.
We also reviewed groundwater data available online from the website GeoTracker, https://geotracker.waterboards.ca.gov/. Previous monitoring well data indicates that 334 San Antonio Road
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groundwater was measured at depths of approximately 8 to 10 feet below the ground surface in 2005. Additionally, historical high groundwater is mapped at approximately 9 feet below grade (CGS, Mountain View 7.5-Minute Quadrangle, 2006).
Based on the above, we recommend a design groundwater depth of 9 feet. Fluctuations in groundwater levels occur due to many factors including seasonal fluctuation, underground drainage patterns, regional fluctuations, and other factors.
3.5 CORROSION SCREENING
We tested one samples collected at a depth of 26½ feet for resistivity, pH, soluble sulfates, and chlorides. The laboratory test results are summarized in Table 2A.
Table 2A: Summary of Corrosion Test Results
Sample Location Depth
(feet) Soil pH1 Resistivity2(ohm-cm)
Chloride3
(mg/kg)
Sulfate4,5
(mg/kg)
EB-2 26½ 7.7 820 21 369
Notes: 1ASTM G51
2 ASTM G57 - 100% saturation 3
ASTM D3427/Cal 422 Modified
4 ASTM D3427/Cal 417 Modified 5
1 mg/kg = 0.0001 % by dry weight
Many factors can affect the corrosion potential of soil including moisture content, resistivity, permeability, and pH, as well as chloride and sulfate concentration. Typically, soil resistivity, which is a measurement of how easily electrical current flows through a medium (soil and/or water), is the most influential factor. In addition to soil resistivity, chloride and sulfate ion concentrations, and pH also contribute in affecting corrosion potential.
3.4.1 Preliminary Soil Corrosion Screening
Based on the laboratory test results summarized in Table 2A and published correlations between resistivity and corrosion potential, the soils may be considered very severely corrosive to buried metallic improvements (Chaker and Palmer, 1989).
In accordance with the 2019 CBC Section 1904.1, alternative cementitious materials for different exposure categories and classes shall be determined in accordance with ACI 318-19 Table 19.3.1.1, Table R19.3.1, and Table 19.3.2.1. Based on the laboratory sulfate test results, a cement type restriction is not required, although, in our opinion, it is generally a good idea to include some sulfate resistance and to maintain a relatively low water-cement ratio. We have summarized applicable exposure categories and classes from ACI 318-19, Table 19.3.1.1 below in Table 2B.
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Table 2B: ACI 318-19 Table 19.3.1.1 Exposure Categories and Classes
Freezing and
Thawing (F) Sulfate (S, soil) In Contact with
Water (W)
Corrosion
Protection of
Reinforcement (C)
F0¹ S0² W0³ C1⁴
1 (F0) “Concrete not exposed to freezing-and-thawing cycles” (ACI 318-19) 2 (S0) “Water soluble sulfate in soil, percent by mass” (ACI 318-19) 3 (W0) “Concrete dry in service, Concrete in contact with water and low permeability is not required” (ACI 318-19) 4 (C1) “Concrete exposed to moisture but not an external source of chlorides” (ACI 318-19) We recommend the structural engineer and a corrosion engineer be retained to confirm the above information and provide additional recommendations, as needed.
SECTION 4: GEOLOGIC HAZARDS
4.1 FAULT SURFACE RUPTURE
As discussed above several significant faults are located within 25 kilometers of the site. The site is not located within a State-designated Alquist Priolo Earthquake Fault Zone, or a Santa Clara County Fault Hazard Zone. As shown in Figure 3, no known surface expression of fault traces is thought to cross the site; therefore, fault surface rupture hazard is not a significant geologic hazard at the site.
4.2 ESTIMATED GROUND SHAKING
Moderate to severe (design-level) earthquakes can cause strong ground shaking, which is the case for most sites within the Bay Area. A peak ground acceleration (PGAM) was estimated following the ground motion hazard analysis procedure presented in Chapter 16 and 18 and Appendix J of the 2019 California Building Code (CBC) and Chapter 21, Section 21.2 of ASCE 7-16 and Supplement No. 1. For our analysis we used a PGAM of 0.88g which was determined in accordance with Section 21.5 of ASCE 7-16.
4.3 LIQUEFACTION POTENTIAL
The site is not located within a State-designated Liquefaction Hazard Zone (CGS, Mountain View Quadrangle, 2006) or a Santa Clara County Liquefaction Hazard Zone (Santa Clara County, 2003). However, we screened the site for liquefaction during our site exploration by retrieving samples from the site, performing visual classification on sampled materials, and performing various tests to further classify the soil properties.
During strong seismic shaking, cyclically induced stresses can cause increased pore pressures within the soil matrix that can result in liquefaction triggering, soil softening due to shear stress loss, potentially significant ground deformation due to settlement within sandy liquefiable layers as pore pressures dissipate, and/or flow failures in sloping ground or where open faces are present (lateral spreading) (NCEER 1998). Limited field and laboratory data is available regarding ground deformation due to settlement; however, in clean sand layers settlement on 334 San Antonio Road
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the order of 2 to 3 percent of the liquefied layer thickness can occur. Soils most susceptible to liquefaction are loose, non-cohesive soils that are saturated and are bedded with poor drainage, such as sand and silt layers bedded with a cohesive cap.
As discussed in the “Subsurface” section above, we primarily encountered stiff cohesive and dense granular soil below the design groundwater depth. In addition, the site is not located within a mapped liquefaction hazard zone, and the proposed structure will include 2 levels below grade. Based on the above, it is our opinion that the potential for liquefaction to impact the site negligible.
4.4 LATERAL SPREADING
Lateral spreading is horizontal/lateral ground movement of relatively flat-lying soil deposits towards a free face such as an excavation, channel, or open body of water; typically, lateral spreading is associated with liquefaction of one or more subsurface layers near the bottom of the exposed slope. As failure tends to propagate as block failures, it is difficult to analyze and estimate where the first tension crack will form.
There are no open faces within a distance considered susceptible to lateral spreading. In addition, the potential for liquefaction to occur is negligible; therefore, in our opinion, the potential for lateral spreading to affect the site is low.
4.5 SEISMIC SETTLEMENT/UNSATURATED SAND SHAKING
Loose unsaturated sandy soil can settle during strong seismic shaking. As the soil encountered at the site were predominantly stiff to very stiff clay and medium dense to dense silty and clayey sand, in our opinion, the potential for significant differential seismic settlement affecting the proposed improvements is low.
4.6 TSUNAMI/SEICHE
The terms tsunami or seiche are described as ocean waves or similar waves usually created by undersea fault movement or by a coastal or submerged landslide. Tsunamis may be generated at great distance from shore (far field events) or nearby (near field events). Waves are formed, as the displaced water moves to regain equilibrium, and radiates across the open water, similar to ripples from a rock being thrown into a pond. When the waveform reaches the coastline, it quickly raises the water level, with water velocities as high as 15 to 20 knots. The water mass, as well as vessels, vehicles, or other objects in its path create tremendous forces as they impact coastal structures.
Tsunamis have affected the coastline along the Pacific Northwest during historic times. The Fort Point tide gauge in San Francisco recorded approximately 21 tsunamis between 1854 and 1964. The 1964 Alaska earthquake generated a recorded wave height of 7.4 feet and drowned eleven people in Crescent City, California. For the case of a far-field event, the Bay area would have hours of warning; for a near field event, there may be only a few minutes of warning, if any.
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A tsunami or seiche originating in the Pacific Ocean would lose much of its energy passing through San Francisco Bay. Based on the mapping of tsunami inundation potential for the San Francisco Bay Area by CGS (conservation.ca.gov/cgs/tsunami/maps), areas most likely to be inundated are marshlands, tidal flats, and former bay margin lands that are now artificially filled, but are still at or below sea level, and are generally within 1½ miles of the shoreline. The site is approximately 3½ miles inland from the San Francisco Bay shoreline and is approximately 50 to 52 feet (NAVD 88). Therefore, the potential for inundation due to tsunami or seiche is considered to be low.
4.7 FLOODING
Based on our internet search of the Federal Emergency Management Agency (FEMA) flood map public database, the site is located within Zone X, defined as “Area with reduced flood risk due to levee.” We recommend the project civil engineer be retained to confirm this information and verify the base flood elevation, if appropriate.
SECTION 5: CONCLUSIONS
5.1 SUMMARY
From a geotechnical viewpoint, the project is feasible provided the concerns listed below are addressed in the project design. Descriptions of each concern with brief outlines of our recommendations follow the listed concerns.
Proximity of basement excavation to existing improvements – below-grade improvements
Shallow groundwater – below-grade improvements
Presence of undocumented fill – at-grade improvements Presence of expansive soil – at-grade improvements
Presence of cohesionless soil – below-grade improvements Differential movement at on-grade to on-structure transitions
5.1.1 Proximity of Basement Excavation to Existing Improvements – Below-Grade Improvements
Based on the referenced plans, the two levels of below-grade parking will extend laterally to the property lines. Shoring and potentially underpinning of the existing adjacent structures will likely be required, as the existing building is about 5 feet from the proposed wall of the below-grade parking levels. Temporary shoring and potentially underpinning to support the approximately 24 feet deep excavation will likely be necessary. Recommendations for temporary shoring and underpinning piers are provided in the “Earthwork” section of this report. 334 San Antonio Road
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5.1.2 Shallow Groundwater – Below-Grade Improvements
Shallow groundwater was measured at depths ranging from approximately 13 to 22 feet below the existing ground surface. As discussed above, we recommend a design groundwater depth of 9 feet. Our experience with similar sites in the vicinity indicates that shallow groundwater could significantly impact grading and underground construction. These impacts typically consist of potentially wet and unstable pavement subgrade, difficulty achieving compaction, and difficult underground utility installation. Dewatering and shoring of the planned basement excavation will likely be required. Detailed recommendations addressing this concern are presented in the “Earthwork” section of this report.
5.1.3 Presence of Undocumented Fill – At-Grade Improvements Fill was encountered between at a depth of 7 feet below the existing grades. Although the undocumented fill will likely be removed within the building area, undocumented fill may still be present during placement of at grade utilities and improvements (e.g. flatwork). Any fills encountered during site grading should be completely removed from within at-grade building areas. Provided the fill meet the “Material for Fill” requirements below, the fill may be reused when backfilling the excavations.
Based on review of the samples collected from our borings, the existing fill may be reused. If materials are encountered that do not meet the requirements, such as debris, wood, trash, those materials should be screened out of the remaining material and be removed from the site.
Backfill of excavations should be placed in lifts and compacted in accordance with the “Compaction” section below.
5.1.4 Presence of Expansive Soil – At-Grade Improvements As discussed, moderately expansive surficial soil was encountered within our explorations.
Expansive soils can undergo significant volume change with changes in moisture content. They shrink and harden when dried and expand and soften when wetted. If at-grade improvements are underlain by expansive soil, it is important that foundation systems be capable of tolerating or resisting any potentially damaging soil movements. In addition, it is important to limit moisture changes in the surficial soil by using positive drainage away from buildings as well as limiting landscaping watering. Detailed grading and foundation recommendations addressing this concern are presented in the following sections.
5.1.5 Presence of Cohesionless Soil – Below-Grade Improvements As discussed, cohesionless (sandy) soil with variable amounts of fines were encountered within portions of the upper 24 feet of the soil profile that may be susceptible to localized sloughing or caving. Contractors should plan on forming footings where sand with low fines contents are encountered, as well as preparation of slab-on-grade subgrade just prior to concrete placement.
Other similar construction issues as relates to temporary shoring, utility excavations, and granular material at the base of the basement excavation. These considerations are discussed further within the “Earthwork” and “Foundations” sections of this report. 334 San Antonio Road
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5.1.6 Differential Movement at On-Grade to On-Structure Transitions We anticipate areas adjacent to the planned basement that will have flatwork areas that will transition from on-grade support to overlying the basement. These transition areas typically experience increased differential movement due to a variety of causes, including difficulty in achieving compaction of retaining wall backfill closest to the wall.
If flush shoring is not utilized and engineered fill is placed behind retaining walls extending to near finished grade, we recommend consideration be given to dowels between the pavement and building or subslabs beneath flatwork or pavers that can cantilever at least 3 feet beyond the wall. Hinge slabs and subslabs should be considered at these transitions at garage entrances. If surface improvements are included that are highly sensitive to differential movement, additional measures may be necessary. We also recommend that retaining wall backfill be compacted to 95 percent where surface improvements are planned (see “Retaining Wall” section). At this time, we do not anticipate any at-grade portions of the building to extend beyond the basement limits. We should be consulted if this changes.
5.2 PLANS AND SPECIFICATIONS REVIEW
We recommend that we be retained to review the geotechnical aspects of the project structural, civil, and landscape plans and specifications, allowing sufficient time to provide the design team with any comments prior to issuing the plans for construction.
5.3 CONSTRUCTION OBSERVATION AND TESTING
As site conditions may vary significantly between the small-diameter borings performed during this investigation, we also recommend that a Cornerstone representative be present to provide geotechnical observation and testing during earthwork and foundation construction. This will allow us to form an opinion and prepare a letter at the end of construction regarding contractor compliance with project plans and specifications, and with the recommendations in our report.
We will also be allowed to evaluate any conditions differing from those encountered during our investigation and provide supplemental recommendations as necessary. For these reasons, the recommendations in this report are contingent of Cornerstone providing observation and testing during construction. Contractors should provide at least a 48-hour notice when scheduling our field personnel.
SECTION 6: EARTHWORK
6.1 SITE DEMOLITION
All existing improvements not to be reused for the current development, including all foundations, flatwork, pavements, utilities, and other improvements should be demolished and removed from the site. Recommendations in this section apply to the removal of these improvements, which are currently present on the site, prior to the start of mass grading or the construction of new improvements for the project.
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Cornerstone should be notified prior to the start of demolition and should be present on at least a part-time basis during all backfill and mass grading as a result of demolition. Occasionally, other types of buried structures (e.g. underground tanks, wells, cisterns, debris pits, etc.) can be found on sites with prior development. If encountered, Cornerstone should be contacted to address these types of structures on a case-by-case basis.
6.1.1 Demolition of Existing Slabs, Foundations and Pavements All slabs, foundations, and pavements should be completely removed from within planned building areas.
As an owner value-engineered option, existing slabs, foundations, and pavements that extend into planned flatwork, pavement, or landscape areas may be left in place provided there is at least 3 feet of engineered fill overlying the remaining materials, they are shown not to conflict with new utilities, and that asphalt and concrete more than 10 feet square is broken up to allow subsurface drainage. Future distress and/or higher maintenance may result from leaving these prior improvements in place. A discussion of recycling existing improvements is provided later in this report.
Special care should be taken during the demolition and removal of existing floor slabs, foundations, utilities and pavements to minimize disturbance of the subgrade. Excessive disturbance of the subgrade, which includes either native or previously placed engineered fill, resulting from demolition activities can have serious detrimental effects on planned foundation and paving elements.
6.1.2 Abandonment of Existing Utilities
All utilities should be completely removed from within planned building areas. For any utility line to be considered acceptable to remain within building areas, the utility line must be completely backfilled with grout or sand-cement slurry (sand slurry is not acceptable), the ends outside the building area capped with concrete, and the trench fills either removed and replaced as engineered fill with the trench side slopes flattened to at least 1:1, or the trench fills are determined not to be a risk to the structure. The assessment of the level of risk posed by the particular utility line will determine whether the utility may be abandoned in place or needs to be completely removed. The contractor should assume that all utilities will be removed from within building areas unless provided written confirmation from both the owner and the geotechnical engineer.
Utilities extending beyond the building area may be abandoned in place provided the ends are plugged with concrete, they do not conflict with planned improvements, and that the trench fills do not pose significant risk to the planned surface improvements.
The risk for owners associated with abandoning utilities in place include the potential for future differential settlement of existing trench fills, and/or partial collapse and potential ground loss into utility lines that are not completely filled with grout. 334 San Antonio Road
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6.2 SITE CLEARING AND PREPARATION
6.2.1 Site Stripping
Surface and subsurface improvements should be removed within the proposed development area. Demolition of existing improvements is discussed in the prior paragraphs. A detailed discussion of removal of existing fills is provided later in this report. Surface vegetation and topsoil should be stripped to a sufficient depth to remove all material greater than 3 percent organic content by weight. Based on our site observations, surficial stripping should extend about 6 to 12 inches below existing grade in vegetated areas.
6.2.2 Tree and Shrub Removal
Trees and shrubs designated for removal should have the root balls and any roots greater than ½-inch diameter removed completely. Mature trees are estimated to have root balls extending to depths of 2 to 4 feet, depending on the tree size. Significant root zones are anticipated to extend to the diameter of the tree canopy. Grade depressions resulting from root ball removal should be cleaned of loose material and backfilled in accordance with the recommendations in the “Compaction” section of this report.
6.3 RE-COMPACTION OF UNDOCUMENTED FILLS
As discussed in the “Conclusions” section, up to 7 feet of undocumented fill was encountered during our site investigation. We anticipate the majority of the existing building fills will be removed during the mass basement excavation; however, any remaining fill should be completely removed from within at-grade building areas. Provided the fills meet the “Material for Fill” requirements below, the fills may be reused when backfilling the excavations. Based on review of the samples collected from our borings, it appears that the fill may be reused. If materials are encountered that do not meet the requirements, such as debris, wood, trash, those materials should be screened out of the remaining material and be removed from the site.
Backfill of excavations should be placed in lifts and compacted in accordance with the “Compaction” section below.
Fills extending into planned pavement and flatwork areas may be left in place provided they are determined to be a low risk for future differential settlement and that the upper 12 to 18 inches of fill below pavement subgrade is re-worked and compacted as discussed in the “Compaction” section below.
6.4 TEMPORARY CUT AND FILL SLOPES
The contractor is responsible for maintaining all temporary slopes and providing temporary shoring where required. Temporary shoring, bracing, and cuts/fills should be performed in accordance with the strictest government safety standards. On a preliminary basis, the upper 24 feet at the site may be classified as OSHA Soil Type C materials. A Cornerstone representative should be retained to confirm the preliminary site classification. Recommended 334 San Antonio Road
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soil parameters for temporary shoring are provided in the “Temporary Shoring” section of this report.
The choice of shoring method should be left to the contractor’s judgment based on experience, economic considerations and adjacent improvements such as utilities, pavements, and foundation loads. Temporary shoring should support adjacent improvements without distress and should be the contractor’s responsibility. A pre-condition survey including photographs and installation of monitoring points for existing site improvements should be included in the contractor’s scope. We should be provided the opportunity to review the geotechnical parameters of the shoring design prior to implementation; the project structural engineer should be consulted regarding support of adjacent structures.
6.5 BELOW-GRADE EXCAVATIONS
Below-grade excavations may be constructed with temporary slopes in accordance with the “Temporary Cut and Fill Slopes” section above if space allows. Alternatively, temporary shoring may support the planned cuts up to 24 feet. We have provided geotechnical parameters for shoring design in the section below. The choice of shoring method should be left to the contractor’s judgment based on experience, economic considerations and adjacent improvements such as utilities, pavements, and foundation loads. Temporary shoring should support adjacent improvements without distress and should be the contractor’s responsibility. A pre-condition survey including photographs and installation of monitoring points for existing site improvements should be included in the contractor’s scope. We should be provided the opportunity to review the geotechnical parameters of the shoring design prior to implementation; the project structural engineer should be consulted regarding support of adjacent structures.
6.5.1 Temporary Shoring
Based on the site conditions encountered during our investigation, the cuts may be supported by soldier beams and tie-backs, braced excavations, soil nailing, or potentially other methods.
Where shoring will extend more than about 10 feet, restrained shoring will most likely be required to limit detrimental lateral deflections and settlement behind the shoring. In addition to soil earth pressures, the shoring system will need to support adjacent loads such as construction vehicles and incidental loading, existing structure foundation loads, and street loading. We recommend that heavy construction loads (cranes, etc.) and material stockpiles be kept at least 15 feet behind the shoring. Where this loading cannot be set back, the shoring will need to be designed to support the loading. The shoring designer should provide for timely and uniform mobilization of soil pressures that will not result in excessive lateral deflections.
Minimum suggested geotechnical parameters for shoring design are provided in the table below.
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Table 3: Suggested Temporary Shoring Design Parameters
Design Parameter Design Value
Minimum Lateral Wall Surcharge (upper 5 feet) 120 psf
Cantilever Wall – Triangular Earth Pressure 40 pcf
Restrained Wall – Uniform Earth Pressure for sandy soil 25H* Passive Pressure – Starting at below the bottom of the
excavation
400 pcf up to 2,000 psf
maximum uniform pressure
* H equals the height of the excavation; passive pressures are assumed to act over twice the soldier pile diameter, Figure 23a of the FHWA Circular No. 4
**An additional hydrostatic pressure increment should be applied for shoring below the ground water table The restrained earth pressure may also be distributed as described in Section 5.2.4 of the FHWA Circular No. 4 – Ground Anchors and Anchored Systems provided the total pressure is established from the uniform pressure above.
If shotcrete lagging is used for the shoring facing, the permanent retaining wall drainage materials, as discussed in the “Wall Drainage” section of this report, will need to be installed during temporary shoring construction. At a minimum, 2-foot-wide vertical panels should be placed between soil nails or tiebacks that are spaced at 6-foot centers. For 8-foot centers, 4- foot-wide vertical panels should be provided. A horizontal strip drain connecting the vertical panels should be provided, or pass-through connections should be included for each vertical panel.
We performed our borings with hollow-stem auger drilling equipment and as such were not able to evaluate the potential for caving soils, which can create difficult conditions during soldier beam, tie-back, or soil nail installation; caving soils can also be problematic during excavation and lagging placement. The contractor is responsible for evaluating excavation difficulties prior to construction. Where relatively clean sands (especially encountered below ground water) or difficult drilling or cobble conditions were encountered during our exploration, pilot holes performed by the contractor may be desired to further evaluate these conditions prior to the finalization of the shoring budget.
In addition to anticipated deflection of the shoring system, other factors such as voids created by soil sloughing, and erosion of granular layers due to perched water conditions can create adverse ground subsidence and deflections. The contractor should attempt to cut the excavation as close to neat lines as possible. Where voids are created, they should be backfilled as soon as possible with sand, gravel, or grout.
As previously mentioned, we recommend that a monitoring program be developed and implemented to evaluate the effects of the shoring on adjacent improvements. All sensitive improvements should be located and monitored for horizontal and vertical deflections and distress cracking based on a pre-construction survey. For multi-level excavations, the installation of inclinometers at critical areas may be desired for more detailed deflection 334 San Antonio Road
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monitoring. The monitoring frequency should be established and agree to by the project team prior to start of shoring construction.
The above recommendations are for the use of the design team; the contractor in conjunction with input from the shoring designer should perform additional subsurface exploration they deem necessary to design the chosen shoring system. A California-licensed civil or structural engineer must design and be in responsible charge of the temporary shoring design. The contractor is responsible for means and methods of construction, as well as site safety.
6.5.2 Construction Dewatering
Groundwater levels are expected to be about 13 feet above the planned excavation bottom; therefore, temporary dewatering will be necessary during construction. Design, selection of the equipment and dewatering method, and construction of temporary dewatering should be the responsibility of the contractor. Modifications to the dewatering system are often required in layered alluvial soils and should be anticipated by the contractor. The dewatering plan, including planned dewatering well filter pack materials, should be forwarded to our office for review prior to implementation.
The dewatering design should maintain groundwater at least 5 feet below the bottom of the mass excavation, and at least 2 feet below localized excavations such as deepened footings, elevator shafts, and utilities. If the dewatering system was to shut down for an extended period of time, destabilization and/or heave of the excavation bottom requiring over-excavation and stabilization, flooding and softening, and/or shoring failures could occur; therefore, we recommend that a backup power source be considered.
In addition, temporary draw-down of the groundwater table can cause subsidence outside the excavation area, causing settlement of adjacent improvements.
Depending on the groundwater quality and previous environmental impacts to the site and surrounding area, settlement and storage tanks, particulate filtration, and environmental testing may be required prior to discharge, either into storm or sanitary, or trucked to an off-site facility.
6.6 SUBGRADE PREPARATION – AT-GRADE IMPROVEMENTS
After site clearing and demolition is complete, and prior to backfilling any excavations resulting from fill removal or demolition, the excavation subgrade and subgrade within areas to receive additional site fills, slabs-on-grade and/or pavements should be scarified to a depth of 6 inches, moisture conditioned, and compacted in accordance with the “Compaction” section below.
6.7 WET SOIL STABILIZATION GUIDELINES
Native soil and fill materials, especially soil with high fines contents such as clay and silty soil, can become unstable due to high moisture content, whether from high in-situ moisture contents or from winter rains. As the moisture content increases over the laboratory optimum, it 334 San Antonio Road
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becomes more likely the materials will be subject to softening and yielding (pumping) from construction loading or become unworkable during placement and compaction.
As discussed in the “Subsurface” section in this report, the in-situ moisture contents can range up to 15 percent over the estimated laboratory optimum in the upper 24 feet of the soil profile.
The contractor should anticipate drying the soils prior to reusing them as fill. In addition, repetitive rubber-tire loading will likely de-stabilize the soils.
There are several methods to address potential unstable soil conditions and facilitate fill placement and trench backfill. Some of the methods are briefly discussed below.
Implementation of the appropriate stabilization measures should be evaluated on a case-bycase basis according to the project construction goals and the site conditions.
6.7.1 Scarification and Drying
The subgrade may be scarified to a depth of 12 inches and allowed to dry to near optimum conditions, if sufficient dry weather is anticipated to allow sufficient drying. More than one round of scarification may be needed to break up the soil clods.
6.7.2 Removal and Replacement
As an alternative to scarification, the contractor may choose to over-excavate the unstable soils and replace them with dry on-site or import materials. A Cornerstone representative should be present to provide recommendations regarding the appropriate depth of over-excavation, whether a geosynthetic (stabilization fabric or geogrid) is recommended, and what materials are recommended for backfill.
6.7.3 Chemical Treatment
Where the unstable area exceeds about 5,000 to 10,000 square feet and/or site winterization is desired, chemical treatment with quicklime (CaO), kiln-dust, or cement may be more costeffective than removal and replacement. Recommended chemical treatment depths will typically range from 12 to 18 inches depending on the magnitude of the instability.
6.7.4 Below-Grade Excavation Stabilization
The proposed building excavation will likely extend into saturated clay with varying strength.
Due to the high moisture content of this material, it may become unstable under the weight of track-mounted or rubber-tired construction equipment. To provide a firm base for construction of the foundation, it may be necessary to remove and an additional approximately 12 to 18 inches of native soil below the foundation level and replace it with a bridging layer, such as crushed rock. The crushed rock should be consolidated in place with light vibratory equipment.
Rubber-tire equipment should not be allowed to operate on the exposed subgrade; the crushed rock should be stockpiled and pushed out over the stabilization fabric. Otherwise, a layer of lean cement-sand slurry layer (“rat slab”) may be considered or a combination of the two. 334 San Antonio Road
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Temporary dewatering to a depth of at least 5 feet below the bottom of the building excavation is recommended during construction.
A Cornerstone representative should observe the excavation bottom, including potentially observing proof rolling, prior to placing a rat slab and waterproofing to provide more detailed stabilization and subgrade repair recommendations.
6.8 MATERIAL FOR FILL
6.8.1 Re-Use of On-site Soils
On-site soils with an organic content less than 3 percent by weight may be reused as general fill. General fill should not have lumps, clods or cobble pieces larger than 6 inches in diameter; 85 percent of the fill should be smaller than 2½ inches in diameter. Minor amounts of oversize material (smaller than 12 inches in diameter) may be allowed provided the oversized pieces are not allowed to nest together and the compaction method will allow for loosely placed lifts not exceeding 12 inches.
6.8.2 Potential Import Sources
Non-expansive material should be inorganic with a Plasticity Index (PI) of 15 or less, and not contain recycled asphalt concrete where it will be used within the habitable building areas. To prevent significant caving during trenching or basement construction, imported material should have sufficient fines. Samples of potential import sources should be delivered to our office at least 10 days prior to the desired import start date. Information regarding the import source should be provided, such as any site geotechnical reports. If the material will be derived from an excavation rather than a stockpile, potholes will likely be required to collect samples from throughout the depth of the planned cut that will be imported. At a minimum, laboratory testing will include PI tests. Material data sheets for select fill materials (Class 2 aggregate base, ¾- inch crushed rock, quarry fines, etc.) listing current laboratory testing data (not older than 6 months from the import date) may be provided for our review without providing a sample. If current data is not available, specification testing will need to be completed prior to approval.
Environmental and soil corrosion characterization should also be considered by the project team prior to acceptance. Suitable environmental laboratory data to the planned import quantity should be provided to the project environmental consultant; additional laboratory testing may be required based on the project environmental consultant’s review. The potential import source should also not be more corrosive than the on-site soils, based on pH, saturated resistivity, and soluble sulfate and chloride testing.
6.8.3 Non-Expansive Fill Using Lime Treatment
As discussed above, non-expansive fill should have a Plasticity Index (PI) of 15 or less. Due to the high clay content and PI of the on-site soil [and bedrock] materials, it is not likely that sufficient quantities of non-expansive fill would be generated from cut materials. As an alternative to importing non-expansive fill, chemical treatment can be considered to create non- 334 San Antonio Road
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expansive fill. It has been our experience that for high PI clayey soil and bedrock materials will likely need to be mixed with at least 5 percent quicklime (CaO) or approved equivalent to adequately reduce the PI of the on-site soils to 15 or less. If this option is considered, additional laboratory tests should be performed during initial site grading to further evaluate the optimum percentage of quicklime required.
6.9 COMPACTION REQUIREMENTS
All fills, and subgrade areas where fill, slabs-on-grade, and pavements are planned, should be placed in loose lifts 8 inches thick or less and compacted in accordance with ASTM D1557 (latest version) requirements as shown in the table below. In general, clayey soils should be compacted with sheepsfoot equipment and sandy/gravelly soils with vibratory equipment; opengraded materials such as crushed rock should be placed in lifts no thicker than 18 inches and consolidated in place with vibratory equipment. Each lift of fill and all subgrade should be firm and unyielding under construction equipment loading in addition to meeting the compaction requirements to be approved. The contractor (with input from a Cornerstone representative) should evaluate the in-situ moisture conditions, as the use of vibratory equipment on soils with high moistures can cause unstable conditions. General recommendations for soil stabilization are provided in the “Wet Soil Stabilization Guidelines” section of this report. Where the soil’s PI is 20 or greater, the expansive soil criteria should be used.
Table 4: Compaction Requirements
Description Material Description
Minimum Relative1
Compaction
(percent)
Moisture2
Content
(percent)
General Fill On-Site Expansive Soils 87 – 92 >3
(within upper 5 feet) Low Expansion Soils 90 >1
General Fill On-Site Expansive Soils 95 >3
(below a depth of 5 feet) Low Expansion Soils 95 >1
Basement Wall Backfill Without Surface Improvements 90 >1 With Surface Improvements 954 >1
Trench Backfill
On-Site Expansive Soils 87 – 92 >3
Low Expansion Soils 90 >1
1 – Relative compaction based on maximum density determined by ASTM D1557 (latest version) 2 – Moisture content based on optimum moisture content determined by ASTM D1557 (latest version) 3 – Class 2 aggregate base shall conform to Caltrans Standard Specifications, latest edition, except that the relative compaction should be determined by ASTM D1557 (latest version) 4 – Using light-weight compaction or walls should be braced Table 4 continued on next page.
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Table 4 (cont.): Compaction Requirements
Description Material Description
Minimum Relative1
Compaction
(percent)
Moisture2
Content
(percent)
Trench Backfill (upper 6 inches
of subgrade)
On-Site Low Expansion Soils 95 >1
Crushed Rock Fill ¾-inch Clean Crushed Rock Consolidate In-Place NA Non-Expansive Fill Imported Non-Expansive Fill 90 Optimum Flatwork Subgrade
On-Site Expansive Soils 87 - 92 >3
Low Expansion Soils 90 >1
Flatwork Aggregate Base Class 2 Aggregate Base3 90 Optimum Pavement Subgrade
On-Site Expansive Soils 87 - 92 >3
Low Expansion Soils 95 >1
Pavement Aggregate Base Class 2 Aggregate Base3 95 Optimum Asphalt Concrete Asphalt Concrete 95 (Marshall) NA
1 – Relative compaction based on maximum density determined by ASTM D1557 (latest version) 2 – Moisture content based on optimum moisture content determined by ASTM D1557 (latest version) 3 – Class 2 aggregate base shall conform to Caltrans Standard Specifications, latest edition, except that the relative compaction should be determined by ASTM D1557 (latest version) 4 – Using light-weight compaction or walls should be braced
6.9.1 Construction Moisture Conditioning
Expansive soils can undergo significant volume change when dried then wetted. The contractor should keep all exposed expansive soil subgrade (and also trench excavation side walls) moist until protected by overlying improvements (or trenches are backfilled). If expansive soils are allowed to dry out significantly, re-moisture conditioning may require several days of re-wetting (flooding is not recommended), or deep scarification, moisture conditioning, and re-compaction.
6.10 TRENCH BACKFILL
Utility lines constructed within public right-of-way should be trenched, bedded and shaded, and backfilled in accordance with the local or governing jurisdictional requirements. Utility lines in private improvement areas should be constructed in accordance with the following requirements unless superseded by other governing requirements.
All utility lines should be bedded and shaded to at least 6 inches over the top of the lines with crushed rock (⅜-inch-diameter or greater) or well-graded sand and gravel materials conforming to the pipe manufacturer’s requirements. Open-graded shading materials should be consolidated in place with vibratory equipment and well-graded materials should be compacted to at least 90 percent relative compaction with vibratory equipment prior to placing subsequent backfill materials.
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General backfill over shading materials may consist of on-site native materials provided they meet the requirements in the “Material for Fill” section, and are moisture conditioned and compacted in accordance with the requirements in the “Compaction” section.
Where utility lines will cross perpendicular to strip footings, the footing should be deepened to encase the utility line, providing sleeves or flexible cushions to protect the pipes from anticipated foundation settlement, or the utility lines should be backfilled to the bottom of footing with sandcement slurry or lean concrete. Where utility lines will parallel footings and will extend below the “foundation plane of influence,” an imaginary 1:1 plane projected down from the bottom edge of the footing, either the footing will need to be deepened so that the pipe is above the foundation plane of influence or the utility trench will need to be backfilled with sand-cement slurry or lean concrete within the influence zone. Sand-cement slurry used within foundation influence zones should have a minimum compressive strength of 75 psi.
6.11 SITE DRAINAGE
Ponding should not be allowed adjacent to building foundations, slabs-on-grade, or pavements.
Hardscape surfaces should slope at least 2 percent towards suitable discharge facilities; landscape areas should slope at least 3 percent to at least 10 feet from the structure. Roof runoff should be directed away from building areas in closed conduits, to approved infiltration facilities, or on to hardscaped surfaces that drain to suitable facilities. Retention, detention or infiltration facilities should be spaced at least 10 feet from buildings, and preferably at least 5 feet from slabs-on-grade or pavements. However, if retention, detention or infiltration facilities are located within these zones, we recommend that these treatment facilities meet the requirements in the Storm Water Treatment Design Considerations section of this report.
Where minimal side yards are planned (10 feet or less), we recommend that area drains collect surface runoff and transmit the runoff to other suitable landscape drainage facilities to prevent ponding adjacent to building foundations. Landscape drainage such as drain inlets and storm water filtration and/or infiltration trenches should be provided to collect and transmit storm water runoff to project storm drains, and/or detention or retention facilities.
6.12 LOW-IMPACT DEVELOPMENT (LID) IMPROVEMENTS
The Municipal Regional Permit (MRP) requires regulated projects to treat 100 percent of the amount of runoff identified in Provision C.3.d from a regulated project’s drainage area with low impact development (LID) treatment measures onsite or at a joint stormwater treatment facility.
LID treatment measures are defined as rainwater harvesting and use, infiltration, evapotranspiration, or biotreatment. A biotreatment system may only be used if it is infeasible to implement harvesting and use, infiltration, or evapotranspiration at a project site.
Technical infeasibility of infiltration may result from site conditions that restrict the operability of infiltration measures and devices. Various factors affecting the feasibility of infiltration treatment may create an environmental risk, structural stability risk, or physically restrict infiltration. The presence of any of these limiting factors may render infiltration technically infeasible for a proposed project. To aid in determining if infiltration may be feasible at the site, we provide the 334 San Antonio Road
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following site information regarding factors that may aid in determining the feasibility of infiltration facilities at the site.
The near-surface soils at the site are clayey and categorized as Hydrologic Soil Group D, and is expected to have infiltration rates of less than 0.2 inches per hour. In our opinion, these clayey soils will significantly limit the infiltration of stormwater. Locally, seasonal high ground water is mapped at a depth of feet, and therefore is expected to be at least 10 feet below the base of the infiltration measure.
6.12.1 Storm Water Treatment Design Considerations
If storm water treatment improvements, such as shallow bio-retention swales, basins or pervious pavements, are required as part of the site improvements to satisfy Storm Water Quality (C.3) requirements, we recommend the following items be considered for design and construction.
6.12.1.1 General Bioswale Design Guidelines
If possible, avoid placing bioswales or basins within 10 feet of the building perimeter or within 5 feet of exterior flatwork or pavements. If bioswales must be constructed within these setbacks, the side(s) and bottom of the trench excavation should be lined with 10- mil visqueen to reduce water infiltration into the surrounding expansive clay. Bioswales constructed within 3 feet of proposed buildings may be within the foundation zone of influence for perimeter wall loads. Therefore, where bioswales will parallel foundations and will extend below the “foundation plane of influence,” an imaginary 1:1 plane projected down from the bottom edge of the foundation, the foundation will need to be deepened so that the bottom edge of the bioswale filter material is above the foundation plane of influence.
The bottom of bioswale or detention areas should include a perforated drain placed at a low point, such as a shallow trench or sloped bottom, to reduce water infiltration into the surrounding soils near structural improvements, and to address the low infiltration capacity of the on-site clay soils.
6.12.1.2 Bioswale Infiltration Material
Gradation specifications for bioswale filter material, if required, should be specified on the grading and improvement plans.
Compaction requirements for bioswale filter material in non-landscaped areas or in pervious pavement areas, if any, should be indicated on the plans and specifications to satisfy the anticipated use of the infiltration area.
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If bioswales are to be vegetated, the landscape architect should select planting materials that do not reduce or inhibit the water infiltration rate, such as covering the bioswale with grass sod containing a clayey soil base.
Due to the relatively loose consistency and/or high organic content of many bioswale filter materials, long-term settlement of the bioswale medium should be anticipated. To reduce initial volume loss, bioswale filter material should be wetted in 12-inch lifts during placement to pre-consolidate the material. Mechanical compaction should not be allowed, unless specified on the grading and improvement plans, since this could significantly decrease the infiltration rate of the bioswale materials. It should be noted that the volume of bioswale filter material may decrease over time depending on the organic content of the material. Additional filter material may need to be added to bioswales after the initial exposure to winter rains and periodically over the life of the bioswale areas, as needed.
6.12.1.3 Bioswale Construction Adjacent to Pavements
If bio-infiltration swales or basins are considered adjacent to proposed parking lots or exterior flatwork, we recommend that mitigative measures be considered in the design and construction of these facilities to reduce potential impacts to flatwork or pavements. Exterior flatwork, concrete curbs, and pavements located directly adjacent to bio-swales may be susceptible to settlement or lateral movement, depending on the configuration of the bioswale and the setback between the improvements and edge of the swale. To reduce the potential for distress to these improvements due to vertical or lateral movement, the following options should be considered by the project civil engineer:
Improvements should be setback from the vertical edge of a bioswale such that there is at least 1 foot of horizontal distance between the edge of improvements and the top edge of the bioswale excavation for every 1 foot of vertical bioswale depth, or Concrete curbs for pavements, or lateral restraint for exterior flatwork, located directly adjacent to a vertical bioswale cut should be designed to resist lateral earth pressures in accordance with the recommendations in the “Retaining Walls” section of this report, or concrete curbs or edge restraint should be adequately keyed into the native soil or engineered to reduce the potential for rotation or lateral movement of the curbs.
6.13 LANDSCAPE CONSIDERATIONS
Since the near-surface soils are moderately expansive, we recommend greatly reducing the amount of surface water infiltrating these soils near foundations and exterior slabs-on-grade.
This can typically be achieved by:
Using drip irrigation
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Avoiding open planting within 3 feet of the building perimeter or near the top of existing slopes
Regulating the amount of water distributed to lawns or planter areas by using irrigation timers
Selecting landscaping that requires little or no watering, especially near foundations.
We recommend that the landscape architect consider these items when developing landscaping plans.
SECTION 7: 2019 CBC SEISMIC DESIGN CRITERIA
7.1 SEISMIC DESIGN CRITERIA
We developed site-specific seismic design parameters in accordance with Chapter 16, Chapter 18 and Appendix J of the 2019 California Building Code (CBC) and Chapters 11, 12, 20, and 21 and Supplement No. 1 of ASCE 7-16.
7.1.1 Site Location and Provided Data For 2019 CBC Seismic Design The project is located at latitude 37.405768° N and longitude -122.111511° W, which is based on Google Earth (WGS84) coordinates at the approximate center of 344 San Antonio Road in Mountain View, California. We have assumed that a Seismic Importance Factor (Ie) of 1.00 has been assigned to the structure in accordance with Table 1.5-2 of ASCE 7-16 for structures classified as Risk Category II. The building period has not been provided by the project structural engineer.
7.2 2019 CBC SEISMIC DESIGN CRITERIA
As discussed in the “Subsurface” of our report, our exploratory borings encountered medium dense to dense sand and stiff to hard clay deposits to a depth of 71 feet, the maximum depth explored.
7.2.1 2019 CBC Seismic Design
As our borings encountered deep alluvial soil with typical SPT “N” values between 15 and 68 blows per foot, per section 20.3.2 of ASCE 7-16, , we have classified the site as Soil Classification D, which is described as a “stiff soil” profile. Because we used site specific data from our explorations and laboratory testing, the site class should be considered as “determined” for the purposes of estimating the seismic design parameters from the code. Our site-specific ground motion hazard analysis considered a VS30 of 299 m/s (981 ft/s).
In accordance with Section 11.4.8 of ASCE 7-16, we performed a ground motion hazard analysis following Chapter 21, Section 21.2 of ASCE 7-16. We evaluated both Probabilistic MCER Ground Motions in accordance with Method 1 and Deterministic MCER Ground Motions 334 San Antonio Road
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to generate our recommended design response spectrum for the project, see Figure 4. The recommended design spectral accelerations and associated periods are provided in graphically on Figure 5.
SECTION 8: FOUNDATIONS
8.1 SUMMARY OF RECOMMENDATIONS
As discussed, the proposed structure will consist of a 5-story residential building with 2 levels of below-grade parking (anticipated to be 24 feet below existing grades). In our opinion, the proposed structure may be supported on spread footings foundations provided the recommendations provided in this report are followed; however, based on the presence of relatively shallow groundwater, the structure may need to be supported on a mat foundation designed to resist hydrostatic pressure; therefore, as an alternative to spread footings, we have provided recommendations for mat foundations.
8.2 SHALLOW FOUNDATIONS
8.2.1 Conventional Shallow Footings
Conventional shallow footings should bear on natural, undisturbed soil or engineered fill, and extend at least 24 inches below the lowest adjacent grade. Lowest adjacent grade is defined as the deeper of the following: 1) bottom of the adjacent interior slab-on-grade, or 2) finished exterior grade, excluding landscaping topsoil.
Footings constructed to the above dimensions and in accordance with the “Earthwork” recommendations of this report are capable of supporting maximum allowable bearing pressures of 3,000 psf for dead loads, 4,500 psf for combined dead plus live loads, and 6,000 psf for all loads including wind and seismic. These pressures are based on factors of safety of
3.0, 2.0, and 1.5 applied to the ultimate bearing pressure for dead, dead plus live, and all loads, respectively. These pressures are net values; the weight of the footing may be neglected for the portion of the footing extending below grade (typically, the full footing depth). Top and bottom mats of reinforcing steel should be included in continuous footings to help span irregularities and differential settlement.
8.2.2 Footing Settlement
Structural loads were not provided to us at the time this report was prepared; therefore, we assumed the typical loading in the following table.
Table 5: Assumed Structural Loading
Foundation Area Range of Assumed Loads
Interior Isolated Column Footing 850 kips
Perimeter Strip Footing 15 to 16 kips per lineal foot
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Based on the above loading and the allowable bearing pressures presented above, we estimate the total static footing settlement will be about ½ inch, with about ¼ inch of post-construction differential settlement between adjacent foundation elements. As our footing loads were assumed, we recommend we be retained to review the final footing layout and loading, and verify the settlement estimates above.
8.2.3 Lateral Loading
Lateral loads may be resisted by friction between the bottom of footing and the supporting subgrade, and also by passive pressures generated against footing sidewalls. An ultimate frictional resistance of 0.40 applied to the footing dead load, and an ultimate passive pressure based on an equivalent fluid pressure of 450 and 550 pcf for at-grade and basement level footings may be used in design, respectively. The structural engineer should apply an appropriate factor of safety to the ultimate values above. Where at-grade footings are adjacent to landscape areas without hardscape, the upper 12 inches of soil should be neglected when determining passive pressure capacity for at-grade footings; however, neglecting the upper 12 inches is not needed for basement level footings.
8.2.4 Spread Footing Construction Considerations
Where utility lines will cross perpendicular to strip footings, the footing should be deepened to encase the utility line, providing sleeves or flexible cushions to protect the pipes from anticipated foundation settlement, or the utility lines should be backfilled to the bottom of footing with sandcement slurry or lean concrete. Where utility lines will parallel footings and will extend below the “foundation plane of influence,” an imaginary 1:1 plane projected down from the bottom edge of the footing, either the footing will need to be deepened so that the pipe is above the foundation plane of influence or the utility trench will need to be backfilled with sand-cement slurry or lean concrete within the influence zone. Sand-cement slurry used within foundation influence zones should have a minimum compressive strength of 75 psi.
Footing excavations should be filled as soon as possible or be kept moist until concrete placement by regular sprinkling to prevent desiccation. A Cornerstone representative should observe all footing excavations prior to placing reinforcing steel and concrete. If there is a significant schedule delay between our initial observation and concrete placement, we may need to re-observe the excavations.
8.2.5 Reinforced Concrete Mat Foundations
As discussed, the five-story residential building will be supported on two levels of below-grade parking anticipated to be about 24 feet below the existing grades. Based on the assumed depth of the parking levels and a design groundwater depth of 9 feet, the proposed structure may need to be supported on a mat foundation designed to resist hydrostatic pressures (e.g. uplift).
The mat should bear on natural soil or engineered fill prepared in accordance with the “Earthwork” section of this report and designed in accordance with the recommendations below.
Reinforced concrete mat foundations should be designed in accordance with the 2019 California Building Code.
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For our analysis, we assumed a maximum average areal bearing pressure of 1,000 psf for dead plus live loads across the mat; the maximum allowable localized bearing pressure should be limited to 2,000 psf at wall or column load locations. When evaluating wind and seismic conditions, allowable bearing pressures may be increased by one-third. These pressures are net values; the weight of the mat may be neglected for the portion of the mat extending below grade. Top and bottom mats of reinforcing steel should be included as required to help span irregularities and differential settlement. If the assumed weight (average areal bearing pressure) is higher than assumed, or there are other aspects of design not accounted for in this report, please notify us so that we may revise our recommendations. As described below, once contact pressures are available for review, please forward a copy for our final analysis.
8.2.6 Mat Foundation Settlement
We estimate the total settlement due to static loading would be up to ½ inch and total postconstruction differential movement of less than ¼ inch generally from the center of the mat to the mat edges. If foundations designed in accordance with the above recommendations are not capable of resisting such differential movement, additional reinforcement or increased mat thickness may be required. As our foundation loads were assumed, we recommend we be retained to review the final mat pressures and loading and verify the settlement estimates above.
8.2.7 Lateral Loading
Lateral loads may be resisted by friction between the bottom of mat foundation and the supporting subgrade, and also by passive pressures generated against deepened mat edges.
An ultimate frictional resistance of 0.40 applied to the mat dead load, and an ultimate passive pressure based on an equivalent fluid pressure of 500 pcf may be used in design. The structural engineer should apply an appropriate factor of safety to the ultimate values above.
8.2.8 Mat Modulus of Soil Subgrade Reaction
The modulus of soil subgrade reaction is a model element that represents the response to a specific loading condition, including the magnitude, rate, and shape of loading, given the subsurface conditions at that location. Design experts recommend using a variable modulus of soil subgrade reaction to provide a more accurate soil response and prediction of shears and moments in the mats. This will require at least one iteration between our soil model and the structural SAFE (or similar) analysis for the mat. As discussed above, the estimated average areal mat pressure is approximately 1000 psf within the proposed structure. Based on this assumed pressure, we calculated a preliminary modulus of subgrade reaction value for the mat foundation.
For preliminary SAFE runs (or equivalent analysis), we recommend an initial modulus of soil subgrade reaction of 10 pounds per cubic inch (pci) for the mat foundation. As discussed above, the modulus of soil subgrade reaction is intended for use in the first iteration of the structural SAFE analysis for the mat design. Once the initial structural analysis is complete, 334 San Antonio Road
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please forward a color plot of contact pressures for the mat (to scale) so that we can provide a revised plan with updated contours of equal modulus of soil subgrade reaction values.
8.3.9 Mat Foundation Construction Considerations
Due to the presence of expansive soils, mat subgrade areas should be kept moist until concrete placement by regular sprinkling to prevent desiccation. If deep drying is allowed to occur, several days of moisture conditioning (flooding of the pads is not recommended) may be required to allow the moisture to re-penetrate the subgrade. If sever drying occurs, reworking and moisture conditioning of the pad may be required.
8.2.10 Hydrostatic Uplift and Waterproofing
Mat foundations that extend below the recommended design groundwater level of 9 feet, should be designed to resist potential hydrostatic uplift pressures. Basement walls extending below design groundwater should be designed to resist hydrostatic pressure for the full wall height.
Where portions of the walls extend above the design groundwater level, a drainage system may be added as discussed in the “Retaining Wall” section.
In addition, the portions of the structures extending below design groundwater should be waterproofed to limit moisture infiltration, including mat foundation, all construction joints, and any basement retaining walls. We recommend that a waterproofing specialist design the waterproofing system.
As discussed, the five-story residential building will be supported on two levels of below-grade parking anticipated to be about 24 feet below the existing grades. Based on the assumed depth of the parking levels and the design groundwater level of 9 feet, the proposed structure could likely be supported on a mat foundation bearing on natural soil or engineered fill prepared in accordance with the “Earthwork” section of this report and designed in accordance with the recommendations below. Reinforced concrete mat foundations should be designed in accordance with the 2019 California Building Code.
For our analysis, we assumed a maximum average areal bearing pressure of 1,000 psf for dead plus live loads across the mat; the maximum allowable localized bearing pressure should be limited to 2,000 psf at wall or column load locations. When evaluating wind and seismic conditions, allowable bearing pressures may be increased by one-third. These pressures are net values; the weight of the mat may be neglected for the portion of the mat extending below grade. Top and bottom mats of reinforcing steel should be included as required to help span irregularities and differential settlement. If the assumed weight (average areal bearing pressure) is higher than assumed, or there are other aspects of design not accounted for in this report, please notify us so that we may revise our recommendations. As described below, once contact pressures are available for review, please forward a copy for our final analysis. 334 San Antonio Road
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SECTION 9: CONCRETE SLABS AND PEDESTRIAN PAVEMENTS
9.1 BELOW-GRADE GARAGE SLAB-ON-GRADE
If spread footings with slab-on-grade floors are feasible with respect to the design groundwater elevation and hydrostatic uplift, the garage slab-on-grade should be at least 5 inches thick and if constructed with minimal reinforcement intended for shrinkage control only, should have a minimum compressive strength of 3,000 psi. If the slab will have heavier reinforcing because the slab will also serve as a structural diaphragm, the compressive strength may be reduced to 2,500 psi at the structural engineer’s discretion. The garage slab should be supported on subgrade prepared in accordance with the recommendations in the “Earthwork” section of this report, and at least 4 inches of either Class 2 aggregate base or ¾-inch clean, crushed rock place and compacted in accordance with the “Compaction” section of this report. If there will be areas within the garage that are moisture sensitive, such as equipment and lift rooms, the recommendations in the “Interior Slabs Moisture Protection Considerations” section below may be incorporated in the project design if desired. Consideration should be given to limiting the control joint spacing to a maximum of about 2 feet in each direction for each inch of concrete thickness.
9.2 INTERIOR SLABS MOISTURE PROTECTION CONSIDERATIONS
The following general guidelines for concrete slab-on-grade construction where floor coverings are planned are presented for the consideration by the developer, design team, and contractor.
These guidelines are based on information obtained from a variety of sources, including the American Concrete Institute (ACI) and are intended to reduce the potential for moisture-related problems causing floor covering failures, and may be supplemented as necessary based on project-specific requirements. The application of these guidelines or not will not affect the geotechnical aspects of the slab-on-grade performance.
Place a minimum 15-mil vapor retarder conforming to ASTM E 1745, Class C requirements or better directly below the concrete slab; the vapor retarder should extend to the slab edges and be sealed at all seams and penetrations in accordance with manufacturer’s recommendations and ASTM E 1643 requirements. A 4-inch-thick capillary break, consisting of crushed rock should be placed below the vapor retarder and consolidated in place with vibratory equipment. The mineral aggregate shall be of such size that the percentage composition by dry weight as determined by laboratory sieves will conform to the following gradation:
Sieve Size Percentage Passing Sieve
1” 100
¾” 90 – 100
No. 4 0 – 10
No. 200 0 – 5
The capillary break rock may be considered as the upper 4 inches of the non-expansive fill previously recommended.
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The concrete water:cement ratio should be 0.45 or less. Mid-range plasticizers may be used to increase concrete workability and facilitate pumping and placement. Water should not be added after initial batching unless the slump is less than specified and/or the resulting water:cement ratio will not exceed 0.45. Polishing the concrete surface with metal trowels is not recommended. Where floor coverings are planned, all concrete surfaces should be properly cured. Water vapor emission levels and concrete pH should be determined in accordance with ASTM F1869-98 and F710-98 requirements and evaluated against the floor covering manufacturer’s requirements prior to installation.
9.3 EXTERIOR FLATWORK
Exterior concrete flatwork subject to pedestrian and/or occasional light pick up loading should be at least 4 inches thick and supported 6 inches of non-expansive fill overlying subgrade prepared in accordance with the “Earthwork” recommendations of this report. Flatwork that will be subject to heavier or frequent vehicular loading should be designed in accordance with the recommendations in the “Vehicular Pavements” section below. To help reduce the potential for uncontrolled shrinkage cracking, adequate expansion and control joints should be included.
Consideration should be given to limiting the control joint spacing to a maximum of about 2 feet in each direction for each inch of concrete thickness. Flatwork should be isolated from adjacent foundations or retaining walls except where limited sections of structural slabs are included to help span irregularities in retaining wall backfill at the transitions between at-grade and onstructure flatwork.
SECTION 10: VEHICULAR PAVEMENTS
10.1 ASPHALT CONCRETE
The following asphalt concrete pavement recommendations tabulated below are based on the Procedure 608 of the Caltrans Highway Design Manual, estimated traffic indices for various pavement-loading conditions, and on a design R-value of 5. The design R-value was chosen based on engineering judgement considering the variable and expansive soil conditions. 334 San Antonio Road
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Table 6: Asphalt Concrete Pavement Recommendations, Design R-value = 5 Design Traffic
Index
(TI)
Asphalt
Concrete
(inches)
Class 2
Aggregate
Base* (inches)
Total Pavement
Section Thickness
(inches)
4.0 2.5 7.5 10.0
4.5 2.5 9.0 11.5
5.0 3.0 10.0 13.0
5.5 3.0 11.5 14.5
6.0 3.5 12.0 15.5
6.5 4.0 12.0 16.0
*Caltrans Class 2 aggregate base; minimum R-value of 78 Frequently, the full asphalt concrete section is not constructed prior to construction traffic loading. This can result in significant loss of asphalt concrete layer life, rutting, or other pavement failures. To improve the pavement life and reduce the potential for pavement distress through construction, we recommend the full design asphalt concrete section be constructed prior to construction traffic loading. Alternatively, a higher traffic index may be chosen for the areas where construction traffic will be using the pavements.
Asphalt concrete pavements constructed on expansive subgrade where the adjacent areas will not be irrigated for several months after the pavements are constructed may experience longitudinal cracking parallel to the pavement edge. These cracks typically form within a few feet of the pavement edge and are due to seasonal wetting and drying of the adjacent soil. The cracking may also occur during construction where the adjacent grade is allowed to significantly dry during the summer, pulling moisture out of the pavement subgrade. Any cracks that form should be sealed with bituminous sealant prior to the start of winter rains. One alternative to reduce the potential for this type of cracking is to install a moisture barrier at least 24 inches deep behind the pavement curb.
10.2 PORTLAND CEMENT CONCRETE
The exterior Portland Cement Concrete (PCC) pavement recommendations tabulated below are based on methods presented in the Portland Cement Association (PCA) design manual (PCA, 1984). Recommendations for garage slabs-on-grade were provided in the “Concrete Slabs and Pedestrian Pavements” section above. We have provided a few pavement alternatives as an anticipated Average Daily Truck Traffic (ADTT) was not provided. An allowable ADTT should be chosen that is greater than what is expected for the development. 334 San Antonio Road
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Table 7: PCC Pavement Recommendations, Design R-value = 5 Allowable ADTT
Minimum PCC
Thickness
(inches)
13 5½
130 6
The PCC thicknesses above are based on a concrete compressive strength of at least 3,500 psi, supporting the PCC on at least 6 inches of Class 2 aggregate base compacted as recommended in the “Earthwork” section, and laterally restraining the PCC with curbs or concrete shoulders. Adequate expansion and control joints should be included. Consideration should be given to limiting the control joint spacing to a maximum of about 2 feet in each direction for each inch of concrete thickness. Due to the expansive surficial soils present, we recommend that the construction and expansion joints be dowelled.
9.2.1 Stress Pads for Trash Enclosures
Pads where trash containers will be stored, and where garbage trucks will park while emptying trash containers, should be constructed on Portland Cement Concrete. We recommend that the trash enclosure pads and stress (landing) pads where garbage trucks will store, pick up, and empty trash be increased to a minimum PCC thickness of 8 inches and be underlain by at least 6 inches of Class 2 aggregate base. The compressive strength, underlayment, and construction details should be consistent with the above recommendations for PCC pavements.
10.3 PAVEMENT CUTOFF
Surface water penetration into the pavement section can significantly reduce the pavement life, due to the native expansive clay. While quantifying the life reduction is difficult, a normal 20- year pavement design could be reduced to less than 10 years; therefore, increased long-term maintenance may be required.
It would be beneficial to include a pavement cut-off, such as deepened curbs, redwood-headers, or “Deep-Root Moisture Barriers” that are keyed at least 4 inches into the pavement subgrade.
This will help limit the additional long-term maintenance.
SECTION 11: RETAINING WALLS
11.1 STATIC LATERAL EARTH PRESSURES
The structural design of any site retaining wall should include resistance to lateral earth pressures that develop from the soil behind the wall, any undrained water pressure, and surcharge loads acting behind the wall. Provided a drainage system is constructed behind the wall to prevent the build-up of hydrostatic pressures as discussed in the section below, we recommend that the walls with level backfill be designed for the following pressures:
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Table 8: Recommended Lateral Earth Pressures
Wall Condition Lateral Earth Pressure* Additional Surcharge Loads Unrestrained – Cantilever Wall 45 pcf ⅓ of vertical loads at top of wall Restrained – Braced Wall 45 pcf + 8H** psf ½ of vertical loads at top of wall * Lateral earth pressures are based on an equivalent fluid pressure for level backfill conditions ** H is the distance in feet between the bottom of footing and top of retained soil Basement walls should be designed as restrained walls. If adequate drainage cannot be provided behind the wall, an additional equivalent fluid pressure of 40 pcf should be added to the values above for both restrained and unrestrained walls for the portion of the wall that will not have drainage. Damp proofing or waterproofing of the walls may be considered where moisture penetration and/or efflorescence are not desired.
11.2 SEISMIC LATERAL EARTH PRESSURES
The 2019 California Building Code (CBC) states that lateral pressures from earthquakes should be considered in the design of basements and retaining walls. We checked seismic earth pressures for the proposed restrained basement walls in accordance with CBC 1803.5.12 and ASCE 7-16 Section 11.8.3 using the design level earthquake. We developed seismic earth pressures for the proposed basement using interim recommendations generally based on refinement of the Mononobe-Okabe method (Lew et al., SEAOC 2010).
Because the walls are greater than 12 feet in height, and peak ground accelerations are greater than 0.40g, we checked the result of the seismic increment when added to the recommended active earth pressure against the recommended fixed wall earth pressures. Basement walls are not free to deflect and should therefore be designed for static conditions as a restrained wall, which is also a CBC requirement. Based on current recommendations for seismic earth pressures, it appears that active earth pressures plus a seismic increment exceed the restrained (i.e. at-rest), static wall earth pressures. Therefore, we recommend checking the walls for the seismic condition in accordance with the interim recommendations of the above referenced paper and the 2013 CBC.
The CBC prescribes basic load combinations for structures, components and foundations with the intention that their design strength equals or exceeds the effects of the factored loads. With respect to the load from lateral earth pressure and groundwater pressure, the CBC prescribes the basic combinations shown in CBC equations 16-2 and 16-7 below.
1.2(D + F) + 1.6(L + H) + 0.5(Lr or S or R) [Eq. 16-2]
In Eq. 16-2: H - should represent the total static lateral earth pressure, which for the basement wall will be restrained (use 45 pcf + 8H psf)
0.9(D + F) + 1.0E + 1.6H [Eq. 16-7]
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In Eq. 16-7: H - should represent the static “active” earth pressure component under seismic loading conditions (use 45 pcf)
E - should represent the seismic increment component in Eq. 16-7, a triangular load with a resultant force of 12.5H2, which should be applied one third of the height up from the base of the wall (and which can also be expressed as an equivalent fluid pressure equal to 25 pcf).
The interim recommendations in the SEAOC paper more appropriately split out "active" earth pressure (and not the restrained ["at-rest"] pressure) from our report and provide the total seismic increment so that different load factors can be applied in accordance with different risk levels.
11.2 WALL DRAINAGE
Miradrain, AmerDrain or other equivalent drainage matting should be used for wall drainage where below-grade walls are temporarily shored and the shoring will be flush with the back of the permanent walls. The drainage panel should be connected at the base of the wall by a horizontal drainage strip and closed or through-wall system such as the TotalDrain system from AmerDrain.
Sections of horizontal drainage strips should be connected with either the manufacturer’s connector pieces or by pulling back the filter fabric, overlapping the panel dimples, and replacing the filter fabric over the connection. At corners, a corner guard, corner connection insert, or a section of crushed rock covered with filter fabric must be used to maintain the drainage path.
Drainage panels should terminate 18 to 24 inches from final exterior grade unless capped by hardscape. The drainage panel filter fabric should be extended over the top of and behind the panel to protect it from intrusion of the adjacent soil. If the shoring system will be offset behind the back of permanent wall, the drainage systems discussed in the “At-Grade Site Walls” section may also be used.
11.3 BACKFILL
Where surface improvements will be located over the retaining wall backfill, backfill placed behind the walls should be compacted to at least 95 percent relative compaction using light compaction equipment. Where no surface improvements are planned, backfill should be compacted to at least 90 percent. If heavy compaction equipment is used, the walls should be temporarily braced.
As discussed previously, consideration should be given to the transitions from on-grade to onstructure. Providing subslabs or other methods for reducing differential movement of flatwork or pavements across this transition should be included in the project design. 334 San Antonio Road
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11.4 FOUNDATIONS
Retaining walls may be supported on a continuous and or spread footing designed in accordance with the recommendations presented in the “Foundations” section of this report.
SECTION 12: LIMITATIONS
This report, an instrument of professional service, has been prepared for the sole use of 334 San Antonio Manager LLC specifically to support the design of the San Antonio Road Development project in Mountain View, California. The opinions, conclusions, and recommendations presented in this report have been formulated in accordance with accepted geotechnical engineering practices that exist in Northern California at the time this report was prepared. No warranty, expressed or implied, is made or should be inferred.
Recommendations in this report are based upon the soil and ground water conditions encountered during our subsurface exploration. If variations or unsuitable conditions are encountered during construction, Cornerstone must be contacted to provide supplemental recommendations, as needed.
334 San Antonio Manager LLC may have provided Cornerstone with plans, reports and other documents prepared by others. 334 San Antonio Manager LLC understands that Cornerstone reviewed and relied on the information presented in these documents and cannot be responsible for their accuracy.
Cornerstone prepared this report with the understanding that it is the responsibility of the owner or his representatives to see that the recommendations contained in this report are presented to other members of the design team and incorporated into the project plans and specifications, and that appropriate actions are taken to implement the geotechnical recommendations during construction.
Conclusions and recommendations presented in this report are valid as of the present time for the development as currently planned. Changes in the condition of the property or adjacent properties may occur with the passage of time, whether by natural processes or the acts of other persons. In addition, changes in applicable or appropriate standards may occur through legislation or the broadening of knowledge. Therefore, the conclusions and recommendations presented in this report may be invalidated, wholly or in part, by changes beyond Cornerstone’s control. This report should be reviewed by Cornerstone after a period of three (3) years has elapsed from the date of this report. In addition, if the current project design is changed, then Cornerstone must review the proposed changes and provide supplemental recommendations, as needed.
An electronic transmission of this report may also have been issued. While Cornerstone has taken precautions to produce a complete and secure electronic transmission, please check the electronic transmission against the hard copy version for conformity. 334 San Antonio Road
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Recommendations provided in this report are based on the assumption that Cornerstone will be retained to provide observation and testing services during construction to confirm that conditions are similar to that assumed for design, and to form an opinion as to whether the work has been performed in accordance with the project plans and specifications. If we are not retained for these services, Cornerstone cannot assume any responsibility for any potential claims that may arise during or after construction as a result of misuse or misinterpretation of Cornerstone’s report by others. Furthermore, Cornerstone will cease to be the GeotechnicalEngineer-of-Record if we are not retained for these services.
SECTION 13: REFERENCES
Aagaard, B.T., Blair, J.L., Boatwright, J., Garcia, S.H., Harris, R.A., Michael, A.J., Schwartz, D.P., and DiLeo, J.S., 2016, Earthquake outlook for the San Francisco Bay region 2014–2043 (ver. 1.1, August 2016): U.S. Geological Survey Fact Sheet 2016–3020, 6 p., http://dx.doi.org/10.3133/fs20163020.
ATC Hazards by Location, Hazards by Location, 2022, https://hazards.atcouncil.org/ American Concrete Pavement Association (ACPA, 2006). Design of Concrete Pavement for Streets and Roads.
ASCE 7-16. American Society of Civil Engineers. (2016). Minimum Design Loads and Associated Criteria for Buildings and Other Structures.
Boulanger, R.W. and Idriss, I.M., 2004, Evaluating the Potential for Liquefaction or Cyclic Failure of Silts and Clays, Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis.
Boulanger, R.W. and Idriss, I.M., 2014, CPT and SPT Based Liquefaction Triggering Procedures, Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/GCM-14/01, April 2014 California Building Code, 2019, Structural Engineering Design Provisions, Vol. 2.
California Department of Conservation Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, International Conference of Building Officials, February, 1998.
California Division of Mines and Geology (2008), “Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A, September.
California Geological Survey, 2006, State of California Seismic Hazard Zones, Mountain View
7.5-Minute Quadrangle, California: Seismic Hazard Zone Report 060.
CGS. (2021). Earthquake Zones of Required Investigation. CGS Homepage. https://maps.conservation.ca.gov/cgs/EQZApp/app/
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Federal Emergency Management Administration (FEMA), 2009, FIRM City of Mountain View, California, Community Panel #06085C0038H.
GitHub, usgs/shakemap-scenarios, 2020, https://github.com/usgs/shakemapscenarios/tree/master/rupture_sets/BSSC2014 Idriss, I.M., and Boulanger, R.W., 2008, Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute, Oakland, CA, 237 p.
Ishihara, K., 1985, Stability of Natural Deposits During Earthquakes: Proceedings Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco.
Ishihara, K. and Yoshimine, M., 1992, Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes, Soils and Foundations, 32 (1): 173-188.
Kelson, K. I., Simpson, G. D., Lettis, W. R., and Harden, C. C., 1996, Holocene slip rate and recurrence of the northern Calaveras fault at Leyden Creek, eastern San Francisco Bay region, Journal of Geophysical Research, v. 101, No. B3, p. 5961-5975.
Knudsen et al., 2000, Preliminary Maps of Quaternary Deposits and Liquefaction Susceptibility, Nine-County San Francisco Bay Region, California.
Lew, M. et al, 2010, Seismic Earth Pressures on Deep Building Basements, Proceedings, SEAOC Convention, Indian Wells, CA.
Perkins, Moy and Lesser, 1988. Liability of Local Governments for Earthquake Hazards and Losses. Association of Bay Area Governments, Oakland, CA, pp. 114-116 Portland Cement Association, 1984, Thickness Design for Concrete Highway and Street Pavements: report.
Ritter, J.R., and Dupre, W.R., 1972, Map Showing Areas of Potential Inundation by Tsunamis in the San Francisco Bay Region, California: San Francisco Bay Region Environment and Resources Planning Study, USGS Basic Data Contribution 52, Misc. Field Studies Map MF-480.
Rogers, T.H., and J.W. Williams, 1974 Potential Seismic Hazards in Santa Clara County, California, Special Report No. 107: California Division of Mines and Geology.
Seed, H.B. and I.M. Idriss, 1971, A Simplified Procedure for Evaluation soil Liquefaction Potential: JSMFC, ASCE, Vol. 97, No. SM 9, pp. 1249 – 1274.
Seed, Raymond B., Cetin, K.O., Moss, R.E.S., Kammerer, Ann Marie, Wu, J., Pestana, J.M., Riemer, M.F., Sancio, R.B., Bray, Jonathan D., Kayen, Robert E., and Faris, A., 2003, Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework., University of California, Earthquake Engineering Research Center Report 2003-06. 334 San Antonio Road
1330-1-1
State of California Department of Transportation, Highway Design Manual, Latest Edition.
Tokimatsu, K., and Seed, H. Bolton, 1987, Evaluation of Settlements in Sands due to Earthquake Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, August 1987, pp. 861-878.
U.S. Geological Survey, Unified Hazard Tool, 2020,
https://earthquake.usgs.gov/hazards/interactive/
U.S. Geological Survey, Building Seismic Safety Council 2014 Event Set, ArcGIS Web Application, 2020,
https://usgs.maps.arcgis.com/apps/webappviewer/index.html?id=14d2f75c7c4f4619936dac0d1 4e1e468
U.S. Geological Survey, USGS Earthquake Hazards Program, 2020, https://earthquake.usgs.gov/nshmp-haz-ws/apps/spectra-plot.html Witter, R.C., Knudsen, K.L., Sowers, J.M., Wentworth, C.M., Koehler, R.D., Randolph, C.E., Brooks, S, K. and Gans, K.D., 2006, Maps of Quaternary deposits and liquefaction susceptibility in the central San Francisco Bay region, California: U.S. Geological Survey, Open-File Report OF-2006-1037, scale 1:200000.
Working Group on California Earthquake Probabilities, 2015, The Third Uniform California Earthquake Rupture Forecast, Version 3 (UCERF), U.S. Geological Survey Open File Report 2013-1165 (CGS Special Report 228). KMZ files available at: www.scec.org/ucerf/images/ucerf3_timedep_30yr_probs.kmz N
Project Number
Figure Number
Date Drawn By
1330-1-1
Figure 1
RRN
Vicinity Map
334 San Antonio Road
Mountain View, CA
January 2022
California St
Miller Ave
SITE
Approximate
Site Boundary
Base by Google Earth, dated 09/04/2020
Overlay by Lea & Braze Engineering, Inc., Topographic Survey - SU1, dated 12/04/2020 Project Number
Figure Number
Date Drawn By
1330-1-1
Figure 2
RRN
Site Plan
334 San Antonio Road
Mountain View, CA
January 2022
Approximate location of exploratory boring (EB)
Legend 0 25 50
APPROXIMATE SCALE (FEET)
N
EB-2
EB-1
Base by California Geological Survey - 2010 Fault Activity Map of California (Jennings and Bryant, 2010) Project Number
Figure Number
Date Drawn By
Figure 3
RRN
Regional Fault Map
334 San Antonio Road
Mountain View, CA
1330-1-1
January 2022
Displacement during historic time (e.g. San Andreas fault 1906).
Includes areas of known fault creep.
Displacement during Holocene
time.
Fault offsets seafloor sediments
or strata of Holocene age.
Faults showing evidence of
displacement during late
Quaternary time.
Fault cuts strata of Late
Pleistocene age.
Undivided Quaternary faults -
most faults in this category show
evidence of displacement during
the last 1,600,000 years;
possible exceptions are faults
which displace rocks of
undifferentiated Pilo-Pleistocene
age.
Fault cuts strata of Quaternary
age.
Faults without recognized
Quaternary displacement or
showing evidence of no
displacement during Quaternary
time. Not necessarily inactive.
Fault cuts strata of Pliocene or
older age.
0 5 10
APPROXIMATE SCALE (MILES)
N
SITE
References:
ASCE/SEI 7‐16: Minimum Design Loads and Associated Criteria for Buildings and Other Strutures with Supplement No. 1. 2019 California Building Code, Title 24, Part 2, Volume 2 PROJECT NO. 1330‐1‐1
334 San Antonio Road
Mountain View, CA January 14, 2021 DL
5.00 0.256
MCER RESPONSE SPECTRA FIGURE 4
San Antonino Road Development
0.50 2.371
4.00 0.322
3.00 0.451
1.00 1.572
2.00 0.725
0.75 1.914
0.40 2.464
0.25 2.304
0.30 2.434
0.20 2.145
0.15 1.870
0.05 1.103
0.10 1.595
0.00 0.949
Site‐Specific MCER
Period
(Seconds)
Spectral
Acceleration
(g)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Spectral Acceleration (g)
Period (seconds)
Deterministic MCE(R)
Probabilistic MCE(R)
Site‐Specific MCE(R)
The Site‐Specific Maximum Considered Earthquake (MCER) is defined as the lesser of the following at all periods:
■ Deterministic MCER – maximum 84th percentile deterministic, or ■ Probabilistic MCER – defined as the 2,475–year ground motion.
References:
ASCE/SEI 7‐16: Minimum Design Loads and Associated Criteria for Buildings and Other Strutures with Supplement No. 1. 2019 California Building Code, Title 24, Part 2, Volume 2 PROJECT NO. 1330‐1‐1
FIGURE 5
January 14, 2022 DL
1 Site Specific PGAM (g) 0.86
1 Lower of Deterministic and Probabilistic, but not less than 80% of mapped value of FM x PGA, determined in accordance with Section 21.5 of ASCE 7‐16.
San Antonio Road Development
334 San Antonio Road
Mountain View, CA
DESIGN RESPONSE SPECTRA
Site Design Design Values
1 Site Longitude (degrees)
Unknown
37.405768
II
Site Latitude (degrees)
Site Class (Per Chapter 20 ASCE 7‐16)
Shear Wave Velocity, VS30 (m/sec)
D
299
‐122.111511
0.30 0.40
#REF!
1.622
1.643
#REF!
1.581
1.276
1.048
0.483
Design Response Spectra
0.00 0.05
Period
(Seconds)
#REF!
0.633
0.735
Spectral
Acceleration
(g)
0.10 0.15
0.20 0.25
Importance Factor, Ie
Risk Category
Building Period (sec)
0.75 0.50
4.00 5.00
3.00 1.00
2.00 0.214
0.171
#REF!
1.063
1.247
1.430
1.536
0.301
Design
Acceleration
Parameters1
SDS
SD1
SMS
SM1
1.479
1.048
2.218
1.572
0.0 0.5
1.0 1.5
2.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Spectral Acceleration (g)
Period (seconds)
2/3 Site‐Specific MCE(R)
80% CBC General Spectrum
Design Response Spectrum
The Site‐Specific Design Response Spectrum per Section 21.2, 21.3 and 21.4 of ASCE 7‐16 is defined as the greater of the following at all periods:
■ 2/3 of the Site‐Specific MCER, or
■ 80% of the CBC General Spectrum.
334 San Antonio Road
1330-1-1
Page A-1
APPENDIX A: FIELD INVESTIGATION
The field investigation consisted of a surface reconnaissance and a subsurface exploration program using truck-mounted, hollow-stem auger drilling equipment. Two 8-inch-diameter exploratory borings were drilled on December 30, 2021 to depths of 44½ to 71 feet. The approximate locations of exploratory borings are shown on the Site Plan, Figure 2. The soils encountered were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (ASTM D2488). Boring logs, as well as a key to the classification of the soil, are included as part of this appendix.
Boring locations were approximated using existing site boundaries and other site features as references. Boring elevations were not determined at the time of boring. The locations of the borings should be considered accurate only to the degree implied by the method used.
Representative soil samples were obtained from the borings at selected depths. All samples were returned to our laboratory for evaluation and appropriate testing. The standard penetration resistance blow counts were obtained by dropping a 140-pound hammer through a 30-inch free fall. The 2-inch O.D. split-spoon sampler was driven 18 inches and the number of blows was recorded for each 6 inches of penetration (ASTM D1586). 2.5-inch I.D. samples were obtained using a Modified California Sampler driven into the soil with the 140-pound hammer previously described. Unless otherwise indicated, the blows per foot recorded on the boring log represent the accumulated number of blows required to drive the last 12 inches. The various samplers are denoted at the appropriate depth on the boring logs.
Field tests included an evaluation of the unconfined compressive strength of the soil samples using a pocket penetrometer device. The results of these tests are presented on the individual boring logs at the appropriate sample depths.
Attached boring logs and related information depict subsurface conditions at the locations indicated, and on the date designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. The passage of time may result in altered subsurface conditions due to environmental changes. In addition, any stratification lines on the logs represent the approximate boundary between soil types and the transition may be gradual.
MC-1B
MC-2B
MC-3B
MC
MC-5B
MC
MC-7B
3 inches asphalt concrete over 2 inches
aggregate base
Sandy Lean Clay (CL) [Fill]
hard, moist, dark brown and brown mottled,
fine to coarse sand, some fine subrounded
gravel, moderate plasticity
Liquid Limit = 36, Plastic Limit = 18
Well Graded Sand with Silt and Gravel
(SW-SM) [Fill]
dense to very dense, moist, brown, fine to
coarse sand, fine to coarse subangular to
subrounded gravel
Clayey Sand (SC)
very dense, moist, brown, fine to coarse sand
Lean Clay (CL)
very stiff, moist, gray with brown mottles,
some fine sand, moderate plasticity
Silty Sand (SM)
dense, moist, brown, fine to coarse sand,
some fine to coarse subangular to
subrounded gravel
Sandy Lean Clay (CL)
very stiff, moist, light brown, fine sand, low
plasticity
Lean Clay (CL)
stiff, moist, gray with brown mottles, some
fine sand, moderate plasticity
12 9
3 30
29 18 18
20 79
50 6"
21 66
26 116
112
124
96 97
NOTES
LOGGED BY JDS
DRILLING METHOD Mobile B-56, 8 inch Hollow-Stem Auger
DRILLING CONTRACTOR Exploration Geoservices Inc.
GROUND WATER LEVELS:
DATE STARTED 12/30/21 DATE COMPLETED 12/30/21 GROUND ELEVATION BORING DEPTH 70.9 ft.
AT TIME OF DRILLING 13 ft.
AT END OF DRILLING 22 ft.
LATITUDE 37.4059729° LONGITUDE -122.146015° SYMBOL
UNCONFINED COMPRESSION
Continued Next Page
ELEVATION (ft)
PROJECT NAME 334 San Antonio Road
PROJECT NUMBER 1330-1-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER EB-1
PAGE 1 OF 3
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf SAMPLES TYPE AND NUMBER DEPTH (ft)
0 5
10 15
20 25
TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER DESCRIPTION NATURAL N-Value (uncorrected) MOISTURE CONTENT PLASTICITY INDEX, % blows per foot DRY UNIT WEIGHT PCF PERCENT PASSING No. 200 SIEVE CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 1/20/22 09:46 - P:\DRAFTING\GINT FILES\1330-1-1 334 SAN ANTONIO RD.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
MC-8B
SPT
MC-10B
MC
MC-12B
MC-13B
SPT
SPT-15
Clayey Sand (SC)
medium dense, moist, gray and brown, fine to
coarse sand, some fine subangular to
subrounded gravel
Sandy Lean Clay (CL)
stiff, moist, gray brown, fine to coarse sand,
low plasticity
Clayey Sand (SC)
dense, moist, reddish brown, fine to coarse
sand, some fine subangular to subrounded
gravel
Well Graded Sand with Silt and Gravel
(SW-SM)
very dense, wet, gray and brown, fine to
coarse sand, fine to coarse subangular to
subrounded gravel
Lean Clay (CL)
stiff, moist, gray with brown mottles, some
fine sand, moderate plasticity
Well Graded Sand with Silt and Gravel
(SW-SM)
dense to very dense, wet, gray and brown,
fine to coarse sand, fine to coarse
subangular to subrounded gravel
16 17
26 25
21 41
20 71
50 3"
28 40
32 68
118
121
99 100 SYMBOL
UNCONFINED COMPRESSION
Continued Next Page
ELEVATION (ft)
PROJECT NAME 334 San Antonio Road
PROJECT NUMBER 1330-1-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER EB-1
PAGE 2 OF 3
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf SAMPLES TYPE AND NUMBER DEPTH (ft)
30 35
40 45
50 55
TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER DESCRIPTION NATURAL N-Value (uncorrected) MOISTURE CONTENT PLASTICITY INDEX, % blows per foot DRY UNIT WEIGHT PCF PERCENT PASSING No. 200 SIEVE CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 1/20/22 09:46 - P:\DRAFTING\GINT FILES\1330-1-1 334 SAN ANTONIO RD.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
SPT-16
SPT-17
SPT SPT-19
Silty Sand (SM)
very dense, moist, brown, fine to coarse
sand, some fine subangular to subrounded
gravel
Lean Clay with Sand (CL)
stiff, moist, gray brown, fine to medium sand,
moderate plasticity
Clayey Sand (SC)
very dense, moist, gray brown, fine to coarse
sand
Poorly Graded Sand with Silt (SP-SM)
medium dense, moist, dark brown, fine to
medium sand
Clayey Sand with Gravel (SC)
very dense, moist, gray, fine to coarse sand,
fine subangular gravel
Bottom of Boring at 70.9 feet.
18 15
12 48
60 20
50 5" SYMBOL
UNCONFINED COMPRESSION
ELEVATION (ft)
PROJECT NAME 334 San Antonio Road
PROJECT NUMBER 1330-1-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER EB-1
PAGE 3 OF 3
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf SAMPLES TYPE AND NUMBER DEPTH (ft)
60 65
70 75
80 85
TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER DESCRIPTION NATURAL N-Value (uncorrected) MOISTURE CONTENT PLASTICITY INDEX, % blows per foot DRY UNIT WEIGHT PCF PERCENT PASSING No. 200 SIEVE CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 1/20/22 09:46 - P:\DRAFTING\GINT FILES\1330-1-1 334 SAN ANTONIO RD.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
MC-1B
MC-2B
MC-3B
MC-4B
MC
MC-6B
4 inches asphalt concrete over 2 inches
aggregate base
Sandy Lean Clay (CL)
hard, moist, dark brown, fine to coarse sand,
some fine subangular to subrounded gravel,
moderate plasticity
Clayey Sand (SC)
medium dense, moist, light brown, fine to
coarse sand, trace fine subangular to
subrounded gravel
Sandy Lean Clay (CL)
hard, moist, grayish brown, fine to coarse
sand, low plasticity
Poorly Graded Sand (SP)
medium dense, moist to wet, brown, fine to
coarse sand
Lean Clay (CL)
stiff, moist, gray with brown mottles, some
fine sand, moderate plasticity
Sandy Lean Clay (CL)
stiff, moist, brown, fine to medium sand, fine
to medium sand, low plasticity
13 14
15 24
27 38
45 58
44 22
35 117
108
119
104
101
29 NOTES
LOGGED BY JDS
DRILLING METHOD Mobile B-56, 8 inch Hollow-Stem Auger
DRILLING CONTRACTOR Exploration Geoservices Inc.
GROUND WATER LEVELS:
DATE STARTED 12/30/21 DATE COMPLETED 12/30/21 GROUND ELEVATION BORING DEPTH 44.4 ft.
AT TIME OF DRILLING 16 ft.
AT END OF DRILLING Not Encountered
LATITUDE 37.4056501° LONGITUDE -122.1115948° SYMBOL
UNCONFINED COMPRESSION
Continued Next Page
ELEVATION (ft)
PROJECT NAME 334 San Antonio Road
PROJECT NUMBER 1330-1-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER EB-2
PAGE 1 OF 2
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf SAMPLES TYPE AND NUMBER DEPTH (ft)
0 5
10 15
20 25
TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER DESCRIPTION NATURAL N-Value (uncorrected) MOISTURE CONTENT PLASTICITY INDEX, % blows per foot DRY UNIT WEIGHT PCF PERCENT PASSING No. 200 SIEVE CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 1/20/22 09:46 - P:\DRAFTING\GINT FILES\1330-1-1 334 SAN ANTONIO RD.GPJ >4.5
>4.5
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
MC-7B
MC-8B
MC-9B
MC
MC-11
Fat Clay (CH)
stiff, moist, gray, trace fine sand, high
plasticity
Liquid Limit = 61, Plastic Limit = 25
Lean Clay with Sand (CL)
stiff, moist, gray with brown mottles, fine to
medium sand, moderate plasticity
Clayey Sand (SC)
very dense, moist, brown, fine to coarse
sand, some fine subangular to subrounded
gravel
Bottom of Boring at 44.4 feet.
42 29
25 20
18 36
28 24
52 50
3"
75 97
97 107 SYMBOL
UNCONFINED COMPRESSION
ELEVATION (ft)
PROJECT NAME 334 San Antonio Road
PROJECT NUMBER 1330-1-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER EB-2
PAGE 2 OF 2
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf SAMPLES TYPE AND NUMBER DEPTH (ft)
30 35
40 45
50 55
TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER DESCRIPTION NATURAL N-Value (uncorrected) MOISTURE CONTENT PLASTICITY INDEX, % blows per foot DRY UNIT WEIGHT PCF PERCENT PASSING No. 200 SIEVE CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 1/20/22 09:46 - P:\DRAFTING\GINT FILES\1330-1-1 334 SAN ANTONIO RD.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
334 San Antonio Road
1330-1-1
Page B-1
APPENDIX B: LABORATORY TEST PROGRAM
The laboratory testing program was performed to evaluate the physical and mechanical properties of the soils retrieved from the site to aid in verifying soil classification.
Moisture Content: The natural water content was determined (ASTM D2216) on 22 samples of the materials recovered from the borings. These water contents are recorded on the boring logs at the appropriate sample depths.
Dry Densities: In place dry density determinations (ASTM D2937) were performed on 18 samples to measure the unit weight of the subsurface soils. Results of these tests are shown on the boring logs at the appropriate sample depths.
Washed Sieve Analysis: The percent soil fraction passing the No. 200 sieve (ASTM D1140) was determined on one sample of the subsurface soil to aid in the classification of this soil.
Results of this test are shown on the boring logs at the appropriate sample depth.
Plasticity Index: Two Plasticity Index determinations (ASTM D4318) were performed on samples of the subsurface soil to measure the range of water contents over which this material exhibits plasticity. The Plasticity Indices were used to classify the soil in accordance with the Unified Soil Classification System and to evaluate the soil expansion potential. Results of these tests are shown on the boring log and attached figure.
334 San Antonio Road
Mountain View, CA
Project Number
Figure Number
Date Drawn By
1330-1-1
Figure B1
January 2022 FLL
Plasticity Index Testing Summary
60 0
10 20
30 40
50 0 100908070605040302010
CL ML - OL ML or
OH MH or
CH
CL
Plasticity Index (%)
Liquid Limit (%)
Group Name (USCS ASTM - D2487) Boring No.
Symbol
Depth
(ft)
Natural
Water
Content
(%)
Liquid
Limit
(%)
Plastic
Limit
(%)
Plasticity
Index
Passing
No. 200
(%)
“A” line
Plasticity Index ( D4318) Testing Summary ASTM
EB-2 61 4227.0 25 36 — Fat HClay (C )
EB-1 36 2.0 — 12 18 18 Sandy Lean Clay (CL) [Fill]
334 San Antonio Road
1330-1-1
Page C-1
APPENDIX C: GROUND MOTION HAZARD ANALYSIS
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Appendix LND
Project Landscaping Plans
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
LEVEL 1 - GROUND FLOOR IMAGERY LEVEL 5 - ROOF DECK IMAGERY
DECORATIVE PLANTED POTS
TRASH & RECYCLING
RECEPTACLES
WATER WALL FEATURE W/
BASIN
SLATTED CORTEN STEEL FENCE & GATE CONTEMPOARARY BENCH @
RAISED PLANTER
DECORATIVE BIKE RACK
CONTEMPORARY POLE &
BOLLARD LIGHTS
DECORATIVE SCREEN FEATURE
CONTEMPORARY 12" SQUARE UNIT PAVERS
FLOWERING ACCENT TREE
CONTEMPORARY WOOD SEATING @SAN ANTONIO ROAD (33" TOTAL HT.) CONTEMPORARY 4x8 UNIT PAVERS
FRUITLESS OLIVE TREE
STREET TREE
CONTEMPORARY POLE
LIGHTS
WOOD PLANK PEDESTAL PAVERS LARGE FORMAT CONCRETE PEDESTAL PAVERS
SQUARE SHADE UMBRELLAS
SYNTHETIC TURF / INFORMAL PLAYAREA
TRASH & RECYCLING
RECEPTACLES
LINEAR PEDESTAL UNITPAVERS
METAL PLANTERS W/ INTEGRAL
LIGHTS
OUTDOOR LOUNGE SEATING
METAL PLANTERS W/ SCREEN PLANTING
DROUGHT TOLERANT ACCENT PLANTING
DECORATIVE CORTEN STEEL
SCREEN PANEL
OUTDOOR SEATING AREAS
OVERHEAD STRING LIGHTS @
DINING AREA
OUTDOOR COUNTER W/ ELECTRICPOWERED BBQ UNIT
OUTDOOR SEATING AREAS OUTDOOR SEATING AREAS (ETHANOL FUELED
FIRE PIT ONLY)
METAL PLANTERS W/ SMALL ACCENT TREES
FLOWERING ACCENT TREE
STREET TREE FLOWERING ACCENT TREE
OUTDOOR DINING / WORK TABLE & CHAIRS
RESILIENT SURFACING
CONTEMPORARY TUBULAR SEAT
FEATURE (GREEN COLOR TO MATCHBLDG.)
DROUGHT TOLERANT ACCENT PLANTING
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
Appendix NOI
Noise Measurement Results & Manufacturer's Specifications - Freq Weight : A
- Time Weight : SLOW
- Level Range : 40-100
- Max dB : 79.2 - 2022/01/12 10:26:56
- Level Range : 40-100
- SEL : 94.7
- Leq : 65.2
-
No.s Date Time (dB)
----------------------------------------------------------------------- 1 2022/01/12 10:24:11 77.2
2 2022/01/12 10:24:14 74.2
3 2022/01/12 10:24:17 68.9
4 2022/01/12 10:24:20 63.8
5 2022/01/12 10:24:23 61.6
6 2022/01/12 10:24:26 60.0
7 2022/01/12 10:24:29 58.4
8 2022/01/12 10:24:32 60.4
9 2022/01/12 10:24:35 68.5
10 2022/01/12 10:24:38 68.1
11 2022/01/12 10:24:41 66.7
12 2022/01/12 10:24:44 64.4
13 2022/01/12 10:24:47 61.2
14 2022/01/12 10:24:50 59.0
15 2022/01/12 10:24:53 58.5
16 2022/01/12 10:24:56 58.0
17 2022/01/12 10:24:59 58.2
18 2022/01/12 10:25:02 58.1
19 2022/01/12 10:25:05 58.5
20 2022/01/12 10:25:08 58.3
21 2022/01/12 10:25:11 59.4
22 2022/01/12 10:25:14 59.7
23 2022/01/12 10:25:17 58.1
24 2022/01/12 10:25:20 57.0
25 2022/01/12 10:25:23 56.5
26 2022/01/12 10:25:26 58.7
27 2022/01/12 10:25:29 57.7
28 2022/01/12 10:25:32 66.0
29 2022/01/12 10:25:35 66.0
30 2022/01/12 10:25:38 60.9
31 2022/01/12 10:25:41 59.0
32 2022/01/12 10:25:44 58.5
33 2022/01/12 10:25:47 59.1
34 2022/01/12 10:25:50 59.1
35 2022/01/12 10:25:53 58.5
36 2022/01/12 10:25:56 60.6
37 2022/01/12 10:25:59 61.9
38 2022/01/12 10:26:02 60.1
39 2022/01/12 10:26:05 60.1
40 2022/01/12 10:26:08 61.6
41 2022/01/12 10:26:11 66.9
42 2022/01/12 10:26:14 65.7
43 2022/01/12 10:26:17 65.5
44 2022/01/12 10:26:20 62.6
45 2022/01/12 10:26:23 60.2
46 2022/01/12 10:26:26 59.7
47 2022/01/12 10:26:29 59.1
48 2022/01/12 10:26:32 59.3
49 2022/01/12 10:26:35 61.3
50 2022/01/12 10:26:38 67.7
51 2022/01/12 10:26:41 69.6
52 2022/01/12 10:26:44 71.2
53 2022/01/12 10:26:47 70.5
54 2022/01/12 10:26:50 72.4
55 2022/01/12 10:26:53 77.7
56 2022/01/12 10:26:56 75.2
57 2022/01/12 10:26:59 69.0
58 2022/01/12 10:27:02 66.3
59 2022/01/12 10:27:05 66.1
60 2022/01/12 10:27:08 65.6
61 2022/01/12 10:27:11 62.4
62 2022/01/12 10:27:14 58.9
63 2022/01/12 10:27:17 59.8
64 2022/01/12 10:27:20 57.3
65 2022/01/12 10:27:23 57.0
66 2022/01/12 10:27:26 56.7
67 2022/01/12 10:27:29 56.7
68 2022/01/12 10:27:32 59.1
69 2022/01/12 10:27:35 59.1
70 2022/01/12 10:27:38 60.5
71 2022/01/12 10:27:41 61.3
72 2022/01/12 10:27:44 61.4
73 2022/01/12 10:27:47 61.7
74 2022/01/12 10:27:50 60.2
75 2022/01/12 10:27:53 63.4
76 2022/01/12 10:27:56 59.4
77 2022/01/12 10:27:59 58.5
78 2022/01/12 10:28:02 58.8
79 2022/01/12 10:28:05 60.4
80 2022/01/12 10:28:08 60.5
81 2022/01/12 10:28:11 59.2
82 2022/01/12 10:28:14 60.5
83 2022/01/12 10:28:17 60.5
84 2022/01/12 10:28:20 61.4
85 2022/01/12 10:28:23 63.4
86 2022/01/12 10:28:26 62.3
87 2022/01/12 10:28:29 63.8
88 2022/01/12 10:28:32 62.6
89 2022/01/12 10:28:35 60.3
90 2022/01/12 10:28:38 60.5
91 2022/01/12 10:28:41 58.4
92 2022/01/12 10:28:44 56.9
93 2022/01/12 10:28:47 57.0
94 2022/01/12 10:28:50 57.8
95 2022/01/12 10:28:53 56.6
96 2022/01/12 10:28:56 57.3
97 2022/01/12 10:28:59 57.8
98 2022/01/12 10:29:02 57.2
99 2022/01/12 10:29:05 57.7
100 2022/01/12 10:29:08 58.1
101 2022/01/12 10:29:11 58.1
102 2022/01/12 10:29:14 57.8
103 2022/01/12 10:29:17 57.9
104 2022/01/12 10:29:20 57.5
105 2022/01/12 10:29:23 56.8
106 2022/01/12 10:29:26 57.3
107 2022/01/12 10:29:29 57.5
108 2022/01/12 10:29:32 59.4
109 2022/01/12 10:29:35 64.8
110 2022/01/12 10:29:38 67.0
111 2022/01/12 10:29:41 66.7
112 2022/01/12 10:29:44 68.1
113 2022/01/12 10:29:47 67.5
114 2022/01/12 10:29:50 65.5
115 2022/01/12 10:29:53 62.3
116 2022/01/12 10:29:56 62.8
117 2022/01/12 10:29:59 68.9
118 2022/01/12 10:30:02 70.8
119 2022/01/12 10:30:05 64.4
120 2022/01/12 10:30:08 59.7
121 2022/01/12 10:30:11 61.9
122 2022/01/12 10:30:14 66.6
123 2022/01/12 10:30:17 66.3
124 2022/01/12 10:30:20 59.7
125 2022/01/12 10:30:23 57.7
126 2022/01/12 10:30:26 57.6
127 2022/01/12 10:30:29 63.4
128 2022/01/12 10:30:32 58.6
129 2022/01/12 10:30:35 57.0
130 2022/01/12 10:30:38 56.6
131 2022/01/12 10:30:41 56.4
132 2022/01/12 10:30:44 56.4
133 2022/01/12 10:30:47 55.9
134 2022/01/12 10:30:50 56.4
135 2022/01/12 10:30:53 61.6
136 2022/01/12 10:30:56 59.3
137 2022/01/12 10:30:59 59.2
138 2022/01/12 10:31:02 59.4
139 2022/01/12 10:31:05 63.6
140 2022/01/12 10:31:08 66.6
141 2022/01/12 10:31:11 65.1
142 2022/01/12 10:31:14 65.3
143 2022/01/12 10:31:17 68.8
144 2022/01/12 10:31:20 66.7
145 2022/01/12 10:31:23 63.5
146 2022/01/12 10:31:26 62.2
147 2022/01/12 10:31:29 62.3
148 2022/01/12 10:31:32 63.9
149 2022/01/12 10:31:35 63.9
150 2022/01/12 10:31:38 66.8
151 2022/01/12 10:31:41 67.3
152 2022/01/12 10:31:44 66.0
153 2022/01/12 10:31:47 63.4
154 2022/01/12 10:31:50 62.3
155 2022/01/12 10:31:53 63.7
156 2022/01/12 10:31:56 62.6
157 2022/01/12 10:31:59 63.9
158 2022/01/12 10:32:02 63.0
159 2022/01/12 10:32:05 63.5
160 2022/01/12 10:32:08 63.6
161 2022/01/12 10:32:11 63.3
162 2022/01/12 10:32:14 65.2
163 2022/01/12 10:32:17 59.7
164 2022/01/12 10:32:20 59.0
165 2022/01/12 10:32:23 63.9
166 2022/01/12 10:32:26 67.2
167 2022/01/12 10:32:29 68.2
168 2022/01/12 10:32:32 69.0
169 2022/01/12 10:32:35 68.0
170 2022/01/12 10:32:38 67.0
171 2022/01/12 10:32:41 69.4
172 2022/01/12 10:32:44 72.9
173 2022/01/12 10:32:47 72.4
174 2022/01/12 10:32:50 69.0
175 2022/01/12 10:32:53 68.8
176 2022/01/12 10:32:56 65.8
177 2022/01/12 10:32:59 64.2
178 2022/01/12 10:33:02 60.4
179 2022/01/12 10:33:05 67.8
180 2022/01/12 10:33:08 61.5
181 2022/01/12 10:33:11 56.7
182 2022/01/12 10:33:14 55.7
183 2022/01/12 10:33:17 55.7
184 2022/01/12 10:33:20 58.0
185 2022/01/12 10:33:23 58.4
186 2022/01/12 10:33:26 57.7
187 2022/01/12 10:33:29 57.0
188 2022/01/12 10:33:32 56.6
189 2022/01/12 10:33:35 57.0
190 2022/01/12 10:33:38 58.3
191 2022/01/12 10:33:41 57.5
192 2022/01/12 10:33:44 57.3
193 2022/01/12 10:33:47 57.8
194 2022/01/12 10:33:50 56.9
195 2022/01/12 10:33:53 55.8
196 2022/01/12 10:33:56 55.3
197 2022/01/12 10:33:59 61.3
198 2022/01/12 10:34:02 64.8
199 2022/01/12 10:34:05 68.9
200 2022/01/12 10:34:08 62.8
201 2022/01/12 10:34:11 64.6
202 2022/01/12 10:34:14 62.8
203 2022/01/12 10:34:17 58.7
204 2022/01/12 10:34:20 57.6
205 2022/01/12 10:34:23 57.6
206 2022/01/12 10:34:26 58.2
207 2022/01/12 10:34:29 59.6
208 2022/01/12 10:34:32 58.1
209 2022/01/12 10:34:35 57.2
210 2022/01/12 10:34:38 58.2
211 2022/01/12 10:34:41 60.4
212 2022/01/12 10:34:44 61.2
213 2022/01/12 10:34:47 61.7
214 2022/01/12 10:34:50 59.6
215 2022/01/12 10:34:53 60.7
216 2022/01/12 10:34:56 62.9
217 2022/01/12 10:34:59 61.5
218 2022/01/12 10:35:02 61.1
219 2022/01/12 10:35:05 66.8
220 2022/01/12 10:35:08 63.7
221 2022/01/12 10:35:11 60.7
222 2022/01/12 10:35:14 64.4
223 2022/01/12 10:35:17 70.2
224 2022/01/12 10:35:20 72.3
225 2022/01/12 10:35:23 72.0
226 2022/01/12 10:35:26 75.7
227 2022/01/12 10:35:29 73.3
228 2022/01/12 10:35:32 70.3
229 2022/01/12 10:35:35 67.6
230 2022/01/12 10:35:38 65.1
231 2022/01/12 10:35:41 65.5
232 2022/01/12 10:35:44 64.9
233 2022/01/12 10:35:47 65.8
234 2022/01/12 10:35:50 63.1
235 2022/01/12 10:35:53 67.3
236 2022/01/12 10:35:56 61.2
237 2022/01/12 10:35:59 57.6
238 2022/01/12 10:36:02 56.2
239 2022/01/12 10:36:05 57.2
240 2022/01/12 10:36:08 57.5
241 2022/01/12 10:36:11 59.9
242 2022/01/12 10:36:14 57.6
243 2022/01/12 10:36:17 58.1
244 2022/01/12 10:36:20 57.4
245 2022/01/12 10:36:23 59.0
246 2022/01/12 10:36:26 58.4
247 2022/01/12 10:36:29 67.3
248 2022/01/12 10:36:32 60.7
249 2022/01/12 10:36:35 59.8
250 2022/01/12 10:36:38 58.0
251 2022/01/12 10:36:41 60.5
252 2022/01/12 10:36:44 60.1
253 2022/01/12 10:36:47 68.3
254 2022/01/12 10:36:50 61.8
255 2022/01/12 10:36:53 61.6
256 2022/01/12 10:36:56 59.3
257 2022/01/12 10:36:59 57.2
258 2022/01/12 10:37:02 57.2
259 2022/01/12 10:37:05 57.5
260 2022/01/12 10:37:08 57.8
261 2022/01/12 10:37:11 58.3
262 2022/01/12 10:37:14 59.0
263 2022/01/12 10:37:17 61.2
264 2022/01/12 10:37:20 63.7
265 2022/01/12 10:37:23 60.8
266 2022/01/12 10:37:26 59.9
267 2022/01/12 10:37:29 59.6
268 2022/01/12 10:37:32 61.4
269 2022/01/12 10:37:35 60.7
270 2022/01/12 10:37:38 68.3
271 2022/01/12 10:37:41 66.9
272 2022/01/12 10:37:44 63.7
273 2022/01/12 10:37:47 66.3
274 2022/01/12 10:37:50 69.4
275 2022/01/12 10:37:53 73.1
276 2022/01/12 10:37:56 69.5
277 2022/01/12 10:37:59 66.6
278 2022/01/12 10:38:02 65.4
279 2022/01/12 10:38:05 67.5
280 2022/01/12 10:38:08 66.8
281 2022/01/12 10:38:11 69.1
282 2022/01/12 10:38:14 68.4
283 2022/01/12 10:38:17 66.5
284 2022/01/12 10:38:20 64.7
285 2022/01/12 10:38:23 61.9
286 2022/01/12 10:38:26 60.8
287 2022/01/12 10:38:29 60.2
288 2022/01/12 10:38:32 60.2
289 2022/01/12 10:38:35 62.9
290 2022/01/12 10:38:38 60.1
291 2022/01/12 10:38:41 59.3
292 2022/01/12 10:38:44 60.0
293 2022/01/12 10:38:47 62.9
294 2022/01/12 10:38:50 60.8
295 2022/01/12 10:38:53 62.1
296 2022/01/12 10:38:56 60.3
297 2022/01/12 10:38:59 64.4
298 2022/01/12 10:39:02 59.4
299 2022/01/12 10:39:05 57.1
300 2022/01/12 10:39:08 57.9
- Freq Weight : A
- Time Weight : SLOW
- Level Range : 40-100
- Max dB : 79.6 - 2022/01/12 10:57:46
- Level Range : 40-100
- SEL : 89.9
- Leq : 60.4
-
No.s Date Time (dB)
----------------------------------------------------------------------- 1 2022/01/12 10:51:11 58.6
2 2022/01/12 10:51:14 60.9
3 2022/01/12 10:51:17 62.7
4 2022/01/12 10:51:20 64.8
5 2022/01/12 10:51:23 66.9
6 2022/01/12 10:51:26 64.3
7 2022/01/12 10:51:29 68.1
8 2022/01/12 10:51:32 67.6
9 2022/01/12 10:51:35 70.2
10 2022/01/12 10:51:38 67.9
11 2022/01/12 10:51:41 65.6
12 2022/01/12 10:51:44 64.7
13 2022/01/12 10:51:47 70.4
14 2022/01/12 10:51:50 67.4
15 2022/01/12 10:51:53 69.9
16 2022/01/12 10:51:56 68.5
17 2022/01/12 10:51:59 68.6
18 2022/01/12 10:52:02 68.0
19 2022/01/12 10:52:05 69.0
20 2022/01/12 10:52:08 66.2
21 2022/01/12 10:52:11 68.1
22 2022/01/12 10:52:14 64.6
23 2022/01/12 10:52:17 59.0
24 2022/01/12 10:52:20 54.8
25 2022/01/12 10:52:23 57.0
26 2022/01/12 10:52:26 54.0
27 2022/01/12 10:52:29 59.8
28 2022/01/12 10:52:32 58.7
29 2022/01/12 10:52:35 53.2
30 2022/01/12 10:52:38 56.7
31 2022/01/12 10:52:41 54.8
32 2022/01/12 10:52:44 60.4
33 2022/01/12 10:52:47 54.9
34 2022/01/12 10:52:50 53.4
35 2022/01/12 10:52:53 53.3
36 2022/01/12 10:52:56 53.5
37 2022/01/12 10:52:59 51.6
38 2022/01/12 10:53:02 51.8
39 2022/01/12 10:53:05 53.3
40 2022/01/12 10:53:08 59.6
41 2022/01/12 10:53:11 55.3
42 2022/01/12 10:53:14 56.0
43 2022/01/12 10:53:17 55.5
44 2022/01/12 10:53:20 54.4
45 2022/01/12 10:53:23 54.7
46 2022/01/12 10:53:26 55.0
47 2022/01/12 10:53:29 61.8
48 2022/01/12 10:53:32 57.8
49 2022/01/12 10:53:35 54.8
50 2022/01/12 10:53:38 54.9
51 2022/01/12 10:53:41 54.0
52 2022/01/12 10:53:44 53.7
53 2022/01/12 10:53:47 54.9
54 2022/01/12 10:53:50 55.4
55 2022/01/12 10:53:53 54.1
56 2022/01/12 10:53:56 54.6
57 2022/01/12 10:53:59 58.5
58 2022/01/12 10:54:02 59.2
59 2022/01/12 10:54:05 57.8
60 2022/01/12 10:54:08 57.8
61 2022/01/12 10:54:11 55.2
62 2022/01/12 10:54:14 54.3
63 2022/01/12 10:54:17 54.4
64 2022/01/12 10:54:20 54.3
65 2022/01/12 10:54:23 54.2
66 2022/01/12 10:54:26 53.8
67 2022/01/12 10:54:29 56.0
68 2022/01/12 10:54:32 55.8
69 2022/01/12 10:54:35 53.0
70 2022/01/12 10:54:38 52.3
71 2022/01/12 10:54:41 53.8
72 2022/01/12 10:54:44 52.9
73 2022/01/12 10:54:47 59.2
74 2022/01/12 10:54:50 53.9
75 2022/01/12 10:54:53 52.3
76 2022/01/12 10:54:56 51.6
77 2022/01/12 10:54:59 51.3
78 2022/01/12 10:55:02 51.8
79 2022/01/12 10:55:05 51.3
80 2022/01/12 10:55:08 51.2
81 2022/01/12 10:55:11 52.7
82 2022/01/12 10:55:14 54.0
83 2022/01/12 10:55:17 59.9
84 2022/01/12 10:55:20 58.8
85 2022/01/12 10:55:23 53.5
86 2022/01/12 10:55:26 51.4
87 2022/01/12 10:55:29 51.1
88 2022/01/12 10:55:32 51.6
89 2022/01/12 10:55:35 52.1
90 2022/01/12 10:55:38 51.9
91 2022/01/12 10:55:41 52.6
92 2022/01/12 10:55:44 53.3
93 2022/01/12 10:55:47 52.6
94 2022/01/12 10:55:50 53.5
95 2022/01/12 10:55:53 59.9
96 2022/01/12 10:55:56 57.2
97 2022/01/12 10:55:59 53.5
98 2022/01/12 10:56:02 53.3
99 2022/01/12 10:56:05 53.2
100 2022/01/12 10:56:08 55.0
101 2022/01/12 10:56:11 56.4
102 2022/01/12 10:56:14 59.6
103 2022/01/12 10:56:17 54.3
104 2022/01/12 10:56:20 57.6
105 2022/01/12 10:56:23 55.6
106 2022/01/12 10:56:26 55.0
107 2022/01/12 10:56:29 54.8
108 2022/01/12 10:56:32 57.6
109 2022/01/12 10:56:35 62.0
110 2022/01/12 10:56:38 58.7
111 2022/01/12 10:56:41 59.0
112 2022/01/12 10:56:44 61.3
113 2022/01/12 10:56:47 60.2
114 2022/01/12 10:56:50 59.3
115 2022/01/12 10:56:53 63.1
116 2022/01/12 10:56:56 61.8
117 2022/01/12 10:56:59 66.6
118 2022/01/12 10:57:02 63.4
119 2022/01/12 10:57:05 68.2
120 2022/01/12 10:57:08 70.8
121 2022/01/12 10:57:11 68.1
122 2022/01/12 10:57:14 59.1
123 2022/01/12 10:57:17 64.4
124 2022/01/12 10:57:20 61.3
125 2022/01/12 10:57:23 66.2
126 2022/01/12 10:57:26 64.5
127 2022/01/12 10:57:29 63.3
128 2022/01/12 10:57:32 63.2
129 2022/01/12 10:57:35 62.0
130 2022/01/12 10:57:38 59.3
131 2022/01/12 10:57:41 59.3
132 2022/01/12 10:57:44 78.5
133 2022/01/12 10:57:47 66.4
134 2022/01/12 10:57:50 56.4
135 2022/01/12 10:57:53 53.0
136 2022/01/12 10:57:56 56.3
137 2022/01/12 10:57:59 52.0
138 2022/01/12 10:58:02 53.1
139 2022/01/12 10:58:05 56.2
140 2022/01/12 10:58:08 53.4
141 2022/01/12 10:58:11 56.7
142 2022/01/12 10:58:14 55.4
143 2022/01/12 10:58:17 55.8
144 2022/01/12 10:58:20 56.1
145 2022/01/12 10:58:23 55.7
146 2022/01/12 10:58:26 52.7
147 2022/01/12 10:58:29 52.1
148 2022/01/12 10:58:32 51.7
149 2022/01/12 10:58:35 50.7
150 2022/01/12 10:58:38 53.6
151 2022/01/12 10:58:41 57.5
152 2022/01/12 10:58:44 56.4
153 2022/01/12 10:58:47 53.5
154 2022/01/12 10:58:50 52.8
155 2022/01/12 10:58:53 54.8
156 2022/01/12 10:58:56 57.4
157 2022/01/12 10:58:59 63.5
158 2022/01/12 10:59:02 57.9
159 2022/01/12 10:59:05 56.4
160 2022/01/12 10:59:08 53.7
161 2022/01/12 10:59:11 53.0
162 2022/01/12 10:59:14 53.3
163 2022/01/12 10:59:17 51.4
164 2022/01/12 10:59:20 53.3
165 2022/01/12 10:59:23 53.3
166 2022/01/12 10:59:26 54.0
167 2022/01/12 10:59:29 54.4
168 2022/01/12 10:59:32 54.6
169 2022/01/12 10:59:35 55.1
170 2022/01/12 10:59:38 56.1
171 2022/01/12 10:59:41 55.3
172 2022/01/12 10:59:44 56.1
173 2022/01/12 10:59:47 57.2
174 2022/01/12 10:59:50 57.8
175 2022/01/12 10:59:53 58.4
176 2022/01/12 10:59:56 55.2
177 2022/01/12 10:59:59 56.0
178 2022/01/12 11:00:02 55.3
179 2022/01/12 11:00:05 54.4
180 2022/01/12 11:00:08 51.4
181 2022/01/12 11:00:11 50.6
182 2022/01/12 11:00:14 52.2
183 2022/01/12 11:00:17 60.2
184 2022/01/12 11:00:20 53.4
185 2022/01/12 11:00:23 51.0
186 2022/01/12 11:00:26 49.8
187 2022/01/12 11:00:29 51.6
188 2022/01/12 11:00:32 52.8
189 2022/01/12 11:00:35 51.8
190 2022/01/12 11:00:38 52.8
191 2022/01/12 11:00:41 58.1
192 2022/01/12 11:00:44 55.8
193 2022/01/12 11:00:47 57.1
194 2022/01/12 11:00:50 56.8
195 2022/01/12 11:00:53 63.4
196 2022/01/12 11:00:56 64.1
197 2022/01/12 11:00:59 56.6
198 2022/01/12 11:01:02 58.9
199 2022/01/12 11:01:05 56.5
200 2022/01/12 11:01:08 53.0
201 2022/01/12 11:01:11 52.6
202 2022/01/12 11:01:14 53.3
203 2022/01/12 11:01:17 52.6
204 2022/01/12 11:01:20 52.8
205 2022/01/12 11:01:23 52.0
206 2022/01/12 11:01:26 52.2
207 2022/01/12 11:01:29 52.7
208 2022/01/12 11:01:32 53.7
209 2022/01/12 11:01:35 53.9
210 2022/01/12 11:01:38 54.2
211 2022/01/12 11:01:41 53.1
212 2022/01/12 11:01:44 58.9
213 2022/01/12 11:01:47 54.2
214 2022/01/12 11:01:50 53.3
215 2022/01/12 11:01:53 54.1
216 2022/01/12 11:01:56 54.8
217 2022/01/12 11:01:59 59.0
218 2022/01/12 11:02:02 55.2
219 2022/01/12 11:02:05 54.3
220 2022/01/12 11:02:08 53.2
221 2022/01/12 11:02:11 52.4
222 2022/01/12 11:02:14 52.0
223 2022/01/12 11:02:17 51.9
224 2022/01/12 11:02:20 51.3
225 2022/01/12 11:02:23 51.7
226 2022/01/12 11:02:26 57.1
227 2022/01/12 11:02:29 54.8
228 2022/01/12 11:02:32 53.9
229 2022/01/12 11:02:35 54.7
230 2022/01/12 11:02:38 58.5
231 2022/01/12 11:02:41 59.7
232 2022/01/12 11:02:44 54.4
233 2022/01/12 11:02:47 52.4
234 2022/01/12 11:02:50 53.7
235 2022/01/12 11:02:53 53.1
236 2022/01/12 11:02:56 50.5
237 2022/01/12 11:02:59 49.3
238 2022/01/12 11:03:02 49.0
239 2022/01/12 11:03:05 50.3
240 2022/01/12 11:03:08 53.2
241 2022/01/12 11:03:11 54.8
242 2022/01/12 11:03:14 53.1
243 2022/01/12 11:03:17 54.8
244 2022/01/12 11:03:20 56.0
245 2022/01/12 11:03:23 56.5
246 2022/01/12 11:03:26 54.9
247 2022/01/12 11:03:29 51.0
248 2022/01/12 11:03:32 51.5
249 2022/01/12 11:03:35 54.5
250 2022/01/12 11:03:38 55.8
251 2022/01/12 11:03:41 56.6
252 2022/01/12 11:03:44 59.0
253 2022/01/12 11:03:47 60.3
254 2022/01/12 11:03:50 60.6
255 2022/01/12 11:03:53 58.4
256 2022/01/12 11:03:56 58.3
257 2022/01/12 11:03:59 57.9
258 2022/01/12 11:04:02 57.2
259 2022/01/12 11:04:05 53.9
260 2022/01/12 11:04:08 51.2
261 2022/01/12 11:04:11 49.8
262 2022/01/12 11:04:14 48.9
263 2022/01/12 11:04:17 48.3
264 2022/01/12 11:04:20 49.0
265 2022/01/12 11:04:23 50.1
266 2022/01/12 11:04:26 52.8
267 2022/01/12 11:04:29 54.7
268 2022/01/12 11:04:32 54.9
269 2022/01/12 11:04:35 54.0
270 2022/01/12 11:04:38 53.4
271 2022/01/12 11:04:41 53.9
272 2022/01/12 11:04:44 55.0
273 2022/01/12 11:04:47 55.9
274 2022/01/12 11:04:50 53.3
275 2022/01/12 11:04:53 54.7
276 2022/01/12 11:04:56 58.4
277 2022/01/12 11:04:59 57.8
278 2022/01/12 11:05:02 56.2
279 2022/01/12 11:05:05 57.2
280 2022/01/12 11:05:08 60.7
281 2022/01/12 11:05:11 57.8
282 2022/01/12 11:05:14 57.7
283 2022/01/12 11:05:17 58.2
284 2022/01/12 11:05:20 56.7
285 2022/01/12 11:05:23 58.4
286 2022/01/12 11:05:26 59.7
287 2022/01/12 11:05:29 57.3
288 2022/01/12 11:05:32 56.8
289 2022/01/12 11:05:35 54.1
290 2022/01/12 11:05:38 53.4
291 2022/01/12 11:05:41 55.3
292 2022/01/12 11:05:44 54.0
293 2022/01/12 11:05:47 57.6
294 2022/01/12 11:05:50 53.9
295 2022/01/12 11:05:53 52.1
296 2022/01/12 11:05:56 53.0
297 2022/01/12 11:05:59 53.0
298 2022/01/12 11:06:02 53.6
299 2022/01/12 11:06:05 57.2
300 2022/01/12 11:06:08 57.0
6 ELECTRICAL DATA
38HDR
UNIT
SIZE
V ---PH ---Hz
VOLTAGE RANGE* COMPRESSOR OUTDOOR FAN MOTOR MIN
CKT
AMPS
FUSE/
HACR BKR
Min Max AMPS RLA LRA FLA NEC
Hp
kW
Out
018 208/230 --- 1 --- 60 187 253 9.0 48.0 0.80 0.125 0.09 12.1 20 024 208/230 --- 1 --- 60 187 253 12.8 58.3 0.80 0.125 0.09 16.8 25 030 208/230 --- 1 --- 60 187 253 14.1 73.0 1.45 0.25 0.19 19.1 30 036
208/230 --- 1 --- 60 187 253 14.1 77.0 1.45 0.25 0.19 19.1 30 208/230 --- 3 --- 60 187 253 9.0 71.0 1.45 0.25 0.19 12.7 20 460 --- 3 --- 60 414 506 5.6 38.0 0.80 0.25 0.19 7.8 15 048
208/230 --- 1 --- 60 187 253 21.8 117.0 1.45 0.25 0.19 28.7 50 208/230 --- 3 --- 60 187 253 13.7 83.1 1.45 0.25 0.19 18.6 30 460 --- 3 --- 60 414 506 6.2 41.0 0.80 0.25 0.19 8.6 15 060
208/230 --- 1 --- 60 187 253 26.4 134.0 1.45 0.25 0.19 34.5 60 208/230 --- 3 --- 60 187 253 16.0 110.0 1.45 0.25 0.19 21.5 35 460 --- 3 --- 60 414 506 7.8 52.0 0.80 0.25 0.19 10.6 15 * Permissible limits of the voltage range at which the unit will operate satisfactorily FLA --- Full Load Amps
HACR --- Heating, Air Conditininng, Refrigeration
LRA --- Locked Rotor Amps
NEC --- National Electrical Code
RLA --- Rated Load Amps (compressor)
NOTE: Control circuit is 24 ---V on all units and requires external power source. Copper wire must be used from service disconnect to unit.
All motors/compressors contain internal overload protection.
SOUND LEVEL
Unit Size Standard
Rating (dB)
Typical Octave Band Spectrum ( dBA ) (without tone adjustment) 125 250 500 1000 2000 4000 8000
018 68 52.0 57.5 60.5 63.5 60.5 57.5 46.5
024 69 57.5 61.5 63.0 61.0 60.0 56.0 45.0
030 72 56.5 63.0 65.0 66.0 64.0 62.5 57.0
036 72 65.0 61.5 63.5 65.0 64.5 61.0 54.5
048 72 58.5 61.0 64.0 67.5 66.0 64.0 57.0
060 72 63.0 61.5 64.0 66.5 66.0 64.5 55.5
CHARGING SUBCOOLING (TXV--TYPE EXPANSION DEVICE)
UNIT SIZE ---VOLTAGE, SERIES REQUIRED SUBCOOLING _F(_C) 018 12 (6.7)
024 12 (6.7)
030 12 (6.7)
036 12 (6.7)
048 12 (6.7)
060 12 (6.7)
38HDR
Appendix PLAN
Site Plans
07/06/2022 PLANNING DIVISION RECEIVED
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
PROJECT DATA
G0-1
PLANNING DATA
Address 334 San Antonio Road, Mountain View, California 94040 APN 148-15-020
Lot Area 27,048 SF
0.62 AC
Existing Zoning P(40) – Planned Community / San Antonio Precise Plan Existing GP Land Use Designation Mixed-Use Corridor (January 2020)
BUILDING CODE
Construction shall comply with the 2019 California Building Code
OCCUPANCY GROUPS
Residential R-2
RetailB
Garage S-2
CONSTRUCTION TYPE
TYPE IIIA, Fully Sprinklered
2019 CBC Table 601 Fire-resistance rating
Primary Structural Frame1 HOUR
Bearing Walls - Exterior2 HOURS
Bearing Walls - Interior1 HOUR
Non-Bearing Walls - Exterior1 HOUR <-------- 0 HOUR if more than 30 feet fire Non-Bearing Walls - Interior0 HOUR separation distance per 2019 CBC Table 602 Floor Construction1 HOUR
Roof Construction1 HOUR
BUILDING PARAMETERS
HEIGHT
Zoning - San Antonio Precise Plan (Tier 1) * 55 FEET0 INCHES Building Code (Occupancy R2 / S without area increase / TYPE IIIA) 85 FEET0 INCHES Proposed (top of roof sheathing) 61 FEET 10 INCHES
STORIES
Zoning - San Antonio Precise Plan (Tier 1) *4 STORIES
Building Code (Occupancy R2 / S without area increase / Type IIIA)5 STORIES Proposed5 STORIES
SETBACKS
Major Public Street (San Antonio Road) 18 FEET
Neighborhood Street (California Street) ** 24 FEET
Side Yard0 FEET
Rear Yard0 FEET
** NOTE: Provided setback is less based on Waiver
ALLOWABLE AREAS
Occupancy R-2 / SM with height increase / Type IIIA 24,000 SF Occupancy B / SM / Type IIIA 85,500 SF
Occupancy S-2 / SM / Type IIIA 117,000 SF
TOTAL BUILDING ACTUAL ALLOW
Level B2 Lower Basement Garage 22,446
Level B1 Upper Basement Garage 22,368
Basement Total 44,814 117,000 OK 2019 CBC 506.1.3
Level 1 Residential / Commercial 14,671 24,000 0.61 BASEMENT NOT COUNTED Level 2 Residential 15,605 24,000 0.65
Level 3 Residential 15,605 24,000 0.65
Level 4 Residential 15,605 24,000 0.65
Level 5 Residential 14,559 24,000 0.61
Roof Residential 700 24,000 0.03
3.20 > 2 2019 CBC 506.2.4
FIRE WALL AREA #1 ACTUAL ALLOW
Level 1 Residential / Commercial 5,330 24,000 0.22
Level 2 Residential 5,950 24,000 0.25
Level 3 Residential 5,950 24,000 0.25
Level 4 Residential 5,950 24,000 0.25
Level 5 Residential 5,326 24,000 0.22
1.19 < 2 OK 2019 CBC 506.2.4
FIRE WALL AREA #2 ACTUAL ALLOW
Level 1 Residential / Commercial 9,340 24,000 0.39
Level 2 Residential 9,655 24,000 0.40
Level 3 Residential 9,655 24,000 0.40
Level 4 Residential 9,655 24,000 0.40
Level 5 Residential 9,233 24,000 0.38
1.98 < 2 OK 2019 CBC 506.2.4
3-hour Fire Wall required 2019 CBC Table 706.4
1-Hour Occupancy Separation required between B and R-2 (Sprinklered) 2019 CBC Table 508.4 1-Hour Occupancy Separation required between S-2 and R-2 (Sprinklered) 2019 CBC Table 508.4 * NOTE: For Tier 1 projects, up to 5 stories (65 feet) considered if project provides significant public benefits.
BMR UNITS PROVIDED
Unit Number (see plans) Bedrooms Classification SF
Level 1 Unit 1E 1 BR LOW 814 SF
Level 1 Unit 1F 1 BR MODERATE 772 SF
Level 2 Unit 1A 1 BR LOW 706 SF
Level 2 Unit 1B 1 BR LOW 747 SF
Level 2 Unit 1C 1 BR LOW 783 SF
Level 2 Unit 2A 2 BR MODERATE 928 SF
Level 3 Unit 1A 1 BR LOW 706 SF
Level 3 Unit 1B 1 BR LOW 747 SF
Level 3 Unit 1C 1 BR LOW 783 SF
Level 3 Unit 2A 2 BR MODERATE 928 SF
Level 4 Unit 1A 1 BR LOW 706 SF
Level 4 Unit 1B 1 BR LOW 747 SF
Level 4 Unit 1C 1 BR LOW 783 SF
TOTAL 13 UNITS 10,150 SF
RESIDENTIAL UNITS
Unit Type Quantity Average Unit Mix Total SF Parking Ratio Parking Required *
1 bedroom 17 741 27% 12,5941 0.5
2 Bedrooms 45 1,070 73% 48,1431 0.5
TOTAL ALL UNITS 62 980 100% 60,737
* NOTE: Per State of California Government Code Section 65915, parking ratio can be 0.5 spaces per unit.
CAR PARKING SPACES
Residential - Standard 62
Residential - Accessible2
2 accessible spaces required per 2019 CBC Table 11B-208.2 Residential - Assignable 13
Retail - Standard 19
1 stall per 100 SF commercial area / Includes 10 Guest Parking Spaces (15% of Residential Units | 62*0.15=9.30) Retail - Accessible1
1 accessible space required per 2019 CBC Table 11B-208.2 Retail - Loading0
No loading space required, commercial space is less than 10,000 SF (see City of Mountain View Code of Ordinances - Section 36.32.60) TOTAL CAR PARKING PROVIDED 97
EVSE - Level 2 Charger (EV2) per MVCC Table 101.10 (15%*97 = 14.55) 14 EVSE - Level 3 Charger (EV3) per MVCC Table 101.10 (1 per 100 spaces)1 EV Capable per MVCC Table 101.10 (all non EV installed spaces) 82
RESIDENTIAL UNIT AREA SUMMARY
UNIT MAKEUP
ONE-BEDROOMS UNITS
1A 7064 2,8241414 3.53 14.12
1B 7474 2,9881414 3.74 14.94
1C 7834 3,1321414 3.92 15.66
1D 6883 2,0641313 3.44 10.32
1E 8141 8141111 4.07 4.07
1F 7721 7721111 3.86 3.86
TWO-BEDROOM UNITS
2A 9284 3,7122828 4.64 18.56
2B FLOOR 1 1,046
3 3,1382626 5.23 15.69
2B FLOOR 2-5 1,114 12 13,368
2 242 24 5.57 66.84
2B' 1,0005 5,0002 102 10 5.00 25.00
2C 1,0224 4,0882828 5.11 20.44
2D 1,1543 3,4622626 5.77 17.31
2E 1,1733 3,5192626 5.87 17.60
2F 9873 2,9612626 4.94 14.81
2G 9993 2,9972626 5.00 14.99
2H 1,1011 1,1012222 5.51 5.51
2J 1,1721 1,1722222 5.86 5.86
2K 1,2321 1,2322222 6.16 6.16
2L 1,0011 1,0012222 5.01 5.01
2M 1,3921 1,3922222 6.96 6.96
TOTAL 62 60,737 SF 107 107 304.00
BUILDING UNITS UNIT AREA BEDROOMS BATHS OCCUPANTS
* 2019 CBC TABLE 1004.5 / RESIDENTIAL USE OCCUPANCY LOAD FACTOR = 200 GROSS
UNIT TYPE
BATHROOMS
OCCUPANT
LOAD PER
UNIT *
TOTAL
OCC.
LOAD
UNIT TYPE
BEDROOMS
BATHS
PER UNIT
UNIT
TYPE
SQUARE
FOOTAGE
NUMBER OF
UNITS IN
BUILDING
TOTAL SQ. FT. OF
UNITS IN
BUILDING
BEDROOMS
PER UNIT
CITY OF MOUNTAIN VIEW
BASE DENSITY PER F.A.R. CALCULATION
Maximum Gross Floor Area - Non Residential Gross Floor Area Project Gross Floor Area - Non Residential Gross Floor Area Project Units 62
Maximum Gross Floor Area 50,039 SF = 1.85 X 27,048 SF (Tier 1) Project Gross Floor Area 74,745 SF
Non-Residential Gross Floor Area 2,000 SF 0.660
BASE UNITS 41 UNITS 40.95 ROUND-UP *
BONUS UNITS 21 UNITS 20.48 ROUND-UP *
TOTAL 62 UNITS
City Required Base BMR 15% BASE UNITS=7 UNITS (4 LOW / 3 MOD) 50% Density Bonus 24% BASE UNITS= 10 UNITS (10 LOW)
10 UNITS - LOW 3 UNITS - MODERATE
TOTAL BMR Provided 13
Allowable F.A.R. (Tier 1) 1.85 FAR
50% Density Bonus 0.93 FAR
Allowable 2.78 FAR 75,058 SF
Proposed 2.76 FAR 74,745 SF
FLOOR AREA CALCULATIONS Gross Building
ALLOWABLE FAR Tier 1 1.85 FAR
ALLOWABLE TOTAL BUILDING AREA BLDG Balconies 50,039 SF
Level B2 Lower Basement Garage (not included in FAR) 22,446 SF Level B1 Upper Basement Garage (not included in FAR) 22,368 SF Level 1 Residential / Commercial - Buiding Footprint 14,6710 14,671 SF Commercial Exception -2,000 -2,000 SF
Level 2 Residential 15,6050 15,605 SF
Level 3 Residential 15,6050 15,605 SF
Level 4 Residential 15,6050 15,605 SF
Level 5 Residential 14,5590 14,559 SF
Roof Residential 700 700 SF
PROPOSED FAR (includes Density Bonus) 74,7450 2.76 FAR
TOTAL ZONING BUILDING AREA (Excludes Basement Levels) 74,745 SF Residential 74,745 SF
Non-Residential 2,000 SF
TOTAL CONSTRUCTION AREA (includes Basement Levels) 121,559 SF Residential 74,745 SF
Non-Residential 46,814 SF
* Rounding up the FAR calculation is supported by California Government Code Section 65915.q “Each component of any density calculation, including base density and bonus density, Base Units = Project Units X
BIKE PARKING
CLASS I * CLASS II **
Resident 1 per unit 62
Residential Guest 1 per 10 units6
Retail 1 per 20 retail parking spaces1
Total Required 636 69
Level 0B Bicycle Lockers * 10
Level 0A Bicycle Lockers *6
Level 1 Long-Term Storage Room * 48
Level 1 Bicycle Racks ** 15
Total Provided 64 15 79
* NOTE: Class I Facility - locked storage room and/or lockers inside building for residents and retail owner / not general public ** NOTE: Class II Facility - exterior racks to which bicycles can be locked / general public. Each rack has capacity for 2 bikes.
RESIDENTIAL STORAGE UNITS
Required 164 cubic feet per unit 62 UNITS
Level 0B - Lower Basement 54
Level 0A - Upper Basement8
Provided 62 UNITS
COMMON OPEN SPACE
Total Required 175 SF / unit X 62 UNITS = 10,850 SF
Provided Ground Floor - Private Residential Courtyard 2,291 SF Ground Floor - Public Area * 2,306 SF
Roof Terrace 3,527 SF
Total Provided 131 SF / unit 8,124 SF
* NOTE: Areas on site with depth of 25 feet minimum measured from street curb, not including areas within PAE.
OPEN AREA / LANDSCAPING
Property Area 27,048 SF
Public Access Easement -1,493 SF
Net Property Area 25,555 SF
Required minimum site open area 40% OF 25,555 SF = 10,222 SF
COVERAGE OPEN
Ground Floor - Building Coverage 18,481 SF
Ground Floor - Auto Paving 171 SF
Ground Floor - Open Area 6,903 SF
2nd Floor Decks - Open Area 1,253 SF
3rd Floor Decks - Open Area 1,253 SF
4th Floor Decks - Open Area 1,253 SF
5th Floor Decks - Open Area 1,882 SF
Roof Terrace - Open Area 3,527 SF
TOTALS 18,652 SF 16,071 SF
Open Area 63% 16,071 SF
CONCESSIONS/INCENTIVES
C/I-1 HOUSING UNIT MIX
C/I-2 AFFORDABLE HOUSING LOCATIONS
C/I-3 RESIDENTIAL ENTRANCES
WAIVERS
W-1 BUILDING HEIGHT
W-2 COMMON OPEN SPACE
W-3 FRONTAGE STEP BACK
W-4 RETAIL SPACE DEPTH
W-5 CALIFORNIA STREET SETBACK
120 SF
133 SF
109 SF 122 SF
107 SF
2,291 SF 1,255 SF
2,306 SF
14,671 SF
87 SF
2,000 SF
561 SF
87 SF 87 SF
97 SF 63 SF 137 SF 117 SF 117 SF
91 SF
63 SF
15,605 SF
63 SF 63 SF 63 SF
81 SF
63 SF 63 SF
63 SF 38 SF 87 SF
8.09 8.09 8.09 8.09 12.848.09 8.09 8.09 8.09 8.09
12.84 8.09 8.09 8.09 8.09
12.84 TOP & BOTTOM
97 SF 63 SF 137 SF
63 SF
15,605 SF
63 SF 63 SF 63 SF
63 SF 63 SF
63 SF
91 SF 81 SF 38 SF 87 SF 117 SF 117 SF
197 SF 184 SF
355 SF
14,559 SF
265 SF 117 SF 117 SF
63 SF 63 SF 63 SF
63 SF 63 SF
63 SF
91 SF 81 SF 38 SF
62 SF
3,527 SF
179 SF 210 SF
266 SF
45 SF
97 SF 63 SF 137 SF 117 SF 117 SF
91 SF
63 SF
15,605 SF
63 SF 63 SF 63 SF
81 SF
63 SF 63 SF
63 SF 38 SF 87 SF
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
PROJECT DATA
G0-2
0 8' 16' 24' 32' 64'
OPEN SPACE
PRIVATE OPEN SPACE (PATIOS AND DECKS)
PROVIDED:
FIRST FLOOR: 850 SF
SECOND FLOOR: 1,253 SF
THIRD FLOOR: 1,253 SF
FOURTH FLOOR: 1,253 SF
FIFTH FLOOR: 1,882 SF
TOTAL PROVIDED: 6,491 SF
COMMON USABLE OPEN SPACE
REQUIRED: 175 SF / UNIT
PROVIDED:
GROUND LEVEL:
PRIVATE COURTYARD: 2,291 SF
PUBLIC AREA: 2,306 SF
ROOF DECK: 3,527 SF
TOTAL PROVIDED: 8,124 SF / 62 UNITS
= 131 SF / UNIT LOWER GARAGE
LEGEND
PRIVATE OPEN SPACE
COMMON OPEN SPACE
PROPOSED BUILDING AREA
RESIDENTIAL STORAGE UNITS
PAVEMENT COVERAGE
UPPER GARAGE FIRST FLOOR
SECOND FLOOR THIRD FLOOR FOURTH FLOOR
FIFTH FLOOR ROOF DECK
RESIDENTIAL STORAGE
PROVIDED:
LOWER GARAGE: 54 UNITS
UPPER GARAGE: 8 UNITS
TOTAL PROVIDED: 62 UNITS
FLOOR AREA CALCULATIONS
ALLOWABLE FAR: 2.78
PROPOSED FAR: 2.76
PROPOSED BUILDING AREA:
FIRST FLOOR: 14,671 SF
SECOND FLOOR: 15,605 SF
THIRD FLOOR: 15,605 SF
FOURTH FLOOR: 15,605 SF
FIFTH FLOOR: 14,559 SF
ROOF LEVEL: 700 SF
TOTAL BUILDING AREA: 76,745 SF
PAVEMENT COVERAGE
AUTO PAVING AREA: 1,255 SF
105'-10"
103'-7"
138'-7"
50'-3"
111'-0"
75'-1"
43'-9"
151'-5"
8.09 8.09 8.09 8.09 12.848.09 8.09 8.09 8.09 8.09
12.84 8.09 8.09 8.09 8.09
12.84 TOP & BOTTOM
222'-11"
134'-11" 196'-10"
222'-11"
133'-1" 196'-10"
111'-0" 75'-1"
151'-5"
43'-9"
103'-10" 75'-1"
148'-2"
43'-9" 109'-6"
123'-0"
111'-0"
75'-1"
43'-9"
151'-5"
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
PROJECT DATA
G0-3
0 8' 16' 24' 32' 64'
LOWER GARAGE UPPER GARAGE FIRST FLOOR
SECOND FLOOR THIRD FLOOR FOURTH FLOOR
FIFTH FLOOR ROOF DECK
BUILDING EXIT ANALYSIS PLAN
LEGEND
OLF = OCCUPANT LOAD FACTOR PER 2019 CBC TABLE 1004.5
OL = OCCUPANT LOAD FOR THIS SPACE
MD = MAXIMUM DIAGONAL DIMENSION OF BUILDING AREA PER 2019 CBC SECTION 1007.1.1 1/3 = 1/3 OF THE MAXIMUM DIAGONAL DIMENSION PER 2019 CBC SECTION 1007.1.1, EXCEPTION 2 DE = DISTANCE BETWEEN EXITS
= OCCUPANCY EXITING LOAD
= 1 HOUR RATED CORRIDOR EXIT ACCESS
= 2 HOUR RATED STAIR EXIT
= EXIT ACCESS DISCHARGE
OLF OL
200 112
OLF OL
200 112
OLF OL
200 47
MD 1/3
138 46
DE
103
OLF OL
200 46
OLF OL
15 236
MD 1/3
222 74
DE
134
MD 1/3
148 49
DE
75 MD 1/3
123 41
DE
109
MD 1/3
222 74
DE
133
MD 1/3
50 DE
75 56
56 56
24 7
#
13 19
24 118
56 18
OLF OL
200
118
OLF OL
200 14
MD 1/3
105 35
DE
50 OLF OL
150
OL
13 OLF
15 37
MD 1/3
50 DE
75 OLF OL
200
MD 1/3
151 50
DE
75 OLF OL
200 48
OLF OL
200 30
MD 1/3
111 37
DE
43 OLF OL
200
MD 1/3
111 37
DE
43 OLF OL
200
MD 1/3
111 37
DE
43 OLF OL
200 26
MD 1/3
103 34
DE
43 15
24 24 24
23 13
23 7
23 HORIZONTAL EXIT PER C.B.C.
SECTION 1026 - TYP. AT FLOORS 1-5
RESIDENTIAL CLUBHOUSE
561 SF
COMMERCIAL
2,000 SF
FIRE AREA #1
2,769 SF
FIRE AREA #2
9,340 SF
FIRE AREA #2
9,655 SF
FIRE AREA #2
9,233 SF
FIRE AREA #1
5,950 SF
FIRE AREA #1
5,326 SF
LINE OF 3-HOUR FIRE WALL
- TYP. AT FLOORS 1-5
15 15 15
13 30
15 FIRE AREA #1
5,950 SF
30 15
FIRE AREA #1
5,950 SF
48 24
FIRE AREA #2
9,655 SF
48 24
FIRE AREA #2
9,655 SF
151 151
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
PROJECT DATA
G0-4
DESIGN EXCELLENCE STRATEGY
CREATIVE
THIS PROPERTY STANDS AS A PROMINENT GATEWAY FOR ALL VEHICULAR TRAFFIC HEADING SOUTH ALO SAN ANTONIO ROAD OVER THE CALTRAIN RAILROAD OVERPASS. BY PROVIDING A COURTYARD FLANKED
TWO TOWER ELEMENTS AT THE CORNER OF CALIFORNIA STREET AND SAN ANTONIO ROAD, THE BUILDIN BOTH BOLDLY ENGAGES THE CITY WHILE OFFERING A WELCOME SPACE FOR PEOPLE TO RESIDE.
FUNCTION
THIS IS A 5-STORY MULTI-FAMILY BUILDING WITH A GROUND FLOOR COMMERCIAL SPACE ALONG SAN ANTONIO ROAD. CARE WAS TAKEN TO PROVIDE DIFFERENT MATERIAL PALETTES BETWEEN THE
RESIDENTIAL AND COMMERCIAL TO HELP DIFFERENTIATE BETWEEN THEM, AND A STRONG HORIZONTAL
BAND IS PROVIDING AT THE SECOND FLOOR TO HELP DELINEATE THE EXTENT OF THE COMMERCIAL SPA AND GIVE THE RESIDENTIAL AREAS A STRONG BASE.
INTENTION
THE DIFFERENTIATION AND ARTICULATION OF BOTH THE COMMERCIAL AND THE RESIDENTIAL AREAS OF THE BUILDING PROVIDE CLARITY TO THE GENERAL PUBLIC FOR USE AND WAY-FINDING. THE COMMERCI SPACE OPENS DIRECTLY ON TO A PUBLIC PLAZA AT THE CORNER OF SAN ANTONIO AND CALIFORNIA.
GARAGE IS CLEARLY SEEN FROM STREET. PRIVATE RESIDENTIAL COURTYARD IS VISIBLE SEEN BY ALL Y TASTEFULLY SCREENED FOR SECURITY.
BEAUTY
THE MASSING AND MATERIALS OF THE BUILDING HAS BEEN DESIGNED TO PROVIDE A MODERN ASSEMBL OF MATERIALS THAT IS WELL-COMPOSED AND PLEASING TO LOOK AT. THE TOWER ELEMENTS HAVE
SLOPED ROOF ELEMENTS AND UNIQUE WALL PANELING TO DISTINGUISH THEM AND PROVIDE A CREATIV DIALOGUE BETWEEN THEM. THE COMMERCIAL SPACE ALONG SAN ANTONIO IS A PATTERN OF FOLDED
SURFACES WITH WINDOWS TO PROVIDE EVERYONE PASSING BY A SUBTLE SHIMMER OF DIFFERENT ANGLES, VIEWS, AND SHADOWS.
SAN ANTONIO PRECISE PLAN TABLE
CHAPTER 4 DEVELOPMENT STANDARDS & GUIDELINES
SUBAREAMIXED USE CORRIDOR
ALLOWED
LAND USES
MULTI-FAMILY HOUSING (RENTAL AND OWNERSHIP), AND
RETAIL (SEE TABLE 4-1)
PROJECT PROVIDES BOTH.
ACTIVE SPACE
REQUIRED
100% OF PROPERTY ALONG SAN ANTONIO ROAD IS
DESIGNATED “ACTIVE SPACE REQUIRED” (SEE FIGURE 4-2)
PROVIDED.
PERMITTED
SPACE TYPES
RETAIL / RESTAURANT
SEE PROJECT BUSINESS DESCRIPTION LETTER.
FRONTAGESAN ANTONIO BUILDING FRONTAGE IS RETAIL WITH
TRANSPARENT STOREFRONTS PUBLIC PLAZA.
LAND USE STANDARDS
SUB-AREA INTENSITY & HEIGHT STANDARDS
MIXED USE CORRIDOR SUB-AREA
BASE FLOOR AREA RATIO (FAR) DOES NOT APPLY TO THIS PROJECT.
TIER 1 FARAPPLIES TO THIS PROJECT.
TIER 1 MAXIMUM FLOOR AREA1.85 FAR
TIER 1 MAXIMUM STORIES5 WITH PUBLIC BENEFIT
TIER 1 MAXIMUM BUILDING HEIGHT65 FEET
TIER 1 PUBLIC BENEFITREQUIRED
DEDICATION FOR CIRCULATION
IMPROVEMENTS
PUBLIC ACCESS & UTILITY
EASEMENTS PROVIDED ON SAN
ANTONIO ROAD & CALIFORNIA ST.
COMMON USABLE OPEN SPACE
REQUIRED
MINIMUM 175 SF PER DWELLING UNIT
SEE SHEET G0-1 FOR WAIVERS
MINIMUM OPEN AREA / LANDSCAPING
FOR MIXED USE
40% OF PROPERTY
SEE SHEET G0-1 FOR PERCENTAGE
OPEN AREAS TO BE CONSOLIDATED
IN USABLE AREAS WHERE FEASIBLE
COURTYARD PROVIDED ALONG
CALIFORNIA STREET
FRONTAGE AND SETBACK STANDARDS
FRONTAGE LINEREQUIRED BUILDING FRONTAGE SETBACK LINES ARE
MEASURED FROM FACE OF STREET CONCRETE CURB
NOTE: PUBLIC ACCESS EASEMENT EXPANDED BY 4.5 FEET
ON CALIFORNIA STREET, CAUSING CURB TO BE
RELOCATED. EXISTING LINE OF CONCRETE CURB ALONG
SAN ANTONIO ROAD TO REMAIN.
BUILDING
FRONTAGE
SETBACK
MAJOR PUBLIC STREET ON SAN ANTONIO ROAD
18 FEET SETBACK REQUIRED
PROVIDED
BUILDING
FRONTAGE
SETBACK
NEIGHBORHOOD STREET ON CALIFORNIA STREET
24 FEET SETBACK REQUIRED
19.5 FEET PROVIDED, SEE WAIVER ON SHEET G0-1
HEIGHT AT
FRONTAGE
SETBACK
BUILDINGS CAN BE A MAXIMUM OF 4 STORIES (55 FEET)
ABOVE GRADE AT SETBACK LINE. 80% OF BUILDING'S
LINEAR FRONTAGE ABOVE 4 STORIES MUST STEP BACK
MINIMUM OF 10 FEET ON EVERY STREET
PROJECT IS 5 STORIES WITH SETBACKS AT 5TH FLOOR
ALONG SAN ANTONIO ROAD AND CALIFORNIA STREET, SEE
WAIVERS ON SHEET G0-1
GROUND
FLOOR HEIGHT
14 FEET MINIMUM (FLOOR TO CEILING HEIGHT)
PROVIDED.
GENERAL STANDARDS
SITE DESIGN
SURFACE PAVEMENT
COVERAGE
AUTOMOBILE PAVEMENT AREAS SHALL COVER NO MORE
THAN 40% OF TOTAL SITE AREA.
SEE SHEET G0-1 FOR AUTO PAVING AREA.
OPEN SPACE /
LANDSCAPE
VISIBILITY
RESIDENTIAL COURTYARD LOCATED ADJACENT TO AND
SEEN FROM SAN ANTONIO & CALIFORNIA
OPEN SPACE /
LANDSCAPE
PRIVACY
OPEN SPACE ALONG SAN ANTONIO ROAD IS OPEN AND
ACCESSIBLE TO GENERAL PUBLIC. RESIDENTIAL
COURTYARD AREA IS PRIVATE, DELINEATED WITH
RAISED PLANTERS AND FENCE. REAR AND SIDE YARDS
ARE PRIVATE AT RESIDENTIAL UNITS WITH EMERGENCY
ACCESS ONLY.
OPEN SPACE /
LANDSCAPE
LOCATION
PUBLIC PLAZA IS LOCATED PROMINENTLY AT CORNER OF
SAN ANTONIO / CALIFORNIA
RESIDENTIAL
RESIDENTIAL
COMMON USABLE
OPEN SPACE
175 SF MINIMUM PER DWELLING UNIT
SEE SHEET GO-1 FOR AREA PROVIDED
RESIDENTIAL
ENTRANCES
NO GROUND-FLOOR UNITS HAVE EXTERIOR ENTRANCES.
ALL RESIDENTIAL UNITS ARE ACCESSED THROUGH A
GROUND-FLOOR LOBBY. ALL GROUND-FLOOR DWELLING
UNITS HAVE ACCESS TO PRIVATE EXTERIOR PATIOS.
FENCES7 FEET MAXIMUM
PROVIDED AT REAR & SIDE YARDS TO PROVIDE PRIVACY
FOR GROUND-FLOOR RESIDENTIAL UNITS, ESPECIALLY
WITH RAISED ELEVATION AT BANK OF AMERICA
PROPERTY.
PERSONAL STORAGE164 CUBIC FEET OF PERSONAL STORAGE REQUIRED FOR
EACH DWELLING UNIT
PROVIDED, SEE SHEETS A2-1 & A2.2 FOR LOCATIONS
ENCROACHMENTS
AND EXCEPTIONS
SETBACK
ENCROACHMENTS
BALCONIES AND OTHER PROJECTIONS MAY ENCROACH
HORIZONTALLY INTO REQUIRED FRONTAGE SETBACK BY UP TO
EIGHT FEET. GROUND-FLOOR AWNINGS, CANOPIES AND
PEDESTRIAN-ORIENTED SIGNAGE MAY ALSO ENCROACH AND
SHALL BE AT LEAST EIGHT FEET ABOVE GRADE. ABOVE THIRD
STORY, THIS SETBACK EXCEPTION SHALL BE USED SPARINGLY
TO MAINTAIN UPPER FLOOR STEP-BACKS, AND/OR SETBACKS.
WITH PUBLIC UTILITY EASEMENTS BOUNDING THE PROPERTY
ON BOTH SAN ANTONIO ROAD AND CALIFORNIA STREET, NO
ENCROACHMENTS ARE PROPOSED.
ADDITIONAL
HEIGHT FOR
ROOFTOP
AMENITIES
UP TO AN ADDITIONAL 10 FEET OF OVERALL HEIGHT IS
ALLOWED WITH A PROVISIONAL USE PERMIT FOR ROOFTOP
AMENITIES. THIS ADDITIONAL HEIGHT MAY BE APPLIED TO
STRUCTURES SUCH AS STAIRWAYS, ROOFTOP EQUIPMENT
AND ENCLOSURES, AND OTHER ROOFTOP AMENITIES.
ADDITIONAL HEIGHT MAY BE ALLOWED FOR ELEVATOR
STRUCTURES.
ROOF TERRACE WITH STAIR TOWERS IS PROVIDED, AND
PROVISIONAL USE PERMIT IS REQUESTED FOR THIS PROJECT.
ADDITIONAL HEIGHT REQUESTED FOR ELEVATOR TOWER.
SITE AND FRONTAGE
BUILDING FRONTAGEBUILDINGS SHOULD FACE AND FRAME ON-SITE ACTIVE SPACES AND PUBLIC STREET FRONTAGES
WITH WELL-PROPORTIONED, HUMAN-SCALED BUILDING WALLS AND AMENITY AREAS TO CREATE AN ENVIRONMENT THAT INVITES PEDESTRIAN ACTIVITY.
PROJECT HAS COURTYARD ON CALIFORNIA STREET FRAMED BY TWO TOWERS WITH INVITING,
WELL-PROPORTIONED, HUMAN-SCALED AMENITIES
FRONTAGE LOCATION FROM
SETBACK
BUILDINGS SHOULD BE LOCATED AT OR WITHIN 10 FEET OF THE MINIMUM FRONTAGE SETBACK LINE TO ENGAGE PEDESTRIAN FRONTAGES. IF ADDITIONAL BUILDING SETBACK IS PROPOSED, THE SPACE SHOULD HAVE PEDESTRIAN-ORIENTED LANDSCAPING AND/OR ACTIVE SPACE. THIS
EXPECTATION IS A GUIDELINE TO PROVIDE FLEXIBILITY, WHILE ENSURING NEW DEVELOPMENT PROVIDES CONSISTENT PEDESTRIAN-ORIENTED STREET WALLS.
PROVIDED AT BOTH SAN ANTONIO ROAD AND CALIFORNIA STREET.
MULTIPLE FRONTAGESWHEN BUILDINGS HAVE MULTIPLE FRONTAGES, INCLUDE PEDESTRIAN BUILDING ACCESS ON EACH FRONTAGE.
RETAIL ENTRANCE ON SAN ANTONIO ROAD AND RESIDENTIAL ENTRANCE ON CALIFORNIA STREET ARE CONNECTED BY ACCESSIBLE PUBLIC ACCESS EASEMENT.
RESIDENTIAL SETBACK ON
PUBLIC STREETS
RESIDENTIAL BUILDINGS SHOULD PROVIDE GREATER SETBACK ON PUBLIC STREETS TO IMPROVE TRANSITIONS BETWEEN THE STREET AND RESIDENTIAL USES.
COURTYARD ON CALIFORNIA STREET PROVIDES TRANSITION TO RESIDENTIAL ENTRY ACTIVE SPACEFOR STREETS WITH AN ACTIVE SPACE REQUIREMENT, 75 TO 100 PERCENT OF LINEAR FACADE OF BUILDING SHOULD BE BUILT WITHIN 10 FEET FROM FRONTAGE SETBACK.
RETAIL SPACE ALONG SAN ANTONIO COMPLIES
ENTRANCESTRANSPARENT WINDOWS, STOREFRONTS, SHOW WINDOWS, BUILDING ENTRIES, DWELLING ENTRIES, AND OTHER ACTIVE USES SHOULD BE PLACED ALONG BUILDING FRONTAGES. DOORS
OR SLIDING WINDOWS SHOULD ENABLE GROUND-FLOOR RESTAURANTS AND RETAIL TO EXPAND INTO OUTDOOR AMENITY AREAS ALONG PUBLICLY-ACCESSIBLE SIDEWALKS.
PUBLIC PLAZA PROVIDED ADJACENT TO RETAIL ENTRANCE.
RESIDENTIAL COURTYARD PROVIDED ADJACENT TO RESIDENTIAL ENTRY.
RESIDENTIAL CLUBHOUSE HAS SLIDING DOORS TO CONNECT TO OUTDOOR AREA.
OPEN SPACE ORIENTATIONPROJECT OPEN SPACES, INCLUDING PLAZAS, COURTYARDS AND OTHER EXTERIOR ACTIVE
SPACES ARE ENCOURAGED, AND SHOULD OPEN TO PUBLIC SIDEWALKS AND BUILDING ENTRANCES TO PROVIDE VISIBILITY AND ACCESS OPPORTUNITIES ALONG PROJECT FRONTAGES.
PUBLIC PLAZA PROVIDED AT CORNER OF SAN ANTONIO ROAD AND CALIFORNIA STREET.
VIEWS CONSIDER VIEWS OF NATURAL FEATURES, SUCH AS NEARBY HILLS, WHEN SITING BUILDINGS
ALONG STREET FRONTAGES AND DESIGNING BUILDING SETBACKS AND UPPER FLOOR STEP-BACKS. PROJECTS SHOULD PRESERVE FOOTHILL VIEWS TO SOUTH FROM CALIFORNIA STREET INTERSECTION AT SAN ANTONIO ROAD.
ROOF TERRACE PROVIDES VIEWS TOWARDS SAN FRANCISCO BAY AND SANTA CRUZ MOUNTAINS.
CORNER SITESCORNER SITES SHOULD HELP DEFINE EDGES OF STREET INTERSECTION. BUILDINGS ON STREET
CORNERS SHOULD BE BUILT TO MINIMUM SETBACK LINE OR PROVIDE PUBLIC PLAZA WITH DIRECT ACCESS TO BUILDING AND/OR SITE INTERIOR.
BUILDING TOWER AND PUBLIC PLAZA PROVIDED
AT CORNER OF SAN ANTONIO ROAD & CALIFORNIA STREET
CURB CUTSPEDESTRIANS AND VEHICLE CONFLICTS SHOULD BE MINIMIZED BY LIMITING THE NUMBER OF CURB CUTS TO TWO PER BLOCK AND THE WIDTH OF CURB CUTS TO 24 FEET.
PROJECT HAS ONE CURB CUT THE FARTHEST DISTANCE AWAY FROM THE CORNER INTERSECTION OF SAN ANTONIO AND CALIFORNIA.
CURBSIDE LOADING AREASON-STREET LOADING ZONES FOR DROP-OFF FOR ENTERTAINMENT AND COMMUNITY FACILITIES ARE ALLOWED. DRIVEWAYS THAT REQUIRE CURB CUTS AND INTERRUPT THE SIDEWALK ARE NOT PERMITTED.
NOT PROVIDED. PROJECT IS BOUNDED BY THROUGH-TRAFFIC LANES WITH NO CURB-SIDE PARKING. TRASH STAGING AREA PROVIDED ON SITE ALONG CALIFORNIA STREET.
LOADING / SERVICE AREA
PLACEMENT
UTILITIES AND TRASH AREAS SHOULD BE LOCATED AWAY FROM FRONTAGE SETBACK AREAS, ACTIVE SPACE LOCATIONS AND INTERSECTIONS. SERVICES AND UTILITIES SHOULD BE SCREENED AND INTEGRATED INTO BUILDINGS TO THE MAXIMUM EXTENT FEASIBLE. SCREENS
SHOULD BE MADE OF HIGH-QUALITY, DURABLE MATERIALS THAT ARE COORDINATED WITH THE BUILDING DESIGN.
TRASH COLLECTION ROOMS ARE LOCATED INSIDE THE BUILDING ON UPPER BASEMENT GARAGE LEVEL, OUT OF PUBLIC VIEW. PG&E TRANSFORMER(S) ARE PROPOSED TO BE UNDER-GROUND.
BACK-FLOW PREVENTERS ARE LOCATED ON CALIFORNIA STREET AWAY FROM MAIN INTERSECTION, AND SCREENED WITH LANDSCAPING AND PLANTERS.
GROUND LEVEL MATERIALSTO CREATE A MORE COMFORTABLE PEDESTRIAN ENVIRONMENT, HIGH-QUALITY PAVING
MATERIALS SHOULD BE USED FOR ON-SITE, AT-GRADE SURFACES USED BY BOTH VEHICLES AND PEDESTRIANS, INCLUDING DRIVEWAYS ACROSS SIDEWALKS AND INTERSECTION CROSSINGS.
PROVIDED.
GENERAL DESIGN GUIDELINES
BUILDING DESIGN
ARCHITECTURAL STYLEPROJECT IS DESIGNED WITH A CONTEMPORARY AND INNOVATIVE DESIGN STYLE
THAT ENCOURAGES HUMAN-SCALED ENGAGEMENT AND
PEDESTRIAN-ORIENTATED ACTIVITIES
BUILDING ARTICULATIONPROJECT MASS IS SUBDIVIDED INTO VERTICAL ELEMENTS TO BREAK UP BUILDIN MASS. COURTYARD CARVED INTO BUILDING ALONG CALIFORNIA STREET VISUALLY BREAKS BUILDING INTO BUILDING MASS INTO THREE ELEMENTS: SAN ANTONIO TOWER, COURTYARD AREA, CALIFORNIA STREET TOWER.
BLANK FACADES HAVE
BEEN AVOIDED
BALCONIES PROVIDE HORIZONTAL PROJECTIONS, AND TOWER ELEMENTS PROVIDE VERTICAL PROJECTIONS. RESIDENTIAL AND RETAIL ACTIVE SPACE
OPENINGS AND FINISH MATERIALS ARRANGED TO CREATE A CONSIDERED COMPOSITION ON ALL ELEVATIONS. BUILDING HAS RECOGNIZABLE BASE WITH A
STRONG HORIZONTAL BAND, A MIDDLE OF RESIDENTIAL UNITS, AND TOP
CONSISTING OF TOWERS ACCOMPANIED AND ACCENTUATED BY SETBACKS ON FIFTH FLOOR ALONG SAN ANTONIO AND CALIFORNIA.
COLORS AND MATERIALSHIGH QUALITY MATERIALS AND DETAILING ARE USED ON ALL SIDES OF BUILDING
PARTICULAR ATTENTION GIVEN TO BUILDING CORNER AT SAN ANTONIO PUBLIC PLAZA WITH ANGULAR WALL MOSAIC.
CORNER BUILDINGSPROVIDED TOWER ELEMENT, PUBLIC PLAZA, AND RETAIL ENTRANCE AT CORNER OF SAN ANTONIO ROAD AND CALIFORNIA STREET.
WINDOWSSTREET-LEVEL GLAZING TO BE CLEAR. TRANSPARENT GLAZING AT UPPER
LEVELS TO BE TINTED FOR ENERGY SAVINGS
SOLAR EXPOSUREWINDOWS TO BE INSULATED, COATED, AND TINTED TO MINIMIZE SOLAR GAIN
RESIDENTIAL BUILDINGSUSE MASSING AND BALCONIES DIFFERENTIATE DWELLING UNITS
STACKED BALCONIES AND FRAMED UNITS OF DWELLING UNITS ADD VARIETY TO
INDIVIDUAL DWELLING UNITS, WHILE ALSO PROVIDING CONSISTENT DESIGN
VOCABULARY TO HELP UNIFY AND STRENGTHEN IDENTITY OF THIS COMMUNITY GROUND-FLOOR RETAIL40 FEET MINIMUM DEPTH
SEE SHEET G0-1 FOR WAIVER
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
GREEN POINT CHECKLIST
G0-5
NEW HOME RATING SYSTEM, VERSION 8.2
120.0
Gold
Option 2: All Electric Compliance 0 %
PointsTargetedCommunityEnergyIAQ/HealthResourcesWaterResponsible PartyBlueprint Page No.
CALGreen
Yes CALGreen (REQUIRED)
41111
A. SITE
A2. Job Site Construction Waste Diversion
Yes A2.1 70% C&D Waste Diversion (Including Alternative Daily Cover) 22 Yes A2.2 Recycling Rates from Third-Party Verified Mixed-Use Waste Facility 11 Yes A4. Heat Island Effect Reduction (Non-Roof)
11 A6. Stormwater Control: Prescriptive Path
Yes A6.1 Permeable Paving Material
11 Yes A6.2 Filtration and/or Bio-Retention Features
11 Yes A6.3 Non-Leaching Roofing Materials
11 B. FOUNDATION
Yes B1. Fly Ash and/or Slag in Concrete
11 B5. Structural Pest Controls
Yes B5.2 Plant Trunks, Bases, or Stems at Least 36 Inches from the Foundation 11 C. LANDSCAPE
3.70% Enter the landscape area percentage. Points capped at 3 for less than 15%.
Yes C1. Plants Grouped by Water Needs (Hydrozoning)
11 Yes C2. Three Inches of Mulch in Planting Beds
11 C3. Resource Efficient Landscapes
Yes C3.1 No Invasive Species According to Cal-IPC
11 Yes C3.3 Drought Tolerant, Native, Mediterranean Species, or Other Appropriate Species 03
C4. Minimal Turf in Landscape
≤10% C4.2 Turf on a Small Percentage of Landscaped Area 02 C6. High-Efficiency Irrigation System
Yes C6.1 System Uses Only Low-Flow Drip, Bubblers or Sprinklers 02 Yes C7. One Inch of Compost in the Top Six to Twelve Inches of Soil 02 Yes C10. Submeter or Dedicated Meter for Landscape Irrigation 02 ≤0.5 Eto C11. Landscape Meets Water Budget
01 C12. Environmentally Preferable Materials for Site
Yes C12.1 Environmentally Preferable Materials for 70% of Non-Plant Landscape Elements and Fencing 11
Yes C13. Reduced Light Pollution
11 Yes D7. Energy Heels on Roof Trusses
11 D10. Structural Pest and Rot Controls
Yes D10.1 All Wood Located At Least 12 Inches Above the Soil 11 Yes D10.2 Wood Framing Treated With Borates or Factory-Impregnated, or Wall Materials Other Than Wood11
Yes D11. Moisture-Resistant Materials in Wet Areas (such as Kitchen, Bathrooms, Utility Rooms, and Basements) 2 11
D. STRUCTURAL FRAME AND BUILDING ENVELOPE
Blueprint Scoresheet
300 San Antonio
Possible Points
Points Targeted:
Certification Level Targeted:
Compliance Pathway Targeted:
T24 Compliance Targeted:
E. EXTERIOR
Yes E4. Durable and Non-Combustible Cladding Materials
11 E5. Durable Roofing Materials
Yes E5.1 Durable and Fire Resistant Roofing Materials or Assembly 11 Yes E5.2 Roofing Warranty for Shingle Roofing
YRRRRR
F. INSULATION
F2. Insulation that Meets the CDPH Standard Method—Residential for Low Emissions Yes F2.1 Walls and Floors 0.5 0.5
Yes F2.2 Ceilings 0.5 0.5
F3. Insulation That Does Not Contain Fire Retardants
Yes F3.1 Cavity Walls and Floors
11 Yes F3.2 Ceilings
11 Yes F3.3 Interior and Exterior Insulation
11 G. PLUMBING
G1. Efficient Distribution of Domestic Hot Water
Yes G1.1 Insulated Hot Water Pipes
11 G2. Install Water-Efficient Fixtures
Yes G2.1 WaterSense Showerheads ≤ 1.8 gpm with Matching Compensation Valve 22 Yes G2.1 WaterSense Bathroom Facuets ≤ 1.0 gpm
11 1.28 gpf G2.3 WaterSense Toilets with a Maximum Performance (MaP) Threshold of No Less Than 500 Grams ≤ 1.28 gpf OR ≤ 1.1 gpf12
Yes G6. Submeter Water for Tenants
22 H3. Effective Ductwork
Yes H3.1 Duct Mastic on Duct Joints and Seams
11 Yes H3.2 Pressure Balance the Ductwork System
11 H4. ENERGY STAR® Bathroom Fans
Yes H4.1 ENERGY STAR® Bathroom Fans Per HVI Standards
11 H5. Advanced Practices for Cooling
Yes H5.2 Operable Windows and Skylights Located to Induce Cross Ventilation in At Least One Room in 80% of Units11
H6. Whole House Mechanical Ventilation Practices to Improve Indoor Air Quality Yes H6.1 Meet ASHRAE Standard 62.2-2016 Ventilation Residential Standards YRRRRR
Yes H6.3 Outdoor Air is Filtered and Tempered
11 H7. Effective Range Design and Installation
Yes H7.1 Effective Range Hood Ducting and Design
11 Yes J2. Supply and Return Air Flow Testing
211
Yes J3. Mechanical Ventilation Testing and Low Leakage
11 Yes J4. All Electric or Combustion Appliance Safety Testing 11 J5. Building Energy Performance Option 2: All Electric Compliance J5.1 Home Outperforms Title 24 25 25+
Yes J6. Title 24 Prepared and Signed by a CABEC Certified Energy Analyst 11 K. FINISHES
K2. Low-VOC Interior Wall and Ceiling Paints
Yes K2.1 Zero-VOC Interior Wall and Ceiling Paints (< 5 gpl) 22 Yes K3. Low-VOC Caulks and Adhesives
11 K5. Formaldehyde Emissions in Interior Finish Exceed CARB Yes K5.1 Doors
11 Yes K5.2 Cabinets and Countertops
22 Yes K5.3 Interior Trim and Shelving
22 Yes K7. Indoor Air Formaldehyde Level Less Than 27 Parts Per Billion 22 Yes K8. Comprehensive Inclusion of Low Emitting Finishes 11 L. FLOORING
≥75% L2. Low-Emitting Flooring Meets CDPH 2010 Standard Method—Residential 33 Yes M1. ENERGY STAR® Dishwasher
11 M2. Efficient Clothes Washing and Drying
CEE Tier 2 M2.1. CEE-Rated Clothes Washer
212
Yes M2.2 ENERGY STAR® Dryer
11 <20 cubic feet M3. Size-Efficient ENERGY STAR® Refrigerator 22 M. APPLIANCES AND LIGHTING
H. HEATING, VENTILATION, AND AIR CONDITIONING
J. BUILDING PERFORMANCE AND TESTING
M5. Lighting Efficiency
Yes M5.1 High-Efficacy Lighting
22 Yes M8. Gearless Elevator
11 N. COMMUNITY
N1. Smart Development
Yes N1.1 Infill Site
211
>35 N1.3 Conserve Resources by Increasing Density
422
N2. Home(s)/Development Located Near Transit
Yes N2.2. Within 1/2 mile of a Major Transit Stop
22 N3. Pedestrian and Bicycle Access
Yes N3.5 Bicycle Storage for Residents
11 1 space per unit N3.7 Reduced Parking Capacity
22 N4. Outdoor Gathering Places
Yes N4.1 Public or Semi-Public Outdoor Gathering Places for Residents 11 N5. Social Interaction
Yes N5.1 Residence Entries with Views to Callers
11 Yes N5.2 Entrances Visible from Street and/or Other Front Doors 11 O. OTHER
Yes O1. GreenPoint Rated Checklist in Blueprints
YRRRRR
Yes O2. Pre-Construction Kickoff Meeting with Rater and Subcontractors 2 0.51 0.5
O6. Green Building Education
Yes O6.1 Marketing Green Building
22 Yes O6.2 Green Building Signage
1 0.5 0.5
Yes O7. Green Appraisal Addendum
YRRRRR
Yes O9. Residents Are Offered Free or Discounted Transit Passes 22 Yes O10. Vandalism Deterrence Practices and Vandalism Management Plan 11 Yes P4. Building Enclosure Testing 3111
Summary Community Energy IAQ/Health Resources Water
Total Available Points in Specific Categories 404.5 47 135.5 73 91 58 Minimum Points Required in Specific Categories 502 25666 Total Points Targeted 120 15 45 27 18 15
P. DESIGN CONSIDERATIONS
Residential: R occupancies (one -and two- family dwelling, townhouse with attached private garages, multifamily dwellings & hotel/motel) Responsible
Party
Post
Construction
Mountain View City Code (MVCC)
Division III Sect. 8.20.8-10 & 8.20.13 MOUNTAIN VIEW CITY CODE 'GREEN BUILDING CODE' (Adopted):
1● MVCC 8.20.8 - 8.20.10 & Table 101.10 Residential new construction shall meet mandatory Calgreen and any Mountain View Amendments [N] Notes on plans Field Insp 2● MVCC Section 8.20.10 & Table 101.10 Residential new construction shall demonstrate energy compliance to meet or exceed Title 24, Part 6 [N] Notes on plans Field Insp 3● MVCC 8.20.10 & Table 101.10 Hotel/Motel new construction shall meet the intent of LEED Gold Certified [N] LEED doc. on plans LEED Proof 4● MVCC 8.20.13 & Table 101.10 All new mixed-use projects must comply with Mountain View's green building requirements and meet the requirements applicable to each primary occupancy component [N]
LEED doc. and notes on
plans
LEED Proof/
Field Insp
MVCC Division III Section 8.20.10 WILDLIFE PROTECTION AND CONSERVATION (MVCC 'Green Building Code' - Adopted):
5● MVCC 8.20.10 & Table 101.10 Bird-safe glass
+RWHO0RWHOQHZFRQVWUXFWLRQ
VKDOOEHLQVWDOOHGRQWKHH[WHULRURIWKHVWUXFWXUHZKHUHWKHVWUXFWXUHLVWKDQVTXDUH feet or the applicable precise plan requires it [N] Details/notes on plans Field Inspection CGBSC Division 4.1 Section 4.106 &
MVCC Division III Section 8.20 PLANNING AND DESIGN (Site Development):
6 ●● MVCC 8.20.30 Storm water drainage and retention during construction for projects which disturb less than 1 acre Details/notes on plans Field Insp 7 ● MVCC 8.20.36 Stormwater sediment and erosion control plan for newly constructed projects of less than 1 acre Details/notes on plans Field Insp 8 ●● MVCC 8.20.37 Stormwater pollution prevention for projects that disturb 1 or more acres of land [4] Details/notes on plans Env Safety 9 ●● MVCC 8.20.38 Postconstruction stormwater control requirements [4] Details/notes on plans Env Safety 10 ●● CGBSC 4.106.3 Grading and paving [4] Details/notes on plans Env Safety 11● MVCC 8.20.8 - 8.20.9, 8.20.31 - 8.20.33 &
Table 101.10
Electric Vehicle (EV) Charging new construction (for Single-family and duplexes & Multi-family) shall meet the parking requirements per Table 101.10 [N] Details/notes on plans Field Inspection 12● MVCC 8.20.10 & Table 101.10 & 8.20.40 -
8.20.44 Electric Vehicle (EV) Charging new construction (for Hotel/motel) shall meet the parking requirements per Table 101.10 and the requirements per Table A5.106.5.3.2 [N] Details/notes on plans Field Inspection 13● MVCC 8.20.8 & Table 101.10 Installation of photovoltaic (PV) (for Single-family and duplexes) per title 24, part 6, prewired to expand system to accomomodate an allelectric building to 100% of annual kilowatt hour (kWh) comsumption offset [N] Details/notes on plans Field Inspection 14● MVCC 8.20.9 - 8.20.10 & Table 101.10 Installation of photovoltaic (PV) (for Multi-family & Hotel/motel) on 50% of roof area, see exception [N] Details/notes on plans Field Inspection 15● MVCC 8.20.33 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for EV charging purposes in accordance with the CEC Details/notes on plans Field Inspection Senate Bill No.7 Chapter 623 WATER METERS MULTI-UNIT STRUCTURES:
16● SB-7 Housing: water meters
New multiunit structures are required to be individually metered in the state of California - submeters must be located in an accessible location - (exempt: low income housing, housing at a place of education, long-term health facilities, time-share property & residential care facilities for the elderly)
Details/notes on plans Field Inspection
California Green Build. Standards Code
(CGBSC) Divi. 4.3 Sect. 4.303 WATER EFFICIENCY AND CONSERVATION (Indoor Water Use):
17 ●● CGBSC Section 4.303.1.1 Water closets shall not exceed 1.28 gallons per flush Notes on Plans Field Insp 18 ●● CGBSC Section 4.303.1.2 Wall mounted Urinals shall not exceed 0.125 gallons per flush Notes on Plans Field Insp 19 ●● CGBSC Section 4.303.1.2 Floor mounted Urinals shall not exceed 0.5 gallons per flush Notes on Plans Field Insp 20 ●● CGBSC Section 4.303.1.3.1 Single showerhead shall have a maximum flow of 1.8 gpm at 80 psi Notes on Plans Field Insp 21 ●● CGBSC Section 4.303.1.3.2 Multiple showerheads serving one shower shall have combined flow of 1.8 gpm at 80 psi or, the shower shall be designed to allow only one shower outlet to be in operation at a time
Notes on Plans Field Insp
22 ●● CGBSC Section 4.303.1.4.1 Residential lavatory faucets shall have a maximum flow rate of 1.2 gpm at 60 psi & minimum of 0.8 gpm at 20 psi Notes on Plans Field Insp 23 ●● CGBSC Section 4.303.1.4.2 Lavatory faucets in common and public use areas (outside of dwellings or sleeping units) in residential buildings shall not exceed 0.5 gpm at 60 psi Notes on Plans Field Inspection
24 ●● CGBSC Section 4.303.1.4.4 Kitchen faucets shall have a maximum flow rate of 1.8 gpm at 60 psi Notes on Plans Field Insp New Residential Construction
# 1 2 Residential Code Sections Measures
Residential Additions and/or Alterations that
increase the conditioned space, volume or
size [1]
Plan
Requirements
Location
on Plans
Verification [3]
Check Box
12 2019 Residential MVGBC Amendments (based on California Green Building Standards Code & Mountain View City Code) Sheet 1 of 3
TO BE COMPLETED AND SIGNED BEFORE FINAL INSPECTION
Project Number: _____________________________________________________________ Permit Address: _____________________________________________________________ X
300 San Antonio
Water Conservation Regulations &
CGBSC Division 4.3 Section 4.304 WATER EFFICIENCY AND CONSERVATION (Outdoor Water Use):
25 ●● Water Conservation in Landscaping
Regulations (Chapter 2) by Planning
Project shall comply with the water conservation in landscaping regulations where the affected landscape area (new or rehabilitated) is ≥ 500 square feet, [2,4] Notes on Plans Self-certified
26 ●● Water Efficient Design and Maintenance
Checklist (Chapter 8) by Planning Project shall comply with the water efficient and maintenance checklist [2,4] Checklist form Self-certified 27 ●● Water Conservation in Landscaping
Regulations (Chapter 10) by Planning
Water budget. When a water budget is prepared for a landscaping areas ≥ 2,500 square feet, it must be completed by a certified or authorized professional [2,4] Notes on Plans Certification
28 ●● CGBSC Section 4.304.1 Outdoor potable water use in landscape areas for residential developments shall comply w/CGBSC section 4.304.1 [2,4] Notes on Plans Field Insp CGBSC Division 4.4 Section 4.406 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY (Enhanced Durability and Reduced Maintenance):
29 ●● CGBSC Section 4.406.1 Rodent Proofing. Joints and openings shall be protected against the passage of rodents Details/notes on plans Field Insp Construction and Demolition Waste &
CGBSC Division 4.4 Section 4.408 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY (Construction Waste Reduction, Disposal & Recycling):
30 ●● Construction and demolition waste tracking &
diversion requirements form Construction Waste Diversion 65% reduction [4] Mountain View waste tracking form Public Works
31 ●● Construction and demolition waste tracking &
diversion requirements form Construction Waste Management Plan / Diversion is required for demolitions [4] Mountain View waste tracking form Public Works
CGBSC Division 4.4 Section 4.410 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY (Building Maintenance & Operation):
32 ●● CGBSC Section 4.410.1 Operation and maintenance manual. At the time of final inspection, an operation and maintenance manual shall be available Details/notes on plans Field Insp 33● MVCC 8.20.34 Recycling by occupants. When 5 or more dwelling units are constructed on a building site, provide readily accessible areas that serves all buildings and residents [N] Details/notes on plans Field Inspection MVCC Division III Section 8.20.8 -
8.20.10 ENVIRONMENTAL QUALITY (No gas allowed, all electric installation):
Natural gas shall not be allowed. The following list of items shall be electric installation: Space-conditioned equipment, clothes dryers, cooking appliances and fireplaces and/or fire pits [N] Details/notes on plans Field Inspection Water-heating systems and equipment shall be electric or solar [N] Details/notes on plans Field Insp Natural gas shall not be allowed. The following list of items shall be electric installation: Space-conditioned equipment, clothes dryers and fireplaces and/or fire pits [N] Details/notes on plans Field Inspection Cooking appliances shall be electric [N] Details/notes on plans Field Insp Water-heating systems and equipment shall be electric or solar [N] Details/notes on plans Field Insp MVCC Division III Section 8.20.12-
8.20.13 ENVIRONMENTAL QUALITY (Fireplaces):
36 ●● MVCC 8.20.46 & Table 101.10 Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace, or a sealed wood stove or pellet stove, and refer to residential requirements in the CEnerC [N] Details/notes on plans Field Insp 37 ●● MVCC 8.25.2 & Table 101.10 All wood-burning appliances installed in new residential units or wood-burning appliances being added to or replacing in existing residential units shall comply [N] Details/notes on plans Field Insp CGBSC Division 4.5 Section 4.504 ENVIRONMENTAL QUALITY (Pollulant Control):
38 ●● CGBSC Section 4.504.1 Covering of duct openings and protection of mechanical equipment during construction, all duct and other related air distribution components, shall be covered with tape, plastic, sheet metal or other methods acceptable to the AHJ Notes on Plans Field Inspection 39 ●● CGBSC Section 4.504.2.1 Finish material pollutant control for adhesives, sealants & caulks shall comply w/VOC limits (Table 4.504.1 & 5.504.2) Notes on Plans Field Insp 40 ●● CGBSC Section 4.504.2.2 Finish material pollutant control for paints and coatings shall comply with limits of VOC (Table 5.504.3) Notes on Plans Field Insp 41 ●● CGBSC Section 4.504.2.3 Finish material pollutant control for aereosol paints and coatings shall comply with MIR limits for ROC & VOC Notes on Plans Field Insp 42 ●● CGBSC Section 4.504.2.4 Verification of compliance and documentation shall be provided Notes on Plans Field Insp 43 ●● CGBSC Section 4.504.3 Finish material pollutant control for carpet systems shall meet testing and product requirements (carpet, cushion & carpet adhesive) Notes on Plans Field Inspection 44 ●● CGBSC Section 4.504.4 Finish material pollulant control for resilient flooring systems shall comply with VOC emission limits (80%) Notes on Plans Field Insp 45 ●● CGBSC Section 4.504.5 Finish material pollulant control for composite wood products shall comply with required formaldehyde limits per Table 5.504.5 & verification Notes on Plans Field Inspection
CGBSC Division 4.5 Section 4.505 ENVIRONMENTAL QUALITY (Interior Moisture Control):
46 ●● CGBSC Section 4.505.2 Concret slab foundations are required to have a vapor retarder & capillary break Details/notes on plans Field Insp 47 ●● CGBSC Section 4.505.3 Moisture content of building materials. Building materials w/visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19% moisture content Details/notes on plans Field Inspection CGBSC Division 4.5 Section 4.506 ENVIRONMENTAL QUALITY (Indoor Air Quality & Exhaust):
48 ●● CGBSC Section 4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated & have a humidity control per Section 4.506.1 Details/notes on plans Field Insp Residential new construction (Hotel/motel)
MVCC Section 8.20.10 & Table 101.10 35 ●
Residential new construction (Single-family,
duplexes & multi-family) MVCC Section
8.20.8 - 8.20.9 & Table 101.10
34●
CGBSC Division 4.5 Section 4.507 ENVIRONMENTAL QUALITY (Environmental Comfort):
49 ●● CGBSC Section 4.507.2 Heating and air-conditioning system design (ducts), shall be sized, designed and have their equipment selected by accepted design methods Details/notes on plans HERS Rater CGBSC Chapter 7 Section 701 INSTALLER AND SPECIAL INSPECTOR QUALIFICATIONS:
50 ●● CGBSC Section 702.1 Installer training. HVAC system installers shall be trained and certified Notes on plans Field Insp [1]
[2]
[3]
[4]
[N] ●
BUILDING INSPECTION DIVISION
500 Castro Street, Mountain View, CA 94039
Phone: 650-903-6313 Fax: 650-962-8501
WWW.MOUNTAINVIEW.GOV/BUILDING
Foot Notes
Not required
Mandatory requirements
New (2019 California Green Building Standards Code -CGSC- & Mountain View City Code -MVCC- Green Code / Reach Codes - Adopted)
OWNER ACKNOWLEDGEMENT
In order to schedule a final building inspection with the Building Department, follow the procedures below.
At the final building inspection prepare to be submitted the following items: (Initial for each applicable item) (Initial below) Per the California Energy Code & energy reports, provide the completed CF2R, CF3R forms (Certificate of Installation & Certificate of Verification).
Cutsheets or proof of installation of products and materials that meet the required VOC and formaldehyde limits (CALGreen 4.504.2.1-4, 4.504.3-5) Provide Proof of Construction Waste Diversion, contact Public Works at (650) 903-6311 I certify that:
There have been no alterations that have impacted the energy report (CF-1R form) for the project, unless the new report is provided; All mandatory CALGreen measures noted in the checklist have been implemented unless a new checklist is provided Signature (Owner) and Date (Sign only after construction is completed) Signature (Contractor) and Date Print Name Print Name
SECTION TO BE COMPLETED AFTER CONSTRUCTION
This project is required to comply with the California Green Building Standards Code (T24, Part 11) and the Mountain View City Code (MVCC) Green Building Code Amendments. I, the property owner / legal representative, acknowledge and understand the requirements and penalties for noncompliance. I am responsible for all activities performed by design team members, contractors and subcontractors in meeting the requirements. I also understand that my project may be subject to an energy or water performance review to assess compliance with the program after construction and during operation.
Signature (Owner) Date
Print Full Name Phone or Email
Except for R1 and R2 zoned properties
Regulated by Other than Mountain View City Code (MVCC)
See "SECTION TO BE COMPLETED AFTER CONSTRUCTION" below
Only within the area of alteration, including all non compliant plumbing fixtures shall be replaced with water-conserving plumbing fixtures * Planning:
https://www.mountainview.gov/depts/comdev/planning/a
pplication.asp * Public works:
http://www.mountainview.wastetracking.com/ * Green Building Code Amendments:
https://www.mountainview.gov/civicax/filebank/blobdload. aspx?BlobID=31140
Hyperlinks to: Planning checklists,
Waste tracking & Green Building Code
Amendments:
G0-5 G0-5 N/A G0-5 N/A ER-1 ER-1 ER-1 ER-1 C-4.0 G0-1 / A2-2 N/A A2-8 / A3-7 N/A YES YES YES YES N/A YES YES YES YES YES L3.0 L3.0 L3.0 L3.0 YES YES YES YES A2-3 TO
A2-7 YES YES N/A N/A N/A NONE NONE YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES SCP-1 C-5.0 YES YES L2.0 L2.0 L2.0 L2.0 NONE YES L3.0 L3.0 L3.0 L2.0 YES G0-12 YES YES AS REQ. YES YES A1-7 YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES G0-8 G0-9 C-6.0 A2-1 TO A2-3 A2-1 & A2-2 L1.1 & L1.2 YES A2-3 G0-5 YES YES YES TDM Report YES YES YES NOT USED
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
EXISTING SITE PLAN
G0-8
0 2' 4' 6' 8' 10' 20'
CALIFORNIA STREET
SAN ANTONIO ROAD
LANDS OF
BANK OF AMERICA
APN 146-15-022
CHINA WOK
RESTAURANT
APN 148-15-021
PROPERTY LINE PROPERTY LINE
PROPERTY LINE 140.01'
154.32'
119.64'
PROPERTY LINE 210.03'
REFUELING AREA
CANOPY & GAS PUMP
TO BE REMOVED
GAS STATION
ONE-STORY STRUCTURE
TO BE DEMOLISHED
ALL EXISTING
IMPROVEMENTS TO
BE DEMOLISHED
LAWN
LAWN
SHED TO BE
DEMOLISHED
REMOVE
EXISTING
TREE
REMOVE
EXISTING TREES
LAWN
CONCRETE
ASPHALT
PAVEMENT
PRIVATE
RESIDENTIAL
COURTYARD 13'-0" 8'-0 1/2" 12'-2" 7'-1 1/2"
11'-8"
5'-0"
15'-3"
20'-0"
18'-0" FRONTAGE SETBACK
20'-0" 6'-0"
CA3-3 DA3-4
CA3-3 DA3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
12'-7"
26'-4 1/2" 35'-0" 5'-0" PUE 6'-0" 4'-0" 19'-6" FRONTAGE SETBACK 66'-10" RIGHT OF WAY (PUBLIC ACCESS EASEMENT)
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT
19'-1" 13'-9" 50'-10"
51'-0" 25'-3"
13'-0 1/2"
25'-6"
CALIFORNIA STREET
SAN ANTONIO ROAD
PROPERTY LINE
LANDS OF
BANK OF AMERICA
APN 146-15-022
CHINA WOK
RESTAURANT
APN 148-15-021
GARAGE
RAMP ENTRY
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
UNDERGROUND PG&E
TRANSFORMERS
LINE OF
STREET CURB
210.03' 140.01'
154.32'
119.64'
PATIO PATIO PATIO PATIO
PATIO PATIO
PATIO
PATIO
RETAIL
ENTRY
PUBLIC
PLAZA
PRIVATE
BIKE
STORAGE
EXIT
EXIT
RESIDENTIAL
CLUBHOUSE
RESIDENTIAL
LOBBY
MAIL
ROOM
RETAINING
WALL
FENCE
5'-0" PUBLIC UTILITY EASEMENT 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT)
C L C L
LINE OF
STREET CURB
ENTRY
PUBLIC BIKE RACKS FIRE HYDRANT
PUBLIC BIKE RACKS
PUBLIC BIKE RACKS
FIRE HYDRANT
WHARF FIRE
HYDRANT
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
PROPOSED SITE PLAN
G0-9
0 2' 4' 6' 8' 10' 20'
PROPERTY LINE
SAN ANTONIO ROAD
LANDS OF
BANK OF AMERICA
APN 146-15-022
CHINA WOK
RESTAURANT
APN 148-15-021
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
EXIT
PATIO PATIO PATIO PATIO
PATIO PATIO
PATIO
EXIT
PATIO
HYD.
HYD.
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
SITE CIRCULATION
G0-10
0 2' 4' 6' 8' 10' 20'
PEDESTRIAN CIRCULATION
VEHICULAR CIRCULATION
PEDESTRIAN CIRCULATION
ACCESSIBLE PATH OF TRAVEL CALIFORNIA AVENUE
SAN ANTONIO ROAD
PUBLIC
OPEN
SPACE
PRIVATE
COMMON USABLE
OPEN SPACE
SEE SHEET A2.2 FOR TRASH
COLLECTION ROOMS LOCATED ON THE
UPPER BASEMENT GARAGE LEVEL.
BUILDING MANAGEMENT TO TRANSFER
BINS TO STAGING AREA TWO TIMES
EACH WEEK ALONG CALIFORNIA
AVENUE OUTSIDE OF THE PUBLIC
GATE ACCESS EASEMENT. RESIDENTIAL
CLUBHOUSE
RETAIL
COMMON
PRIVATE
BICYCLE
STORAGE BUILDING EGRESS
PUBLIC
BICYCLE
PARKING FENCE
PUBLIC
BICYCLE
PARKING
BICYCLE CIRCULATION
CROSS
WALK
BICYCLE CIRCULATION
RESIDENTIAL
LOBBY
VEHICULAR CIRCULATION
CROSS
WALK
FENCE FENCE
FIRE DEPARTMENT ACCESS
PUBLIC
BICYCLE
PARKING TRASH STAGING KNOX
BOX
KNOX
BOX
BASEMENT
GARAGE
PARKING GATE
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
SITE LIGHTING PLAN
G0-12
A B
CURB SETBACK PUE
CENTERLINE OF PUBLIC RIGHT OF WAY
CENTERLINE OF PUBLIC RIGHT OF WAY TO CURB TO PROPLINE PUE PAE ALIGNED WITH EXISTING STREET CURB
CALIFORNIA STREET
SAN ANTONIO ROAD
A
A
B
B
B
B
B
B
B
B
C
C
C
C
C
C
C
C C
C C
C
C
C
C
C
C
C C C C C
D
D
D
D D D D
D D D
E
E
E
E
E
E
E
E
E
E
E E E
E E
E
E
E
E
E
E
E
E
E
E
E F F F F F F F F F
STE
STN
0.95 0.90 0.85 0.79 0.74 0.69 0.65 0.62 0.59 0.58 0.57 0.57 0.59 0.62 0.66 0.70 0.74 0.79 0.82 0.86 0.89 0.92 0.94 0.93 0.90 0.86 0.84 0.82 0.83 0.86 0.90 0.92 0.92 0.90 0.86 0.82 0.78 0.73 0.68 0.63 0.57 0.52 0.46 0.41 0.37 0.34 0.30 0.28 0.25 0.23 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.15 0.15 0.14 0.14 0.14 0.13 0.13 0.12 0.11 0.10 0.09 0.08 0.07 0.07 0.06 0.05 0.05
1.02 0.98 0.92 0.86 0.81 0.75 0.70 0.66 0.63 0.61 0.58 0.58 0.59 0.61 0.64 0.67 0.72 0.76 0.80 0.84 0.88 0.91 0.94 0.95 0.94 0.92 0.90 0.87 0.86 0.87 0.89 0.91 0.92 0.93 0.91 0.87 0.83 0.79 0.75 0.70 0.64 0.59 0.53 0.48 0.43 0.38 0.34 0.31 0.28 0.26 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.17 0.16 0.16 0.16 0.16 0.15 0.15 0.14 0.13 0.12 0.11 0.10 0.09 0.08 0.07 0.06 0.05 0.05
1.12 1.09 1.04 0.97 0.89 0.82 0.76 0.71 0.67 0.64 0.61 0.60 0.59 0.60 0.62 0.64 0.69 0.73 0.78 0.82 0.86 0.89 0.92 0.95 0.96 0.97 0.96 0.96 0.94 0.92 0.92 0.94 0.93 0.93 0.92 0.91 0.87 0.84 0.80 0.75 0.70 0.65 0.59 0.54 0.48 0.44 0.39 0.35 0.32 0.29 0.27 0.25 0.23 0.22 0.21 0.20 0.19 0.19 0.18 0.18 0.18 0.18 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.10 0.08 0.07 0.07 0.06 0.05
1.22 1.21 1.18 1.11 1.03 0.94 0.86 0.79 0.73 0.69 0.65 0.62 0.60 0.59 0.60 0.61 0.65 0.70 0.74 0.78 0.82 0.85 0.88 0.92 0.94 0.95 0.98 1.01 1.02 1.00 1.00 1.00 1.01 0.98 0.94 0.91 0.89 0.86 0.82 0.78 0.74 0.70 0.64 0.59 0.53 0.48 0.44 0.40 0.36 0.33 0.30 0.28 0.26 0.24 0.23 0.22 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.20 0.20 0.19 0.18 0.16 0.15 0.13 0.12 0.10 0.09 0.08 0.07 0.06 0.05
1.31 1.32 1.31 1.27 1.19 1.09 0.99 0.90 0.82 0.77 0.71 0.67 0.63 0.60 0.59 0.60 0.63 0.67 0.70 0.74 0.77 0.80 0.83 0.86 0.90 0.91 0.94 0.99 1.05 1.08 1.06 1.07 1.06 1.06 1.02 0.95 0.89 0.86 0.83 0.78 0.74 0.71 0.67 0.62 0.57 0.53 0.48 0.44 0.40 0.36 0.33 0.30 0.28 0.27 0.25 0.24 0.24 0.24 0.24 0.24 0.24 0.25 0.25 0.25 0.25 0.24 0.23 0.21 0.19 0.17 0.15 0.14 0.12 0.10 0.09 0.08 0.06 0.06
1.38 1.39 1.39 1.39 1.34 1.25 1.14 1.04 0.93 0.86 0.80 0.74 0.68 0.63 0.60 0.59 0.61 0.63 0.66 0.68 0.71 0.75 0.77 0.80 0.82 0.84 0.87 0.90 0.98 1.07 1.13 1.13 1.11 1.12 1.11 1.03 0.93 0.84 0.80 0.77 0.74 0.70 0.66 0.62 0.58 0.53 0.49 0.45 0.42 0.38 0.35 0.32 0.30 0.28 0.26 0.25 0.25 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.32 0.30 0.28 0.26 0.23 0.21 0.18 0.16 0.13 0.11 0.10 0.08 0.07 0.06
1.45 1.45 1.46 1.46 1.40 1.30 1.19 1.07 0.98 0.91 0.84 0.77 0.70 0.64 0.62 0.61 0.62 0.63 0.64 0.65 0.67 0.69 0.70 0.70 0.71 0.73 0.76 0.82 0.93 1.05 1.14 1.15 1.13 1.13 1.10 0.99 0.86 0.76 0.68 0.64 0.61 0.59 0.57 0.54 0.51 0.47 0.44 0.41 0.38 0.35 0.33 0.30 0.29 0.27 0.26 0.26 0.26 0.27 0.29 0.31 0.34 0.36 0.39 0.43 0.46 0.46 0.43 0.37 0.34 0.30 0.26 0.22 0.18 0.15 0.13 0.10 0.09 0.07 0.06
1.53 1.52 1.53 1.54 1.53 1.47 1.35 1.23 1.11 1.03 0.95 0.88 0.81 0.73 0.68 0.65 0.64 0.63 0.63 0.63 0.62 0.62 0.61 0.60 0.59 0.59 0.62 0.66 0.74 0.85 0.98 1.09 1.10 1.08 1.08 1.05 0.93 0.79 0.66 0.58 0.52 0.47 0.46 0.45 0.43 0.42 0.40 0.38 0.36 0.33 0.31 0.30 0.28 0.27 0.26 0.26 0.26 0.28 0.30 0.33 0.38 0.42 0.47 0.58 0.76 0.71 0.70 0.74 0.60 0.45 0.39 0.33 0.27 0.22 0.18 0.14 0.12 0.09 0.08 0.06
1.54 1.57 1.60 1.59 1.61 1.60 1.53 1.40 1.27 1.16 1.09 1.02 0.94 0.87 0.80 0.75 0.71 0.69 0.67 0.65 0.63 0.61 0.59 0.56 0.56 0.55 0.57 0.60 0.64 0.71 0.81 0.93 1.03 1.04 1.01 1.00 0.98 0.87 0.74 0.63 0.55 0.49 0.44 0.40 0.38 0.35 0.34 0.32 0.31 0.30 0.28 0.27 0.26 0.25 0.25 0.25 0.26 0.27 0.30 0.34 0.40 0.47 0.56 0.66 1.57 1.34 1.08 1.04 1.28 1.54 0.67 0.53 0.43 0.34 0.27 0.21 0.16 0.13 0.10 0.08 0.07
1.48 1.51 1.57 1.63 1.62 1.66 1.66 1.59 1.46 1.32 1.23 1.16 1.10 1.04 0.96 0.90 0.84 0.82 0.80 0.77 0.73 0.68 0.63 0.59 0.55 0.53 0.53 0.56 0.60 0.64 0.71 0.81 0.89 0.96 0.98 0.93 0.90 0.90 0.82 0.71 0.74 0.76 0.65 0.50 0.41 0.35 0.31 0.29 0.27 0.25 0.25 0.24 0.23 0.23 0.22 0.23 0.23 0.25 0.28 0.33 0.40 0.50 0.62 0.78 1.31 3.80 2.32 1.50 1.44 2.13 3.52 2.90 0.75 0.58 0.44 0.33 0.25 0.19 0.14 0.11 0.09 0.07
1.42 1.45 1.52 1.58 1.58 1.65 1.67 1.62 1.50 1.38 1.30 1.27 1.23 1.17 1.12 1.07 1.06 1.04 1.01 0.95 0.89 0.81 0.73 0.65 0.60 0.56 0.54 0.56 0.63 0.79 1.14 1.67 2.21 1.70 0.88 0.84 0.74 0.77 0.93 2.55 2.54 1.83 1.28 0.85 0.55 0.37 0.29 0.26 0.24 0.23 0.21 0.20 0.20 0.20 0.20 0.21 0.22 0.25 0.30 0.38 0.50 0.66 0.86 1.13 5.84 7.60 2.65 2.10 2.09 2.40 6.24 14.18 1.07 0.79 0.57 0.41 0.29 0.22 0.16 0.12 0.09 0.07
1.35 1.33 1.36 1.42 1.47 1.49 1.60 1.65 1.61 1.53 1.43 1.41 1.41 1.41 1.40 1.39 1.41 1.43 1.42 1.37 1.28 1.16 1.02 0.88 0.77 0.67 0.60 0.44 0.44 0.63 1.03 1.71 2.82 4.82 7.82 8.16 0.88 0.62 1.23 8.34 8.13 5.28 3.01 1.81 1.15 0.72 0.42 0.29 0.24 0.22 0.21 0.19 0.18 0.18 0.17 0.17 0.18 0.22 0.26 0.34 0.46 0.65 0.92 1.26 1.64 4.10 9.95 3.53 3.28 3.27 3.37 7.52 19.87 1.53 1.07 0.74 0.49 0.34 0.24 0.17 0.12 0.09 0.07
1.28 1.26 1.26 1.30 1.33 1.39 1.54 1.62 1.61 1.55 1.52 1.56 1.61 1.66 1.72 1.81 1.94 2.06 2.08 1.98 1.81 1.59 1.35 1.13 0.94 0.79 0.36 0.29 0.34 0.65 1.13 2.11 4.27 10.59 23.76 34.08 14.32 0.51 15.23 27.16 20.78 11.05 4.94 2.37 1.31 0.72 0.40 0.27 0.23 0.20 0.19 0.18 0.17 0.16 0.16 0.16 0.17 0.19 0.22 0.35 0.57 0.92 1.44 2.00 2.49 4.46 7.72 5.73 4.93 4.92 5.43 7.17 7.52 2.10 1.41 0.88 0.56 0.32 0.23 0.16 0.12 0.09 0.06
1.27 1.23 1.21 1.21 1.22 1.24 1.35 1.53 1.62 1.64 1.61 1.63 1.73 1.86 2.01 2.20 2.50 2.86 3.12 3.18 3.01 2.70 2.31 1.90 1.51 1.19 0.75 0.64 1.10 2.11 4.83 12.88 30.59 49.64 26.91 0.39 23.33 37.36 25.88 13.20 5.73 2.57 1.23 0.58 0.31 0.24 0.20 0.18 0.17 0.15 0.15 0.14 0.14 0.14 0.15 0.16 0.18 0.24 0.32 1.27 2.36 3.63 3.85 4.36 6.08 6.57 6.68 6.68 6.64 6.27 3.97 2.80 1.30 0.16 0.02 0.02 0.02 0.03 0.03 0.04 0.03
1.23 1.18 1.17 1.18 1.19 1.22 1.40 1.61 1.68 1.72 1.69 1.77 1.94 2.15 2.43 2.86 3.53 4.30 4.89 5.00 4.68 4.11 3.43 2.73 2.08 1.39 0.81 0.83 0.02 4.28 2.18
3.08 4.78 3.22 5.83 7.24 7.73 7.76 7.42 6.29 4.44 3.70 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.03 0.02
1.26 1.21 1.19 1.18 1.18 1.26 1.50 1.69 1.76 1.80 1.77 1.92 2.15 2.48 2.95 3.74 4.97 6.46 7.64 7.81 7.12 6.13 5.04 3.92 2.85 1.47 1.39 0.33 2.54 1.60
3.04 4.67 3.15 2.92 3.79 3.94 3.94 3.92 3.29 2.07 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
1.29 1.24 1.22 1.21 1.21 1.30 1.56 1.72 1.80 1.81 1.84 2.06 2.35 2.81 3.49 4.73 6.65 9.18 11.54 11.62 9.98 8.46 7.02 5.38 3.65 0.95 1.00 0.30 0.16 0.09 0.05 0.03 0.01 0.40 1.44 1.00
7.92 10.63 10.56 10.33 10.85 9.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.37 1.34 1.31 1.30 1.29 1.28 1.37 1.58 1.72 1.81 1.83 1.92 2.19 2.56 3.10 4.01 5.66 8.13 11.52 15.06 14.83 12.03 10.42 9.13 6.91 0.51 1.04 1.16 0.88 0.84 0.54 0.41 0.39 0.34 0.07 0.25 1.07 0.11 0.28 0.48 0.41
0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.42 1.41 1.41 1.43 1.43 1.40 1.48 1.62 1.69 1.78 1.82 2.01 2.31 2.76 3.43 4.54 6.43 9.03 12.10 14.80 14.43 12.21 11.70 11.39 8.15 0.94 1.59 1.73 1.52 0.42 0.51 0.38 0.31 0.35 0.36
0.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.43 1.46 1.47 1.51 1.55 1.56 1.53 1.61 1.69 1.71 1.75 1.82 2.06 2.41 2.94 3.72 5.04 7.06 9.54 11.99 13.91 13.77 11.78 11.49 11.35 1.62 2.35 2.38 2.23 0.42 1.21
0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.43 1.48 1.51 1.56 1.63 1.62 1.65 1.71 1.74 1.73 1.74 1.84 2.11 2.51 3.11 4.00 5.50 7.60 9.90 11.92 13.96 14.10 11.66 10.57 9.02 3.05 3.50 3.18 2.82 0.14 0.30
0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.33 1.41 1.46 1.50 1.56 1.61 1.64 1.71 1.75 1.75 1.72 1.72 1.86 2.15 2.59 3.28 4.33 5.99 8.18 10.25 11.58 12.43 12.15 11.11 11.03 7.06 8.80 7.77 5.99 5.12 4.66 4.26 0.11 0.19
0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.29 1.36 1.42 1.46 1.50 1.56 1.62 1.69 1.72 1.70 1.68 1.71 1.87 2.18 2.67 3.45 4.69 6.59 8.93 10.93 11.84 12.09 11.15 10.06 9.91 7.13 7.97 8.05 7.53 7.10 6.76 6.34 5.89 5.90 4.31 3.57 0.22 0.83
0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.16 1.23 1.30 1.36 1.40 1.44 1.51 1.58 1.63 1.64 1.62 1.62 1.69 1.88 2.22 2.78 3.68 5.12 7.31 10.10 12.52 13.32 13.77 12.31 9.98 9.27 6.70 7.43 8.03 9.12 9.27 9.04 8.49 7.68 6.32 5.47 4.88 3.43 2.33 1.58 0.20 0.64
0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.06 1.12 1.18 1.24 1.29 1.34 1.39 1.46 1.52 1.56 1.55 1.55 1.56 1.67 1.89 2.28 2.91 3.92 5.56 8.02 11.42 14.80 14.91 13.76 12.02 10.14 9.92 7.14 9.19 12.03 12.35 11.78 10.37 8.48 6.72 5.04 4.40 2.70 1.92 1.41 1.02 0.70 0.58 0.68 0.54
0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.03 1.07 1.12 1.17 1.22 1.27 1.34 1.40 1.45 1.48 1.48 1.48 1.52 1.66 1.92 2.35 3.06 4.19 5.94 8.42 11.52 14.26 14.03 13.06 11.80 9.57 8.69 6.31 11.69 14.57 15.61 15.14 12.78 9.46 7.45 0.07 0.40 1.45 1.22 0.60 0.52 0.55 0.37
0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.95 0.99 1.03 1.06 1.10 1.15 1.20 1.27 1.33 1.38 1.40 1.40 1.42 1.49 1.66 1.96 2.44 3.24 4.48 6.29 8.54 10.58 11.53 11.40 11.93 11.46 9.39 8.84 6.44 12.62 15.36 16.12 0.05 0.22 0.37 0.44 0.75 0.26 0.12 0.07
0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.92 0.96 0.99 1.02 1.04 1.08 1.13 1.19 1.25 1.29 1.31 1.33 1.37 1.46 1.67 2.01 2.56 3.45 4.82 6.69 8.69 9.96 9.93 9.49 9.86 9.86 8.67 8.14 5.54 11.40 13.48 11.47 0.00 0.69 0.56 0.27 0.07 0.06 0.05 0.04
0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.83 0.88 0.92 0.95 0.97 0.99 1.01 1.07 1.12 1.16 1.20 1.23 1.26 1.33 1.45 1.69 2.08 2.71 3.71 5.22 7.18 9.02 9.79 9.33 8.84 9.65 10.23 8.72 10.05 8.83 0.00 0.64 0.51 0.37 0.00 0.01 0.00 0.00
0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.79 0.83 0.87 0.90 0.93 0.95 0.98 1.02 1.05 1.09 1.12 1.15 1.20 1.29 1.44 1.72 2.17 2.90 4.03 5.70 7.81 9.62 10.11 9.50 9.25 9.90 9.13
0.01 0.51 0.41 0.32 0.00 0.01 0.00 0.00
0.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.73 0.78 0.81 0.85 0.88 0.91 0.95 0.98 1.02 1.05 1.07 1.10 1.16 1.27 1.46 1.77 2.29 3.12 4.41 6.30 8.69 10.80 11.35 10.55 10.70 10.59
0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.62 0.67 0.71 0.75 0.79 0.82 0.86 0.90 0.94 0.97 1.01 1.04 1.08 1.15 1.28 1.49 1.85 2.43 3.37 4.82 6.96 9.73 12.83 14.11 12.53 11.50 9.92
0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.57 0.61 0.65 0.69 0.73 0.76 0.80 0.84 0.88 0.92 0.96 1.00 1.06 1.15 1.30 1.54 1.95 2.60 3.64 5.26 7.54 10.39 13.71 15.41 14.23 11.98
0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.47 0.52 0.56 0.59 0.63 0.66 0.70 0.74 0.78 0.81 0.86 0.90 0.96 1.03 1.14 1.32 1.61 2.06 2.80 3.96 5.70 8.00 10.48 12.61 13.75 13.27 10.74
0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.44 0.48 0.51 0.54 0.57 0.60 0.63 0.67 0.71 0.75 0.80 0.85 0.91 1.00 1.13 1.34 1.67 2.19 3.01 4.30 6.17 8.48 10.64 12.21 13.44 12.21
0.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.40 0.44 0.47 0.50 0.52 0.55 0.57 0.60 0.64 0.68 0.73 0.79 0.87 0.97 1.13 1.37 1.74 2.33 3.25 4.69 6.70 9.08 11.20 12.61 12.97
0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.36 0.40 0.43 0.46 0.48 0.50 0.52 0.55 0.58 0.62 0.67 0.74 0.82 0.94 1.12 1.39 1.81 2.47 3.52 5.10 7.30 9.82 12.17 13.77 12.16
0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.33 0.37 0.39 0.42 0.44 0.46 0.48 0.51 0.54 0.58 0.63 0.69 0.79 0.92 1.13 1.43 1.90 2.64 3.80 5.55 7.95 10.70 13.06 13.51
0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.31 0.34 0.36 0.38 0.40 0.42 0.44 0.47 0.50 0.54 0.59 0.67 0.77 0.92 1.15 1.48 2.01 2.82 4.09 5.99 8.55 11.66 14.18 11.72
0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.27 0.30 0.33 0.35 0.37 0.38 0.41 0.43 0.47 0.51 0.57 0.65 0.76 0.93 1.18 1.55 2.13 3.02 4.39 6.36 8.83 11.53 11.49
0.01 0.02 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.24 0.26 0.29 0.31 0.33 0.35 0.37 0.40 0.44 0.48 0.54 0.63 0.76 0.94 1.22 1.63 2.26 3.24 4.71 6.68 8.80 10.26 0.00
0.02 0.03 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.21 0.23 0.25 0.27 0.29 0.32 0.35 0.38 0.41 0.46 0.53 0.63 0.76 0.96 1.26 1.72 2.42 3.49 5.05 7.01 8.77 8.68
0.06 0.16 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.18 0.20 0.21 0.23 0.25 0.28 0.31 0.34 0.39 0.44 0.51 0.62 0.77 0.99 1.32 1.82 2.60 3.78 5.46 7.43 8.75 8.59
0.06 0.20 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.15 0.17 0.18 0.20 0.22 0.25 0.27 0.31 0.35 0.41 0.50 0.61 0.78 1.02 1.38 1.94 2.81 4.13 5.96 8.00 9.20 8.63
0.08 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.13 0.14 0.16 0.18 0.19 0.22 0.25 0.28 0.33 0.39 0.48 0.60 0.78 1.05 1.45 2.07 3.05 4.53 6.59 8.89 10.24 9.04
0.06 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.11 0.12 0.13 0.15 0.17 0.19 0.22 0.26 0.30 0.37 0.46 0.60 0.79 1.08 1.52 2.21 3.30 4.95 7.29 10.19 12.42 9.79
0.14 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.09 0.10 0.11 0.13 0.15 0.17 0.20 0.24 0.28 0.35 0.45 0.59 0.80 1.11 1.59 2.36 3.55 5.34 7.80 10.85 13.29
0.07 0.22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.07 0.08 0.10 0.11 0.13 0.15 0.18 0.22 0.27 0.34 0.44 0.59 0.80 1.14 1.66 2.50 3.79 5.67 8.00 10.19
0.05 0.11 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.06 0.07 0.08 0.10 0.12 0.14 0.16 0.20 0.25 0.33 0.43 0.58 0.81 1.15 1.71 2.61 4.02 6.00 8.20 9.64 7.42
0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.05 0.06 0.07 0.09 0.10 0.12 0.15 0.19 0.24 0.31 0.41 0.56 0.80 1.16 1.76 2.69 4.22 6.38 8.71 9.64 7.89
0.11 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.05 0.06 0.07 0.08 0.10 0.12 0.14 0.18 0.23 0.30 0.40 0.55 0.78 1.14 1.75 2.72 4.37 6.86 9.70 11.32 8.93 4.75 3.52
0.07 0.23 0.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.05 0.05 0.07 0.08 0.10 0.12 0.15 0.18 0.23 0.30 0.41 0.56 0.79 1.15 1.74 2.73 4.41 7.05 10.89 13.40 10.33 5.27 6.27 0.00 0.12 0.09 0.06 0.05 0.02 0.02 0.00
0.00 0.03 0.02 0.04 0.05 0.07 0.12 0.09 0.04 0.06 0.13 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.04 0.05 0.06 0.07 0.09 0.11 0.14 0.18 0.23 0.30 0.40 0.54 0.76 1.11 1.66 2.56 4.07 6.67 10.51 14.20 13.01 10.52 10.47 10.42 11.74 15.03 17.46 9.91 5.51 5.88 13.57 13.88 0.66 0.25 0.27 0.68 0.44 0.20 0.07 0.15 0.36 0.65 0.35 0.26 0.55 0.56 0.29 0.09 0.02 0.01 0.08 0.27 0.54 0.59 0.26 0.32 0.67 0.38 0.16 0.03 0.01 0.04 0.19 0.43 0.68 0.27 0.25 0.66 0.54 0.23 0.06 0.05 0.05 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.04 0.05 0.06 0.07 0.08 0.10 0.13 0.16 0.21 0.27 0.36 0.49 0.67 0.96 1.40 2.10 3.16 4.78 7.79 12.28 18.91 15.65 10.98 10.21 13.86 25.67 41.69 35.97 5.02 7.17 31.34 28.45 3.82 3.38 3.19 2.32 0.87 0.22 0.02 0.11 0.64 1.75 3.24 2.90 2.96 1.26 0.43 0.04 0.01 0.00 0.03 0.38 1.17 2.84 2.75 3.21 1.87 0.69 0.12 0.01 0.00 0.01 0.19 0.82 2.17 3.00 2.73 2.54 1.02 0.54 0.02 0.09 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.03 0.04 0.05 0.06 0.08 0.10 0.12 0.15 0.19 0.24 0.32 0.43 0.58 0.80 1.13 1.62 2.30 3.20 4.20 5.04 5.41 5.58 5.98 7.69 12.75 26.02 45.41 42.44 3.37 7.21 36.44 31.31 17.75 7.90 3.76 5.85 17.15 14.35 3.79 0.35 0.02 0.01 0.01 0.10 2.50 9.65 21.49 6.51 1.21 0.03 0.00 0.00 0.00 0.00 0.02 0.97 5.87 20.18 10.58 2.81 0.14 0.01 0.00 0.00 0.00 0.01 0.27 3.55 13.46 17.13 4.65 0.58 0.10 1.02 3.41 7.39 7.57 3.56 1.26 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.03 0.04 0.05 0.06 0.07 0.09 0.11 0.13 0.17 0.22 0.28 0.36 0.48 0.65 0.88 1.21 1.63 2.14 2.67 3.07 3.41 3.70 4.25 5.24 7.70 13.20 18.56 11.86 2.18 2.55 15.32 16.81 10.75 5.35 2.61 1.42 0.74 0.33 0.13 0.05 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 0.01 0.02 0.23 0.73 0.70 0.29 0.17 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.03 0.03 0.04 0.05 0.06 0.08 0.10 0.12 0.15 0.19 0.24 0.31 0.40 0.48 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.02 0.03 0.04 0.04 0.06 0.07 0.08 0.11 0.13 0.16 0.19 0.22 0.22 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.11 0.13 0.12 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.07 0.08 0.08 0.06 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.05 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.08 0.08 0.08 0.09 0.10 0.12 0.14 0.16 0.18 0.20 0.22 0.24 0.26 0.26 0.27 0.27 0.26 0.25 0.23 0.21 0.19 0.17 0.15 0.13 0.11 0.10 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.07 0.07 0.08 0.09 0.10 0.12 0.14 0.15 0.17 0.18 0.19 0.20 0.20 0.21 0.20 0.20 0.19 0.18 0.16 0.15 0.13 0.12 0.11 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.06 0.06 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.15 0.16 0.16 0.16 0.16 0.15 0.15 0.14 0.12 0.11 0.10 0.09 0.08 0.07 0.06 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.08 0.09 0.09 0.10 0.11 0.11 0.12 0.12 0.12 0.12 0.12 0.12 0.11 0.10 0.10 0.09 0.08 0.07 0.07 0.06 0.05 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.07 0.08 0.09 0.09 0.09 0.10 0.10 0.10 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.43 21.55 24.11
26.93 24.60 26.60
27.93 25.33 27.57
27.27 24.98 26.93
28.00 25.42 27.65
27.29 25.00 26.95
27.99 25.40 27.64
27.21 24.91 26.87
27.62 24.99 27.28
23.46 20.83 23.15
**LEVEL 1 - SITE** ***LIGHTING LAYOUT VERIFICATIO
Luminaire Schedule
Project: 334 SAN ANTONIO RD - CONDOS - LEVEL 1 - SITE
Symbol Qty Label Arrangement Lum. Lumens LLF LDD LLD UDF ** Description Filename Lum. Watts 2 A * GROUP 0.850 N.A. LOUIS POULSEN 12FT-CORTEN-37W LED/3000K-3224-VOLT-35°-XX 8 B SINGLE 536 0.850 0.900 0.944 LOUIS POULSEN 43.3 IN-CORTEN-XXX/XXX-15W LED/3000K-536-VOLT US_Light_Measurement_FLINDT_B_CORTEN_30K_V01_B0065_louis_poulsen.ies 15 22 C SINGLE 50 0.850 0.900 0.944 BEGA 22 130 - 3.4W-K3 - 2' A.F.G. 22130_BEGA_IES.IES 4.9 10 D Single 4135 0.850 0.900 0.944 ALPHABET NU6-RD-XTM19-50LM-30K-83-HE60-VOLT-XX - 10' M.H. NU6-RD-XTM19-50LM-30K-83-HE60-120-DIM10-RET-WH-WH.ies 52 26 E Single 0.900 0.944
219 *** F Single 240 0.850 0.900 0.944 Q-TRAN EB1SW-5.0-30-XXX-STD-DF-XX-XX-XX-ST EB1SW-5_0-30-DRY-STD-DF-ST.ies 4.8 1 STE SINGLE 13189 0.850 0.900 0.944 EXISTING COBRA 135W-LED IES EC7-20M-MV-NW-3-YY-530 S 031513.ies 139.45 1 STN SINGLE 7008 0.900 1.000 1.000 LEOTEK GCJ2-30J-MV-40K-2R-GY-070-FOC-PCR7-WL-RWG - 33'-9'' M.H. + 12' ARM GCJ2-30J-MV-40K-2R-XX-070.ies 44.0115
0.900 0.944
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
3244 / 3244 US_Light_Measurement_FLINDT_PLAZA_30K_CORTEN_35DgBEAM_NO_LVR_35DgV_A0295_louis_poulsen.IES 37 / 37 * CONSULT FACTORY TYPE TO BE ABLE TO ACHIEVE DIRECTION OF LIGHTING AS SHOWN ON THE SYMBOL ABOVE. 739 0.705 0.830 ALPHABET NU4-RD-XTM19-10LM-30K-83-DPR-HE40-VOLT-XX-XX NU4-RD-XTM19-10LM-30K-83-HE40 -120-DIM10-RET-WH-WH.ies ** 10.33 ** UDF FACTOR PRORATED TO SIMULATE DPR OPTIC. PHOTOMETRY FOR DPR OPTIC NOT AVAILABLE AT THE TIME OF THIS ANALYSIS. FIELD RESULTS MAY VARY.
Calculation Summary
Project: 334 SAN ANTONIO RD - CONDOS - LEVEL 1 - SITE
Label CalcType Units Avg Max Min Avg/Min Max/Min # Pts
ALL POINTS SHOWN Illuminance Fc 1.69 49.64 0.00 N.A. N.A. 3866 ENTRY RAMP Illuminance Fc 25.86 28.00 20.83 1.24 1.34 30 *** QUANTITIES BASED ON 1' SECTION.
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
FACADE DIAGRAM
G0-13
1 6
22 30 2928 20 20 22 20 20 10 13 15 1124 24 23 23 27 4 3 2 26 17 16 19 13 5
14 12
C A L I F O R N I A S T R E E T S A N A N T O N I O R O A D 9 8 7
18 19 36 20 25 32 33 31 34 34 35 35 35
GATEWAY
INTERSECTION
PUBLIC PLAZA
GATEWAY
TOWER
SECONDARY
COURTYARD TOWER
RESIDENTIAL
COURTYARD
RESIDENTIAL
ROOF TERRACE GARAGE
ENTRY
1. GATEWAY INTERSECTION PUBLIC PLAZA
2. SAN ANTONIO GATEWAY TOWER
3. SECONDARY COURTYARD TOWER
4. RESIDENTIAL COURTYARD - WELCOMING PRECURSOR TO ENTERING BUILDING / BRING LIFE TO THE STREET
5. RESIDENTIAL ROOF TERRACE - GLASS GUARDRAIL WITH VIEWS TO S.F. BAY / BRING LIFE TO THE STREET
6. RETAIL ENTRANCE - VISIBLE FROM INTERSECTION THAT SAYS "COME ON IN"
7. ANGLED WALLS - ACTIVATE RETAIL STOREFRONT GLAZING
8. ANGULAR COLUMNS WITH ACCENT MATERIALS - ADDS RHYTHM & INTEREST WHEN PASSING BY
9. RETAIL SIGNAGE - BI-DIRECTIONAL VISIBILITY FOR VEHICULAR TRAFFIC
10. TRIANGULATED ACCENT HORIZONTAL BAND AND SHADE CANOPY FOR PEDETRIANS
11. ACCENT WALL PANELING - VISUALLY DRAWS PEOPLE TO PUBLIC PLAZA AND RETAIL SPACE
12. RESIDENTIAL CLUBHOUSE WINDOW CONNECTS TO COMMUNITY (ESPECIALLY AT NIGHT)
13. FENCE, PLANTERS, AND BENCHES - PRIVACY FOR RESIDENTS & AMENITIES FOR PUBLIC
14. RESIDENTIAL GATE - SECURE ENTRY FOR RESIDENTS
15. MULTI-FAMILY RESIDENTIAL ENTRY - SECONDARY TO RETAIL FROM STREET, YET CLEAR WAY-FINDING FOR RESIDENTS
16. RESIDENTIAL SIGNAGE - LOCATED AND SIZED FOR CLEAR WAY-FINDING
17. WATER FEATURE - SPLASHING WATER ACOUSTICALLY SEPARATES SPACE FROM STREET NOISE
18. ACCENT HORIZONTAL SIDING - DISTINGUISH GROUND FLOOR RESIDENTIAL ENTRY
19. ACCENT HORIZONTAL BAND - DIFFERENTIATE GROUND FLOOR BUILDING BASE FROM RESIDENTIAL ABOVE
20. FRAMED POP-OUTS - BREAK UP BUILDING MASS / HORIZONTAL SIDING - RELATED TO, BUT DIFFERENT FROM TOWERS
21. GLASS GUARDRAILS AT PRIVATE RESIDENTIAL DECKS - ALLOW UNITS TO CONNECT WITH VIEWS
22. FIFTH FLOOR STEP BACK ALONG SAN ANTONIO & CALIFORNIA / DARK PLASTER - REDUCE VISUAL PERCEPTION OF FLOOR
23. VERTICAL SIDING AT BUILDING CORNER TOWER ELEMENTS - EMPHASIZE VERTICALITY
24. ACCENT PANELING - FURTHER ENRICH KEY BUILDING CORNERS
25. ANGLED EDGES - CREATES MEMORABLE GATEWAY ICON & RELATES TO ANGLED RETAIL WALLS
26. BUILDING SIGNAGE - STRONG VISUAL IDENTIFICATION OF PROJECT
27. SUN SHADE ELEMENTS AT TOWERS AND 5TH FLOOR - PROVIDES DAYLIGHT SHADING AND VISUAL ENRICHMENT
28. BALCONY RAILINGS - WOOD RAILS PROVIDE NATURAL, HUMAN-SCALED PRIVACY AND PROTECTION FOR RESIDENTS
29. GREEN ROOF PLANTER - PROVIDES LANDSCAPE EDGE FACING RESIDENTIAL NEIGHBORHOOD
30. GARAGE ENTRY - LOCATED AS FAR AS POSSIBILE FROM STREET INTERSECTION FOR SAFETY AND SEPARATION
31. NORTH STAIR EXIT - CONFIGURED TO DIRECT GENERAL PUBLIC EXITING GARAGE TOWARDS RETAIL SPACE
32. PLANTER & BENCH - MAXIMIZE AMENITIES ALONG PUBLIC STREET FOR ENJOYABLE PEDESTRIAN EXPERIENCE
33. UTILITY SCREEN - HIDE ABOVE-GRADE UTILITIES FROM STREET INTERSECTION
34. PUBLIC ACCESS EASEMENT
35. BICYCLE RACKS - CONVENIENTLY LOCATED FOR GENERAL PUBLIC VISITING BUILDING
36. GROUND-FLOOR PRIVATE RESIDENTIAL UNIT ENTRY WITH GATE AND PATIO TRELLIS N O T E S 20 20 21 21
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
COURTYARD ELEVATIONS
A1-8
WALL SECTION21 WALL SECTION31 WALL SECTION11
VIEW LOOKING EAST
(TOWARD SAN ANTONIO ROAD) VIEW LOOKING SOUTH VIEW LOOKING WEST 334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-9
GALVANIZED SHEET METAL
COPING WITH HEMMED DRIP
EDGE, PAINT TO MATCH PLASTER
STRUCTURAL GLASS RAILING WITH
BASE SHOE AND NO CAP RAIL.
ALUMINUM FINISH PANEL BETWEEN
GANGED WINDOWS, TYPICAL
ALUMINUM WINDOW SHADE
FINS AT WINDOW JAMBS
ALUMINUM SHADE CANOPY WITH
DRIP EDGE, TYPICAL ALL WINDOWS
SOFFIT CEMENT PLASTER
FINISH, PAINT WHITE
PAINTED GALVANIZED
SHEET METAL FLASHING AT
BALCONY EDGE
GALVANIZED METAL HORIZONTAL
TOP RAIL AND VERTICAL SUPPORTS.
2X3 CLEAR BEAM S4S E4E KEBONY WOOD
RAILINGS AT 6 INCHES ON CENTER
AWNING - GALVINED METAL FRAME WITH SILVER METALIC
PAINTED FINISH WITH TRANSLUCENT GLASS PANEL CANOPY
LAMINATED, TEMPERED
GLASS PANELS
STAINLESS STEEL TOP RAIL AND
VERTICAL SUPPORTS.
WALL SECTION11
WINDOW DETAIL WALL SECTION31
ROOF TERRACE
GLASS GUARDRAIL WALL SECTION21
BALCONY DETAIL WALL SECTION41
5TH FLOOR
GLASS GUARDRAIL DETAIL
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-10
WALL SECTION11
ELEVATOR TOWER DETAIL WALL SECTION31
GARAGE EXHAUST DETAIL WALL SECTION21
STAIR TOWER DETAIL WALL SECTION41
SOLAR PANEL CANOPY &
MECHANICAL SCREEN DETAIL
CLEAR ANODIZED
ALUMINUM FLASHING
ALUMINUM FINISH PANELS
BETWEEN DOORS AND CANOPY
STAINLESS STEEL ELEVATOR
DOORS AND FRAMES
PARKLEX PRODEMA VERTICAL SIDING,
THREE SIDES, BACK SIDE IS COVERED
WITH METAL ROOFING
GALVANIZED SHEET METAL WRAPPED
EDGE TRIM, PAINTED SEMI-GLOSS
GRAY TO MATCH METAL ROOFING.
PARKLEX PRODEMA
SOFFIT CLADDING PANELS
PARKLEX PRODEMA
SOFFIT CLADDING PANELS
CLEAR ANODIZED
ALUMINUM FLASHING
GALVANIZED SHEET METAL WRAPPED
EDGE TRIM, PAINTED SEMI-GLOSS
GRAY TO MATCH METAL ROOFING.
ALUMINUM FINISH PANEL
BETWEEN DOOR AND CANOPY
CLEAR ANODIZED
ALUMINUM STOREFRONT
DOOR WITH PANIC
HARDWARE
GALVANIZED SHEET METAL WRAPPED
EDGE TRIM, PAINTED SEMI-GLOSS
GRAY TO MATCH METAL ROOFING.
PV PANELINGS ON TOP OF
SHEET METAL ROOF. SHEET
METAL ROOF TO WRAP DOWN
BACK SIDE OF ELEMENT
GALVANIZED SHEET METAL
LOUVER PAINTED GRAY TO
MATCH ALUMINUM
PARKLEX PRODEMA HORIZONTAL SIDING AT
ROOF TERRACE SIDE, AND PAINTED, SMOOTH
CEMENT PLASTER FINISH ON ROOF SIDE,
TYPICAL UNLESS OTHERWISE NOTED
GALVANIZED SHEET METAL
COPING WITH HEMMED DRIP
EDGES, PAINT TO MATCH
ALUMINUM
ROOF
TERRACE ROOF
TERRACE
2X3 SOLID KEBONY WOOD HORIZONTAL
RAILINGS AT 6 INCHES ON CENTER MOUNTED
TO GALVANIZED STEEL SUBSTRUCTURE ROOF-TOP MECHANICAL UNITS
GALVANIZED TUBE STEEL COLUMNS, PURLINS,
AND JOINTS - PAINT ALL DARK GRAY.
TOP OF CANOPY STRUCTURE
SOLAR PHOTOVOLTAIC PANELS
MEASURED TO FACE OF ROOF TERRACE
MOUNTED TO TOP OF CANOPY
STRUCTURE, FACING SOUTH
GALVANIZED SHEET METAL COPING
WITH HEMMED DRIP EDGES, PAINT
TO MATCH ALUMINUM
PAINTED, SMOOTH CEMENT PLASTER FINISH ON
ROOF SIDE OF GUARD WALL, AND PARKLEX PRODEMA
HORIZONTAL SIDING AT ROOF TERRACE SIDE LOW-SLOPE ROOF
EQUITONE PANELING AT ROOF
TERRACE SIDE, AND PAINTED,
SMOOTH CEMENT PLASTER
FINISH ON ROOF SIDE,
OCCURS AT BACK SPLASH
ASSOCIATED WITH EXTERIOR
BASE CABINETS
GALVANIZED SHEET METAL
COPING WITH HEMMED DRIP
EDGES, PAINT TO MATCH
ALUMINUM ROOF
TERRACE
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-11
WALL SECTION21 WALL SECTION COURTYARD DETAIL 11
FRONTAGE DETAIL
FENCE POSTS: GALVANIZED STEEL PLATE WITH TAPPERED
PROFILE. FINISH WITH CORTEN STEEL PAINT, TYPICAL AT
FENCE AND GATE AND CORNER GUARDS
CORTEN FINISHED BENCH WITH KEBONY
WOOD PLANK SEAT AND BACKREST
BOARD-FORMED
CAST-IN-PLACE CONCRETE
PLANTER WALLS
SMOOTH-FINISHED
PRE-CAST CONCRETE
GATEWAY COLUMNS
CORTEN FINISHED PLANTER
WALL SECTION31
COURTYARD DETAIL WALL SECTION41COURTYARD DETAIL PUBLIC PLAZA PUBLIC
PLAZA
RESIDENTIAL
COURTYARD
RESIDENTIAL
COURTYARD
RESIDENTIAL
COURTYARD
SAFETY SURFACING WITH PLAY ELEMENT,
SEE LANDSCAPE DRAWINGS.
DARK BRONZE ANODIZED ALUMINUM
PRECISION CUT LETTERS
WATER FOUNTAIN FEATURE
CORTEN FINISHED BENCHES WITH KEBONY WOOD
PLANK SEAT AND BACKREST, WHERE OCCURS
BOARD-FORMED CAST-IN-PLACE
CONCRETE PLANTER WALLS
CORTEN FINISHED GALVANIZED METAL PRIVACY SOLID FENCING
CORTEN METAL PAINT FINISHED PLANTERS
AND PERFORATED METAL GATES AT UNIT PATIOS, TYPICAL OF 3
CORTEN FINISHED PLANTERS
CORTEN FINISHED BENCHES WITH KEBONY WOOD
PLANK SEAT AND BACKREST, WHERE OCCURS
BOARD-FINISHED CONCRETE BENCH WITH
KEBONY WOOD PLANK SEAT AND BACKREST
ALUMINUM COMPOSITE
PANEL FINISH
PARKLEX PRODEMA
SOFFIT SIDING
RECESSED L.E.D. LIGHT
STRIP, CONTINUOUS
ALUMINUM COMPOSIT PANEL
FINISH, WRAP ALL SIDES
ARTISTIC MIX OF PANELING: EQUITONE TECTIVA
(TE20) - SMOOTH, EQUITONE LINEA (LT20) RIBBED),
TRESPA WHITE, AND TRESPA GREEN
LAMINATED, TEMPERED, TRANSLUCENT, INSULTATED GLAZING
AT RESIDENTIAL CLUBHOUSE WINDOW LOWER UNITS
PAIR OF NANAWALL SLIDING
DOORS AT ROOM CORNER
TRESPA WHITE PANELING TRESPA GREEN PANELING
PARKLEX PRODEMA
SOFFIT SIDING
DARK GRAY PRE-CAST CONCRETE PLANTERS
KEBONY WOOD VERTICAL RAILING OVER SMOOTH FINISHED CONCRETE PLANTER. KEBONY WOOD SEAT BENCH WITH PANTER, AND PRIVATE PATIO FENCE & GATE. ALL METAL TO BE CORTEN PAINT FINISHED. 6 INCH CONCRETE CURB, FLUSH WITH
SAFETY SURFACING AND PAVERS
2X4 KEBONY CLEAR ROUGH SAWN TRELLIS JOISTS OVER
TUBE STEEL FRAMING, SILVER METALIC PAINT FINISH
PAIR OF NANAWALL
SLIDING DOORS AT
ROOM CORNER
WATER FOUNTAIN
FEATURE
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-12
ALUMINUM COMPOSITE
PANEL FINISH
WALL SECTION11
UTILITY SCREEN DETAIL WALL SECTION21PROPERTY FENCE DETAIL 2X6 CLEAR ROUGH-SAWN KEBONY
WOOD BOARDS, TYPICAL CITY
SIDEWALK
CONCRETE PAD FOR BACKFLOW
PREVENTER, TYPICAL OF 4
PERFORATED METAL GATE, SWINGS OPEN TO
PROVIDE 3 FEET MAINTENANCE CLEAR AREA AT
FRONT OF BACKFLOW PREVENTERS, TYPICAL OF 3
2" SQAURE TUBE STEEL FENCE POSTS WITH
WELDED TOP CAP, GALVANIZED AND PAINTED
CORTEN STEEL FINISH ALL SIDES, TYPICAL ADJACENT
PROPERTY
CONCRETE RETAINING WALL AT PROPERTY LINE
SET 6 INCHES HIGHER THAN ADJACENT GRADE
1X8 CLEAR ROUGH-SAWN KEBONY
WOOD BOARDS, TYPICAL
PERFORATED SHEET METAL PANEL,
GALVANIZED AND PAINTED WITH
CORTEN FINISH ALL SIDES AND
EDGES, TYPICAL
1"X4" TUBE STEEL POSTS AT 6'-0" ON CENTER,
GALVANIZED AND PAINTED TO MATCH WOOD /
SET INTO TOP OF CONCRETE RETAINING WALL. WALL SECTION11
EQUITONE DETAILS
Base Detail
Normally, the ends of the panels are best positioned above the finished ground level, a minimum 6 in. (153 mm)
. This
will help prevent rain splash
-back from the ground while
maintaining enough space for the air to enter the cavity. No planting should be sowed near the air inlet as over time the plants may block the air inlets.
The space between the panels and the wall must have a
perforated profile fitted. This piece allows air to enter the cavity space while preventing the entry of birds or vermin.
Fasten the perforated profile to the wall and ensure it extends to within 3/16 in. (5 mm) of the back of the panel.
If the cladding panel is further away from the wall, a
combination of profiles is advised. These must be fastened together.
Window Head
Air must be allowed to enter the cavity above the heads of windows, doors
, or other openings. A perforated
profile can be used to protect the opening from the
entry of birds or vermin.
For recessed window frames
, a narrow strip of panel can
be used as the reveal. For narrow reveals, flashings
are
best suited.
The panel can overhang the ends of the rails to form a
drip by ¾
-2 in. (19– 50 mm). The panel fasteners
should be between 2 ¾
-4 in. (70– 102 mm) up from
bottom edge of the panel.
To help conceal the perforated profile, the installer can paint it black prior to fitting.
Window/Opening
Jambs
The ends of the window sill
must be returned up
,
behind the panel, or the
flashing at the reveals
, to
offer protection from
moisture ingress.
For recessed window frames
, a narrow strip of panel can be used as the reveal. For wide reveals
, an F-profile accessory can be fastened to the window frame to hold the end of panel secure. The front edge of the reveal panel can be fastened to the support frame corner profile.
External Corner
External corners may be left as open joints or fitted with a proprietary trim profile.
Normally, for open joints, a 2 11/32 x 2 11/32 in. (60 x 60 mm) angle profile is used to support the panel edges.
Where this angle cannot be fastened back to the wall,
provide panel support within 14 in. (355 mm) of the
corner. Joints in the corner profiles must coincide with the support frame expansion joints.
Internal Corner
Internal corners may be left as open joints or fitted with a proprietary trim profile.
A 2 11/32 x 2 11/32 in. (60 x 60 mm) angle profile can
be used to support the panel edges. As it is easier to
fasten the main support frame to an internal corner,
the open joint does not always need an angle bracket.
Window Sill
Air from the cavity must be allowed to
exit under the metal sill. A minimum of
a 3/8 in. (10 mm) gap should be left
between the panel and the base of the
sill. A perforated profile can be used
for wider gaps to prevent entry of birds
or vermin.
The front edge of the sill must be
between ¾
-2 in. (19– 50 mm) away
from the face of the panel and offer
adequate cover to the panels.
The sill should extend down over the
panels by a minimum of 2 in. (50 mm).
The panel fasteners can be placed
EQUITONE NOTES
1. ALL PANEL REVEALS ARE 1/4 INCH WIDE.
2. CEMENT FIBER PANEL MATERIAL IS 5/16" THICK. CORTEN FINISHED PLANTER
CORTEN FINISHED
PLANTER WITH BENCH
1"X4" TUBE STEEL POSTS AND
RAILS, GALVANIZED AND PAINTED
WITH CORTEN FINISH ALL SIDES
AND EDGES, TYPICAL FENCE POSTS: GALVANIZED STEEL
PLATE WITH TAPPERED PROFILE.
FINISH WITH CORTEN STEEL PAINT,
TYPICAL AT FENCE AND GATE AND
CORNER GUARDS
2X4 KEBONY CLEAR ROUGH-SAWN TRELLIS JOISTS OVER
TUBE STEEL FRAMING, SILVER METALIC PAINT FINISH
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-13
5 67
1 9
234
8 10
. Interior sheathing *
. Thermal insulation *
. Steel stud* / backing plate *
. Exterior sheathing *
. Weather barrier (vapor permeable)*
. Ventilated cavity
. J-channel or Hat channel
. Channel anchor * .
0. Panel fastener
1. Vent screen
not by Trespa
Trespa Meteon panel ® ®
1. Interior sheathing**
2. Thermal insulation**
3. Steel stud** / backing plate**
4. Exterior sheathing**
5. Weather barrier (vapor permeable)**
6. Ventilated cavity**
7. J-channel or Hat channel**
8. Channel anchor**
9. Trespa
® Meteon® panel
10. Panel fastener**
11. Vent screen**
** not by Trespa
WALL SECTION 1
TRESPA DETAILS
1 WALL SECTION 1
CORNER DETAILS
2 WALL SECTION 1
COURTYARD VIGNETTE
4 WALL SECTION 1
ROOFTOP TERRACE VIGNETTE
3 334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-14 6 F E A
2.314
gypsum wall
3.1 3.2
window frame
head 5 7
2.1 1 NATURCLAD
2 Screws
2.1 Panel fastener metal
2.2 Channel fastener - by others
3 Profiles
3.1 Aluminum J profile
3.2 Aluminum HAT profile
3.4 Sill profile - by others
3.5 Coronation profile - by others
4 Water resistant barrier - by others
5 Steel backing plate - by others
6 Plug
A Required min. air chamber ≥ 3/4" (20mm)
B Circulation of air 3/4" (20mm) E Panel thickness 3/8" - 1/2" (10-12mm) D Expansion joint 1/4" - 3/8" (6-10mm)
F Distance from the screws to the panel
edges 3/4" - 1 1/2" (20-40mm)
2.3 Wall fixing screw - by others
3.3 Jamb profile - by others
7 Vent. screen - by others E A gypsum wall F B
window frame
sill 3.4 6 B 154
3.1 3.2
2.3 2.1
1 NATURCLAD
2 Screws
2.1 Panel fastener metal
2.2 Channel fastener - by others
3 Profiles
3.1 Aluminum J profile
3.2 Aluminum HAT profile
3.4 Sill profile - by others
3.5 Coronation profile - by others
4 Water resistant barrier - by others
5 Steel backing plate - by others
6 Plug
A Required min. air chamber ≥ 3/4" (20mm)
B Circulation of air 3/4" (20mm) E Panel thickness 3/8" - 1/2" (10-12mm) D Expansion joint 1/4" - 3/8" (6-10mm)
F Distance from the screws to the panel
edges 3/4" - 1 1/2" (20-40mm)
2.3 Wall fixing screw - by others
3.3 Jamb profile - by others
7 Vent. screen - by others F D/2 A gypsum wall E
2.1 5 4 2.3 3.1 6
window
frame
jamb
3.3 1
1 NATURCLAD
2 Screws
2.1 Panel fastener metal
2.2 Channel fastener - by others
3 Profiles
3.1 Aluminum J profile
3.2 Aluminum HAT profile
3.4 Sill profile - by others
3.5 Coronation profile - by others
4 Water resistant barrier - by others
5 Steel backing plate - by others
6 Plug
A Required min. air chamber ≥ 3/4" (20mm)
B Circulation of air 3/4" (20mm) E Panel thickness 3/8" - 1/2" (10-12mm) D Expansion joint 1/4" - 3/8" (6-10mm)
F Distance from the screws to the panel
edges 3/4" - 1 1/2" (20-40mm)
2.3 Wall fixing screw - by others
3.3 Jamb profile - by others
7 Vent. screen - by others F
F' F D E A gypsum wall
2.3 3.1 6 4
2.1 5 1
1 NATURCLAD
2 Screws
2.1 Panel fastener metal
2.2 Channel fastener - by others
3 Profiles
3.1 Aluminum J profile
3.2 Aluminum HAT profile
3.4 Sill profile - by others
3.5 Coronation profile - by others
4 Water resistant barrier - by others
5 Steel backing plate - by others
6 Plug
A Required min. air chamber ≥ 3/4" (20mm)
B Circulation of air 3/4" (20mm) E Panel thickness 3/8" - 1/2" (10-12mm) D Expansion joint 1/4" - 3/8" (6-10mm)
F Distance from the screws to the panel
edges 3/4" - 1 1/2" (20-40mm)
2.3 Wall fixing screw - by others
3.3 Jamb profile - by others
7 Vent. screen - by others F D 5 4 1 2.3 3.1 6
2.1 gypsum wall A E
1 NATURCLAD
2 Screws
2.1 Panel fastener metal
2.2 Channel fastener - by others
3 Profiles
3.1 Aluminum J profile
3.2 Aluminum HAT profile
3.4 Sill profile - by others
3.5 Coronation profile - by others
4 Water resistant barrier - by others
5 Steel backing plate - by others
6 Plug
A Required min. air chamber ≥ 3/4" (20mm)
B Circulation of air 3/4" (20mm) E Panel thickness 3/8" - 1/2" (10-12mm) D Expansion joint 1/4" - 3/8" (6-10mm)
F Distance from the screws to the panel
edges 3/4" - 1 1/2" (20-40mm)
2.3 Wall fixing screw - by others
3.3 Jamb profile - by others
7 Vent. screen - by others F D F gypsum wall
3.2 E A2.1 1 4 5 3.1 6 2.3
1 NATURCLAD
2 Screws
2.1 Panel fastener metal
2.2 Channel fastener - by others
3 Profiles
3.1 Aluminum J profile
3.2 Aluminum HAT profile
3.4 Sill profile - by others
3.5 Coronation profile - by others
4 Water resistant barrier - by others
5 Steel backing plate - by others
6 Plug
A Required min. air chamber ≥ 3/4" (20mm)
B Circulation of air 3/4" (20mm) E Panel thickness 3/8" - 1/2" (10-12mm) D Expansion joint 1/4" - 3/8" (6-10mm)
F Distance from the screws to the panel
edges 3/4" - 1 1/2" (20-40mm)
2.3 Wall fixing screw - by others
3.3 Jamb profile - by others
7 Vent. screen - by others D D'
www.parklexprodema.com WALL SECTION11
PARKLEX PRODEMA
SIDING AND CLADDING DETAILS
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
CONSTRUCTION DETAILS
A1-15 0 3" 6" 9" 1' 2'
WALL SECTION 1 WALL SECTION2 WALL SECTION3
CLEAR ANODIZED ALUMINUM
STOREFRONT WITH
INSULATED CLEAR GLAZING EXTERIOR RETAIL EXTERIOR EXTERIOR UNIT INTERIOR UNIT INTERIOR UNIT INTERIOR UNIT INTERIOR EXTERIOR DECK EXTERIOR
CLEAR ANODIZED ALUMINUM
WINDOW FRAMES WITH INSULATED,
TINTED GLAZING
RECESSED L.E.D. LIGHT STRIP, MITER
AT CORNERS FOR CONTINUOUS,
UNINTERRUPTED LINE OF LIGHT
WRAPPING ENTIRE SOFFIT
ALUMINUM COMPOSITE
PANEL FINISH
ALUMINUM COMPOSITE PANEL FINISH
CAP WITH EDGE DRIP, SLOPE TO
DRAIN AT 1/4" PER 12"
CLEAR ANODIZED ALUMINUM
METAL TRIM AROUND WINDOW
PARKLEX PRODEMA SIDING
CLEAR ANODIZED ALUMINUM
WINDOW FRAMES WITH INSULATED,
TINTED GLAZING
CLEAR ALUMINUM METAL TRIM
AROUND WINDOW PARKLEX PRODEMA SIDING PARKLEX PRODEMA SIDING
GALVANIZED SHEET METAL
COPING, PAINT TO MATCH
FINISH BELOW
ROOF DECK PEDESTAL SYSTEM
(LEVEL, ACCESSIBLE, DRAINABLE)
SLOPE TO DRAIN
PAINTED SMOOTH
CEMENT PLASTER FINISH
ROOF DECK PEDESTAL SYSTEM
(LEVEL, ACCESSIBLE, DRAINABLE)
SLOPE TO DRAIN
UNIT INTERIOR PARKLEX PRODEMA SIDING
GALVANIZED SHEET METAL
COPING, PAINT TO MATCH
FINISH BELOW
EXTERIOR DECK
CLEAR ANODIZED ALUMINUM
WINDOW FRAMES WITH INSULATED,
TINTED GLAZING
CLEAR ALUMINUM METAL TRIM
AROUND WINDOW
BOARD-FORMED CONCRETE
RETAINING WALL FINISH ON
EXTERIOR
LOW-SLOPE TPO
ROOFING SYSTEM
CLEAR ANODIZED ALUMINUM SUN
SHADE ELEMENT AT WINDOW HEAD
AND FINS AT BOTH WINDOW JAMBS,
TYPICAL AT 5TH FLOOR AND
BUILDING CORNER ELEMENTS,
SEE DETAIL 1 ON SHEET A1-9
CEMENT PLASTER FRAME,
SMOOTH FINISH & PAINTED
CEMENT PLASTER FRAME,
SMOOTH FINISH & PAINTED
CEMENT PLASTER FRAME,
SMOOTH FINISH & PAINTED
WINDOW SILL DETAIL,
SEE SHEET A1-14
WINDOW HEAD DETAIL,
SEE SHEET A1-14
WINDOW JAMB DETAIL,
SEE SHEET A1-14 4" 4" 4"
SOUTH
STAIR
ELEVATORS
NORTH
STAIR
MECH.
ROOM RAMP UP TO UPPER GARAGE
UP TO
GARAGE
UP TO
GARAGE
FIRE
RISER
FIRE RISER 24'-0" 18'-0" TYP. 5'-2" 24'-0" 18'-0" TYP.
8'-6"
TYP.
20'-0"
8'-6"
TYP.
4'-6"
1'-6"
6'-3"
2'-0"
4'-0"
STANDARD
15 SPACES
STANDARD
16 SPACES
STANDARD
12 SPACES
14'-1" 20'-6"
UP 10% 20%
186'-5" 127'-2" 96'-7"
24'-0" 154-0" 9'-9" V.I.F. 3'-0"
18'-7"
V.I.F.
5'-0" 3'-0" 9'-9" V.I.F.
5'-0" 12'-3" 18'-4"
7'-4" V.I.F.
RESIDENTIAL STORAGE UNITS
- 4'-0" WIDE x 4'-9" DEEP x 9'-0"
TALL (171 SF), - TYP. OF 54
CONCRETE
WHEEL STOP
- TYP.
19'-6"
C
A3-3
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
14'-0"
V.I.F.
MECH.
ROOM 10'-11 1/2"
11'-11 1/4"
14'-11 1/4"
ELEV.
EQUIP.
DOUBLE STACKED BICYCLE
STORAGE LOCKERS - 10
STALL CAPACITY
18'-0"
24'-0"
RS
RS RS RS RS RS RS
RS RS RS RS RS RS
RS RS RS RS RS RS
RS RS RS RS RS RS
RS RS RS RS RS RS
RS
RS
RS
RS
RS RS
RS
RS
RS
RS
RS
RS
RS
RS
SHORING WITHIN THE PUBLIC UTILITY EASEMENT WILL BE
REMOVED TO A HEIGHT BELOW GRADE AS REQUIRED BY THE
CITY OF MOUNTAIN VIEW PUBLIC WORKS AFTER THE
BASEMENT REINFORCED CONCRETE WALLS ARE COMPLETED.
RS RS RS RS
RS RS
RS RS RS
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" 52 PARKING SPACES
ASSIGNED PARKING
SECURITY FENCE 19'-6" FRONTAGE SETBACK 35'-0"
66'-10" PUBLIC ACCESS EASEMENT
SAN ANTONIO ROAD
C L 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT)
18'-0" FRONTAGE SETBACK
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE 18'-0" TYP.
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE 18'-0" TYP.
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
STANDARD EV 9 SPACES CAPABLE
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
LOWER GARAGE PLAN
A2-1
0 2' 4' 6' 8' 16'
8.09 8.09 8.09 8.09
12.84 8.09 8.09 8.09 8.09 8.09
12.84 8.09 8.09 8.09 8.09
12.84 TOP & BOTTOM
UP TO
GRADE
DOWN TO
GARAGE
SOUTH
STAIR
RAMP DOWN TO
LOWER GARAGE
COMMERCIAL
TRASH ROOM
NORTH
STAIR
ELEC.
ROOM
FIRE RISER
RESIDENTIAL
TRASH ROOM
VAN
ADA
45 PARKING SPACES RAMP UP TO GRADE
UP TO
GRADE
DOWN TO
GARAGE
FIRE
RISER 18'-0" TYP. 24'-0" 18'-0" TYP. 5'-2" 18'-0" TYP. 24'-0" 18'-0" TYP. 8'-6"
TYP.
20'-0"
8'-6"
TYP.
3'-6"
8'-0"
6'-3"
2'-0" STANDARD
16 SPACES
STANDARD
9 SPACES
STANDARD
8 SPACES
ACCESSIBLE
3 SPACES
14'-11 1/4" 25'-10 1/2"
11'-4" 20'-10" 6'-3"
42'-7 1/2"
186'-5" 127'-2" 96'-7"
19'-6" 154'-0" 9'-9" V.I.F. 3'-0"
18'-7"
V.I.F.
5'-0" 3'-0" 9'-9" V.I.F.
5'-0" 12'-3"
DN
UP 10% 20%
10% 20%
LINE OF
FLOOR ABOVE 18'-4"
RESIDENTIAL
STORAGE UNITS -
TYP. OF 8 THIS LEVEL
CONCRETE
WHEEL STOP
- TYP.
10'-0" WIDE
OVERHEAD
ROLL-UP
DOOR
10'-0" WIDE
OVERHEAD
ROLL-UP
DOOR
C
A3-3
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
14'-2" 24'-0"
V.I.F. TRASH TROLLEY 7'-0 1/2"
8'-10 1/2"
ADA
11'-11"
ELEVATORS
18'-0"
24'-0"
DOUBLE STACKED BICYCLE
STORAGE LOCKERS - 6
STALL CAPACITY
MECH.
ROOM
ELEV.
BACKUP
BUILDING HOT WATER SUPPLY SYSTEM
(2) CHP-120 HEATPUMP 120 GALLON WATER HEATERS
(1) TJVHP-250 HOT WATER STORAGE TANK
(1) EXPANSION TANK 10'-11 1/2"
5'-0"
RETAIL &
GUEST RETAIL
RS
RS
RS
SHORING WITHIN THE PUBLIC UTILITY EASEMENT WILL BE
REMOVED TO A HEIGHT BELOW GRADE AS REQUIRED BY THE
CITY OF MOUNTAIN VIEW PUBLIC WORKS AFTER THE
BASEMENT REINFORCED CONCRETE WALLS ARE COMPLETED.
ADA
STANDARD 9 SPACES
RS
SECURITY FENCE
SECURITY FENCE
RETAIL RETAIL RETAIL RETAIL RETAIL RETAIL RETAIL RETAIL RETAIL & GUEST
RETAIL &
GUEST
RETAIL &
GUEST
RETAIL &
GUEST
RETAIL &
GUEST
RETAIL &
GUEST
RETAIL & GUEST
RETAIL & GUEST
RETAIL & GUEST
EV3 FAST
CHARGER
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV CAPABLE
EV CAPABLE
EV CAPABLE
EV2
EV2
EV2
EV2 EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" EV2 EV2
23 ASSIGNED
PARKING
22 UNASSIGNED
PARKING 19'-6" FRONTAGE SETBACK 35'-0"
66'-10" PUBLIC ACCESS EASEMENT 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT) 18'-0" FRONTAGE SETBACK
SAN ANTONIO ROAD
C L
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
RS RS RS RS
ORGANICS
3 YARDS
RECYCLE
3 YARDS
TRASH
3 YARDS
6'-7"
14'-1"
TRASH
3 YARDS
TRASH
3 YARDS
T
3Y
R
3Y
R
3Y ORGANICS 3 YARDS
TRASH
3 YARDS
RECYCLE
3 YARDS
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV
CAPABLE
EV2 EV2 EV2 EV2 EV2
EV2
EV2
EV2
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
UPPER GARAGE PLAN
A2-2
0 2' 4' 6' 8' 16'
55'-9"
V.I.F.
21'-0"
5'-0" 25'-4" V.I.F. 101'-7" 13'-0"
18'-7"
V.I.F.
186'-5" 5'-0" 7'-1 1/2" 119'-0 1/2" 13'-9" V.I.F.
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
4'-0" 6'-6" 4'-0"
128'-3"
UNIT 2H
1,101 SF
UNIT 1E
BMR-LOW
814 SF
MAIL
ROOM
WAITING
AREA
RESIDENTIAL
LOBBY
RESIDENTIAL
CLUBHOUSE
561 SF
COMMERCIAL
2,000 SF
RESIDENTIAL
COURTYARD
UP TO
UNITS
DOWN
TO
GARAGE
FIRE
RISER
SOUTH
STAIR
DN
STORAGE
FIRE
RISER
DOWN
TO
GARAGE
UP TO
UNITS
DOWN TO
GRADE
DN
UNIT 1F
BMR-MODERATE
772 SF
TRASH
LONG-TERM
BICYCLE STORAGE
48 4'-0"x1'-6" VERTICAL RACKS
BICYCLE PUMP &
REPAIR STATION
UTILITY
ELEVATORS
NORTH
STAIR
GARAGE
RAMP ENTRY
UNIT 2B
1,046 SF 10% 20%
PATIO PATIO PATIO PATIO
PATIO
PATIO
PATIO PATIO 5%MAX
LINE OF
OVERHANG
ABOVE
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
UNIT 2B
1,046 SF
UNIT 2B
1,046 SF
COMPOST
RECEPTACLE - TYP.
AT ALL FLOORS
UNIT 1C
783 SF UNIT 2B'
1,000 SF
MECH.
MEDIA WALL
COFFEE BAR
33'-0" 9'-5" 34'-2" 34'-1" 34'-1" 41'-10"
C
A3-3
D
A3-4
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 19'-6" FRONTAGE SETBACK5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" 35'-0" 66'-10" PUBLIC ACCESS EASEMENT 1'-6" O.C.
SAN ANTONIO ROAD
CALIFORNIA STREET
C L 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT)
18'-0" FRONTAGE SETBACK
5'-0" PUBLIC UTILITY EASEMENT
LINE OF
STREET CURB
LINE OF
STREET CURB C L
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
FIRST FLOOR PLAN
A2-3
0 2' 4' 6' 8' 16'
UNIT 1C
BMR-LOW
783 SF
UNIT 1A
BMR-LOW
706 SF
UNIT 1B
BMR-LOW
747 SF
UP
TRASH
DN
UP
DN
UNIT 2E
1,179 SF
14'-2"
V.I.F.
179'-7" 9'-2 1/4" 7'-1" 7'-1 1/2" 119'-0" 13'-9" V.I.F. 11'-2" 107'-2" 21'-7" V.I.F. 26'-7" 91'-5" 70'-9" 7'-1"
DECK
DECK
DECK
DECK
DECK
DECK
NORTH
STAIR
C
A3-3
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
14'-2"
V.I.F.
ELEVATORS
UNIT 2C
1,022 SF
UNIT 2B'
1,000 SF
DECK
UNIT 2F
987 SF
UNIT 2G
995 SF
DECK
DECK
MECH.
UTILITY
UNIT 2A
BMR-MODERATE
928 SF
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
DECK
DECK DECK DECK
SOUTH
STAIR
37'-4" 9'-7" 34'-1" 34'-1" 34'-1" 30'-7" 37'-0" 29'-0" 28'-7" 24'-6" DECK
DECK
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" DECK 19'-6" FRONTAGE SETBACK 35'-0"
66'-10" PUBLIC ACCESS EASEMENT
SAN ANTONIO ROAD
C L 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT)
18'-0" FRONTAGE SETBACK
5'-0" PUBLIC UTILITY EASEMENT
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
UNIT 2D
1,154 SF
UNIT 1D
688 SF
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
SECOND FLOOR PLAN
A2-4
0 2' 4' 6' 8' 16'
14'-2"
V.I.F.
179'-7" 9'-2 1/4" 7'-1" 7'-1 1/2" 119'-0" 13'-9" V.I.F. 11'-2" 107'-2" 21'-7" V.I.F. 26'-7" 91'-5" 70'-9" 7'-1"
C
A3-3
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
14'-2"
V.I.F.
UP
TRASH
UTILITY
DN
UP
DN
DECK
DECK
DECK
DECK
UNIT 1C
BMR-LOW
783 SF
UNIT 1A
BMR-LOW
706 SF
UNIT 1B
BMR-LOW
747 SF
NORTH
STAIR
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
ELEVATORS
UNIT 2C
1,022 SF
UNIT 2B'
1,000 SF
UNIT 2D
1,154 SF
UNIT 2E
1,179 SF
UNIT 1D
688 SF
DECK
DECK
UNIT 2F
987 SF
UNIT 2G
995 SF
DECK
DECK
DECK
MECH.
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
DECK
DECK DECK DECK
SOUTH
STAIR
37'-4" 9'-7" 34'-1" 34'-1" 34'-1" 30'-7" 37'-0" 29'-0" 28'-7" 24'-6" DECK
DECK
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" DECK 19'-6" FRONTAGE SETBACK 35'-0"
66'-10" PUBLIC ACCESS EASEMENT
SAN ANTONIO ROAD
C L 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT)
18'-0" FRONTAGE SETBACK
5'-0" PUBLIC UTILITY EASEMENT
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
UNIT 2A
BMR-MODERATE
928 SF
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
THIRD FLOOR PLAN
A2-5
0 2' 4' 6' 8' 16'
C
A3-3
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
UNIT 2A
928 SF
UNIT 2F
987 SF
UNIT 2G
995 SF
UNIT 1A
BMR-LOW
706 SF
UP
TRASH
UTILITY
DN
UP
DN
UNIT 1C
BMR-LOW
783 SF
NORTH
STAIR
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
14'-2"
V.I.F.
179'-7" 9'-2 1/4" 7'-1" 7'-1 1/2" 119'-0" 13'-9" V.I.F. 11'-2" 107'-2" 21'-7" V.I.F. 13'-11" 26'-7" 91'-5" 70'-9" 7'-1"
V.I.F.
ELEVATORS
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
UNIT 2C
1,022 SF
UNIT 2B'
1,000 SF
UNIT 2D
1,154 SF
UNIT 2E
1,179 SF
UNIT 1D
688 SF
MECH.
DECK
DECK
DECK
DECK
DECK
DECK
DECK
DECK
DECK
DECK DECK DECK
DECK
SOUTH
STAIR
DECK
37'-4" 9'-7" 34'-1" 34'-1" 34'-1" 30'-7" 37'-0" 29'-0" 28'-6" 24'-7" DECK
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" DECK 19'-6" FRONTAGE SETBACK 35'-0"
66'-10" PUBLIC ACCESS EASEMENT 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT) 18'-0" FRONTAGE SETBACK
SAN ANTONIO ROAD
C L
5'-0" PUBLIC UTILITY EASEMENT
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
UNIT 1B
BMR-LOW
747 SF
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
FOURTH FLOOR PLAN
A2-6
0 2' 4' 6' 8' 16'
24'-6" 169'-4" 7'-1"
V.I.F. 7'-1 1/2" 111'-0" 21'-9" V.I.F.
16'-4" 85'-3" 76'-11" 7'-1" 11'-2" 107'-2" 21'-7" V.I.F. 9'-2 1/4"
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
24'-6"
V.I.F.
UNIT 2C
1,022 SF
UNIT 2B'
1,000 SF
UNIT 2L
1,001 SF
UNIT 2K
1,232 SF
UNIT 2J
1,172 SF
UNIT 2M
1,392 SF
UNIT 1B
747 SF
UP
TRASH
UTILITY
NORTH
STAIR
DN
UP
DN
DECK DECK DECK
DECK
DECK
DECK
DECK
DECK
DECK
DECK
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
ELEVATORS
SOUTH
STAIR
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
UNIT 2B
1,114 SF
DECK
UNIT 2A
928 SF
DECK
DECK
MECH.
UNIT 1A
706 SF
DECK
19'-1" 8'-0" 34'-1" 34'-1" 34'-1" 30'-7"
C
A3-3
D
A3-4 9'-7" 16'-7" 28'-7" 29'-0" 37'-0"
6'-0" 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" DECK 19'-6" FRONTAGE SETBACK 35'-0"
66'-10" PUBLIC ACCESS EASEMENT 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT) 18'-0" FRONTAGE SETBACK
SAN ANTONIO ROAD
C L
5'-0" PUBLIC UTILITY EASEMENT
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
DECK
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
FIFTH FLOOR PLAN
A2-7
0 2' 4' 6' 8' 16'
DN
DN
OCCUPIED ROOF
TERRACE
(SEE LANDSCAPE PLANS)
3,527 SF
LINE OF
CANOPY ABOVE
C
A3-3
D
A3-4
B
A3-2
A
A3-1
B
A3-2
A
A3-1
C
A3-3
D
A3-4
ROOFTOP EQUIPMENT AREA
PROPERTY LINE
PROPERTY LINE PROPERTY LINE
PROPERTY LINE
210.03' 140.01'
154.32'
119.64'
48" HIGH SOLID
GUARDRAIL - TYP.
@ ROOF DECK
41'-4"
V.I.F. 50'-0" V.I.F.
SLOPED METAL ROOF ELEMENTS
INTERIOR CEILING LESS THAN 16 FEET
48" HIGH PARAPET
19'-5"
36'-1" 20'-8" 43'-0" 34'-6" 1'-0"
17'-7"
21'-0"
28'-5"9'-5" 8'-3"
9'-8"
21'-9"
PV PANELS
748 SF
SOLAR PANELS MOUNTED ON 10'-0" HIGH
STRUCTURE OVER ROOF-TOP HVAC CONDENSING
UNITS PER 2019 CBC 503.1 EXCEPTION 2.2.1
MECHANICAL SCREEN
LINE OF
CANOPY ABOVE
LINE OF
CANOPY ABOVE 21'-0"
2019 CBC 503.1.4 - OCCUPIED ROOF
NOT COUNTED AS BUILDING AREA.
PEDESTAL ROOF DECK IS +3'-0"
ABOVE ROOF SHEATHING 4'-7 1/2" 27'-6"
114'-11 1/2" 26'-7"
14'-9" 14'-6" 14'-9" 17'-0"
9'-4 1/2"
SEE SHEET A3-7
FOR ROOF
PHOTOVOLTAIC
6'-0" EXHIBIT 8'-0" 5'-0" PUBLIC UTILITY EASEMENT 5'-0" PUBLIC UTILITY EASEMENT 6'-0" 4'-0" 19'-6" FRONTAGE SETBACK 35'-0" 66'-10" PUBLIC ACCESS EASEMENT 49'-5" RIGHT OF WAY (PUBLIC ACCESS EASEMENT) 18'-0" FRONTAGE SETBACK
SAN ANTONIO ROAD
C L
5'-0" PUBLIC UTILITY EASEMENT
LINE OF
STREET CURB
LINE OF
STREET CURB
CALIFORNIA STREET C L
PV PANELS
142 SF
PV PANELS
78 SF
PV PANELS
1,091 SF
PV PANELS
3,852 SF
SOUTH STAIR
PV PANELS ABOVE
210 SF
NORTH STAIR
PV PANELS ABOVE
266 SF
ELEVATORS
PV PANELS ABOVE
179 SF
GARAGE EXHAUST
ENCLOSURE
PV PANELS ABOVE
45 SF
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
ROOF PLAN
A2-8
0 2' 4' 6' 8' 16'
9'-6" 9'-6" 9'-6" 9'-6" 14'-0" 10'-6" 9'-0" 10'-0" 2'-0" 5'-0" 2'-0" 1'-8" 3'-0" 14'-0"
FIFTH
FLOOR
FOURTH
FLOOR
THIRD
FLOOR
SECOND
FLOOR
FIRST
FLOOR
UPPER BASEMENT
LOWER BASEMENT PROPERTY LINE PROPERTY LINE 10% SLOPE
SAN ANTONIO
ROAD
RESIDENTIAL
CLUBHOUSE
LINE OF TAPERED ROOF
INSULATION, SLOPE TO DRAIN
GARAGE
ENTRY RAMP
PRIVATE
BICYCLE
STORAGE
NORTH
STAIR
DECK
20% SLOPE
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
BUILDING SECTION A
A3-1
FIRST FLOOR
+1'-2" (50.16)
SECOND FLOOR
+16'-10" (65.83)
THIRD FLOOR
+28'-0" (77.00)
FOURTH FLOOR
+39'-2" (88.16)
FIFTH FLOOR
+50'-4" (99.33)
ROOF DECK
+61'-10" (110.83)
ELEVATOR TOWER
LOWEST
ADJACENT CURB
UPPER BASEMENT
-11'-4" (37.66)
LOWER BASEMENT
-21'-4" (27.66)
0" (49.00)
+78'-10" (127.83)
T.O. PARAPET / ROOF TERRACE
+64'-10" (113.83) 0 2' 4' 6' 8' 16'
T.O. NORTH STAIR TOWER
+74'-10" (125.83)
FIFTH FLOOR
FOURTH FLOOR
THIRD FLOOR
SECOND FLOOR
FIRST FLOOR
UPPER BASEMENT
LOWER BASEMENT 9'-6" 14'-0" 10'-6" 9'-0" 2'-0" 2'-0" 1'-8" PROPERTY LINE PROPERTY LINE 5'-0" 3'-0" 2'-0"
1 A3-5
SAN ANTONIO
ROAD COMMERCIAL 4'-0"
ROOF TERRACE PEDESTAL SYSTEM (SITS ON TOP OF SLOPED
ROOF TO PROVIDE DRAINABLE, ACCESSIBLE, LEVEL SURFACE)
LINE OF TAPERED ROOF INSULATION,
SLOPE TO DRAIN 4'-0" 10'-0"
DECK
SOUTH
STAIR
ROOF TERRACE 8'-0" 9'-6" 9'-6" 9'-6"
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
BUILDING SECTION B
A3-2
FIRST FLOOR
+1'-2" (50.16)
SECOND FLOOR
+16'-10" (65.83)
THIRD FLOOR
+28'-0" (77.00)
FOURTH FLOOR
+39'-2" (88.16)
FIFTH FLOOR
+50'-4" (99.33)
ROOF DECK
+61'-10" (110.83)
LOWEST
ADJACENT CURB
UPPER BASEMENT
-11'-4" (37.66)
LOWER BASEMENT
-21'-4" (27.66)
0" (49.00)
T.O. PARAPET / ROOF TERRACE
+64'-10" (113.83)
0 2' 4' 6' 8' 16'
ROOF AMENITIES
+74'-10" (123.83)
+64'-10" (113.83)
T.O. PARAPET
FIFTH FLOOR
FOURTH FLOOR
THIRD FLOOR
SECOND FLOOR
FIRST FLOOR
UPPER BASEMENT
LOWER BASEMENT 9'-6" 9'-6" 9'-6" 9'-6" 14'-0" 10'-6" 9'-0" PROPERTY LINE 3'-0" 9'-9" PROPERTY LINE
10% SLOPE
20% SLOPE
10% SLOPE
20% SLOPE
10% SLOPE 2'-0" 2'-0" 1'-8"
MIN. * 8'-6"
MIN. 8'-6"
ELECTRICAL
CALIFORNIA
STREET
DECK ** 8'-6"
* ACCOMODATES STANDARD USPS MAIL TRUCK 85" (7'-1")
** 8'-2" MIN. CLEARANCE REQUIRED PER 2019 C.B.C. 11B-502.5 VERTICAL CLEARANCE
OPEN OPEN OPEN
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
BUILDING SECTION C
A3-3
FIRST FLOOR
+1'-2" (50.16)
SECOND FLOOR
+16'-10" (65.83)
THIRD FLOOR
+28'-0" (77.00)
FOURTH FLOOR
+39'-2" (88.16)
FIFTH FLOOR
+50'-4" (99.33)
ROOF DECK
+61'-10" (110.83)
LOWEST
ADJACENT CURB
UPPER BASEMENT
-11'-4" (37.66)
LOWER BASEMENT
-21'-4" (27.66)
0" (49.00)
0 2' 4' 6' 8' 16'
T.O. PARAPET
+64'-10" (113.83')
FIFTH FLOOR
FOURTH FLOOR
THIRD FLOOR
SECOND FLOOR
FIRST FLOOR
UPPER BASEMENT
LOWER BASEMENT 9'-6" 9'-6" 9'-6" 9'-6" 14'-0" 10'-6" 9'-0" PROPERTY LINE 3'-0" 9'-9" PROPERTY LINE 2'-0" 2'-0" 2'-0" 1'-8" 3'-0" ROOF TERRACE
CALIFORNIA
STREET
RESIDENTIAL
CLUBHOUSE
SOUTH
STAIR
ROOF TERRACE PEDESTAL SYSTEM (SITS ON TOP OF SLOPED
ROOF TO PROVIDE DRAINABLE, ACCESSIBLE, LEVEL SURFACE)
LINE OF TAPERED ROOF INSULATION,
SLOPE TO DRAIN
DECK
DECK
DECK
COMMERCIAL 13'-6" 6'-8" MIN. 6'-8" MIN. 2'-0"
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
BUILDING SECTION D
A3-4
FIRST FLOOR
+1'-2" (50.16)
SECOND FLOOR
+16'-10" (65.83)
THIRD FLOOR
+28'-0" (77.00)
FOURTH FLOOR
+39'-2" (88.16)
FIFTH FLOOR
+50'-4" (99.33)
ROOF DECK
+61'-10" (110.83)
ELEVATOR TOWER
LOWEST
ADJACENT CURB
UPPER BASEMENT
-11'-4" (37.66)
LOWER BASEMENT
-21'-4" (27.66)
0" (49.00)
+78'-10" (127.83)
T.O. PARAPET / ROOF TERRACE
+64'-10" (113.83)
0 2' 4' 6' 8' 16'
T.O. SOUTH STAIR TOWER
+74'-10" (125.83) T.O. ROOF
+70-5 3/4" (119.48')
3 A1-15
2 A1-15
1 A1-15
FIRST FLOOR
+1'-2" (50.16)
SECOND FLOOR
+16'-10" (65.83)
THIRD FLOOR
+28'-0" (77.49)
FOURTH FLOOR
+39'-2" (89.16)
FIFTH FLOOR
+50'-4" (100.83)
ROOF DECK
+61'-10" (110.83)
LOWEST
ADJACENT CURB
SAN ANTONIO
ROAD
RETAIL
+0'-0" (49.00)
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
ILLUSTRATIVE WALL SECTION
A3-5
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
ELEVATOR SPEC SHEET
A3-6
334 San Antonio L L C
250 Robert Louis Stevenson Avenue, Alameda, CA 94501
650.996.1114 399.197 MAVERICK
300 San Antonio Road, Mountain View, CA
July 5, 2022
ROOF PV DIAGRAM
A3-7
2019 CALIFORNIA FIRE CODE 0 2' 4' 6' 8' 16'
YELLOW HIGHLIGHTED
TOTAL ROOF AREA
(INCLUDES PV SYSTEM AREA & ROOF TERRACE)
RED HATCHED AREA IS MINIMUM 4 FEET
WIDE PATHWAY FOR FIRE ACCESS
AROUND ROOF-TOP PV PANEL AREAS
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
LEVEL 1 - GROUND FLOOR IMAGERY LEVEL 5 - ROOF DECK IMAGERY
DECORATIVE PLANTED POTS
TRASH & RECYCLING
RECEPTACLES
WATER WALL FEATURE W/
BASIN
SLATTED CORTEN STEEL FENCE & GATE CONTEMPOARARY BENCH @
RAISED PLANTER
DECORATIVE BIKE RACK
CONTEMPORARY POLE &
BOLLARD LIGHTS
DECORATIVE SCREEN FEATURE
CONTEMPORARY 12" SQUARE UNIT PAVERS
FLOWERING ACCENT TREE
CONTEMPORARY 4x8 UNIT PAVERS
FRUITLESS OLIVE TREE
STREET TREE
CONTEMPORARY POLE
LIGHTS
WOOD PLANK PEDESTAL PAVERS LARGE FORMAT CONCRETE PEDESTAL PAVERS
SQUARE SHADE UMBRELLA
TRASH & RECYCLING
RECEPTACLES
LARGE FORMAT PEDESTAL
UNIT PAVERS
METAL PLANTERS W/ INTEGRAL
LIGHTS
OUTDOOR LOUNGE SEATING
METAL PLANTERS W/ SCREEN PLANTING
NATIVE CALIFORNIA & DROUGHT
TOLERANT ACCENT PLANTING
OUTDOOR SEATING AREAS
OVERHEAD STRING LIGHTS @
DINING AREA
OUTDOOR COUNTER W/ ELECTRIC
POWERED BBQ UNIT
METAL PLANTERS W/ SMALL ACCENT TREES OUTDOOR SEATING AREAS OUTDOOR SEATING AREAS W/ COFFEE TABLE
FLOWERING ACCENT TREE
STREET TREE CALIFORNIA NATIVE TREE
OUTDOOR DINING / WORK TABLE & CHAIRS
RESILIENT SURFACING
CONTEMPORARY TUBULAR SEAT
FEATURE (GREEN COLOR TO MATCHBLDG.)
NATIVE CALIFORNIA & DROUGHT
TOLERANT ACCENT PLANTING
RESILIENT SURFACING
07/06/2022
PLANNING DIVISION
RECEIVED
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
1700 N. Broadway, Suite 401
Walnut Creek, CA 94596
T (925) 945-0300 F (925) 945-6688
www.environmentalforesight.com
Appendix TDM
Transportation Demand Management Plan
334 San Antonio Road
Transportation Demand Management (TDM) Plan
Prepared for:
City of Mountain View on behalf of 334 San Antonio LLC.
May 27, 2022
Hexagon Transportation Consultants, Inc.
Hexagon Office: 4 N. Second Street, Suite 400,
San Jose, CA 95113
Hexagon Job Number: 21SS04
Phone: 408.971.6100
Client Name: 334 San Antonio LLC.
334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 Table of Contents
1. Introduction............................................................................................................................. 1
2. Existing Transportation Facilities ............................................................................................ 5
3. Proposed TDM Measures..................................................................................................... 11
4. TDM Implementation, Monitoring, and Reporting.................................................................. 23 List of Figures
Figure 1 Site Location ..................................................................................................................3 Figure 2 Project Site Plan ............................................................................................................4 Figure 3 Existing Transit Services................................................................................................8 Figure 4 Existing Bicycle Network ..............................................................................................10 Figure 5 Proximity to Transit Center...........................................................................................18 List of Tables
Table 1 Project Trip Estimates ....................................................................................................2 Table 2 Existing Bus and Shuttle Services..................................................................................7 Table 3 Proposed TDM Measures for 334 San Antonio Road...................................................12 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 1
1. Introduction
This transportation demand management (TDM) plan has been prepared for the mixed-use development at 334 San Antonio Road in Mountain View, California. TDM is a combination of services, incentives, facilities, and actions that reduce single-occupant vehicle (SOV) trips and vehicle miles travelled (VMT) by the project occupants to help relieve traffic congestion, parking demand, and air pollution problems. The purposes of TDM are to (1) reduce the amount of traffic generated by new developments; (2) promote more efficient utilization of existing transportation facilities and ensure that new developments are designed to maximize the potential for alternative transportation usage; (3) reduce the parking demand generated by new developments and allow for a reduction in parking supply; and (4) establish an ongoing monitoring and enforcement program to guarantee the desired trip and parking reductions are achieved.
This project is located in the San Antonio Precise Plan area. The Precise Plan includes the following TDM requirements that are applicable to this project:
• The project must prepare and implement a TDM Plan;
• The residential portion of the project must participate in VTA’s SmartPass (previously known as EcoPass) program or its equivalent for three years (there is no trip reduction target for the residential portion of the project);
• The project is required to join the Mountain View Transportation Management Association (TMA) or a San Antonio-specific TMA, if one is formed.
This TDM Plan addresses all the requirements of the San Antonio Precise Plan and includes a broad range of TDM measures designed to reduce the trips and VMT by residents and employees of the mixed-use development. This Plan includes a transit subsidy program for residents consisting of the VTA SmartPass program for the first three years of project occupancy. Since the commercial space would not generate more than 50 employees, there is no target trip reduction goal established in the San Antonio Precise Plan for the commercial space.
Project Description
The project is located at 334 San Antonio Road in Mountain View, California (see Figure 1). Based on the site plan dated September 17, 2021 (see Figure 2), the proposed project consists of 62 owner occupied condominium units and 2,000 square feet (s.f.) of commercial space, which may be used for retail shops. The project would replace a gasoline/service station and auto service center. 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 2
The project proposes to include 13 below-market rate condominium units. Vehicular access to the project site’s below-grade parking garage is provided via a driveway on California Street.
Project Trip Generation
Trip generation resulting from the development is estimated using the trip rates published in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10th Edition (2017). Trips that would be generated by the proposed residential units were estimated using the ITE trip rates for “Multifamily Housing Mid-Rise” (Land Use 221), and “Shopping Center” (Land Use 820). The “Multifamily Housing Mid-Rise” ITE land use category includes apartment, townhouse, and condominium developments with a total of at least four (4) dwelling units and that have between three (3) and ten (10) levels. The project would construct a mixed-used building with 5-stories of condominium units. The “Shopping Center” category refers to an integrated group of commercial establishments. This category includes the trip data for a wide scale of retail/commercial uses, from neighborhood centers to regional centers. Since specific uses of the proposed retail/commercial spaces are unknown, it is reasonable to use the trip rates for shopping centers for the retail/commercial space.
Because the project would provide residential and retail mixed-use on site, some residents would patronize the retail businesses, which would result in the internalization of some project trips. Per the VTA TIA Guidelines, an internal trip reduction of 15% between retail and residential uses was applied to the project. The trip reduction factors were first applied to the smaller trip generator (retail use); then the same trips were subtracted from the larger trip generators (residential use) to account for both trip ends.
Based on the published trip rates, the project is expected to generate 24 trips during the AM peak hour and 31 trips during the PM peak hour (see Table 1).
Table 1
Project Trip Estimates
Land Use Rate Trip Rate In Out Total Rate In Out Total
Proposed Land Uses
Multifamily Housing 1 62 Dwelling Units 5.440 337 0.360 6 16 22 0.440 16 11 27 Housing & Retail (15%) 3(11) 0 0 0 (1) (1) (2)
Retail 2 2,000 Square Feet 37.750 76 0.940 1 1 2 3.810 4 4 8 Housing & Retail (15%) 3(11) 0 0 0 (1) (1) (2)
Net Project Trips 391 7 17 24 18 13 31
Source: ITE Trip Generation Manual, 10th Edition 2017
Notes:
Size
1. Average rates for Multifamily Housing (Mid-Rise) (Land Use 221) used.
2. Average rates for Shopping Center (Land Use 820) used.
3. Residential/retail internal trip reductions were applied to the project per the 2014 Santa Clara VTA TIA Guidelines.
AM Peak Hour PM Peak Hour
Daily Trip Trip
Mountain
View
Palo
Alto
Los
Altos
Middlefield Way Middlefield Way Middlefield Way
California St
E Charleston Rd
San Antonio Rd
Central Expy
W El Camino Real
Del Medio Ave
Fayette Dr
Miller Ave
Old Middlefield Way
= Site Location
LEGEND
334 San Antonio Road Mixed-Use Development TDM Plan
Figure 1
Site Location
Figure 2
Site Plan
334 San Antonio Road Mixed-Use Development TDM Plan
SAN ANTONIO ROAD
CALIFORNIA STREET
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2. Existing Transportation Facilities
Transportation facilities and services that support sustainable modes of transportation include VTA bus routes, shuttle buses, Caltrain, and bicycle and pedestrian facilities. This chapter describes existing facilities and services near the project site. Information on the nearby roadway network is also included in order to provide a more comprehensive description of the nearby transportation network.
Roadway Network
Regional access to the project site is provided by US 101, State Route 237, State Route 85, El Camino Real (SR 82) and Central Expressway/Alma Street. Local access to the project site is provided via San Antonio Road, California Street and Del Medio Avenue.
US 101 is a north-south freeway that extends through and beyond the Bay Area, connecting San Francisco to San Jose. US 101 is eight lanes wide (three mixed-flow lanes and one HOV lane in each direction) in the vicinity of the project site. US 101 provides site access via a full interchange at San Antonio Road.
State Route 237 (SR 237) is a four to six-lane freeway that extends from El Camino Real (SR 82) in the west to I-880 in Milpitas in the east. SR 237 has 5-mile-long high-occupancy toll (HOT) lanes in both directions between Mathilda Ave in Sunnyvale and I-880 in Milpitas. Carpools with 3 or more people and motorcycles are not charged. SR 237 provides access to the project study area via US 101 and El Camino Real.
State Route 85 (SR 85) is a six-lane freeway that extends from US 101 in Mountain View to US 101 in San Jose. HOV lanes run along the entire length of SR 85, requiring at least two people in a car during weekdays. SR 85 has a full interchange at El Camino Real and partial interchanges at Central Expressway, Evelyn Avenue, and Moffett Boulevard.
El Camino Real (SR 82) is a six-lane roadway that serves as a north-south route of travel but is aligned in a predominantly east-west orientation in the vicinity of the site. El Camino Real extends westward and then northward to San Francisco and eastward then southward to San Jose.
Central Expressway/Alma Street is a four-lane roadway that is aligned in an east-west orientation in the vicinity of the site and includes an interchange at San Antonio Road. East of San Antonio Road, Central Expressway is part of the expressway system operated by the Santa Clara County Department of Roads and Airports. West of San Antonio Road, this roadway becomes Alma Street 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 6
and is not part of the County expressway system. The Caltrain tracks run parallel to Central Expressway/Alma Street in the study area.
San Antonio Road is a six-lane roadway north of El Camino Real and a four-lane roadway south of El Camino Real. It is aligned in a mostly north-south orientation in the vicinity of the site. San Antonio Road extends northward from Foothill Expressway to U.S. 101. The posted speed limit on San Antonio Road is 35 mph. Class II bike lanes are available south of the project site.
There are sidewalks on both sides of the street in the project vicinity. San Antonio Road provides access to the project site via California Street.
California Street is a four-lane roadway aligned in a mostly east-west orientation in the vicinity of the site. California Street extends east-west between Del Medio Avenue and Bush Street in downtown Mountain View. The posted speed limit on California Street is 35 mph. There are Class II bike lanes and sidewalks on both sides of the street in the project vicinity. In the project vicinity, onstreet parking is available on both sides of California Street. California Street provides direct access to the project site.
Del Medio Avenue is a north-south two-lane residential roadway that begins at its intersection with El Camino Real and extends north where it terminates just south of Central Expressway. Del Medio Avenue would provide access to the project site via its intersection with California Street. The posted speed limit on Del Medio is 25 mph. There are sidewalks on both sides of the street in the project vicinity. In the project vicinity, on-street parking is available on both sides of Del Medio Avenue.
Transit Services
Existing transit services in the project vicinity are provided by VTA, Caltrain, Stanford University, and the Mountain View Transportation Management Association (MTMA). The Stanford Marguerite Shuttle and MTMA shuttle (MVgo) are temporarily suspended due to COVID-19. These transit services are described below (see Table 2) and are shown on Figure 3.
VTA Service
The San Antonio Transit Center, a major bus stop served by two VTA bus routes and two shuttle routes, is located approximately 0.4 of a mile east of the project site on Showers Drive. The closest bus stop to the site is located across the street from the project site along San Antonio Road, served by Route 21. The next closest bus stop is located at the intersection of San Antonio Road and El Camino Real, served by Route 22.
Mountain View Community Shuttle
The Mountain View Community Shuttle provides free connections between residential neighborhoods and points of interests, such as city offices, libraries, parks, medical offices, shopping centers, and entertainment venues, throughout Mountain View. The Red Route, traveling northbound on Showers Drive, and the Gray Route, traveling southbound on Showers Drive, stop at the San Antonio Center, approximately 2,950 feet from the project site.
Mountain View Transportation Management Association Shuttles The MTMA operates the MVgo shuttle system. This shuttle system is provided through the collection of MTMA member dues. The Mountain View Community Shuttle provides free connections between residential neighborhoods and points of interest, such as city offices, employment areas, libraries, parks, medical offices, shopping centers, and entertainment venues throughout Mountain View. Route C, traveling southbound on San Antonio Road, and Route D, 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 7
traveling northbound on San Antonio Road, stop at San Antonio and Miller Street, approximately 225 feet from the project site. MVgo will reimburse commuters up to $15 for the cost of alternative transportation when an MVgo shuttle is more than 15 minutes late or leaves more than three minutes early from a designated MVgo stop. Commuters may use any form of transportation as their “last- or first-mile” connection to and/or from the Mountain View Transit Center.
Table 2
Existing Bus and Shuttle Services
Caltrain Service
The San Antonio Caltrain Station is located approximately 1,700 feet northeast of the project site.
Caltrain provides frequent passenger train service between San Jose and San Francisco seven days a week. During commute hours, Caltrain provides extended service to Morgan Hill and Gilroy.
Trains that stop at the San Antonio Station operate at approximately 60-minute headways in both directions during the commute hours, and somewhat more frequent service in the midday. Service operates between about 4:50 AM and 11:25 PM in the northbound direction and between 6:00 AM and 1:15 AM in the southbound direction. Caltrain’s Baby Bullet express service does not stop at the San Antonio Station.
Bicycles are permitted on Caltrain. There are bicycle racks and bicycle lockers available at the San Antonio Station. Residents and employees will be able to access the San Antonio Station via walking or biking.
Headways1
Route Route Description (minutes)
VTA Bus Routes
Local Route 21 Palo Alto Transit Center -
Santa Clara Transit Center 5:30 AM - 8:15 PM 20 to 40 San Antonio Road & California Street 275 Frequent Route 22 Palo Alto Transit Center -
Eastridge Transit Center 4:30 AM - 1:45 AM 15 to 25 El Camino Real and San Antonio Avenue 1,900 Local Route 40 Foothill College - Mountain
View Transit Center 6:00 AM - 8:30 PM 30 El Camino Real and San Antonio Avenue 1,925 Rapid Route 522 Eastridge Transit Center -
Palo Alto Transit Center 5:15 AM - 11:15 PM 15 to 20 El Camino Real and Showers Drive 2,750
MV Community Shuttle2
Throughout Mountain View
(via California St and
Rengstorff Ave)
10:00 AM - 6:00 PM 30 Showers Drive and
Latham Street 2,950
Mvgo - Routes C and D Charleston, Garcia and San
Antonio loop
6:30 AM - 11:00 AM
2:45 PM - 8:00 PM 15 to 40 San Antonio Road & Miller Avenue 225 feet Notes:
Based on transit services as of May 2021.
1. Headways during weekday peak periods in the project area.
2. Operated by Mountain View and Google. It provides free transportation connections between many residential neighborhoods, senior residences and services, city offices, library, park and recreational facilities, medical offices, shopping centers, and entertainment venues throughout Mountain View.
Weekday Hours
of Operation Nearby Bus Stops
Walking Distance from
Nearest Stop to
Project Site (feet)
21, MVgo D
MVgo C
MVCS,
21, 40
21 22
22, 522
40 21, MVgo D
MVgo C 21
22 Mountain
View
Palo
Alto
Los
Altos
0.3-mile radius
40 40
40 40
21 21
21 21
21 21
California St
E Charleston Rd
San Antonio Rd
Central Expy
W El Camino Real
Del Medio Ave
Fayette Dr
Miller Ave
Old Middlefield Way
Middlefield WayMiddlefield Way
Wilkie Way
Los Altos Ave Los Altos Ave
Mayfield Ave Mayfield Ave
Alvin St Alvin St
Portola Ave Portola Ave
Park Blvd Park Blvd
Middlefield Way
Wilkie Way
Los Altos Ave
Mayfield Ave
Alvin St
Portola Ave
Rengstorff AveRengstorff AveRengstorff Ave
Showers Dr Showers Dr Showers Dr
Park Blvd
= Site Location
LEGEND
San Antonio
Caltrain station
= MVgo Route C Shuttle
= MVgo Route D Shuttle
522
22 XXX
522
XX = Local Bus Route
= Frequent Bus Route
= Rapid Bus 522
= Bus Stop
= Mountain View Community Shuttle
Red/Grey Line
21 334 San Antonio Road Mixed-Use Development TDM Plan
Figure 3
Existing Transit Services
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Pedestrian Facilities
Pedestrian facilities in the study area consist of sidewalks along all of the surrounding streets.
Crosswalks with pedestrian signal heads are located at all of the signalized intersections in the study area. The intersection of San Antonio Road and Miller Avenue includes a crosswalk and pedestrian-activated signal for crossing San Antonio Road. Crosswalks also are provided at the unsignalized intersections of Del Medio Avenue/Fayette Drive and Del Medio Avenue/California Street. There are also sidewalks and crosswalks along the streets that pedestrians would use to walk between the project site and the Caltrain station on San Antonio Circle. Overall, the existing pedestrian facilities provide connectivity between the site and all of the surrounding land uses in the area.
A primary goal of the San Antonio Precise Plan is to create a highly pedestrian-friendly and bicyclefriendly environment and to encourage walking and bicycling by residents and employees. The precise plan includes the development of a pedestrian promenade through San Antonio Village on the opposite side of San Antonio Road. This will significantly improve the pedestrian environment, as it includes pedestrian walkways between residential, office, and retail uses, as well as large open grass areas.
Bicycle Facilities
According to the Valley Transportation Agency (VTA) Santa Clara Valley Bikeways Map and the City of Mountain View Bike Map (2016), there are several designated bikeways in the vicinity of the project site (see Figure 4).
California Street has Class II bicycle lanes from Castro Street in the east to Del Medio Avenue in the west. California Street provides bicycle access from the project site to downtown Mountain View.
Miller Avenue is classified as a bike route from Del Medio Avenue in the east to the Adobe Creek Bicycle Bridge (a Class I bicycle and pedestrian bridge) in the west. After crossing the bridge, the bike route continues on Wilkie Way in Palo Alto to Charleston Road. This bike route functions as an extension of the bike lanes on California Street.
Showers Drive has Class II bicycle lanes along its entirety, and provides access to the San Antonio Caltrain Station.
San Antonio Road has Class II bicycle lanes from Foothill Expressway (to the south in Los Altos) to California Street.
In addition to the bike lanes on California Street, other east-west routes are provided by Class II lanes on Middlefield Road and a bike boulevard on Montecito Avenue from Mayfield Avenue to Whisman Road. For north-south travel, there are Class II bike lanes on Rengstorff Avenue and Shoreline Boulevard. Although Fayette Drive is not designated as a bike route, signs exist to guide pedestrians and bicyclists to the pedestrian/bike bridge to Palo Alto.
Mountain
View
Palo
Alto
Los
Altos
Middlefield Way Middlefield Way
Wilkie Way Wilkie Way
Los Altos Ave Los Altos Ave
Mayfield Ave Mayfield Ave
Alvin St Alvin St
Portola Ave Portola Ave
Lantham St Lantham St
Park Blvd Park Blvd
Middlefield Way
Wilkie Way
Los Altos Ave
Mayfield Ave
Alvin St
Portola Ave
Lantham St
Park Blvd
California St
E Charleston Rd
San Antonio Rd
Central Expy
W El Camino Real
Del Medio Ave
Fayette Dr
Miller Ave
Old Middlefield Way
= Site Location
LEGEND
= Bike Boulevard
= Bikes Permitted
= Existing Class II Bike Lanes
= Existing Class III Bike Routes
= Existing Class I Bike Paths
334 San Antonio Road Mixed-Use Development TDM Plan
Figure 4
Existing Bicycle Network
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3. Proposed TDM Measures
The TDM measures proposed by the 334 San Antonio Road mixed-use project include design features, programs, and services that promote sustainable modes of transportation and reduce the vehicular demand that would be generated by the project. The goal of this TDM Plan is to reduce the overall trips generated by the development. Since the commercial portion of this project would not generate more than 50 employees, there is no specific trip reduction target for the commercial portion of the project. Also, there is no specific trip reduction target for residential/condominium development in the San Antonio Precise Plan. The TDM requirement for new condominium development is to “Provide transit pass subsidies for residents and employees. Options include: (1) at a minimum, provide transit subsidies to each new resident for 1 year, for the first 10 years of the project; (2) projects with 25 or more units must participate in VTA’s EcoPass, or equivalent, program for the first 3 years of the project.” Post occupancy, the development will submit an annual TDM Performance Report to the City that identifies the TDM measures implemented during the year and by how much trips were reduced, compared to standard ITE rates.
Table 3 presents a summary of the measures included in this plan, along with an indication of who will have primary responsibility for implementing each measure. A majority of the TDM measures listed would be able to be utilized by both condominium residents and employees of the commercial space. The measures that would apply differently to residents and employees include:
• A parking cash-out in the form of a financial incentive for biking or walking to work would be offered to employees of the commercial space.
• The developer would provide VTA SmartPasses (previously known as EcoPass) to all residents for the first three years of project occupancy. Employees of the commercial space would be eligible for fully subsidized transit passes for the life of the project.
The project site is well-suited to have a successful TDM Plan based on its location near other retail and commercial development and its quality access to bicycle, pedestrian, and transit facilities. 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 12
Table 3
Proposed TDM Measures for 334 San Antonio Road
Implementation
TDM Measure Responsibility
Bicycle and Pedestrian Facilities
Bicycle Parking Building Developer
Financial Incentives for Employees who Bike or Walk to Work Trans.Coordinator Resources (maps & info) Trans.Coordinator
Carpool and Vanpool Programs
On-site Ridematching Assistance Trans. Coordinator
511 Ridematching Assistance Available to public
Carpool/Vanpool Incentives for New Users Available to public Transit Elements
Provide VTA SmartPass program to Residents for first three years 1 Building Developer Fully subsidize Employees' transit use (via Clipper Cards) for life of project Trans.Coordinator Online Info Center for 334 San Antonio
"Online Kiosk": website with info Building Developer 2
Info Packets for New Residents and New Employees Trans.Coordinator Program Marketing, Administration, Monitoring and Reporting Transportation Coordinator Building Developer 2
Event promotions & publications Trans. Coordinator
Annual count of vehicles entering and leaving site Independent party Annual Employee Survey Trans. Coordinator
Annual reporting to City Trans. Coordinator
Internet and Telecommuting
Fiber optic wiring to facilitate telecommuting Building Developer TMA Membership 1 Building Developer
Guaranteed Ride Home Trans.Coordinator
Unbundling of Residential Parking (partial) Building Developer Notes:
1. TDM Measures required under the San Antonio Precise Plan
2. The building developer will have initial responsibility for creating an online kiosk and appointing the Transportation Coordinator for condominiums and retail development. After the building is occupied, the Transportation Coordinator will have ongoing responsibility for the online kiosk and various program elements. The HOA Management will ultimately serve as transportation coordiantor for condominium units and retail tenant for retail employees.
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TDM Administration and Promotion
Designated Transportation Coordinator
Experience with other TDM programs indicates that having a transportation coordinator who focuses on transportation issues and is responsible for implementing the TDM program is key to its success. The project applicant will serve as the initial Transportation Coordinator or TDM contact person, and will transition this responsibility to an appointed individual of the HOA management company once it’s formed. The coordinator’s name and contact information will be provided to the City.
The project will appoint a TDM coordinator who will be the primary contact with the City and will be responsible for implementing and managing the TDM plan. This TDM coordinator will be a point of contact for residents for TDM-related questions and will be responsible for ensuring that residents are aware of all transportation options and how to fully utilize the TDM programs. The Homeowners Association (HOA) management will serve as transportation coordinator for the condominium units.
Therefore, the developer should either include responsibilities of tenants to implement the TDM program in the CC&Rs or hire/contract with a part time transportation coordinator. The TDM coordinator/retail tenant will provide the following services and functions to ensure the TDM plan runs smoothly:
• Provide information about monthly transit passes
• Provide transportation information packets to new employees/ residents • Audit and review building transportation needs
• Manage travel surveys to track trends and develop new commute programs Promotional Programs
The Transportation Coordinator/retail tenant will need to undertake additional marketing activities to encourage residents and employees to try an alternative mode to get to work. Although some marketing, such as the online kiosk and distributing information welcome packets to new residents and new employees, will be conducted immediately, additional promotional activities might include email blasts of flyers, brochures or other materials on commute alternatives, ridesharing incentive programs, and transit benefits. VTA.org and 511.org can help provide some useful marketing materials.
Bicycle and Pedestrian Facilities
The site has quality access to bicycle and pedestrian routes through Mountain View, connecting the project to major destinations and transit stations. The presence of The Village at San Antonio Center, a large mixed-use development directly across the street from the project site, as well as other commercial uses in the vicinity of the project site, will encourage residents to walk to the retail, entertainment, and commercial areas nearby. It is expected that bicycle and pedestrian facilities that are included as part of the project will be successful in reducing vehicle trips. 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 14
Bicycle Parking
Providing secure bicycle parking encourages bicycle
commuting and reduces daily vehicle trips. Based on
the City of Mountain View bicycle parking
requirements, the project is required to provide 62
long-term bicycle parking spaces for residents, two
long-term bicycle parking spaces for employees of the
commercial space, 6 short-term bike racks for
residential guests and 2 short-term bike racks for
patrons of the commercial space. This is based on one
long-term bike parking space per unit for residents (62 bike spaces) and one short-term bicycle parking per 10
units for residential guests (6 bike spaces). For retail use, the bike parking requirement is 5% of the vehicle parking requirement (including 20% longterm and 80% short-term), which would be one bike parking space, based on an estimated 20 required vehicle parking spaces for those uses. This is based on an estimate of one vehicular parking space per 100 s.f. for 2,000 square feet of retail space. According to the site plan dated March 22, 2022, the project is proposing a total of 64 long term bicycle parking spaces including 48 spaces in the bike room located near the ramp in Level 1, 6 lockers in Level 0A and 10 lockers in Level 0B. The project is also planning to include 12 bike racks for residential guests and retail customers along California Street and San Antonio Road. The proposed number of long term and short-term bicycle parking spaces meets the City’s requirement.
Bicycle Resources
As part of the information available in the “online kiosk” discussed in more detail below, resources useful to cyclists will be included. For example, the local bikeways map will be posted for easy reference. A map showing the safe routes to the public elementary school, middle school, and high school that would serve the site’s families will also be posted.
The following resources are available to bicycle commuters through 511.org. These resources will be noted on the project’s online information center, in order to make residents/tenants/employees aware of them.
• Free Bike Buddy matching
• Bicycle maps
• Bicycle safety tips
• Information about taking bikes on public transit
• Location and use of bike parking at transit stations
• Information on Bike to Work Day
• Tips on selecting a bike, commute gear, and clothing
• Links to bicycle organizations
Bicycle Repair Stands In Bike Storage Rooms
The project is proposing to provide bike repair stands/kiosks in the Level 1 bicycle storage room.
The bicycle repair stands will include all the tools necessary to perform basic bike repairs and maintenance, from changing a flat to adjusting brakes and derailleurs. Also, the inclusion of charging stations in the bike room will provide charging capability for ebikes. Through the provision of these repair stands, residents are encouraged to use their bicycles as an alternative mode of transportation with the knowledge that the supplies needed to repair any maintenance issues are available, should they need them. Repair stations also provide a singular point where bicyclists can 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 15
share information on routes, commuting, and maintenance practices to help generate a stronger community that is more engaged in bicycling as a mode of transportation.
Financial Incentives for Biking or Walking to Work (Employees Only) In order to encourage employees in the commercial portion of the project to use alternative modes to get to work, a parking cash-out program for employees will be established. Employees who walk or bike to work at least 4 days per week will be eligible to receive a financial incentive for doing so.
Employees who request a parking cash-out for bicycling or walking to work will not be eligible to receive subsidized transit passes through the Clipper Card program.
Participating employees will not be allowed to park in the project’s parking garage on a daily basis.
However, since there may be times when employees who primarily commute using alternative modes of transportation need to drive to work, employees who receive a financial incentive for biking or walking to work (or who receive subsidized transit passes) will be allowed to park in the garage on such occasions. The maximum number of times those individuals may park in the garage will be set at twice a month, or some similar limit based on employee feedback from annual Employee Surveys.
The amount of the financial incentive for walking or biking to work will be $50 per month. The proposed Bicycle Commuter Act would reinstate commuter benefits for biking to work that were suspended in 2017 ($20 per month tax-free). The new proposal if approved would offer commuters up to $81/month (adjustable for inflation) in pre-tax benefits for biking, including electric bicycle costs and using bikeshare. Currently, the $50 incentive for bicyclists would be considered taxable income to employees.
Parking cash-out is a state law in California, but the state law only applies to employers with 50 employees or more who lease their parking and where parking costs can be separated out as a line item on their lease. Because retail shops would not lease parking spaces from the project and because none of them would individually have 50 employees, we note that the state law does not apply to this project. The parking cash-out program is voluntarily included as an element of this TDM Plan.
Pedestrian Facility Improvements
The site is currently well-served by pedestrian amenities including sidewalks and crosswalks with pedestrian signal heads. Improvements to these existing facilities by the development will encourage individuals to walk to nearby destinations, as will any pedestrian improvements included as a part of other developments near this project in the San Antonio Precise Plan area.
The Village at San Antonio Center is a mixed-use development across San Antonio Road from the 334 San Antonio site. Part of the plans for The Village includes the development of a large pedestrian promenade through the site that will provide pedestrian and bicycle access between San Antonio Road and Showers Drive. This promenade will be easily accessible to residents of the 334 San Antonio project and will encourage residents to walk to the nearby retail and commercial areas within The Village, and to connect to the Class II bicycle lanes along Showers Drive.
Carpool and Vanpool Programs
On-Site Ride Matching Assistance
The Transportation Coordinator will distribute a carpool/vanpool matching application to all residents as part of the New Resident Information packets. The application will match residents who live in the building who may be able to carpool or vanpool together. Some residents who may be 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 16
reluctant to reach out to find carpool partners via the 511 RideMatch service may be more likely to fill out a form that will be administered by their Transportation Coordinator. Similarly, all employees at retail space will also receive a carpool/vanpool matching application in their New Employee packet.
511 Ride Matching Assistance
The 511 RideMatch service provides an interactive, on-demand system that helps commuters find carpools, vanpools, or bicycle partners. This program will be promoted through the online information center and in New Resident and New Employee Information packets.
This free car and vanpool ride-matching service helps commuters find others with similar routes and travel patterns with whom they may share a ride. Registered users are provided with a list of other commuters near their employment or residential Zip code along with the closest cross street, email, phone number, and hours they are available to commute to and from work. Participants are then able to select and contact others with whom they wish to commute.
The service also provides a list of existing carpools and vanpools in their residential area that may have vacancies. Ride-matching assistance is also available through a number of peer-to-peer matching programs, such as Scoop and TwoGo, which utilize social networks to match commuters.
Carpool/Vanpool Incentives for New Users
The 511 Regional Rideshare Program offers a number of incentive programs to encourage people to try carpooling and vanpooling. Most of these programs are designed to reward someone for forming or trying a carpool or vanpool and provide an award or subsidy after the first three or six months of use.
• Enterprise Vanpool Subsidy. The 511 Regional Rideshare Program provides $350 monthly subsidy to the vanpools rented from Enterprise. The subsidy is awarded on a first-come, firstserved basis, until funds are exhausted. • Vanpool Seat Subsidy: The 511 Regional Rideshare Program also offers a vanpool seat subsidy in the form of gas cards. The seat subsidy will provide $100 per month, with a limit of three months per van during the program year, to help cover the fare of a lost participant. The gas cards will be offered to eligible vans on a first-come, first-served basis until the funds are exhausted.
• Discounted Tolls: The 511 Regional Rideshare Program offers free toll passage on seven of the Bay Area’s bridges for vanpools with 11-15 people who register with 511. Additionally, the program also offers toll discounts to carpools with three or more people (two people in a two-seat vehicle) on eight of the Bay Area’s bridges during peak commute hours. The discounts vary per bridge, but typically are half of the standard toll price.
Transit Elements
Under the San Antonio Precise Plan, the residential portion of the development is required to participate in transit pass subsidies and options that include VTA’s Smartpass program or an equivalent program for three years and transit subsidies to first-year residents for ten years. The building developer will provide transit passes/Smartpasses to all residents for the first three years of project occupancy.
334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 17
The San Antonio Precise Plan also notes that TDM Plans prepared for retail/commercial developments should focus on transit subsidies for on-site employees. Employees of the commercial space will be eligible for fully subsidized transit passes, via the Clipper Card program, for the life of the project.
Proximity to Transit Center
The project is located about 0.3 miles from the San Antonio Caltrain Station. The project is also located about 0.5 mile from the San Antonio Center, which provides access to VTA bus routes and shuttle routes. At a normal walking pace, it would take approximately 7 minutes to walk from the project site to the Caltrain Station and 10 minutes to the transit center (see Figure 5). This encourages the use of Caltrain, VTA, and shuttles for residents and employees of the proposed project.
Transit Subsidy for Residents
In accordance with the San Antonio Precise Plan, the project will provide VTA Smartpasses to all residents for the first three years of project occupancy. The Smartpasses will allow residents unlimited rides on VTA buses and light rail, excluding VTA Express Bus Service. According to the VTA website, the annual price of a SmartPass in areas that are served by bus only is $90.00 per resident or employee, if there are 100 - 2,999 residents or employees at a specific site. The number of future residents of this project can be estimated based on the number of studio, one-bedroom, two-bedroom, and three-bedroom condominium units it would include. Hexagon estimates that there would be approximately 138 residents at the project, which would result in an annual cost of approximately $12,420 per year for the SmartPass program. Actual expenses will vary depending on the number of residents at the project each month during the first three years.
Transit Subsidy for Employees
Employees of the retail spaces will be eligible for fully subsidized transit fares for the life of the project and will not be subject to the same transit subsidy cap as residents. Employees will be eligible to request Clipper Cards for use on Caltrain or VTA every month, so that their transit use will be fully subsidized, up to a maximum of $187.50 per month, which will allow a 2-zone monthly pass on Caltrain1. Employees who indicate they use VTA will receive Clipper Cards that allow them unlimited use on VTA each month. The current price of a regular monthly VTA pass is $90, and the price of an Express monthly pass (which may be used on Express Route 522 on El Camino Real) is $180. Employees who receive Clipper Cards for use on either Caltrain or VTA will not be allowed to park in the garage, except on an occasional basis. Employees who do not request a Clipper Card will be eligible to request a $50 per month financial incentive for bicycling or walking to work.
The Transportation Coordinator/retail tenant will be responsible for marketing the transit subsidy program to all residents and employees and for administering the program. The structure of the Clipper Card program will facilitate record-keeping of monthly expenditures and tracking the participation by employees.
1 As of 2021, the federal tax-free transit benefit limit is $265 per month. Previously, it had been $260 per month.
Mountain
View
Palo
Alto
Los
Altos
7 Min
0.3 Miles
10 Min
0.5 Miles
Mayfield Ave Mayfield Ave Mayfield Ave Mayfield Ave
Lantham St Lantham St
Showers Dr Showers Dr
Mayfield Ave
Lantham St
Showers Dr
California St California St
San Antonio Rd San Antonio Rd
Central Expy Central Expy
W El Camino Real W El Camino Real
Del Medio Ave Del Medio Ave
Fayette Dr Fayette Dr
Miller Ave Miller Ave
California St
San Antonio Rd
Central Expy
W El Camino Real
Del Medio Ave
Fayette Dr
Miller Ave
= Site Location
= Pedestrian Path to Transit Center
LEGEND
San Antonio
Caltrain Station
334 San Antonio Road Mixed-Use Development TDM Plan
Figure 5
Proximity to Transit Center
San Antonio
Transit Center
334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 19
Marketing Program for Alternative Travel Modes
“Online Kiosk”: An Online Information Center
A key element of this TDM plan is to set up an attractive, up to date “online kiosk” with all of the site-specific information about the transportation resources available to residents. The project will include information about all the measures, services, and facilities discussed in this plan on its website, including:
• A summary of MVgo, VTA and Caltrain services and links to further information about their routes and schedules.
• A summary of the subsidized transit passes offered to all residents and employees. • A local bikeways map and information about the bike lockers/secure bike storage areas on site and those nearby.
• Information about ridematching services (e.g., 511.org, Scoop and TwoGo) and the incentive programs available to carpools and vanpools.
• A link to the many other resources available in the Bay Area, such as Dadnab, the 511 Carpool Calculator, the 511 Transit Trip Planner, real-time traffic conditions, etc.
The building developer will initially create the website so that it is up and running as soon as residents move in. More specific information can be added later to reflect any programs specific to certain groups of residents. The Transportation Coordinator/retail tenant will be responsible for adding new information to the website (or providing it to the website designer) so that the “online kiosk” remains current and informative.
Information Packet for Residents and Employees
In addition to the online information center, the Transportation Coordinator will provide “hard copy” information packets to all residents when they first move into the building and to all employees when they are first hired at the retail business. Because all information will be available online, this packet need not be a comprehensive stack of paper about all services available, which residents tend to disregard anyway. Instead, the New Resident Packet and New Employee Packet will provide a quick easy-to-read announcement of the most important features of the TDM program for residents/employees to know about immediately.
In addition, the packets will include a message to residents that their building manager and/or owner values alternative modes of transportation and takes their commitment to supporting alternative transportation options seriously. For example, it would include a flyer announcing the “online kiosk”, information about the transit subsidies, subsidies related to other TDM programs, and a ride-matching application.
Internet and Telecommuting
In an effort to decrease the number of trips residents have to make to and from work each week, the developer will implement the following TDM program that provide residents access to high speed internet to allow them to work from the comfort of their own condominium. This TDM measure is meant to encourage telecommuting, whereby residents of the development will be able to work at home one or more days per week. Successful implementation of a telecommuting program relies both on the access to internet and facilities in the resident’s dwelling unit or 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 20
residential community, and the option to telecommute as determined by their job description and/or employer. This TDM measure will not be available to employees of the retail business on the site.
High Speed Internet
Providing high speed internet within each unit of the development is similar to the creation of the business/video conferencing center in that it encourages residents to work from home instead of commuting. Access to high-speed internet, provided by the developer, within each unit will allow residents to successfully conduct their business throughout the day and during peak commute times.
Transportation Management Authority Membership
The project is required under the San Antonio Precise Plan to join the Mountain View Transportation Management Association (TMA), or join a San Antonio area-specific TMA. The Mountain View TMA is a nonprofit organization that operates the MVgo shuttle, which is a fare-free service open to the public. The shuttle currently runs between the Mountain View Transit Center in Downtown Mountain View and the North Bayshore area. In addition to these shuttles, this TMA can provide financial savings to businesses and employees providing TDM programs and can also be a tool to help manage shared parking facilities. Though this TMA does not currently serve this project site, the City plans to add future MVgo shuttle routes to the San Antonio Precise Plan area. The developer intends to become a member of the Mountain View TMA. The following programs are included with membership in the Mountain View TMA.
Carpool Link
MVgo is partnered with Waze Carpool to provide a $5 subsidy on carpool trips originating or ending in Mountain View. Additionally, all trips within 10 miles are free to riders.
Guaranteed Last Mile Reimbursement
Membership with the Mountain View MTA also provides a guaranteed last mile reimbursement for employees who utilize the MVgo shuttles. If a shuttle is more than 15 minutes late, employees may be reimbursed up to $15 for the cost of any form of transportation. Proof of the trip and its cost is required to be submitted with a reimbursement form.
Guaranteed Ride Home Program
Guaranteed Ride Home (GRH) is a program that provides a “back-up” ride to employees who use transit, carpool, biking/walking, or another alternative as their commute mode. It is an important supportive measure to encourage employees to not drive alone to work.
In addition to the guaranteed last mile reimbursement program provided by the Mountain View TMA, the project will provide a GRH program to employees who do not drive alone to work. The GRH program can be implemented through a taxi company or a ridesharing service, such as Uber and Lyft. For employees that commute to work using a mode other than driving alone that need to use a taxi company or ridesharing service to get home in an emergency, they will submit a receipt for the cost of their trip and be reimbursed.
Unbundling of Onsite Residential Parking
To further encourage non-auto transportation modes and to reduce costs for residents, on-site residential parking will be partially unbundled from each living unit. The project is planning to assign 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 21
one parking space to each unit. Additional spaces can be purchased separately. Partially unbundled parking means separating the cost of the additional parking from the condominium prices and allowing residents to choose whether to buy an additional parking space. This could reduce car ownership for residents. This program has the benefit of communicating the cost of constructing and maintaining parking to residents, and it may help reduce car ownership and increase use of other travel modes.
This partial unbundling of parking encourages residents to forego a second car or to have no car at all.
Additional TDM Measures
Though there is no trip reduction target in the San Antonio Precise Plan for residential and commercial land uses, if the results of the driveway count indicate that implemented TDM measures are not effective, then additional TDM measures will need to be implemented. The following measures are presented as potential supplemental measures. However, if the results of the surveys suggest other measures may be effective, then the measures considered most likely to further reduce single-occupant vehicle trips will be selected for implementation.
Car Sharing
One of the major impediments to foregoing ownership of a permanent car is the need for residents to make longer trips and for use in emergencies. Car sharing programs provide individuals with access to a vehicle whenever they need it, so they do not need to own a car. A carsharing service (e.g., Zipcar or equivalent) could be established at the project site or nearby in the future, depending on the availability in the area, which is not under the developer’s control. Having Zipcars located within the parking garage or nearby would provide quick and easy access to these cars for all residents onsite who use an alternative mode for their commute. As part of the carsharing TDM measure, if a retail employee does not take advantage of the transit subsidy offered, they could be allowed to apply for reimbursement of their annual Zipcar membership fee.
Bike Sharing
The Baywheels program is a network of unique commuter-style bikes that can be checked out from and returned to self-service bike share stations for short trips. The idea behind bike sharing is to make bikes available to transit and carshare users for the short journey between a transit station and their destination. Currently, there are no Baywheels bike share stations in Mountain View.
Thus, the addition of this measure would be dependent on the availability in the area, which is not under the developer’s control.
The Baywheels bikeshare program is set up so that each individual must sign up for the program separately. Employees would need to request reimbursement for bikeshare expenses and provide appropriate documentation.
Estimated TDM Reduction
The Santa Clara Countywide Vehicle Miles Traveled (VMT) Evaluation Tool was used to calculate the trip reduction due to the TDM Program. This tool can calculate VMT reductions associated with certain TDM measures. A reduction in VMT is equivalent to a reduction in trips.
The VMT Tool provides an estimate of the amount by which a project’s location and land use characteristics, its site enhancements, and the measures taken to reduce commute trips will reduce VMT. Hexagon has applied the VMT Tool to the TDM Plan for the mixed-use development at 334 San Antonio Road. The project is located in TAZ 364, where the home based VMT per capita according to the model is 10.32. The results indicate that the plan would reduce the project VMT to
9.1 daily VMT per resident (see Appendix A). The is a 12% reduction in VMT and thus a 12% 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 22
reduction in trips. Therefore, the project is expected is achieve the eight percent (8%) peak-hour vehicle trip reduction target requested by the City of Mountain View. 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 23
4. TDM Implementation, Monitoring, and Reporting
The purpose of this TDM plan is to reduce the overall trips generated by the proposed development. The HOA will submit to the City an annual TDM performance report that identifies the TDM plan’s effectiveness at achieving the vehicle trip reduction requirement.
Implementation
The project applicant along with the property manager/TDM Coordinator will be responsible for ensuring the TDM plan is implemented. In addition, all HOA documents will require residents to participate in the TDM plan upon occupancy.
Monitoring and Reporting
The purpose of monitoring and reporting the TDM plan is to ensure that the program is successfully achieving trip reduction. As previously mentioned, since the San Antonio Precise Plan does not specify specific trip reduction goals, the project aims to generate fewer trips than the estimated trip generation in Table 1.
An annual survey will be administered to all residents and employees of the businesses that occupy the commercial space of the project. The survey will provide information on what modes residents and employees are using to travel to work, and what TDM programs they have found most useful.
The Transportation Coordinator will have the primary responsibility for ensuring that the driveway counts and Resident/Employee Surveys are conducted annually. Consistent with common traffic engineering data collection principles, trip generation will be monitored by means of driveway counts at the project’s access points. The counts will be conducted one day per year on a typical weekday (Tuesday, Wednesday, or Thursday) when schools are in session. The project trips during the AM and PM peak hours of commute traffic will be counted. The site TDM Coordinator will work with an independent consultant to obtain traffic count data and to document the results in a TDM monitoring report. The driveway counts will be conducted by an independent third party on a day that is not disclosed in advance.
The results of the driveway counts will be reported to the City of Mountain View annually, along with an assessment of whether the TDM measures implemented during the preceding year led to a reduction in trips, compared to standard ITE trip generation rates, for the project as a whole. The 334 San Antonio Road Mixed-Use Development TDM Plan May 27, 2022 P a g e | 24
mode split of employees will also be reported, and an assessment of the trip reduction achieved by the commercial portion of the project will be provided. Additionally, parking counts will be taken to measure the peak parking demand of the project. If it is determined that an adequate trip reduction has not been achieved, the report will outline additional measures that will be adopted in the coming year.
Appendix A
VMT Tool
Santa Clara Countywide VMT Evaluation Tool - Version 2 - Report Project Details
Timestamp
of Analysis
May 27, 2022, 03:55:11 PM
Project
Name
334 San Antonio Road
Project
Description
the proposed project consists of 62
owner occupied condominium units and
2,000 square feet (s.f.) of commercial
space
Project Location Map
Jurisdiction:
Mountain View
APN TAZ
14815020 364
Analysis Details
Data Version VTA Countywide Model December
2019
Analysis
Methodology
Parcel Buffer Method
Baseline Year 2019
Project Land Use
Residential:
Single Family DU:
Multifamily DU: 62
Total DUs: 62
Non-Residential:
Office KSF:
Local Serving Retail KSF: 2000
Industrial KSF:
Residential Affordability (percent of all
units):
Extremely Low Income: 0 %
Very Low Income: 0 %
Low Income: 0 %
Parking:
Motor Vehicle Parking: 97
Bicycle Parking: 72
Proximity to Transit Screening
Inside a transit priority area? Yes (Pass)
Santa Clara Countywide VMT Evaluation Tool - Version 2 - Report Residential Vehicle Miles Traveled (VMT) Screening Results Land Use Type 1: Residential
VMT Metric 1: Home-based VMT per Capita
VMT Baseline Description 1: City Average
VMT Baseline Value 1: 10.32
VMT Threshold Description 1 / Threshold Value 1: 0% / 10.32 Land Use 1 has been Pre-Screened by the Local Jurisdiction: N/A Without Project With Project & Tier 1-3
VMT Reductions
With Project & All VMT
Reductions
Project Generated Vehicle
Miles Traveled (VMT) Rate
9.75 9.64 9.1
Low VMT Screening
Analysis
Yes (Pass) Yes (Pass) Yes (Pass)
Santa Clara Countywide VMT Evaluation Tool - Version 2 - Report Tier 1 Project Characteristics
PC01 Increase Residential Density
Existing Residential Density: 16.13
With Project Residential Density: 16.37
PC02 Increase Residential Diversity
Existing Residential Diversity Index: 0.69
With Project Residential Diversity Index: 0.76
PC03 Affordable Housing
PC04 Increase Employment Density
Existing Employment Density: 50.76
With Project Employment Density: 80.66
Santa Clara Countywide VMT Evaluation Tool - Version 2 - Report Tier 4 TDM Programs
TP04 CTR Marketing and Education
CTR Marketing/Education Percent
Expected Participants:
100 %
TP07 Subsidized Transit Program
Percent of Transit Subsidy: 100 %
TP13 Ride-Sharing Programs
Expected Percent of Ride-Sharing
Participants:
10 %
TP16 Unbundle Parking Costs from Property
Cost (On Site Parking)
Is the Surrounding Street Parking
Restricted?:
Yes
Monthly Parking Cost: 100
$USD
Appendix TRA
Transportation Analysis
334 San Antonio Road
Multi-Modal
Transportation
Analysis
Prepared for:
Rincon Consultants, Inc. and City of Mountain View
September 2022
SJ21-2137
Table of Contents
Executive Summary........................................................................................................................ i Project Traffic Estimates ............................................................................................................................................................. i Site Access, Circulation, & Parking......................................................................................................................................... i Introduction and Project Description ......................................................................................... 1
1. Introduction and Project Description ..................................................................................... 2 Purpose ............................................................................................................................................................................................2 Project Description ......................................................................................................................................................................2 Study Area.......................................................................................................................................................................................6 Report Organization ...................................................................................................................................................................6 Criteria for Determining Adverse Effects ............................................................................................................................7 Existing Conditions and City Policy Conformance..................................................................... 9
2. Existing Conditions ................................................................................................................. 10 Existing Street System..............................................................................................................................................................10 Existing Truck Routes................................................................................................................................................................11 Existing Pedestrian Facilities ..................................................................................................................................................11 Existing Bicycle Network .........................................................................................................................................................13 Existing Transit Service.............................................................................................................................................................17
3. City Policy Conformance ........................................................................................................ 19 Metropolitan Transportation Commission’s (MTC) Regional Transportation Plan..........................................19 Santa Clara Valley Transportation Authority VTP 2040...............................................................................................19 VTA Countywide Bike Plan .....................................................................................................................................................19 Congestion Management Program ....................................................................................................................................20 City of Mountain View General Plan...................................................................................................................................20 AccessMV: Comprehensive Modal Plan............................................................................................................................22 Mountain View Vision Zero Policy.......................................................................................................................................22 San Antonio Precise Plan ........................................................................................................................................................22 Site Access and Circulation ........................................................................................................ 24
4. Site Access and Circulation .................................................................................................... 25 Pedestrian Access and Circulation ......................................................................................................................................25 Bicycle Access and Circulation..............................................................................................................................................26 Vehicle Access and Circulation .............................................................................................................................................27 Emergency and Service Vehicle Access.............................................................................................................................28 Adverse Effect Evaluation........................................................................................................................................................30 Motor Vehicle Operations Analysis ........................................................................................... 31
5. Motor Vehicle Trip Generation.............................................................................................. 32 Trip Credits for Existing Uses.................................................................................................................................................32 Trip Estimates for Proposed Uses........................................................................................................................................32 Net New Project Estimates.....................................................................................................................................................32
6. Traffic Calming........................................................................................................................ 34 Existing Conditions ....................................................................................................................................................................34 Project Conditions .....................................................................................................................................................................34 Adverse Effect Evaluation........................................................................................................................................................35 Active Transportation and Transit Operations Analysis.......................................................... 36
7. Pedestrian Operations ............................................................................................................ 37 Existing Conditions ....................................................................................................................................................................37 Pedestrian Quality of Service ........................................................................................................................................37 Project Conditions .....................................................................................................................................................................39 ADA Compliance................................................................................................................................................................39 Plan Consistency and Pedestrian Orientation ........................................................................................................39 Pedestrian Network Facilities ........................................................................................................................................40 Pedestrian Quality of Service ........................................................................................................................................43 Adverse Effects Evaluation......................................................................................................................................................44
8. Bicycle Operations .................................................................................................................. 46 Existing Conditions ....................................................................................................................................................................46 Bicycle Level of Traffic Stress (LTS) .............................................................................................................................46 Project Conditions .....................................................................................................................................................................48 Plan Consistency ................................................................................................................................................................48 Bicycle Parking Supply and Facilities .........................................................................................................................48 Bicycle Network Facilities................................................................................................................................................50 Bicycle Level of Traffic Stress (LTS) .............................................................................................................................52 Adverse Effects Evaluation......................................................................................................................................................54
9. Transit Operations .................................................................................................................. 55 Existing Conditions ....................................................................................................................................................................55 Caltrain...................................................................................................................................................................................55 VTA Bus..................................................................................................................................................................................55 Project Conditions .....................................................................................................................................................................55 Plan Consistency ................................................................................................................................................................55 Transit Orientation ............................................................................................................................................................56 Adverse Effects Evaluation......................................................................................................................................................56 Parking Assessment.................................................................................................................... 58
10. Parking Assessment.............................................................................................................. 59 Existing Conditions ....................................................................................................................................................................59 Project Conditions .....................................................................................................................................................................59 Motor Vehicle Parking .....................................................................................................................................................59 Bicycle Parking....................................................................................................................................................................61 Adverse Effect Evaluation........................................................................................................................................................62
Appendices
Appendix A: Sight Distance Analysis Figures
Appendix B: VTA Auto Trip Reduction Statement
List of Figures
Figure 1: Study Area ............................................................................................................................................................................4 Figure 2: Site Plan.................................................................................................................................................................................5 Figure 3: Existing Pedestrian Facilities....................................................................................................................................... 12 Figure 4: Existing Bicycle Facilities .............................................................................................................................................. 16 Figure 5: Existing Transit Facilities .............................................................................................................................................. 18 Figure 6: Circulation Plan................................................................................................................................................................ 29 Figure 7: Pedestrian Quality of Service from AccessMV .................................................................................................... 38 Figure 8: Existing and Future Pedestrian Shed ...................................................................................................................... 41 Figure 9: Public Circulation Network from the San Antonio Precise Plan................................................................... 42 Figure 10: ADA Path from Project Site to San Antonio Caltrain Station...................................................................... 45 Figure 11: AccessMV – Existing Conditions Bicycle Level of Stress Map..................................................................... 47 Figure 12: San Antonio Precise Plan Future Bicycle Facilities .......................................................................................... 49 Figure 13: Existing and Future Bicycle Sheds ......................................................................................................................... 51 Figure 14: AccessMV – Future Conditions Bicycle Level of Stress Map ....................................................................... 53 List of Tables
Table 1: Criteria for Determining Adverse Effects and Operational Deficiencies........................................................8 Table 2: Existing Transit Services ................................................................................................................................................. 17 Table 3: Trip Generation Using ITE Trip Generation Method........................................................................................... 33 Table 4: Vehicle Parking Requirements: SAPP ....................................................................................................................... 60 Table 5: Vehicle Parking Requirements: State Density Bonus ......................................................................................... 61 Table 6: Bicycle Parking Requirements ..................................................................................................................................... 62 334 San Antonio Road Multimodal Transportation Analysis September 2022
Executive Summary
This report presents the results of a Multimodal Transportation Analysis (MTA) prepared for the 334 San Antonio Road project in the San Antonio Precise Plan (SAPP) area in Mountain View, California (“Project”).
The Project will demolish an existing 8 fueling position gas station and auto repair shop and construct a new five-story, 62-unit residential mixed-use building with 2,000 square feet of ground-floor retail space.
The Project also includes two-levels of below-grade parking for a total of 97 new parking spaces.
Project Traffic Estimates
The Project will generate 365 daily vehicle trips, 22 AM peak hour trips (12 inbound and 10 outbound), and 27 PM peak hour trips (12 inbound and 15 outbound). Taking into account the trip credit for the existing gas station, the Project would generate fewer trips than the existing use: 323 fewer daily vehicle trips, 12 fewer AM peak hour trips (5 inbound and 7 outbound), and 37 fewer PM peak hour trips (20 inbound and 17 outbound).
Site Access, Circulation, & Parking
This multimodal site access, circulation, and parking evaluation of the Project focused on how the Project affects the Project frontage for pedestrians and bicyclists. Based on the evaluation, the Project improves the Project frontage by constructing new facilities that improves the site access and circulation for pedestrians and bicyclists. However, it is recommended that the proposed curb ramps at the southwest corner of the intersection of San Antonio Road and California Street be changed such that they are aligned directionally with the existing crosswalk. Furthermore, the Project’s improvement of sidewalks along the Project frontage provides increased access to transit stops and stations. The Project provides a total of 97 parking spaces, which meets the total requirements set by the State Density Bonus that overrides the requirements set by the City. The Project meets the required number of residential parking spaces set by the State Density Bonus and the number of parking spaces required for tenants of retail, restaurant, or service land use types, except if the commercial space were to be occupied by a fast-food counter service tenant. The Project meets the number of bicycle parking spaces required by the City’s standards.
Introduction and Project
Description
334 San Antonio Road Multimodal Transportation Analysis September 2022