HomeMy WebLinkAboutAGENDA REPORT 2018 0418 CCSA REG ITEM 09C CITY OF MOORPARK, CALIFORNIA
City of Moorpark
of April 18, 2018
ACTION Approved staff
recommendation.
By M. Benson Item: 9.C.
MOORPARK CITY COUNCIL
AGENDA REPORT
TO: Honorable City Council
FROM: Jeremy Laurentowski, Parks and Recreation Director
PREPARED BY: Jessica Sandifer, Community Services Manager
DATE: April 5, 2018 (CC Meeting of 04118118)
SUBJECT: Consider Request for Proposal for Architect and LEED
Certification Level for New Library Project
BACKGROUND
On May 15, 2007 a conceptual Master Plan was approved by the City Council for the
future Civic Center project The concept included a 35,000 square foot City Hall
structure, parking improvements, and improvements on High Street In addition, the
concept included an option to create a new 25,000 square foot library, south of where
the existing library stands today However, at the time the concept was presented, the
City was still evaluating the need for a larger library facility In July, 2007 the City hired a
library consultant to prepare a space needs study for a future library The study
indicated that in order to provide the amount of space necessary to accommodate the
ideal levels of service for current and future library patrons, the building would need to
be approximately 33,000 square feet in size This was larger than the size of the
building that was provided in the Master Plan In consideration of the costs to construct
such a large building, as well as the associated maintenance and staffing costs, the City
opted to conduct a voter opinion survey in the fall of 2007 The results of the survey did
not substantiate that a ballot measure would be supported by the Moorpark voters to
raise the necessary funding for a new library building After the survey was completed,
efforts on the Civic Center project stalled due to other priorities
In 2009, the undergrounding of the open storm drain channel to the west of the
proposed Civic Center created additional design opportunities related to the Civic
Center project The City was also expected to acquire about five acres west of and
adjacent to the current civic center site as part of the Development Agreement with
Essex Moorpark Owner, L P The covered channel would allow for potential expanded
parking to the west of the site, as well as an opportunity to explore a new approach to
the Civic Center project and inclusion of the library, particularly since funding would not
be available for an expanded library as proposed in the 2007 study The project
Architects were directed to design a Civic Center Master Plan concept with a single-
story City Hall building and incorporating the existing library building, which would be
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expanded and renovated. The library was proposed to be expanded from its current
footprint of about 7,000 sq. ft. to approximately 15,800 sq. ft. Concurrently with these
planning efforts, the Environmental Impact Report (EIR) for the Civic Center Master
Plan was being prepared. For many reasons, including the historic Tanner Wall and
future traffic constraints on High Street and Moorpark Avenue, the EIR preparation was
turning into a lengthy and time consuming process. In January 2012, the City Council
approved moving forward with the design of the expansion of the existing library while
the EIR document was being completed. This way the library part of the project would
not be further delayed, as the library expansion could be designed and constructed
separate from the City Hall. Unfortunately in February 2012, the Redevelopment
Agency was eliminated which caused a further delay in the project while the property
ownership issues were resolved through the Redevelopment dissolution process.
On December 7, 2016, the City Council selected a site for the library on the north side
of High Street, across from the Post Office, and authorized staff to move forward with
the design of a new 18,000 sq. ft. City library. The recommended size of the library is
consistent with the current population of Moorpark, as many experts agree that the size
of a library should be proportionate to the City’s population. The industry standard is
one square foot of library space for every two residents. If we apply this calculation to
Moorpark’s current population of approximately 35,000 residents, an 18,000 sq. ft.
library would be appropriate. Subsequent to the City Council’s approval of the library
site, staff had a geotechnical report prepared to determine the characteristics of the soil
and what effect they would have during a seismic event. The soils report indicated that
the Civic Center soils are susceptible to liquefaction and dry seismic settlement. These
potential conditions can result in soil settlement and will most likely require soil
improvement to mitigate potential settlement. The report indicated that ground
improvement would be required to a depth of approximately fifty feet, resulting in
additional cost to the library construction project.
On December 20, 2017, the City Council created an Ad Hoc Committee to select the
library architect and approved an agreement with Linda Demmers, Library Consultant to
assist staff with the architect selection process, community engagement process,
building space planning, programming, architecture review and consultation through
construction. The consultant will ensure that the ultimate layout and function of the
library will meet the City’s and community’s needs. Ms. Demmers began working on the
library project in February 2018. A community input survey has been prepared and will
be released April 13th.
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DISCUSSION
Staff, with Ms. Demmers assistance, has drafted a Request for Qualifications and
Proposals (RFQ/P) for Design Development Services for the New Library. The RFQ/P
defines the scope of services, identifies the known site constraints, and requests
information regarding the Architectural Firms’ qualifications related to experience,
particularly with Library facilities, and the proposed project design team. There is a
secondary request for proposal where the Architectural Firms will provide a projected
design cost based on the scope as described.
Once received the proposal reviews will be based on the following criteria:
1. The firm’s understanding of the project
2. The Architect's approach and methodology for the project
3. The schedule for the project's development
4. The relevant experience of the firm
5. The Architect’s consideration for the site conditions and concern
6. The Architect's creativity and sensitive to the City's needs.
7. The Architect’s suggested use of creative energy conservation and maintenance
efficiency measures.
8. Stated exceptions to the City's proposed contract for services.
9. The overall presentation provided by the proposal.
The proposals will be evaluated by a Review Committee, consisting of the Ad Hoc
Committee members (Mayor Parvin and Councilmember Simons), the library consultant
and staff. The firms will be ranked based on the above criteria and interviews will be
scheduled with the top-ranked firms. The firm selected as the most qualified to provide
the requested services will be invited to negotiate a final Agreement. If an agreement is
not reached, negotiations may be terminated and commenced with the next most
qualified firm. The City reserves the right to conduct additional interviews after the cost
proposals are opened. Careful attention to the provisions included in this solicitation,
particularly the use of creative energy conservation and maintenance efficiency
measures will be given extra consideration.
In addition to review of the RFQ/P staff is looking to confirm the Leadership in Energy
and Environmental Design (LEED) Certification desired by the City Council for the
Library building. LEED is a green building rating system that provides a framework to
create healthy, highly efficient and cost-saving green buildings. Projects pursuing LEED
certification earn points across several categories, including energy use and air quality.
Based on the number of points achieved, a project then earns one of four LEED rating
levels: Certified, Silver, Gold or Platinum. It should be noted that there is a potential for
LEED Certification to increase construction costs, depending upon the types of
materials and features incorporated into the design to obtain the certification. The U.S.
Green Building Council states that on average across all levels of certification, LEED
certification increases construction costs approximately 2%. However, the savings in
utility and maintenance costs, realized by incorporating these features, generally covers
this increase in costs. In previous discussions regarding the Civic Center, the City
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Council had determined that a LEED Certification level of Gold should be obtained for
the Civic Center building. Staff would like to confirm that LEED Gold certification is still
the desired level of certification for the Library building.
As previously mentioned, staff anticipates that the library project will take approximately
three years to complete. The following is an updated project schedule:
Selection of architect & consulting team January 2018 May 2018
Development of Building Program February 2018 May 2018
Architecture Conceptual Plans/Schematics June 2018 Aug 2018
Architecture Design Development Package October 2018 February 2019
Architecture Construction Documents February 2019 September 2019
Project Bid October 2019 December 2019
Project Construction January 2020 December 2020
The Ad Hoc Committee had some concerns regarding future planning efforts for the
Civic Center. Staff will be bringing an item to the City Council in the near future to
discuss options and obtain direction on issues relevant to the future master planning for
the Civic Center. The library and future civic center planning will be parallel efforts.
Staff does not believe that the Library project will eliminate any options regarding the
ultimate layout and location of the future Civic Center. However, if the Library project
gets too far ahead of the Civic Center planning, it can be delayed to allow those efforts
to be incorporated into the final plan for the Library.
FISCAL IMPACT
The City’s library consultant has provided staff with updated construction cost estimates
based on recent library projects. The cost of the library including architectural,
consulting costs, site improvement costs, utility improvements, construction and
furniture, fixtures and equipment is estimated to be $18,000,000. Staff will return to the
City Council with a detailed construction budget once an architect has been selected
and the site constraints have been fully evaluated.
STAFF RECOMMENDATION
1. Approve and Authorize release of Request for Qualifications and Proposal for
Design Development Services for New Library; and
2. Direct staff to obtain LEED Gold Certification for the New Library.
Attachment – RFQ/P New Library Architect
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REQUEST FOR QUALIFICATIONS
AND PROPOSAL for
DESIGN DEVELOPMENT SERVICES
NEW LIBRARY
FOR
THE CITY OF MOORPARK
JEREMY LAURENTOWSKI
PARKS AND RECREATION DIRECTOR
CITY OF MOORPARK
799 MOORPARK AVENUE
MOORPARK, CA. 93021
805-517-6216
April 2018
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INDEX
PAGE
I INTRODUCTION ..........................................................................................3
II SCOPE OF SERVICES ................................................................................3
III BACKGROUND ............................................................................................3
IV PROPOSAL CONTENT & FORMAT ............................................................5
V PROPOSAL EVALUATION & SELECTION .................................................7
VII GENERAL PROPOSAL TERMS & CONDITIONS .......................................7
APPENDIX
I. Site Parcel Map
II. General Guidelines
III. Sample Agreement (includes Exhibits A, B & C)
IV. Geotechnical Report
V. Site Survey
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I. INTRODUCTION
The City of Moorpark is requesting proposals for architectural services for Building
Program, Schematic Design, Design Development, Construction Documents, and
Construction Support for a new 18,000 sq. ft. City library to be located on a 42,000 sq.ft,
portion of city-owned property on High Street in Moorpark, California (see Appendix I).
II. BACKGROUND
SITE AND AREA DESCRIPTION
The project site lies within the Moorpark Downtown Specific Plan Area south of the existing
library, north of High Street, and west of the Cesar’s Carpet Building on the corner of
Moorpark Avenue and High Street. The property is presently zoned Commercial Old Town,
C-OT. The property includes a primary parcel containing approximately 2 acres, of which
42,000 sq. ft. are available for use for the Library. The Library will serve as a part of the
western civic facility anchor for the High Street downtown corridor with the east anchor
already established with the construction of the Police Services Center and Ruben Castro
Human Services Center.
KNOWN SITE CONDITIONS
Soil Liquefaction - Local geological, geotechnical, and ground water conditions in this
area of Moorpark indicate a high potential for permanent ground displacement
(liquefaction) and differential settlement requiring mitigation. Recent geotechnical studies
for projects in the downtown area have confirmed severe liquefaction issues on adjacent
sites. In response to these reports, the City conducted a geotechnical study of the library
site, which indicated ground improvement measures would be needed up to a depth of fifty
feet. It is important that the responding architect select geotechnical and civil engineering
firms familiar with design of foundations with these types of soil conditions. The
geotechnical report is included with this RFQ/RFP as Appendix IV.
Closed Storm Drain Channel – On the west side of the site there is a covered box
channel and associated easement with the Ventura County Flood Control District. This
area should be avoided when site planning.
Vehicular Access – Ingress and egress for the site is available from High Street and
through the existing Civic Center driveway on Moorpark Avenue. High Street will be
widened in the near future, so the Architect will be taking that into consideration when site
planning for the Library.
Utilities – Adequate utility services are generally available to serve the site. Some
modification may be required to deliver appropriate fire flows and some utilities may need
to be re-located.
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Proximity to Railroad – The selected Library site is within 150’ of an active railroad
corridor, crossing site, and rail storage yard. There is significant noise that occurs from the
activity of the trains. Mitigation measures will be needed to decrease the external noise
from the railroad from inside the Library.
III. SCOPE OF SERVICES
Architectural and engineering services shall consist of all items of work necessary for
verification of building program, site planning, schematic design, city review, design
development, city development review, construction documents, plan submittal, contract
documents, and construction administration for an approximately 18,000 square foot
Library. Architect should be aware that budget constraints may reduce the size of the
Library as the planning process commences. The architect selected for this project will
complete a conceptual and final building program. The City is working with a library
consultant who will conduct a community engagement program, prepare a library building
program, and will continue as a consultant on the project to assist with program validation
and assist with furniture and equipment selection.
The following list includes a brief description of the tasks for the Architectural Firm to
perform including but not limited to:
• Complete Architectural design services
• Site planning for the proposed library, including consideration of a potential layout
for the City’s Civic Center master plan.
• Grading and Drainage Plan including geotechnical data and surface run-off LISTED
TWICE, SEE BELOW)
• Schematic Design using architectural styles consistent with the City’s Downtown
Specific Plan, which can be obtained on the City’s website here:
http://moorparkca.gov/documentcenter/view/86
• Determine parking and landscape requirements
• Submittal of the schematic design to the City Community Development Department
for review
• Design Development
• Submittal of the approved Design Development to the City Community Development
Department development for approval
• Management of all engineering and specialty consultants
• Mechanical Engineering
• Electrical Engineering
• Audio-visual consultant to design sound, projection, and other media requirements
• Technology consultant responsible for coordination with City’s IT department on all
low voltage requirements
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• Signage consultant to design turnkey signage package for informational, directional,
site, and fire and life safety signage
• Structural Engineering including Seismic Analysis
• Lighting consultant/engineer for both interior and site lighting
• Acoustical consultant to mitigate excessive site noise
• Grading and Drainage Plan including geotechnical data and surface run-off
calculations
• Plumbing Engineering and design
• LEED Building Design. The City Council has determined that the LEED Certification
for the New Library should be Gold Level
• Saving by Design process, sustainability, team collaboration, and energy efficiency
• Landscape Architectural design services
• Selection of interior and exterior materials, finishes, and fixtures (subject to City
approval)
• Interior Design Services, layout and furniture recommendations only. To save costs,
the City would like to explore purchase of furniture and fixtures through CMAS or
other similar contracts.
• Cost Estimating is to be included with the Pre-Design, Schematic Design, Design
Development, and Construction Document phases.
• Design Schedule is to be included with the Pre-Design, Schematic Design, Design
Development, and Construction Document phases
• Construction Schedule is to be included with the Pre-Design, Schematic Design,
Design Development, and Construction Document phases.
More detailed information on each task is provided below.
IV. DETAILED TASK BREAKDOWN
Describe the time schedule for each proposed task and subtask. Indicate proposed work
periods, milestones, and proposed completion dates, as well as anticipated meeting
periods.
The proposal shall show a lump sum cost estimate for each task identified. Break down
tasks by hours and hourly cost. In addition, sub-consultants should be identified in the
scope of work. Provide cost estimate for each subtask by classifications, providing hourly
billing rates for personnel, with the estimated total based on hourly estimates. The estimate
shall include all clerical, administrative, and support functions. The cost estimate shall
include provisions for meeting with the agency to report progress of the work.
Task 1: Overall project Management – Pre-Design
• Study in detail the Downtown Specific Plan.
• Review draft building program provided by City’s Library Consultant.
• Obtain and review available reports, maps, design survey, and utility information.
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• Conduct a field reconnaissance to assess existing conditions near the project site.
Firm's field review of the project site should focus on factors that could affect the
project.
• Research the existing underground and overhead utilities in the project site.
• Develop a Project Development Team (PDT) and set monthly Project Development
Team Meeting schedule. Members of the PDT shall include the Consultant and sub-
consultants, City staff, County staff, and Library Consultant.
• Prepare Monthly Progress reports and supporting data. The progress report shall
include accomplished tasks for the month, anticipated progress for the next month,
pending issues and schedule completion target dates.
• In conjunction with the City’s Library Consultant, finalize Building Program and
provide City with confirmed proposed area for proposed library.
• Provide a quality control plan in effect during the entire course of the project.
• Attend public meeting and prepare exhibits.
• Determine codes, standard, and LEED design for the project.
• Determine schedule and submittals.
• Start the Southern California Edison "Saving by Design" process and schedule.
• Determine the initial architectural styles for study by providing architectural elevation
sketches and comments to aid City to determine style for project.
• Provide an initial construction estimate based on building program and initial
studies.
Task 2: Schematic Building Design and Preliminary Site Design
• Provide further design to determine the architectural style for the project. Assume
City will go forward with a minimum of two styles require elevation and floor plans at
the schematic phase.
• Determine site plan for a stand-alone library with parking and landscaping, and
consider the future construction of a City Hall building on the site in proximity to the
Library. Consideration of the future City Hall building will be limited to looking at how
the building would fit on the site with the library building.
• Determine preliminary site drainage and grading.
• Generate initial elevations based on the architectural styles provided in the specific
plan.
• Generate initial floor plans based on the building program and initial cost analysis.
• Analyze initial floor plans for LEED, efficiency, and cost.
• Analyze initial floor plans for accessibility and any fire and life safety concerns.
• Generate key building sections, major elevation elements, materials, and
compliance with the specific plan.
• Select structural systems, materials, generate preliminary framing plan, and
generate foundation plan.
• Select mechanical systems, determine preliminary unit and duct size. In addition,
generate diagrammatic layout of the system.
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• Propose basic power plan, and lighting plan. In addition, locate and size electrical
and communications rooms.
• Generate preliminary plumbing load calculations and identify points of connection.
In addition, identify meter size and location.
• Propose preliminary landscaping and irrigation plan.
• Generate preliminary energy model, review project with LEED commissioning agent.
In addition, review targeted credits.
• All design work shall be coordinated with the City and all approving Agencies.
• The City has had a geotechnical report prepared to study the potential for
liquefaction on the site. The report is included in this RFP as Appendix IV . Architect
should plan on preparing any additional geotechnical investigations of the site
needed to complete the design of the building.
• Determine the FEMA floodway to set the pad elevation above the 100-year flood
plain, if required.
• Prepare floor plans and elevations for review and approval by City. (including
furniture, bookstacks, and equipment)
• Complete necessary design and construction approvals for the project to the City's
Planning Development Review Committee. In addition, provide all necessary plan
check copies required for development review.
• Coordinate with utility companies the size and location of utility service to the
proposed library.
• Map existing utilities on project base plans based on as built obtained from utility
companies. In addition, advise and support the City in utility relocations.
• Prepare preliminary grading and drainage plan, adjust grades as necessary to
accommodate uses, circulation and to comply with ADA requirements.
• Conduct meetings with development team and utility companies to review project
schedules, concepts, plans, and specifications. In addition, prepare meeting
minutes.
• Provide the City with a copy of all collected survey and utility information, as well as
all correspondence.
• Prepare preliminary storm water runoff analysis subject to NPDES permit.
• Prepare and evaluate LEED project checklist, comply with "Saving by Design
process.
• Provide and update construction cost estimate based on the City approved
schematic design. In addition, the cost estimate shall include total cost, and
subtotals for each category of work.
• Provide an updated design schedule and construction schedule prior to starting the
design development phase.
• Conduct meeting with Project Development Team to resolve the architectural style
prior to starting the design and development phase.
• Submit the Final Schematic Design and site plan to the Community Development
Department's development review process prior to starting design development.
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Task 3: Design Development
• Ensure the design development addresses the comments from the Community
Development Department development review.
• Architect will assist City with processing plans through the Planning Review process,
including presentation and approvals by the Planning Commission and City Council.
• Architect will assist City with preparation of a site location for a public art project,
including presentation and review by the Arts Commission and City Council.
• Develop plans including dimensions, colors, materials, details, refine elevations, wall
sections, and specifications. In addition, select preliminary schedules including
doors, windows, hardware, and finishes.
• Develop building systems including structural calculations, framing plans, foundation
plans, size framing members, and coordination with other systems.
• Develop signage package including all informational, directional, site, and fire and
life safety signage.
• Develop mechanical systems including size ducts, locate runs, and identify
equipment manufacture and equipment size.
• Develop electrical power and data plan; lighting and fixtures plan; coordinate with
utility companies; and develop low voltage plans.
• Prepare casework plans for significant architectural elements
• Prepare detailed furniture plans for all public, staff, meeting, and support spaces.
Coordinate clearances and access to power and data at individual stations.
• Provide isometrics indicating light level on horizontal surfaces for user and staff
workstations and vertically at several heights on the face of bookstack units.
• Select plumbing fixtures sizes, pipe sizes, and coordinate points of connections.
• Identify acoustical areas of concern and propose mitigations.
• Develop landscape and irrigation including complete plant selection, hardscape, and
components for irrigation system, consistent with City Landscape Design Guidelines
and State Model Water Efficiency Landscape Ordinance.
• Develop site parking, drainage, and grading plan. In addition, submit geotechnical
report for building and parking to City Engineering Section.
• Check status of LEED credits, enroll project with USGBC, set up on-line reporting
site, and update energy model and commissioning.
• Develop the "Saving by Design" based on the approved City Design development
approval.
• The design development plans for the library and site shall be submitted to the City
Community Development Department for development review and approval prior to
the construction document phase.
• Coordinate input from all sub-consultants and City for quality control check.
• Revise design schedule and construction cost estimate based on the Design
Development plans.
• Provide a digital 3-dimensional model of the library and site plan.
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• Present the approved Design Development plans to City and Community.
Task 4: Construction Documents and Plan Review
• Submit for City plan review plans at 35%, 75%, and 90% completion phases of the
design.
• Submit at all phases of City plan review draft drawing, and draft specification.
• Submit at all phases of City plan review updated design schedule, construction
schedule, and estimated construction cost.
• Submit to the City Engineering Development Division the precise grading plan and
geotechnical report for engineering approval no later than the 90% plan review.
• Meet with City staff at all phases of City plan review to review design issues, path of
travel, architectural design.
• Submit 90% plan review' to City Building Department including all calculations for
building department plan check for initial review.
Task 5: Construction Documents and Plan Check Submittal
• Deliver details, waterproofing, roofing, signage, plan check architectural drawing,
and complete construction specifications.
• Submit for Building Department Plan Check the complete plan check submittals for
architectural, structural, mechanical, electrical, plumbing, irrigation, landscaping, site
civil, acoustical, and LEED.
• Submit the precise grading plan to the City Engineer Development Division for
engineering approval.
• Update the energy model and confirm targeted credits.
• Update the construction cost estimate and construction schedule.
• Perform quality control check.
Task 6: Construction Documents 100% Complete
• Finalize drawings and specifications for architectural and building systems.
• Make Building and Engineering Division plan corrections.
• Make final coordination of the bid documents with City standard and contract.
• Perform Final Quality Control Check.
• Finalize LEED coordination
• Finalize "Savings by Design”
• Update the construction cost estimate.
• Update the construction schedule.
• Obtain the Building Permit
• Obtain Grading Plan approval
Task 7: Bidding
• Attend Pre-Bid conference
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• Respond to Bidders questions.
• Write addendums in response to bidder questions and design changes.
Task 8: Construction Administration and Support
• Attend Partnering Meeting
• Attend Pre-Construction Meeting
• Attend regular jobsite meetings and regular job inspection visits
• Respond to RFI's and review submittals and shop drawings
• Review contractors request for construction change order including cost estimating
• Review contractor's application for progress payments
• Complete the LEED documentation and submittal
• Complete the "Savings by Design" documentation and submittal
• Complete punch list
• Prepare Record Documents/as-built plans
• Perform project closeout
Task 9: Post Occupancy Review
• Conduct a project walk with City staff and General Contractor after 10 months to
review any items subject to warranties.
Task 10: Additional Tasks to Consider
In addition to the tasks listed above, the Consultant shall also conduct the following
services:
• Meet with the City approximately once a month to report on the progress of the
work. A brief written summary of these meetings shall be prepared by the
Consultant and submitted to the Project Manager.
• Provide electronic copy of all documents developed during the contracted period
with the City. Drawings are to be submitted to City in AutoCAD 2012 or earlier, and
documents shall be prepared utilizing Microsoft programs, i.e., "Word," "Excel,"
"PowerPoint," and "Project."
The City expects the Consultant to prepare a comprehensive proposal with
recommendations, actions, and procedures to accomplish the objectives set forth above.
The City seeks a Consultant who is committed to providing high-quality work in a
reasonable timeframe that meets all applicable state and federal regulations.
The City shall provide all relevant data in its possession that pertains to this project in
support of the Consultant's professional services. The City assumes no responsibility
whatsoever with respect to the sufficiency or accuracy of any information supplied. The
Consultant shall be responsible for evaluation of all information supplied by the City.
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The City's Project Manager will direct and coordinate this Project. The Consulting Project
Manager shall receive, coordinate and transmit reports and documents to and from the
Consulting team and act as liaison.
V. PROPOSAL CONTENT/FORMAT
The architect shall submit a Technical Qualifications Proposal and a Detailed Cost
Proposal. The two proposals should be provided in a sealed envelope and marked on the
outside of the envelope “NEW LIBRARY PROPOSAL” - with the name of the firm. Six (6)
copies of the Proposal are required.
Submit proposals to: City of Moorpark
799 Moorpark Avenue
Moorpark, CA. 93021
Attention: Jeremy Laurentowski
Parks and Recreation Director
PROPOSALS MUST BE RECEIVED BY THE CITY NO LATER THAN 5:00 P.M., ON
________________________.
Technical Qualifications Proposal Content
The Technical Qualifications Proposal must follow the format identified below, and be
numbered accordingly.
1. Name and address of firm
2. Principal(s) of firm, Project Architect, Project Team members and how long
proposed project team has worked together.
3. Experience of firm in providing requested scope of services, specifically referencing
at least three (3) public library facilities, especially if the project was of a similar size
to this project. Include the date of the project, project budget, and contact person for
the agency that may provide information regarding the architect’s work.
4. A listing of other projects and references that the architect believes would further
support their qualifications for this assignment.
5. Experiences of the Project Architect, particularly involving library projects the
Architect has managed and number of years the Architect has worked for their
current firm.
6. A listing of the architectural firm’s current projects.
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7. A listing of all sub-contractors or consultants proposed by the architect for this
project. After the proposal deadline, substitution of consultants may only be made
by permission of the City. Identify experience of consultant and provide a list of
relevant projects and references demonstrating their qualifications for this work. As
previously mentioned, engineering firms with experience dealing with liquefaction
soil conditions is important to the City. Experience with library facilities is required.
8. A listing of any pending or previous litigation over the past five years related to your
firm’s work in the architectural field.
9. General Proposal Terms and Conditions are attached to this RFP/RFQ; submittal of
a proposal by the architect signifies the architect understands, and will abide by
these Terms & Conditions.
10. Exceptions - The City reserves the right, without obligation, to grant exceptions to
the RFP /RFQ. However, the architect must note any exceptions, and their reasons,
in their proposal. Exceptions taken will be considered during the evaluation process.
11. A general narrative, not to exceed one page, describing why the architect is
qualified for this assignment. Also, provide a statement of overall approach and
methodologies the architect proposes to undertake in order to meet the needs of the
City.
12. Provide a schedule of completion for the Scope of Work contained in the RFP
including any suggested additional work believed by the Architect to be necessary to
achieve the City’s goal for Preliminary Site Development of the Project suitable for
environmental review.
Cost Proposal Content
The Architect shall provide a separate fee proposal for the requested services. The actual
dollar fee paid to Architect shall be fixed. The cost proposal should provide a list of
reimbursable expenses the architect will submit as part of their work on the project,
including any overhead and markup (see “reimbursable” section of sample contract form
for allowed reimbursements). The architect’s cost proposal shall also include all fees to be
paid to the Architect’s consultants.
In addition to the fixed fee for the project, the architect shall provide a schedule of hourly
billing rates for the various levels of staff who may participate in the project, should the
need for extra services arise. No additional markup will be allowed on fees quoted. The
cost proposal shall be submitted with the Technical Qualifications Proposal in a separate,
sealed envelope marked “NEW LIBRARY- COST PROPOSAL”, with the architectural firm
name. Six (6) copies of the cost proposal are required.
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Payments to the architect shall be made on a monthly basis and shall be in proportion to
services performed. The architect shall not be reimbursed for travel expenses associated
with work on this project unless the City specifically authorizes certain out-of-town travel.
Travel to City offices, the project site, material manufacturers, and jurisdictional agencies
are not considered “out of town” travel.
VI. DESIGN REQUIREMENTS
The building design shall conform to the latest edition of the California Building Code,
California Mechanical and Plumbing Code, California Electrical Code, California Energy
Regulations, the American Disabilities Act (CalDaag Manual) for accessibility. Site work
shall conform to the latest edition of the Standard Specifications for Public Works
Construction.
VII. PROPOSAL EVALUATION AND SELECTION
All proposals properly received before the aforementioned date and time will be evaluated
by a Review Committee. Based on the following Criteria:
1. The firm’s understanding of the project
2. The Architect's approach and methodology for the project
3. The schedule for the project's development
4. The relevant experience of the firm
5. The architects consideration for the site conditions and concern
6. The architect's creativity and sensitive to the City's needs.
7. The Architects suggested use of creative energy conservation and maintenance
efficiency measures.
8. Stated exceptions to the City's proposed contract for services.
9. The overall presentation provided by the proposal.
The firms will be ranked and interviews will be scheduled with the top-ranked firms, as
deemed necessary. The firm selected as the most qualified to provide the requested
services will be invited to negotiate a final Agreement. If an agreement is not reached,
negotiations may be terminated and commenced with the next most qualified firm. The City
reserves the right to conduct additional interviews after the cost proposals are opened.
Careful attention to the provisions included in this solicitation particularly the use of creative
energy conservation and maintenance efficiency measures will be given extra
consideration.
The City reserves the right to negotiate the specific requirements and costs using the
selected proposal as a basis. The City reserves the right to reject any or all proposals at its
sole discretion.
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The City is not liable for any costs incurred by the architect or their consultants in preparing
the proposal.
VIII. GENERAL PROPOSAL TERMS AND CONDITIONS
Contract Requirement - The architect to whom the contract is awarded shall execute a
written contract with the City within ten (10) calendar days after notice of the award has
been sent by electronic mail to the architect at the e-mail address given in the proposal.
The contract shall be made in the form adopted by the City and incorporated in this
RFP/RFQ. The architect warrants that it possesses, or has arranged through subcontracts,
all capital and other equipment, labor and materials to carry out and complete the work
hereunder in compliance with all applicable federal, state, county, and City laws,
ordinances, statutes and regulations.
Contract Assignment - The architect shall not assign, transfer, convey or otherwise dispose
of the contract, or its right, title or interest, or its power to execute such a contract, to any
individual or business entity of any kind without prior written consent of the City.
Non-Discrimination - In the performance of the terms of this contract, the architect agrees
that it will not engage in, nor permit such subcontractors as it may employ to engage in,
discrimination in employment of persons because of age, race, color, sex, national origin or
ancestry, gender or gender identify, or religion of such person(s).
Communications Regarding RFQ & RFP - If a firm is in doubt as to the meaning or intent
of any part of the Request for Qualifications, or discovers discrepancies in or omissions
from the Request for Qualifications, it may submit a written request for an interpretation or
correction thereof to Jessica Sandifer, Community Services Manager, City of Moorpark.
Interpretation or correction of the Request for Qualifications shall be made only by
addendum duly issued by the Parks and Recreation Director. A copy of any such
addendum will be mailed or delivered to each person receiving the Request for
Qualifications, and such addendum shall be considered a part of the Request for
Qualifications and shall be incorporated therein. All timely requests for information
submitted in writing will receive a written response from the City. Telephone communication
with members of City staff is not encouraged, but will be permitted. However, any such oral
communication shall not be binding on the City.
Payment Terms - The City’s payment terms are 35 (thirty-five) days from the receipt of an
original invoice and City acceptance of the quantity and quality of the services being billed.
Ownership of Reports and Data - The originals of all studies, reports, exhibits, documents,
data and/or other work material(s) prepared and/or used to comply with any
section/condition of this Request for Qualifications, including any copies of same required
by the agreement to be furnished to the City, shall be public records, which shall be open
to inspection by the public and shall become and remain the property of the City.
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Modification or Withdrawal of Submittals - Any proposal received prior to the date and time
specified for receipt of proposals may be withdrawn or modified by written request of the
architect. To be considered, however, the modified proposal must be received by the time
and date originally specified.
Property Rights - Proposals received within the prescribed deadline become the property of
the City and all rights to the contents therein become those of the City.
Confidentiality - Prior to award of the contract, all proposals will be designated confidential
to the extent permitted by the California Public Records Act. After award of the contract, or
if not awarded, after rejection of all proposals, all responses will be regarded as public
records and will be subject to review by the public. Any language purported to render
confidential all or portions of the proposals will be regarded as non-effective and will be
disregarded.
Amendments to Request for Qualifications - The City reserve the right to amend the
Request for Qualifications by addendum at least 5 (or 7) days prior to the final proposal
submittal date.
Non-Exclusive Contract - The City reserves the right to contract with other firms during the
contract term or to issue multiple contracts for individual aspects of the project as may
deemed in the best interests of the City.
Insurance – See sample Agreement document for insurance requirements.
Non-Commitment of City - This Request for Qualifications/Proposals does not commit the
City to award a contract, to pay any costs incurred in the preparation of a proposal
responding to this request, or to procure or contract for services. The City reserves the right
to accept or reject any or all proposals received as a result of this request, to negotiate with
any qualified firm, or to modify or cancel in part or in its entirety the Request for
Qualifications/Proposal, if it is in the best interest of the City to do so.
Public Domain - All products used or developed in the execution of any contract resulting
from this Request for Qualifications/Proposal will remain in the public domain at the
completion of the contract.
Termination - The City reserves the right to terminate the agreement, once executed, upon
thirty (30) calendar days written notice to the Architect. Architect may terminate the
Agreement with thirty (30) days written notice for City’s breach only -(See Agreement –
Appendix III).
Conflicts of Interest – The architect agrees to promptly notify City whenever a client or
consultant has an interest in any project referred to Architect for professional services. In
particular, architect shall disclose any financial interest or relationship with any construction
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company that might submit a bid on the resulting construction project. Such project may be
withdrawn by the City, with no compensation due, if the consultant has a conflicting
interest.
Conflict of Interest Disclosure - In accordance with California Government Code Section
87306, the architect awarded a contract may be required to file a Conflict of Interest
Statement, Form 730. If such a requirement is made, the filing must be no later than thirty
(30) days after the execution of the contract, annually thereafter prior to April 1st of each
year for the duration of the contract, and within thirty (30) days of termination of the
contract. Failure to file any required statements will result in withholding payment for
services rendered.
Inspections
City reserves the right to inspect the work being done by architect and/or the architect’s
subcontractors at any time.
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APPENDIX I
Site Map
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APPENDIX II
GENERAL GUIDELINES
ARCHITECTURE
The principal architectural characteristics and layout are to be compatible with the surrounding area
and structures.
The Moorpark Library shall be designed for maximum efficiency and security and those areas to be
accessible to the general public including the public entry areas and public parking facilities shall be
designed for convenience and presenting an attractive, friendly and comfortable atmosphere..
The approximate construction budget (hard costs) shall not exceed $12 million.
1. All applicable federal, state and local building, health, and fire codes/ordinances shall be
adhered to in the building’s design and construction.
2. The building and site design shall meet the program requirements with respect to
development of all spaces and conformance to the area requirements including the
recommendations contained in the soils report and other City requirements
3. Building materials and finishes shall be durable and as vandal resistant as possible while
maintaining architectural integrity.
4. Site layout shall accommodate required and extra parking spaces and design shall adhere to
the City of Moorpark parking lot design standards.
5. Site layout/design shall indicate vehicular traffic patterns, facility service access, and ADA
paths of travel.
6. Site layout/design shall indicate landscape and irrigation detail.
7. Landscaping will enhance the project yet be reasonably easy to maintain and consistent with
other public facility landscaping in the community.
8. Provide for exterior walkway lighting and security lighting where appropriate.
9. The building and site shall include provisions for security, including digital security cameras.
10. Prior to submitting a proposal, the Architect and consultants shall examine the site and
submit in writing any request for clarifications to the City of Moorpark’s designated
representatives.
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APPENDIX III
SAMPLE AGREEMENT
PROFESSIONAL SERVICES AGREEMENT BETWEEN
THE CITY OF MOORPARK AND___________
FOR ARCHITECTURAL SERVICES RELATED TO A NEW LIBRARY
THIS AGREEMENT, made and effective as of this _______ day of_________,
2018, between the City of Moorpark, a municipal corporation (“City”) and -
______________, a corporation (“Consultant”). In consideration of the mutual covenants
and conditions set forth herein, the parties agree as follows:
WHEREAS, City has the need for architectural services; and
WHEREAS, Consultant specializes in providing such services and has the proper
work experience, certifications, and background to carry out the duties involved; and
WHEREAS, Consultant has submitted to City a Proposal dated_________, which is
attached hereto as Exhibit ______.
NOW, THEREFORE, in consideration of the mutual covenants, benefits, and
premises herein stated, the parties hereto agree as follows:
1. TERM
The term of this Agreement shall be from the date of execution to completion of the
work identified in the Scope of Services and in conformance with Exhibit , unless this
Agreement is terminated or suspended pursuant to this Agreement.
2. SCOPE OF SERVICES
City does hereby retain Consultant, as an independent contractor, in a contractual
capacity to provide architectural services, as set forth in Exhibit ______. In the event there
is a conflict between the provisions of Exhibit _______ and this Agreement, the language
contained in this Agreement shall take precedence.
Consultant shall perform the tasks described and set forth in Exhibit ______.
Consultant shall complete the tasks according to the schedule of performance which is
also set forth in Exhibit ______.
Compensation for the services to be performed by Consultant shall be in
accordance with___________. Compensation shall not exceed the rates or total contract
value ____________ dollars ($__________) as stated in__________, without a written
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Amendment to the Agreement executed by both parties. Payment by City to Consultant
shall be in accordance with the provisions of this Agreement.
3. PERFORMANCE
Consultant shall at all times faithfully, competently and to the best of their ability,
experience, standard of care, and talent, perform all tasks described herein. Consultant
shall employ, at a minimum, generally accepted standards and practices utilized by
persons engaged in providing similar services as are required of Consultant hereunder in
meeting its obligations under this Agreement.
4. MANAGEMENT
The individual directly responsible for Consultant’s overall performance of the
Agreement provisions herein above set forth and to serve as principal liaison between City
and Consultant shall be _______________, and no other individual may be substituted
without the prior written approval of the City Manager.
The City’s contact person in charge of administration of this Agreement, and to
serve as principal liaison between Consultant and City, shall be the City Manager or the
City Manager’s designee.
5. PAYMENT
Taxpayer ID or Social Security numbers must be provided by Consultant on an IRS
W-9 form before payments may be made by City to Consultant.
The City agrees to pay Consultant monthly, in accordance with the payment rates
and terms and the schedule of payment as set forth in ________, based upon actual time
spent on the above tasks. This amount shall not exceed _________ dollars ($________)
for the total term of the Agreement unless additional payment is approved as provided in
this Agreement.
Consultant shall not be compensated for any services rendered in connection with
its performance of this Agreement, which are in addition to those set forth herein, unless
such additional services and compensation are authorized, in advance, in a written
amendment to this Agreement executed by both parties. The City Manager, if authorized
by City Council, may approve additional work not to exceed ten percent (10%) of the
amount of the Agreement.
Consultant shall submit invoices monthly for actual services performed. Invoices
shall be submitted on or about the first business day of each month, or as soon thereafter
as practical, for services provided in the previous month. Payment shall be made within
thirty (30) days of receipt of each invoice as to all non-disputed fees. Any expense or
reimbursable cost appearing on any invoice shall be accompanied by a receipt or other
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documentation subject to approval of the City Manager or the City Manager’s designee. If
the City disputes any of Consultant’s fees or expenses, City shall give written notice to
Consultant within thirty (30) days of receipt of any disputed fees set forth on the invoice.
6. TERMINATION OR SUSPENSION WITHOUT CAUSE This is covered above on
page 15. Language is consistent in both locations.
The City may at any time, for any reason, with or without cause, suspend, or
terminate this Agreement, or any portion hereof, by serving upon the Consultant at least
ten (10) days prior written notice. Upon receipt of said notice, the Consultant shall
immediately cease all work under this Agreement, unless the notice provides otherwise. If
the City suspends or terminates a portion of this Agreement, such suspension or
termination shall not make void or invalidate the remainder of this Agreement.
The Consultant may terminate this Agreement only by providing City with written
notice no less than thirty (30) days in advance of such termination.
In the event this Agreement is terminated or suspended pursuant to this Section, the
City shall pay to Consultant the actual value of the work performed up to the time of
termination or suspension, provided that the work performed is of value to the City. Upon
termination or suspension of the Agreement pursuant to this Section, the Consultant will
submit an invoice to the City pursuant to this Agreement.
7. DEFAULT OF CONSULTANT
The Consultant’s failure to comply with the provisions of this Agreement shall
constitute a default. In the event that Consultant is in default for cause under the terms of
this Agreement, City shall have no obligation or duty to continue compensating Consultant
for any work performed after the date of default and can terminate or suspend this
Agreement immediately by written notice to the Consultant. If such failure by the
Consultant to make progress in the performance of work hereunder arises out of causes
beyond the Consultant’s control, and without fault or negligence of the Consultant, it shall
not be considered a default.
If the City Manager or his/her designee determines that the Consultant is in default
in the performance of any of the terms or conditions of this Agreement, he/she shall cause
to be served upon the Consultant a written notice of the default. The Consultant shall have
seven ( 7) days after service upon it of said notice in which to cure the default by rendering
a satisfactory performance. In the event that the Consultant fails to cure its default within
such period of time, the City shall have the right, notwithstanding any other provision of this
Agreement, to terminate this Agreement without further notice and without prejudice to any
other remedy to which it may be entitled at law, in equity or under this Agreement.
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8. LIQUIDATED DAMAGES
If the Consultant fails to complete the work, or any portion thereof, within the time
period required by this Agreement, or as duly extended in writing by the City Manager,
Consultant shall forfeit and pay to the City, as liquidated damages, the sum of fifty dollars
($50) per day for each calendar day the work, or portion thereof, remains uncompleted
after the above specified completion date. Liquidated damages shall be deducted from any
payments due or to become due to the Consultant under the terms of this Agreement.
Progress payments made by the City after the above specified completion date shall not
constitute a waiver of liquidated damages by the City.
9. OWNERSHIP OF DOCUMENTS
Consultant shall maintain complete and accurate records with respect to sales,
costs, expenses, receipts, and other such information required by City that relate to the
performance of services under this Agreement. Consultant shall maintain adequate records
of services provided in sufficient detail to permit an evaluation of services. All such records
shall be maintained in accordance with generally accepted accounting principles and shall
be clearly identified and readily accessible. Consultant shall provide free access to the
representatives of City or the City’s designees at reasonable times to such books and
records; shall give the City the right to examine and audit said books and records; shall
permit City to make transcripts therefrom as necessary; and shall allow inspection of all
work, data, documents, proceedings, and activities related to this Agreement. Notification
of audit shall be provided at least thirty (30) days before any such audit is conducted. Such
records, together with supporting documents, shall be maintained for a period of 10 (ten)
years after receipt of final payment.
Upon completion of, or in the event of termination or suspension without cause of this
Agreement, all original documents, designs, drawings, maps, models, computer files,
surveys, notes, and other documents prepared in the course of providing the services to be
performed pursuant to this Agreement shall become the sole property of the City and may
be used, reused, or otherwise disposed of by the City without the permission of the
Consultant. With respect to computer files, Consultant shall make available to the City, at
the Consultant’s office and upon reasonable written request by the City, the necessary
computer software and hardware for purposes of accessing, compiling, transferring, and
printing computer files.
10. INDEMNIFICATION AND HOLD HARMLESS
Indemnification and Defense for Design Professional, as defined in California Civil
Code Section 2782.8: To the fullest extent permitted by law, Consultant shall indemnify,
defend and hold harmless City and any and all of its officials, employees and agents
(“Indemnified Parties”) from and against any and all claims, losses, liabilities, damages,
costs and expenses, including attorney’s fees and costs, to the extent they arise out of,
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pertain to, or relate to the negligence, recklessness, or willful misconduct of the Consultant.
Consultant’s duty to defend shall consist of reimbursement of defense costs incurred by
City in direct proportion to the Consultant’s proportionate percentage of fault. Consultant’s
percentage of fault shall be determined, as applicable, by a court of law, jury or arbitrator.
In the event any loss, liability or damage is incurred by way of settlement or resolution
without a court, jury or arbitrator having made a determination of the Consultant’s
percentage of fault, the parties agree to mediation with a third party neutral to determine
the Consultant’s proportionate percentage of fault for purposes of determining the amount
of indemnity and defense cost reimbursement owed to the City.
For all other liabilities: Notwithstanding the foregoing and without diminishing
any rights of City in the preceding paragraph of Section 10, for any liability, claim, demand,
allegation against City arising out of, related to, or pertaining to any act or omission of
Consultant, but which is not a design professional service, Consultant shall defend,
indemnify, and hold harmless City, its officials, employees, and agents (“Indemnified
Parties”) from and against any and all damages, costs, expenses (including reasonable
attorney fees and expert witness fees), judgments, settlements, and/or arbitration awards,
whether for personal or bodily injury, property damage, or economic injury, and arising out
of, related to, any concurrent or contributory negligence on the part of the City, except for
the sole or active negligence of, or willful misconduct of the City.
Consultant agrees to obtain executed indemnity agreements with provisions
identical to those set forth here in this Section from each and every subcontractor, or any
other person or entity involved by, for, with, or on behalf of Consultant in the performance
of this Agreement. In the event Consultant fails to obtain such indemnity obligations from
others as required here, Consultant agrees to be fully responsible according to the terms of
this Section. Failure of City to monitor compliance with these requirements imposes no
additional obligations on City and will in no way act as a waiver of any rights hereunder.
This obligation to indemnify and defend City as set forth here is binding on the successors,
assigns, or heirs of Consultant and shall survive the termination of this Agreement or this
Section.
City does not and shall not waive any rights that it may have against Consultant by
reason of this Section, because of the acceptance by City, or the deposit with City, of any
insurance policy or certificate required pursuant to this Agreement. The hold harmless and
indemnification provisions shall apply regardless of whether or not said insurance policies
are determined to be applicable to any losses, liabilities, damages, costs, and expenses
described in this Section.
11. INSURANCE
Consultant shall maintain prior to the beginning of and for the duration of this
Agreement insurance coverage as specified in Exhibit A attached hereto and incorporated
herein by this reference as though set forth in full.
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12. INDEPENDENT CONSULTANT
Consultant is and shall at all times remain as to the City a wholly independent
Contractor. The personnel performing the services under this Agreement on behalf of
Consultant shall at all times be under Consultant’s exclusive direction and control. Neither
City nor any of its officers, employees, or agents shall have control over the conduct of
Consultant or any of Consultant’s officers, employees, or agents, except as set forth in this
Agreement. Consultant shall not at any time or in any manner represent that it or any of its
officers, employees, or agents are in any manner officers or employees, or agents of the
City except as set forth in this Agreement. Consultant shall not incur or have the power to
incur any debt, obligation, or liability against City, or bind City in any manner.
No employee benefits shall be available to Consultant in connection with the
performance of this Agreement. Except for the fees paid to Consultant as provided in the
Agreement, City shall not pay salaries, wages, or other compensation to Consultant for
performing services hereunder for City. City shall not be liable for compensation or
indemnification to Consultant for injury or sickness arising out of performing services
hereunder.
13. LEGAL RESPONSIBILITIES
The Consultant shall keep itself informed of local, state, and federal laws and
regulations which in any manner affect those employed by it or in any way affect the
performance of its service pursuant to this Agreement. The Consultant shall at all times
observe and comply with all such laws and regulations, including but not limited to the
Americans with Disabilities Act and Occupational Safety and Health Administration laws
and regulations. The Consultant shall comply with and sign Exhibit B, the Scope of Work
Requirement for Professional Services Agreements Compliance with California
Government Code Section 7550, when applicable. The City, and its officers and
employees, shall not be liable at law or in equity occasioned by failure of the Consultant to
comply with this Section.
14. ANTI DISCRIMINATION
Neither the Consultant, nor any subconsultant under the Consultant, shall
discriminate in employment of persons upon the work because of race, religious creed,
color, national origin, ancestry, physical disability, mental disability, medical condition,
genetic information, marital status, sex, gender, gender identity, gender expression, age,
sexual orientation, or military and veteran status; or any other basis protected by applicable
federal, state, or local law, except as provided in Section 12940 of the Government Code.
Consultant shall have responsibility for compliance with this Section.
15. UNDUE INFLUENCE
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Consultant declares and warrants that no undue influence or pressure is used
against or in concert with any officer or employee of the City in connection with the award,
terms, or implementation of this Agreement, including any method of coercion, confidential
financial arrangement, or financial inducement. No officer or employee of the City will
receive compensation, directly or indirectly from Consultant, or any officer, employee, or
agent of Consultant, in connection with the award of this Agreement or any work to be
conducted as a result of this Agreement. Violation of this Section shall be a material breach
of this Agreement entitling the City to any and all remedies at law or in equity.
16. NO BENEFIT TO ARISE TO LOCAL EMPLOYEES
No member, officer, or employee of the City, or their designees or agents, and no
public official who exercises authority over or responsibilities with respect to the Services
during his/her tenure or for one year thereafter, shall have any interest, direct or indirect, in
any agreement or sub-agreement, or the proceeds thereof, for work to be performed in
connection with the Services performed under this Agreement.
17. CONFLICT OF INTEREST
Consultant covenants that neither they nor any officer or principal of their firm have
any interests, nor shall they acquire any interest, directly or indirectly, which will conflict in
any manner or degree with the performance of their services hereunder. Consultant further
covenants that in the performance of this Agreement, they shall employ no person having
such interest as an officer, employee, agent, or subconsultant. Consultant further
covenants that Consultant has not contracted with nor is performing any services directly or
indirectly, with the developer(s) and/or property owner(s) and/or firm(s) and/or
partnership(s) and/or public agency(ies) owning property and/or processing an entitlement
application for property in the City or its Area of Interest, now or within the past one (1)
year, and further covenants and agrees that Consultant and/or its subconsultants shall
provide no service or enter into any contract with any developer(s) and/or property owner(s)
and/or firm(s) and/or partnership(s) and/or public agency(ies) owning property and/or
processing an entitlement application for property in the City or its Area of Interest, while
under contract with the City and for a one (1) year time period following termination of this
Agreement.
18. NOTICE
Any notice to be given pursuant to this Agreement shall be in writing, and all such
notices and any other document to be delivered shall be delivered by personal service or
by deposit in the United States mail, certified or registered, return receipt requested, with
postage prepaid, and addressed to the party for whom intended as follows:
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To: City Manager
City of Moorpark
799 Moorpark Avenue
Moorpark, CA 93021
To: __________________
__________________
__________________
__________________
Either party may, from time to time, by written notice to the other, designate a
different address or contact person, which shall be substituted for the one above specified.
Notices, payments and other documents shall be deemed delivered upon receipt by
personal service or as of the third (3rd) day after deposit in the United States mail.
19. CHANGE IN NAME
Should a change be contemplated in the name or nature of the Consultant's legal
entity, the Consultant shall first notify the City in order that proper steps may be taken to
have the change reflected in the Agreement documents.
20. ASSIGNMENT
Consultant shall not assign this Agreement or any of the rights, duties, or obligations
hereunder. It is understood and acknowledged by the parties that Consultant is uniquely
qualified to perform the services provided for in this Agreement.
21. LICENSES
At all times during the term of this Agreement, Consultant shall have in full force and
effect, all licenses required of it by law for the performance of the services in this
Agreement.
22. VENUE AND GOVERNING LAW
This Agreement is made, entered into, and executed in Ventura County, California,
and any action filed in any court or for arbitration for the interpretation, enforcement or
other action of the terms, conditions, or covenants referred to herein shall be filed in the
applicable court in Ventura County, California. The City and Consultant understand and
agree that the laws of the state of California shall govern the rights, obligations, duties, and
liabilities of the parties to this Agreement and also govern the interpretation of this
Agreement.
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23. COST RECOVERY
In the event any action, suit or proceeding is brought for the enforcement of, or the
declaration of any right or obligation pursuant to this Agreement or as a result of any
alleged breach of any provision of this Agreement, the prevailing party shall be entitled to
recover its costs and expenses, including attorneys’ fees, from the losing party, and any
judgment or decree rendered in such a proceeding shall include an award thereof.
24. ARBITRATION
Cases involving a dispute between City and Consultant may be decided by an
arbitrator if both sides agree in writing, with costs proportional to the judgment of the
arbitrator.
25. ENTIRE AGREEMENT
This Agreement and the Exhibits attached hereto contain the entire understanding
between the parties relating to the obligations of the parties described in this Agreement.
All prior or contemporaneous agreements, understandings, representations, and
statements, oral or written, are merged into this Agreement and shall be of no further force
or effect. Each party is entering into this Agreement based solely upon the representations
set forth herein and upon each party’s own independent investigation of any and all facts
such party deems material.
26. CAPTIONS OR HEADINGS
The captions and headings of the various Articles, Paragraphs, and Exhibits of this
Agreement are for convenience and identification only and shall not be deemed to limit or
define the content of the respective Articles, Paragraphs, and Exhibits hereof.
27. AMENDMENTS
Any amendment, modification, or variation from the terms of this Agreement shall be
in writing and shall be effective only upon approval by both parties to this Agreement.
28. PRECEDENCE
In the event of conflict, the requirements of the City’s Request for Proposal, if any,
and this Agreement shall take precedence over those contained in the Consultant’s
Proposal.
29. INTERPRETATION OF AGREEMENT
Should interpretation of this Agreement, or any portion thereof, be necessary, it is
deemed that this Agreement was prepared by the parties jointly and equally, and shall not
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be interpreted against either party on the ground that the party prepared the Agreement or
caused it to be prepared.
30. WAIVER
No waiver of any provision of this Agreement shall be deemed, or shall constitute, a
waiver of any other provision, whether or not similar, nor shall any such waiver constitute a
continuing or subsequent waiver of the same provision. No waiver shall be binding unless
executed in writing by the party making the waiver.
31. AUTHORITY TO EXECUTE
The person or persons executing this Agreement on behalf of the Consultant
warrants and represents that he/she has the authority to execute this Agreement on behalf
of the Consultant and has the authority to bind Consultant to the performance of
obligations hereunder.
IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be
executed the day and year first above written.
CITY OF MOORPARK CONSULTANT
_________________________________ __________________________________
Troy Brown, City Manager NAME, TITLE
Attest:
_________________________________
Maureen Benson, City Clerk
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Exhibit A
INSURANCE REQUIREMENTS
Prior to the beginning of and throughout the duration of Work, Consultant will maintain
insurance in conformance with the requirements set forth below. Consultant will use
existing coverage to comply with these requirements. If that existing coverage does not
meet requirements set forth here, Consultant agrees to amend, supplement, or endorse
the existing coverage to do so. Consultant acknowledges that the insurance coverage and
policy limits set forth in this section constitute the minimum amount of coverage required.
Any insurance proceeds available to the City in excess of the limits and coverage required
in this Agreement and which is applicable to a given loss, will be available to the City.
Consultant shall provide the following types and amounts of insurance:
Commercial General Liability Insurance using Insurance Services Office (ISO) “Commercial
General Liability” policy form CG 00 01 or the exact equivalent. Defense costs must be
paid in addition to limits. There shall be no cross liability exclusion for claims or suits by
one insured against another. Limits are subject to review but in no event less than
$1,000,000 per occurrence for all covered losses and no less than $2,000,000 general
aggregate.
Business Auto Coverage on ISO Business Auto Coverage form CA 00 01 including symbol
1 (Any Auto) or the exact equivalent. Limits are subject to review, but in no event to be less
than $1,000,000 per accident. If Consultant owns no vehicles, this requirement may be
satisfied by a non-owned auto endorsement to the general liability policy described above.
If Consultant or Consultant’s employees will use personal autos in any way on this project,
Consultant shall provide evidence of personal auto liability for each such person.
Workers’ Compensation on a state-approved policy form providing statutory benefits as
required by law with employer’s liability limits no less than $1,000,000 per accident or
disease.
Professional Liability or Errors and Omissions Insurance as appropriate shall be written on
a policy form coverage specifically designed to protect against acts, errors or omissions of
the Consultant and “Covered Professional Services” as designated in the policy must
specifically include work performed under this Agreement. The policy limit shall be no less
than $1,000,000 per claim and in the aggregate. The policy must “pay on behalf of” the
insured and must include a provision establishing the insurer’s duty to defend. The policy
retroactive date shall be on or before the effective date of this Agreement.
Excess or Umbrella Liability Insurance (Over Primary) if used to meet limit requirements,
shall provide coverage at least as broad as specified for the underlying coverages.
Coverage shall be provided on a “pay on behalf” basis, with defense costs payable in
70
addition to policy limits. Policy shall contain a provision obligating insurer at the time
insured’s liability is determined, not requiring actual payment by the insured first. There
shall be no cross liability exclusion precluding coverage for claims or suits by one insured
against another. Coverage shall be applicable to the City for injury to employees of
Consultant, subconsultants, or others involved in the Work. The scope of coverage
provided is subject to approval by the City following receipt of proof of insurance as
required herein. Limits are subject to review.
Insurance procured pursuant to these requirements shall be written by insurers that are
admitted carriers in the State of California and with an A.M. Bests rating of A- or better and
a minimum financial size of VII.
General conditions pertaining to provision of insurance coverage by Consultant. Consultant
and the City agree to the following with respect to insurance provided by Consultant:
1. Consultant agrees to have its insurer endorse the third party general liability
coverage required herein to include as additional insureds the City, its officials,
employees, and agents, using standard ISO endorsement CG 2010 with an edition
prior to 1992. Consultant also agrees to require all contractors and subcontractors
to do likewise.
2. No liability insurance coverage provided to comply with this Agreement shall prohibit
Consultant, or Consultant’s employees, or agents, from waiving the right to
subrogation prior to a loss. Consultant agrees to waive subrogation rights against
the City regardless of the applicability of any insurance proceeds, and to require all
contractors and subcontractors to do likewise.
3. All insurance coverage and limits provided by Contractor and available or applicable
to this Agreement are intended to apply to the full extent of the policies. Nothing
contained in this Agreement or any other agreement relating to the City or its
operation limits the application of such insurance coverage.
4. None of the coverages required herein will be in compliance with these
requirements if they include limiting endorsement of any kind that has not been first
submitted to the City and approved in writing.
5. No liability policy shall contain any provision or definition that would serve to
eliminate so-called “third party action over” claims, including any exclusion for bodily
injury to an employee of the insured or of any contractor or subcontractor.
6. All coverage types and limits required are subject to approval, modification, and
additional requirements by the City, as the need arises. Consultant shall not make
any reductions in scope of coverage (e.g. elimination of contractual liability or
reduction of discovery period) that may affect the City’s protection without the City’s
prior written consent.
71
7. Proof of compliance with these insurance requirements, consisting of certificates of
insurance evidencing all of the coverages required and an additional insured
endorsement to Consultant’s general liability policy, shall be delivered to city at or
prior to the execution of this Agreement. In the event such proof of any insurance is
not delivered as required, or in the event such insurance is canceled or reduced at
any time and no replacement coverage is provided, the City has the right, but not
the duty, to obtain any insurance it deems necessary to protect its interests under
this or any other Agreement and to pay the premium. Any premium so paid by the
City shall be charged to and promptly paid by Consultant or deducted from sums
due Consultant, at the City’s option.
8. Certificate(s) are to reflect that the insurer will provide thirty (30) days notice to the
City of any cancellation or reduction of coverage. Consultant agrees to require its
insurer to modify such certificates to delete any exculpatory wording stating that
failure of the insurer to mail written notice of cancellation or reduction of coverage
imposes no obligation, or that any party will “endeavor” (as opposed to being
required) to comply with the requirements of the certificate.
9. It is acknowledged by the parties of this Agreement that all insurance coverage
required to be provided by Consultant or any subcontractor, is intended to apply first
and on a primary, non-contributing basis in relation to any other insurance or self-
insurance available to the City.
10. Consultant agrees to ensure that subcontractors, and any other party involved with
the Work who is brought onto or involved in the Work by Consultant, provide the
same minimum insurance required of Consultant. Consultant agrees to monitor and
review all such coverage and assumes all responsibility for ensuring that such
coverage is provided in conformity with the requirements of this section. Consultant
agrees that upon request, all agreements with subcontractors and others engaged
in the Work will be submitted to the City for review.
11. Consultant agrees not to self-insure or to use any self-insured retentions or
deductibles on any portion of the insurance required herein and further agrees that
it will not allow any contractor, subcontractor, Architect, Engineer, or other entity or
person in any way involved in the performance of Work contemplated by this
Agreement to self-insure its obligations to the City. If Consultant’s existing coverage
includes a deductible or self-insured retention, the deductible or self-insured
retention must be declared to the City. At that time, the City shall review options with
the Consultant, which may include reduction or elimination of the deductible or self-
insured retention, substitution of other coverage, or other solutions.
12. The City reserves the right at any time during the term of the Agreement to change
the amounts and types of insurance required by giving the Consultant ninety (90)
days advance written notice of such change. If such change results in substantial
72
additional cost to the Consultant, the City will negotiate additional compensation
proportional to the increased benefit to the City.
13. For purposes of applying insurance coverage only, this Agreement will be deemed
to have been executed immediately upon any party hereto taking any steps that can
be deemed to be in furtherance of or towards performance of this Agreement.
14. Consultant acknowledges and agrees that any actual or alleged failure on the part
of the City to inform Consultant of non-compliance with an insurance requirement in
no way imposes any additional obligations to the City nor does it waive any rights
hereunder in this or any other regard.
15. Consultant will renew the required coverage annually as long as the City, or its
employees or agents face an exposure from operations of any type pursuant to this
Agreement. This obligation applies whether or not the Agreement is canceled or
terminated for any reason. Termination of this obligation is not effective until the City
executes a written statement to that effect.
16. Consultant shall provide proof that policies of insurance required herein expiring
during the term of this Agreement have been renewed or replaced with other
policies providing at least the same coverage. Proof that such coverage has been
ordered shall be submitted prior to expiration. A coverage binder or letter from
Consultant’s insurance agent to this effect is acceptable. A certificate of insurance
and/or additional insured endorsement as required in these specifications applicable
to the renewing or new coverage must be provided to the City within five days of the
expiration of coverage.
17. The provisions of any Workers’ Compensation or similar act will not limit the
obligations of Consultant under this Agreement. Consultant expressly agrees not to
use any statutory immunity defenses under such laws with respect to the City, its
employees, officials and agents.
18. Requirements of specific coverage features or limits contained in this section are
not intended as limitations on coverage, limits, or other requirements nor as a
waiver of any coverage normally provided by any given policy. Specific reference to
a given coverage feature is for purposes of clarification only as it pertains to a given
issue, and is not intended by any party or insured to be limiting or all-inclusive.
19. These insurance requirements are intended to be separate and distinct from any
other provision in this Agreement and are intended by the parties here to be
interpreted as such.
20. The requirements in this section supersede all other sections and provisions of this
Agreement to the extent that any other section or provision conflicts or impairs the
provisions of this section.
73
21. Consultant agrees to be responsible for ensuring that no contract used by any party
involved in any way with the Work reserves the right to charge the City or
Consultant for the cost of additional insurance coverage required by this Agreement.
Any such provisions are to be deleted with reference to the City. It is not the intent
of the City to reimburse any third party for the cost of complying with these
requirements. There shall be no recourse against the City for payment of premiums
or other amounts with respect thereto.
22. Consultant agrees to provide immediate notice to City of any claim or loss against
Consultant arising out of the work performed under this Agreement. The City
assumes no obligation or liability by such notice, but has the right (but not the duty)
to monitor the handling of any such claim or claims if they are likely to involve the
City.
74
Exhibit B
CITY OF MOORPARK
Scope of Work Requirement for Professional Services Agreements
Compliance with California Government Code Section 7550
Consultant shall sign and include this page in any document or written reports prepared by
Consultant for the City of Moorpark (City) to which California Government Code Section 7550
(Government Code §7550) applies. Government Code §7550 reads:
“(a) Any document or written report prepared for or under the direction of a state or
local agency, that is prepared in whole or in part by nonemployees of the agency,
shall contain the numbers and dollar amounts of all contracts and subcontracts
relating to the preparation of the document or written report; if the total cost for the
work performed by nonemployees of the agency exceeds five thousand dollars
($5,000). The contract and subcontract numbers and dollar amounts shall be
contained in a separate section of the document or written report.
(b) When multiple documents or written reports are the subject or product of the
contract, the disclosure section may also contain a statement indicating that the total
contract amount represents compensation for multiple documents or written reports.”
For all Professional Services Agreement with a total dollar value in excess of $5,000, a signed and
completed copy of this form must be attached to all documents or completed reports submitted to
the City pursuant to the Scope of Work.
Does the dollar value of this Professional Services Agreement exceed $5,000?
Yes No
If yes, then the following information must be provided in compliance with
Government Code § 7550:
1. Dollar amount of Agreement/Contract: $ ____________
2. Dollar amount of Subcontract: $ ____________
3. Does the total contract amount represent compensation for multiple
documents or written reports? Yes No
I have read the foregoing Code section and will comply with Government Code §7550.
Consultant Name
Signature, Title Date
75
EXHIBIT C
SCOPE OF WORK
Architect acknowledges that it has read and understands the New Library Component Specifications, General
Guideline Specifications, RFP and contract for Services and has visited the site.
Architect shall provide architectural and related design services for the preliminary and final site development
of the New Library with all accessory facilities and site improvements, including any evaluation needed to
comply with the California Environmental Quality Act (CEQA). Preliminary and final cost estimates based on
current construction cost data will also be prepared.
The individual directly responsible for Architect’s overall performance of the Agreement provisions and to
serve as principal liaison between City and Architect during performance of all work under the Agreement shall
be ___________________________ Upon written agreement of the parties other individual (s) may be
substituted in the above capacity.
The individuals directly responsible for the City shall be Jeremy Laurentowski, Parks and Recreation Director
and Jessica Sandifer, Community Services Manager, City of Moorpark.
The architectural services will include all services performed by the architect, architect’s employees, and the
architect’s consultants. They include without limitation, all responsibilities outlined in the scope of work and
typically required for design and construction of a facility of this nature. The architect will retain the services for
all necessary consultants.
The Architect will prepare preliminary conceptual plans for all on site work including, but not limited to, grading,
and utilities to serve the project, structural improvements, public walkways including those along High Street,
parking lot improvements, exterior lighting, fencing, landscaping and driveways.
The Architect may include with the proposal for services, a detailed Scope of Work and Schedule which will
be attached to and be a part of this Exhibit.
ATTACH FINAL SCOPE OF WORK
76
EXHIBIT D
COMPENSATION SCHEDULE
Total fixed contract amount for the project is __________ ($________)
Periodic billings will occur on the percentage of work completed. The above amounts include all of Architect’s
and consultants’ fees and travel time.
Payments will be made, per the Agreement, based upon actual percentage of work approved by the City as
completed for the pay period requested. Percentages of work completed by Architect’s consultants’ must be
included within Architect’s pay requests. Separate invoicing by Architect’s consultant(s) will not be accepted
by City.
HOURLY RATES
(The Architects current, published hourly rate schedule may be substituted for the
information requested below.)
In the event City requests additional work, such work shall be authorized in writing prior to commencing any
work and shall be at the following rates:
All Applicable Rates (including Architect’s consultants) Per Hour (complete)
Principal $ _________
Staff Architect (Project Architect) _________
Specifications/Designer/Planning/ _________
Programming/Field Administration _________
Technical IV - CAD Design Operator _________
Technical III - Senior Draftsperson/Project Captain _________
Technical II - Intermediate Draftsperson _________
Technical I - Junior Draftsperson _________
Support II - Administration/Accounting/Word Processing _________
Support I - Clerical and General Office _________
Consultants - Hourly Rates _________
(Add any additional categories) _________
All prices shall remain firm under this contract through completion of all work under this contract. Additional
services required of Architect’s Consultants, and authorized by the City, shall be billed at cost plus 15%.
All plan check, processing fees, permit fees and special district fees will be paid by the City.
The City may require a model of the proposed facility. The Architect should include the costs to model the
building as an optional item in their proposal.
Architect will furnish City electronic copies of drawings and specifications of the final approved site plan,
design, and construction drawings.
77
REIMBURSABLES
All prints and reproduction charges for documents used by Architect and their consultants for their “in house”
use are included in the contract price. The City prefers electronic copies of any prints for City check sets,
progress sets and all plans required for City plan checks. If paper copies are needed they will be requested
specifically by the City and will be considered reimbursable expenses.
An allowance of $2,000 is included in the fee. All such reimbursable expenses shall receive prior authorization
from the City.
Travel, phone calls, faxes and delivery charges are included in the contract price. If the City orders special
overnight delivery, the charges will be reimbursed at one hundred ten percent (110%) of the documented cost.
78
EXHIBIT E
SUPPLEMENTAL GENERAL CONDITIONS
In addition to the conditions set forth in the Request for Qualifications and Proposal, the following
Supplemental Conditions shall be included in this Agreement.
A. City shall not be called upon to assume any liability for the direct payment of any salary, wage or other
compensation to any person employed by Architect performing services hereunder for City.
B. Architect at his/her sole cost, shall furnish City reproducible plans and copies of documents, reports,
diskettes and other items mentioned above upon request of City during the evolution of work and at the
completion of the various stages of work as directed under this Agreement.
C. City reserves the right to delay any post-termination payment until completion or confirmed
abandonment of the project, as may be determined in the City sole discretion, so as to permit a full and
complete accounting of costs. In no event shall Architect be entitled to receive in excess of the compensation
quote in its proposal/bid.
D. The City has established a construction budget for the Project (hard costs) not to exceed twelve
million dollars ($12,000,000). The Architect has assured the City that they will design the project within the
budget and the City is relying on Architect’s expertise in this regard and in the execution of all work under this
Agreement. During planning process, Architect will notify City of any design plans, requests, or issues that will
have the potential to increase the construction budget and City will advise Architect accordingly.
E. Architect shall use consultants listed in Architect’s listing provided with this contract. Any change in
consultants must receive prior written approval from the City.
F. Non-Exclusive Contract - The City reserves the right to contract with other firms for any and all
aspects of this project during the contract term, as may be deemed advantageous to the City.
79
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Project: Oakridge Geoscience, Inc./MoorPark Library ProjectKehoe Testing and Engineering714-901-7270rich@kehoetesting.comwww.kehoetesting.comTotal depth: 75.29 ft, Date: 4/27/2017W. High St & Moorpark Ave Moorpark, CACone Type: Vertek CPT-1Location:CPeT-IT v.2.0.1.55 - CPTU data presentation & interpretation software - Report created on: 4/28/2017, 11:49:28 AM0Project file: C:\OakridgeMoorPk4-17\Plot Data\Plots.cptPLATE A-4123
Project: Oakridge Geoscience, Inc./MoorPark Library ProjectKehoe Testing and Engineering714-901-7270rich@kehoetesting.comwww.kehoetesting.comTotal depth: 75.14 ft, Date: 4/27/2017W. High St & Moorpark Ave Moorpark, CACone Type: Vertek CPT-2Location:CPeT-IT v.2.0.1.55 - CPTU data presentation & interpretation software - Report created on: 4/28/2017, 11:49:57 AM0Project file: C:\OakridgeMoorPk4-17\Plot Data\Plots.cptPLATE A-5124
Project: Oakridge Geoscience, Inc./MoorPark Library ProjectKehoe Testing and Engineering714-901-7270rich@kehoetesting.comwww.kehoetesting.comTotal depth: 75.07 ft, Date: 4/27/2017W. High St & Moorpark Ave Moorpark, CACone Type: Vertek CPT-3Location:CPeT-IT v.2.0.1.55 - CPTU data presentation & interpretation software - Report created on: 4/28/2017, 11:50:09 AM0Project file: C:\OakridgeMoorPk4-17\Plot Data\Plots.cptPLATE A-6125
Project: Oakridge Geoscience, Inc./MoorPark Library ProjectKehoe Testing and Engineering714-901-7270rich@kehoetesting.comwww.kehoetesting.comTotal depth: 75.16 ft, Date: 4/27/2017W. High St & Moorpark Ave Moorpark, CACone Type: Vertek CPT-4Location:CPeT-IT v.2.0.1.55 - CPTU data presentation & interpretation software - Report created on: 4/28/2017, 11:50:24 AM0Project file: C:\OakridgeMoorPk4-17\Plot Data\Plots.cptPLATE A-7126
Project: Oakridge Geoscience, Inc./MoorPark Library ProjectKehoe Testing and Engineering714-901-7270rich@kehoetesting.comwww.kehoetesting.comTotal depth: 75.27 ft, Date: 4/27/2017W. High St & Moorpark Ave Moorpark, CACone Type: Vertek CPT-5Location:CPeT-IT v.2.0.1.55 - CPTU data presentation & interpretation software - Report created on: 4/28/2017, 11:50:37 AM0Project file: C:\OakridgeMoorPk4-17\Plot Data\Plots.cptPLATE A-8127
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ONE DIMENSIONAL COLLAPSE TEST
XYXY
Max Curvature 4 3
Max Curve Tangent 2 2.314802
43
11 4
Horiz Max 4 3
11 3
Bisect 4 3
11 3.5
Virgin 6 1
16 7
Intersect 8.87361 3.393825
Vertical Stress, ksf
---
3.11
---
---
---
---
2.65
PROPERTIESHeight, in
Void Ratio
Estimated GsSUMMARY
Test Method: ASTM D4546, Method BSAMPLE IDWater Content, %
Dry Unit Weight, pcf
USCS Classification:
Saturation, %
Boring, Sample #, Depth
Diameter, in
1.00
18.6%
104.1
84%
0.59
2.42
0.62
2.42
11%REMARKSInundation Increment, ksf
After adding water the specimen
collapsed 0.43% at a stress of 3.11ksf.0.98
Poorly-graded SAND (SP): yellow, dry
Final
Liquid Limit
030.003 - Moorpark Library
102.0
2.5%
Plastic Limit
Initial
Passing #200
Plasticity Index
DH-1 , #10 , 30.0 ft Preconsolidation Pressure, ksf
0
1
2
3
4
5
6
7
8
0.01 0.1 1 10
Strain, %Vertical Stress, ksf
PLATE B-3a142
ONE DIMENSIONAL COLLAPSE TEST
XYXY
Max Curvature 4 3
Max Curve Tangent 2 2.314802
43
11 4
Horiz Max 4 3
11 3
Bisect 4 3
11 3.5
Virgin 6 1
16 7
Intersect 8.87361 3.393825
Vertical Stress, ksf
---
1.03
---
---
---
---
2.65
DH-2 , #5 , 10.0 ft Preconsolidation Pressure, ksf
030.003 - Moorpark Library
96.9
3.5%
Plastic Limit
Initial
Passing #200
Plasticity Index
0.71
2.42
13%REMARKSInundation Increment, ksf
After adding water the specimen
collapsed 2.32% at a stress of 1.03ksf.0.97
Poorly-graded SAND with silt (SP-SM): light
brown, dry, lightly cemented
Final
Liquid Limit
USCS Classification:
Saturation, %
Boring, Sample #, Depth
Diameter, in
1.00
21.0%
100.1
85%
0.65
2.42PROPERTIES
Height, in
Void Ratio
Estimated GsSUMMARY
Test Method: ASTM D4546, Method BSAMPLE IDWater Content, %
Dry Unit Weight, pcf
0
1
2
3
4
5
6
7
8
0.01 0.1 1 10
Strain, %Vertical Stress, ksf
PLATE B-3b143
ONE DIMENSIONAL COLLAPSE TEST
XYXY
Max Curvature 4 3
Max Curve Tangent 2 2.314802
43
11 4
Horiz Max 4 3
11 3
Bisect 4 3
11 3.5
Virgin 6 1
16 7
Intersect 8.87361 3.393825
Vertical Stress, ksf
---
2.49
---
---
---
---
2.65
PROPERTIESHeight, in
Void Ratio
Estimated GsSUMMARY
Test Method: ASTM D4546, Method BSAMPLE IDWater Content, %
Dry Unit Weight, pcf
USCS Classification:
Saturation, %
Boring, Sample #, Depth
Diameter, in
1.00
24.6%
92.4
82%
0.79
2.42
0.84
2.42
18%REMARKSInundation Increment, ksf
After adding water the specimen
collapsed 0.05% at a stress of 2.49ksf.0.97
Poorly-graded SAND (SP): yellow brown,
moist, fine
Final
Liquid Limit
DH-2 , #9 , 25.0 ft Preconsolidation Pressure, ksf
030.003 - Moorpark Library
89.9
5.6%
Plastic Limit
Initial
Passing #200
Plasticity Index
0
1
2
3
4
5
6
7
8
0.01 0.1 1 10
Strain, %Vertical Stress, ksf
PLATE B-3c144
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147
LIQ UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.90
1.03
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Moorpark Library Location : High Street and Moorpark Avenue, Moorpark, Caliornia
GeoLogismiki
Geotechnical Engineers
Merarhias 56
http://www.geologismiki.gr
CPT file : CPT-1
37.50 ft
15.00 ft
5
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200100Depth (ft)75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10Normalized CPT penetration resistance1
10
100
1,000
Friction Ratio
Rf (%)
1086420
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction Ratio
Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
1148
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-1Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)100-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeSandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSandClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM2Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained149
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-1Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltClayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM3Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/A150
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-1CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)6462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)1050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM5Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk151
TRANSITION LAYER DETECTION ALGORITHM REPORT
Summary Details & Plots
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-1
SBTn Index
Ic (Robertson 1990)
4321Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clayClay & silty clay
Silty sand & sandy silt
ClayClay & silty clay
Clay & silty claySilty sand & sandy siltClay
Clay & silty clay
Silty sand & sandy siltSilty sand & sandy siltClay & silty clay
Sand & silty sand
Transition layer algorithm properties
Ic minimum check value:
Ic maximum check value:
Ic change ratio value:
Minimum number of points in layer:
General statistics
Total points in CPT file:
Total points excluded:
Exclusion percentage:
Number of layers detected:
The software will delete data when the cone is in transition from either clay to sand or vise-versa. To do this the software
requires a range of Ic values over which the transition will be defined (typically somewhere between 1.80 < Ic < 3.0) and a rate
of change of Ic. Transitions typically occur when the rate of change of Ic is fast (i.e. delta Ic is small).
The SBTn plot below, displays in red the detected transition layers based on the parameters listed below the graphs.
Short description
1.70
3.00
0.0100
4
458
156
34.06%
20
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
8152
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-1Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)1050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsEstimation of post-earthquake settlementsStrain plotVolumentric strain (%)6543210Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Strain plotCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM45Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain153
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-1Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotCorrected norm. cone resistanceQtn,cs200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Corrected norm. cone resistanceFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Cyclic shear strainGamma max (%)6050403020100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cyclic shear strainLateral displacementsDisplacement (in)200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsEstimation of post-earthquake lateral DisplacementsGeometric parameters: Gently sloping ground without free face (Slope 2.50 %)CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:47 PM52Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqqt: Total cone resistance (cone resistance qc corrected for pore water effects)Ic: Soil Behaviour Type IndexQtn,cs: Equivalent clean sand normalized CPT total cone resistanceF.S.: Factor of safetyγmax: Maximum cyclic shear strainLDI: Lateral displacement indexAbbreviationsSurface condition154
LIQ UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.90
1.03
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Moorpark Library Location : High Street and Moorpark Avenue, Moorpark, Caliornia
GeoLogismiki
Geotechnical Engineers
Merarhias 56
http://www.geologismiki.gr
CPT file : CPT-2
37.50 ft
15.00 ft
5
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200100Depth (ft)75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10Normalized CPT penetration resistance1
10
100
1,000
Friction Ratio
Rf (%)
1086420
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction Ratio
Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
71155
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-2Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)100-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM72Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained156
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-2Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltClayClay & silty clayClay & silty claySilty sand & sandy siltClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClayClay & silty claySilty sand & sandy siltCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM73Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/A157
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-2CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)6462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM75Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk158
TRANSITION LAYER DETECTION ALGORITHM REPORT
Summary Details & Plots
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-2
SBTn Index
Ic (Robertson 1990)
4321Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sandClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Clay & silty clayClay
Sand & silty sandClay & silty clay
ClayClay & silty clay
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clayClay
Clay & silty clay
Silty sand & sandy silt
Transition layer algorithm properties
Ic minimum check value:
Ic maximum check value:
Ic change ratio value:
Minimum number of points in layer:
General statistics
Total points in CPT file:
Total points excluded:
Exclusion percentage:
Number of layers detected:
The software will delete data when the cone is in transition from either clay to sand or vise-versa. To do this the software
requires a range of Ic values over which the transition will be defined (typically somewhere between 1.80 < Ic < 3.0) and a rate
of change of Ic. Transitions typically occur when the rate of change of Ic is fast (i.e. delta Ic is small).
The SBTn plot below, displays in red the detected transition layers based on the parameters listed below the graphs.
Short description
1.70
3.00
0.0100
4
458
160
34.93%
20
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
78159
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-2Cone resistanceqt (tsf)25020015010050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsEstimation of post-earthquake settlementsStrain plotVolumentric strain (%)6543210Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Strain plotCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM115Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain160
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-2Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotCorrected norm. cone resistanceQtn,cs200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Corrected norm. cone resistanceFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Cyclic shear strainGamma max (%)6050403020100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cyclic shear strainLateral displacementsDisplacement (in)200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsEstimation of post-earthquake lateral DisplacementsGeometric parameters: Gently sloping ground without free face (Slope 2.50 %)CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:49 PM122Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqqt: Total cone resistance (cone resistance qc corrected for pore water effects)Ic: Soil Behaviour Type IndexQtn,cs: Equivalent clean sand normalized CPT total cone resistanceF.S.: Factor of safetyγmax: Maximum cyclic shear strainLDI: Lateral displacement indexAbbreviationsSurface condition161
LIQ UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.90
1.03
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Moorpark Library Location : High Street and Moorpark Avenue, Moorpark, Caliornia
GeoLogismiki
Geotechnical Engineers
Merarhias 56
http://www.geologismiki.gr
CPT file : CPT-3
37.50 ft
15.00 ft
5
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200100Depth (ft)75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10Normalized CPT penetration resistance1
10
100
1,000
Friction Ratio
Rf (%)
1086420
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction Ratio
Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
141162
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-3Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)100-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty claySilty sand & sandy siltClay & silty claySand & silty sandSand & silty sandSand & silty sandSand & silty sandClay & silty clayClay & silty claySand & silty sandClay & silty clayClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM142Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained163
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-3Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClayClay & silty clayClaySand & silty sandSilty sand & sandy siltClay & silty clayClay & silty claySand & silty sandClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClayClaySilty sand & sandy siltClay & silty claySand & silty sandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM143Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/A164
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-3CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)6462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)250200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM145Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk165
TRANSITION LAYER DETECTION ALGORITHM REPORT
Summary Details & Plots
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-3
SBTn Index
Ic (Robertson 1990)
4321Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy siltSilty sand & sandy siltSilty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
ClaySand & silty sandSilty sand & sandy silt
Clay & silty clay
Clay & silty clay
Sand & silty sandClay & silty clayClay & silty clay
Clay & silty claySilty sand & sandy silt
Clay
Clay
Silty sand & sandy siltClay & silty clay
Sand & silty sand
Transition layer algorithm properties
Ic minimum check value:
Ic maximum check value:
Ic change ratio value:
Minimum number of points in layer:
General statistics
Total points in CPT file:
Total points excluded:
Exclusion percentage:
Number of layers detected:
The software will delete data when the cone is in transition from either clay to sand or vise-versa. To do this the software
requires a range of Ic values over which the transition will be defined (typically somewhere between 1.80 < Ic < 3.0) and a rate
of change of Ic. Transitions typically occur when the rate of change of Ic is fast (i.e. delta Ic is small).
The SBTn plot below, displays in red the detected transition layers based on the parameters listed below the graphs.
Short description
1.70
3.00
0.0100
4
458
139
30.35%
20
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
148166
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-3Cone resistanceqt (tsf)25020015010050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsEstimation of post-earthquake settlementsStrain plotVolumentric strain (%)6543210Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Strain plotCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM185Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain167
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-3Cone resistanceqt (tsf)200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotCorrected norm. cone resistanceQtn,cs200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Corrected norm. cone resistanceFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Cyclic shear strainGamma max (%)6050403020100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cyclic shear strainLateral displacementsDisplacement (in)2001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsEstimation of post-earthquake lateral DisplacementsGeometric parameters: Gently sloping ground without free face (Slope 2.50 %)CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:51 PM192Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqqt: Total cone resistance (cone resistance qc corrected for pore water effects)Ic: Soil Behaviour Type IndexQtn,cs: Equivalent clean sand normalized CPT total cone resistanceF.S.: Factor of safetyγmax: Maximum cyclic shear strainLDI: Lateral displacement indexAbbreviationsSurface condition168
LIQ UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.90
1.03
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Moorpark Library Location : High Street and Moorpark Avenue, Moorpark, Caliornia
GeoLogismiki
Geotechnical Engineers
Merarhias 56
http://www.geologismiki.gr
CPT file : CPT-4
37.50 ft
15.00 ft
5
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
4002000Depth (ft)75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10Normalized CPT penetration resistance1
10
100
1,000
Friction Ratio
Rf (%)
1086420
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction Ratio
Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
211169
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-4Cone resistanceqt (tsf)400200Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)100-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClayClay & silty claySilty sand & sandy siltSand & silty sandClay & silty clayClay & silty claySilty sand & sandy siltSandSandSilty sand & sandy siltSand & silty sandClay & silty claySandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM212Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained170
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-4Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clayClayClay & silty claySand & silty sandClayClayClay & silty claySand & silty sandSandClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM213Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/A171
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-4CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)6462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)3002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM215Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk172
TRANSITION LAYER DETECTION ALGORITHM REPORT
Summary Details & Plots
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-4
SBTn Index
Ic (Robertson 1990)
4321Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sandSilty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Clay & silty claySilty sand & sandy siltSilty sand & sandy silt
Clay & silty clayClay
Clay & silty clay
Sand & silty sand
SandClay & silty clay
Silty sand & sandy silt
Silty sand & sandy siltSilty sand & sandy silt
Transition layer algorithm properties
Ic minimum check value:
Ic maximum check value:
Ic change ratio value:
Minimum number of points in layer:
General statistics
Total points in CPT file:
Total points excluded:
Exclusion percentage:
Number of layers detected:
The software will delete data when the cone is in transition from either clay to sand or vise-versa. To do this the software
requires a range of Ic values over which the transition will be defined (typically somewhere between 1.80 < Ic < 3.0) and a rate
of change of Ic. Transitions typically occur when the rate of change of Ic is fast (i.e. delta Ic is small).
The SBTn plot below, displays in red the detected transition layers based on the parameters listed below the graphs.
Short description
1.70
3.00
0.0100
4
458
64
13.97%
8
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
218173
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-4Cone resistanceqt (tsf)500400300200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsEstimation of post-earthquake settlementsStrain plotVolumentric strain (%)6543210Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Strain plotCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM255Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain174
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-4Cone resistanceqt (tsf)400200Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotCorrected norm. cone resistanceQtn,cs200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Corrected norm. cone resistanceFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Cyclic shear strainGamma max (%)6050403020100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cyclic shear strainLateral displacementsDisplacement (in)3002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsEstimation of post-earthquake lateral DisplacementsGeometric parameters: Gently sloping ground without free face (Slope 2.50 %)CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:53 PM262Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqqt: Total cone resistance (cone resistance qc corrected for pore water effects)Ic: Soil Behaviour Type IndexQtn,cs: Equivalent clean sand normalized CPT total cone resistanceF.S.: Factor of safetyγmax: Maximum cyclic shear strainLDI: Lateral displacement indexAbbreviationsSurface condition175
LIQ UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Robertson (2009)
Robertson (2009)
Based on Ic value
6.90
1.03
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Moorpark Library Location : High Street and Moorpark Avenue, Moorpark, Caliornia
GeoLogismiki
Geotechnical Engineers
Merarhias 56
http://www.geologismiki.gr
CPT file : CPT-5
37.50 ft
15.00 ft
5
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
No
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
All soils
No
N/A
Method based
Cone resistance
qt (tsf)
200Depth (ft)75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10Normalized CPT penetration resistance1
10
100
1,000
Friction Ratio
Rf (%)
1086420
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction Ratio
Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
281176
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-5Cone resistanceqt (tsf)300200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)100-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClayClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandSandSand & silty sandClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM282Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained177
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-5Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSandSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClaySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSandSilty sand & sandy siltClay & silty clayClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClaySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClaySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM283Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/A178
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-5CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)6462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)3002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM285Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):Robertson (2009)Robertson (2009)Based on Ic value6.901.0337.50 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:15.00 ft52.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesNoAll soilsNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk179
TRANSITION LAYER DETECTION ALGORITHM REPORT
Summary Details & Plots
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-5
SBTn Index
Ic (Robertson 1990)
4321Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210Depth (ft)74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClaySilty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty claySand & silty sand
Clay & silty clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Sand & silty sandSilty sand & sandy silt
Clay & silty clay
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty claySilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy silt
Transition layer algorithm properties
Ic minimum check value:
Ic maximum check value:
Ic change ratio value:
Minimum number of points in layer:
General statistics
Total points in CPT file:
Total points excluded:
Exclusion percentage:
Number of layers detected:
The software will delete data when the cone is in transition from either clay to sand or vise-versa. To do this the software
requires a range of Ic values over which the transition will be defined (typically somewhere between 1.80 < Ic < 3.0) and a rate
of change of Ic. Transitions typically occur when the rate of change of Ic is fast (i.e. delta Ic is small).
The SBTn plot below, displays in red the detected transition layers based on the parameters listed below the graphs.
Short description
1.70
3.00
0.0100
4
458
129
28.17%
17
CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM
Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clq
288180
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-5Cone resistanceqt (tsf)300200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsEstimation of post-earthquake settlementsStrain plotVolumentric strain (%)6543210Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Strain plotCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM325Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain181
This software is licensed to: Oakridge Geoscience, Inc.CPT name: CPT-5Cone resistanceqt (tsf)300200100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotCorrected norm. cone resistanceQtn,cs200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Corrected norm. cone resistanceFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.Cyclic shear strainGamma max (%)6050403020100Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cyclic shear strainLateral displacementsDisplacement (in)3002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsEstimation of post-earthquake lateral DisplacementsGeometric parameters: Gently sloping ground without free face (Slope 2.50 %)CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 6/5/2017, 1:10:56 PM332Project file: C:\Users\Craig Prentice\Desktop\Moorpark Library\Moorpark Library.clqqt: Total cone resistance (cone resistance qc corrected for pore water effects)Ic: Soil Behaviour Type IndexQtn,cs: Equivalent clean sand normalized CPT total cone resistanceF.S.: Factor of safetyγmax: Maximum cyclic shear strainLDI: Lateral displacement indexAbbreviationsSurface condition182
SPT BASED LIQ UEFACTION ANALYSIS REPORT
:: Input parameters and analysis properties ::
Analysis method:
Fines correction method:
Sampling method:
Borehole diameter:
Rod length:
Hammer energy ratio:
Boulanger & Idriss, 2014
Boulanger & Idriss, 2014
Standard Sampler
200mm
3.30 ft
1.30
G.W.T. (in-situ):
G.W.T. (earthq.):
Earthquake magnitude Mw:
Peak ground acceleration:
Eq. external load:
Project title : Moorpark Library
Location : High Street and Moorpark Avenue
SPT Name: DH #1
37.50 ft
15.00 ft
6.90 ft
1.03 g
0.00 tsf
Raw SPT Data
SPT Count (blow s/ft)
50403020100Depth (ft)75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Raw SPT Data CSR - CRR Plot
CSR - CRR
10.80.60.40.20Depth (ft)70
65
60
55
50
45
40
35
30
25
20
15
10
5
CSR - CRR Plot
During earthq.
FS Plot
Factor of Safety
21.510.50Depth (ft)70
65
60
55
50
45
40
35
30
25
20
15
10
5
FS Plot
During earthq.
LPI
Liquefaction potential
200Depth (ft)70
65
60
55
50
45
40
35
30
25
20
15
10
5
LPI
During earthq.
CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
50454035302520151050Cyclic Stress Ratio*0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.0
CRR 7.50 clean sand curve
Liquefaction
No Liquefaction
F.S. color scheme
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color scheme
Very high risk
High risk
Low risk
Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvs
Page: 1LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 183
This software is registered to: Oakridge Geoscience, Inc.Raw SPT DataSPT Count (blow s/ft)50403020100Depth (ft)7472706866646260585654525048464442403836343230282624222018161412108642Raw SPT DataCSR - CRR PlotCSR - CRR10.80.60.40.20Depth (ft)7472706866646260585654525048464442403836343230282624222018161412108642CSR - CRR PlotDuring earthq.FS PlotFactor of Safety21.510.50Depth (ft)7472706866646260585654525048464442403836343230282624222018161412108642FS PlotDuring earthq.Vertical Liq. SettlementsCuml. Settlement (in)4020Depth (ft)7472706866646260585654525048464442403836343230282624222018161412108642Vertical Liq. SettlementsDuring earthq.Lateral Liq. DisplacementsCuml. Displacement (ft)8642Depth (ft)7472706866646260585654525048464442403836343230282624222018161412108642Lateral Liq. DisplacementsDuring earthq.:: Overall Liquefaction Assessment Analysis Plots ::Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvsPage: 2LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software184
This software is registered to: Oakridge Geoscience, Inc.
Test
Depth
(ft)
:: Field input data ::
SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.
Thickness
(ft)
Can
Liquefy
2.00 3 12.00 98.00 2.00 No
3.50 2 12.00 98.00 2.00 No
7.00 4 12.00 105.00 4.00 No
9.00 4 15.00 105.00 3.00 No
12.00 6 15.00 111.00 2.00 No
14.00 7 7.00 111.00 3.00 Yes
19.00 14 7.00 111.00 7.00 Yes
24.00 9 23.00 108.00 5.00 Yes
29.00 23 7.00 107.00 5.00 Yes
34.00 20 7.00 107.00 5.00 Yes
39.00 2 50.00 112.00 5.00 Yes
44.00 8 50.00 112.00 5.00 Yes
49.00 23 25.00 112.00 5.00 Yes
54.00 21 3.00 112.00 5.00 Yes
59.00 14 25.00 112.00 5.00 Yes
66.00 7 63.00 112.00 3.00 No
69.00 22 24.00 112.00 3.00 Yes
74.00 20 24.00 112.00 3.00 Yes
Abbreviations
Depth:
SPT Field Value:
Fines Content:
Unit Weight:
Infl. Thickness:
Can Liquefy:
Depth at which test was performed (ft)
Number of blows per foot
Fines content at test depth (%)
Unit weight at test depth (pcf)
Thickness of the soil layer to be considered in settlements analysis (ft)
User defined switch for excluding/including test depth from the analysis procedure
:: Cyclic Resistance Ratio (CRR) calculation data ::
CRR7.5Depth
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 (N1)60csFC
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)
Δ(Ν1)60m
2.00 3 1.701.301.150.751.00 6 8 4.00012.0098.00 0.10 0.00 0.10 0.55 2.07
3.50 2 1.701.301.150.751.00 4 6 4.00012.0098.00 0.17 0.00 0.17 0.58 2.07
7.00 4 1.70 1.30 1.15 0.80 1.00 8 10 4.00012.00105.00 0.36 0.00 0.36 0.52 2.07
9.00 4 1.53 1.30 1.15 0.80 1.00 7 10 4.00015.00105.00 0.46 0.00 0.46 0.51 3.26
12.00 6 1.30 1.30 1.15 0.85 1.00 10 13 4.00015.00111.00 0.63 0.00 0.63 0.50 3.26
14.00 7 1.21 1.30 1.15 0.85 1.00 11 11 4.0007.00111.00 0.74 0.00 0.74 0.53 0.14
19.00 14 1.02 1.30 1.15 0.95 1.00 20 20 0.2067.00111.00 1.02 0.00 1.02 0.44 0.14
24.00 9 0.91 1.30 1.15 0.95 1.00 12 17 0.17423.00108.00 1.29 0.00 1.29 0.48 4.88
29.00 23 0.87 1.30 1.15 0.95 1.00 28 28 0.3847.00107.00 1.55 0.00 1.55 0.37 0.14
34.00 20 0.80 1.30 1.15 1.00 1.00 24 24 0.2687.00107.00 1.82 0.00 1.82 0.41 0.14
39.00 2 0.67 1.30 1.15 1.00 1.00 2 8 0.10550.00112.00 2.10 0.05 2.05 0.60 5.61
44.00 8 0.69 1.30 1.15 1.00 1.00 8 14 0.14850.00112.00 2.38 0.20 2.18 0.52 5.61
49.00 23 0.75 1.30 1.15 1.00 1.00 26 31 4.00025.00112.00 2.66 0.36 2.30 0.37 5.07
54.00 21 0.70 1.30 1.15 1.00 1.00 22 22 0.2333.00112.00 2.94 0.51 2.43 0.42 0.00
59.00 14 0.66 1.30 1.15 1.00 1.00 14 19 0.19425.00112.00 3.22 0.67 2.55 0.46 5.07
66.00 7 0.60 1.30 1.15 1.00 1.00 6 12 4.00063.00112.00 3.61 0.89 2.72 0.55 5.59
69.00 22 0.68 1.30 1.15 1.00 1.00 22 27 0.34724.00112.00 3.78 0.98 2.80 0.39 4.98
74.00 20 0.65 1.30 1.15 1.00 1.00 20 25 0.29024.00112.00 4.06 1.14 2.92 0.42 4.98
Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvs
Page: 3LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 185
This software is registered to: Oakridge Geoscience, Inc.
:: Cyclic Resistance Ratio (CRR) calculation data ::
CRR7.5Depth
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 (N1)60csFC
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)
Δ(Ν1)60m
σv:
uo:
σ'vo:
m:
CN:
CE:
CB:
CR:
CS:
N1(60):
Δ(Ν1)60
N1(60)cs:
CRR7.5:
Total stress during SPT test (tsf)
Water pore pressure during SPT test (tsf)
Effective overburden pressure during SPT test (tsf)
Stress exponent normalization factor
Overburden corretion factor
Energy correction factor
Borehole diameter correction factor
Rod length correction factor
Liner correction factor
Corrected NSPT to a 60% energy ratio
Equivalent clean sand adjustment
Corected N1(60) value for fines content
Cyclic resistance ratio for M=7.5
Abbreviations
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::
Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
FSMSFmax(N1)60csα
2.00 98.00 0.10 0.00 0.10 1.00 0.670 1.03 0.649 1.10 0.590 2.0001.15 81.00
3.50 98.00 0.17 0.00 0.17 1.00 0.667 1.03 0.649 1.10 0.590 2.0001.13 61.00
7.00 105.00 0.36 0.00 0.36 0.98 0.659 1.04 0.633 1.10 0.575 2.0001.19 101.00
9.00 105.00 0.46 0.00 0.46 0.98 0.654 1.04 0.628 1.08 0.583 2.0001.19 101.00
12.00 111.00 0.63 0.00 0.63 0.96 0.645 1.06 0.611 1.05 0.580 2.0001.26 131.00
14.00 111.00 0.74 0.00 0.74 0.95 0.639 1.05 0.611 1.03 0.591 2.0001.21 111.00
19.00 111.00 1.02 0.12 0.89 0.93 0.711 1.11 0.643 1.02 0.628 0.3281.49 201.00
24.00 108.00 1.29 0.28 1.00 0.90 0.775 1.08 0.717 1.01 0.712 0.2441.38 171.00
29.00 107.00 1.55 0.44 1.12 0.88 0.818 1.19 0.688 0.99 0.695 0.5521.88 281.00
34.00 107.00 1.82 0.59 1.23 0.85 0.843 1.14 0.737 0.98 0.755 0.3551.67 241.00
39.00 112.00 2.10 0.75 1.35 0.82 0.853 1.03 0.826 0.98 0.844 0.1241.15 81.00
44.00 112.00 2.38 0.90 1.48 0.79 0.855 1.06 0.805 0.96 0.835 0.1771.29 141.00
49.00 112.00 2.66 1.06 1.60 0.76 0.849 1.23 0.692 0.91 0.759 2.0002.06 311.00
54.00 112.00 2.94 1.22 1.72 0.73 0.840 1.12 0.747 0.93 0.803 0.2901.58 221.00
59.00 112.00 3.22 1.37 1.85 0.71 0.827 1.10 0.753 0.93 0.811 0.2391.45 191.00
66.00 112.00 3.61 1.59 2.02 0.67 0.806 1.05 0.767 0.94 0.820 2.0001.24 121.00
69.00 112.00 3.78 1.68 2.10 0.66 0.796 1.18 0.677 0.88 0.770 0.4501.82 271.00
74.00 112.00 4.06 1.84 2.22 0.64 0.781 1.15 0.676 0.88 0.769 0.3771.72 251.00
σv,eq:
uo,eq:
σ'vo,eq:
rd:
α:
CSR :
MSF :
CSReq,M=7.5:
Ksigma:
CSR*:
FS:
Total overburden pressure at test point, during earthquake (tsf)
Water pressure at test point, during earthquake (tsf)
Effective overburden pressure, during earthquake (tsf)
Nonlinear shear mass factor
Improvement factor due to stone columns
Cyclic Stress Ratio
Magnitude Scaling Factor
CSR adjusted for M=7.5
Effective overburden stress factor
CSR fully adjusted
Calculated factor of safety against soil liquefaction
Abbreviations
:: Liquefaction potential according to Iwasaki ::
Depth
(ft)
FS F Thickness
(ft)
wz IL
Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvs
Page: 4LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 186
This software is registered to: Oakridge Geoscience, Inc.
:: Liquefaction potential according to Iwasaki ::
Depth
(ft)
FS F Thickness
(ft)
wz IL
2.00 2.000 0.00 9.70 0.001.50
3.50 2.000 0.00 9.47 0.001.50
7.00 2.000 0.00 8.93 0.003.50
9.00 2.000 0.00 8.63 0.002.00
12.00 2.000 0.00 8.17 0.003.00
14.00 2.000 0.00 7.87 0.002.00
19.00 0.328 0.67 7.10 7.285.00
24.00 0.244 0.76 6.34 7.315.00
29.00 0.552 0.45 5.58 3.815.00
34.00 0.355 0.64 4.82 4.735.00
39.00 0.124 0.88 4.06 5.425.00
44.00 0.177 0.82 3.29 4.135.00
49.00 2.000 0.00 2.53 0.005.00
54.00 0.290 0.71 1.77 1.925.00
59.00 0.239 0.76 1.01 1.175.00
66.00 2.000 0.00 0.00 0.000.00
69.00 0.450 0.00 0.00 0.000.00
74.00 0.377 0.00 0.00 0.000.00
35.76
IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for dry sands ::
Depth
(ft)
(N1)60 τav pGmax
(tsf)
αbγε15Nc εNc
(%)
ΔS
(in)
Δh
(ft)
2.00 6 0.07 0.07 0.23 0.13 25789.58 0.05 0.16 10.08 13.35 6.4062.00
3.50 4 0.11 0.11 0.28 0.13 18434.08 0.10 0.43 10.08 36.24 17.3962.00
7.00 8 0.23 0.24 0.47 0.14 11908.57 0.02 0.05 10.08 4.45 4.2754.00
9.00 7 0.30 0.31 0.53 0.14 10194.92 0.02 0.05 10.08 4.25 3.0603.00
12.00 10 0.40 0.42 0.68 0.15 8470.78 0.01 0.02 10.08 1.72 0.8242.00
14.00 11 0.47 0.49 0.70 0.15 7681.29 0.02 0.03 10.08 2.83 2.0383.00
Abbreviations
τav:
p:
Gmax:
α, b:
γ:
ε15:
Nc:
εNc:
Δh:
ΔS:
Average cyclic shear stress
Average stress
Maximum shear modulus (tsf)
Shear strain formula variables
Average shear strain
Volumetric strain after 15 cycles
Number of cycles
Volumetric strain for number of cycles Nc (%)
Thickness of soil layer (in)
Settlement of soil layer (in)
33.999Cumulative settlemetns:
Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvs
Page: 5LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 187
This software is registered to: Oakridge Geoscience, Inc.
:: Vertical & Lateral displ.acements estimation for saturated sands ::
Depth
(ft)
γlim
(%)
ev
(%)
dz
(ft)
Sv-1D
(in)
(N1)60cs Fα γmax
(%)
FSliq LDI
(ft)
19.00 20 15.90 0.52 0.328 15.90 2.30 7.00 1.935 1.11
24.00 17 22.15 0.67 0.244 22.15 2.62 5.00 1.572 1.11
29.00 28 6.08 0.04 0.552 6.08 1.29 5.00 0.777 0.30
34.00 24 10.02 0.29 0.355 10.02 1.97 5.00 1.181 0.50
39.00 8 50.00 0.94 0.124 50.00 4.23 5.00 2.536 2.50
44.00 14 30.65 0.79 0.177 30.65 3.02 5.00 1.810 1.53
49.00 31 4.04 -0.16 2.000 0.00 0.00 5.00 0.000 0.00
54.00 22 12.67 0.41 0.290 12.67 2.13 5.00 1.275 0.63
59.00 19 17.78 0.57 0.239 17.78 2.40 5.00 1.441 0.89
66.00 12 0.00 0.00 2.000 0.00 0.00 3.00 0.000 0.00
69.00 27 6.92 0.11 0.450 6.92 1.53 3.00 0.549 0.21
74.00 25 8.88 0.23 0.377 8.88 1.90 3.00 0.683 0.27
Abbreviations
13.760Cumulative settlements:
γlim:
Fα/N:
γmax:
ev::
Sv-1D:
LDI:
Limiting shear strain (%)
Maximun shear strain factor
Maximum shear strain (%)
Post liquefaction volumetric strain (%)
Estimated vertical settlement (in)
Estimated lateral displacement (ft)
9.05
Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvs
Page: 6LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 188
SPT BASED LIQ UEFACTION ANALYSIS REPORT
:: Input parameters and analysis properties ::
Analysis method:
Fines correction method:
Sampling method:
Borehole diameter:
Rod length:
Hammer energy ratio:
Boulanger & Idriss, 2014
Boulanger & Idriss, 2014
Standard Sampler
200mm
3.30 ft
1.30
G.W.T. (in-situ):
G.W.T. (earthq.):
Earthquake magnitude Mw:
Peak ground acceleration:
Eq. external load:
Project title : Moorpark Library
Location : High Street and Moorpark Avenue
SPT Name: DH #2
37.50 ft
15.00 ft
6.90 ft
1.03 g
0.00 tsf
Raw SPT Data
SPT Count (blow s/ft)
50403020100Depth (ft)50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
Raw SPT Data CSR - CRR Plot
CSR - CRR
10.80.60.40.20Depth (ft)48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
CSR - CRR Plot
During earthq.
FS Plot
Factor of Safety
21.510.50Depth (ft)48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
FS Plot
During earthq.
LPI
Liquefaction potential
200Depth (ft)48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
LPI
During earthq.
CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
50454035302520151050Cyclic Stress Ratio*0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.0
CRR 7.50 clean sand curve
Liquefaction
No Liquefaction
F.S. color scheme
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color scheme
Very high risk
High risk
Low risk
Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvs
Page: 7LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 189
This software is registered to: Oakridge Geoscience, Inc.Raw SPT DataSPT Count (blow s/ft)50403020100Depth (ft)5048464442403836343230282624222018161412108642Raw SPT DataCSR - CRR PlotCSR - CRR10.80.60.40.20Depth (ft)48464442403836343230282624222018161412108642CSR - CRR PlotDuring earthq.FS PlotFactor of Safety21.510.50Depth (ft)48464442403836343230282624222018161412108642FS PlotDuring earthq.Vertical Liq. SettlementsCuml. Settlement (in)105Depth (ft)48464442403836343230282624222018161412108642Vertical Liq. SettlementsDuring earthq.Lateral Liq. DisplacementsCuml. Displacement (ft)654321Depth (ft)48464442403836343230282624222018161412108642Lateral Liq. DisplacementsDuring earthq.:: Overall Liquefaction Assessment Analysis Plots ::Project File: C:\Users\Craig Prentice\Documents\Oakridge Geoscience\client-projects\GeoLogisMiki\MOORPARK LIBRARY\Moorpark LibrarySPT.lsvsPage: 8LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software190
This software is registered to: Oakridge Geoscience, Inc.
Test
Depth
(ft)
:: Field input data ::
SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.
Thickness
(ft)
Can
Liquefy
2.00 15 22.00 102.00 3.00 No
4.00 9 22.00 102.00 3.00 No
7.00 6 22.00 101.00 3.00 No
9.00 9 22.00 101.00 3.00 No
12.00 7 12.00 101.00 2.00 No
14.00 9 27.00 106.00 4.00 Yes
19.00 13 27.00 106.00 5.00 Yes
24.00 9 29.00 95.00 6.00 Yes
29.00 21 6.00 95.00 5.00 Yes
34.00 15 27.00 97.00 5.00 Yes
39.00 0 52.00 118.00 1.50 Yes
41.00 17 52.00 118.00 1.50 Yes
44.00 6 47.00 118.00 4.00 Yes
49.00 12 27.00 118.00 4.00 Yes
Abbreviations
Depth:
SPT Field Value:
Fines Content:
Unit Weight:
Infl. Thickness:
Can Liquefy:
Depth at which test was performed (ft)
Number of blows per foot
Fines content at test depth (%)
Unit weight at test depth (pcf)
Thickness of the soil layer to be considered in settlements analysis (ft)
User defined switch for excluding/including test depth from the analysis procedure
:: Cyclic Resistance Ratio (CRR) calculation data ::
CRR7.5Depth
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 (N1)60csFC
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)
Δ(Ν1)60m
2.00 15 1.70 1.30 1.15 0.75 1.00 29 34 4.00022.00102.00 0.10 0.00 0.10 0.32 4.77
4.00 9 1.701.301.150.751.00 17 22 4.00022.00102.00 0.20 0.00 0.20 0.40 4.77
7.00 6 1.631.301.150.801.00 12 17 4.00022.00101.00 0.36 0.00 0.36 0.45 4.77
9.00 9 1.431.301.150.801.00 15 20 4.00022.00101.00 0.46 0.00 0.46 0.42 4.77
12.00 7 1.31 1.30 1.15 0.85 1.00 12 14 4.00012.00101.00 0.61 0.00 0.61 0.49 2.07
14.00 9 1.19 1.30 1.15 0.85 1.00 14 19 4.00027.00106.00 0.71 0.00 0.71 0.44 5.21
19.00 13 1.03 1.30 1.15 0.95 1.00 19 24 0.26827.00106.00 0.98 0.00 0.98 0.40 5.21
24.00 9 0.94 1.30 1.15 0.95 1.00 12 17 0.17429.0095.00 1.22 0.00 1.22 0.47 5.32
29.00 21 0.88 1.30 1.15 0.95 1.00 26 26 0.3166.0095.00 1.45 0.00 1.45 0.39 0.03
34.00 15 0.82 1.30 1.15 1.00 1.00 18 23 0.24927.0097.00 1.70 0.00 1.70 0.42 5.21
39.00 0 0.68 1.30 1.15 1.00 1.00 0 6 0.09252.00118.00 1.99 0.05 1.94 0.63 5.61
41.00 17 0.77 1.30 1.15 1.00 1.00 20 26 0.31652.00118.00 2.11 0.11 2.00 0.41 5.61
44.00 6 0.69 1.30 1.15 1.00 1.00 6 12 0.13247.00118.00 2.29 0.20 2.08 0.54 5.61
49.00 12 0.70 1.30 1.15 1.00 1.00 13 18 0.18427.00118.00 2.58 0.36 2.22 0.47 5.21
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This software is registered to: Oakridge Geoscience, Inc.
:: Cyclic Resistance Ratio (CRR) calculation data ::
CRR7.5Depth
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 (N1)60csFC
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)
Δ(Ν1)60m
σv:
uo:
σ'vo:
m:
CN:
CE:
CB:
CR:
CS:
N1(60):
Δ(Ν1)60
N1(60)cs:
CRR7.5:
Total stress during SPT test (tsf)
Water pore pressure during SPT test (tsf)
Effective overburden pressure during SPT test (tsf)
Stress exponent normalization factor
Overburden corretion factor
Energy correction factor
Borehole diameter correction factor
Rod length correction factor
Liner correction factor
Corrected NSPT to a 60% energy ratio
Equivalent clean sand adjustment
Corected N1(60) value for fines content
Cyclic resistance ratio for M=7.5
Abbreviations
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::
Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
FSMSFmax(N1)60csα
2.00 102.00 0.10 0.00 0.10 1.00 0.670 1.26 0.533 1.10 0.485 2.0002.20 341.00
4.00 102.00 0.20 0.00 0.20 0.99 0.666 1.12 0.593 1.10 0.539 2.0001.58 221.00
7.00 101.00 0.36 0.00 0.36 0.98 0.659 1.08 0.609 1.10 0.554 2.0001.38 171.00
9.00 101.00 0.46 0.00 0.46 0.98 0.654 1.11 0.591 1.10 0.537 2.0001.49 201.00
12.00 101.00 0.61 0.00 0.61 0.96 0.645 1.06 0.608 1.06 0.574 2.0001.29 141.00
14.00 106.00 0.71 0.00 0.71 0.95 0.639 1.10 0.583 1.05 0.555 2.0001.45 191.00
19.00 106.00 0.98 0.12 0.85 0.93 0.714 1.14 0.625 1.03 0.604 0.4441.67 241.00
24.00 95.00 1.22 0.28 0.94 0.90 0.788 1.08 0.728 1.01 0.718 0.2421.38 171.00
29.00 95.00 1.45 0.44 1.02 0.88 0.840 1.17 0.721 1.01 0.716 0.4411.77 261.00
34.00 97.00 1.70 0.59 1.10 0.85 0.874 1.13 0.771 0.99 0.776 0.3211.62 231.00
39.00 118.00 1.99 0.75 1.24 0.82 0.880 1.03 0.857 0.99 0.868 0.1061.13 61.00
41.00 118.00 2.11 0.81 1.30 0.81 0.880 1.17 0.755 0.97 0.782 0.4041.77 261.00
44.00 118.00 2.29 0.90 1.38 0.79 0.877 1.05 0.835 0.97 0.857 0.1541.24 121.00
49.00 118.00 2.58 1.06 1.52 0.76 0.867 1.09 0.796 0.96 0.833 0.2201.42 181.00
σv,eq:
uo,eq:
σ'vo,eq:
rd:
α:
CSR :
MSF :
CSReq,M=7.5:
Ksigma:
CSR*:
FS:
Total overburden pressure at test point, during earthquake (tsf)
Water pressure at test point, during earthquake (tsf)
Effective overburden pressure, during earthquake (tsf)
Nonlinear shear mass factor
Improvement factor due to stone columns
Cyclic Stress Ratio
Magnitude Scaling Factor
CSR adjusted for M=7.5
Effective overburden stress factor
CSR fully adjusted
Calculated factor of safety against soil liquefaction
Abbreviations
:: Liquefaction potential according to Iwasaki ::
Depth
(ft)
FS F Thickness
(ft)
wz IL
2.00 2.000 0.00 9.70 0.002.00
4.00 2.000 0.00 9.39 0.002.00
7.00 2.000 0.00 8.93 0.003.00
9.00 2.000 0.00 8.63 0.002.00
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This software is registered to: Oakridge Geoscience, Inc.
:: Liquefaction potential according to Iwasaki ::
Depth
(ft)
FS F Thickness
(ft)
wz IL
12.00 2.000 0.00 8.17 0.003.00
14.00 2.000 0.00 7.87 0.002.00
19.00 0.444 0.56 7.10 6.025.00
24.00 0.242 0.76 6.34 7.325.00
29.00 0.441 0.56 5.58 4.755.00
34.00 0.321 0.68 4.82 4.985.00
39.00 0.106 0.89 4.06 5.535.00
41.00 0.404 0.60 3.75 1.362.00
44.00 0.154 0.85 3.29 2.553.00
49.00 0.220 0.78 2.53 3.015.00
35.53
IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for dry sands ::
Depth
(ft)
(N1)60 τav pGmax
(tsf)
αbγε15Nc εNc
(%)
ΔS
(in)
Δh
(ft)
2.00 29 0.07 0.07 0.38 0.13 25177.92 0.00 0.00 10.08 0.09 0.0673.00
4.00 17 0.14 0.14 0.46 0.13 16611.23 0.00 0.00 10.08 0.35 0.2543.00
7.00 12 0.23 0.24 0.56 0.14 11903.54 0.01 0.01 10.08 0.78 0.5603.00
9.00 15 0.30 0.31 0.67 0.14 10245.08 0.01 0.01 10.08 0.47 0.3403.00
12.00 12 0.39 0.41 0.69 0.15 8626.56 0.01 0.02 10.08 1.36 0.6512.00
14.00 14 0.46 0.48 0.82 0.15 7833.59 0.01 0.01 10.08 0.54 0.5164.00
Abbreviations
τav:
p:
Gmax:
α, b:
γ:
ε15:
Nc:
εNc:
Δh:
ΔS:
Average cyclic shear stress
Average stress
Maximum shear modulus (tsf)
Shear strain formula variables
Average shear strain
Volumetric strain after 15 cycles
Number of cycles
Volumetric strain for number of cycles Nc (%)
Thickness of soil layer (in)
Settlement of soil layer (in)
2.387Cumulative settlemetns:
:: Vertical & Lateral displ.acements estimation for saturated sands ::
Depth
(ft)
γlim
(%)
ev
(%)
dz
(ft)
Sv-1D
(in)
(N1)60cs Fα γmax
(%)
FSliq LDI
(ft)
19.00 24 10.02 0.29 0.444 10.02 1.97 5.00 1.181 0.50
24.00 17 22.15 0.67 0.242 22.15 2.62 6.00 1.887 1.33
29.00 26 7.85 0.17 0.441 7.85 1.79 5.00 1.076 0.39
34.00 23 11.27 0.35 0.321 11.27 2.04 5.00 1.227 0.56
39.00 6 50.00 0.95 0.106 50.00 4.86 1.50 0.875 0.75
41.00 26 7.85 0.17 0.404 7.85 1.79 1.50 0.323 0.12
44.00 12 38.03 0.86 0.154 38.03 3.34 4.00 1.604 1.52
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This software is registered to: Oakridge Geoscience, Inc.
:: Vertical & Lateral displ.acements estimation for saturated sands ::
Depth
(ft)
γlim
(%)
ev
(%)
dz
(ft)
Sv-1D
(in)
(N1)60cs Fα γmax
(%)
FSliq LDI
(ft)
49.00 18 19.85 0.62 0.220 19.85 2.51 4.00 1.204 0.79
Abbreviations
9.376Cumulative settlements:
γlim:
Fα/N:
γmax:
ev::
Sv-1D:
LDI:
Limiting shear strain (%)
Maximun shear strain factor
Maximum shear strain (%)
Post liquefaction volumetric strain (%)
Estimated vertical settlement (in)
Estimated lateral displacement (ft)
5.97
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References
⦁ Ronald D. Andrus, Hossein Hayati, Nisha P. Mohanan, 2009. Correcting Liquefaction Resistance for Aged Sands Using Measured
to Estimated Velocity Ratio, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 135, No. 6, June 1
⦁ 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
⦁ Dipl.-Ing. Heinz J. Priebe, Vibro Replacement to Prevent Earthquake Induced Liquefaction, Proceedings of the Geotechnique-
Colloquium at Darmstadt, Germany, on March 19th, 1998 (also published in Ground Engineering, September 1998), Technical
paper 12-57E
⦁ Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at
http://www.geologismiki.gr/
⦁ Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E.,
Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K.,
Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF
Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering,
Vol. 127, October, pp 817-833
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian
Geotechnical Journal, 39: pp 1168-1180
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT,
ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871
⦁ Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical &
Geoenvironmental Engineering, Vol. 124, No. 4, 364-368
⦁ R. Kayen, R. E. S. Moss, E. M. Thompson, R. B. Seed, K. O. Cetin, A. Der Kiureghian, Y. Tanaka, K. Tokimatsu, 2013. Shear-
Wave Velocity–Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential, Journal of Geotechnical
and Geoenvironmental Engineering, Vol. 139, No. 3, March 1
LiqSVs 1.1.1.8 - SPT & Vs Liquefaction Assessment Software 195
APPENDIX V
196