HomeMy WebLinkAboutRFP - 8627 CMGC FOR HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS1
8627 CM/GC Services for Horsetooth & College Intersection Improvements
REQUEST FOR PROPOSAL
8627 CONSTRUCTION MANAGEMENT/ GENERAL CONTRACTOR SERVICES FOR
HORSETOOTH & COLLEGE INTERSECTION IMPROVEMENTS
The City of Fort Collins is requesting proposals from qualified Construction Managers/ General
Contractors for the Horsetooth & College Intersection Improvements.
As part of the City’s commitment to Sustainable Purchasing, proposals submission via
email is preferred. Proposals shall be submitted in a single Microsoft Word or PDF file
under 20MB and e-mailed to: purchasing@fcgov.com. If electing to submit a hard copy
proposal instead, one (1) hard copy and one (1) electronic copy on a jump drive, will be
received at the City of Fort Collins' Purchasing Division, 215 North Mason St., 2nd floor, Fort
Collins, Colorado 80524. Proposals must be received before 3:00 p.m. (our clock),
December 6, 2017 and referenced as Proposal No. 8627. If delivered, they are to be sent to
215 North Mason Street, 2nd Floor, Fort Collins, Colorado 80524. If mailed, the address is P.O.
Box 580, Fort Collins, 80522-0580. Please note, additional time is required for bids mailed
to the PO Box to be received at the Purchasing Office.
The City encourages all Disadvantaged Business Enterprises (DBEs) to submit proposals in
response to all requests for proposals. No individual or business will be discriminated against
on the grounds of race, color, sex, or national origin. It is the City’s policy to create a level
playing field on which DBEs can compete fairly and to ensure nondiscrimination in the award
and administration of all contracts.
As this project is funded by the Colorado Department of Transportation, CM/GCs must be
pre-qualified with the Colorado Department of Transportation for work on state
highways. To become pre-qualified during the proposal period, contact the project
manager. Applications must be submitted within one week of the initial RFP release.
A pre-proposal meeting will be held November 17, 2017 at 9:00 AM in Community Room,
located at 215 N Mason St., Fort Collins, CO. Attendance is highly recommended.
Questions concerning the scope of the bid should be directed to Project Manager, Dan
Woodward, Civil Engineer II, at (970) 970-416-4203 or dwoodward@fcgov.com.
Questions regarding bid submittal or process should be directed to Elliot Dale, Senior Buyer, at
(970) 221-6777 or edale@fcgov.com.
All questions must be submitted in writing via email to Dan Woodward, with a copy to
Elliot Dale, no later than 5:00 PM our clock on November 27, 2017. Questions received
after this deadline will not be answered.
A copy of the RFP may be obtained at http://www.bidnetdirect.com/colorado/city-of-fort-collins.
The City of Fort Collins is subject to public information laws, which permit access to most
records and documents. Proprietary information in your response must be clearly identified and
Financial Services
Purchasing Division
215 N. Mason St. 2nd Floor
PO Box 580
Fort Collins, CO 80522
970.221.6775
970.221.6707
fcgov.com/purchasing
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
will be protected to the extent legally permissible. Proposals may not be marked ‘Proprietary’ in
their entirety. All provisions of any contract resulting from this request for proposal will be public
information. Firms are allowed to submit one (1) additional complete proposal clearly marked
“FOR PUBLIC VIEWING.” In this version of the proposal, the firm will redact all text and/or data
that it wishes to be considered confidential and denote the information as “proprietary” or
“confidential”. Information considered proprietary is limited to material treated as confidential in
the normal conduct of business, trade secrets, discount information, and individual product or
service pricing. Summary price information may not be designated as proprietary as such
information may be carried forward into other public documents.
New Vendors:
The City requires new vendors receiving awards from the City to fill out and submit an IRS form
W-9 and to register for Direct Deposit (Electronic) payment. If needed, the W-9 form and the
Vendor Direct Deposit Authorization Form can be found on the City’s Purchasing website at
www.fcgov.com/purchasing under Vendor Reference Documents.
Sales Prohibited/Conflict of Interest: No officer, employee, or member of City Council, shall have
a financial interest in the sale to the City of any real or personal property, equipment, material,
supplies or services where such officer or employee exercises directly or indirectly any decision-
making authority concerning such sale or any supervisory authority over the services to be
rendered. This rule also applies to subcontracts with the City. Soliciting or accepting any gift,
gratuity favor, entertainment, kickback or any items of monetary value from any person who has
or is seeking to do business with the City of Fort Collins is prohibited.
Collusive or sham proposals: Any proposal deemed to be collusive or a sham proposal will be
rejected and reported to authorities as such. Your authorized signature of this proposal assures
that such proposal is genuine and is not a collusive or sham proposal.
The City of Fort Collins reserves the right to reject any and all proposals and to waive any
irregularities or informalities.
Utilization of Award by Other Agencies: The City of Fort Collins reserves the right to allow other
state and local governmental agencies, political subdivisions, and/or school districts to utilize the
resulting award under all terms and conditions specified and upon agreement by all parties.
Usage by any other entity shall not have a negative impact on the City of Fort Collins in the
current term or in any future terms.
Sustainability: Consulting firms/teams participating in the proposal are to provide an overview of
the organization’s philosophy and approach to Sustainability. In no more than two (2) pages
please describe how your organization strives to be sustainable in the use of materials,
equipment, vehicles, fuel, recycling, office practices, etc. The City of Fort Collins incorporates
the Triple Bottom Line into our decision process by including economic (or financial),
environmental, and social factors in our evaluation.
The selected Service Provider shall be expected to sign the City’s standard Agreement without
revision prior to commencing Services (see sample attached to this Proposal).
Sincerely,
Gerry S. Paul
Purchasing Director
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
8627 CM/GC SERVICES
FOR THE HORSETOOTH & COLLEGE INTERSECTION IMPROVEMENTS
I. PROJECT SCOPE OF WORK AND REQUIREMENTS
A. General Information
The City of Fort Collins is requesting proposals from qualified Contractors for
Construction Manager/General Contractor (CM/GC) services related to the construction
of the Horsetooth Road and College Avenue Intersection Improvements.
The City and the Colorado Department of Transportation (CDOT) recently completed a
traffic analysis study of the Horsetooth and College intersection taking into account
future projected growth within the City and the immediate vicinity. The study found that
the current Average Daily Traffic (ADT) for the intersection is approximately 70,000
vehicles per day. Based on this study, the need for additional left turn lanes along
northbound and southbound College Avenue as well as an additional eastbound left turn
lane were identified. The existing traffic signal system was also identified as needing to
be replaced.
State funding was received by the City in 2017 to install the additional left turn lanes and
replace the existing traffic signal system. The City is also providing additional funding to
improve the look and feel of this important Midtown intersection with improved medians
and landscaping, additional porkchop right turn islands and improving the pedestrian and
bicycle facilities. Along with these improvements, the City is also bringing additional
funds to replace the bridge over Larimer No.2 Canal on Horsetooth Road just west of
College Avenue.
The Horsetooth and College Intersection Improvements are based on preliminary
intersection and bridge plans that are available in Attachment 1. The plans are
approximately 30% design plans.
The Horsetooth Road and College Avenue intersection is significant to the City of Fort
Collins for many reasons, including the following:
▪ Horsetooth Road is a heavily travelled arterial east-west route within Fort Collins
▪ Horsetooth Road and College Avenue is a major arterial intersection with several
active developments in the area, including a large redevelopment of the mall
▪ Several existing Transfort routes traverse the intersection
▪ Proximity to the MAX transportation system
▪ Identified as a key intersection in the City’s Midtown in Motion Plan
The Horsetooth Road bridge replacement will require extensive coordination and traffic
control phasing during construction with both the City, local businesses and the Larimer
Canal No. 2 ditch company. Typically, the ditch stops running water on October 15th and
the contractor would have full access to reconstruct the bridge at that time. Water
typically begins flowing through the ditch again around April 15th. The ditch company
may stop running water sooner or may run water for longer depending on the customer
needs and conditions. Due to project scheduling and time constraints, it is likely that
some of the bridge work would need to be done prior to Oct 15th, including abutments
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
and walls. The City would like to explore ways to begin as much work as possible prior
to the ditch water being shutoff.
For the purposes of this RFP, the contractor may assume, and price, precast box girders
with a cast-in-place deck, along with drilled caissons for the abutments. However, the
City is interested in using additional alternative construction techniques in order to
minimize construction and schedule impacts. The contractor is encouraged to discuss
innovative approaches to constructing the bridge in order to meet schedule constraints,
including but not limited to precast items, innovative phasing options and construction
materials, etc.
The City is also interested in rebuilding the current asphalt intersection with concrete,
depending on geotechnical engineering, cost, traffic/schedule impacts, and ride quality.
The amount of congestion at this intersection creates extensive phasing and traffic
control risks associated with that work. The City would like the contractor to discuss
options for rebuilding the intersection that address both impacts to traveling public as
well as ride quality (i.e. potential to use a concrete paver, pouring large sections at once,
day/night work, etc.). Any cost savings or efficiencies gained with particular phasing or
construction techniques should also be addressed.
State and City funds will be used for the design, right-of-way acquisition and construction
of the improvements. The anticipated “total” project budget is approximately $7,250,000
including Right-of-Way (ROW), design and construction.
The prioritized Project Goals for the project have been determined to be:
1. Maximize safety, infrastructure and operational multi-modal improvements within
a set project budget.
2. Minimize inconvenience to the traveling public and businesses during
construction.
3. Complete the Project by end of 2018.
4. Provide a high quality final product, including an acceptable ride quality for
vehicles.
5. Provide strong urban design that responds to the interests of the stakeholders.
The Contractor should address their approach to accomplishing these goals.
This RFP shall cover construction management and general contractor services
for all the work identified above and in all attachments.
B. Project Status
The City entered into a contract with Wilson & Company to provide the final engineering
design for the Horsetooth and College intersection and to provide consultant support
services for the CM/GC process. The following general timelines for design milestones
are as follows:
30% Design Submittal November 10, 2017
60% Design Submittal February 12, 2018
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
90% Design Submittal April 30, 2018
Construction Notice to Proceed (NTP) June 1, 2018 (right-of-way dependent)
Right-of-way acquisition is in process for the entire project limits. It is anticipated that
the City will have right-of-way acquired by May of 2018. As parcels are acquired, work
may be authorized by the City of Fort Collins and the contractor may begin operations in
these areas with written permission.
C. CM/GC Scope of Work
CM/GC is a contracting method that involves the contractor in the design process. The
selected CM/GC will be required to enter into a Services Agreement – Work Order type.
The City anticipates award of separate Work Orders for each phase of the project
including; 1) Preconstruction Support Services; and 2) Construction Services. The intent
is to form a partnership with the City of Fort Collins (the owner), the designer working for
the City of Fort Collins (Wilson & Company), and the contractor. The focus is on a
partnership and a collaborative design development to minimize risk, improve the
construction schedule, promote innovation, and a cost efficient construction.
1. Preconstruction Support Services
The CM/GC team relies on the expertise of the contractor to deliver a better product
in less time and at a cost competitive with traditional design-bid-build construction
processes. The contractor is required to provide the following expertise during the
Preconstruction Support Services Phase of the project:
▪ The skills and knowledge to estimate the quantities of materials, labor, and
equipment needed to construct the project.
▪ The skills and knowledge to determine the tasks (work breakdown structure)
needed to complete the project and estimate the costs, duration, and sequence
of these tasks.
▪ An understanding of the availability, cost, and capacities of materials, labor, and
equipment.
▪ The skills and knowledge to identify potential risks (including cost risks) and
methods to mitigate them during the design process.
▪ The skills and knowledge to determine constructability of various designs and to
develop construction phasing and maintenance of traffic schemes for various
designs.
▪ The skills, knowledge and experience to address bridge construction and
phasing and the ability to evaluate the feasibility of all types of bridge
substructure and superstructure construction techniques. The contractor should
be able to discuss the viability and pros and cons of various types of concrete
bridge construction including but not limited to cast-in-place, precast, alternative
concrete materials, etc.
▪ The skills, knowledge and experience necessary to coordinate the project work
with anticipated utilities conflicts and relocations.
If the bridge is to be constructed primarily by a subcontractor, that subcontractor
must be willing to be involved with Preconstruction Support Services at the same
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
level as the contractor to discuss in detail bridge construction costs, techniques, etc
as detailed above. The subcontractor must also be willing to adhere to the City’s
“open book” negotiation policy as detailed below in Section C.2.b.
It is expected that any subcontractor that the City, in its sole discretion, deems to be
significant and critical to the overall project delivery be available throughout the
Preconstruction Support Services Phase of the project and adhere to the City’s
“open book” negotiation policy. The City shall be involved with the procurement of
subcontractors to the extent required to determine reasonableness of price and
quality of work. It is expected that the contractor involve the City in the subcontractor
procurement process and work together with the City to procure acceptable
contractors in terms of scope, schedule, budget and quality. Examples of
subcontracted work the City would consider to be significant and critical may be:
- Bridge and wall construction – concrete, railings, modular block, etc.
- Concrete pavement, curb and gutter, sidewalk
- Asphalt placement
- Landscaping
- Traffic control
The selected contractor will be awarded a Preconstruction Support Services
contract, prepared and administered by the City. The cost of the contract will be
based upon a final negotiated scope, total hours and unit rate for each key employee
for “Preconstruction Support Services” submitted as part of the Unit Price Cost
Proposal. The Consulting Contract will be in the form of a Work Order, issued per the
attached Item V. Sample Agreement. The Preconstruction Support Services Work
Order may include any or all the following activities:
a. Partnering: The City expects a strong partnering relationship with the selected
CM/GC contractor. A formal Partnering Session will be held with the selected
contractor, City of Fort Collins team members, contract Architects and Engineers
(the Wilson & Company team), and the Colorado Department of Transportation
soon after the selection process is completed. Successful CM/GC project
delivery requires an environment where trust and teamwork prevent disputes,
fosters a cooperative bond to everyone’s benefit, and facilitates the completion of
a successful project. Adversarial relationships between the contractor and owner
will not be acceptable on the project, and could lead to the termination of the
contract.
b. Initial Risk Assessment Workshop: Participate in an initial project introduction
and Risk Assessment workshop. The workshop will be conducted in Fort Collins
and will include the following tasks:
i. Project site walk thru
ii. Introduction to the project and the project stakeholders
iii. Project status, goals, objectives, funding, etc.
iv. Presentation of project elements
v. Review phasing options for construction
vi. Development of alternative phasing concepts
vii. Assessment of primary project risks in terms of cost, quality and schedule
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
c. Design Reviews (collaborative design development): Participate in an
estimated three formal design reviews. For each review the contractor may be
asked to perform any or all of the following tasks:
i. Provide constructability reviews
ii. Work with the designer to prepare draft construction phasing and
maintenance of traffic schemes
iii. Develop construction schedules
iv. Provide construction cost estimates
v. Perform a risk assessment in terms of cost, quality and schedule
vi. Provide value engineering to reduce risk, cost and schedule
vii. Engage and coordinate with stakeholders and property owners.
The contractor may be asked to perform any of the above tasks throughout the
design phase, and not necessarily during formal design reviews. It is anticipated the
contractor will be fully engaged throughout the design process and be willing to
provide input when requested. The contractor shall be compensated for all of their
time spent providing design assistance as identified above, in accordance with the
Preconstruction Support Services Work Order. It is likely that the contractor will be
required to be at bi-weekly or monthly coordination meetings as identified by the City.
The contractor may be required to engage and coordinate with stakeholders and
property owners prior to construction.
2. Construction Contract Price Negotiations
When the City, the designer, and the contractor agree that the project has been
designed to a sufficient level of detail to allow the contractor to accurately price
construction elements of the project, Construction Contract Price Negotiations will
commence. In order to expedite the project, Construction Contract Price Negotiation
may start before the completion of the Preconstruction Support Services. The
contractor’s work effort for Construction Contract Price Negotiations will be separate
from its Preconstruction Support Services, and will not be compensated for by the
City. The contractor will be compensated for construction cost estimates prepared
during the design process prior to Construction Contract Price Negotiations. The City
will determine when Construction Contract Price Negotiations have begun.
a. Price Negotiation Process: The following procedures will be used for
Construction Contract Price Negotiations.
i. The designer will produce a set of the relevant plans and specifications
showing the work to be accomplished. The plans will also show all work
accomplished under any previous construction packages.
ii. The contractor will prepare a “bid” to perform the work shown. The contractor
will use the unit prices submitted as part of the Proposal unless a new unit
price is justified based off factors discussed with the City throughout the
design process and identified in the original project proposal.
iii. The City will produce an independent construction cost estimate for the work.
iv. Upon opening the contractor’s “bid” the City will determine the acceptability of
the “bid” by comparing it to its independent construction cost estimate.
v. If the prices are acceptable, the City will prepare a Work Order for
construction services. If a previous Work Order for construction services had
been entered into, this work may be added to that contract by change order.
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
vi. If the prices are not acceptable the City and the contractor will conduct a
price negotiation meeting to discuss the variances between the “bid” and
independent construction cost estimates.
vii. Following the price negotiation meeting the Construction Contract
Negotiations will enter into subsequent iteration of the above noted process.
viii. The City reserves the right to require the Contractor to enter into “open book”
cost model price negotiations at any time through this process, where the
contractor will be required to reveal and defend its detailed pricing
breakdowns including labor, materials, equipment, subcontractor and supplier
quotes, mobilization, overhead, mark-up, and profit. See below for the City’s
“open book” negotiation requirements.
ix. At any time, if the City determines that an agreement cannot be successfully
negotiated, the City reserves the right to terminate construction contract
negotiations and the Preconstruction Support Services contract and procure
the construction of the project by other means. If the City then offers the
project up for public bids the contractor will not be eligible to bid on the
project.
b. “Open Book” Negotiations Process: Negotiations may require any or all of the
following information.
The contractor shall submit information as requested by the City to the extent
necessary to permit the City to determine the reasonableness of the “bid” price.
The contractor shall provide cost or pricing data, broken down by individual work
item, for the contractor and each major subcontractor. The contractor shall
submit material and subcontractor quotes, anticipated labor and equipment
usage, and anticipated production rates.
If requested, submit a written proposal for the work identifying the major
elements of the work, the quantity of the element, and its contribution to the
proposed price. Provide further breakdowns if requested by the City.
Material: Furnish quotes and/or material invoices showing the cost of material to
be incorporated in the work.
Labor: Show basic hourly rates, fringe benefits, applicable payroll costs (workers
compensation, insurance, etc.) paid subsistence, and travel costs for each labor
classification and foreman employed in the work
Equipment: Provide a complete descriptive listing of equipment to be used in the
work including make, model and year of manufacture. Support rented or leased
equipment costs with invoices
Other direct costs: Furnish documentation of invoices to support any other direct
costs to be incurred that are not included above (e.g., bonds, mobilization,
permits, etc.)
Production Rates: Provide actual hours of performance, on a daily basis, for
each labor classification and for each piece of equipment.
Subcontract Costs: Provide supporting data as required above.
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
Overhead: Identify overhead rates and list the types of costs that are included in
overhead.
Profit: Include a reasonable profit reflecting the efficiency and economy of the
contractor and subcontractors in performing the work, the contract risk type, the
work difficulty, and management effectiveness.
Markup: List any markup cost for subcontractors or other items. Provide backup
information as requested for a breakdown and justification of markup expenses.
3. Construction Requirements
The City expects the CM/GC Contractor to provide full construction services related
to the completion of the Project. The CM/GC will be required to sign a Work Order
for construction services. A template of the City’s Work Order for construction
Services is available upon written request. For the most part, construction services
will be contracted and performed in accordance with the City’s standard processes
for traditional design-bid-build projects. These services are to include, but not be
limited to the following:
▪ Provide construction services according to the Agreement and contract
documents including self-performance with a goal of at least 40% of the physical
work (including overhead, profit and materials).
▪ Provide qualified full time site supervision and management of trade
subcontractors to meet or exceed the defined project schedule.
▪ Provide open procurement of subcontractors and suppliers that are not assigned
by the City. Include the City in the procurement process. A minimum of 3
quotes may be required for the subcontractor procurement process. If less than
3 subcontractor quotes are obtained for a given item of work, justification must
be provided to, and agreed upon by, the City. The City may choose to limit the
amount of subcontractor quotes at their discretion.
▪ Provide storm water management and BMP maintenance for the site complying
with State and City regulations.
▪ Provide construction delivery scheduling, meeting attendance and reporting
according to contract document and federal or state requirements. This includes
progress reporting and subcontractor work participation.
▪ Provide site security and protection during construction. Provide all site safety
management and compliance with OSHA standards and criteria. Implement a
site safety program that is reported on regularly.
▪ Provide for quality control program that meets or exceeds minimum job/contract
document and industry standards. Coordinate all quality control testing and
inspections through the City.
▪ Meet all licensing and permitting requirements as set forth by the City of Fort
Collins and the State of Colorado for both GC and subcontracted work.
Contractors must be pre-qualified with the Colorado Department of
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
Transportation for work on state highways. To become pre-qualified during the
proposal period, contact the project manager. Applications must be submitted
within one week of the initial RFP release.
▪ Provide work that complies with the Larimer County Urban Area Street
Standards (LCUASS), the Colorado Department of Transportation Standard
Specifications for Road and Bridge Construction, City of Fort Collins
Development Construction Standards for Water, Wastewater and Stormwater
dated December 2011, project construction contract and general and special
provisions as amended by the contract. See Attachment 4 – Contract Provisions
for the current set of Contract Provisions. This is not an exhaustive list, and
more project provisions may be included as design progresses.
▪ Provide services to manage participation in project close out process and needs
during the project warranty period.
▪ Provide State and City required documentation prior to and during construction,
including but not limited to: payrolls for contractor and subcontractors, CDOT
Form 205 for each subcontractor, material submittals and certifications,
schedule updates, etc. and other documentation as required in the final contract
documents.
Early Procurement of Long Time Materials and Other Services: The contractor
may be asked to procure long lead materials that may be in short supply or require
longer than desired lead times from purchase to delivery. The City may also procure
through the contractor such services as pavement cores, pipe videos, potholes, or
other investigations to facilitate the design. The City may choose to exercise this
option if the early procurement saves significant construction time, money, or avoids
potential delays once the project begins, etc. The procedures as previously
described will be used to negotiate early materials procurements. The City may ask
to procure these items at any reasonable time throughout the design and
construction phase of the project.
Early Action Construction Contracts: Similar to early materials procurements
early action construction projects may be initiated before the design as a whole is
completed for the project. The Construction Contract Price Negotiation process will
be followed for the negotiation of early action construction contracts.
Early construction may be done in an effort to coordinate with other entities, including
the ditch company, City Traffic Department, local businesses, etc., and will likely be
based on ROW acquisitions. The City may choose to exercise this action to save
construction time, money, or avoid potential delays and rework once the project
begins, etc.
4. CM/GC Process and Fees
The City intends to negotiate a unit price contract that shall cover the entire scope of
construction services with the selected contractor and may require the City’s “Open
Book Negotiation Process” as detailed above. The contractor will also be required to
provide input on estimated quantities for each Major Line Item, and the City and
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
Contractor will come to a final agreed upon quantity. The Major Line Items will be
determined by the City with input from the contractor.
Once the final quantities are agreed to, a quantity allowance for each item will be
negotiated (typically less than five percent). The final quantities plus allowance for
each item will encompass the total contract amount for each item. This will be the
Guaranteed Maximum Quantity for each item, similar to a Guaranteed Maximum
Price. The contractor shall be fully responsible for any costs associated to complete
the work above the negotiated Maximum Quantity, unless there is an agreed upon
change in scope for any item that overruns the Maximum Quantity.
The contractor shall include industry standard overhead, profit and markup rates as
applicable to each task and item. Maximum overhead, profit and markup rates for
any line item shall be set with the Preconstruction Support Services contract in
accordance with the contractors Unit Price Cost Proposal (see Section II Cost
Proposal and Approach to Unit Prices). The contractor shall utilize the unit pricing,
overhead, profit and markup rates stated in Attachment 3, unless other rates are
negotiated. Individual line items may have different overhead, profit or markup rates
appropriate for the given risk and difficulty of the work, provided they are less than
the maximum amount set in the Preconstruction Support Services Contract.
5. Services Agreement and Construction Contract
The CM/GC will be required to enter into Services Agreement – Work Order type
(found in Section V. Sample Agreement), and sign a Work Order for the
Preconstruction Support Services. Following successful completion of the
Preconstruction Support Services, the CM/GC will enter into a Work Order for
construction services. A template of the City’s Work Order for construction services
is available upon written request. For the most part, construction services will be
performed in accordance with the City’s standard processes for traditional design-
bid-build projects. See Attachment 4 for applicable general and special provisions at
this time. These special provisions will be modified and expanded as design
progresses and will be included as part of the final contract.
Any exceptions to the agreements must be stated with your submission of
qualifications for this project. The City makes no guarantees it will change the
agreements but may consider the exceptions.
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
II. SUBMITTAL REQUIREMENTS
CM/GC firms that have the requisite experience and qualifications are encouraged to submit
proposals. Contractors must be pre-qualified with the Colorado Department of
Transportation for work on state highways. To become pre-qualified during the proposal
period, contact the project manager as soon as possible. Applications to CDOT must be
submitted within one week of the initial RFP release.
General Company Information
Name of firm, contact person for this proposal, title, phone number, fax number, email, street
and mailing addresses, and previous names of firm in last 10 years; date firm was
established. Describe how the firm is organized. Provide general contracting licenses held
by firm. Include a summary of contract defaults, liquidated damages, debarments, lawsuits,
or failures to complete any awarded work.
Profile Projects
Provide a brief project description and history of projects, similar in scope to this project,
completed in the last 5 years. Limit profile projects lists to 5 projects max. Identify any Key
Personnel that were involved with the profile projects and will be assigned to this project as
well. Include the following information:
1. Project description that includes the project name and scope, firms that comprised
the design team (if project is a design-build or CM/GC delivery), and site location. Be
sure to note scope items that are similar to the scope of this project such as high
traffic areas, bridge construction, concrete and asphalt pavement reconstruction,
utilities coordination and relocation, etc.
2. Project history that includes the original schedule agreed upon at the time of signing
the contract, the actual duration of construction, and any special characteristics of
the project that affected delivery.
3. Type of project delivery model used.
4. Original contract cost.
5. Cost at completion and number of change orders.
6. Contractor, subcontractor or owner initiated claims and their resolution.
7. Original contract time and actual completion time.
8. Owner name and contact information.
Provide a brief discussion of any unusual factors that affected the project delivery (e.g.
owner initiated delays, additions to the work, etc.). Provide an owner reference for cited
projects.
Project Profiles should be limited to no more than two pages in length for each profile.
Key Personnel
Names and resumes of proposed Key Personnel should be provided. Key Personnel for the
project are the Project Manager, the Preconstruction Support Services Manager and
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
construction Project Superintendent. Include two references for each assigned person.
Detail the availability and commitment of Key Personnel. (Note: Key Personnel should be
highly committed to this project for the duration of their phase of the work (i.e Project
Manager for the entire duration of the project, Preconstruction Support Services Manager for
the preconstruction phase of the project and construction Project Superintendent for the
construction phase of the project). Resumes for Key Personnel should be limited to no more
than two pages for each person.
For the Preconstruction Support Services Manager it is the City’s preference that the
contractor provides a highly experienced senior manager with the authority to make
contractual decisions for the construction contract pricing.
Project Approach
Describe the approach to the overall project scope, schedule and impacts, process and
coordination. The City will require that an industry recognized software is used to develop
and manage the project schedule; fully base-lined, critical path shown and float managed.
Address your firms’ capability, resources and key project staff as it relates to the scope of
the project identified in this RFP. Discuss any potential and known subcontracted work
along with potential subcontractors. Discuss your firms’ experience in removing and
reconstructing bridges in existing high traffic arterial streets. If the bridge work is to be
subcontracted, this subcontractor should be identified in your proposal and is highly
encouraged to attend any requested interviews.
Delivering the project on or ahead of schedule is critical to the City, however, it is important
that this is balanced with impacts to the traveling public (i.e. large impacts to the traveling
public should provide a proportional benefit to productivity, efficiency and project schedule).
Discuss how your project approach will prioritize and sequence work in a way that
accelerates the project schedule while balancing impacts to the public and local businesses.
Include in your proposal any potential traffic phasing options, early construction options or
innovative construction methods that will benefit the project schedule and reduce overall
impacts.
The City is particularly interested in maximizing efficiencies with closures and night work as
it relates to the bridge work and major intersection work. Discuss your approach to
completing the bridge work on schedule, while potentially not being able to start work until
Oct 15th when the water stops running. Any methods to accelerate work prior to water
shutoff such as digging and pouring footings/abutments outside of existing structure,
building ‘around’ existing bridge, using precast elements, etc. is encouraged. Discuss your
approach to rebuilding the existing intersection in concrete and potential methods to limit the
amount of construction time within the intersection itself.
Describe your approach to the CM/GC process and coordination with CDOT, City
Departments and the City’s design engineering firm (Wilson and Co.). Discuss any relevant
experience in similar projects and what your company’s approach to coordinating several
different entities including other contractors, owners and designers.
The City is seeking to hire a contractor that is committed to working together with the City
and the State in order to expedite all of the intersection work while minimizing impacts to the
public and local businesses. The contractor will be expected to develop strong working
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
relationships with CDOT, City Engineering Department and the City’s design engineer
(Wilson and Co.) among others. The contractor may also be required to meet with local
business owners and associations and incorporate feedback into construction phasing and
traffic control options. The City shall be involved and facilitate these meetings.
Cost Proposal and Approach to Unit Prices
Submit a unit price cost proposal (Attachment 3 – Unit Price Cost Proposal) for the provided
approximate quantities based on your understanding of the project from the information
provided with this RFP and its supporting materials. This shall be a base unit price proposal
and will be negotiated prior to construction based on factors identified in the Unit Price Cost
Proposal. Any other reasonable factors, as determined by the City and the contractor, that
are identified through the design process will be considered during the unit price negotiation
and may increase or decrease the final unit price. The unit price provided should reflect the
contractors thought process, assumptions, risks, mitigation, etc. given the current level of
design. The City recognizes that there may be significant refinements in the project work
subsequent to the submittal of the proposals that may impact the unit prices. Describe your
approach to being transparent and ‘open book’ when developing a cost for this project.
The Cost Proposal and Approach to Unit Prices will be graded per the evaluation criteria
listed in Section IV. It is the City’s desire to execute a reasonable and competitive
construction contract on the project. Cost proposals and unit prices that are competitive,
within a reasonable range of the average, and that are supported by reasonable
assumptions and risk discussions will be scored higher. Excessively high or low unit prices
in the City’s judgement could result in a lowering of the overall proposal score, unless
appropriately justified.
Describe your approach to unit prices as it relates to the overall unit price. Be sure to
include all major items and factors that were included in the unit price (i.e. labor rates,
productivity, traffic control/phasing, etc.). Discuss how you will price future pay items and
your approach to finalizing a unit price. Be sure to include profit, mark-up, and overhead
percentages and how those are applied to the overall unit price.
List any major risk items that may cause the unit price to either increase or decrease.
Discuss your approach to potential value engineering opportunities throughout design and
construction to enhance the work product while potentially saving cost. Include any other
issues or considerations that would cause the unit price to change.
Quality Control and Contractor Performance
Provide details on your firm’s quality control program. Explain how your team administers a
quality control program during construction, how performance measures are documented
and how quality issues are addressed. Provide examples of when your firm exceeded
quality standards, gained industry recognition or received quality awards.
The City values quality work at all levels from physical construction to traffic control and
coordination to managing an effective schedule. Describe how your quality control
procedures dictate overall performance on construction contracts.
Safety Record
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
Provide the firm’s OSHA reportable accident rate and current workman’s compensation
insurance multiplier for the last 3 years. Provide the OSHA reportable accident rate on
projects managed by the proposed superintendent or project manager over the three year
period. Provide a list of all projects in the last 5 years that have received an OSHA citation
either to the GC or subcontractor on the jobsite and provide a narrative of the citations.
Financial Statement
Provide a recent financial statement (audited if possible).
Bonding Company Reference
Provide the name, address and phone number of the firm’s bonding agent. Provide a letter
from the bonding agent indicating the firm’s bonding capacity is adequate to undertake this
work.
Insurance Company
Provide the name, address and phone number of the firm’s insurance agent(s). Provide
certificate of insurance outlining coverage and policy limits. Provide statements to answer
the following questions. (See also Insurance Requirements in Item V. Sample Agreement).
1. Does coverage meet minimum project requirements?
2. Does coverage include builder’s risk?
3. Can this coverage be extended for work on this project?
4. Can coverage be increased?
5. Can the City and CDOT be listed as an additional insured? This is a requirement for
the final contract.
6. Are there any current claims that will affect coverage limits available for this project?
Proposal Format
The following sections should not exceed 10 pages (double-sided) or 20 pages (single
sided) combined in length, with a minimum font size of 11 pt. Up to two of the pages may
be 11” x 17” if used for graphical presentation.
• Project Approach
• Cost Proposal and Approach to Unit Prices (Attachment 3 – Unit Price Cost Proposal
is not included in the page count)
• Quality Control and Contractor Performance
• Safety Record
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
III. SELECTION PROCESS AND SCHEDULE
Qualified CM/GC’s interested in the work described in this Request for Proposal should
submit items contained in Part II of this request.
The proposer’s authorized signature on the Proposal assures the team’s compliance with
City of Fort Collins’ purchasing restrictions. A copy of the restrictions is available for review
with the Purchasing Department or the City Clerk’s Office. The City reserves the right to
reject any and all proposals and to waive any informalities and irregularities therein.
CM/GC Procurement Schedule
EVENT DATE
Issued for Advertisement Nov 10, 2017
Pre-Proposal Meeting Nov 17, 2017 @ 9:00 AM
Final Questions Nov 27, 2017 by 5:00 PM
Proposals Due Dec 6, 2017 by 3:00 PM
Interview Notifications Week of Dec 11, 2017
Interviews Week of Dec 18, 2017
Selection Notification Dec 22, 2017
Procurement schedule is tentative and should be used for planning purposes only. The City
reserves the right to select the top ranked firm directly from proposal documents without a
formal interview process.
It is anticipated that once the Contractor is notified of their selection, they will be
available to engage with the City on design related reviews, construction input,
construction pricing and other tasks immediately.
In the event it becomes necessary to revise any part of the RFP a written addendum will be
issued. Each Proposal shall state it is valid for a period of not less than ninety (90) days
from date of proposal submittal.
Taxation
The City is exempt from all state taxation including state sales and use taxes.
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
IV. EVALUATION CRITERIA
Contractor Qualification Review and Assessment
CM/GC firms will be evaluated on the following qualification criteria. These criteria will be
the basis for review of the written proposals, as well as for the oral interviews (if necessary)
of the top ranked firms.
The rating scale shall be from 1 to 5, with 1 being a poor rating, 3 being an average rating,
and a 5 being an outstanding rating. Weighting factors for the criteria are listed adjacent to
the qualification.
Weighting
Factor
Qualification Standard
1.0
Assigned Project
Team
Does the proposed team have the necessary skills and
experience to fulfill the requirements of the project, including
alternate delivery? Is the key staff available and committed to
do the work?
3.0 Firm Experience
Has the contractor worked on projects similar in scope to this
project? Does the contractor have the experience necessary
for this project? Does the contractor have local experience?
Has the contractor worked in collaborative settings with
owners and designers, providing and incorporating feedback
in an iterative process to improve the end result? Does the
contractor have a strong safety record? Does the contractor
develop strong working relationships? Is the contractor’s
experience supported with strong references?
2.0
Cost Proposal and
Approach to Unit
Prices
Has the contractor presented detailed and thorough
assumptions and risk factors in its unit price forms
(Attachment 3 – Unit Cost Price Proposal)? Has the
contractor submitted reasonable and competitive unit prices
based on current design assumptions? Is the contractor
willing to participate in “Open Book” negotiations and does
their approach to unit price negotiations align with the City’s?
2.0
Quality Control and
Construction
Performance
Do the contractor’s past projects reflect favorably in respect to
schedule, cost and owner satisfaction? Does the contractors
Quality Control procedures provide for a high-quality and
successful project?
2.0 Project Approach
Does the project approach present a well thought out and
constructible construction phasing plan? Does the written
project approach reflect a good balance between construction
efficiency, maintenance of traffic, access to businesses and
pedestrian access during construction? Does the method of
construction and project approach provide a strong approach
to meeting and exceeding the project schedule? Does the
project approach include meaningful and firm contractual
commitment to exceed the minimum requirements of the
contract in ways that are beneficial to the project?
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
Reference evaluation process (top rated firm)
Below is the typical reference evaluation process for the City, however, the City reserves the
right to check references at any point after submittals are received.
After the interviews (if necessary) have been conducted, the evaluation committee will select
the top rated firm and the Project Manager may check references for overall performance,
timetable, completeness, budget and job knowledge of selected project/references. A
satisfactory/unsatisfactory rating shall be given to each reference contacted. If references
check out for the top firm, then the City of Fort Collins will work to negotiate a contract for
CMGC services with the top firm. If the top firm references do not check out, then the
selection committee will look to the second ranked firm and check their references.
During this phase of the selection process, the City may also review and analyze the
financial statement(s) provided with the proposal to assign a satisfactory/unsatisfactory
rating.
QUALIFICATION STANDARD
Overall
Performance
Would you hire this Contractor again?
Working
Relationship
Did you have a constructive, positive and collaborative working
relationship?
Timetable
Was the original Scope of Work completed within the specified
time? Were interim deadlines met in a timely manner?
Completeness
Was the Contractor responsive to client needs; did they anticipate
problems? Were problems solved quickly and effectively?
Budget
Was the original Scope of Work completed within the project
budget?
Job Knowledge
Did Contractor personnel exhibit the knowledge and skills necessary
for the efficient completion of the scope or work?
ATTACHMENTS:
Attachment 1: Horsetooth and College Intersection and Bridge Plans
Attachment 2: Proposed ROW and TCE Exhibit
Attachment 3: Unit Price Cost Proposal
Attachment 4: Contract Provisions (General and Special)
Attachment 5: Draft Geotechnical Report
Attachment 6: Draft Structure Selection Report
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
V. SAMPLE SERVICES AGREEMENT – DO NOT SIGN
SERVICES AGREEMENT
WORK ORDER TYPE
THIS AGREEMENT made and entered into the day and year set forth below, by and
between THE CITY OF FORT COLLINS, COLORADO, a Municipal Corporation, hereinafter
referred to as the "City" and hereinafter referred to as "Service Provider".
WITNESSETH:
In consideration of the mutual covenants and obligations herein expressed, it is agreed by
and between the parties hereto as follows:
1. Services to be Performed.
a. This Agreement shall constitute the basic agreement between the parties for services
for . The conditions set forth herein shall apply to all services performed by the
Service Provider on behalf of the City and particularly described in Work Orders
agreed upon in writing by the parties from time to time. Such Work Orders, a sample
of which is attached hereto as Exhibit A, consisting of one (1) page and incorporated
herein by this reference, shall include a description of the services to be performed,
the location and time for performance, the amount of payment, any materials to be
supplied by the City and any other special circumstances relating to the performance
of services. No Work Order shall exceed $ . A general scope of services is
attached hereto as Exhibit C, consisting of ( ) page(s), and incorporated
herein by this reference.
The only services authorized under this Agreement are those which are performed
after receipt of such Work Order, except in emergency circumstances where oral work
requests may be issued. Oral requests for emergency actions will be confirmed by
issuance of a written Work Order within two (2) working days. Irrespective of
references in Exhibit A to certain named third parties, Service Provider shall be solely
responsible for performance of all duties hereunder.
b. The City may, at any time during the term of a particular Work Order and without
invalidating such Work Order, make changes to the scope of the particular services.
Such changes shall be agreed upon in writing by the parties by Change Order, a
sample of which is attached hereto as Exhibit B, consisting of one (1) page and
incorporated herein by this reference.
2. Changes in the Work. The City reserves the right to independently bid any services rather
than issuing work to the Service Provider pursuant to this Agreement. Nothing within this
Agreement shall obligate the City to have any particular service performed by the Service
Provider.
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
3. Time of Commencement and Completion of Services. The services to be performed
pursuant to this Agreement shall be initiated as specified by each written Work Order or
oral emergency service request. Oral emergency service requests will be acted upon
without waiting for a written Work Order. Time is of the essence.
4. Contract Period. This Agreement shall commence , 20 and shall continue in
full force and effect until , 20 , unless sooner terminated as herein provided. In
addition, at the option of the City, the Agreement may be extended for additional one year
periods not to exceed ( ) additional one year periods. Renewals and pricing
changes shall be negotiated by and agreed to by both parties. Written notice of renewal
shall be provided to the Service Provider and mailed no later than thirty (30) days prior to
contract end.
5. Delay. If either party is prevented in whole or in part from performing its obligations by
unforeseeable causes beyond its reasonable control and without is fault or negligence,
then the party so prevented shall be excused from whatever performance is prevented by
such cause. To the extent that the performance is actually prevented, the Service
Provider must provide written notice to the City of such condition within fifteen (15) days
from the onset of such condition.
6. Early Termination by City/Notices. Notwithstanding the time periods contained herein, the
City may terminate this Agreement at any time without cause by providing written notice of
termination to the Service Provider. Such notice shall be mailed at least fifteen (15) days
prior to the termination date contained in said notice unless otherwise agreed in writing by
the parties. All notices provided under this Agreement shall be effective when mailed,
postage prepaid and sent to the following address:
Service Provider: City: Copy to:
Attn:
City of Fort Collins
Attn:
PO Box 580
Fort Collins, CO 80522
City of Fort Collins
Attn: Purchasing Dept.
PO Box 580
Fort Collins, CO 80522
In the event of early termination by the City, the Service Provider shall be paid for services
rendered to the termination date, subject only to the satisfactory performance of the
Service Provider's obligations under this Agreement. Such payment shall be the Service
Provider's sole right and remedy for such termination.
7. Contract Sum. This is an open-end indefinite quantity Agreement with no fixed price. The
actual amount of work to be performed will be stated on the individual Work Orders. The
City makes no guarantee as to the number of Work Orders that may be issued or the
actual amount of services which will in fact be requested.
8. Payments.
a. The City agrees to pay and the Service Provider agrees to accept as full payment for
all work done and all materials furnished and for all costs and expenses incurred in
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8627 CM/GC Services for Horsetooth & College Intersection Improvements
performance of the work the sums set forth for the hourly labor rate and material costs,
with markups, stated within the Bid Schedule Proposal Form, attached hereto as
Exhibit , consisting of ( ) page(s), and incorporated herein by this
reference.
Payment shall be made by the City only upon acceptance of the work by the City and
upon the Service Provider furnishing satisfactory evidence of payment of all wages,
taxes, supplies and materials, and other costs incurred in connection with the
performance of such work.
9. City Representative. The City's representative will be shown on the specific Work Order
and shall make, within the scope of his or her authority, all necessary and proper decisions
with reference to the work requested. All requests concerning this Agreement shall be
directed to the City Representative.
10. Independent Contractor. It is agreed that in the performance of any services hereunder,
the Service Provider is an independent contractor responsible to the City only as to the
results to be obtained in the particular work assignment and to the extent that the work
shall be done in accordance with the terms, plans and specifications furnished by the City.
11. Subcontractors. Service Provider may not subcontract any of the Work set forth in the
Exhibit A, Statement of Work without the prior written consent of the city, which shall not
be unreasonably withheld. If any of the Work is subcontracted hereunder (with the
consent of the City), then the following provisions shall apply: (a) the subcontractor must
be a reputable, qualified firm with an established record of successful performance in its
respective trade performing identical or substantially similar work, (b) the subcontractor will
be required to comply with all applicable terms of this Agreement, (c) the subcontract will
not create any contractual relationship between any such subcontractor and the City, nor
will it obligate the City to pay or see to the payment of any subcontractor, and (d) the work
of the subcontractor will be subject to inspection by the City to the same extent as the
work of the Service Provider.
12. Personal Services. It is understood that the City enters into the Agreement based on the
special abilities of the Service Provider and that this Agreement shall be considered as an
agreement for personal services. Accordingly, the Service Provider shall neither assign
any responsibilities nor delegate any duties arising under the Agreement without the prior
written consent of the city.
13. Acceptance Not Waiver. The City's approval or acceptance of, or payment for any of the
services shall not be construed to operate as a waiver of any rights under the Agreement
or of any cause of action arising out of the performance of this Agreement.
14. Warranty.
a. Service Provider warrants that all work performed hereunder shall be performed with
the highest degree of competence and care in accordance with accepted standards for
22
8627 CM/GC Services for Horsetooth & College Intersection Improvements
work of a similar nature.
b. Unless otherwise provided in the Agreement, all materials and equipment incorporated
into any work shall be new and, where not specified, of the most suitable grade of their
respective kinds for their intended use, and all workmanship shall be acceptable to
City.
c. Service Provider warrants all equipment, materials, labor and other work, provided
under this Agreement, except City-furnished materials, equipment and labor, against
defects and nonconformances in design, materials and workmanship/workwomanship
for a period beginning with the start of the work and ending twelve (12) months from
and after final acceptance under the Agreement, regardless whether the same were
furnished or performed by Service Provider or by any of its subcontractors of any tier.
Upon receipt of written notice from City of any such defect or nonconformances, the
affected item or part thereof shall be redesigned, repaired or replaced by Service
Provider in a manner and at a time acceptable to City.
15. Default. Each and every term and condition hereof shall be deemed to be a material
element of this Agreement. In the event either party should fail or refuse to perform
according to the terms of this Agreement, such party may be declared in default thereof.
16. Remedies. In the event a party has been declared in default, such defaulting party shall
be allowed a period of ten (10) days within which to cure said default. In the event the
default remains uncorrected, the party declaring default may elect to (a) terminate the
Agreement and seek damages; (b) treat the Agreement as continuing and require specific
performance; or (c) avail himself of any other remedy at law or equity. If the non-
defaulting party commences legal or equitable actions against the defaulting party, the
defaulting party shall be liable to the non-defaulting party for the non-defaulting party's
reasonable attorney fees and costs incurred because of the default.
17. Binding Effect. This writing, together with the exhibits hereto, constitutes the entire
Agreement between the parties and shall be binding upon said parties, their officers,
employees, agents and assigns and shall inure to the benefit of the respective survivors,
heirs, personal representative, successors and assigns of said parties.
18. Indemnity/Insurance.
a. The Service Provider agrees to indemnify and save harmless the City, its officers,
agents and employees against and from any and all actions, suits, claims, demands or
liability of any character whatsoever, brought or asserted for injuries to or death of any
person or persons, or damages to property arising out of, result from or occurring in
connection with the performance of any service hereunder.
b. The Service Provider shall take all necessary precautions in performing the work
hereunder to prevent injury to persons and property.
c. Without limiting any of the Service Provider's obligations hereunder, the Service
Provider shall provide and maintain insurance coverage naming the City as an
Service Agreement – Work Order Type
Page 23 of 31
additional insured under this Agreement of the type and with the limits specified within
Exhibit , consisting of one (1) page, attached hereto and incorporated herein by
this reference. The Service Provider before commencing services hereunder shall
deliver to the City's Purchasing Director, P. O. Box 580, Fort Collins, Colorado 80522
one copy of a certificate evidencing the insurance coverage required from an
insurance company acceptable to the city.
19. Entire Agreement. This Agreement, along with all Exhibits and other documents
incorporated herein, shall constitute the entire Agreement of the parties. Covenants or
representations not contained in this Agreement shall not be binding on the parties.
20. Law/Severability. This Agreement shall be governed in all respect by the laws of the State
of Colorado. In the event any provision of this Agreement shall be held invalid or
unenforceable by any court of competent jurisdiction such holding shall not invalidate or
render unenforceable any other provision of this Agreement.
21. Prohibition Against Employing Illegal Aliens. Pursuant to Section 8-17.5-101, C.R.S., et.
seq., Service Provider represents and agrees that:
a. As of the date of this Agreement:
1) Service Provider does not knowingly employ or contract with an illegal alien who
will perform work under this Agreement; and
2) Service Provider will participate in either the e-Verify program created in Public
Law 208, 104th Congress, as amended, and expanded in Public Law 156, 108th
Congress, as amended, administered by the United States Department of
Homeland Security (the “e-Verify Program”) or the Department Program (the
“Department Program”), an employment verification program established pursuant
to Section 8-17.5-102(5)(c) C.R.S. in order to confirm the employment eligibility of
all newly hired employees to perform work under this Agreement.
b. Service Provider shall not knowingly employ or contract with an illegal alien to perform
work under this Agreement or knowingly enter into a contract with a subcontractor that
knowingly employs or contracts with an illegal alien to perform work under this
Agreement.
c. Service Provider is prohibited from using the e-Verify Program or Department Program
procedures to undertake pre-employment screening of job applicants while this
Agreement is being performed.
d. If Service Provider obtains actual knowledge that a subcontractor performing work
under this Agreement knowingly employs or contracts with an illegal alien, Service
Provider shall:
1) Notify such subcontractor and the City within three days that Service Provider has
actual knowledge that the subcontractor is employing or contracting with an illegal
alien; and
Service Agreement – Work Order Type
Page 24 of 31
2) Terminate the subcontract with the subcontractor if within three days of receiving
the notice required pursuant to this section the subcontractor does not cease
employing or contracting with the illegal alien; except that Service Provider shall
not terminate the contract with the subcontractor if during such three days the
subcontractor provides information to establish that the subcontractor has not
knowingly employed or contracted with an illegal alien.
e. Service Provider shall comply with any reasonable request by the Colorado
Department of Labor and Employment (the “Department”) made in the course of an
investigation that the Department undertakes or is undertaking pursuant to the
authority established in Subsection 8-17.5-102 (5), C.R.S.
f. If Service Provider violates any provision of this Agreement pertaining to the duties
imposed by Subsection 8-17.5-102, C.R.S. the City may terminate this Agreement. If
this Agreement is so terminated, Service Provider shall be liable for actual and
consequential damages to the City arising out of Service Provider’s violation of
Subsection 8-17.5-102, C.R.S.
g. The City will notify the Office of the Secretary of State if Service Provider violates this
provision of this Agreement and the City terminates the Agreement for such breach.
22. Dust Control. The Service Provider shall abide by the City of Fort Collins “Dust Control
and Prevention Manual,” which is available for public download at
https://www.fcgov.com/airquality/pdf/dust-prevention-and-control-manual.pdf, and is
incorporated herein by this reference. The City of Fort Collins has implemented this
manual for all projects performed for the City of Fort Collins or located within the City of
Fort Collins City limits.
23. Haul Routes. All trucks used for work contracted by the City utilizing asphalt from the
asphalt plant located at 1800 North Taft Hill Road may only enter North Taft Hill Road from
the North using CR 54 G and only exit the site on North Taft Hill Road to the North to CR
54G.
24. Special Provisions. Special provisions or conditions relating to the services to be
performed pursuant to this Agreement are set forth in Exhibit - Confidentiality,
consisting of one (1) page, attached hereto and incorporated herein by this reference.
Service Agreement – Work Order Type
Page 25 of 31
THE CITY OF FORT COLLINS, COLORADO
By:
Gerry Paul
Purchasing Director
DATE:
ATTEST:
APPROVED AS TO FORM:
SERVICE PROVIDER'S NAME
By:
Printed:
Title:
CORPORATE PRESIDENT OR VICE PRESIDENT
Date:
Service Agreement – Work Order Type
Page 26 of 31
EXHIBIT A
WORK ORDER FORM
PURSUANT TO A MASTER AGREEMENT BETWEEN
THE CITY OF FORT COLLINS
AND
SERVICE PROVIDER'S NAME
WORK ORDER NUMBER:
PROJECT TITLE:
ORIGINAL BID/RFP NUMBER & NAME:
MASTER AGREEMENT EFFECTIVE DATE: Original Contract Date
WORK ORDER COMMENCEMENT DATE:
WORK ORDER COMPLETION DATE:
MAXIMUM FEE: (time and reimbursable direct costs):
PROJECT DESCRIPTION/SCOPE OF SERVICES:
Service Provider agrees to perform the services identified above and on the attached forms in
accordance with the terms and conditions contained herein and in the Master Agreement
between the parties. In the event of a conflict between or ambiguity in the terms of the Master
Agreement and this Work Order (including the attached forms) the Master Agreement shall
control.
The attached forms consisting of ( ) page(s) are hereby accepted and incorporated
herein, by this reference, and Notice to Proceed is hereby given after all parties have signed this
document.
SERVICE PROVIDER: Date:
Name, Title
ACCEPTANCE: Date:
Name, Project Manager
REVIEWED: Date:
Name, Buyer or Senior Buyer
ACCEPTANCE: Date:
Gerry Paul, Purchasing Director
(if greater than $60,000)
Service Agreement – Work Order Type
Page 27 of 31
EXHIBIT B
CHANGE ORDER
NO.
PROJECT TITLE:
SERVICE PROVIDER: Company Name
WORK ORDER NUMBER:
PO NUMBER:
DESCRIPTION:
1. Reason for Change: Why is the change required?
2. Description of Change: Provide details of the changes to the Work
3. Change in Work Order Price:
4. Change in Work Order Time:
ORIGINAL WORK ORDER PRICE $ .00
TOTAL APPROVED CHANGE ORDER .00
TOTAL PENDING CHANGE ORDER .00
TOTAL THIS CHANGE ORDER .00
TOTAL % OF THIS CHANGE ORDER %
TOTAL C.O.% OF ORIGINAL WORK ORDER %
ADJUSTED WORK ORDER COST $ .00
SERVICE PROVIDER: Date:
Name, Title
ACCEPTANCE: Date:
Name, Project Manager
REVIEWED: Date:
Name, Buyer or Senior Buyer
ACCEPTANCE: Date:
Gerry Paul, Purchasing Director
(if greater than $60,000)
Service Agreement – Work Order Type
Page 28 of 31
EXHIBIT C
GENERAL SCOPE OF SERVICES
Service Agreement – Work Order Type
Page 29 of 31
EXHIBIT
(BID SCHEDULE/COMPENSATION)
RFP 8627 CM/GC Services for Horsetooth and College Intersection Improvements Page 30 of 31
EXHIBIT
INSURANCE REQUIREMENTS
1. The Service Provider will provide, from insurance companies acceptable to the City, the
insurance coverage designated hereinafter and pay all costs. Before commencing work
under this bid, the Service Provider shall furnish the City with certificates of insurance
showing the type, amount, class of operations covered, effective dates and date of
expiration of policies, and containing substantially the following statement:
“The insurance evidenced by this Certificate will not reduce coverage or limits and
will not be cancelled, except after thirty (30) days written notice has been received
by the City of Fort Collins.”
In case of the breach of any provision of the Insurance Requirements, the City, at its
option, may take out and maintain, at the expense of the Service Provider, such
insurance as the City may deem proper and may deduct the cost of such insurance from
any monies which may be due or become due the Service Provider under this
Agreement. The City, its officers, agents and employees, and the Colorado Department
of Transportation, shall be named as additional insureds on the Service Provider 's
general liability and automobile liability insurance policies for any claims arising out of
work performed under this Agreement.
2. Insurance coverages shall be as follows:
A. Workers' Compensation & Employer's Liability. The Service Provider shall
maintain during the life of this Agreement for all of the Service Provider's
employees engaged in work performed under this Agreement:
1. Workers' Compensation insurance with statutory limits as required by
Colorado law.
2. Employer's Liability insurance with limits of $100,000 per accident,
$500,000 disease aggregate, and $100,000 disease each employee.
B. Commercial General & Vehicle Liability. The Service Provider shall maintain
during the life of this Agreement such commercial general liability and automobile
liability insurance as will provide coverage for damage claims of personal injury,
including accidental death, as well as for claims for property damage, which may
arise directly or indirectly from the performance of work under this Agreement.
Coverage for property damage shall be on a "broad form" basis. The amount of
insurance for each coverage, Commercial General and Vehicle, shall not be less
than $1,000,000 combined single limits for bodily injury and property damage.
In the event any work is performed by a subcontractor, the Service Provider shall
be responsible for any liability directly or indirectly arising out of the work
performed under this Agreement by a subcontractor, which liability is not covered
by the subcontractor's insurance.
RFP 8627 CM/GC Services for Horsetooth and College Intersection Improvements Page 31 of 31
EXHIBIT
CONFIDENTIALITY
IN CONNECTION WITH SERVICES provided to the City of Fort Collins (the “City”) pursuant to
this Agreement (the “Agreement”), the Service Provider hereby acknowledges that it has been
informed that the City has established policies and procedures with regard to the handling of
confidential information and other sensitive materials.
In consideration of access to certain information, data and material (hereinafter individually and
collectively, regardless of nature, referred to as “information”) that are the property of and/or
relate to the City or its employees, customers or suppliers, which access is related to the
performance of services that the Service Provider has agreed to perform, the Service Provider
hereby acknowledges and agrees as follows:
That information that has or will come into its possession or knowledge in connection with the
performance of services for the City may be confidential and/or proprietary. The Service
Provider agrees to treat as confidential (a) all information that is owned by the City, or that
relates to the business of the City, or that is used by the City in carrying on business, and (b) all
information that is proprietary to a third party (including but not limited to customers and
suppliers of the City). The Service Provider shall not disclose any such information to any
person not having a legitimate need-to-know for purposes authorized by the City. Further, the
Service Provider shall not use such information to obtain any economic or other benefit for itself,
or any third party, except as specifically authorized by the City.
The foregoing to the contrary notwithstanding, the Service Provider understands that it shall
have no obligation under this Agreement with respect to information and material that (a)
becomes generally known to the public by publication or some means other than a breach of
duty of this Agreement, or (b) is required by law, regulation or court order to be disclosed,
provided that the request for such disclosure is proper and the disclosure does not exceed that
which is required. In the event of any disclosure under (b) above, the Service Provider shall
furnish a copy of this Agreement to anyone to whom it is required to make such disclosure and
shall promptly advise the City in writing of each such disclosure.
In the event that the Service Provider ceases to perform services for the City, or the City so
requests for any reason, the Service Provider shall promptly return to the City any and all
information described hereinabove, including all copies, notes and/or summaries (handwritten or
mechanically produced) thereof, in its possession or control or as to which it otherwise has
access.
The Service Provider understands and agrees that the City’s remedies at law for a breach of the
Service Provider’s obligations under this Confidentiality Agreement may be inadequate and that
the City shall, in the event of any such breach, be entitled to seek equitable relief (including
without limitation preliminary and permanent injunctive relief and specific performance) in
addition to all other remedies provided hereunder or available at law.
1
Attachment 1
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:1 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 2:41:55 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\8485DES_Standard_Plans_List_CDOT
8485DES_Standard_Plans_List_CDOT
JMB 20615
CEF
STD PLAN 1
CDOT STANDARD PLANS LIST
M-100-1
M-208-1
M-203-1
M-203-2
M-203-11
STANDARD SYMBOLS (3 SHEETS)
APPROACH ROADS
DITCH TYPES
SUPERELEVATION CROWNED AND
M-203-12
M-206-1
M-206-2
M-214-1
M-412-1
M-510-1
M-601-1
M-601-2
M-601-3
M-601-10
M-601-11
M-601-12
M-601-20
M-603-1
M-603-2
M-603-3
M-603-10
M-604-10
M-604-11
M-604-12
M-604-13
M-604-20
M-605-1
3
4
5
6
7
8
9
TELP
SA
TELP
W
SA
WSB
SA
WV
H
Y
D
H
Y
D
WW
WSB
E CAB
WV
WV
TELP
SIG
SIG
ST
TELP
SA
WV
ST
ST
WV
SIG
H
Y
D
TVT
TVLT E-W
WV
SIG
WV
EVSM
TVT
TVLT
EVOV N-S
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EXISTING ROW
= HCL HORSETOOTH RD
EXISTING SECTION LINE
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
T
TELP
13591
5031.34
TPED
SA
SA
SA
SA
SPNKCB
SPNKCB 14424
5032.44
SPCB
SPNKCB
SPNKCB
WV
SPNKCB
SPNKCB
H
Y
D
SA
E
WV
SIG
SPNKCB
SPNKCB
5
0
3
3
.
6
2
SPNKCB
WV
ST
SPNKCB
EVOV E-W EVRD
VAULT
ELECTRIC
VAULT
ELECTRIC
TVT
SPNKCB
GASV
SS
SIG
SPNKCB
GASV
SPNKCB 12310
5034.19
SPCB
SPNKCB
SPNKCB
WV
E
CENTERED ON PAD.
BOX 5FT HIGH
XCEL GAS UTILITY
SPNKCB
SPNKCB
T
SPNKCB
EVOV E-W
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
TELP
FOV
EVOV E-W
TELP
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
16471
5030.51
SPVAL
SPNKCB
SPNKCB
= HCL HORSETOOTH RD
EXISTING SECTION LINE
EXISTING ROW
EXISTING ROW
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
PROPOSED ROW
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
SA
50
3
2
.
3
5
14497
5033.03
GB
EVOV EW
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
TELP
H
Y
D
WV
WV
FOV
FOV
EVSM
EVSM
EVSM
SPNKCB 15289
5037.67
SPCB
SPNKCB
EVOV N-S
T
T
W
15290
5037.98
WMTR
WV
SA
EVSM
WV
SPNKCB
H
Y
D
EVSM
TELP
15422
5039.01
TPED
EVSM
SA
EVSM
SA
SA
SA
SA
SA
SPNKCB
TELP
SA
13901
5032.53
GB
SPNKCB SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
WV
12876
5034.40
WVAL
SA
SA
EVSM
SPNKCB
13229
5035.06
TRVLT
SIG
SPNKCB
SIG
SPNKCB
EVSM
EVSM
SPNKCB
PEDSIG EVSM
= HCL COLLEGE AVE
EXISTING SECTION LINE
EXISTING ROW
EXISTING ROW
CDOT ROW
EXISTING
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
ROW
EXISTING
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
TELP
SA
TELP
W
SA
WSB
SA
WV
H
Y
D
H
Y
D
WW
WSB
E CAB
WV
WV
TELP
SIG
SIG
TELP
SA
WV
WV
SIG
H
Y
D
TVT
TVLT E-W
WV
SIG
WV
EVSM
TVT
TVLT
EVOV N-S
18.6'
THRU TRAFFIC LANE SHIFT
170'
EXISTING ROW
CONCRETE DRIVEWAY
TYPE 2 (I-B)
CURB AND GUTTER
10' 10'
20
'
R
2
0
'
R
15
'
R
25
'
R
T
TELP
13591
5031.34
TPED
SA
SA
SA
SA
SPNKCB
SPNKCB 14424
5032.44
SPCB
SPNKCB
SPNKCB
WV
SPNKCB
SPNKCB
H
Y
D
SA
E
WV
SIG
SPNKCB
SPNKCB
5
0
33
.
6
2
SPNKCB
WV
SPNKCB
EVOV E-W EVRD
VAULT
ELECTRIC
VAULT
ELECTRIC
TVT
SPNKCB
GASV
SS
SIG
SPNKCB
GASV
SPNKCB 12310
5034.19
SPCB
SPNKCB
SPNKCB
WV
E
CENTERED ON PAD.
BOX 5FT HIGH
XCEL GAS UTILITY
SPNKCB
SPNKCB 12311
50
2
1
.81
SPNKCB
SPNKCB
T
H
Y
D
WV WV
5
024
.
4
9
S
PNKCB
EVOV E-W
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
WV
12520
5025.77
WVAL
WV
12520
5025.77
WVAL
FOV
SPNKCB
11055
5026.44
ARROW LEFT
SPNKCB
11054
5027.02
ARROW LEFT
TELP
WV
FOV
WV
12521
5027.38
WVAL
WV
12521
5027.38
WVAL
WV
15984
5027.39
WVAL
WV
15984
SA
50
3
2
.
3
5
14497
5033.03
GB
EVOV EW
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
TELP
H
Y
D
WV
WV
FOV
FOV
EVSM
EVSM
EVSM
SPNKCB 15289
5037.67
SPCB
SPNKCB
EVOV N-S
T
T
W
15290
5037.98
WMTR
WV
SA
EVSM
WV
SPNKCB
H
Y
D
EVSM
TELP
15422
5039.01
TPED
EVSM
SA
EVSM
SA
SA
SA
SA
SA
SPNKCB
TELP
SA
13901
5032.53
GB
SPNKCB SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
WV
12876
5034.40
WVAL
SA
SA
EVSM
SPNKCB
13229
5035.06
TRVLT
SIG
SPNKCB
SIG
SPNKCB
EVSM
EVSM
SPNKCB
PEDSIG EVSM
TYPE 2 (II-B)
CURB AND GUTTER
= HCL COLLEGE AVE
EXISTING SECTION LINE
ROW
EXISTING
CURB RAMP
CONCRETE
CURB RAMP
CONCRETE
SIDEWALK
6" CONCRETE
EXISTING ROW
SIDEWALK
6" CONCRETE
6" BARRIER
(SECTION B)
CURB TYPE 2
EXISTING ROW
119.5
THRU LANE TRAFFIC SHIFT
225'
30
'
R
S
A
S
A
S
P
NK
C
B
SS
SP
NK
C
B
C
E
N
T
E
R
E
D
ON
P
A
D
.
B
OX
5
F
T
H
I
G
H
X
C
E
L
G
A
S
U
T
I
L
I
T
Y
F
OV
W
GA
S
V
W
S
A
S
E
V
OV
N
-
S
S
A
S
A
E
VO
V
N
-
S
S
A
S
A
22'-3"
22'-0"
119'-6" Out to Out
11'-0" 11'-0" 11'-0"
2'-6" (C&G)
10'-0" 11'-0" 11'-0" 11'-0" 11'-0" 11'-0" 11'-0"
4'-0"
2'-6" (C&G)
10
'
-
0
"
11
'
-
0
"
11
'
-
0
"
2
'
-
6
"
10
'
-
0
"
4
'
-
0
"
11
'
TELP
SA
TELP
W
SA
WSB
SA
WV
H
Y
D
H
Y
D
WW
WSB
E CAB
WV
WV
TELP
SIG
SIG
ST
TELP
SA
WV
ST
5036
.
56
ST
5
0
3
6
.
5
6
WV
SIG
H
Y
D
TVT
TVLT E-W
WV
SIG
WV
EVSM
TVT
TVLT
5
0
37
.
7
2
EVOV N-S
TELP
12119
T
TELP
13591
5031.34
TPED
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
E
SPNKCB
SPNKCB
SPNKCB
ST
SPNKCB
TVT
TVLT E-W
TVT
TVLT E-W
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
FOV
12032
5034.45
FOV SMALL
T
T
T
TELP
13591
5031.34
TPED
SA
SA
SA
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
E
SIG
SPNKCB
SPNKCB
SPNKCB
ST
SPNKCB
EVOV E-W EVRD
VAULT
ELECTRIC
VAULT
SPNKCB
SPNKCB
T
SPNKCB
EVOV E-W
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
TELP
FOV
EVOV E-W
TELP
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
16471
5030.51
SPVAL
SPNKCB
SPNKCB
SPNKCB
SPNKCB
T
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
FOV
16583
5026.15
FOVLT E-W
SPNKCB
SPNKCB
TELP
11302
5027.04
TPED
FOV
12637
5027.28
FOV
TELP
16580
5027.94
TPED
SPNKCB
SPNKCB
SA
EVOV EW
EVOV N-S
SPNKCB
FOV
15111
5034.95
FOV
FOV
15170
5035.75
FOV FOV
15169
5035.81
FOV
EVSM
EVSM
EVSM
EVOV N-S
T
T
EVSM
EVSM
EVSM
SA
EVSM
SA
SA
FOV
15350
5039.45
FOV N-S
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
TVT
TVLT E-W
TVT
TVLT E-W
EVOV N-S
SA
EVOV EW
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
FOV
FOV
EVSM
EVSM
EVSM
SPNKCB
EVOV N-S
T
T
SA
EVSM
SA
SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
ST
SPNKCB
SA
EVSM
ST
SPNKCB
SPNKCB
SPNKCB
EVSM
EVSM
SPNKCB
EVSM
SA
SPNKCB
SA
SPNKCB SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
ST
SPNKCB
ST
WV
12876
5034.40
WVAL
WV
12876
5034.40
WVAL
SA
SA
EVSM
ST
SPNKCB
13229
5035.06
TRVLT
SIG
SPNKCB
SIG
SPNKCB
EVSM
EVSM
SPNKCB
PEDSIG EVSM
T
SA
SA
SPNKCB
SPNKCB
SPNKCB
ST
SPNKCB
SPNKCB
ST
SPNKCB
SPNKCB
SPNKCB
SPNKCB
FOV
12032
5034.45
FOV SMALL
SA
T
SA
SA
50
3
2
.
35
SPNKCB
SPNKCB
SPNKCB
5
03
3
.
62
ST
SPNKCB
SPNKCB
ST
SS
SIG
SPNKCB
SPNKCB
SPNKCB
WV
SPNKCB
EVOV N-S
WV
12876
5034.40
WVAL
WV
12876
5034.40
WVAL
FOV
W
SA
W
EVRD
T
SA
SA
SPNKCB
EVSM
ST
SPNKCB
ST
SPNKCB
SPNKCB
SPNKCB
SPNKCB
EVOV N-S
FOV
12032
5034.45
FOV SMALL
EVRD
EVOV E-W
EVSM
EVSM
EVSM
EVSM
EVSM
T
SA
SA
5
0
3
2
.
35
SPNKCB
14497
5033.03
GB
5
0
33
.
6
2
ST
SPNKCB
ST
SS
SIG
SPNKCB
SPNKCB
SPNKCB
WV
SPNKCB
EVOV N-S
WV
12876
5034.40
WVAL
WV
12876
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:26:55 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Utilities\Drawings\Legend & Contact List
Legend & Contact List
20615
6
JMB
JMB
Utility 1 of
LEGEND
EXISTING PROPOSED
NOTES
XX-XX
OTHER
UTILITY GENERAL INFO SHEET
10. CITY LIGHT AND POWER RELOCATIONS TO BE DESIGNED AND CONSTRUCTED BY OTHERS.
STORM SEWER
WATER
UNDERGROUND TV CABLE
UNDERGROUND TELEPHONE
SANITARY SEWER
UNDERGROUND GAS
UNDERGROUND FIBER OPTIC
OVERHEAD ELECTRIC
UNDERGROUND ELECTRIC
BY CONTRACTOR.
8. CITY MANHOLES, FIRE HYDRANTS, WATER METERS AND VALVE BOXES TO BE ADJUSTED OR RESET
7. SEE DRAINAGE PLANS FOR INFORMATION ON EXISTING AND PROPOSED STORM SEWER SYSTEMS.
REQUIRED.
AND FOR COORDINATING WITH THE APPROPRIATE UTILITY COMPANY FOR ANY UTILITY CROSSINGS
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL UTILITIES DURING CONSTRUCTION
CONSTRUCTION.
THE DESIGN. DESIGN MODIFICATION(S) MUST BE APPROVED BY THE CITY PRIOR TO BEGINNING
MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY
5. IF A CONFLICT EXISTS BETWEEN EXISTING AND PROPOSED UTILITIES AND/OR A DESIGN
OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE CITY.
9. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND MAXIMUM COVER IS 5.5 FEET UNLESS
IRRIGATION SLEEVING
IRRIGATION
STORM SEWER
SA SA
SA
SIG
SIG
SA
5
0
3
6
.
56
5
0
36
.
5
6
SIG
SIG
5
0
3
7
.
7
2
EVOV N-S
SA SA
SA
SA
TELP
SA
TELP
W
SA
WSB
SA
WV
H
Y
D
H
Y
D
WW
WSB
E CAB
WV
WV
TELP
TELP
SA
WV
WV
H
Y
D
TVT
TVLT E-W
WV
SA
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
SIG
SPNKCB
SPNKCB
5
0
33
.
6
2
SPNKCB
SPNKCB
EVOV E-W
VAULT
ELECTRIC
VAULT
ELECTRIC
SPNKCB
SS
SIG
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
EVOV E-W
5
034
.
92
SIG
SIG
PEDSIG
PEDSIG
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
T
TELP
50
2
1
.
81
SPNKCB
SPNKCB
50
2
4
.
4
9
SPNKCB
EVOV E-W
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
11055
5026.44
ARROW LEFT
SPNKCB
11054
5027.02
ARROW LEFT
EVOV E-W
SPNKCB 11045
5028.47
SPCB
SPNKCB
SPNKCB 11240
5028.57
SPCB
SPNKCB
SPNKCB 11039
5028.67
SPCB
SPNKCB
SPNKCB 11041
5028.78
SPCB
SPNKCB
SPNKCB 11040
5028.80
SPCB
SPNKCB
SPNKCB 11236
5028.84
SPCB
SPNKCB
16471
5030.51
SPVAL
SPNKCB
SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB 15289
5037.67
SPCB
SPNKCB
SA
SPNKCB
SA
SA
SA
SPNKCB
SPNKCB
SA
SPNKCB 15115
5034.82
SPCB
SPNKCB
SA
SA
SA
SA
EVOV EW
EVOV N-S
FOV
TELP
H
Y
D
WV
WV
FOV
FOV
EVSM
EVSM
EVSM
EVOV N-S
T
T
W
15290
5037.98
WMTR
WV
SA
EVSM
WV
H
Y
D
EVSM
TELP
15422
5039.01
TPED
EVSM
SA
SPNKCB
SA
SPNKCB SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
SA
SPNKCB
13229
5035.06
TRVLT
SIG
SPNKCB
SIG
SPNKCB
SPNKCB
PEDSIG
SA
SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SA
TELP
SA
SA
WV
12876
5034.40
WVAL
WV
12876
5034.40
WVAL
SA
SA
EVSM
EVSM
EVSM
EVSM
SA
SA
TELP
SA
TELP
W
SA
WSB
SA
WV
H
Y
D
H
Y
D
WW
WSB
E CAB
WV
WV
TELP
SIG
SIG
TELP
SA
WV
WV
SIG
H
Y
D
TVT
TVLT E-W
WV
SIG
WV
EVSM
TVT
TVLT
EVOV N-S
11'
EXISTING ROW
EXISTING ROW
BUS STOP SIGN
EXISTING
1.09
1
2
3
4
5
1
5
6
4
24" STOPLINE
BARS (TYP)
X-WALK
2'x10'
2
2
T
TELP
13591
5031.34
TPED
SA
SA
SA
SA
SPNKCB
SPNKCB 14424
5032.44
SPCB
SPNKCB
SPNKCB
WV
SPNKCB
SPNKCB
H
Y
D
SA
E
WV
SIG
SPNKCB
SPNKCB
5
0
33
.
6
2
SPNKCB
WV
SPNKCB
EVOV E-W EVRD
VAULT
ELECTRIC
VAULT
ELECTRIC
TVT
SPNKCB
GASV
SS
SIG
SPNKCB
GASV
SPNKCB 12310
5034.19
SPCB
SPNKCB
SPNKCB
WV
E
CENTERED ON PAD.
BOX 5FT HIGH
XCEL GAS UTILITY
SPNKCB
SPNKCB 12311
SPNKCB
SPNKCB
T
SPNKCB
EVOV E-W
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
TELP
FOV
EVOV E-W
TELP
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
16471
5030.51
SPVAL
SPNKCB
SPNKCB
= HCL HORSETOOTH RD
EXISTING SECTION LINE
11
'
11
'
11
'
11
'
11
'
11
'
EXISTING ROW
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
5
4
3
2
1
6
5
4
2
4
5
SA
50
3
2
.
3
5
14497
5033.03
GB
EVOV EW
EVOV N-S
SPNKCB
SPNKCB
SPNKCB
FOV
SPNKCB
SPNKCB
TELP
H
Y
D
WV
WV
FOV
FOV
EVSM
EVSM
EVSM
SPNKCB 15289
5037.67
SPCB
SPNKCB
EVOV N-S
T
T
W
15290
5037.98
WMTR
WV
SA
EVSM
WV
SPNKCB
H
Y
D
EVSM
TELP
15422
5039.01
TPED
EVSM
SA
EVSM
SA
SA
SA
SA
SA
SPNKCB
TELP
SA
13901
5032.53
GB
SPNKCB SPNKCB
SA
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
WV
12876
5034.40
WVAL
SA
SA
EVSM
SPNKCB
13229
5035.06
TRVLT
SIG
SPNKCB
SIG
SPNKCB
EVSM
EVSM
SPNKCB
PEDSIG EVSM
= HCL COLLEGE AVE
EXISTING SECTION LINE
EXISTING ROW
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
11
'
11
'
11
'
11
'
11
'
11
'
40
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1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
JMBurch 11:03:01 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\Cross_Sections\8485DES_Cross
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HORSETOOTH & COLLEGE
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X-SECTION 57
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
JMBurch 11:03:21 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\Cross_Sections\8485DES_Cross
Sections_30%
8485DES_Cross Sections_30%
20615
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2:1 VERTICAL EXAGGERATION
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CROSS SECTIONS
HORSETOOTH & COLLEGE
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X-SECTION 58
D
D
Proposed
Temporary
Construction
Easement
Proposed
ROW Limits
_,
a
,
..
.
.
.
.
.
City of Fort Collins Project
No. 8485 Horsetooth and
College Intersection
Improvements ROW
Exhibit - Attachment 2
- -
- -
o· 50' 100' 200'
11/09/17
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
1
Attachment 3 - Unit Price Cost Proposal
Company:
Name:
Date:
The proposer shall complete the following Unit Price Cost Proposal and supporting Unit Price Approaches as a
part of its Proposal based on your understanding of the project from the information provided with this RFP and its
supporting materials. Pricing shall be based on the following:
- Proposers understanding of the project and the current plan set
- The City of Fort Collins’ construction contract General Provisions including the EJCDC and
supplementary conditions
- Contract Provisions (Attachment 4)
- The current edition of the Colorado Department of Transportation Standard Specifications for Road
and Bridge Construction
- City of Fort Collins Development Construction Standards for Water, Wasterwater and Stormwater,
dated December 2011. Contractor may request a copy from Andrew Gingerich, P.E. at
agingerich@fcgov.com or 970-221-6232.
- Larimer County Urban Area Street Standards (LCUASS)
Item
No.
Description Estimated
Quantity
Unit Unit
Price
Amount
1 Mobilization 1 LS
2 Unclassified Excavation 1,000 CY
3 Aggregate Base Course (Class 6) (6”) 1,700 CY
4 HMA (Grading SX) (100) (PG 64-28) (3"
Mill and Overlay)
8,600 SY
5 Hot Mix Asphalt (HMA) (Patching) (6”) 709 Ton
6 Concrete Pavement (9”) 2,329 SY
7 Concrete Pavement (Fast Track) (9”) 3,432 SY
8 Concrete Pavement (Special) (9”) 345 SY
9 Concrete Sidewalk (6”) 2,325 SY
10 Concrete Class D (Horsetooth Bridge
Deck & Approach Slabs)
176 CY
11 Reinforcing Steel (Epoxy Coated) 92,000 LB
12 Drilled Caisson (24 Inch) (Bridge Piers) 240 LF
13 Drilled Caisson (54 Inch) (Traffic Signals) 4 EA
14 18” Reinforced Concrete Pipe (CIP) 360 LF
15 Concrete Curb and Gutter (Type 2) (II-B) 3,379 LF
16 Concrete Curb Type 2 (Section B) 2,663 LF
17 Prestressed Concrete Box Girder (18”
Depth)
3,800 SF
Total Cost Construction Items
18 Preconstruction Support Services 300 Hour
Total Cost
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
2
Unit Price Approach - Mobilization
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
LS
Dollar
Amount
$ $ $ $
Percent % % %
Item Number 1: Mobilization
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
3
Unit Price Approach - Unclassified Excavation
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
CY
Dollar
Amount
$ $ $ $
Percent % % %
Item Number 2: Unclassified Excavation
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
4
Unit Price Approach - Aggregate Base Course (Class 6)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
SY
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 3: Aggregate Base Course (Class 6)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
5
Unit Price Approach - HMA (Grading SX) (100) (PG 64-28) (3" Mill and Overlay)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
Ton
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 4: HMA (Grading SX) (100) (PG 64-28) (3" Mill and Overlay)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
6
Unit Price Approach – Hot Mix Asphalt (HMA) (Patching) (6”)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
Ton
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 5: Hot Mix Asphalt (HMA) (Patching) (6”)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
7
Unit Price Approach - Concrete Pavement (9”)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
SY
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 6: Concrete Pavement (9”)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
8
Unit Price Approach - Concrete Pavement (Fast Track) (9”)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
SY
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 7: Concrete Pavement (Fast Track) (9”)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
9
Unit Price Approach - Concrete Pavement (Special) (9”)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
SY
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 8: Concrete Pavement (Special) (9”)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
10
Unit Price Approach - Concrete Sidewalk (6”)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
SY
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 9: Concrete Sidewalk (6”)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
11
Unit Price Approach – Concrete Class D (Horsetooth Bridge Deck & Approach Slabs)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
LF
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 10: Concrete Class D (Horsetooth Bridge Deck & Approach Slabs)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
12
Unit Price Approach – Reinforcing Steel (Epoxy Coated)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
LF
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 11: Reinforcing Steel (Epoxy Coated)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
13
Unit Price Approach – Drilled Caisson (24 Inch) (Bridge Piers)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
LF
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 12: Drilled Caisson (24 Inch) (Bridge Piers)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
14
Unit Price Approach – Drilled Caisson (54 Inch) (Traffic Signals)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
Ea
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 13: Drilled Caisson (54 Inch) (Traffic Signals)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
15
Unit Price Approach – 18” Reinforced Concrete Pipe (CIP)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
Ea
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 14: 18” Reinforced Concrete Pipe (CIP)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
16
Unit Price Approach – Concrete Curb and Gutter (Type 2) (II-B)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
Ea
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 15: Concrete Curb and Gutter (Type 2) (II-B)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
17
Unit Price Approach - Concrete Curb Type 2 (Section B)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
LF
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 16: Concrete Curb Type 2 (Section B)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
18
Unit Price Approach - Prestressed Concrete Box Girder (18” Depth)
Price
Components
Base
Unit
Price
Overhead Profit
Markup (if
applicable)
Total
Price
Per
LF
Dollar
Amount
$ $ $ $ $
Percent % % %
Item Number 17: Prestressed Concrete Box Girder (18” Depth)
Unit prices that are competitive, within a reasonable range of the average, and that are supported by
reasonable assumptions and risk discussions will be highly scored. Excessively high or low unit prices
in the City’s judgement could result in a lower overall proposal score, unless appropriately justified.
Contractor Assumptions:
Identify risks that may increase the unit price:
Identify mitigation that may decrease the unit price:
Identify amount of quantity change that may justify a change in unit price:
Identify Preconstruction Support Services to help manage and reduce risk:
CITY OF FORT COLLINS
RFP 8627– CMGC HORSETOOTH AND COLLEGE INTERSECTION IMPROVEMENTS
19
Unit Price Approach – Preconstruction Support Service
Item Number 18: Preconstruction Support Services
For Preconstruction Support Services provide a breakdown of the total hours identified in the RFP, by individual,
for staff anticipated to provide the services.
Name Title Rate Estimated
Hours
Activities
Total Amount for Preconstruction Support
Services
Total
Hours
Total Amount
Identify Preconstruction Support Services to help manage and reduce risk:
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
1
ATTACHMENT 4
COLORADO DEPARTMENT OF TRANSPORTATION SPECIAL PROVISIONS
HORSETOOTH & COLLEGE INTERSECTION IMPROVEMENTS
LARIMER COUNTY
FORT COLLINS, COLORADO
The 2017 Standard Specifications for Road and Bridge Construction controls construction of this project. The following
special provisions supplement or modify the Standard Specifications and take precedence over the Standard Specifications
and plans.
STANDARD SPECIAL PROVISIONS INDEX 2
REVISION OF SECTION 100 – GENERAL PROVISIONS 3
REVISION OF SECTION 101 – DEFINITION OF TERMS 4
REVISION OF SECTION 105 – CONTROL OF WORK, DISPUTES AND CLAIMS FOR CONTRACT
ADJUSTMENT
5
REVISION OF SECTION 105 – COOPERATION BETWEEN CONTRACTORS 7 8
REVISION OF SECTION 106 – CONTROL OF MATERIAL 9
REVISION OF SECTION 107 – LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC 10
REVISION OF SECTION 108 – PROSECUTION AND PROGRESS 12
REVISION OF SECTION 201 – CLEARING AND GRUBBING 13
REVISION OF SECTION 202 – REMOVAL OF BRIDGE 14
REVISION OF SECTION 202 – REMOVAL OF PIPE 17
REVISION OF SECTION 203 – EXCAVATION, EMBANKMENT AND POTHOLING
18
REVISION OF SECTION 304 – AGGREGATE BASE COURSE 20
REVISION OF SECTION 403 – HOT MIX ASPHALT 21
REVISION OF SECTION 412 – PORTLAND CEMENT CONCRETE PAVEMENT 23
REVISION OF SECTION 412 – FAST TRACK PORTLAND CEMENT CONCRETE PAVEMENT
24
REVISION OF SECTION 601 – CONCRETE FINISHING 26
REVISION OF SECTION 603 – CULVERTS AND SEWERS 27
REVISION OF SECTION 604 – MANHOLES AND INLETS
28
REVISION OF SECTION 608 – SIDEWALKS AND BIKEWAYS 29
REVISION OF SECTION 609 – CURB AND GUTTER 30
REVISION OF SECTION 614 – TRAFFIC CONTROL DEVICES
31
REVISION OF SECTION 627 – PAVEMENT MARKING 32
REVISION OF SECTION 630 – CONSTRUCTION TRAFFIC CONTROL 33
UTILITIES 34
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
2
COLORADO DEPARTMENT OF TRANSPORTATION SPECIAL PROVISIONS
HORSETOOTH & COLLEGE INTERSECTION IMPROVEMENTS
LARIMER COUNTY
FORT COLLINS, COLORADO
STANDARD SPECIAL PROVISIONS INDEX
Name Date Pages
Revision of Section 103 – Consideration of Proposals (July 3, 2017) 1
Revision of Section 105 – Conformity to the Contract of Portland Cement Concrete Pavement (July 3, 2017) 1
Revision of Section 106 – Supplier List (July 3, 2017) 1
Revision of Section 107 – Laws to be Observed (October 12, 2017) 1
Revision of Section 109 – Prompt Payment (Local Agency) (July 3, 2017) 2
Revision of Section 206 – Removability Modulus (October 12, 2017) 1
Revision of Section 206 – Shoring (July 20, 2017) 3
Revision of Section 206 – Structure Backfill (Flow-Fill) (July 3, 2017) 1
Revision of Section 208 – Erosion Control (July 3, 2017) 1
Revision of Section 250 – Environmental, Health and Safety Management (July 3, 2017) 3
Revision of Sections 412 and 705 – Preformed Compression Seals (July 3, 2017) 2
Revision of Section 503 – Drilled Shafts (July 3, 2017) 15
Revision of Section 703 – Aggregate for Bases (RAP Allowed) (July 3, 2017) 1
Revision of Section 703 – Classification for Aggregate Base Course (October 12, 2017) 1
Affirmative Action Requirements – Equal Employment Opportunity (July 3, 2017) 10
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
3
REVISION OF SECTION 100
GENERAL PROVISIONS
Section 100 of the Standard Specifications is hereby revised for this project as follows:
All references to the State, the Department, the Engineer, the Chief Engineer, etc. shall be understood to mean the City of
Fort Collins, Colorado or the City’s designated representative.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
4
REVISION OF SECTION 101
DEFINITION OF TERMS
Certain terms utilized in the latest edition of the Colorado Department of Transportation Standard Specifications for Road
and Bridge Construction shall be interpreted to have different meanings within the scope of this Contract. A summary of
redefinitions follows:
Subsection 101.28: ―”Department” shall mean City of Fort Collins, Colorado.
Subsection 101.27: ―”Chief Engineer” shall mean City of Fort Collins, Colorado or their designated
representative.
Subsection 101.39: ―”Laboratory” shall mean City of Fort Collins, Colorado or their designated representative.
Subsection 101.51: ―”Project Engineer” shall mean the City of Fort Collins, Colorado or their designated
representative.
Subsection 101.58 ―“Region Transportation Director” shall mean the City of Fort Collins, Colorado or their
designated representative.
Subsection 101.76 ―”State” shall mean City of Fort Collins, Colorado (where applicable).
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
5
REVISION OF SECTION 105
CONTROL OF WORK, DISPUTES AND CLAIMS FOR CONTRACT ADJUSTMENT
Section 105 of the Standard Specifications is hereby revised for this project as follows:
Subsection 105.02 shall include the following:
j. Unless otherwise specified the work shall conform to ―Section 01110 – General Provisions in the City of Fort
Collins Development Construction Standards.
Subsection 105.09 shall have the second paragraph replaced as follows:
In case of discrepancy the order of precedence is as follows:
(a) Contract Agreement
(b) Revisions to CDOT Standard Specifications (Project Special Provisions)
(c) Plans (Calculated dimensions will govern over scaled dimensions)
(d) Standard Special Provisions
(e) General Conditions
(f) CDOT Standard Specifications for Road and Bridge Construction
(g) CDOT M&S Standards
(h) City of Fort Collins Development Construction Standards
Subsection 105.10 shall include the following:
Coordination with Property Owners and Tenants
The City of Fort Collins is committed to maintaining a positive working relationship with the businesses and residents in the
project area. Every effort will be made to maintain pedestrian and bicycle flow and to accommodate special events and
holidays for businesses, pedestrians, parking, and vehicle traffic. The Contractor shall be responsible to coordinate all work
activities with private property owners and tenants along the project corridor. Access shall be maintained at all times. The
Contractor shall be responsible for communicating accurate scheduling information to the project team to assure proper
notification of businesses and residents.
In particular, any proposed disruption or closure to an existing access must be communicated to the property Owners and
tenants with as much notice as possible. The minimum notice that will be allowed for any proposed access change is 48
hours. The Contractor shall ensure that adequate alternate access is in place for vehicles and pedestrians and any property-
specific access needs are addressed prior to any change in existing access. The Contractor shall coordinate his method of
maintaining these accesses with the City of Fort Collins Traffic Operations Department.
Subsection 105.11 shall include the following:
The Contractor shall coordinate with all utilities well enough in advance that utility improvements do not delay the
Contractor’s work.
Subsection 105.12 delete and replace with the following:
The City, County, CDOT, and local utilities including but not limited to Xcel Energy, Comcast and CenturyLink may
contract for and perform other or additional work on or near the Work of the project. When separate contracts are let
within the limits of the project, each Contractor shall conduct the Work without interfering or hindering the progress or
completion of the work performed by other contractors. Contractors working on the same project shall cooperate with
each other as directed.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
6
REVISION OF SECTION 105
CONTROL OF WORK, DISPUTES AND CLAIMS FOR CONTRACT ADJUSTMENT
City forces will perform the following work as required by this project:
• Temporary Signing and Striping including removal
• Permanent Pavement Marking
• Permanent Signing
• Traffic Signals/Fiber Optic Lines
• Street Lights
• Construction Surveying
• Providing power to the irrigation controller
Traffic Coordination
1. The Contractor shall coordinate with the City Traffic Engineer and Project Manager (Dan Woodward) for all
traffic control activities. This shall include, but not be limited to, closure of any City Streets, closure of any
partial intersection movements, lane reductions, and detours.
City Traffic Control Contact: Syl Mireles
Phone: (970)221-6815
Email: smireles@fcgov.com
2. The City will install all new traffic signal equipment.
City Traffic Signal Contact: Britney Sorenson
Phone: 970-222-5533
Email: bsorenson@fcgov.com
3. The Contractor shall coordinate with the City Traffic Engineer to schedule the traffic signal work/fiber optic line
relocation in conjunction with other project activities taking into account time needed for order and delivery of
materials. The Contractor shall cooperate with the City Traffic Department in their removal and installation
operations so that progress is expedited, duplication of work is minimized, and impacts to traffic are minimized.
4. The City will install all permanent signing. The City will install all permanent pavement markings.
City Signing and Striping Contact: Rich Brewbaker
Phone: 970-221-6792
Email: rbrewbaker@fcgov.com
The Contractor shall coordinate with City Traffic for removal of pavement markings and installation and
maintenance of temporary pavement markings necessary to control traffic during construction. The Contractor
shall provide at least 3 days’ notice to the City for any striping removals or temporary striping required. The
Contractor shall coordinate with the City Traffic Engineer to schedule permanent signing and striping work in
conjunction with other project activities. Full-compliance pavement markings in accordance with Section 627
shall be in place prior to opening the roadway to traffic. The Contractor shall cooperate with the City Traffic
Department in their removal and installation operations so that progress is expedited, duplication of work is
minimized, and impacts to traffic are minimized.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
7
REVISION OF SECTION 105
CONTROL OF WORK, DISPUTES AND CLAIMS FOR CONTRACT ADJUSTMENT
Street Light Coordination
1. City Light and Power Crews will remove and install all street lighting and associated electric utilities for the
project.
City Light and Power Contact: Tyler Siegmund
Phone: (970) 416-2772
Email: tsiegmund@fcgov.com
2. The Contractor shall cooperate with the City Light and Power Department in their removal and installation
operations so that progress is expedited, duplication of work is minimized, and impacts to traffic are minimized.
Refer to Utility specification for additional information.
Each Contractor involved shall assume all liability, financial or otherwise, in connection with the Contract and shall protect
and save harmless the Owner from any and all damages or claims that may arise because of inconvenience, delay , or loss
because of the presence and operations of Contractors working within the limits of the same or adjacent project.
Contractor is responsible to coordinate with private utilities. Any work to be performed by private utilities shall be identified
in Contractor’s schedule. Delays due to coordination issues will be the responsibility of the contractor.
Subsection 105.22 shall be revised as follows:
The Colorado Department of Transportation will not participate in the resolution process for any claims filed by the
Contractor.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
8
REVISION OF SECTION 105
COOPERATION BETWEEN CONTRACTORS
Section 105 of the Standard Specifications is hereby revised for this project as follows:
Subsection 105.11 shall include the following:
Other agencies may have active construction or maintenance projects within the vicinity of this project. The Contractor shall
coordinate the work so as not to interfere or hinder the progress or completion of the work being performed by other agencies
or contractors. All construction/traffic control conflicts that arise between the needs of the various construction contractors
and other agencies shall be brought to the attention of the Engineer. Coordination meetings shall be held by Contractor to
address conflicts and schedule adjustments maybe required to minimize impacts to adjacent projects.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
9
REVISION OF SECTION 106
CONTROL OF MATERIAL
Section 106 of the Standard Specifications is hereby revised for this project as follows:
Subsection 106.03 shall include the following:
The City of Fort Collins will be responsible for all expenses associated with Quality Assurance (QA) and Independent
Assurance (IA) testing.
Test frequencies shall be in accordance with the project specifications, CDOT Field Materials Manual and the approved
Quality Control Plan (QCP).
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
10
REVISION OF SECTION 107
LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
Section 107 of the Standard Specifications is hereby revised for this project as follows:
Subsection 107.01 shall include the following:
All hauls traveling to or from Martin Marietta Materials, Inc. (MMM) located at 1800 North Taft Hill Road, Fort Collins,
Colorado shall enter and exit the site from the North to CR 54G.
No vehicle shall be driven or moved on any private or public highway, street, road or right of way if the vehicle is
transporting aggregate material or asphalt paving material unless the load is covered by a tarp or other cover in a manner that
prevents the load from escaping the vehicle and which minimizes fumes and emissions. Aggregate material means any rock,
clay, silts, gravel, limestone, dimension stone, marble and shale; except that aggregate material does not include wet concrete
or other materials not susceptible to blowing. Asphalt paving material means any material formed by mixing aggregate and
asphalt cement and includes hot mix asphalt, warm mix asphalt, and bituminous concrete.
Subsection 107.02 shall include the following:
Unless otherwise specified, the Contractor shall procure all required permits and licenses; pay all charges, fees, and taxes,
including permits procured for this project by others; and give all notices necessary and incidental to the due and lawful
prosecution of the work. The costs of these permits will not be paid for separately, but shall be included in the work.
Below is a list of anticipated permits that will be required for the project. This list is provided as an aid and shall not be
interpreted as a complete list of all permits that may be required. It shall be the responsibility of the Contractor to determine
the type of permits required for the work. A copy of all permits shall be available on the job site at all times.
1. Stormwater Discharge Permit Associated with Construction Activities (CDPHE)
2. Construction Dewatering Wastewater Discharge Permit (CDPHE) – If Required
3. Excavation Permit (City of Fort Collins)
4. Right-of-way Contractors License (City of Fort Collins)
5. Noise Emission Variance – City of Fort Collins Code Compliance (night work only)
Prior to beginning work, the Contractor shall furnish the Engineer with a written list of all permits required for the proper
completion of the contract. The list shall clearly identify the types of permits that must be obtained before work on any
particular phase or phases of work can be started. Copies of the fully executed permits shall be furnished to the Engineer
upon request.
The Contractor shall comply with all applicable federal and state laws, orders, and regulations concerning the control and
abatement of water and air pollution.
The Contractor shall comply with the permits (or permit applications if in progress) even if they have not yet been finalized
at the time of construction.
Subsection 107.12 is hereby revised to include the following:
The Contractor shall limit his work operations to within public right-of-way, permanent utility easements and temporary
construction easements.
The Contractor shall fence specific areas of vegetation to be protected in the field as shown in the plans or as directed by the
Engineer. All construction operations must be performed in such a manner which will avoid protected trees and landscape
areas.
The Contractor shall perform all the work in such a manner that results in the least environmental damage.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
11
REVISION OF SECTION 107
LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
The Contractor shall clearly mark the vegetation protection areas and all construction/demolition limits in the field before
commencing demolition operations. Limits of construction are generally defined as the limits of demolition.
Subsection 107.18 is hereby revised to read:
For this project, all insurance certificates shall name the City of Fort Collins as an additionally insured party.
For this project, insurance coverage shall meet the requirements and limits of the City of Fort Collins’ Purchasing
Department.
Subsection 107.25 shall include the following:
This work consists of the proper treatment and disposal of ground water collected from dewatering operations during
excavation activities.
The Contractor shall obtain a construction dewatering permit from the Colorado Department of Public Health and
Environment (CDPHE). A completed application must be submitted to CDPHE at least 30 days prior to dewatering
operations. Dewatering operations shall be conducted in a manner that avoids pollution and erosion. Water from dewatering
operations shall not be directly discharged into any state waters including wetlands, irrigation ditches, canals, or storm
sewers, unless allowed by a permit. Discharge into sanitary sewers will not be allowed unless written permission is obtained
from the owner or controlling authority and a copy of this approval is submitted to the Engineer. Unless prohibited by law or
otherwise specified in the Contract, the water from dewatering operations shall be contained in basins for dissipation by
infiltration or evaporation, shall be hauled away from the project for disposal in accordance with applicable laws and
regulations, or shall be land applied to approved non-wetland vegetated areas.
Depending upon the quality of the water, land application of water to vegetated areas may require a written concurrence or
permit from CDPHE and from the owner of the facility. Based on guidelines and criteria from CDPHE, the Contractor shall
determine the quality of the water, obtain applicable concurrences or permits, and furnish copies of the concurrences or
permits obtained to the Engineer.
Subsection 107.25(c) is hereby revised to include the following:
(c) Measurement and Payment.
Add the following to Paragraph 1:
All work associated with preparing, securing and concurring with the required permits (refer to Revision of
Subsection 107.02) will not be measured and paid for separately, but shall be included in the work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
12
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
Section 108 of the Standard Specifications is hereby revised as follows:
Subsection 108.05 shall include the following:
Work Hours: Work hours are 7 AM to 6 PM, Monday through Friday. Extended hours and weekend work are anticipated
and will be permitted with written approval from the Project Manager. Night time work shall be permitted with written
approval from Project Manager. Work shall be permitted on holidays with written approval from the Project Manager.
Work requests beyond working hours must be submitted to the Project Manager a minimum of (5) working days prior to the
request date.
Night and weekend work will be allowed with 5 days prior notice to the Project Manager.
Demolition work will not be permitted before 7 AM or after 6 PM.
Traffic Closures and Operations
The Contractor shall submit Traffic Control Plans as outlined in Section 630 of the specifications. All construction phasing
and construction traffic control requests shall be coordinated with the City Traffic Department.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
13
REVISION OF SECTION 201
CLEARING AND GRUBBING
Section 201 of the Standard Specifications is hereby revised for this project as follows:
Subsection 201.01 is hereby revised to include the following:
This work includes removal and disposal of concrete bases for ground signs, trees, stumps, shrubs, vegetation, trash and any
other items necessary to complete the improvements within the limits of the right-of-way, easement areas, and other areas
shown in the contract or required by the work. These items shall be removed and disposed of by the Contractor during
construction and prior to final acceptance of the project.
The Contractor shall contact the City of Fort Collins Arborist prior to pruning trees and shrubs the will be necessary for the
pavement equipment that will be used for the milling/overlay of the roadway.
Subsection 201.02 is hereby revised to include the following:
The Contractor may not dispose of clearing and grubbing materials on the project site. All unsuitable materials generated by
clearing and grubbing operations shall be legally disposed of off the project site.
The Contractor shall coordinate the limits of work with the Engineer prior to commencing clearing and grubbing.
Subsection 201.02, delete the third paragraph and replace with the following:
The limits of clearing and grubbing shall be confined to the limits of work. Areas of protection shall be established by the
Engineer prior to construction. All trees, shrubs, plants, grasses and other vegetative materials within those areas of
protection shall remain, except as designated by the Engineer.
If noxious weeds are found before grading, areas to be disturbed shall be pre-treated with either an approved herbicide or
mowing before grading.
Clearing and grubbing shall include the pruning of all trees that will remain within the final right-of-way. Pruning of trees
shall include removal of all branches that conflict with construction of the proposed improvements and all dead branches.
Avoid the unnecessary removal of trees or shrubs; for example, prune the aerial portions of trees and shrubs that hang over a
project area and interfere with equipment.
Once all clearing and grubbing is completed and approved, no additional clearing shall be allowed unless approved, in
writing, by the Engineer.
Subsection 201.04 shall include the following:
Payment for clearing and grubbing shall be on a lump sum basis and shall include removal and disposal of trees, stumps,
shrubs, trash, and protruding objects designated for removal within the project limits by the Engineer.
Payment will be made under:
Pay Item Pay Unit
Clearing and Grubbing Lump Sum
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
14
REVISION OF SECTION 202
REMOVAL OF BRIDGE
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work consists of removal of the existing bridge at Horsetooth Road and Larimer County Canal #2 (Str No. FCHTH-
0.1W-CLGE), and portions of the existing bridge at College Avenue and Larimer County Canal #2 (Str No. B-16-E). Bridge
removal shall consist of:
1. the complete removal of all superstructure and substructure elements of the bridge at Horsetooth Road,
2. the complete removal of all superstructure and substructure elements of the pedestrian bridge west of College
Avenue, and,
3. the removal of portions of the superstructure and substructure elements of the bridge at College Avenue as shown
on the plans, unless otherwise shown on the plans.
Subsection 202.02 shall include the following:
The removal of the existing bridge shall be performed in a safe manner.
When removal operations are located over a railroad or in proximity to any live water way , additional coordination with the
railroad or other agency, (United States Army Corps of Engineers (USACE), US Fish and Wildlife Service, US Forest
Service, etc.) shall be required.
The Contractor shall submit a Bridge Removal Plan to the Engineer, for record purposes only, at least 20 working days prior
to the proposed start of removal operations. This Plan shall detail procedures, sequences, and all features required to perform
the removal in a safe and controlled manner. The Bridge Removal Plan shall be stamped “Approved for Construction” and
signed by the Contractor. The Bridge Removal Plan will not be approved by the Engineer.
The Bridge Removal Plan shall provide complete details of the bridge removal process, including:
(1) The removal sequence, including staging of removal operations. Sequence of operation shall include a detailed
schedule that complies with the working hour limitations.
(2) Equipment descriptions including size, number, type, capacity, and location of equipment during removal
operations.
(3) Shoring that exceeds 5 feet in height, all falsework and bracing.
Details, locations and types of protective coverings to be used. The protective covering shall prevent any materials,
equipment or debris from falling onto the property below. When removal operations are located over or in
proximity to any live waterway, railroad, or pedestrian/bicycle path, additional width of protective covering
sufficient to protect these facilities shall be required. Detailed methods for protection of the existing roadway
facilities, including measures to assure that people, property, utilities, and improvements will not be endangered.
(4) Detailed methods for protection of live waterways including minimization of turbidity and sedimentation, and
protection of existing wetlands.
(5) Detailed methods for mitigation of fugitive dust resulting from the demolition.
Details for dismantling, removing, loading, and hauling steel elements.
Methods of Handling Traffic, including bicycles and pedestrians, in a safe and controlled manner.
A Pre-Removal Conference shall be held at least seven days prior to the beginning of removal of the bridge. The Engineer,
the Contractor, the removal subcontractor, the Contractor’s Engineer, and the Traffic Control Supervisor (TCS) shall attend
the Pre-Removal Conference. The Bridge Removal Plan shall be finalized at this Conference.
The Contractor’s Engineer shall sign and seal (1) and (3) listed above in the final Bridge Removal Plan. Calculations shall be
adequate to demonstrate the stability of the structure remaining after the end of each stage of removal, before traffic is
allowed to resume in its normal configuration.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
15
REVISION OF SECTION 202
REMOVAL OF BRIDGE
The final Bridge Removal Plan shall be stamped “Approved for Construction” and signed by the Contractor. The Contractor
shall submit a final Bridge Removal Plan to the Engineer prior to bridge removal for record purposes only. The Contractor
shall not begin the removal process without the Engineer’s written authorization.
Submittal of the final Bridge Removal Plan to the Engineer, and field inspection performed by the Engineer, will in no way
relieve the Contractor and the Contractor’s Engineer of full responsibility for the removal plan and procedures.
Work within Railroad right-of-way shall be in accordance with Section 107. For bridge removal over railroads, including
overhead wires, tunnels and underground facilities, approval of the bridge removal plans will be contingent upon the
drawings being satisfactory to the railroad company involved.
Unless otherwise directed, the Contractor’s Engineer need not be on site when bridge removal operations are in progress, but
shall be present to conduct daily inspection for written approval of the work. The Contractor’s Engineer shall inspect and
provide written approval of each phase of the removal prior to allowing vehicles or pedestrians on, below, or adjacent to the
structure. The Contractor’s Engineer shall certify in writing that the falsework, bracing, and shoring conform to the details of
the final Bridge Removal Plan. A copy of the certification shall be submitted to the Engineer.
The Contractor’s Engineer shall inspect the bridge removal site and report in writing on a daily basis the progress of the
operation and the status of the remaining structure. A copy of this daily report shall be available at the site of the work at all
times, and a copy of the previous day’s inspection report shall submitted to the Engineer daily.
The Contractor shall have all necessary workers, materials, and equipment at the site prior to closing any lanes to traffic to
accommodate bridge removal operations. While the lanes are closed to public traffic, work shall be pursued promptly and
without interruption until the roadway is reopened to traffic.
Removal of hazardous material shall be in accordance with Section 250.
The Contractor shall take all steps to avoid contaminating state waters, in accordance with subsection 107.25.
Should an unplanned event occur or the bridge removal operation deviate from the submitted bridge removal plan, the bridge
removal operations shall immediately cease after performing any work necessary to ensure worksite safety. The Contractor
shall submit to the Engineer, the procedure or operation proposed by the Contractor’s Engineer to correct or remedy the
occurrence of this unplanned event or to revise the final Bridge Removal Plan. The Contractor shall submit his Engineer’s
report in writing, within 24 hours of the event, summarizing the details of the event and the procedure for correction.
Before removal of the protective covering, the Contractor shall clean the protective covering of all debris and fine material.
Bridge removal may be suspended by the Engineer for the following reasons:
(1) Final Bridge Removal Plan has not been submitted, or written authorization has not been provided by the Engineer
to begin the removal.
(2) The Contractor is not proceeding in accordance with the final Bridge Removal Plan, procedures, or sequence.
(3) The Contractor’s Engineer is not on site to conduct inspection for the written approval of the work.
(4) Safety precautions are deemed to be inadequate.
(5) Existing neighboring facilities are damaged as a result of bridge removal.
Suspension of bridge removal operations shall in no way relieve the Contractor of his responsibility under the terms of the
Contract. Bridge removal operations shall not resume until modifications have been made to correct the conditions that
resulted in the suspension, as approved in writing by the Engineer.
The Contractor shall notify all emergency response agencies of the proposed removal work and any detours 24 hours in
advance of work. This shall include the Colorado State Patrol, local Police Department, local Fire Department, all local
ambulance services, and the Sheriff’s Department, as appropriate.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
16
REVISION OF SECTION 202
REMOVAL OF BRIDGE
All required traffic control devices, night time flagging stations, barricades and VMS signs shall be in place, with detours in
operation, prior to the beginning of removal operations each day. Night work shall conform to the requirements of the
MUTCD, Parts 1, 5, and 6.
Prior to reopening the roadway to public traffic, all debris, protective pads, materials, and devices shall be removed and the
roadways swept clean.
Explosives shall not be used for removal work without the written approval of the Engineer.
Removal shall include the superstructure, the substructure, which includes the piers, the abutments and wingwalls, the bridge
rail, and any approach slabs and sleeper slabs.
Removal of the substructure shall be taken down to at least 1 foot below the natural existing or future ground surface at the
lowest point of interface with the abutment, unless otherwise approved by the Engineer. Holes resulting from substructure
removal shall be backfilled with Structure Backfill (Class 2) to the adjacent existing grades.
All materials removed from the existing structure shall become the property of the Contractor and shall be properly disposed
of offsite at the Contractor’s expense, unless otherwise stated in the plans.
Existing structures, facilities, and surrounding roadways shall not be damaged by the removal operations. Damage that does
occur shall be repaired immediately at the Contractor’s expense.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Bridge (Horsetooth) Lump Sum
Removal of Bridge (Special) (Ped Bridge) Lump Sum
Removal of Portions of Present Structure (College) Lump Sum
Payment for Removal of Bridge will be full compensation for all labor and materials required to complete the work,
including, preparation and implementation of the Bridge Removal Plan, inspection, equipment, debris handling and disposal,
salvaging, handling and storage of salvable materials, handling and disposal of all hazardous materials, and disposal of non-
salvable materials.
Removal of Bridge (Horsetooth) will be full compensation for the removal of the bridge at Horsetooth Road. Removal of
Bridge (Special) (Ped Bridge) will be full compensation for the removal of the pedestrian bridge west of College Avenue.
Removal of Portions of Present Structure (College) will be full compensation for the removal of portions of the bridge at
College Avenue.
Lighting required for nighttime operations will not be measured and paid for separately, but shall be included in the work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
17
REVISION OF SECTION 202
REMOVAL OF PIPE
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing pipe within the project limits as shown on the plans or at locations
directed by the Engineer.
In Subsection 202.02 delete the seventh paragraph and replace with the following:
The removed pipe shall become the property of the Contractor and shall be disposed of outside the project site legally.
Subsection 202.11 shall include the following:
The removal of the existing pipe will be measured by the linear foot of pipe removed, and accepted.
Excavation and backfilling will not be paid separately and shall be included in the cost for removal of pipe.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Pipe Linear Foot
Work shall include all material, equipment, labor, and disposal of materials to complete the work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
18
REVISION OF SECTION 203
EXCAVATION, EMBANKMENT AND POTHOLING
Section 203 of the Standard Specifications is hereby revised for this project as follows:
Subsection 203.01 shall include the following:
The Contractor shall comply with all requirements of any soils reports provided by the City of Fort Collins.
Subsection 203.02 shall include the following:
(a) Unclassified Excavation
Excavation/embankment quantities shown in the Bid Schedule and on the Summary of Approximate Quantities plan sheet
only includes the excavation and/or embankment required to construct the subgrade to the bottom of all pavement sections
(including composite sections), as shown in the cross sections.
(c) Muck Excavation
Any unsuitable material will be removed and replaced with compacted suitable material in accordance with the
Geotechnical Report for this project.
(f) Potholing
Potholing of utilities, as required to complete the work, shall be conducted by the Contractor to determine the location, depth,
size and material composition of utility lines, and potential conflict(s) with the work. Contractor shall review the plans and
determine the necessary pothole requirements to complete the work as specified.
Where required, concrete pavement removed during potholing operations shall be replaced with Class B concrete in
accordance with Revision of Section 412 of the Special Provisions and Section 412 of the Standard Specifications.
Subsection 203.05, (f) Potholing, add the following to the second paragraph: Records of the potholed utilities shall be
surveyed and submitted to the Engineer.
Subsection 203.06 shall include the following:
Embankment shall be constructed with suitable on-site material or imported borrow material from an approved source.
Embankment material shall be free of vegetation, brush, sod, trash and other deleterious substances and should not contain
rocks, debris or lumps having a diameter of more than 4 inches. Rocks, debris or lumps shall be evenly dispersed throughout
the fill. Embankment material shall contain a maximum of 70 percent passing the No. 200 sieve, have a liquid limit of less
than 40, a plasticity index less than 25 and a swell potential of less than 1% when remolded to 95% of the AASHTO T99
standard proctor maximum (at optimum moisture) under a 200 pcf surcharge pressure. The borrow material shall have a
resistance value of at least 9 when tested by the Hveem Stabilometer method. Borrow material shall be approved by the
Engineer and tested for water soluble sulfates.
In Subsection 203.09, 3rd Paragraph, delete the 2nd sentence and replace with the following:
In areas that are observed to have soft spots in the subgrade, where deflection is not uniform or is excessive, as determined
by the Engineer, the Contractor shall perform one of the following two methods for stabilization of the subgrade. The
method will be determined by the Engineer.
(a) The area shall be ripped, scarified, dried or wetted as necessary and re-compacted to the
requirements for density and moisture to the contract depth, at the Contractor’s expense.
(b) The area shall be removed to the depth indicated by the Engineer and replaced with Class 6 aggregate base
course. Class 6 aggregate base course shall meet the requirements of Section 304 of the Standard specifications
and Revision of Section 304 of the Special Provisions.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
19
REVISION OF SECTION 203 and 210
EXCAVATION AND EMBANKMENT
Subsection 203.13 shall include the following:
The earthwork quantities include only that material excavated or placed as fill to construct the improvements to subgrade
elevation.
(a) Excavation
Quantities of earthwork associated with Embankment Material (Complete in Place) will not be measured in place, but shall
be paid for at the quantity shown in the bid schedule.
(b) Embankment
Quantities of earthwork associated with Borrow (Complete in Place) will not be measured in place, but shall be paid for at
the quantity shown in the bid schedule. The original cross sections will be used for determination of volumes of
embankment material placed, unless changes have been directed.
If the Contractor considers that there is a discrepancy in the bid form quantity to actual field quantities, then he shall notify
the Engineer immediately. An appropriate adjustment will be made to the quantity if the Contractor can demonstrate through
survey or other approved means that the actual quantity of earthwork excavated and/or placed differs from plan quantity by
more than 15 percent.
Exceptions will be made when field changes are ordered or when it is determined that there are discrepancies on the plans in
an amount of at least plus or minus two percent of the plan quantity.
Other methods of determining earthwork quantities, such as truck load counts or weight tickets, will not be used on this
project.
(d) Potholing
Potholing will not be measured and paid for separately, but shall be considered subsidiary to the work.
(e) Proof Rolling
Proof Rolling will not be measured and paid for separately.
Section 203.14 shall be revised to include the following:
Payment will be made under:
Pay Item Pay Unit
Unclassified Excavation (Complete in Place) Cubic Yard
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
20
REVISION OF SECTION 304
AGGREGATE BASE COURSE
Section 304 of the Standard Specifications is hereby revised for this project as follows:
Subsection 304.07 shall include the following:
Aggregate base course will be measured by the cubic yard according to neat line plan calculations at the specified thickness.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
21
REVISION OF SECTION 403
HOT MIX ASPHALT
Section 403 of the Standard Specifications is hereby revised for this project as follows:
Subsection 403.02 shall include the following:
The design mix for hot mix asphalt shall conform to the current Larimer County Urban Area Street Standards for Arterial
Roadways.
All top lift asphalt shall use a PG 64-28 modified binder.
The Contractor shall prepare a quality control plan outlining the steps taken to minimize segregation of HMA. This plan shall
be submitted to the Engineer and approved prior to beginning the paving operations. When the Engineer determines that
segregation is unacceptable, the paving shall stop and the cause of segregation shall be corrected before paving operations
will be allowed to resume.
Hot mix asphalt for patching shall conform to the gradation requirements for Hot Mix Asphalt (Grading S). A minimum of 1
percent hydrated lime by weight of the combined aggregate shall be added to the aggregate for all hot mix asphalt.
Subsection 403.04 shall include the following:
Areas greater than 8’ wide will be Full Depth reconstruction areas and the pavement section shall be:
6” of HMA (Grade S) (100) (PG 64-22)
Areas less than 8’ wide will be considered Hot Mix Asphalt Patching and will need to be constructed with smaller
handheld paving equipment. The pavement section shall include only the bottom course of hot mix asphalt. The top
course is quantified as part of the overlay areas. For HMA Patching areas, the pavement section shall be:
6” of HMA (Grade S) (100) (PG 64-22)
For areas where existing pavement is to abut widened or patched areas, the Contractor shall mill 3 Inches of existing
pavement. The top lifts of finished HMA pavement for overlay areas, widened areas, and patching areas shall be:
3” of HMA (Grade SX) (100) (PG 64-28) 2 – 1.5” Lifts
The top lifts of finished HMA pavement shall be measured as Mill and Overlay (3”).
Delete subsection 403.05 and replace with the following:
403.05 The accepted quantities of hot mix asphalt will be paid for in accordance with subsection 401.22, at the contract unit
price for the pay items below.
Payment will be made under:
Pay Item Pay Unit
Hot Mix Asphalt (HMA) (Patching) (6”) Ton
Hot Mix Asphalt (Grade S) (100) (PG 64-22) (6”) Ton
Hot Mix Asphalt (Grade SX) (100) (PG 64-28) (3” Mill & Overlay) Square Yard
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
22
REVISION OF SECTION 403
HOT MIX ASPHALT
Aggregate, asphalt recycling agent, additives, hydrated lime, and all other work necessary to complete each hot mix asphalt
item will not be paid for separately, but shall be included in the unit price bid. The pay item includes the PG binder grade,
the asphalt cement will not be measured and paid for separately, but shall be included in the work.
Excavation, preparation, and tack coat of areas to be patched will not be measured and paid for separately, but shall
be included in the work.
Aggregate Base Course for patching areas is not included in this work, but shall be measured and paid for separately.
Emulsified asphalt for prime and tack coats will not be measured and paid for separately, but shall be included in the
Hot Mix Asphalt pay items.
Hot Mix Asphalt (Grade SX) (100) (PG 64-28) (3” Mill & Overlay) includes all work to mill, taper mill, and remove asphalt
material to ensure a uniform 3” top lift of asphalt on the limits of HMA pavement, as well as placing the top 3” of asphalt.
This may include overmilling areas to correct cross slopes and imperfections in the pavement as required by the City.
Payment for all milling and 3” overlay with PG 64-28 asphalt material shall be included in the SY quantity.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
23
REVISION OF SECTION 412
PORTLAND CEMENT CONCRETE PAVEMENT
Section 412 of the Standard Specifications is hereby revised for this project as follows:
Subsection 412.03 shall include the following:
• Concrete Pavement (9 Inch): Concrete shall be Class “P” concrete. The unit price shall include the entire cost of the
installation. Price will include saw cutting, furnishing and installing dowel bars and keyways; supplying, forming,
placing, finishing, and edging the concrete surface; curring and sealing materials, joint materials and sealers.
• Concrete Pavement (9 Inch) (Special): Concrete crosswalks shall be Class “P” concrete. The concrete shall be integrally
colored with the required lbs. of Davis Color “Tile Red” per sack of cement. The texture will be Brickform Texture
Mats FM-3500 Cal Weave, 24”x24” (or approved equal) on the outside 2’ of each side of the crosswalk. The surface of
the concrete crosswalk shall be sealed and protected from drying with Davis W-1000 Clear Cure and Seal (or approved
equal). The unit price shall include the entire cost of the installation. Price will include saw cutting, furnishing and
installing dowel bars and keyways; supplying, forming, placing, finishing, stamping and edging the concrete surface;
curring and sealing materials, joint materials and sealers; texturing equipment.
Contractor shall provide up to three mock-up slabs of each colored concrete paving. Finished products that do not match the
approved test slab shall be removed and replaced by the Contractor at no cost to the Owner.
Subsection 412.03 shall include the following:
Driveway approaches shall be class P concrete in accordance with Section 601 and shall be installed in accordance with
details 706 and 707 as shown on the plans.
Subsection 412.18 shall include the following:
The Contractor shall cut the transverse and longitudinal joints to the width and depth required. The cut shall be made with a
power drive saw equipped with diamond blades. The residue from sawing shall be removed from the pavement by the
Contractor. The material shall be removed at the time of the sawing operation using equipment designed for that purpose.
Any damage to the concrete pavement such as spalling or fracturing shall be repaired by the Contractor as directed by the
Engineer at no cost to the project. The joints shall be immediately flushed with water to remove any sawing residue.
Cleaning, repairing, and proper curing of any spills, fractures, breaks, or voids in the concrete surface of the joints shall be
accomplished prior to installing the backer rod material or joint sealant.
The backer rod shall be placed in such a manner that the grade for the proper depth of the seal material is maintained.
Subsection 412.24(a) shall include the following:
Pay Item Pay Unit
Concrete Pavement (9 Inch) Square Yard
Concrete Pavement (9 Inch) (Special) Square Yard
Concrete Pavement (8 Inch) Square Yard
The price of all pay items shall be full compensation for furnishing and placing all materials including test slabs, and
demolition of test slabs, excavation, concrete, color additives, stamp mold, forms, joint materials, reinforcement, tooling and
finishing.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
24
REVISION OF SECTION 412
FAST TRACK PORTLAND CEMENT CONCRETE PAVEMENT
Section 412 of the Standard Specifications is hereby revised for this project as follows:
Subsection 412.03 shall include the following:
Where Concrete Pavement (Fast Track) is specified by the Engineer, the concrete shall be Concrete Class E and shall
conform to the requirements for Concrete Class E as described in Section 601. Substitution of other classes of concrete will
not be allowed. Use of Fast Track Concrete Pavement without the direction of the Engineer shall be paid as 412-00900
Concrete Pavement (8.5 Inch).
Subsection 412.04 shall include the following:
For Concrete Class E, the Contractor shall develop maturity relationships in accordance with ASTM C 1074 with the
following additions or modifications:
1. The cylinders used to establish the compressive strength vs. maturity relationship shall be cast and cured in the field
in conditions similar to the project.
2. These cylinders shall be tested in pairs at times which yield compressive strengths three sets of which are at or
below 17 Mpa (2500 psi) and one of which is above 17 Mpa (2500 psi).
3. Testing to determine datum temperature or activation energy will not be required.
4. A test slab shall be cast at the same time and location as the cylinders. The test slab shall have a length and width of
2 m x 2 m (6 feet x 6 feet) and a thickness equal to the pavement design thickness. The maturity of the test slab,
when used in the compressive strength vs. maturity relationship from the cylinders, shall indicate that a compressive
strength of 17 Mpa (2500 psi) is achieved in the required time. Slab maturity will be determined with two probes
located in the slab approximately 300 mm and 600 mm (1 and 2 feet) from the edge. The test slab shall be covered
with a blanket similar to the one to be used on the pavement.
The development of the maturity relationship and maturity determination of the test slab is part of the trial mix and shall thus
be documented in the Concrete Mix Design Report.
The Contractor shall provide a multi-channel maturity meter and all necessary wire and connectors. The Contractor shall be
responsible for the placement and maintenance of the maturity meter and wire. Placement shall be as directed by the
Engineer.
Calcium chloride will not be allowed.
Admixtures which conform to AASHTO M 194 Type F (water reducing, high range) and Type G (water reducing, high range
and retarding) will be permitted for Concrete Class E.
Subsection 412.18 shall include the following:
The transverse and untied longitudinal joints of Concrete Pavement (Fast Track) shall be cleaned and sealed with preformed
compression joint seals prior to opening of the pavement to traffic.
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
25
REVISION OF SECTION 412
FAST TRACK PORTLAND CEMENT CONCRETE PAVEMENT
Subsection 412.23 shall include the following:
The quantities for Concrete Pavement (9 Inch) (Fast Track) will be paid only when required by the Project Engineer in
critical locations. All other uses of high early concrete in order to meet paving and/or schedule requirements will be
considered incidental to the work covered in pay item “Concrete Pavement (9 Inch)”.
Subsection 412.24(a) shall include the following:
Pay Item Pay Unit
Concrete Pavement (9 Inch) (Fast Track) Square Yard
Concrete Pavement (9 Inch) (Special) (Fast Track) Square Yard
Furnishing, calibrating and use of the maturity meter, wire, and other appurtenances including the molding, curing and
breaking of cylinders for calibration, and placement of the slab will not be measured and paid for separately, but shall be
included in the work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
26
REVISION OF SECTION 601
CONCRETE FINISHING
Section 601 of the Standard Specifications are hereby revised for this project as follows:
In subsection 601.12 (a) delete the fifth paragraph and replace it with the following:
Water shall not be added to the surface of the concrete to assist in finishing operations.
Hand finishing should be minimized wherever possible. The hand finishing methods shall be addressed in the Quality Control
Plan for concrete finishing. Hand finished concrete shall be struck off and screeded with a portable screed that is at least 2
feet longer than the maximum width of the surface to be struck off. It shall be sufficiently rigid to retain its shape. Concrete
shall be thoroughly consolidated by hand vibrators. Hand finishing shall not be allowed after concrete has been in-place for
more than 30 minutes or when initial set has begun. Finishing tools made of aluminum shall not be used.
The Contractor shall provide a Quality Control Plan (QCP) to ensure that proper hand finishing is accomplished in
accordance with current Industry standards. It shall identify the Contractor’s method for ensuring that the provisions of the
QCP are met. The QCP shall be submitted to the Engineer at the Preconstruction Conference. Concrete placement shall not
begin until the Engineer has approved the QCP. The QCP shall identify and address issues affecting the quality finished
concrete including but not limited to:
(1) Timing of hand finishing operations
(2) Methodology to place and transport concrete
(3) Equipment and tools to be utilized
(4) Qualifications and training of finishers and supervisors
When the Engineer determines that any element of the approved QCP is not being implemented or that hand finished
concrete is unacceptable, work shall be suspended. The Contractor shall supply a written plan to address improperly placed
material and how to remedy future hand finishing failures and bring the work into compliance with the QCP. The Engineer
will review the plan for acceptability prior to authorizing the resumption of operations.
In subsection 601.14(a) delete the fourth paragraph.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
27
REVISION OF SECTION 603
CULVERTS AND SEWERS
Section 603 of the Standard Specifications is hereby revised for this project as follows:
Subsection 603.01 shall be revised to include the following:
All utility construction shall conform to the City of Fort Collins Development Construction Standards for Water,
Wastewater and Stormwater, dated December 2011. The contractor can request the most recent copy and updates from
Andrew Gingerich, P.E. at agingerich@fcgov.com or 970-221-6232.
Subsection 603.02 shall be revised to include the following:
All reinforced concrete pipe and bends shall be Class III unless otherwise specified in the plans. Reinforced concrete pipe
and bends shall also meet the minimum requirements for Class 2 sulfate resistance (refer to Section 601 of the Standard
Specifications).
Pipe joints for reinforced concrete pipe shall be bell and spigot complying with the applicable requirements of ASTM C 361.
The spigot end shall be of a grooved or ―profile‖ design to accommodate an appropriate rubber O-ring or ―profile‖ gasket
conforming to the requirements of ASTM C 361.
Subsections 603.03 through 603.10 shall be revised to include the following:
Culvert pipes and bends shall be constructed continuously, from downstream to upstream, except when otherwise approved
by the Engineer. The Contractor is responsible for matching line and grade as shown within the Contract Drawings. Bedding
material shall be placed in accordance with the Contract Drawings and applicable Standard Details to provide uniform and
continuous support.
Culverts and pipe shall be placed with the groove end facing upstream. Each conduit section shall be set into position and
checked for line and grade prior to continuing placement. The manufacturer’s recommendations shall be closely followed
during installation.
The Contractor shall ensure that all installed culverts are kept clean and free from gravel, dirt and debris during and after
installation. The Contractor shall incur all costs associated with street failures, cave-ins, system washout and settlements, and
culvert cleaning as a result of carelessness during this timeframe.
Subsection 603.11 shall include the following:
Pipe shall be measured on a per linear foot basis for the actual number of linear feet of specified pipe installed.
Subsection 603.12, delete the 2nd to the last paragraph and replace with the following:
Payment will be made under:
Pay Item Pay Unit
18 Inch Reinforced Concrete Pipe (Complete In Place) Linear Foot
24 Inch Reinforced Concrete Pipe (Complete In Place) Linear Foot
Payment shall include but is not limited to all excavation, disposal of excess material offsite, shoring and bracing, bedding and
backfill material (including filter material and geotextile, flowable fill), furnishing and installing pipe, cleaning existing pipe,
lining of pipe, grout, backfill and compaction. Payment shall be made at the applicable contract unit price for the respective
bid items and shall be full compensation for all labor, equipment, materials, loading, transportation, unloading, installation,
excavation, bedding, flowable fill, formwork, reinforcing steel, concrete/grout, curing, protection of existing facilities,
gaskets, joint materials, and all other appurtenant items to complete the work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
28
REVISION OF SECTION 604
MANHOLES AND INLETS
Section 604 of the Standard Specifications is hereby revised for this project as follows:
Subsection 604.01 shall include the following:
This work shall consist of furnishing and installing a Type 13 Combo or Type R Inlet at the locations indicated on the plans.
Subsection 604.06 shall include the following:
Measurement for the Type R Inlet will be for each unit (complete) that is installed per the plans, manufacturer’s
recommendations and accepted by the Engineer.
Subsection 604.07 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Inlet Type D (Double) (5 Foot) Each
Inlet Type R (5 Foot) Each
Manhole Slab Base (5 Foot) Each
Payment shall include but is not limited to all excavation, disposal of excess material offsite, shoring and bracing, bedding and
flowable fill, furnishing and installing of the manhole including necessary pipe connections, placement of backfill and
compaction. Payment shall be full compensation for all labor, equipment, materials (e.g. manhole sections, pipe, gaskets,
joint materials, ring and cover, concrete grade rings, etc.), loading, transportation, unloading, installation, and all other
appurtenant items necessary to complete the work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
29
REVISION OF SECTION 608
SIDEWALKS AND BIKEWAYS
Section 608 of the Standard Specifications is hereby revised for this project as follows:
Subsection 608.02 shall include the following:
Concrete for sidewalks and curb ramps shall meet all the requirements of a Class B concrete in Section 601 of the Standard
Specifications. Class D may be substituted for class B concrete.
Concrete Sidewalk (6 Inch) (Special): Concrete sidewalks shall be Class “B” concrete. The concrete shall be integrally
colored with the required lbs. of Davis Color “Omaha Tan” per sack of cement. The surface of the concrete crosswalk shall
be sealed and protected from drying with Davis W-1000 Clear Cure and Seal (or approved equal). The unit price shall
include the entire cost of the installation. Price will include saw cutting, furnishing and installing dowel bars and keyways;
supplying, forming, placing, finishing, scoring and edging the concrete surface; curring and sealing materials, joint materials
and sealers; texturing equipment.
Detectable warnings on curb ramps shall be truncated domes of the dimensions shown on the M-Standard Details.
Truncated dome sections shall be “wet set” in the concrete. Surface applied products or products that are installed on a
sand bed will not be allowed. Truncated domes shall be brick red or tile red to provide color contrast with the adjoining
ramp surface. Approved truncated domes manufacturers are listed in the table below.
Vendor Name Product Phone Number
Engineered Plastics, Inc.
Armor Tile Cast-In-Place
Detectable Warning System
800-682-2525
Neenah Foundry Company Detectable Warning Plates 800-558-5075
East Jordan Iron Works, Inc. Truncated Dome Plates 800-626-4653
ADA Solutions, Inc.
Cast-In-Place Composite Tactile
Detectable Warning Surface
800-372-0519
Subsection 608.03 shall include the following:
Concrete curb ramps shall be constructed in accordance with the horizontal layout shown on the plans and in accordance
with CDOT Standard Plan No. M-608-1. Subgrade under sidewalks and curb ramps shall be moisture and density treated
in accordance with Section 306, “Reconditioning.”
Concrete median nose shall be constructed in accordance with LCUASS “Standard Details for Raised Median Geometry”
Drawing 801.
Subsection 608.06 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Concrete Sidewalk (6 Inch) Square Yard
Concrete Curb Ramp Square Yard
This price shall be full compensation for all labor, materials and equipment necessary to complete the respective items as well
as proof rolling that is required for the subgrade.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
30
REVISION OF SECTION 609
CURB AND GUTTER
Section 609 of the Standard Specifications is hereby revised for this project as follows:
Subsection 609.02 shall include the following:
Concrete for curb and gutter poured monolithically with adjacent concrete pavement as shown in the plans shall be identical
to that used for the specified adjacent concrete pavement. The gutter slope shall match the slope of the adjacent roadway as
shown on the plan details.
Concrete for curb and gutter not poured monolithically with adjacent concrete pavement shall meet all the
requirements of a Class B concrete in Section 601 of the Standard Specifications. Class P may be substituted for class B
concrete.
Subsection 609.03 shall include the following:
Subgrade under curb and gutter shall be moisture and density treated in accordance with Section 306, “Reconditioning”.
Subsection 609.07 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Curb Type 2 (Section B) Linear Foot
Curb and Gutter Type 2 (Section I-B) Linear Foot
Curb and Gutter Type 2 (Section II-B) Linear Foot
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
31
REVISION OF SECTION 614
TRAFFIC CONTROL DEVICES
Section 614 of the Standard Specifications is hereby revised for this project as follows:
Subsection 614.01 shall be deleted and replaced with the following:
This work shall be done in accordance with the following, and in case of discrepancy the order of precedence shall
be as follows:
1. Project Special Provisions
2. Larimer County Urban Area Street Standards
3. Project Standard Specifications
4. CDOT Standard Specifications for Road and Bridge Construction 2017
5. The latest revision of the Manual on Uniform Traffic Control Devices for Streets and Highways published
by the FHWA and adopted by CDOT
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
32
REVISION OF SECTION 627
PAVEMENT MARKING
Section 627 of the Standard Specifications is hereby revised for this project as follows:
Subsection 627.01 shall include the following:
The City of Fort Collins will furnish and install all permanent pavement markings for the project. The Contractor is
required to coordinate with the City for the completion of work.
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
33
REVISION OF SECTION 630
CONSTRUCTION TRAFFIC CONTROL
Section 630 of the Standard Specifications is hereby revised for this project as follows:
Subsection 630.01 shall include the following:
This work shall consist of furnishing, installing, maintaining and removing temporary construction traffic control
devices including but not limited to: signs, advance warning arrow panels, variable message boards, barricades,
channeling devices and delineators as required by the latest version of the City of Fort Collins Work Area Traffic
Control Handbook, Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD) and Larimer
County Urban Area Street Standards (LUCASS).
In the event of a conflict between the MUTCD and the City’s criteria, the City of Fort Collins specifications shall
govern.
In Subsection 630.15, delete the 1st, 2nd, 3rd, and 4th paragraphs and replace with the following:
Flagging will not be measured and paid for separately, but shall be included in the cost of Construction Traffic Control.
Construction traffic control devices, including Barricades, Construction Traffic Signs, Drum Channelizing Devices and
Traffic Cones, Concrete Barriers will not be measured separately, but will be paid for on a lump-sum basis under
Construction Traffic Control.
No separate measurement will be performed on individual traffic control devices required to complete construction traffic
control for this project. Contractor shall meet all requirements in Section 630 of the Standard Specifications.
In Subsection 630.16, delete the 1st, 2nd, and 4th paragraphs and replace with the following:
Payment for construction traffic control devices will be on a lump sum basis, and includes all labor, materials, and
equipment to perform the work required to construct the project and in accordance with Section 630 of the Standard
Specifications. No separate payment will be made for furnishing, erecting, cleaning, maintaining, resetting, repairing,
replacing, moving, removing, and disposing of the construction traffic control devices.
The Contractor shall provide all traffic control devices as required upon developing his Method for Handling Traffic (MHT)
for each phase of the work. Depending on how the Contractor chooses to phase the work, additional devices may be required
to comply with the approved MHT and MUTCD. Payment for traffic control devices will be on a lump sum basis. No
additional payment will be made for traffic control devices that exceed the quantities estimated in the plans.
Payment will be made under:
Pay Item Pay Unit
Construction Traffic Control Lump Sum
END OF SECTION REVISION
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
34
UTILITIES
Known utilities within the limits of this project are:
The Contractor shall coordinate with the Project Engineer and any appropriate utility company to facilitate the
installation, placement and relocation of all utilities impacted on this project.
The work described in these plans and specifications requires coordination between the Contractor and the utility companies
in accordance with subsection 105.11 in conducting their respective operations as necessary to complete the utility work with
minimum delay to the project.
Also, in accordance with the plans and specifications, and as directed by the Engineer, the Contractor shall keep each
utility owner advised of any work being done to its facility, so that each utility owner can coordinate its inspections for
final acceptance of the work with the Engineer.
The Contractor shall coordinate the work with the owners of the utilities impacted by the work. Coordination with utility
owners includes, but is not limited to, staking construction features, providing and periodically updating an accurate
construction schedule which includes all utility work elements, providing written notification of upcoming required
utility work elements as the construction schedule indicates, allowing the expected number of working days for utilities
to complete necessary relocation work, conducting necessary utility coordination meetings, applying for and obtaining
power or communication services in the City’s name and all other necessary accommodations as directed by the Project
Engineer. Surveying and/or staking of utility relocations to be performed by the owner shall be the responsibility of the
utility owner.
UTILITY CONTACT PHONE E-MAIL
CenturyLink Robert Rulli (970) 490-7501 (w)
(970) 377-6436 (c)
robert.rulli@centurylink.com
City of Fort Collins –
Fiber Optic
Clint Reetz (970) 221-6326 (w)
(970) 690-9848 (c)
creetz@fcgov.com
City of Fort Collins –
Light and Power
Tyler Siegmund (970) 416-2724 (w) tsiegmund@fcgov.com
City of Fort Collins –
Stormwater
Dan Evans (970) 416-2217 (w) daevans@fcgov.com
City of Fort Collins –
Water Utilities
Andrew Gingerich (970) 221-6232 agingerich@fcgov.com
Comcast Kevin Young (720) 281-8666 (c) kevin_young@cable.comcast.com
Platte River Power
Authority (PRPA)
Jase Marshall (970) 229-5340 (w)
(970) 692-7528 (c)
marshallj@prpa.org
Xcel Energy Stephanie Rich (970) 225-7828 (w) stephanie.rich@xcelenergy.com
Zayo James R Black (719) 216-8508 (c) Jamesr.Black@zayo.com
City of Fort Collins Project No. 8485
CDOT Project No. STU M455-118 (20615)
Horsetooth & College Intersection Improvements
30% Submittal
November 10, 2017
35
UTILITIES
Prior to excavating or performing any earthwork operations, the Contractor shall positively locate all potential conflicts
with existing underground utilities and proposed construction, as determined by the Contractor according to proposed
methods and schedule of construction. The Contractor shall modify construction plans to avoid existing underground
facilities as needed, and as approved by the Engineer.
Please note that UNCC marks only its member’s facilities – Other facilities, such as ditches and drainage pipes and
CDOT’s fiber optic system may exist, and it is the Contractor’s responsibility to investigate, locate and avoid s uch
facilities.
The Contractor shall provide traffic control for any utility work expected to be coordinated with construction, as directed
by the Project Engineer.
GENERAL:
The Contractor shall comply with Article 1.5 of Title 9, CRS ("Excavation Requirements") when excavation or grading is
planned in the area of underground utility facilities. The Contractor shall notify all affected utilities at least two (2) business
days, not including the day of notification, prior to commencing such operations. The Contractor shall contact the Utility
Notification Center of Colorado (UNCC) at (8-1-1) or 1-800-922-1987 to have locations of UNCC registered lines marked
by member companies. All other underground facilities shall be located by contacting the respective company. Utility
service laterals shall also be located prior to beginning excavating or grading.
The location of utility facilities as shown on the plan and profile sheets, and herein described, were obtained from the best
available information. The Contractor shall coordinate with the utility companies regarding protection and/or relocating
the utilities to accommodate the proposed improvements. This work shall be figured in to the Contractor’s
schedule to complete the work within the specified construction duration. All costs incidental to the foregoing
requirements will not be paid for separately but shall be included in the work.
GEOTECHNICAL INVESTIGATION REPORT
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
City of Fort Collins Project No. 8485
Prepared for:
Wilson & Company, Inc., Engineers & Architects
1675 Broadway, Suite 200
Denver, Colorado 80202
Attention: Ms. Jessica Boryn Burch, P.E.
November 3, 2017
RockSol Project No. 451.01
Prepared by:
12076 Grant Street
Thornton, CO 80241
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GEOTECHNICAL INVESTIGATION REPORT
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
City of Fort Collins Project No. 8485
RockSol Project No. 451.01
November 3, 2017
Prepared by:
RockSol Consulting Group, Inc.
Prepared for:
Wilson & Company, Inc., Engineers & Architects
1675 Broadway, Suite 200
Denver, Colorado 80202
Attention: Ms. Jessica Boryn Burch, P.E.
Jacob Sphatt, E.I.T. Donald G. Hunt, P.E.
Civil Engineering Associate Senior Geotechnical Engineer
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Geotechnical Investigation Report
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Fort Collins, Colorado
Table of Contents
1.0 PROJECT PURPOSE AND DESCRIPTION ................................................................... 1
2.0 PROJECT SITE CONDITIONS....................................................................................... 1
3.0 SUBSURFACE EXPLORATION ..................................................................................... 2
4.0 LABORATORY TESTING ............................................................................................... 3
5.0 SUBGRADE CHARACTERIZATION .............................................................................. 3
6.0 GEOLOGICAL SETTING................................................................................................ 6
7.0 SEISMICITY DISCUSSION ............................................................................................ 7
7.1 Seismic Design Parameters .................................................................................. 7
8.0 PRELIMINARY FOUNDATION RECOMMENDATIONS ................................................. 8
8.1 Shallow Foundation Alternative ............................................................................. 8
8.2 Drilled Shafts Alternative ......................................................................................10
8.3 Driven Piles Alternative ........................................................................................12
10.0 PAVEMENT DESIGN RECOMMENDATIONS ..............................................................13
10.2 Pavement Subgrade Characterization ..............................................................13
10.1 LUCASS Pavement Section Evaluation ............................................................14
10.2 CDOT M-E Pavement Section Evaluation ........................................................15
11.0 EMBANKMENT AND SITE GRADING ..........................................................................15
11.1 Material Specifications .....................................................................................15
11.2 Compaction Specifications ...............................................................................16
12.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS.....................................16
13.0 LIMITATIONS ................................................................................................................17
ATTACHMENTS
Figure 1: Site Vicinity Map
Figure 2: Borehole/Pavement Core Location Map
Appendix A Legend and Borehole Logs
Appendix B: Existing Pavement Core Log Summary
Appendix C: Laboratory Test Results
Appendix D: LUCASS Pavement Design Calculation Sheets and City Traffic Data
Appendix E: CDOT Traffic Data and M-E Pavement Design Output Sheets
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Geotechnical Investigation Report
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RockSol Project No. 451.01 1 November 3, 2017
1.0 PROJECT PURPOSE AND DESCRIPTION
This report documents the geotechnical engineering investigation performed by RockSol
Consulting Group, Inc. (RockSol) to assist with the replacement of the roadway bridge carrying
West Horsetooth Road over the Larimer County Canal #2 and the addition of new turn lanes to
reduce congestion. This investigation will also assist with the identification and implementation
of an alternative to the current pedestrian bridge on the west side of College Avenue south of
Horsetooth Road. The existing bridge structure carrying College Avenue over the Larimer County
Canal #2 will be extended to accommodate the roadway modifications.
This Geotechnical Investigation and Pavement Design Recommendation was prepared in general
accordance with the requirements of the Larimer County Urban Area Street Standards (LCUASS),
April 2007, Chapter 10 – Pavement Design and Report as well as the Colorado Department of
Transportation (CDOT) 2018 M-E Pavement Design Manual.
Based on discussions with Wilson and Company and on information provided in the conceptual
project plan sheets provided by the City of Fort Collins in a document titled Request for Proposal
8485 Engineering and Support for Horsetooth and College Intersection Improvements,
improvements to the Horsetooth Road and College Avenue Intersection include widening the
intersection to accommodate various turn lane alternatives on the approaches of the intersection.
New concrete pavement is proposed for the Horsetooth/College Intersection.
Based on the project plan sheets provided, RockSol understands that significant changes in
roadway grade at the intersection are not anticipated.
The scope of work for this geotechnical investigation included:
• Preparing a drilling program to perform a subsurface investigation and implementing the
program to collect soil samples for laboratory testing.
• Performing laboratory tests and analyzing the data.
• Preparing a geotechnical report presenting the field and laboratory data obtained,
geological conditions, pavement thickness recommendations and geotechnical
recommendations for the proposed bridge structures.
The subsurface investigation program was conducted to obtain information on the subsurface
soil, groundwater, and bedrock conditions for new roadway pavement and the proposed bridge
structure. Surface and groundwater hydrology, hydraulic engineering, and environmental studies
including contaminant characterization were not included in RockSol’s scope of work.
2.0 PROJECT SITE CONDITIONS
The project site is located in the NE ¼ of Section 35; SE ¼ of Section 26; SW ¼ of Section 25;
and NW ¼ of Section 36, Township 7 North, Range 69, West of the 6th Principal Meridian in the
City of Fort Collins in Larimer County, Colorado. Developments near adjacent to the site include
commercial properties on each corner of the intersection.
Currently, there is one major drainageway within the project limits, Larimer County Canal #2,
which runs perpendicular to Horsetooth Road west of College Avenue, and perpendicular to
College Avenue south of Horsetooth Road. Water in the canal flows to the southeast at the project
site.
Topography at the site generally consists of flat to mild slopes. Slopes of approximately 2H:1V to
3H:1V are present along the sides of the canal.
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3.0 SUBSURFACE EXPLORATION
On July 31 and August 1, 2017, RockSol drilled 6 boreholes to evaluate the subsurface conditions.
The borehole locations are identified as BPV-1 through BPV-3 and PV-1 through PV-3, as shown
on Figure 1, Borehole/Pavement Core Location Map. Borehole BPV-1 was drilled to assist with
the College Avenue pedestrian bridge foundation recommendations. Boreholes BPV-2 and BPV-
3 were drilled at the approximate abutment locations of the proposed bridge structure on
Horsetooth Road. Boreholes PV-1 through PV-3 were drilled to assist with pavement thickness
recommendations.
A Geoprobe 7822DT Limited access drill rig was used for drilling and sampling. The boreholes
were advanced using 3-inch outside diameter solid stem augers maximum depths ranging from
approximately 10 feet to 16 feet below existing grades. The boreholes were logged in the field
by a representative of RockSol with the depth to groundwater noted at the time of drilling. The
boreholes were backfilled at the completion of drilling and groundwater level checks. No deep
boreholes for soil sampling were drilled within existing roadway pavement and the boreholes were
backfilled with pea gravel and capped with clay soil and existing landscape sod.
Subsurface materials were sampled and resistance of the soil to penetration of the sampler was
performed using modified California barrel and standard split spoon samplers. The modified
California barrel sampler has an outside diameter of approximately 2.5 inches and an inside
diameter of 2 inches. The standard split spoon sampler used had an outside diameter of 2 inches
and an inside diameter of 1⅜-inches. Brass tube liners were used with the modified California
barrel sampler. Brass tube liners are not used with the standard split spoon sampler.
Penetration Tests were performed at selected intervals using an automatic rope-cathead lift
system. The standard split spoon sampling method is the Standard Penetration Test (SPT)
described by ASTM Method D-1586. Penetration Tests were performed using the modified
California barrel sampler with a standard hammer weighing 140 pounds falling 30 inches per
ASTM D3550. The modified California Barrel sampling method is similar to the SPT test with the
difference being the sampler dimensions and the number of 6-inch intervals driven with the
hammer. It is RockSol’s experience that blow counts obtained with the modified California
sampler tend to be slightly greater than a standard split spoon sampler. Penetration resistance
values (blow counts) were recorded for each sampling event. Blow counts, when properly
evaluated, indicate the relative density or consistency of the soils.
Depths at which the samples were taken, the type of sampler used, and the blow counts that were
obtained are shown on the Boring Logs for each borehole. Individual Borehole Logs are included
in Appendix A.
In addition to soil borings, the existing roadway pavement section was cored on August 16, 2017
using a diamond tipped core barrel and four cores recovered for observation. The pavement core
locations are identified as PVC-1 through PVC-4. Pavement core locations are plotted on Figure
2. Flexible pavement, (asphalt) was encountered at all core locations. The pavement thickness
ranged from 7.5 inches to 14.5 inches. A summary of the pavement thicknesses encountered at
each corehole is presented in Appendix B.
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RockSol Project No. 451.01 3 November 3, 2017
4.0 LABORATORY TESTING
Soil samples retrieved from the borehole locations were examined by the project geotechnical
engineer in the RockSol laboratory. Selected samples were tested and classified according to
the Unified Soil Classification System (USCS) and the American Association of State Highway
and Transportation Officials (AASHTO). The following laboratory tests were performed in
accordance with the American Society for Testing and Materials (ASTM), AASHTO, and current
local practices:
• Natural Moisture Content (ASTM D-2216)
• Percent Passing No. 200 Sieve (ASTM D-1140)
• Liquid and Plastic Limits (ASTM D-4318)
• Dry Density (ASTM D-2937)
• Soil Classification (ASTM D-2487, ASTM D-2488, and AASHTO M145)
• Gradation (ASTM C-117 and C-136)
• Water Soluble Sulfate Content (CDOT CP-L 2103)
• Water Soluble Chloride Content (AASHTO T291-91)
• Standard Test Method for pH of Soils (ASTM D4972-01)
• Soil Resistivity (ASTM G187 - Soil Box)
• Resistance Value (AASHTO T-190)
Laboratory test results were used to characterize the engineering properties of the subsurface
material. For soil classification, RockSol conducted sieve analyses and Atterberg Limits tests.
Lab testing was also performed on selected samples to determine the water soluble sulfate
content of subsurface materials to assist with cement type recommendations. A Resistance Value
(R-Value) test was performed by Cesare, Inc. Water Soluble Chloride Ion Content tests were
performed by Colorado Analytical Laboratories. All other laboratory tests were performed by
RockSol. Laboratory test results are presented in Appendix C and are also summarized on the
Borehole Logs presented in Appendix A.
5.0 SUBGRADE CHARACTERIZATION
Subsurface conditions generally consist of clayey sand with gravel underlain by silty sand and
gravel fill material and native soils generally consisting of sandy clay, slightly silty to silty sand,
clayey sand and sandy gravel overlying sedimentary bedrock. The sedimentary bedrock
consisted of interbedded clayey to silty sandstone encountered at depths ranging from 7 feet to
11 feet below existing grades. Groundwater was encountered at an approximate depth of 7 feet
below existing grades during drilling operations. Descriptions of the surface and subsurface
conditions encountered in the boreholes are provided below and are also summarized on the
Borehole Logs presented in Appendix A.
Fill Material
Subsurface conditions encountered generally consisted of fill material to approximate depths
ranging from 2 feet to 7 feet below existing grades and appears to be associated with roadway
and utility construction. The fill material encountered generally consisted of loose clayey to silty
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RockSol Project No. 451.01 4 November 3, 2017
sand with gravel and soft to medium stiff sandy clay with silty to gravelly sand in parts. Fill material
was encountered at all borehole locations.
Based on laboratory test results, the fill material encountered predominantly classified as A-6 soil
by the American Association of State Highway and Transportation Officials (AASHTO) soil
classification system. A summary of laboratory test results with soil classifications is presented
in Appendix B.
Native Soils
Native soils encountered below the fill material generally consisted of loose silty to clayey sand
and sandy gravel and very soft to medium stiff sandy clay with gravel in parts. Based on laboratory
test results, the native soil classified as A-2-4, A-2-6 and A-6 soil types by the AASHTO soil
classification system.
Bedrock
Sedimentary bedrock was encountered beneath the native and fill materials at Borehole locations
BPV-1, BPV-2 and BPV-3 at approximate elevations of 5,023 feet and 5,027 feet (approximate
depths of 7 to 10 feet below existing grades) during drilling operations. The bedrock generally
consisted of interbedded silty to clayey sandstone with lightly to moderately cemented layers in
parts. Bedrock was not noted to the maximum depths drilled (approximately 10 feet) at Borehole
locations PV-1 through PV-3.
Groundwater
Groundwater was encountered in Boreholes BPV-1, BPV-2 and BPV-3 at an approximate
elevation of 5,027 feet (approximate depth of 7 feet below existing grades) during drilling
operations. Groundwater was not noted to the maximum depths drilled at Borehole locations PV-
1 through PV-3 during drilling operations.
Expansive Soil Discussion
Swell/consolidation potential in the subgrade soils within the upper 5 feet below existing grades
ranged from -0.4 (consolidation) percent to 0.4 (swell) percent. The eight swell test results indicate
a “low” swell potential in the subgrade soils, based on Table 10-3 in LCUASS and Table 4.9 in
the CDOT Pavement Design Manual. Based on our understanding of the proposed improvements
for this project, it is RockSol’s opinion that special earthwork requirements for swell mitigation is
not deemed necessary for this project.
Sulfate Resistance Discussion
Cementitious material requirements for concrete in contact with site soils or groundwater are
based on the percentage of water soluble sulfate in either soil or groundwater that will be in
contact with concrete constructed for this project. Mix design requirements for concrete exposed
to water soluble sulfates in soils or water is considered by CDOT as shown in Table 5.2 and in
the Standard Specifications for Road and Bridge Construction, dated 2011 (CDOT Table 601-2).
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RockSol Project No. 451.01 5 November 3, 2017
Table 5.2
Requirements to Protect Against Damage to Concrete
by Sulfate Attack from External Sources of Sulfate
Severity of
sulfate
exposure
Water-soluble
sulfate (SO4), in dry
soil, percent
Sulfate (SO4), in
water, ppm
Water Cementitious
Ratio, maximum
Cementitious
Material
Requirements
Class 0 0.00 to 0.10 0 to 150 0.45 Class 0
Class 1 0.11 to 0.20 151 to 1,500 0.45 Class 1
Class 2 0.21 to 2.0 1,500 to 10,000 0.45 Class 2
Class 3 2.01 or greater 10,001 or greater 0.40 Class 3
The concentration of water soluble sulfates measured in 9 soil samples obtained from RockSol’s
exploratory boreholes varied from 0.00 percent to 1.22 percent by weight. Based on the results
of the water-soluble sulfate testing, Exposure Class 2 is considered appropriate for concrete in
contact with subgrade materials for the project.
Corrosion Resistance Discussion
Water soluble chloride content, pH and electrical resistivity tests were performed on bulk samples
obtained from the boreholes and are summarized in Table 5.3. The electrical resistivity analyses
were performed in the RockSol laboratory using the soil box method (ASTM G-187).
Table 5.3 – Corrosion Resistance Summary
Borehole
Location
Sample
Depth (ft)
Water
Soluble
Chloride
(%)
Saturated Resistivity
(ohm-cm) at
Moisture content (%)
Water
Soluble
Sulfate
(% by weight)
pH CR Level
BPV-1 0 – 4 0.0022 1,500 @ 20.2 0.00 8.0 CR 0
BPV-2 0.5 – 5 0.0023 1,300 @ 19.2 0.00 8.0 CR 0
BPV-3 0 – 4 0.0008 2,600 @ 15.2 0.00 8.0 CR 0
PV-1 3 – 8 0.0592 - 1.22 6.7 CR 5
PV-2 0 – 5 0.0008 - 0.00 8.0 CR 0
PV-3 2 – 7 0.0007 - 0.00 8.1 CR 0
Comparison of the test results of the sulfate, chloride, and pH testing performed with Table 1 -
Guidelines for Selection of Corrosion Resistance Levels as presented in the CDOT Pipe Materials
Selection Guide, dated April 30, 2015, suggests corrosion resistance (CR) levels of CR 0 and CR
5 are present within the project limits. Additional testing at specific structure locations may be
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RockSol Project No. 451.01 6 November 3, 2017
6.0 GEOLOGICAL SETTING
Based on information presented in the Geologic Map of the Boulder-Fort Collins- Greeley Area,
Colorado by Roger Colton, dated 1978 (See Image 1 – Site Geology Map below), the site is
underlain by the Slocum Alluvium (Qs) which generally consists of cobble and boulder gravel.
Eolium (Qe) is mapped adjacent to the east of the project site and Post-Piney Creek Alluvium
(Qpp) to the north. The Post-Piney Creek Alluvium generally consists of sands, gravels, and
scattered plant remains.
Surficial bedrock units are not mapped at the project area; however, the Pierre Shale Formation
is mapped at or near the surface approximately 1.5 miles to the west and to the south. Based on
information presented in the USGS geologic map and information obtained in the RockSol
boreholes drilled for this investigation, the sedimentary bedrock encountered at the project site
appears to be consistent with sandstone members of the Pierre Shale Formation. The Richard
Sandstone Member, Larimer Sandstone Member and Rocky Ridge Sandstone Member
separated by unnamed shale members (Kprl) is mapped at the surface to the south of the project
site. Kprl generally consists of thinly bedded yellowish to pale brown sandstone and siltstone
members separated by claystone members.
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7.0 SEISMICITY DISCUSSION
Boreholes BPV-1 through BPV-3 terminated at depths ranging from 14 feet to 16 feet below the
existing ground surface. Based on the subsurface conditions encountered, it is our opinion that the
subject site meets criteria for Seismic Site Class D, as defined by AASHTO LRFD Table 3.10.3.1-1.
Shear wave velocity testing was not performed by RockSol. Soil conditions necessary for Site Class
E and F were not encountered in RockSol’s boreholes. Seismic design parameters for Seismic
Site Class D are discussed below.
7.1 Seismic Design Parameters
Seismic design parameters were obtained from the United States Geological Survey (USGS)
Earthquake Design Maps using the 2009 AASHTO Guide Specifications for LRFD Seismic Bridge
Design Program. The values provided are for a 7 percent probability of exceedance in 75 years.
Interpolated values for Peak Ground Acceleration Coefficient (PGA), Spectral Acceleration
Coefficient at Period 0.2 sec (Ss), and Spectral Acceleration Coefficient at Period 1.0 sec (S1)
were obtained using the latitude and longitude for the bridge structures. The seismic acceleration
coefficients obtained (data based on 0.05-degree grid spacing) are presented in Table 7.1.
Table 7.1 – Seismic Acceleration Coefficients
Horsetooth Road and College Avenue
Project Location
(Latitude°/Longitude°)
Peak Ground
Acceleration
(PGA)
Spectral
Acceleration
Coefficient - Ss
(Period 0.2 sec)
Spectral
Acceleration
Coefficient - S1
(Period 1.0 sec)
(40.538°/-105.077°) 0.059 0.127 0.034
The acceleration coefficients are then used to obtain Site Factors Fpga, Fa, and Fv based on the
defined Site Class as shown in Tables 3.10.3.2-1, 3.10.3.2-2, and 3.10.3.2-3 of the AASHTO
LRFD. A summary of the Site Factor values obtained are shown in Table 7.2.
Table 7.2 – Seismic Site Factor Values
Horsetooth Road and College Avenue
Project Location
(Latitude°/Longitude°)
Fpga
(at zero-period on
acceleration spectrum)
Fa
(for short period range of
acceleration spectrum)
Fv
(for long period range of
acceleration spectrum)
(40.538°/-105.077°) 1.6 1.6 2.4
Table 7.3 summarizes the Seismic Zone determination and horizontal response spectral
Acceleration Coefficient (SD1) obtained for the proposed bridge structure. Seismic Performance
Zone determination is based on the value of the horizontal response spectral Acceleration
Coefficient, SD1, as determined by Eq. 3.10.4.2-6 of the AASHTO LRFD (SD1 = Fv×S1). Values for
S1 and Fv are presented in Tables 7.1 and 7.2, shown above. The seismic performance zone was
determined with AASHTO LRFD Table 3.10.6-1. The peak seismic ground acceleration coefficient
AS, as determined by Eq. 3.10.4.2-2 of the AASHTO LRFD (AS = Fpga × PGA), is presented in
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RockSol Project No. 451.01 8 November 3, 2017
Table 7.3 – Seismic Performance Zone
Horsetooth Road and College Avenue
Project Location
(Latitude°/Longitude°)
Acceleration
Coefficient
(SD1)
Seismic Zone (1)
Acceleration
Coefficient, AS
(40.538°/-105.077°) 0.081 1 0.095
Note (1): Seismic Zone 1 is assigned when SD1 ≤ 0.15.
8.0 PRELIMINARY FOUNDATION RECOMMENDATIONS
Based on the subsurface conditions encountered and the type of structures proposed, shallow
footings, drilled shafts and driven piles are viable foundation options for the new Horsetooth
Bridge structure over Larimer County Canal #2 and the proposed College Avenue Pedestrian
Bridge structure over Larimer County Canal #2. Preliminary geotechnical design parameters for
the shallow footing, drilled shaft and driven pile foundation systems are presented in Sections 8.1,
8.2, and 8.3.
8.1 Shallow Foundation Alternative
Based on conditions encountered in Boreholes BPV-1 and BPV-3, bearing resistances are
presented in Table 8.1.1 for the proposed concrete box culvert (CBC) structure and bridge
extension structure. Values for AASHTO LRFD strength limit state and service limit state
methodology are presented. A resistance factor of 0.45 is used to determine the factored bearing
resistance for LRFD strength limit state evaluation. Service limit state, service bearing resistance
was correlated to total settlement of less than a ½-inch if constructed on sedimentary bedrock.
Table 8.1.1 – Preliminary Bearing Resistances for Shallow Foundations
Soil Type
Strength Limit State (LRFD) Service Limit State (LRFD)
Ultimate (Nominal)
Resistance
(ksf)
Factored
Resistance
(ksf)
Service Bearing Resistance
(LRFD)
(ksf)
SANDSTONE BEDROCK 77.0 34.7 8.0
Vertical Earth Loads and Lateral Earth Pressures
Vertical earth loads and lateral earth pressures imposed on the CBC or bridge abutment walls will
be affected by whether the backfill condition is a trench condition or an embankment condition.
Modification of vertical earth loads to address embankment and trench conditions is presented in
the AASHTO LRFD Bridge Design Specifications, 2014, Section 12.11.2.2. Lateral earth
pressures will also be influenced by the width of the backfill zone adjacent to the CBC walls or
bridge abutment walls. For narrow backfill zones, lateral earth pressures will be influenced by the
existing, in-place soils. For relatively wide backfill zones, lateral earth pressures will be influenced
by the backfill soils. RockSol recommends the use of CDOT Class 1 Structure backfill material
for backfill of the CBC or bridge abutment wall structures.
Vertical Earth Load Parameters
In addition to traffic loads, vertical earth loads will be applied from soil and pavement placed above
the CBC. Where fill material is to be placed, RockSol recommends placement of CDOT Structure
Backfill (Class 1) material adjacent to and immediately above the CBC structure. If less than one
foot of soil cover will be placed, the culvert top slab must be designed for application of full live
load per AASHTO. Above the Structure Backfill (Class 1) material, roadway embankment material
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RockSol Project No. 451.01 9 November 3, 2017
recommended as a minimum value for CDOT Structure Backfill (Class 1) and embankment soil.
Pavement material will impose a greater unit weight than soil and pavement will be constructed
over most of the proposed CBC.
Lateral Earth Pressure Parameters
Lateral earth pressures will occur from soils adjacent to the sides of the CBC or bridge abutment
walls. To assist with design, lateral earth pressure parameters are presented in Table 8.1.2 for
CDOT Class 1 Structure backfill material.
Table 8.1.2 – Lateral Earth Pressure Parameters
Soil Type
Total
Unit
Weight
(γ)
pcf
Effective
Friction
Angle, φ′
(degrees)
Cohesion
(psf)
Lateral Earth Pressure
Coefficients
(Notes 1 and 2)
Active
(ka)
At-Rest
(ko)
Passive
(kp)
(Note 3)
CDOT Class 1
Structure Backfill
(CDOT Section 703.08)
130 34 0 0.28 0.44 3.54
Note 1: Based on Rankine Theory of earth pressure
Note 2: For horizontal backslope and foreslope.
Note 3: Full value, no reduction applied.
Evaluation of Sliding
Backfill operations adjacent to the CBC should maintain relatively consistent fill height on both
sides of the structure. For the evaluation of sliding, parameters for the general bedrock materials
encountered at Boreholes BPV-1 through BPV-3 and CDOT Class 1 Structure backfill are
presented in Table 8.1.3.
For cohesionless soil, the nominal sliding resistance between soil and foundation per AASHTO
LRFD Equation 10.6.3.4-2 is Rt = Vtanδ. The value of tanδ is presented in Table 8.1.3. A
resistance factor of 0.80 is recommended, per AASHTO LRFD Table 10.5.5.2.2-1 for evaluation
of sliding with cast-in-place concrete on sand.
If passive resistance is included to resist sliding, passive pressures may be estimated by AASHTO
LRFD Equation 3.11.5.4-1. Consideration should be given to possible future removal of the soil
in front of the structure. If passive resistance is included, a resistance factor of 0.50 is
recommended, per AASHTO LRFD Table 10.5.5.2.2-1.
Table 8.1.3 – Sliding Resistance Parameters
Foundation Bearing Material
Total
Unit
Weight
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RockSol Project No. 451.01 10 November 3, 2017
Foundation Subgrade Preparation
Prior to construction of the new CBC or bridge footing structure, the underlying bedrock materials
should be properly prepared by removal of all organic matter, loose or otherwise disturbed
material, debris, and any deleterious material identified by the Project Engineer. Cobbles greater
than 6 inches in diameter, if encountered, should be removed from the recompaction zone.
Structure Backfill Recommendations
RockSol recommends backfill of the proposed structures meet the requirements for CDOT Class
1 as indicated in Section 206 of the CDOT Standard Specifications for Road and Bridge
Construction. Structure Backfill (Class 1) shall be compacted to a density not less than 95 percent
of maximum dry density determined by AASHTO T180. Roadway embankment placed above the
structure fill material shall be compacted to the requirements indicated in Section 203.07 of the
CDOT Standard Specifications for Road and Bridge Construction.
8.2 Drilled Shafts Alternative
Drilled shafts will provide support by embedment into sedimentary bedrock. Based on the
subsurface conditions encountered in RockSol’s geotechnical investigation, it is anticipated that
sedimentary bedrock will be encountered at approximate elevations ranging from 5,023 feet to
5,027 feet. For axial bearing, a minimum shaft penetration into competent bedrock of 10 feet is
recommended for drilled shafts less than 5 feet in diameter. If required, the embedment length
should be increased to provide additional resistance to lateral loads and to provide additional axial
capacity with increased side resistance. The minimum embedment criteria is provided to extend
the shaft beyond the zone of weathering typically encountered at the surface of the sedimentary
bedrock.
Drilled shaft diameters shall be sufficient to satisfy axial, bending, and lateral load resistance
requirements. In addition, the shaft diameters shall be sufficient to allow for use of casing, if
required, and placement of reinforcement with adequate concrete cover.
Based on our evaluation, recommended nominal (unfactored) base resistance and nominal
(unfactored) side resistance values for the bedrock material are presented in Table 8.2.2 for use
with Load and Resistance Factor Design (LRFD) methods.
Table 8.2.1 - Base and Side Resistance Values for Drilled Shafts
Location
Estimated
Competent
Bedrock
Elevation
Nominal Resistance
(unfactored)
Service Limit Resistance
Base
Resistance
(ksf)
Side
Resistance
(ksf)
Bearing
Resistance
(ksf)
Side
Resistance
(ksf)
Horsetooth and
College Intersection
5,023 feet
(Borehole BPV-2)
and
5,027 feet
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RockSol Project No. 451.01 11 November 3, 2017
For LRFD strength limit state evaluation, a resistance factor of 0.55 is recommended for base/ tip
resistance and a resistance factor of 0.60 is recommended for side resistance evaluation for
redundant single shafts. For evaluation of uplift, a resistance factor of 0.35 is recommended for
single shafts and 0.45 for multiple shafts acting as a group. Per AASHTO LRFD Bridge Design
specifications (Sixth Edition) Section 10.5.5.2.4, the resistance factors for base/tip and side
resistance should be reduced by 20 percent when applied to a single shaft supporting a bridge
pier. Where the resistance factor is decreased in this manner, the redundancy factor (ηR) provided
in AASHTO Article 1.3.4 should be 1.0.
Additional design and construction considerations are listed below.
(a) The construction of drilled shafts should follow the guidelines specified in the “CDOT
Standard Specifications for Road and Bridge Construction (SSRBC), Section 503, 2017,”
and subsequent revisions. CDOT uses the FHWA document “Drilled Shafts: Construction
Procedures and LRFD Design Methods, FHWA-NHI-10-016, May 2010” as a basis for their
specifications.
(b) During construction of the drilled shafts, casing or slurry will be required to support the
excavation where groundwater exists and or where holes are unstable due to soil conditions.
During drilling operations, groundwater was encountered at an approximate elevation of
5,027 feet, approximately 7 feet below the existing grades. Caving conditions are
anticipated at and below the noted groundwater elevation. If casing is used for the “dry
method” placement, water pressure may result in seepage of water around the bottom of
the casing resulting in erosion of the bedrock materials. “Wet condition” placement is
anticipated to be required for drilled shafts due to the length of the casing anticipated. If
casing is used and is set into the bedrock material, the minimum embedment/penetration
depth into bedrock should initiate from the bottom of the casing. Due to the presence of
groundwater and soils anticipated to cave, cross-hole sonic logging (CSL) during
construction is recommended for all drilled shafts. Where groundwater exists and or where
holes are unstable due to soil conditions, CSL should be performed on the caissons to insure
construction quality.
(c) Prior to the placement of the concrete, the drilled shaft excavation, including the bottom
should be cleaned of all loose material. For wet conditions (more than two inches of water),
concrete placement by “tremie” methods should be used.
(d) Lateral load capacity of the drilled shafts should be evaluated. Geotechnical parameters for
evaluation of lateral load capacity are provided in Table 8.2.2.
(e) All piers should be reinforced as required for resistance to axial, bending, lateral and uplift
stresses.
(f) Drilled shafts should be constructed at least four shaft diameters center to center. For
closely spaced drilled shafts, the axial and lateral capacities should be appropriately
reduced. Group action of drilled shafts should be analyzed on an individual basis to assess
the appropriate reduction.
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
RockSol Project No. 451.01 12 November 3, 2017
8.3 Driven Piles Alternative
Alternatively, the proposed structures may be supported on driven steel H-piles (Grade 50 steel,
or better required). However, due to the cemented layers noted during the geotechnical drilling
operations, predrilling during construction is anticipated.
For the LRFD method, a nominal (ultimate) geotechnical capacity (combined skin and end
bearing) of 36 kips per square inch multiplied by the steel cross section area (expressed in square
inches) of the pile, can be used. A resistance factor of 0.65 is recommended for LRFD strength
limit state design for axial compression when monitoring is performed on at least one pile per
abutment using a Pile Driving Analyzer (PDA). If all piles are monitored with the PDA a resistance
factor of 0.75 may be used. During construction, pile driving shall be monitored per CDOT
requirements per Section 502 (including Section 502.05) of the “CDOT Standard Specifications
for Road and Bridge Construction (SSRBC), 2011”. Monitoring shall be conducted using a PDA
to determine the condition of the pile, the efficiency of the hammer and the static bearing capacity
of the pile, and to establish the pile driving criteria.
Additional design and construction considerations for driven piles are presented below.
(a) Steel piling, pile driving equipment, and installation of the driven steel H-piles should follow
the guidelines specified in “CDOT Standard Specifications for Road and Bridge Construction
(SSRBC), Section 502, 2011” in its entirety.
(b) Lateral load parameters presented in Table 8.2.2 may be used for lateral load analysis.
Battered piles may be used to resist the lateral loads. The battered piles inclination should
be within one (1) horizontal to four (4) vertical.
(c) Center to center pile spacing should not be less than 30 inches or 2.5 pile diameters. For
evaluation of horizontal pile foundation movement, the effects of group interaction shall be
evaluated in accordance with AASHTO LRFD Bridge Design Specifications, Section
10.7.2.4.
(d) Predrilling the boreholes is anticipated by RockSol to penetrate into the cemented bedrock.
Pile tips should be protected against damage using driving shoes.
(e) Potential damage to the property or adjacent structures during pile installation due to noise
and vibrations should be evaluated.
Lateral Resistance Parameters (Drilled Shaft and Driven Pile Foundations)
Recommended lateral resistance parameters for drilled shafts and driven piles constructed are
presented in Table 8.2.2. The parameters listed are for use with LPILE® or equivalent COM624
software.
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
RockSol Project No. 451.01 13 November 3, 2017
Table 8.2.2 - Drilled Shaft and Driven Pile Lateral Resistance Parameters
Borehole
Material
L-Pile
Soil Type
Undrained
Shear
Strength
(Cohesion)
(psf)
Angle of
Internal
Friction
(degrees)
Subgrade
Reaction
Coefficient,
(pci)
Strain
Factor
ε50
(%)
Unit
Weight
(pcf)
(Native) SAND,
silty with clay
above water table
Sand
(Reese)
0 34 90 -- 120
(Total)
(Native) SAND,
clayey
below water table
Sand
(Reese)
0 32 90 -- 120
(Total)
(Native) CLAY,
with sand to
sandy above
water table
Stiff clay
w/o free water
1,000 0 500 0.010 120
(Total)
(Native) CLAY,
sandy
below water table
Stiff clay
w/ free water
500 0 100 0.020
60
(Submerged)
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
RockSol Project No. 451.01 14 November 3, 2017
Swell tests were performed on subgrade samples obtained within the upper five feet of
overburden soils due to the clayey nature of the material encountered. Swell potential ranged
between 0.4 percent and -0.4 percent for BPV-1, BPV-2, PV-1, and PV-2. It is RockSol’s opinion
that the low swell potential of the subgrade soils can be partly attributed to the prevailing moisture
content of the soils, which appears to be above optimum moisture content. As a result of the
nonexpansive conditions encountered in the upper four to five feet of subgrade soil, special
subgrade moisture conditioning or chemical stabilization to reduce swell potential is not necessary
for this project. However, it is RockSol’s opinion that some form of mechanical stabilization or
subgrade improvement will be required to achieve a stable subgrade prior to construction of new
pavement.
RockSol recommends additional evaluation of the existing intersection pavement and subgrade
be performed as the design moves beyond 30 Percent.
10.1 LUCASS Pavement Section Evaluation
LCUASS requires that all new and reconstructed arterial intersections be constructed with
concrete pavement.
Pavement thickness evaluation per LUCASS was performed using the NCHRP rigid pavement
design spreadsheet software. Elastic modulus values of 18,000 psi and 3,400,000 psi were used
for CDOT Class 6 aggregate base course and Portland Cement Concrete, respectively. A
Reliability Level of 90 percent was used for the subject intersection. LCUASS requires a minimum
18,000-pound Equivalent Single Axle Load (18-kip ESAL) value of 1,460,000 for a 20-year design
for a four-lane arterial roadway and 2,910,000 for a six-lane arterial roadway (Chapter 10 –
Pavement Design Report, Table 10-1). For arterial and collector level intersections, the pavement
thickness design needs to account for the combined traffic for both directions for the shared use
areas. To account for traffic in both directions, a design lane ESAL value of 3,500,000 was used
for a 20-year design for the intersection. For a 30-year design, 6,000,000 ESALs were used.
Traffic data for Peak Hour Turning Movements at the College Avenue/Horsetooth Road
Intersection are included in Appendix D. This data was used by RockSol to estimate traffic
volumes needed for pavement thickness evaluation with the CDOT M-E methodology as
discussed in Section 10.2.
Pavement design thicknesses are presented using on-site soils are based on 20-year and 30-
year design lives. A summary of the pavement section thickness recommendations, using on-
site soils, is presented in Table 10.1 Pavement thickness calculation sheets for the rigid
(concrete) pavement are included in Appendix D.
Table 10.1 - Pavement Section Thickness Recommendations (LUCASS)
Using On-Site Soils (R-Value of 15 used as Design Basis)
Roadway Section
Design Lane
ESALs
Pavement Section
Over
Base Course
Horsetooth and College
Intersection
3,500,000 (20-Year) 8.5 inches PCCP over 6 inches ABC
6,000,000 (30-Year) 9.0 inches PCCP over 6 inches ABC
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
RockSol Project No. 451.01 15 November 3, 2017
10.2 CDOT M-E Pavement Section Evaluation
Pavement thickness evaluation per CDOT was performed using the 2018 CDOT M-E Pavement
Design Manual and the AASHTOWare ME Pavement Design software, Version 2.2.6. M-E
pavement design output sheets for the rigid (concrete) pavement are included in Appendix E.
Average Annual Daily Traffic (AADT) volumes and single unit and combination truck percentages
for College Avenue were obtained from the CDOT Online Transportation Information System
(OTIS). A summary of College Avenue traffic data information from OTIS is included below and
in in Appendix E.
College Avenue (at Horsetooth Road) Traffic Summary from OTIS
Growth Rate 2018 AADT % Trucks 2018 AADTT
0.4 41,000 3.2 1,312
RockSol combined traffic from College Avenue with traffic from Horsetooth the evaluate the
required intersection pavement thickness. Specific truck percentages were not available for
Horsetooth Road traffic, however RockSol assumed approximately 75 percent of the truck traffic
on College Avenue would be encountered on Horsetooth Road. To be reasonably conservative
an AADTT for the intersection of 2,500 was assigned by RockSol.
Truck type distribution identified as Cluster 1 (as defined in Section 3.1.6.2 in the 2018 M-E
Pavement Design Manual) is considered appropriate for the College Avenue and Horsetooth
Road.
Based on R-Value testing, a subgrade resilient modulus value of 7,247 psi (R-Value of 15) was
used for new pavement construction. The recommended pavement design thickness includes 6
inches of CDOT Class 6 aggregate base course.
Rigid pavement design is based on the use of 1.25-inch diameter load transfer dowel bars. Rigid
pavement sections include allowance for ¼-inch grinding for future rehabilitation and rounding up
to the nearest ½ inch.
Table 10.2 - Pavement Section Thickness Recommendations (CDOT M-E Design)
Using On-Site Soils (R-Value of 15 used as Design Basis)
Roadway Section Design Life
Pavement Section
Over
Base Course
Horsetooth and College
Intersection
30-Year 9.0 inches PCCP over 6 inches ABC
11.0 EMBANKMENT AND SITE GRADING
Where fill material is to be placed on existing slopes steeper than 4 (H):1 (V), benching must be
performed to tie the new fill into the existing slope per 2017 CDOT Standard Specifications for
Road and Bridge Construction (CSSRBC), Section 203. Benching into the existing slopes shall
allow sufficient bench width to accommodate placing and compaction equipment to operate in a
horizontal orientation.
11.1 Material Specifications
The following material specifications are presented for earthwork on the project.
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
RockSol Project No. 451.01 16 November 3, 2017
1. Soil Embankment: Material shall be soil predominately of materials smaller than No. 4
sieve in diameter, with a maximum particle size of less than 6 inches in diameter
recommended.
2. Structure Backfill: Shall consist of granular material meeting CDOT Structure Backfill
(Class 1) requirements presented in the 2017 CSSRBC Section 703.08.
3. Unsuitable Material: Vegetation, brush, sod, trash, and other deleterious substances
shall not be placed in pavement subgrade, embankment, excavation backfill, or
structural backfill.
11.2 Compaction Specifications
For all new pavement areas, proof rolling with pneumatic tire equipment shall be performed using
a minimum axle load of 18 kips per axle after specified subgrade compaction has been obtained.
Areas found to be weak and those areas which exhibit soft spots, non-uniform deflection or
excessive deflection as determined by the project engineer shall be ripped, scarified, wetted or
dried if necessary, and re-compacted to the requirements for density and moisture. Complete
coverage of the proof roller will be required.
At a minimum, subgrade moisture conditioning and compaction should meet the compaction
specifications outlined in Table 11.1.
Table 11.1 –Compaction Specifications
AASHTO
Classification
Minimum Relative Compaction
(Percentage of MDD), %
Moisture Content
(Deviation from OMC)
A-1, A-2-4, A-2-5, A-3, 95% of AASHTO T180 As needed for compaction
A-2-6, A-2-7, A-4, A-5
A-6 and A-7
95% of AASHTO T99 -2 to +2
12.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
Proper construction practices and adherence to project plans and specifications should be
followed during site preparation, earthwork, excavations, and construction of utilities, pavements,
and structures for the suitable long-term performance of the proposed improvements. Excavation
support should be provided to maintain onsite safety and the stability of excavations and slopes.
Excavations shall be constructed in accordance with local, state and federal regulations including
OSHA guidelines. The contractor must provide a competent person to determine compliance with
OSHA excavation requirements. For preliminary planning, existing fill material and native soils
may be considered as OSHA Type C soils.
The actual subsurface conditions between boring locations may vary from the information
obtained at specific boring locations and described in this report.
Surface drainage patterns may be altered during construction and surface drainage must be
controlled to prevent water ponding and excessive moisture infiltration into the subgrade soils
during and after construction.
Design and construction plans should be reviewed and onsite construction should be observed by
the professional engineers.
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
Fort Collins, Colorado
RockSol Project No. 451.01 17 November 3, 2017
13.0 LIMITATIONS
This geotechnical field investigation was conducted in general accordance with the scope of work.
The geotechnical practices are similar to that used in the Colorado Front Range area with similar
soil conditions and our understanding of the proposed work. This report has been prepared by
RockSol for Wilson and Company, Inc. exclusively for the project described in this report. The
report is based on our exploratory boreholes and does not take into account variations in the
subsurface conditions that may exist between boreholes. Additional investigation is required to
address such variation. If during construction activities, materials or water conditions appear to
be different from those described herein, RockSol should be advised at once so that a re-
evaluation of the recommendations presented in this report can be made. RockSol is not
responsible for liability associated with interpretation of subsurface data by others.
DRAFT
dknight 9:29:52 AM R:\ACTIVE PROJECTS\45101_Horsetooth and College Int Im prvm ts\800_Com puter Design Files\802_Sheet Files\8485GEO_Site Vicinity Map.dgn
Sheet Subset:
Detailer:
Designer:
Project No./Code
Print Date: 11/1/2017
Horiz. Scale:1:1500
File Name: 8485GEO_Site Vicinity Map.dgn
Westminster, CO 80031
6510 W 91st Ave, Ste 130
Figure
HORSETOOTH AND COLLEGE
INTERSECTION IMPROVEMENTS
SITE VICINITY MAP
J. Sphatt
D. Knight
GEOTECH 1
0' 750' 1500' 2250'
FEET
8485
IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY, JUNE 2009, FORT COLLINS, COLORADO QUADRANGLES, 2010
SITE LOCATION
APPROXIMATE
DRAFT
1
5035.98
CP 1 PK
N=113175.28
E=194437.37
2
5034.11
CP 2 CHIS X
N=113240.76
E=194668.68
11
5033.55
CP 11 PK
N=113125.14
E=194806.93
12
5034.17
CP 12 CHIS X
N=113116.62
E=194684.46
4
5033.88
CP HC4 ALUMCAP
N=113244.62
E=194805.60
14
5032.88
CP INK X
N=113123.34
E=194838.69
16
5031.86
CP 16 PK NAIL
N=113065.26
E=195090.14
17
5029.54
CP 17 PK NAIL
N=113231.26
E=194952.12
18
5035.12
CP 18 NAIL
N=113312.58
E=194541.34
T
SPNKCB 11250
5026.16
SPCB
SPNKCB
SPNKCB 11251
5026.77
SPCB
SPNKCB
FOV
12637
5027.28
EVOV E-W FOV
SPNKCB 11240
5028.57
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth Road and College Avenue Intersection
Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
APPENDIX A
LEGEND
AND
INDIVIDUAL BOREHOLE LOGS
DRAFT
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LITHOLOGY
LEGEND
Fill - CLAY Fill - SAND
Fill - SAND TOPSOIL
Native - SAND, silty Native - SAND, clayey
Native - CLAY Native - CLAY, sandy
Native - GRAVEL, silty Bedrock - SANDSTONE
SAMPLE TYPE
Auger Cuttings GRAB SAMPLE
FROM CUTTINGS
MODIFIED CALIFORNIA SAMPLER
2.5" O.D. AND 2" I.D.
WITH BRASS LINERS INCLUDED
SPLIT SPOON SAMPLER
2" O.D. AND 1 3/8" I.D.
NO LINERS
15/12 Indicates 15 blows of a 140 pound hammer falling 30 inches was required to drive
the sampler 12 inches.
50/11 Indicates 50 blows of a 140 pound hammer falling 30 inches was required to drive
the sampler 11 inches.
5,5,5 Indicates 5 blows, 5 blows, 5 blows of a 140 pound hammer falling 30 inches was
required to drive the sampler 18 inches.
SR Indicates sampler rebound
GROUND WATER LEVEL NOTED AT THE TIME OF DRILLING
PROJECT LEGEND 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 8/24/17
DRAFT
-0.3
0.00
0.00
101.1 22.0
6.8
51.9
25.7
39
26
16
15
23
11
2/12
50/1
TOPSOIL approximately 6 inches in thickness
SAND, clayey with gravel, organics present
(Fill) CLAY, sandy with gravel, very moist, brown, very soft
(Bedrock) SANDSTONE, silty, clayey in parts, slightly
moist, white and gray, very hard, moderately to well
cemented
Auger refusal at 14'
BULK
MC
SS
GB
DRILLING CONTRACTOR Drilling Engineers
COMPLETED 7/31/17
NOTES ~19' W of College Ave, ~60' S of Horsetooth Rd near Ped Bridge
LOGGED BY M. DeMist GROUND WATER LEVELS:
DATE STARTED 7/31/17 COMPLETED 7/31/17
NOTES ~19' W of College Ave, ~60' S of Horsetooth Rd near Ped Bridge
HOLE SIZE 3"
WATER DEPTH 7.0 ft on 7/31/17
DRILLING METHOD Solid Stem Auger
NORTH EAST
GROUND ELEVATION 5034.6 ft
BORING LOCATION: SW corner of Horsetooth Rd and College Ave
GROUND ELEVATION 5034.6 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SWELL
POTENTIAL (%)
SULFATE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
GRAPHIC
LOG
ELEVATION
0.3
0.4
0.00
0.00
108.7
107.3
104.3
113.6
16.8
16.8
22.8
13.4
38 16 22 59.6
5/12
6/12
7/12
50/6
TOPSOIL approximately 6 inches in thickness
CLAY, sandy, dark brown
(Fill) CLAY, sandy to slightly sandy with silt, dark brown,
moist, medium stiff
(Native) CLAY, sandy, slightly silty, moist to very moist,
light brown, medium stiff
(Bedrock) SANDSTONE, silty to clayey, trace clay, moist,
light brown, very hard
Auger refusal at 16'. Strongly cemented layer
encountered.
BULK
MC
MC
MC
MC
DRILLING CONTRACTOR Drilling Engineers
COMPLETED 8/1/17
NOTES Approx. 55' W of College Ave, ~40' S of Horsetooth Rd
LOGGED BY M. DeMist GROUND WATER LEVELS:
DATE STARTED 8/1/17 COMPLETED 8/1/17
NOTES Approx. 55' W of College Ave, ~40' S of Horsetooth Rd
HOLE SIZE 3"
WATER DEPTH 7.0 ft on 8/1/17
DRILLING METHOD Solid Stem Auger
NORTH EAST
GROUND ELEVATION 5034.2 ft
BORING LOCATION: SC corner of Horsetooth Rd and College Ave
GROUND ELEVATION 5034.2 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SWELL
POTENTIAL (%)
SULFATE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
0.00
0.00 120.1
16.3
12.9
22.4
36.7
28 14 14
5/12
50/5
TOPSOIL approximately 6 inches in thickness
SAND, clayey with gravel, organics present
(Fill) SAND, clayey with gravel, moist, brown, loose
(Native) GRAVEL, sandy to clayey, moist to very moist,
loose
(Native) SAND, clayey, moist to wet, brown to red, loose,
oxidation present
(Bedrock) SANDSTONE, silty, lightly cemented, slightly
moist to moist, light brown, very hard, oxidation present
(Bedrock) SANDSTONE, silty, moderately cemented, light
brown, very hard
Auger refusal at 15'. Strongly cemented.
BULK
MC
MC
DRILLING CONTRACTOR Drilling Engineers
COMPLETED 8/1/17
NOTES Approx. 18' N of Horsetooth Rd, ~18' E of canal under Horsetooth
LOGGED BY M. DeMist GROUND WATER LEVELS:
DATE STARTED 8/1/17 COMPLETED 8/1/17
NOTES Approx. 18' N of Horsetooth Rd, ~18' E of canal under Horsetooth
HOLE SIZE 3"
WATER DEPTH 7.0 ft on 8/1/17
DRILLING METHOD Solid Stem Auger
NORTH EAST
GROUND ELEVATION 5034.1 ft
BORING LOCATION: NW corner of Horsetooth Rd and College Ave
GROUND ELEVATION 5034.1 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SWELL
POTENTIAL (%)
SULFATE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
GRAPHIC
LOG
ELEVATION
(ft)
5034.1
0.0
1.22
104.6
106.2
101.2
9.2
12.4
22.3
53.7
27.5
52.7
27
42
14
15
13
27
5/12
4/12
10/12
TOPSOIL approximately 6 inches in thickness
SAND, with clay and gravel, organics present
(Fill) CLAY, sandy, silty, sand in parts, trace gravel,
slightly moist to moist, brown, medium stiff
(Native) SAND, silty to clayey, moist, brown, loose, slightly
calcareous
(Native) CLAY, sandy, moist, brown to light brown, stiff,
minimal iron staining, mica flakes present
Bottom of hole at 10.0 feet.
MC
BULK
MC
MC
DRILLING CONTRACTOR Drilling Engineers
COMPLETED 7/31/17
NOTES Approx. 9' S of Horsetooth Rd, ~25' E of College Ave
LOGGED BY M. DeMist GROUND WATER LEVELS:
DATE STARTED 7/31/17 COMPLETED 7/31/17
NOTES Approx. 9' S of Horsetooth Rd, ~25' E of College Ave
HOLE SIZE 3"
WATER DEPTH None Encountered on 7/31/17
DRILLING METHOD Solid Stem Auger
NORTH EAST
GROUND ELEVATION 5033.2 ft
BORING LOCATION: SE corner of Horsetooth Rd and College Ave
GROUND ELEVATION 5033.2 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SWELL
POTENTIAL (%)
SULFATE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
LIQUID
LIMIT
0.1
-0.4
0.00
108.9
100.0
94.2
15.3
22.0
25.8
53.1
54.6
33
55
14
15
19
40
4/12
2/12
8/12
TOPSOIL approximately 6 inches in thickness
SAND, with clay and gravel, organics present
(Fill) CLAY, sandy, slightly gravelly, silty sand in parts,
slightly moist to moist, light brown to brown, soft to
medium stiff
(Native) CLAY, sandy with gravel, moist to very moist,
brown, very soft to soft
(Native) CLAY, sandy, moist, brown, medium stiff
BULK
MC
MC
MC
DRILLING CONTRACTOR Drilling Engineers
COMPLETED 7/31/17
NOTES Approx. 24' N of Horsetooth Rd, ~30' E of College Ave
LOGGED BY M. DeMist GROUND WATER LEVELS:
DATE STARTED 7/31/17 COMPLETED 7/31/17
NOTES Approx. 24' N of Horsetooth Rd, ~30' E of College Ave
HOLE SIZE 3"
WATER DEPTH None Encountered on 7/31/17
DRILLING METHOD Solid Stem Auger
NORTH EAST
GROUND ELEVATION 5033.4 ft
BORING LOCATION: NE corner of Horsetooth Rd and College Ave
GROUND ELEVATION 5033.4 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SWELL
POTENTIAL (%)
SULFATE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
-0.1
0.0
0.00
109.5
112.0
101.8
7.5
16.6
21.1
42.7
20.3
31.0
29
23
15
16
14
7
7/12
7/12
6/12
TOPSOIL approximately 6 inches in thickness
SAND, with clay and gravel, organics
(Fill) SAND, silty to clayey with gravel
(Fill) SAND, gravelly to slightly silty to clayey, slightly
moist to moist, brown, loose
(Native) SAND, silty, slightly clayey, slightly moist to
moist, light brown, loose
(Native) SAND, slightly clayey to silty, sandy clay in parts,
slightly moist, light brown, loose, slight oxidation present
Bottom of hole at 10.0 feet.
BULK
MC
MC
MC
DRILLING CONTRACTOR Drilling Engineers
COMPLETED 7/31/17
NOTES Approx. 50' N of Horsetooth Rd, ~10' W of College Ave
LOGGED BY M. DeMist GROUND WATER LEVELS:
DATE STARTED 7/31/17 COMPLETED 7/31/17
NOTES Approx. 50' N of Horsetooth Rd, ~10' W of College Ave
HOLE SIZE 3"
WATER DEPTH None Encountered on 7/31/17
DRILLING METHOD Solid Stem Auger
NORTH EAST
GROUND ELEVATION 5035.2 ft
BORING LOCATION: NW corner of Horsetooth Rd and College Ave
GROUND ELEVATION 5035.2 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SWELL
POTENTIAL (%)
SULFATE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth Road and College Avenue Intersection
Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
APPENDIX B
LABORATORY TEST RESULTS
DRAFT
BPV-1 0-4 39 16 23 52 CL A-6 (8) 0.00 1500 Ohm-cm @
20.2% 8.0 0.0022
BPV-1 4 -0.3 22.0 101.1
BPV-1 11-14 26 15 11 26 SC A-2-6 (0) 6.8 0.00
BPV-2 0.5-5 38 16 22 60 CL A-6 (10) 0.00 1300 Ohm-cm @
19.2% 8.0 0.0023
BPV-2 2 0.3 16.8 108.7
BPV-2 4 0.4 16.8 107.3
BPV-2 9 22.8 104.3
BPV-2 14 13.4 113.6 0.00
BPV-3 0-4 28 14 14 22 SC A-2-6 (0) 0.00 2600 Ohm-cm @
15.2% 8.0 0.0008
BPV-3 4 16.3
BPV-3 9 37 12.9 120.1 0.00
PV-1 2 0.0 9.2 104.6
PV-1 3-8 27 14 13 54 CL A-6 (4) 1.22 6.7 0.0592
PV-1 4 27 12.4 106.2
PV-1 9 42 15 27 53 CL A-7-6 (10) 22.3 101.2
PV-2 0-5 33 14 19 53 CL A-6 (6) 0.00 8.0 0.0008
PV-2 2 0.1 15.3 108.9
PV-2 4 -0.4 22.0 100.0
PV-2 9 55 15 40 55 CH A-7-6 (18) 25.8 94.2
PV-3 0 29 15 14 43 SC A-6 (2)
PV-3 2-7 23 16 7 20 SC-SM A-2-4 (0) 0.00 8.1 0.0007
PV-3 3 -0.1 7.5 109.5
PV-3 5 0.0 16.6 112.0
PV-3 9 31 21.1 101.8
Swell
Potential
(%)
Water
Content
(%)
pH
MDD S/M
S=Standard M=Modified
Borehole Liquid
Limit
Plastic
Limit OMC
Plasticity
Index
%<#200
Sieve
Classification Sulfate
(%)
Proctor
USCS
Chlorides
(%)
Resistivity
(ohm-cm)
Depth
(ft)
SUMMARY OF PHYSICAL & CHEMICAL TEST RESULTS
PAGE 1 OF 1
Dry
Density
AASHTO (pcf)
Unconfined
0
10
20
30
40
50
60
0 20 40 60 80 100
Fines Classification
39
26
38
28
27
42
33
55
29
23
16
15
16
14
14
15
14
15
15
16
51.9
25.7
59.6
22.4
53.7
52.7
53.1
54.6
42.7
20.3
BPV-1
BPV-1
BPV-2
BPV-3
PV-1
PV-1
PV-2
PV-2
PV-3
PV-3
ML
CL
MH
CH
Specimen Identification
CL-ML
P
L
A
S
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
medium fine
%Sand %Silt %Clay
0.175
SANDY LEAN CLAY (CL) (A-6)
(Bedrock) SANDSTONE (A-2-6)
SANDY LEAN CLAY (CL) (A-6)
CLAYEY SAND with GRAVEL (SC) (A-2-6)
(Bedrock) SANDSTONE
0.0-4.0
11.0-14.0
0.5-5.0
0.0-4.0
9.0
SpecimenClassification Identification
Specimen Identification
16
15
16
14
D100 D60 D30
6 3 3/4 3/8 3 4 8 14 20 40 60 100 140
BPV-1
BPV-1
BPV-2
BPV-3
BPV-3
4 2 1 1/2 6 10 16 30 50 200
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
45.3
39.5
41.9
2.9
0.9
35.7
PL
23
11
22
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
medium fine
%Sand %Silt %Clay
SANDY LEAN CLAY (CL) (A-6)
silty SAND
SANDY LEAN CLAY (CL) (A-7-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY FAT CLAY (CH) (A-7-6)
3.0-8.0
4.0
9.0
0.0-5.0
9.0
SpecimenClassification Identification
Specimen Identification
14
15
14
15
D100 D60 D30
6 3 3/4 3/8 3 4 8 14 20 40 60 100 140
PV-1
PV-1
PV-1
PV-2
PV-2
4 2 1 1/2 6 10 16 30 50 200
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
45.2
41.9
1.1
5.0
PL
13
27
19
40
GRAIN SIZE DISTRIBUTION
SAND
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
medium fine
%Sand %Silt %Clay
0.172
CLAYEY SAND (SC) (A-6)
SILTY, CLAYEY SAND with GRAVEL (SC-SM) (A-2-4)
slightly clayey to silty SAND
0.0
2.0-7.0
9.0
SpecimenClassification Identification
Specimen Identification
15
16
D100 D60 D30
6 3 3/4 3/8 3 4 8 14 20 40 60 100 140
PV-3
PV-3
PV-3
4 2 1 1/2 6 10 16 30 50 200
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
47.8
52.1
9.4
27.6
PL
14
7
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse fine
1.5
42.7
20.3
31.0
PI Cc
0.0
2.0-7.0
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
101.1 22.0
SWELL - CONSOLIDATION TEST
-0.3
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
BPV-1 4 (Fill) sandy CLAY with gravel
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
108.7 16.8
SWELL - CONSOLIDATION TEST
0.3
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
BPV-2 2 (Fill) sandy CLAY
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
107.3 16.8
SWELL - CONSOLIDATION TEST
0.4
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
BPV-2 4 (Fill) sandy CLAY
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
104.6 9.2
SWELL - CONSOLIDATION TEST
0.0
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
PV-1 2 (Fill) sandy CLAY with silty sand
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
108.9 15.3
SWELL - CONSOLIDATION TEST
0.1
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
PV-2 2 (Fill) sandy CLAY
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
100.0 22.0
SWELL - CONSOLIDATION TEST
-0.4
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
PV-2 4 sandy CLAY
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
109.5 7.5
SWELL - CONSOLIDATION TEST
-0.1
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
PV-3 3 (Fill) slightly silty to gravelly SAND
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.01 0.1 1 10
STRAIN, %
STRESS, ksf
112.0 16.6
SWELL - CONSOLIDATION TEST
0.0
Specimen Identification Classification (pcf) MC%
Swell/Consol.
(%)
PV-3 5 silty to slightly clayey SAND
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SWELL - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
Project Number: Date: 5-Sep-17
Project Name: Technician: G. Hoyos
Lab ID Number: Reviewer: R. Zoetewey
Sample Location:
Visual Description:
R-Value @ Exudation Pressure 300 psi:
Specification:
Test Specimen: 1 2 3
S1 =[(R-5)/11.29]+3 S1= 4.23 Moisture Content, %: 13.3 13.9 15.5
MR =10[(S
1
+18.72)/6.24] MR= 4,765 Expansion Pressure, psi: 0.30 0.03 -0.09
MR = Resilient Modulus, psi Dry Density, pcf: 120.4 119.7 117.9
S1 = the Soil Support Value R-Value: 26 19 12
R = the R-Value obtained Exudation Pressure, psi: 386 303 196
Note: The R-Value is measured; the MR is an approximation from correlation formulas.
R-Value Test Graph (AASHTO T-190 / Colorado Procedure CP-L 3101)
19
SAND, clayey, with gravel, brown
Horsetooth and College Intersection (RS Project No. 451.01)
BPV-1, PV-1, PV-2 composite
1721129
CDOT Pavement Design Manual, 2011.
Eq. 2.1 & 2.2, page 2-3.
16.022, RockSol Consulting Group
19
0
20
40
60
80
100
800 700 600 500 400 300 200 100
R-Value
Exudation Pressure (psi)
R-Value 1721129
7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com
Phone 303-220-0300 • Fax 303-220-0442 Rev. 3/30/12
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth Road and College Avenue Intersection
Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
APPENDIX C
EXISTING PAVEMENT CORE LOG SUMMARY
DRAFT
Existing Pavement Core Log Summary
Note 1: Total pavement thickness was measured in the field at the core hole and in the RockSol office. If
pavement core material was lost during coring operations, the core measurements are based on core
hole measurements.
Note 2: Presence of Aggregate Base Course (ABC) was determined in the field with a visual inspection by
RockSol field personnel.
Glossary of Abbreviations:
NP=Not Present
NM=Not Measured
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
City of Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
CORE ID: PVC-1
General Location: Southbound College Avenue, Inside
Through Lane in Intersection
Description:
Thickness of Asphalt Pavement: 13 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: 4 inches
Condition of Asphalt: Upper 13” Good
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Lift Thicknesses:
Top Layer: 2.00”
2nd Layer: 1.0”
*Bottom Layers: 10.0”
* Composed of multiple lifts with poor layer definition
Date Core Obtained: 8/16/2017
Notes:
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
City of Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
CORE ID: PVC-2
General Location: Westbound Horsetooth Road, Inside Left
Turn Lane onto Southbound College Avenue East of College
Description:
Thickness of Asphalt Pavement: 14.5 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: 5 inches
Condition of Asphalt: Upper 2.5” Good, Fair
from 2.5” to 14.5”
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Lift Thicknesses:
Top Layer: 2.50”
Asphaltic Membrane between top and 2nd layer
2nd Layer: 3”
*Bottom Layers: 9”
* Composed of multiple lifts with poor layer definition
Date Core Obtained: 8/16/2017
Notes:
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
City of Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
CORE ID: PVC-3
General Location: Northbound College Avenue, Inside
Through-Lane within Intersection
Description:
Thickness of Asphalt Pavement: 7.5 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: 4 inches
Condition of Asphalt: Good to Fair
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Lift Thicknesses:
Top Layer: 2”
2nd Layer: 1”
3rd Layer: 2”
Bottom Layer: 2.50”
Date Core Obtained: 8/16/2017
Notes:
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth and College Intersection Improvements
City of Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
CORE ID: PVC-4
General Location: Eastbound Horsetooth Road, Inside
Through-Lane West of College Avenue
Description:
Thickness of Asphalt Pavement: 8.5 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: 7 inches
Condition of Asphalt: Good
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Lift Thicknesses
* Layers: 8.50”
* Composed of multiple lifts with poor layer definition
Date Core Obtained: 8/16/2017
Notes:
DRAFT
Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth Road and College Avenue Intersection
Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
APPENDIX D
LUCASS PAVEMENT DESIGN CALCULATION SHEETS
(CONCRETE PAVEMENT)
AND
CITY OF FORT COLLINS PEAK HOUR TURNING MOVEMENT STUDY (2015)
DRAFT
Rigid Pavement Design - Based on AASHTO Supplemental Guide
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction
I. General
Agency: RockSol Consulting Group, Inc.
Street Address: 12076 Grant Street
City: Thornton
State: Colorado
Project Number: 451.01 ID:
Description: College and Horsetooth Intersection
Location: College & Horsetooth
II. Design
Serviceability
Initial Serviceability, P1: 4.5 Joint Spacing:
Terminal Serviceability, P2: 2.5
15.0 ft
PCC Properties
28-day Mean Modulus of Rupture, (S'c)': 650 psi JPCP
Elastic Modulus of Slab, Ec: 3,400,000 psi
Poisson's Ratio for Concrete, m: 0.15 Effective Joint Spacing: 180 in
Base Properties
Elastic Modulus of Base, Eb: 18,000 psi
Design Thickness of Base, Hb: 6.0 in
Slab-Base Friction Factor, f: 1.0
Reliability and Standard Deviation
Reliability Level (R): 90.0 % Edge Support Factor: 0.94
Overall Standard Deviation, S0: 0.34
Climatic Properties
Slab Thickness used for
Mean Annual Wind Speed, WIND: 9.0 mph Sensitivity Analysis: 8.23 in
Mean Annual Air Temperature, TEMP: 51.0 oF
Mean Annual Precipitation, PRECIP: 13.4 in
Subgrade k-Value
70 psi/in
Design ESALs
3.5 million
Calculated Slab Thickness for Above Inputs: 8.23 in
Pavement Type, Joint Spacing (L)
JPCP
JRCP
CRCP
Edge Support
Conventional 12-ft wide traffic lane
Conventional 12-ft wide traffic lane + tied PCC
2-ft widened slab w/conventional 12-ft traffic lane
Sensitivity Analysis
Modulus of Rupture Elastic Modulus (Slab)
Elastic Modulus (Base) Base Thickness
k-Value Joint Spacing
Reliability Standard Deviation
DRAFT
Faulting
DOWELED PAVEMENT NONDOWELED PAVEMENT
Dowel Diameter: 1.25 in
Kd: 1,500,000 psi/in
Es: 29,000,000 psi
ALPHA: 0.000006 /oF
TRANGE: 105.0 oF Days90: 17 days
e: 0.00015 strain
D: 8.23 in D: 8.23 in
P: 9,000 lbf
T: 0.45
FI: 617 oF-days FI: 617 oF-days
CESAL: 3.50 million CESAL: 3.50 million
Age: 22.0 years Age: 22.0 years
Cd: 0.95 Cd: 0.95
Faulting (doweled) Faulting (nondoweled)
0.05 in 0.10 in
Faulting Check - PASS Faulting Check - FAIL
Recommended critical mean joint faulting levels for design (Table 28)
Joint Spacing Critical Mean Joint Faulting
< 25 ft 0.06 in
> 25 ft 0.13 in
Base/Slab Frictional Restraint
Stabilized Base
Aggregate Base or LCB w/ bond breaker
Base Type
Stabilized Base
Unstabilized Base
Base Type
Stabilized Base
Unstabilized Base
DRAFT
Rigid Pavement Design - Based on AASHTO Supplemental Guide
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction
I. General
Agency: RockSol Consulting Group, Inc.
Street Address: 12076 Grant Street
City: Thornton
State: Colorado
Project Number: 451.01 ID:
Description: College and Horsetooth Intersection
Location: College & Horsetooth
II. Design
Serviceability
Initial Serviceability, P1: 4.5 Joint Spacing:
Terminal Serviceability, P2: 2.5
15.0 ft
PCC Properties
28-day Mean Modulus of Rupture, (S'c)': 650 psi JPCP
Elastic Modulus of Slab, Ec: 3,400,000 psi
Poisson's Ratio for Concrete, m: 0.15 Effective Joint Spacing: 180 in
Base Properties
Elastic Modulus of Base, Eb: 18,000 psi
Design Thickness of Base, Hb: 6.0 in
Slab-Base Friction Factor, f: 1.0
Reliability and Standard Deviation
Reliability Level (R): 90.0 % Edge Support Factor: 0.94
Overall Standard Deviation, S0: 0.34
Climatic Properties
Slab Thickness used for
Mean Annual Wind Speed, WIND: 9.0 mph Sensitivity Analysis: 8.91 in
Mean Annual Air Temperature, TEMP: 51.0 oF
Mean Annual Precipitation, PRECIP: 13.4 in
Subgrade k-Value
70 psi/in
Design ESALs
6.0 million
Calculated Slab Thickness for Above Inputs: 8.91 in
Pavement Type, Joint Spacing (L)
JPCP
JRCP
CRCP
Edge Support
Conventional 12-ft wide traffic lane
Conventional 12-ft wide traffic lane + tied PCC
2-ft widened slab w/conventional 12-ft traffic lane
Sensitivity Analysis
Modulus of Rupture Elastic Modulus (Slab)
Elastic Modulus (Base) Base Thickness
k-Value Joint Spacing
Reliability Standard Deviation
DRAFT
Faulting
DOWELED PAVEMENT NONDOWELED PAVEMENT
Dowel Diameter: 1.25 in
Kd: 1,500,000 psi/in
Es: 29,000,000 psi
ALPHA: 0.000006 /oF
TRANGE: 105.0 oF Days90: 17 days
e: 0.00015 strain
D: 8.91 in D: 8.91 in
P: 9,000 lbf
T: 0.45
FI: 617 oF-days FI: 617 oF-days
CESAL: 6.00 million CESAL: 6.00 million
Age: 22.0 years Age: 22.0 years
Cd: 0.95 Cd: 0.95
Faulting (doweled) Faulting (nondoweled)
0.06 in 0.12 in
Faulting Check - PASS Faulting Check - FAIL
Recommended critical mean joint faulting levels for design (Table 28)
Joint Spacing Critical Mean Joint Faulting
< 25 ft 0.06 in
> 25 ft 0.13 in
Base/Slab Frictional Restraint
Stabilized Base
Aggregate Base or LCB w/ bond breaker
Base Type
Stabilized Base
Unstabilized Base
Base Type
Stabilized Base
Unstabilized Base
DRAFT
DRAFT
DRAFT
DRAFT
DRAFT
DRAFT
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Geotechnical Investigation Report
30 Percent Design Submittal
Horsetooth Road and College Avenue Intersection
Fort Collins, Colorado
RockSol Project No. 451.01 November 3, 2017
APPENDIX E
CDOT TRAFFIC DATA AND M-E PAVEMENT DESIGN OUTPUT SHEETS
(CONCRETE PAVEMENT)
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Design Inputs
Age (year) Heavy Trucks
(cumulative)
2018 (initial) 2,500
2033 (15 years) 4,226,130
2048 (30 years) 8,713,060
Design Structure Traffic
Layer type Material Type Thickness (in)
PCC R4 Level 1 Lawson 8.5
NonStabilized CDOT Class 6 ABC 6.0
Subgrade A-6 (R-15) Semi-infinite
Joint Design:
Joint spacing (ft) 15.0
Dowel diameter (in) 1.25
Slab width (ft) 12.0
Distress Type
Distress @ Specified
Reliability Reliability (%)
Criterion
Satisfied?
Target Predicted Target Achieved
Terminal IRI (in/mile) 200.00 167.90 95.00 99.43 Pass
Mean joint faulting (in) 0.14 0.08 95.00 99.99 Pass
JPCP transverse cracking (percent slabs) 7.00 6.20 95.00 96.89 Pass
Distress Prediction Summary
Distress Charts
Jointed Plain Concrete
Pavement (JPCP)
Design Type:
Design Life: 30 years
Traffic opening: September, 2018
Pavement construction: May, 2018
Existing construction: - Climate Data
Sources (Lat/Lon)
40.452, -105.001
Design Outputs
30 Year Design Life_New PCCP-College-Horsetooth Intersection
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Traffic Volume Monthly Adjustment Factors
Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13
Graphical Representation of Traffic Inputs
Traffic Inputs
Operational speed (mph) 35.0
Percent of trucks in design direction (%): 50.0
Number of lanes in design direction: 3 Percent of trucks in design lane (%): 60.0
Initial two-way AADTT: 2,500
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Traffic Wander
Mean wheel location (in)
Traffic wander standard deviation (in)
Design lane width (ft)
18.0
10.0
12.0
Axle Configuration
Average axle width (ft) 8.5
Dual tire spacing (in)
Tire pressure (psi)
12.0
120.0
Average Axle Spacing
Tandem axle
spacing (in)
Tridem axle
spacing (in)
Quad axle spacing
(in)
51.6
49.2
49.2
Wheelbase
Short
Axle Type
Value Type Medium Long
Average spacing of axles 12.0 15.0
(ft) 18.0
Percent of Trucks (%) 17.0 22.0 61.0
Number of Axles per Truck
Vehicle
Class
Single
Axle
Tandem
Axle
Tridem
Axle
Quad
Axle
Class 4 1.53 0.45 0 0
Class 5 2.02 0.16 0.02 0
Class 6 1.12 0.93 0 0
Class 7 1.19 0.07 0.45 0.02
Class 8 2.41 0.56 0.02 0
Class 9 1.16 1.88 0.01 0
Class 10 1.05 1.01 0.93 0.02
Class 11 4.35 0.13 0 0
Class 12 3.15 1.22 0.09 0
Class 13 2.77 1.4 0.51 0.04
Axle Configuration
Volume Monthly Adjustment Factors Level 3: Default MAF
Month Vehicle Class
4 5 6 7 8 9 10 11 12 13
January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9
February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8
March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9
April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1
May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0
AADTT (Average Annual Daily Truck Traffic) Growth
* Traffic cap is not enforced
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Climate Inputs
Climate Data Sources:
Climate Station Cities: Location (lat lon elevation(ft))
FORT COLLINS, CO 40.45200 -105.00100 5016
Monthly Climate Summary:
Annual Statistics:
Mean annual air temperature (ºF) 48.98
Mean annual precipitation (in) 12.19
Freezing index (ºF - days) 418.12
Average annual number of freeze/thaw cycles: 82.60 Water table depth
(ft)
10.00
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< -13º F
Hourly Air Temperature Distribution by Month:
-13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F
50º F to 59º F 59º F to 68º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º
F
> 113º F
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JPCP Design Properties
PCC-Base Contact Friction
PCC-Base full friction contact True
Months until friction loss 360.00
Structure - ICM Properties
PCC surface shortwave
absorptivity 0.85
Erodibility index 4
Widened Slab
Is slab widened ? False
Slab width (ft) 12.00
PCC joint spacing (ft)
Is joint spacing random ? False
Joint spacing (ft) 15.00
Sealant type
Other(Including No
Sealant... Liquid...
Silicone)
Doweled Joints
Is joint doweled ? True
Dowel diameter (in) 1.25
Dowel spacing (in) 12.00
Permanent curl/warp effective temperature difference (ºF) -10.00
Tied Shoulders
Tied shoulders True
Load transfer efficiency (%) 50.00
Design Properties
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Analysis Output Charts
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Layer Information
Layer 1 PCC : R4 Level 1 Lawson
PCC
Thickness (in) 8.5
Unit weight (pcf) 140.6
Poisson's ratio 0.2
Mix
Cement type Type I (1)
Cementitious material content (lb/yd^3) 563
Water to cement ratio 0.36
Aggregate type Dolomite (2)
PCC zero-stress
temperature (ºF)
Calculated Internally? True
User Value -
Calculated Value 82
Ultimate shrinkage
(microstrain)
Calculated Internally? True
User Value -
Calculated Value 516.0
Reversible shrinkage (%) 50
Time to develop 50% of ultimate shrinkage
(days) 35
Curing method Curing Compound
Field Value
Display name/identifier R4 Level 1 Lawson
Description of object Mix ID # 2009105
Author CDOT
Date Created 4/3/2013 12:00:00 AM
Approver CDOT
Date approved 4/3/2013 12:00:00 AM
State Colorado
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
User defined field 2
User defined field 3
Revision Number 0
Identifiers
Time Modulus of rupture
(psi) Elastic modulus (psi)
7-day 560 3230000
14-day 620 3500000
28-day 710 4030000
90-day 730 4240000
20-year/28-day 1.2 1.2
PCC strength and modulus (Input Level: 1)
Thermal
PCC coefficient of thermal expansion (in/in/ºF x
10^-6) 4.86
PCC thermal conductivity (BTU/hr-ft-ºF) 1.25
PCC heat capacity (BTU/lb-ºF) 0.28
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Layer 2 Non-stabilized Base : CDOT Class 6 ABC
Liquid Limit
Plasticity Index 1.0
6.0
Sieve Size % Passing
0.001mm
0.002mm
0.020mm
#200 8.7
#100
#80 12.9
#60
#50
#40 20.0
#30
#20
#16
#10 33.8
#8
#4 44.7
3/8-in. 57.2
1/2-in. 63.1
3/4-in. 72.7
1-in. 78.8
1 1/2-in. 85.8
2-in. 91.6
2 1/2-in.
3-in.
3 1/2-in. 97.6
Is User Defined? False
af 7.2555
bf 1.3328
cf 0.8242
hr 117.4000
Sieve
Is User
Defined? Value
Maximum dry unit weight (pcf) False 127.7
Saturated hydraulic conductivity
(ft/hr) False 5.054e-02
Specific gravity of solids False 2.7
Optimum gravimetric water
content (%) False 7.4
User-defined Soil Water Characteristic Curve
(SWCC)
Is layer compacted? True
Unbound
Layer thickness (in) 6.0
Poisson's ratio 0.35
Coefficient of lateral earth pressure (k0) 0.5
Resilient Modulus (psi)
18000.0
Modulus (Input Level: 2)
Analysis Type: Modify input values by
temperature/moisture
Method: Resilient Modulus (psi)
Use Correction factor for NDT modulus? -
NDT Correction Factor: -
Field Value
Display name/identifier CDOT Class 6 ABC
Layer 3 Subgrade : A-6 (R-15)
Liquid Limit
Plasticity Index 16.0
33.0
Sieve Size % Passing
0.001mm
0.002mm
0.020mm
#200 63.2
#100
#80 73.5
#60
#50
#40 82.4
#30
#20
#16
#10 90.2
#8
#4 93.5
3/8-in. 96.4
1/2-in. 97.4
3/4-in. 98.4
1-in. 99.0
1 1/2-in. 99.5
2-in. 99.8
2 1/2-in.
3-in.
3 1/2-in. 100.0
Is User Defined? False
af 108.4091
bf 0.6801
cf 0.2161
hr 500.0000
Sieve
Is User
Defined? Value
Maximum dry unit weight (pcf) False 108.6
Saturated hydraulic conductivity
(ft/hr) False 1.856e-05
Specific gravity of solids False 2.7
Optimum gravimetric water
content (%) False 17.1
User-defined Soil Water Characteristic Curve
(SWCC)
Is layer compacted? True
Unbound
Layer thickness (in) Semi-infinite
Poisson's ratio 0.35
Coefficient of lateral earth pressure (k0) 0.5
Resilient Modulus (psi)
7247.0
Modulus (Input Level: 2)
Analysis Type: Modify input values by
temperature/moisture
Method: Resilient Modulus (psi)
Use Correction factor for NDT modulus? -
NDT Correction Factor: -
Field Value
Display name/identifier A-6 (R-15)
Calibration Coefficients
IRI-jpcp
C1: 0.8203 C2: 0.4417
C3: 1.4929 C4: 25.24
5.4
Reliability Standard Deviation
C1: 0.5104 C2: 0.00838
0.0831*Pow(FAULT,0.3426) + 0.00521
PCC Faulting
C3: 0.00147 C4: 0.008345
C5: 5999 C6: 0.8404 C7: 5.9293 C8: 400
PCC Reliability Faulting Standard Deviation
PCC Cracking
Cracking Coefficients
C1: 2 C2: 1.22 C4: 0.6 C5: -2.05
Pow(57.08*CRACK,0.33) + 1.5
PCC Reliability Cracking Standard Deviation
Fatigue Coefficients
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City of Fort Collins Project No. 8485
Horsetooth and College Intersection Improvements
Structure Selection Report:
Horsetooth Road over Larimer Canal #2 (Br. # FCHTH‐W0.1‐CLGE)
And
College Avenue (US‐287) over Larimer Canal #2 Widening (Br. # B‐16‐E)
Prepared for:
City of Fort Collins, Colorado
Prepared by:
Wilson & Company, Inc.
Denver, CO
November 2017
Table of Contents
INTRODUCTION ...................................................................................................................................... 1
Purpose .............................................................................................................................................. 1
PROJECT DESCRIPTION ........................................................................................................................... 1
Project Summary ................................................................................................................................ 1
Location .............................................................................................................................................. 1
SITE DESCRIPTION AND DESIGN FEATURES ........................................................................................... 3
Existing Roadways and Proposed Configuration ................................................................................ 3
Existing Bridge Conditions .................................................................................................................. 3
Horsetooth Bridge (Fort Collins Bridge No. FCHTH‐W0.1‐CLGE) ................................................... 3
College Bridge (CDOT Bridge No. B‐16‐E) ....................................................................................... 3
Existing Right of Way .......................................................................................................................... 4
Existing Traffic Data ............................................................................................................................ 5
Existing Utilities .................................................................................................................................. 5
Existing Drainage ................................................................................................................................ 5
Existing Geotechnical Information ..................................................................................................... 5
Roadway Requirements ..................................................................................................................... 6
Right of Way Requirements ............................................................................................................... 6
Maintenance of Traffic Requirements ............................................................................................... 6
STRUCTURAL DESIGN CRITERIA ............................................................................................................. 6
Design Specifications .......................................................................................................................... 6
Design Method ............................................................................................................................... 6
Design Loads ................................................................................................................................... 6
STRUCTURE SELECTION .......................................................................................................................... 7
Selection Criteria ................................................................................................................................ 7
Cost ................................................................................................................................................. 8
Aesthetics ....................................................................................................................................... 8
Geometry and Clearances .............................................................................................................. 8
Constructability .............................................................................................................................. 8
Hydraulic Capacity .......................................................................................................................... 8
STRUCTURE TYPE SELECTION ................................................................................................................. 9
Superstructure Options ...................................................................................................................... 9
Option 1: 18” Precast Boxes with 6” CIP Deck ............................................................................... 9
Option 2: 18” Precast Boxes with 3” HMA Overlay, No CIP Deck ................................................ 10
Option 3: 22” CIP Slab .................................................................................................................. 11
Option 4: Steel Stringers with 8” CIP Deck ................................................................................... 11
Superstructure Options .................................................................................................................... 12
Option 1: Stem Integral Abutments on Spread Footings ............................................................. 12
Option 2: Stub Abutments on Caissons ........................................................................................ 12
DESIGN DETAILS ................................................................................................................................... 13
Approach Slabs ................................................................................................................................. 13
Deck Drainage .................................................................................................................................. 13
De‐icing System ................................................................................................................................ 13
Bridge Mounted Lighting.................................................................................................................. 13
Bridge Mounted Sign Structures ...................................................................................................... 13
Bridge Rail ........................................................................................................................................ 13
FINAL STRUCTURE SELECTION ............................................................................................................. 13
Horsetooth Road Bridge ................................................................................................................... 13
College Avenue Widening ................................................................................................................ 14
Appendix A: Preferred Alternate General Layout and Typical Section
Appendix B: Alternate Typical Sections and Elevations
Appendix C: Plan of Existing Utilities
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
1
INTRODUCTION
Purpose
The purpose of this structure selection report is to summarize the various structure types available
for the proposed replacement bridge to carry Horsetooth Road over Larimer County Canal #2, and to
describe the proposed widening of the College Avenue over Larimer County Canal #2 culvert.
PROJECT DESCRIPTION
Project Summary
The purpose of the Horsetooth and College Intersection Improvements Project is to increase traffic
capacity and improve safety of this intersection. As part of the project, Horsetooth Road will be
widened to the north at the existing bridge. As a result of this needed widening, and due to the
condition of the existing bridge, the City has elected to replace the existing structure as part of the
project.
Similarly, there is an existing pedestrian structure parallel to, and immediately west of College Avenue
carrying the sidewalk over Larimer County Canal #2. This structure has been struck repeatedly by
traffic, and is currently damaged with temporary cones and plastic fencing signaling the damage. The
existing culvert will be widened to carry the sidewalk over the Larimer County Canal #2, and remove
the railing adjacent to traffic.
Location
The project location is the intersection of Horsetooth Road and College Avenue in Fort Collins,
Colorado. The Horsetooth structure is approximately 150’ west of the intersection, and the College
structure is approximately 150’ south of the intersection.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
2
Figure 1 – Project Area / Location Map
Figure 2 – Areal View of Existing Site
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
3
SITE DESCRIPTION AND DESIGN FEATURES
Existing Roadways and Proposed Configuration
As part of the intersection improvements, the Horsetooth Bridge will be widened to the north.
Widening to the south was avoided, due to a high concentration of utilities in the southwest corner
of the intersection, and impacts to the drive‐thru of the Chick‐fil‐A. The proposed bridge width is
103’‐0”, perpendicular to the roadway, as shown in the typical sections in Appendix B.
Similarly, the College Bridge will be widened to the west only. This avoids reconstruction to the
existing drainage structure immediately to the east of the bridge, and reduces cost by consolidating
the widening to one side. Due to deterioration of the west end of the existing bridge, 2’ of the existing
structure will be removed. The widening will extend the bridge 22’‐3” to provide for additional lanes
and a 10’‐0” wide attached sidewalk, as shown in the typical section in Appendix A.
Existing Bridge Conditions
Horsetooth Bridge (Fort Collins Bridge No. FCHTH‐W0.1‐CLGE)
The existing bridge carrying Horsetooth Road over Larimer County Canal #2 consists of precast
double‐tee girders founded on cast‐in‐place concrete abutments with spread footings (no deep
foundation.) There is a 6” thick cast‐in‐place deck on the double‐tee girders, with no overlay.
Available as‐built information is limited. The bridge was widened in 1983 (the date listed in the SI&A
Inspection Report), but no date or information is available for the portion of the bridge that predates
this widening.
The NBI condition ratings for the Deck, Superstructure, Substructure, and Channel are 6, 6, 5, and 6,
respectively. 6 indicates “Satisfactory Condition”, and 5 indicates “Fair Condition.”
The deck, girders, and abutments are showing no major distress, given its 34 year age. There are
hairline cracks in the girders, with a few spalled areas. Efflorescence was noted at some cracks. Both
footings are exposed on the southern half of the structure, up to 10 inches. No undermining was
noted.
It is estimated that the existing bridge would likely perform adequately for 10 years of service without
rehabilitation. However, the City has determined that it is worthwhile to replace this structure as
part of the intersection project to avoid future traffic disruptions within a relatively short time‐frame.
College Bridge (CDOT Bridge No. B‐16‐E)
The existing bridge carrying College Avenue consists of a cast‐in‐place, three‐sided box bridge
founded on spread footings. The deck is 20” thick, with 12” wide walls. The footings are 2’‐0” thick
and 5’‐0” wide. An asphalt overlay exists, varying in depth from 3” to 7”. It was originally built in
1948, and widened on both sides in 1971.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
4
The NBI condition ratings for the Deck, Superstructure, Substructure, and Channel are 6, 6, 6, and 8,
respectively. 6 indicates “Satisfactory Condition”, and 8 indicates “Very Good Condition.”
There are light longitudinal cracks with efflorescence in the underside of the deck and walls. There
is heavy longitudinal, transverse, and random cracking in the asphalt overlay, with some cracks open
to 1”. At the construction joint between the original structure and the widening, there is leakage,
efflorescence, delaminations, and rust stains. A large spall exists in the soffit of the west edge of
deck, with exposed reinforcing and rust stains approximately 2’ wide. See inspection photo below:
Figure 3 ‐ Spall in Soffit at West Edge of Deck
Existing Right of Way
The existing right of way is shown in the proposed General Layouts in Appendix A. Additional right of
way will be required for the widening to the north of Horsetooth Road, and along the west side of
College Avenue. Additional construction easements will be required at all locations for removal of
existing structures, excavation, etc.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
5
Existing Traffic Data
The Average Daily Traffic (ADT) for College Avenue (US‐287) is listed by CDOT at 41,000 with percent
truck traffic of 3.2%. The ADT for the whole Horsetooth & College Intersection is 72,000 vehicles,
which would leave about 30,000 for Horsetooth Road traffic.
Existing Utilities
There are multiple documented utilities at the site. The existing utilities at the Horsetooth Bridge
include the following:
Comcast coaxial cable 10 feet to the north of the (proposed) bridge
Underground electric vault at the northeast corner of the (proposed) bridge
City traffic fiber optic line at the north end of the bridge, parallel to Horsetooth Road
City Light & Power line at the north end of the bridge, parallel to Horsetooth Road
CenturyLink fiber optic line at the north end of the bridge, parallel to Horsetooth Road
15” VCP sanitary sewer line bisecting the north half of the bridge
6” gas line (Xcel) through the north half of the bridge, parallel to Horsetooth Road
City Light & Power line coming from west along median parallel, terminating at bridge
30” City RCP storm sewer coming from west, parallel and 5’ south of median, terminating in
canal
Comcast fiber optic line at south end of bridge, parallel to Horsetooth Road
4” gas line (Xcel) exposed on south end of bridge, parallel to Horsetooth Road
See Appendix C for a plan view showing these utilities. Utilities just below street level will be
relocated. The fiber optic and Light &Power duct bank, the 15” VCP sanitary sewer, the 24” City
waterline, and the 30” City storm sewer run underneath the canal and will remain in place. If caissons
are used, they will need to be spaced around these utilities.
Existing Drainage
There are several inlets, run‐downs, and other roadway drainage structures proximate to the bridges.
The roadway design will accommodate the drainage, without the need to place any inlets on the
structures.
Existing Geotechnical Information
There has been no geotechnical investigation conducted for this project at the bridge site to date.
However, preliminary reports show the bedrock elevation is near or above the existing footing
elevations, or 5023 feet, or about 10’ below the existing roadway.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
6
Roadway Requirements
A discussion of the roadway design requirements and criteria are beyond the scope of this report.
The proposed structures will be sized to support the proposed roadway and sidewalks, as shown in
Appendix A.
Right of Way Requirements
Right of way will be required as necessary for the roadway improvements. In addition, temporary
easements are planned for the bridge construction at both locations.
Maintenance of Traffic Requirements
The City of Fort Collins has determined that Horsetooth Road will be closed during the replacement
of the bridge over Larimer County Canal #2, therefore, phased construction will not be required.
Detour routes will be determined separately.
STRUCTURAL DESIGN CRITERIA
Design Specifications
American Association of State Highway and Transportation Officials (AASHTO) “AASHTO LRFD
Bridge Design Specifications” 7th Edition 2014 with current interims.
Colorado Department of Transportation (CDOT) “Bridge Design Manual” February 2012
Edition with current revisions and technical memorandums
Colorado Department of Transportation (CDOT) Bridge Rating Manual 2011 Edition.
Design Method
This project shall be designed for applicable strength, service, and extreme event limit states as
defined by the load groups in the Load and Resistance Factor Design (LRFD) Specifications.
Design Loads
Permanent Loads (DC, DW, EH, EV, ES, CR, SH)
Unit Weight of Precast Concrete 155pcf
Unit Weight of Reinforced Concrete 150pcf
Unit Weight of Wearing Surface (3 inch) 36psf – future wearing surface allowance
Unit Weight of Soil As determined by Geotechnical Investigation
Equivalent Fluid Pressure (Active) As determined by Geotechnical Investigation
Equivalent Fluid Pressure (Active) As determined by Geotechnical Investigation
Bridge Rail Type 10M = 295 lb/LF, or as applicable
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
7
Live Loads on Bridge HL‐93 (Design Truck or Tandem with Design Lane
Load), Colorado Permit Vehicle
Live Load Deflection Criteria ∆ = L/1000 (with sidewalks)
Wind Loads on Bridge (WS, WL) Per AASHTO LRFD Bridge Design Specs
Thermal Forces (TU, TG, FR)
Thermal Coefficient (concrete) 0.000006/°F
Thermal Coefficient (steel) 0.0000065/°F
Temperature Range Concrete 0°F to 80°F
Temperature Range Steel ‐30°F to 120°F
Water Loads, Ice Loads (WA, IC) Per AASHTO LRFD Bridge Design Specs
Utility Loads on Bridge None currently anticipated
Creep and Shrinkage (CR, SH, FR) Per AASHTO LRFD Bridge Design Specs
Extreme Events (EQ) Per AASHTO LRFD Seismic Bridge Design Specs
Materials
Precast Prestressed Concrete Class PS, f’c = 8500 psi (max) 4500 psi (min)
Reinforced Concrete Class D, f’c = 4500 psi
Class B, f’c = 4500 psi
Class BZ, f’c = 4000 psi
Reinforcing Steel ASTM A‐615, Grade 60
Structural Steel AASHTO M270 or ASTM A709
Drilled Caissons Class BZ, f’c = 4000 psi
Prestressing Strand AASHTO M 203M or M203, 270 ksi
STRUCTURE SELECTION
Selection Criteria
The goal of this project is to provide an economical, safe and efficient design which addresses current
project goals and meets current CDOT design requirements. In order to compare different bridge
alternatives, evaluation criteria must be established to determine how a proposed structure type
meets the project’s goals. Once each feasible structure type is evaluated against these criteria, a
preferred structure alternative can be selected. Upon review of the project goals, the site constraints,
and current design criteria, the factors to be considered to evaluate feasible structure types are: Cost,
Aesthetics, Geometry and Clearances, Constructability, Long Term Structure Performance, and
anticipated maintenance.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
8
Cost
The selected bridge type should achieve a balance of meeting all the project goals while providing
the maximum economic benefit. The selected alternative should provide overall value, with
consideration being given to the project’s evaluation factors. Every structure type has its reasonable
economic limits, with a representative limit being span length
Aesthetics
The City of Fort Collins has a robust program to enhance the visual appeal of its bridges. This project
will be no exception. Concrete parapets are anticipated for the bridge rail, and will be customized to
make them visually attractive and interesting. This will apply to both the Horsetooth structure only.
CDOT Staff Bridge has stated that they require a Type 10 (steel tube rail) or a Type 7 (concrete jersey
shape) on the College structure. There is little opportunity for aesthetic treatments on the structure
options considered, other than the rails.
Geometry and Clearances
The existing canal and roadways drive the geometric layout of the bridges. The vertical profile is also
heavily constrained by existing driveways and the nearby intersections. The hydraulic capacity of the
proposed channel should match or exceed the existing capacity. In addition, minimum freeboard is
required, while holding the proposed low chord elevation at or above the existing.
Constructability
Constructability will be largely affected by the traffic operations and existing utilities on site. A
temporary closure of Horsetooth Road allows construction without phasing, but places a premium
on short construction duration to limit the length of the closure. Therefore, rapid construction
techniques are required.
The City requires that the replacement of the existing Horsetooth structure be started while Larimer
County Canal #2 is flowing. Existing abutments will remain in place to contain the flow, and may be
removed following the bridge construction, once the canal is turned off.
The College Bridge widening will be accomplished with temporary closures of the right southbound
lane. This work will need to be performed when water levels are low enough to allow diversion.
Hydraulic Capacity
It is necessary for the design to provide at least the hydraulic capacity of the existing channel.
The City of Fort Collins requires an 18” freeboard beneath the lowchord. Since lowchord of the
Horsetooth Bridge is 5032.12 at the north end and 5032.02 at the south end, the waterline shall not
exceed 5030.52.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
9
At the Horsetooth Bridge and at the College Bridge the width of the existing rectangular profile is 20’‐
0”. The College Bridge is to remain unchanged in profile, as it is an extension of the current structure.
The Horsetooth Bridge replacement will result in trapezoidal profile shape.
The base elevation of the channel at the Horsetooth Bridge is an average of 5027.65, and the existing
basin floor is to be preserved. Therefore the depth of water to be considered is 2.92’. For a
rectangular profile with these dimensions, the discharge is 1002 cfs (using a roughness coefficient of
0.013 and slope of 0.0076.)
A trapezoidal channel is considered for the design options that are presented in more detail below.
This profile has a minimum overall width of 29’‐3”, a bottom width of 15’‐5”, a 1:2 slope of the rip
rap sides, and the same channel slope of 0.0076. With these dimensions, the discharge (capacity) is
1058 cfs; the proposed discharge exceeds the existing.
STRUCTURE TYPE SELECTION
Superstructure Options
Accommodating Larimer County Canal #2 imposes important limitations on the design of both the
super‐ and substructure. The abutments need to be constructible behind the existing abutments, the
low chord elevation needs to be maintained, and the existing hydraulic capacity needs to be equaled
or exceeded.
Three superstructure options considered are:
1. Adjacent 18” precast box girders, with a 6” CIP Deck
2. Adjacent 18” precast box girders, with 3” HMA Overlay, No CIP Deck
3. Cast‐In‐Place Slab Bridge (22” deep)
4. Steel wide‐flange girders with 8” CIP Deck
Discussion of each options for structure type are detailed below.
Option 1: 18” Precast Boxes with 6” CIP Deck
This option uses adjacent 18” deep precast box girders. They will be CDOT‐standard, 18” deep,
precast/pretensioned, and placed adjacent to each with a gap of 1”. AASHTO T4.6.2.2.2b‐1 limits the
width of these boxes to 60” each, and the total number placed transversely to twenty (20). Under
this limitation, the maximum out‐to‐out roadway width would be 101’‐6”, plus any additional
overhang on both sides that can be reasonably designed. In this case 9” of overhang on each end will
be present. One benefit to a box girder, as opposed to a double tee or a steel W‐section, is the soffit
will be even and smooth, and largely prevent debris from getting stuck on the underside.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
10
After the box girders are set, a cast‐in‐place (CIP) 6” reinforced concrete deck will be placed. This will
match the riding surface of the roadway on either side of the bridge. 3” clear cover will be provided
on the top surface for additional service life. In addition, the deck can be replaced in 50+ years if
required to further extend the life of the bridge.
Benefits:
Short construction time
Smooth soffit to limit debris
Long service life
Riding surface similar to approach roadway
Reasonable cost compared to other options
Drawbacks:
More difficult to hang large utilities on bridge (they can be placed in sidewalks and rail)
Higher initial cost than Option 2
Option 2: 18” Precast Boxes with 3” HMA Overlay, No CIP Deck
Option 2 uses transverse post‐tensioning to hold the precast box girders together, rather than a CIP
slab. A 3” thick HMA overlay will be applied over a waterproofing membrane on the box girders.
Through the service life of the bridge, 2” of HMA can be milled and replaced to increase its service
life. However, this HMA provides a different riding surface than the surrounding roadway.
Benefits:
Short construction time
Smooth soffit to limit debris
Least cost option
Drawbacks:
Asphalt riding surface near intersection
More difficult to hang large utilities on bridge (they can be placed in sidewalks and rail)
Shorter service life than Option 1 (higher life‐cycle cost)
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
11
Option 3: 22” CIP Slab
This superstructure option consists simply of a 22” deep cast‐in‐place slab. This slab would be placed
on formwork that would need to span the channel.
Benefits:
Smooth soffit to limit debris
Riding surface similar to approach roadway
Utilities can be placed in slab
Long service life with minimal maintenance requirements
Drawbacks:
Highest Cost Option
Long construction time
More difficult to replace deck in the future
Option 4: Steel Stringers with 8” CIP Deck
The Option 4 consists of W14x74 rolled steel wide‐flange beam stringers. These members will be
spaced at 5’‐0” and will support a composite 8” CIP slab. Weathering steel is not recommended over
a water channel, because the protective patina tends not to be resistant to higher moisture
situations.
Benefits:
Riding surface similar to approach roadway
Short construction time
Utilities can be placed under the slab
Long service life possible with adequate maintenance
Deck may be replaced in the future
Drawbacks:
Steel stringers will tend to collect debris during high water
Second Highest Cost Option
Higher maintenance costs
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
12
Superstructure Options
Two substructure options were considered:
1. Stem Integral abutments on spread footings, and
2. Stub abutments on caissons
As mentioned previously, the existing abutments will remain in place during the construction of the
proposed bridge. Therefore, the new substructure will be constructed behind the existing
abutments.
Option 1: Stem Integral Abutments on Spread Footings
These abutments would be constructed after excavating behind the existing abutments. The walls
will be thicker than those existing at 2’‐6” and the footings wider at 6’‐6”. The height of the walls will
vary, but be approximately 7’‐0”; the depths of the footings will be 18”.
The footings will bear on bedrock.
The existing storm sewer will remain in place, and will pass through the proposed abutment wall
similarly to existing.
The new span length will be approximately 35’‐1”, parallel to traffic. This is approximately 12’‐2”
longer than the existing span. The skew of the proposed bridge will match the existing at 25 degrees
from normal.
Option 2: Stub Abutments on Caissons
These option consists of a relatively small beam seat founded on caissons. The caissons are 2’‐0”
diameter spaced on center at approximately 16’‐0”, for both the east and west abutments. The beam
seat is 4’‐0” deep x 2’‐6” wide, 115’‐0” in length. The caisson locations will need to be set such that
they avoid several existing utilities under the canal, including fiber optic ducts, a water line, and the
storm sewer.
Parallel to roadway traffic, the resulting span length with this layout is 36’‐6”. The span is slightly
longer than in Options 1 due to additional space afforded to the drilling process and ensuring the
caissons miss the existing footings.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
13
DESIGN DETAILS
Approach Slabs
Approach slabs will be placed at both abutments of the bridge and will be designed according to CDOT
Bridge Structural Worksheet B‐601‐1. The length of the approach slabs measured parallel to traffic
will be 10’‐0”. This length is limited by the geometry of the roadway, the lane transition lengths and
curb radii. An expansion joint will be placed between the end of the approach slab and the sleeper
slab due to the concrete pavement on both sides of the structure.
Deck Drainage
Deck drains are not anticipated on the bridge decks or approach slabs.
De‐icing System
De‐icing systems will not be installed as part of this project.
Bridge Mounted Lighting
Bridge mounted light structures are not anticipated.
Bridge Mounted Sign Structures
Bridge mounted sign structures are not anticipated.
Bridge Rail
Custom aesthetic bridge rails will be used on the Horsetooth Bridge, consistent with City of Fort
Collins’ practice of incorporating art into new bridge rails. Currently the rails are anticipated to be a
concrete parapet for conceptual design.
CDOT requires a Type 7 or Type 10 bridge rail for the widening of the College Bridge.
FINAL STRUCTURE SELECTION
Horsetooth Road Bridge
The preferred superstructure alternative for the Horsetooth Road Bridge is adjacent 18” precast box
girders, with a 6” cast‐in‐place concrete deck (Option 1). The precast girders allow for rapid
construction, reducing the road closure time compared to the CIP slab option. While this option is
slightly more expensive than the precast box girders with HMA overlay option (Option 2), this will be
made up for in long term performance and reduced maintenance requirements. The smooth
underside will be less likely to collect debris than the steel girder option.
The preferred substructure alternative is the stub abutment on caissons (Option 2). This will be the
quickest to construct, because it requires less excavation, formwork, and only a single concrete pour.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
14
The impacts to the channel will be reduced. The hydraulic performance of the trapezoidal channel
will be better than the rectangular channel with vertical walls, because the channel size will remain
consistent with that upstream and downstream, rather than much wider, which may cause eddying.
College Avenue Widening
The College Avenue structure will be widened using a 3‐sided cast‐in‐place box, with similar
dimensions to the existing. This expansion option allows for traffic to continue in all but the west
lane along College Avenue southbound.
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
Appendix A
Preferred Alternate General Layout and Typical Section
S
A
S
A
S
P
NK
C
B
SS
SP
NK
C
B
C
E
N
T
E
R
E
D
ON
P
A
D
.
B
OX
5
F
T
H
I
G
H
X
C
E
L
G
A
S
U
T
I
L
I
T
Y
F
OV
W
GA
S
V
W
S
A
S
E
V
OV
N
-
S
S
A
S
A
E
VO
V
N
-
S
S
A
S
A
22'-3"
22'-0"
10'-9† " 10'-9… "
21'-7"
119'-6" Out to Out
1'-6" 11'-0" 11'-0" 11'-0"
2'-6" (C&G)
10'-0" 11'-0" 11'-0" 11'-0" 11'-0" 11'-0" 11'-0"
4'-0"
2'-6" (C&G)
10
'
-
0
"
12
4
°
22
'
5
5
"
11
'
-
0
"
11
'
-
0
"
2
'
-
6
"
10
'
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
Appendix B
Alternate Typical Sections and Elevations
103'-0"
6'-0" 11'-0" 11'-0" 11'-0" 11'-0" 10'-0" 1'-6"
1'-6" (C&G)
1'-6"
1'-6" (C&G)
6"
103'-0"
6'-0" 11'-0" 11'-0" 11'-0" 11'-0" 10'-0" 1'-6"
1'-6" (C&G)
1'-6"
1'-6" (C&G)
3"
18" Inch Girder
OPTION 1 SECTION
OPTION 2 SECTION
18" Precast Boxes with 6" CIP Slab
No CIP Deck
18" Precast Boxes with 3" HMA Overlay,
Vertical dim ensions are drawn at a 2:1 ratio to horizontal
(Section Perpendicular to Horsetooth Road)
(Section Perpendicular to Horsetooth Road)
Ò Horsetooth Road
11'-0" 11'-0"
(C&G)
10'-0"
2'-6"
(C&G)
2'-6"
Bridge Rail Sidewalk Lane Lane Lane Lane Lane Lane Sidewalk Bridge Rail
Median
CIP Slab
Ò Horsetooth Road
11'-0" 11'-0"
(C&G)
10'-0"
2'-6"
(C&G)
2'-6"
Bridge Rail Sidewalk Lane Lane Lane Lane Lane Lane Sidewalk Bridge Rail
Median
Asphalt
18" Inch Girder
103'-0"
6'-0" 11'-0" 11'-0" 11'-0" 11'-0" 10'-0" 1'-6"
1'-6" (C&G)
1'-6"
1'-6" (C&G)
22"
103'-0"
6'-0" 11'-0" 11'-0" 11'-0" 11'-0" 10'-0" 1'-6"
1'-6" (C&G)
1'-6"
1'-6" (C&G)
8"
OPTION 3 SECTION
Cast-in-Place Slab (22" deep)
Vertical dim ensions are drawn at a 2:1 ratio to horizontal
(Section Perpendicular to Horsetooth Road)
Ò Horsetooth Road
11'-0" 11'-0"
(C&G)
10'-0"
2'-6"
(C&G)
2'-6"
Bridge Rail Sidewalk Lane Lane Lane Lane Lane Lane Sidewalk Bridge Rail
Median
CIP Slab
OPTION 4 SECTION
Steel Stringers with 8" CIP Deck
Ò Horsetooth Road
11'-0" 11'-0"
(C&G)
10'-0"
2'-6"
(C&G)
2'-6"
Bridge Rail Sidewalk Lane Lane Lane Lane Lane Lane Sidewalk Bridge Rail
Median
CIP Deck
(Section Perpendicular to Horsetooth Road)
W14x74
14'-10" 14'-10" 14'-10" 14'-10" 14'-10" 14'-10" 14'-10"
115'-0"
2'-6"
6'-6"
18"
12"
Varies ~ 7'-0"
OPTION 2 SECTION
(Parallel to Channel and Bridge Span)
Stub Abutment on Caissons
OPTION 1 SECTION
Stem Integral Abutments on Spread Footings
(Perpendicular to Channel and Bridge Ò )
City of Fort Collins Project No. 8485
Horsetooth & College Intersection Improvements
Structure Selection Report
Appendix C
Plan of Existing Utilities
-
0
"
4
'
-
0
"
11
'
-
0
"
11
'
-
0
"
2
'
-
6
"
11
'
-
0
"
11
'
-
0
"
11
'
-
0
"
11
'
-
0
"
1'-8"
M. Hildahl
C. Fisher
0' 10' 20' 40'
C
O
L
LE
G
E
AV
E
.
L
A
R
I
M
E
R
C
HANN
EL
#2
PLAN
Culvert
Concrete
Edge of
Culvert
Concrete
Edge of
Sewer MH
San.
Elev = 5027.80Î
Stormwater
Concrete Opening for
C
O
L
L
E
G
E
A
V
E
.
Telephone
Exist.
ROW
Existing
ROW
Existing
Structure
Proposed
ON COLLEGE AVE.
GENERAL LAYOUT (OPTION 1)
228
+
00
228
+
40
ELEVATION
SECTION
Channel
Ò Concrete Box Culvert &
Ò College Ave.
Culvert
Existing
Ò Culvert & Channel
Sidewalk
Median
Bridge Rail Lane Lane Lane Lane Lane Lane Lane Lane Lane
S
i
d
e
w
a
l
k
Perpendicular to College Ave. Ò
Perpendicular to Channel Ò
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Project No. 8191
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 10/27/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
W EBodenstab 1:56:07 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Bridge\Drawings\00000BRDG_General-Layout03
00000BRDG_General-Layout03
BRIDGE XX of XX
A
E
VOV
E
-
W
S
A
S
A
SP
NK
CB
5
0
3
4
.
02
S
P
CB
SP
NK
CB
S
P
NK
C
B
1
2
157
5
0
3
4
.
2
6
SP
CB
S
P
NK
C
B
F
OV
12
0
32
50
34
.
45
F
OV
S
M
A
L
L
W
12206
50
3
4
.
49
W
M
H
W
12
156
5034
.
65
W
M
T
R
S
A
S
A
1
0
'
-
0
"
2
'
-
6
"
1
1
'
-
0
"
11
'
-
0
"
1
1
'
-
0
"
11
'
-
0
"
6
'
-
0
"
1
1
'
-
0
"
1
'
-
6
"
1
'
-
6
"
11
'
-
0
"
103'-0"
6'-0" 11'-0" 11'-0" 11'-0" 11'-0" 10'-0" 1'-6"
1'-6" (C&G)
1'-6"
1'-6" (C&G)
10
'
-
0
"
65
°
4
'
51
"
3"
36'-8" Along Skew
33'-3• "
16'-7ƒ " 16'-7ƒ "
35'-9• "
39'-4"
0' 10' 20' 40'
PLAN
129
+
00
128
+
00
ELEVATION SECTION
M. Hildahl
C. Fisher
HO
R
S
ET
OO
T
H
R
OAD
LARIMER CHANNEL #2
Ò Horsetooth Road
Elev = 5032.41 Ft
Bridge Lowchord
Easement
Permanent
11'-0" 11'-0"
(C&G)
10'-0"
2'-6"
(C&G)
2'-6"
Bridge Rail Sidewalk Lane Lane Lane Lane Lane Lane Sidewalk Bridge Rail
Elev = 5032.50 Ft
Bridge Lowchord
ROW
Existing
ROW
Existing
Structure
Proposed
Easement
Permanent
San. Sewer
Exist.
Drainage Structure
Exist. Storm
Channel
Ò Concrete Box Culvert &
Ò Horsetooth Road
18" Inch Girder
Existing Structure
ON HORSETOOTH RD.
GENERAL LAYOUT (OPTION 2)
Median
Asphalt
Caissons, (Typ)
2'ß Drilled
Perpendicular to Horsetooth Rd.
Parallel to Horsetooth Rd. & Girders
Elev = 5032.01 Ft
Existing Bridge Lowchord
Elev = 5032.12 Ft
Existing Bridge Lowchord
Culvert
Concrete
Existing
Edge of
Culvert
Concrete
Existing
Edge of
Abutment 1
Ò of
Abutment 2
Ò of
(Typ)
To be removed
Abutment
Existing
Ò Abut. 1 Ò Abut. 2
Channel
Ò Culvert &
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Project No. 8191
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 10/30/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
W EBodenstab 11:55:53 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Bridge\Drawings\00000BRDG_General-Layout_Caissons
00000BRDG_General-Layout_Caissons
BRIDGE XX of XX
Description of object Disturbed Native Material
(Mr=7247)
Author Rocksol
Date Created 7/20/2015 12:00:00 AM
Approver
Date approved 7/20/2015 12:00:00 AM
State Colorado
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
User defined field 2
User defined field 3
Revision Number 0
Identifiers
30 Year Design Life_New PCCP-College-Horsetooth Intersection
File Name: C:\ME Pavement\Horsetooth and College\DGH 10-31-17\30 Year Design Life_New PCCP-College-Horsetooth Intersection.dgpx
Report generated on:
11/3/2017 12:08 PM Page 13 of 14
by:
on: 10/31/2017 12:00 AM on: 10/31/2017 12:00 AM
Version: 2.2 Created Approved by:
DRAFT
Description of object Aggregate Base Course
Author RockSol
Date Created 1/1/2011 12:00:00 AM
Approver
Date approved 1/1/2011 12:00:00 AM
State Colorado
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
User defined field 2
User defined field 3
Revision Number 0
Identifiers
30 Year Design Life_New PCCP-College-Horsetooth Intersection
File Name: C:\ME Pavement\Horsetooth and College\DGH 10-31-17\30 Year Design Life_New PCCP-College-Horsetooth Intersection.dgpx
Report generated on:
11/3/2017 12:08 PM Page 12 of 14
by:
on: 10/31/2017 12:00 AM on: 10/31/2017 12:00 AM
Version: 2.2 Created Approved by:
DRAFT
11/3/2017 12:08 PM Page 11 of 14
by:
on: 10/31/2017 12:00 AM on: 10/31/2017 12:00 AM
Version: 2.2 Created Approved by:
DRAFT
June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0
July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3
August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0
September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1
October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1
November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0
December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9
Distributions by Vehicle Class
Growth Factor
Rate (%) Function
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
0.4% Compound
Vehicle Class
AADTT
Distribution (%)
(Level 3)
Class 4 2.1%
Class 5 56.1%
Class 6 4.4%
Class 7 0.3%
Class 8 14.2%
Class 9 21.1%
Class 10 0.7%
Class 11 0.7%
Class 12 0.2%
Class 13 0.2%
Truck Distribution by Hour
Hour Distribution
(%)
12 AM 1.65%
1 AM 1.37%
2 AM 1.28%
3 AM 1.36%
4 AM 1.66%
5 AM 2.32%
6 AM 3.8%
7 AM 4.95%
8 AM 5.9%
9 AM 6.48%
10 AM 6.83%
11 AM 6.85%
Hour Distribution
(%)
12 PM 6.75%
1 PM 6.81%
2 PM 6.83%
3 PM 6.56%
4 PM 6.02%
5 PM 5.23%
6 PM 4.35%
7 PM 3.59%
8 PM 2.98%
9 PM 2.56%
10 PM 2.12%
11 PM 1.75%
Total 100%
Tabular Representation of Traffic Inputs
30 Year Design Life_New PCCP-College-Horsetooth Intersection
File Name: C:\ME Pavement\Horsetooth and College\DGH 10-31-17\30 Year Design Life_New PCCP-College-Horsetooth Intersection.dgpx
Report generated on:
11/3/2017 12:08 PM Page 3 of 14
by:
on: 10/31/2017 12:00 AM on: 10/31/2017 12:00 AM
Version: 2.2 Created Approved by:
DRAFT
9.0
COBBLES
GRAVEL
19
37.5
0.075
PERCENT FINER BY WEIGHT
29
23
LL Cu
D10 %Gravel
0.169
2.058
PV-3
PV-3
PV-3
coarse
SILT OR CLAY
CLIENT Wilson and Company PROJECT NAME Horsetooth and College Intersection Improvements
PROJECTCO NUMBER 451.01 PROJECT LOCATION Fort Collins,
GRADATION - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
RockSol Consulting Group Inc.
DRAFT
GRAIN SIZE IN MILLIMETERS
coarse fine
1.5
53.7
27.5
52.7
53.1
54.6
PI Cc
3.0-8.0
4.0
9.0
0.0-5.0
9.0
COBBLES
GRAVEL
19
0.075
0.075
19
0.075
PERCENT FINER BY WEIGHT
27
42
33
55
LL Cu
D10 %Gravel
0.101
0.1
PV-1
PV-1
PV-1
PV-2
PV-2
coarse
SILT OR CLAY
CLIENT Wilson and Company PROJECT NAME Horsetooth and College Intersection Improvements
PROJECTCO NUMBER 451.01 PROJECT LOCATION Fort Collins,
GRADATION - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
RockSol Consulting Group Inc.
DRAFT
14
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse fine
1.5
51.9
25.7
59.6
22.4
36.7
PI Cc
0.0-4.0
11.0-14.0
0.5-5.0
0.0-4.0
9.0
COBBLES
GRAVEL
25
0.075
9.5
25
0.075
PERCENT FINER BY WEIGHT
39
26
38
28
LL Cu
D10 %Gravel
0.1
0.076
2.889
BPV-1
BPV-1
BPV-2
BPV-3
BPV-3
coarse
SILT OR CLAY
CLIENT Wilson and Company PROJECT NAME Horsetooth and College Intersection Improvements
PROJECTCO NUMBER 451.01 PROJECT LOCATION Fort Collins,
GRADATION - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
RockSol Consulting Group Inc.
DRAFT
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
LL PL PI
23
11
22
14
13
27
19
40
14
7
ATTERBERG LIMITS RESULTS
AASHTO T89 Method A/T90
0.0-4.0
11.0-14.0
0.5-5.0
0.0-4.0
3.0-8.0
9.0
0.0-5.0
9.0
0.0
2.0-7.0
SANDY LEAN CLAY (CL) (A-6)
(Bedrock) SANDSTONE (A-2-6)
SANDY LEAN CLAY (CL) (A-6)
CLAYEY SAND with GRAVEL (SC) (A-2-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY LEAN CLAY (CL) (A-7-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY FAT CLAY (CH) (A-7-6)
CLAYEY SAND (SC) (A-6)
SILTY, CLAYEY SAND with GRAVEL (SC-SM) (A-2-4)
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
ATTERBERG LIMITS - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ ROCKSOL TEMPLATE.GDT 8/24/17
DRAFT
Compressive
Strength
(psi)
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
SUMMARY - STANDARD LANDSCAPE 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 8/24/17
DRAFT
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
GRAPHIC
LOG
ELEVATION
(ft)
5035.2
5032.7
5030.2
5027.7
5025.2
DEPTH
(ft)
0.0
2.5
5.0
7.5
10.0
BLOW
COUNTS
MATERIAL DESCRIPTION
SAMPLE TYPE
PAGE 1 OF 1
BORING : PV-3
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LOG - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 9/6/17
Approximate Bulk Depth 2-7
Liquid Limit= 23
Plastic Limit= 16
Plasticity Index= 7
Fines Content= 20.3%
Sulfate= 0.00
DRAFT
LIMIT
PLASTICITY
INDEX
GRAPHIC
LOG
ELEVATION
(ft)
5033.4
5030.9
5028.4
5025.9
5023.4
DEPTH
(ft)
0.0
2.5
5.0
7.5
10.0
BLOW
COUNTS
MATERIAL DESCRIPTION
SAMPLE TYPE
PAGE 1 OF 1
BORING : PV-2
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LOG - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 9/6/17
Bottom of hole at 10.0 feet.
Bottom of hole at 10.0 feet.
Approximate Bulk Depth 0-5
Liquid Limit= 33
Plastic Limit= 14
Plasticity Index= 19
Fines Content= 53.1%
Sulfate= 0.00
DRAFT
PLASTIC
LIMIT
PLASTICITY
INDEX
GRAPHIC
LOG
ELEVATION
(ft)
5033.2
5030.7
5028.2
5025.7
5023.2
DEPTH
(ft)
0.0
2.5
5.0
7.5
10.0
BLOW
COUNTS
MATERIAL DESCRIPTION
SAMPLE TYPE
PAGE 1 OF 1
BORING : PV-1
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LOG - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 10/30/17
Approximate Bulk Depth 3-8
Liquid Limit= 27
Plastic Limit= 14
Plasticity Index= 13
Fines Content= 53.7%
Sulfate= 1.22
DRAFT
5031.6
5029.1
5026.6
5024.1
5021.6
5019.1
DEPTH
(ft)
0.0
2.5
5.0
7.5
10.0
12.5
15.0
BLOW
COUNTS
MATERIAL DESCRIPTION
SAMPLE TYPE
PAGE 1 OF 1
BORING : BPV-3
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LOG - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 9/6/17
Bottom of hole at 15.0 feet.
Approximate Bulk Depth 0-4
Liquid Limit= 28
Plastic Limit= 14
Plasticity Index= 14
Fines Content= 22.4%
Sulfate= 0.00
DRAFT
LIMIT
PLASTICITY
INDEX
GRAPHIC
LOG
ELEVATION
(ft)
5034.2
5029.2
5024.2
5019.2
DEPTH
(ft)
0
5
10
15
BLOW
COUNTS
MATERIAL DESCRIPTION
SAMPLE TYPE
PAGE 1 OF 1
BORING : BPV-2
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LOG - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 9/6/17
Bottom of hole at 16.0 feet.
Approximate Bulk Depth 0.5-5
Liquid Limit= 38
Plastic Limit= 16
Plasticity Index= 22
Fines Content= 59.6%
Sulfate= 0.00
DRAFT
(ft)
5034.6
5032.1
5029.6
5027.1
5024.6
5022.1
DEPTH
(ft)
0.0
2.5
5.0
7.5
10.0
12.5
BLOW
COUNTS
MATERIAL DESCRIPTION
SAMPLE TYPE
PAGE 1 OF 1
BORING : BPV-1
CLIENT Wilson and Company
PROJECT NUMBER 451.01
PROJECT NAME Horsetooth and College Intersection Improvements
PROJECT LOCATION Fort Collins, CO
LOG - STANDARD 45101_HORSETOOTH AND COLLEGE INTERSECTION IMPRV.GPJ 9/6/17
Bottom of hole at 14.0 feet.
Approximate Bulk Depth 0-4
Liquid Limit= 39
Plastic Limit= 16
Plasticity Index= 23
Fines Content= 51.9%
Sulfate= 0.00
DRAFT
SPCB
SPNKCB
SPNKCB 11039
5028.67
SPCB
SPNKCB
SPNKCB 11041
5028.78
SPCB
SPNKCB
SPNKCB
SPNKCB 11236
5028.84
SPCB
SPNKCB
16471
5030.51
SPVAL
W
16470
5030.61
WMTR
12456
5030.61
TWAL
12455
5030.66
TWAL
12454
5030.67
TWAL B
12457
5030.70
TWAL E
TELP
13591
5031.34
TPED
SPNKCB 16433
5031.45
SPCB
SPNKCB
SPNKCB 16472
5031.52
SPCB
SPNKCB
SA
SA
SA
SA
16474
5031.96
TWAL OC
16444
5031.98
TWAL PC
16495
5031.98
TWAL OC
16496
5032.02
TWAL PT
16475
5032.03
TWAL OC
16442
5032.04
TWAL
16494
5032.04
TWAL OC
16476
5032.05
TWAL PT
16479
5032.05
TWAL PT
16499
5032.05
16441 TWAL
5032.06
TWAL
16493
5032.05
TWAL PC
16498
5032.06
TWAL
SPNKCB 11652
5032.06
SPCB
SPNKCB
16439
5032.06
TWAL B
16477
5032.07
TWAL PC
16500
5032.07
TWAL
16501
5032.07
TWAL CLS
16490
5032.08
TWAL PC
16492
5032.08
TWAL PT
16478
5032.09
TWAL OC
16440
5032.11
TWAL
16497
5032.11
TWAL
16491
5032.12
TWAL OC
SPNKCB 14424
5032.44
SPCB
SPNKCB
16750
5032.85
TWAL OC
16754
5032.85
TWAL OC
16755
5032.85
TWAL OC
16756
5032.85
TWAL PT
16757
5032.86
TWAL CLS
16751
5032.86
TWAL PT
16752
5032.89
TWAL
16753
5032.88
TWAL PC
SPNKCB 11565
5032.89
SPCB
SPNKCB
16749
5032.91
TWAL PC
WV
15997
5032.93
WVAL
16748
5032.93
TWAL B
16747
5033.00
TWAL CLS
16740
5033.02
TWAL B
SPNKCB 11460
5033.17
SPCB
SPNKCB
SPNKCB 11459
5033.21
SPCB
SPNKCB
H
Y
D
11461
5033.22
FH
12451
5033.29
TWAL
EVSM
12452
5033.32
TWAL
12450
5033.35
TWAL B
12453
5033.36
TWAL CLS
SA
E
WV
15592
5033.41
WVAL
SIG
11655
5033.42
SIGT
11466
5033.42
SIGP
16746
5033.43
TWAL
16743
5033.47
TWAL
16742
5033.48
TWAL
16741
5033.49
TWAL 16744
5033.49
TWAL
16745
5033.49
TWAL
SPNKCB 13729
5033.55
SPCB
SPNKCB
SPNKCB 12689
5033.56
SPCB
SPNKCB
EVSM
17229
5033.63
TWAL B
17228
5033.66
TWAL E
17230
5033.68
TWAL E
SPNKCB 15160
5033.68
SPCB
SPNKCB
WV
15593
5033.68
WVAL
17227
5033.69
TWAL B
17241
5033.70
TWAL E
EVSM
SPNKCB 13737
5033.71
SPCB
SPNKCB
17243
5033.73
TWAL E
17242
5033.74
TWAL B
17240
5033.74
TWAL B ST
SPNKCB 11564
5033.77
SPCB
SPNKCB
12375
5033.78
TWAL B
EVSM
12361
5033.78
TWAL B
12367
5033.78
TWAL B
12369
5033.79
TWAL B
12365
5033.80
TWAL
EVRD
12373
5033.84
TWAL
12364
5033.84
TWAL
12370
5033.84
TWAL
12366
5033.85
TWAL E
12372
5033.86
TWAL
EVOV E-W
12374
5033.87
TWAL E
12415
5033.87
TWAL
12363
5033.87
TWAL
12362
5033.88
TWAL
12376
5033.88
12378 TWAL
5033.88
TWAL E
12371
5033.88
TWAL
12368
5033.89
TWAL E
12377
5033.89
TWAL
12433
5033.92
TWAL B
12417
5033.94
TWAL
12414
5033.97
TWAL
12418
5034.00
TWAL E
12413
5034.00
TWAL B
TVT
TVLT E-W
12416
5034.01
TWAL
SPNKCB 12201
5034.02
SPCB
SPNKCB
GASV
10780
5034.03
GV
12434
5034.04
TWAL
12432
5034.06
TWAL E
SIG
10741
5034.14
SIGT
12431
5034.15
TWAL
SPNKCB 10779
5034.18
SPCB
SPNKCB
GASV
10781
5034.18
GV
SPNKCB 12310
5034.19
SPCB
SPNKCB
10778
5034.20
SIGP
SPNKCB 12157
5034.26
SPCB
SPNKCB
WV
20001
5034.27
WVAL
E
11572
5034.29
EMH
CENTERED ON PAD.
BOX 5FT HIGH
XCEL GAS UTILITY
SPNKCB 15116
5034.32
SPCB
SPNKCB
SPNKCB 12311
5034.33
SPCB
SPNKCB
14845
5034.37
TWAL B
14847
5034.38
TWAL
14850
5034.39
TWAL
14852
5034.39
TWAL
14853
5034.39
TWAL CLS
14851
5034.40
TWAL
14848
5034.40
TWAL
12430
5034.45
TWAL B
12435
5034.45
TWAL E
FOV
12032
5034.45
FOV SMALL
14846
5034.47
TWAL
W
12206
5034.49
WMH
GASV
10786
5034.55
GV
W
12156
5034.65
WMTR
16966
5034.65
TWAL
TELP
12119
5034.66
TPED
SA
WV
15694
5034.68
WVAL
16965
5034.67
TWAL
EVRD
T
T
TELP
11946
5034.79
TPED
W
17050
5034.80
WMTR
SPNKCB 15115
5034.82
SPCB
SPNKCB
EVOV E-W
SA
EVSM
16964
5034.90
TWAL B
16967
5034.90
TWAL E
WSB
17051
5034.93
WSB
SA
12408
5035.01
TWAL
12407
5035.03
TWAL
WV
11944
5035.05
WVAL
H
Y
D
11945
5035.07
FH
12129
5035.07
TWAL
12126
5035.16
TWAL
W
11953
5035.18
WMTR
WSB
11952
5035.19
WSB
12128
5035.19
TWAL
11974
5035.20
ECAB
11969
5035.20
ECAB PAD
11968
5035.21
ECAB PAD B
11973
5035.22
ECAB
12127
5035.24
TWAL
12130
5035.27
TWAL CLS
11970
5035.28
ECAB PAD
E CAB
11957
5035.28
TWAL
11972
5035.28
ECAB B
11975
5035.28
ECAB CLS
11971
5035.29
ECAB PAD CLS
12775
5035.30
TOC OC
12772
5035.31
TOC OC
WV
11943
5035.32
WVAL
12412
5035.32
TWAL CLS
12404
5035.33
TWAL B
12780
5035.36
TOC E
12776
5035.36
TOC OC
12125
5035.36
TWAL B
11958
5035.37
TWAL
SIG
14131
5035.37
SIGT
12779
5035.38
TOC PT
12771
5035.38
TOC OC
11761
5035.38
TWAL
EVSM
11760
5035.43
TWAL
11762
5035.44
TWAL CLS
12768
5035.44
TOC PC
EVSM
11759
5035.48
TWAL B
12767
5035.48
TOC B
SIG
12857
5035.49
SIGT
WV
10193
5035.56
WVAL
EVSM
11956
5035.60
TWAL B
11959
5035.63
TWAL CLS
12399
5035.64
TWAL E
12396
5035.66
TWAL B
11932
5035.68
TWAL
11931
5035.69
TWAL
12349
5035.79
TWAL B
12356
5035.80
TWAL E
EVSM
17265
5036.48
17263 TWAL B
5036.49
TWAL
17264
5036.50
TWAL E
17262
5036.52
TWAL
17269
5036.53
TWAL E
17266
5036.54
TWAL
17258
5036.55
TWAL B
17261
5036.56
TWAL
17259
5036.60
TWAL
17260
5036.60
TWAL
17268
5036.61
TWAL
17267
5036.63
TWAL
10892
5036.65
TWAL B
10894
5036.65
TWAL
10895
5036.65
TWAL
10898
5036.65
TWAL CLS
10896
5036.66
TWAL
10897
5036.66
TWAL
12406
5036.95
TWAL
12405
5036.96
TWAL
12409
5036.96
TWAL
17273
5036.96
TWAL CLS
12411
5036.96
TWAL
17271
5036.97
TWAL
17272
5036.96
TWAL
17270
5036.99
TWAL B
12410
5036.99
TWAL
17256
5036.99
TWAL
17257
5037.00
TWAL CLS
17254
5037.00
TWAL B
17255
5037.00
TWAL
12397
5037.07
TWAL E
12354
5037.10
TWAL
12353
5037.11
TWAL
12350
5037.12
TWAL
12355
5037.12
TWAL
12352
5037.14
TWAL B
12398
5037.14
TWAL B
12351
5037.20
TWAL E
17282
5038.00
TWAL E
17283
5038.01
TWAL B
17281
5038.07
TWAL
17285
5038.07
TWAL
17279
5038.07
TWAL
17280
5038.07
TWAL
17287
5038.10
TWAL
17288
5038.10
TWAL
17286
5038.10
TWAL
17284
5038.11
TWAL
17289
5038.12
TWAL E
17278
5038.14
TWAL B
17290
5038.46
TWAL B
17292
5038.49
TWAL
17293
5038.49
TWAL CLS
17291
5038.50
TWAL
17275
5038.58
TWAL
17274
5038.63
TWAL B
17276
5038.64
TWAL
17277
5038.64
TWAL CLS
PEDSIG
PEDSIG
El. 5033.5
BPV-2
El. 5034.3
BPV-1
El. 5034.6
PVC-4
El. 5034.1
BPV-3
El. 5035.1
PV-3
El. 5035.1
PVC-1
El. 5034.8
PVC-3
El. 5033.4
PV-2
El. 5031.3
PVC-2
El. 5033.3
PV-1
Sheet Subset:
Detailer:
Designer:
Date: Comments Init.
Print Date: 9/13/2017 Sheet Revisions
Horiz. Scale:1:50
8485GEO_Borehole Plan.dgn
Vert. Scale: As Noted
Project No./Code
File Name:
dknight 9:01:41 AM R:\ACTIVE PROJECTS\45101_Horsetooth and College Int Im prvm ts\800_Com puter Design Files\802_Sheet Files\8485GEO_Borehole Plan.dgn
No Revisions:
Revised:
Void:
As Constructed
Numbers
Structure
Subset Sheets:
of
Ph: (303) 962-9300 Figure
Thornton, CO 80241
12076 Grant Street
RockSol Consulting Group, Inc.
0' 25' 50' 100'
W.HORSETOOTH RD.
S. COLLEGE AVE.
HORSETOOTH & COLLEGE
INTERSECTION IMPROVEMENTS
BOREHOLE/COREHOLE LOCATION MAP
J. Sphatt
D. Knight
8485
2
DRAFT
Interbedded Silty
to Clayey
Sandstone
Sand 0 38 1,500 --- 125 (Total)
Total unit weight indicated in the table above includes soil plus moisture content. Depths at which
groundwater were encountered are indicated on the attached borehole logs.
10.0 PAVEMENT DESIGN RECOMMENDATIONS
New concrete pavement is planned for the West Horsetooth Road/College Avenue Intersection,
including the new turn lanes. The City of Fort Collins uses the Larimer County Urban Area Street
Standards (LCUASS) for design and construction of City roadways. LCUASS uses pavement
design methodology based on the AASHTO 1993 Guide for the Design of Pavement Structures.
Subsequent to the 1993 Guide publication, AASHTO issued the 1998 Supplemental Guide for
rigid pavement thickness design. College Avenue at Horsetooth Road is a Colorado Department
of Transportation (CDOT) roadway. To evaluate the appropriate pavement section required for
the Horsetooth/College Intersection, RockSol used both the LUCASS design procedure and the
2018 CDOT M-E Pavement Design Manual. A summary of both is presented in this report section.
10.2 Pavement Subgrade Characterization
To assist with pavement design recommendations, RockSol obtained bulk samples of the upper four
to eight feet at the six borehole locations for testing purposes. Classification testing indicates that
the upper four to eight feet of subgrade soil generally consists of clayey to silty sands, and a silty to
plastic clayey soil, AASHTO A-2 and A-6 soil classifications.
An R-value test was performed on a sample of A-6 AASHTO soil type. A composite A-6 sample
from Boreholes BPV-1, PV-1, and PV-2 was tested with an R-Value result of 19. This A-6 soil type
classified as CL by the Unified Soil Classification System (USCS). For design purposes, RockSol
used an R-Value of 15.
DRAFT
(Boreholes BPV-1
and BPV-3)
92 7.5 30 2.5
Due to the depth to bedrock, side resistance is applicable to the entire portion of the shaft
embedded in competent bedrock. Side resistance in the soil zone above competent bedrock
should be neglected.
DRAFT
(pcf)
Effective
Friction
Angle, φ′
(degree’s)
Tan δ
(Note 1)
Undrained Shear
Strength
(Cohesion)
(psf)
Minimum 6-inches of Class 1 Structural
Backfill or granular bedding material
(cohesionless)
130 34 0.675 0
Silty to Clayey Sandstone Bedrock 135 32 0.625 0
Note 1: For concrete cast against soil. For pre-cast concrete against soil, multiply Tan δ by 0.8.
DRAFT
may be placed. For design, an unfactored earth load of 130 pounds per cubic foot (pcf) is
DRAFT
Table 7.3. The value of PGA is presented in Table 7.1 and the value of Fpga is presented in Table
7.2.
DRAFT
performed to provide structure specific corrosion resistance recommendations. Of the three
variables (water soluble sulfate, water soluble chloride, and pH) that are used in determining the
CR level, the water-soluble sulfate content appears to be the predominant component affecting
the CR level selection. In Table 5.3, we have used “bold” text to identify the test result variable
that is contributing to the CR Level above 0.
In addition, electrical resistivity analyses were performed in the RockSol laboratory using the soil
box method (ASTM G-187). Comparison of the results of the electrical resistivity testing
performed with Table 2 – Minimum Pipe Thickness For Metal Pipes Based On The Resistivity
And pH Of The Adjacent Soil as presented in the CDOT Pipe Materials Selection Guide, effective
April 30, 2015, suggests the minimum required gauge thickness for metal pipe material, if used,
for this project is 0.052 inches (18 Gauge) Polymer Coated. Additional testing at specific structure
locations may be performed to provide structure specific recommendations.
DRAFT
11
'
11
'
11
'
6
5
4
3
2
1
EXISTING ROW
2
5
4
2
6
5
6
6
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:56:13 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Traffic_ITS\Drawings\College North
College North
20615
13762
5031.56
STLT
13899
5031.65
STLT
13912
5031.65
STLT
13015
5032.67
STLT
13763
5033.19
STLT
13020
5033.40
STLT
13035
5034.34
STLT
12933
5034.61
STLT
232
+
00
233
+
00
234
+
00
235
+
00
236
+
00
237
+
00
238
+
00
COLLEGE AVE
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
MONROEDRIVE DRIVE MONROE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
5 of 5
DJH
JMB
0' 25' 50' 100'
232
+
00
SIGNING & STRIPING PLAN
HORSETOOTH & COLLEGE
S&S
10' SEGMENTS WITH 30' GAPS
LANE LINE: BROKEN WHITE, 4" WIDE,
4" WIDE, 4" APART
CENTER LINE: SOLID DOUBLE YELLOW,
EDGE LINE: SOLID YELLOW, 4" WIDE
WIDE - 2' SEGMENTS WITH 4' GAPS
DOTTED LINE: BROKEN WHITE, 8"
8" WIDE
CHANNELIZING LINE: SOLID WHITE,
LEGEND
PAVEMENT MARKING
ARROW, WORD OR SYMBOL
39
TELP
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
FOV
TVT
SPNKCB
EVOV N-S
SPNKCB
EXISTING ROW
EXISTING ROW
EXISTING ROW
= HCL COLLEGE AVE
EXISTING SECTION LINE
EXISTING ROW
CDOT ROW
EXISTING
13.3' 12.1' 11'
9.2'
12' 11'
11' 12.3'
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
6
5
4
3
2
1
2
2
5
4 5
6
6
6
6 6
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:52:13 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Traffic_ITS\Drawings\College South
College South
20615
17038
5037.52
BLN
17037
5037.55
BCOR E
14826
5040.16
ARROW
223
+
00
224
+
00
225
+
00
226
+
00
227
+
00
2
28
+
0
0
0' 25' 50' 100'
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
M
A
T
C
H
L
I
N
E
S
T
A
228
+
4
0
4 of 5
DJH
JMB
11
'
11
'
11
'
1
1
'
11
'
1
1
'
11
'
11
'
11
'
CREGER DRIVE
SIGNING & STRIPING PLAN
HORSETOOTH & COLLEGE
S&S
10' SEGMENTS WITH 30' GAPS
LANE LINE: BROKEN WHITE, 4" WIDE,
4" WIDE, 4" APART
CENTER LINE: SOLID DOUBLE YELLOW,
EDGE LINE: SOLID YELLOW, 4" WIDE
WIDE - 2' SEGMENTS WITH 4' GAPS
DOTTED LINE: BROKEN WHITE, 8"
8" WIDE
CHANNELIZING LINE: SOLID WHITE,
LEGEND
PAVEMENT MARKING
ARROW, WORD OR SYMBOL
38
4
2 5
5
BARS (TYP)
X-WALK
2'x10'
EXISTING ROW
3.08
6
6
11
'
6
6
6
5
5
24" STOPLINE
12' 12'
1
4'
4'
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 2:29:47 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Traffic_ITS\Drawings\Horsetooth East
Horsetooth East
20615
16698
5021.34
BCOR B
16699
5021.39
BCOR E
16659
5024.10
STLT
11125
5024.86
STLT
12608
5026.17
STLT
12635
5027.83
STLT
11235
5029.94
STLT
16758
5032.75
STLT
132
+
00
133
+
00
134
+
00
135
+
00
136
+
00
137
+
00
0' 25' 50' 100'
HORSETOOTH RD
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
MILLER DRIVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
JMB
DJH
3 of 5
11
'
11
'
1
0
'
11' 11'
S&S
10' SEGMENTS WITH 30' GAPS
LANE LINE: BROKEN WHITE, 4" WIDE,
4" WIDE, 4" APART
CENTER LINE: SOLID DOUBLE YELLOW,
EDGE LINE: SOLID YELLOW, 4" WIDE
WIDE - 2' SEGMENTS WITH 4' GAPS
DOTTED LINE: BROKEN WHITE, 8"
8" WIDE
CHANNELIZING LINE: SOLID WHITE,
LEGEND
3.04
R3-7R
3.01
REMOVE
R2-1 (35)
3.10
3.02
REMOVE
OM-3L
EXISTING
3.03
REMOVE R1-1
3.07
EXISTING
R3-2 R3-2
3.05
REMOVE
(BACK TO BACK)
3.06
R3-2 R3-2
(BACK TO BACK)
R3-2 R3-2
3.09
EXISTING
PAVEMENT MARKING
ARROW, WORD OR SYMBOL
SIGNING & STRIPING PLAN
HORSETOOTH & COLLEGE
37
5034.33
SPCB
SPNKCB
FOV
W
GASV
W
WV
15694
5034.68
WVAL
WV
15694
5034.68
WVAL
EVRD
T
T
EVOV E-W
5
034
.
92
SIG
EVSM
EVSM
SIG
PEDSIG
PEDSIG
11
'
11
'
11
'
11
'
11
'
11
'
11'
11' 11'
11
'
11
'
11
'
11' 11' 11' 11' 11' 11' 11' 11' 11'
1
1
'
ROW
PROPOSED
EASEMENT
CONSTRUCTION
TEMPORARY
ROW
EXISTING
PROPOSED ROW
EASEMENT
CONSTRUCTION
TEMPORARY
PROPOSED ROW
= COLLEGE STA 230+00
HORSETOOTH STA 130+00
= HCL HORSETOOTH RD
EXISTING SECTION LINE
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EXISTING CDOT ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EXISTING ROW
PROPOSED ROW
EXISTING ROW EXISTING ROW
ROW
EXISTING
EXISTING ROW
6
5
4
3
2
1
11'
24" STOPLINE
24" STOPLINE
24" STOPLINE
24" STOPLINE
2
2
2
2
2 2
2
2
5
5
5
5
5
5
CDOT ROW
EXISTING
SIGN TO REMAIN
BUSINESS
EXISTING
= HCL COLLEGE AVE
EXISTING SECTION LINE
6
6
6
6
11' 11' 11' 11' 11' 11' 11' 11'
6
6
6
6
6
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:42:00 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Traffic_ITS\Drawings\Horsetooth & College Intersection
Horsetooth & College Intersection
20615
16428
5032.36
STLT
12191
5033.43
STLT
11745
5033.60
TRVLT
11746
5033.78
TRVLT
VAULT
COMMUNICATION
128
+
00
129
+
00
131
+
00
132
+
00
229+00
231+00
232+00
0' 25' 50' 100'
HORSETOOTH RD
JMB
DJH
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
2 of 5
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
M
A
T
C
H
L
I
N
E
S
T
A
228
+
40
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
128
+
00
132
+
00
232+00
SIGNING & STRIPING PLAN
HORSETOOTH & COLLEGE
S&S
10' SEGMENTS WITH 30' GAPS
LANE LINE: BROKEN WHITE, 4" WIDE,
4" WIDE, 4" APART
CENTER LINE: SOLID DOUBLE YELLOW,
EDGE LINE: SOLID YELLOW, 4" WIDE
WIDE - 2' SEGMENTS WITH 4' GAPS
DOTTED LINE: BROKEN WHITE, 8"
8" WIDE
CHANNELIZING LINE: SOLID WHITE,
LEGEND
NE SIGNAL
R3-5L R3-5L
2.27 2.28 2.29
W HORSETOOTH RD
D-3
NW SIGNAL
M1-4
287
S COLLEGE AVE
M6-4
D-3
2.20 2.21 2.22
R3-5L R3-5L
MAX
MAX
RESET
2.23
RESET
2.25
SPECIAL
SPECIAL
SE SIGNAL
M1-4
287
M6-4
S COLLEGE AVE
D-3
R3-5L R3-5L
2.30 2.31 2.32
2.34
MAX
RESET
2.33
SPECIAL
MAX
RESET
2.35
SPECIAL
SW SIGNAL
2.15 2.16 2.19
R3-5L R3-5L
W HORSETOOTH RD
D-3
2.21
REMOVE
2.12
REMOVE
W16-7pL
W11-2
2.02
R1-2
2.01
W12-1
2.03
R4-7
OM1-1
2.05
2.06
R3-7R
R4-7
OM1-1
2.07
R1-2
2.08
W16-7pL
W11-2
2.09
W12-1
2.11
R3-7R
2.04
R3-7R
2.10
R4-7
OM1-1
2.13
R5-6
REMOVE
2.14
2.24
REMOVE
2.26
PAVEMENT MARKING
ARROW, WORD OR SYMBOL
36
4
4
5
24" STOPLINE
11'
11
'
11
'
11
'
11'
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
= HCL HORSETOOTH RD
EXISTING SECTION LINE
2
2
6
6
5
24" STOPLINE
BARS (TYP)
2'x10' X-WALK
4
5
5
6
6
6
6
6
6 6
6
6
6
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 2:22:57 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Traffic_ITS\Drawings\Horsetooth W est
Horsetooth West
20615
17073
5034.46
STLT
20
5034.73
NL TAG 24673
17049
5035.20
STLT
11929
5035.75
STLT
SIG
TVT
TVLT E-W
11829
5036.83
STLT
TVT
TVLT
122
+
00
123
+
00
124
+
00
125
+
00
126
+
00
127
+
00
1
2
8
+
00
0' 25' 50' 100'
HORSETOOTH RD
JMB
DJH
M
A
T
C
H
L
I
N
E
S
T
A
1
2
8
+
00
1 of 5
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
1
1
'
1
1
'
1
1
'
1
1
'
1
1
'
MASON STREET
SIGNING & STRIPING PLAN
HORSETOOTH & COLLEGE
S&S
S MASON ST
D-3
EXISTING
1.01
(ON MAST ARM)
EXISTING
1.03
(ON MAST ARM)
W HORSETOOTH RD
D-3
MAX
EXISTING
1.04
(ON SIGNAL POLE)
SPECIAL
S MASON ST
D-3
EXISTING
1.05
(ON MAST ARM)
EXISTING
1.02
1.06
R4-7
OM1-1
1.07
EXISTING
1.08
(ON MAST ARM)
W HORSETOOTH RD
D-3
R3-2
1.10
R3-2
1.11
1.14
LEGEND
10' SEGMENTS WITH 30' GAPS
LANE LINE: BROKEN WHITE, 4" WIDE,
4" WIDE, 4" APART
CENTER LINE: SOLID DOUBLE YELLOW,
EDGE LINE: SOLID YELLOW, 4" WIDE
8" WIDE
CHANNELIZING LINE: SOLID WHITE,
WIDE - 2' SEGMENTS WITH 4' GAPS
DOTTED LINE: BROKEN WHITE, 8"
6'
11' 11' 11'
11'
10' 10' 18.6'
R2-1 (35)
RESET
1.12
REMOVE
R3-2 R3-2
1.13
REMOVE
(BACK TO BACK)
R3-2 R3-2
(BACK TO BACK)
NOTE
PAVEMENT MARKING
ARROW, WORD OR SYMBOL
STREET
MASON
12
'
11
'
12
'
11
'
6
'
11
'
6
'
11
'
EXISTING TO THOSE LIMITS.
IN THE SOAQ ARE TO REPLACE
TRACKS. STRIPING QUANTITIES SHOWN
THE WEST TO THE RAIL ROAD
1. MILL AND OVERLAY TO EXTEND TO
35
WV
12876
5034.40
WVAL
SA
EVSM
EVSM
EVSM
EVSM
= HCL COLLEGE AVE
EXISTING SECTION LINE
CDOT ROW
EXISTING
ROW
EXISTING
LIGHT
PRIVATE
EXISTING
LIGHT
PRIVATE
EXISTING
LIGHT
PRIVATE
EXISTING
MANHOLE
SEWER
SANITARY
MANHOLE
SEWER
SANITARY
TELEPHONE
CENTURYLINK
PEDESTAL
CENTURYLINK
MANHOLE
SEWER
SANITARY
MANHOLE
SEWER
SANITARY
MANHOLE
SEWER
SANITARY
VALVE & BOX
ADJUST WATER
& ELECTRIC
PRIVATE LIGHT
& ELECTRIC
PRIVATE LIGHT
EXISTING ROW
EXISTING ROW
ELECTRIC & PULL BOXES
CITY L&P LIGHT,
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:49:18 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Utilities\Drawings\College North
College North
20615
13762
5031.56
STLT
13899
5031.65
STLT
13912
5031.65
STLT
13015
5032.67
STLT
13763
5033.19
STLT
13020
5033.40
STLT
13035
5034.34
STLT
12933
5034.61
STLT
232
+
00
233
+
00
234
+
00
235
+
00
236
+
00
237
+
00
238
+
00
COLLEGE AVE
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
MONROEDRIVE DRIVE MONROE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
6 of 6
UTILITY PLAN
HORSETOOTH & COLLEGE
Utility
JMB
JMB
0' 25' 50' 100'
232
+
00
12" CITY WATER
6" XCEL GAS
15" VCP SANITARY
PRPA FIBER BACKBONE
CENTURYLINK DUCT BANK (PIP)
CENTURYLINK DUCT BANK (PIP)
34
SA
EVSM
SA
SA
TELP
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
FOV
TVT
EVOV N-S
SA
EVOV EW
EVOV N-S
FOV
15111
5034.95
FOV
TELP
15168
5035.21
TPED
H
Y
D
14995
5035.43
FH
WV
14994
5035.49
WVAL
WV
15935
5035.65
WVAL
FOV
15170
5035.75
FOV FOV
15169
5035.81
FOV
EVSM
EVSM
EVSM
EVOV N-S
T
T
W
15290
5037.98
WMTR
WV
15924
5038.23
WVAL
EVSM
WV
15442
5038.32
WVAL
H
Y
D
15439
5038.43
FH
EVSM
TELP
15422
5039.01
TPED
EVSM
SA
EVSM
SA
SA
TELP
15349
5039.41
TPED
FOV
15350
5039.45
FOV N-S
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
TVT
TVLT E-W
TVT
TVLT E-W
EVOV N-S
EXISTING ROW
CDOT ROW
EXISTING
EXISTING ROW
EXISTING ROW
EXISTING ROW
= HCL COLLEGE AVE
EXISTING SECTION LINE
VAULT
ELECTRIC
CITY L&P
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
PROPOSED ROW
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:47:03 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Utilities\Drawings\College South
College South
20615
17038
5037.52
BLN
17037
5037.55
BCOR E
14826
5040.16
ARROW
222
+
00
223
+
00
224
+
00
225
+
00
226
+
00
227
+
00
2
28
+
0
0
18801
5037.32
LCW B
18802
5037.77
LCW
18803
5038.31
LCW LCW1 B
18805
5038.35
LCW E
18804
5038.38
LCW1 E
0' 25' 50' 100'
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
M
A
T
C
H
L
I
N
E
S
T
A
228
+
4
0
5 of 6
UTILITY PLAN
HORSETOOTH & COLLEGE
Utility
JMB
JMB
CREGER DRIVE
CITY L&P ELECTRIC
CITY L&P ELECTRIC
4" XCEL GAS
12
"
S
AN
I
T
A
R
Y
12" VCP SANITARY
CENTURYLINK DUCT BANK (PIP)
33
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
T
H
Y
D
WV WV
WV
12520
5025.77
WVAL
WV
12520
5025.77
WVAL
FOV
TELP
WV
FOV
WV
12521
5027.38
WVAL
WV
12521
5027.38
WVAL
WV
15984
5027.39
WVAL
WV
15984
5027.39
WVAL
WV
11053
5027.39
WVAL
WV
11053
5027.39
WVAL
TELP
W
11038
5028.72
WMTR
W
11038
5028.72
WMTR
WSB
11042
5028.82
WSB
WSB
11042
5028.82
WSB
W
T
H
Y
D
16683
5024.22
FH
WV
16681
5024.41
WVAL
WV
16682
5024.44
WVAL
WV
12520
5025.77
WVAL
FOV
16583
5026.15
FOVLT E-W
TELP
11302
5027.04
TPED
WV
11406
5027.24
WVAL
FOV
12637
5027.28
FOV
WV
12521
5027.38
WVAL
WV
15984
5027.39
WVAL
WV
11053
5027.39
WVAL
TELP
16580
5027.94
TPED
W
11038
5028.72
WMTR
WSB
11042
5028.82
WSB
W
16470
5030.61
WMTR
EXISTING ROW
EXISTING ROW
= HCL HORSETOOTH RD
EXISTING SECTION LINE
CITY L&P DUCT BANK
PEDESTAL
COMCAST
VAULT
ELECTRIC
CITY L&P
STREET LIGHT
CITY L&P
& BOX
VALVE
WATER
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EXISTING ROW
PRPA FIBER BACKBONE (PIP)
CITY L&P ELECTRIC (PIP)
CITY TRAFFIC FIBER (PIP)
COMCAST FIBER OPTIC
OPTIC VAULT
COMCAST FIBER
VALVE & BOX
ADJUST WATER
PROPOSED ROW
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:55:38 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Utilities\Drawings\Horsetooth East
Horsetooth East
20615
16698
5021.34
BCOR B
16699
5021.39
BCOR E
16659
5024.10
STLT
11125
5024.86
STLT
12608
5026.17
STLT
24
5027.61
NO4 YPC ILLEG AYERS
12635
5027.83
STLT
11235
5029.94
STLT
16758
5032.75
STLT
132
+
00
133
+
00
134
+
00
135
+
00
136
+
00
137
+
00
138
+
00
11610
5027.41
CHASE
11611
5027.45
CHASE
0' 25' 50' 100'
HORSETOOTH RD
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
MILLER DRIVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
UTILITY PLAN
HORSETOOTH & COLLEGE
JMB
JMB
Utility 4 of 6
PRPA LATERAL FIBER OPTIC
20" CITY WATER
4" XCEL GAS
8" CITY WATER
CITY L&P ELECTRIC
132
+
00
32
13591
5031.34
TPED
SA
SA
WV
H
Y
D
SA
E
WV
WV
EVOV E-W EVRD
TVT
GASV
GASV
WV
E
CENTERED ON PAD.
BOX 5FT HIGH
XCEL GAS UTILITY
FOV
W
GASV
W
WV
15694
5034.68
WVAL
WV
15694
5034.68
WVAL
EVRD
T
T
EVSM
EVSM
T
TELP
13591
5031.34
TPED
SA
EVSM
SA
E
EVSM
EVSM
EVSM
EVOV E-W EVRD
TVT
TVLT E-W
TVT
TVLT E-W
E
11572
5034.29
EMH
FOV
12032
5034.45
FOV SMALL
EVRD
T
T
EVOV E-W
EVSM
EVSM
EVSM
EVSM
VALVE
XCEL GAS
= HCL COLLEGE AVE
EXISTING SECTION LINE
ROW
EXISTING
EXISTING CDOT ROW
EXISTING ROW
EXISTING ROW
EXISTING ROW
= HCL HORSETOOTH RD
EXISTING SECTION LINE
EXISTING CDOT ROW
EXISTING ROW
VALVE & BOX
ADJUST WATER
DUCT BANK
CENTURYLINK
FIBER OPTIC
CITY TRAFFIC
DUCT BANK
CITY L&P
AND ELECTRIC
PRIVATE LIGHT
MANHOLE
SEWER
SANITARY
MANHOLE
SEWER
STA 230+00 SANITARY
= COLLEGE
STA 130+00
HORSETOOTH
PRPA FIBER BACKBONE
CITY L&P ELECTRIC
CITY TRAFFIC FIBER
CITY L&P DUCT BANK
VALVE & BOX
ADJUST WATER
HYDRANT
TO BE REMOVED RESET FIRE
CITY TRAFFIC SIGNAL
VAULT
ELECTRIC
CITY L&P
CITY L&P PULL BOX
TO BE REMOVED
CITY TRAFFIC SIGNAL
TO BE REMOVED
CITY TRAFFIC SIGNAL
MANHOLE
SEWER
SANITARY
ADJUST
RELOCATED)
(TO BE
STATION
REGULATOR
XCEL GAS
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
MANHOLE
SEWER
SANITARY
ADJUST
TO BE REMOVED
SIGNAL CABINET
CITY TRAFFIC
VAULT (TO BE ADJUSTED)
COMCAST FIBER OPTIC
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
ADJUSTED)
VAULT (TO BE
FIBER OPTIC
CENTURYLINK
VAULT (PIP)
FIBER OPTIC
COMCAST
VAULT (PIP)
XCEL GAS
PRPA VAULT (TO BE ADJUSTED)
TO BE RELOCATED
CITY L&P VAULT
METER
WATER
RESET
(PIP)
10'x10' VAULT
CITY L&P
PEDESTAL (PIP)
CENTURYLINK
PROPOSED ROW
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:36:11 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Utilities\Drawings\Horsetooth & College Intersection
Horsetooth & College Intersection
20615
16428
5032.36
STLT
12191
5033.43
STLT
11745
5033.60
TRVLT
11746
5033.78
TRVLT
VAULT
COMMUNICATION
128
+
00
129
+
00
131
+
00
132
+
00
229+00
231+00
232+00
0' 25' 50' 100'
HORSETOOTH RD
JMB
JMB
Utility
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
3 of 6
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
UTILITY PLAN
HORSETOOTH & COLLEGE
M
A
T
C
H
L
I
N
E
S
T
A
228
+
40
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
128
+
00
132
+
00
232+00
15
"
V
C
P
S
AN
I
T
A
R
Y
30" CITY RCP
12" SANITARY
24" CITY WATER
12" CITY WATER
X" W ATER
X
C
EL
GA
S
S
E
R
V
I
C
E
4" XCEL GAS
COMCAST FIBER OPTIC
4" XCEL GAS
12
"
S
AN
I
T
A
R
Y
4" XCEL GAS
ELECTRIC
CITY L&P
CONDUIT
CITY TRAFFIC
ELECTRIC
CITY L&P
ELECTRIC
CITY L&P
15" VCP SANITARY
12
"
V
C
P
S
AN
I
T
A
R
Y
6" XCEL GAS
COMCAST FIBER OPTIC
4" XCEL GAS
ELECTRIC
CITY L&P
ELECTRIC
CITY L&P
CITY L&P ELECTRIC
20" CITY WATER
TELEPHONE
CENTURYLINK
BACKBONE
PRPA FIBER
CITY TRAFFIC FIBER OPTIC
15" VCP SANITARY
ELECTRIC
CITY L&P
PRPA LATERAL FIBER OPTIC
(TO BE RELOCATED)
6" XCEL GAS
CENTURYLINK DUCT BANK (PIP)
CENTURYLINK DUCT BANK (PIP)
CENTURYLINK DUCT BANK (PIP)
31
WV
EVSM
TVT
TVLT
TELP
12119
5034.66
TPED
SA
TELP
11946
5034.79
TPED
SA
SA
TELP
12108
5035.59
TPED
TELP
12113
5036.37
TPED
SA
TVT
TVLT E-W
TVT
TVLT E-W
TVT
TVLT
TVT
TVLT
ELECTRIC
CITY L&P
VALVE & BOX
ADJUST WATER
DUCT BANK
CENTURYLINK
FIBER OPTIC
CITY TRAFFIC
EXISTING ROW
PULL BOX
CITY TRAFFIC
MANHOLE
SEWER
SANITARY
EXISTING ROW
= HCL HORSETOOTH RD
EXISTING SECTION LINE
VAULT
CABLE TV
COMCAST
COAX CABLE
COMCAST
TO BE REMOVED
AND PULL BOX
STREET LIGHT
CITY L&P
AND ELECTRIC
PRIVATE LIGHT
PRIVATE LIGHT
WATER SERVICE
VAULT
FIBER OPTIC
COMCAST
PEDESTAL
CENTURYLINK
PEDESTAL
CENTURYLINK
PEDESTAL
CENTURYLINK
DUCT BANK
CENTURYLINK
AND VALVE BOX
FIRE HYDRANT
DUCT BANK
CITY L&P
CABINET
ELECTRIC
CITY L&P
AND ELECTRIC
ELECTRIC VAULT
CITY L&P
MANHOLE
SEWER
SANITARY
ADJUST
MANHOLE
SEWER
SANITARY
ADJUST
MANHOLE
SEWER
SANITARY
ADJUST
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
MANHOLE
SEWER
STORM
ADJUST
MANHOLE
SEWER
STORM
ADJUST
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:30:49 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Utilities\Drawings\Horsetooth W est
Horsetooth West
20615
17073
5034.46
STLT
17049
5035.20
STLT
11929
5035.75
STLT
SIG
TVT
TVLT E-W
11829
5036.83
STLT
TVT
TVLT
122
+
00
123
+
00
124
+
00
125
+
00
126
+
00
127
+
00
1
2
8
+
00
0' 25' 50' 100'
HORSETOOTH RD
JMB
JMB
Utility
M
A
T
C
H
L
I
N
E
S
T
A
1
2
8
+
00
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
UTILITY PLAN
HORSETOOTH & COLLEGE
MASON STREET
XCEL GAS SERVICE
24" CITY WATER
6" XCEL GAS
30" CITY RCP
1
2
"
C
I
T
Y
P
V
C
XCEL GAS SERVICE
15" SANITARY VCP
V
C
P
S
AN
I
T
A
R
Y
15
"
15" SANITARY VCP
6" FIRE LINE
COMCAST FIBER OPTIC
CENTURYLINK CONDUIT
2 of 6 30
WATER
UNDERGROUND TV CABLE
UNDERGROUND TELEPHONE
SANITARY SEWER
UNDERGROUND FIBER OPTIC
UNDERGROUND ELECTRIC
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
CONTACTS
ZAYO
XCEL ENERGY
PLATTE RIVER POWER AUTHORITY (PRPA)
COMCAST
CITY OF FORT COLLINS - WATER UTILITIES
CITY OF FORT COLLINS - STORMWATER
CITY OF FORT COLLINS - LIGHT AND POWER
CITY OF FORT COLLINS - FIBER OPTIC
CENTURYLINK
UTILITY OWNER
BE A MINIMUM OF TWO (2) WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK.
WATER SYSTEM UNTIL THE CONTRACTOR NOTIFIES THE UTILITY PROVIDER. NOTIFICATION SHALL
3. NO WORK MAY COMMENCE WITHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE
GRADING, TO HAVE ALL REGISTERED UTILITY LOCATIONS MARKED.
1-800-922-1987 AT LEAST TWO (2) WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR
2. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT
THE ROUTE OF THE WORK BEFORE COMMENCING NEW CONSTRUCTION.
CONTRACTOR TO VERIFY THE EXISTENCE AND LOCATION OF ALL UNDERGROUND UTILITIES ALONG
APPROXIMATE WHEN SHOWN ON THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF ALL KNOWN UNDERGROUND UTILITIES ARE
TO THE WORK AND WILL NOT BE PAID FOR SEPARATELY.
TO THE BOTTOM OF PAVING SECTION (BOTTOM OF AGGREGATE BASE). FLOWFILL IS INCIDENTAL
REQUIRED TO BE BACKFILLED WITH FLOWABLE CONCRETE (FLOWFILL) FROM THE TOP OF UTILITY
6. ALL UTILITY RELOCATIONS AND/OR UTILITY LOWERINGS WITHIN THE RIGHT OF WAY ARE
14. SEE WATER PLANS FOR INFORMATION ON EXISTING AND PROPOSED WATER LINE WORK.
13. ZAYO RELOCATIONS TO BE DESIGNED AND CONSTRUCTED BY OTHERS.
12. CENTURYLINK RELOCATIONS TO BE DESIGNED AND CONSTRUCTED BY OTHERS.
11. COMCAST CABLE TV RELOCATIONS TO BE DESIGNED AND CONSTRUCTED BY OTHERS.
JAMES R. BLACK
STEPHANIE RICH
JASE MARSHALL
KEVIN YOUNG
ANDREW GINGERICH
DAN EVANS
TYLER SIEGMUND
CLINT REETZ
ROBERT RULLI
CONTACT
(970) 225-7828
(970) 229-5340
(970) 221-6232
(970) 416-2217
(970) 416-2772
(970) 221-6326
(970) 490-7501
WORK
(719) 216-8508
(970) 692-7528
(720) 281-8666
(970) 690-9848
(970) 377-6436
CELL
POTHOLE NUMBER
UTILITY TO BE RELOCATED/ABANDONED
HORSETOOTH & COLLEGE
JAMESR.BLACK@ZAYO.COM
STEPHANIE.RICH@XCELENERGY.COM
MARSHALLJ@PRPA.ORG
KEVIN_YOUNG@COMCAST.COM
AGINGERICH@FCGOV.COM
DAEVANS@FCGOV.COM
TSIEGMUND@FCGOV.COM
CREETZ@FCGOV.COM
ROBERT.RULLI@CENTURYLINK.COM
E-MAIL
29
5034.40
WVAL
FOV
W
W
EVRD
EVOV E-W
50
34
.
9
2
SIG
EVSM
EVSM
SIG
EVSM
PEDSIG
COLLEGE AVE HCL
HORSETOOTH RD HCL
EXISTING CDOT ROW
(DOUBLE)
TYPE D INLET
IN-8
21" RCP
25 LF OF
SNOUT STRUCTURE
W/ SUMP AND
5' TYPE R INLET
IN-7
SNOUT STRUCTURE
W/ SUMP AND
5' TYPE R INLET
IN-5
SNOUT STRUCTURE
W/ SUMP AND
5' TYPE R INLET
IN-4
LINE 5
PROPOSED STORM
LINE 1
PROPOSED STORM
LINE 2
PROPOSED STORM
LINE 3
PROPOSED STORM
LINE 4
PROPOSED STORM
OUTFALL PAD
RIPRAP
EXISTING GROUND
PROPOSED GRADE
PROPOSED GRADE
EXISTING GROUND
PROPOSED GRADE
EXISTING GROUND
EXISTING ROW
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 9:26:40 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\Line 2
Line 2
20615
128+00
129+00
227
+
00
228
+
00
229
+
00
231
+
00
232
+
00
24
"
RC
P
@
0
.
50
%
I
N
S
T
A
LL
55
L
F
O
F
INV OUT=5029.20 (S)(24")
24" FES
OF-4
H=7.87'
INV OUT=5029.47 (S)(24")
FLOW LINE=5033.34
W/ SUMP AND SNOUT STRUCTURE
INSTALL 5' TYPE R INLET
IN-4
INV OUT=5028.53 (S)(24")
24" RCP OUTFALL AT W ALL
OF-8
RC
P
@
0
.
50
%
O
F
24
"
I
N
S
T
A
LL
21
L
F
H=8.69'
INV OUT=5029.54 (N)(18")
FLOW LINE=5034.23
W/ SUMP AND SNOUT STRUCTURE
INSTALL 5' TYPE R INLET
IN-7
H=6.19'
INV OUT=5028.64 (NE)(24")
INV IN=5029.14 (S)(18")
TOP OF GRATE=5034.83
INSTALL INLET TYPE D (DOUBLE)
IN-8
RC
P
@
1
.
00
%
O
F
18
"
I
N
S
T
A
LL
40
L
F
RC
P
@
2
.
00
%
O
F
1
8
"
I
N
S
T
A
L
L
3
7
L
F
H=8.7'
INV OUT=5029.23 (E)(18")
FLOW LINE DS=5033.92
FLOW LINE US=5033.93
W/ SUMP AND SNOUT STRUCTURE
INSTALL 5' TYPE R
IN-5
INV OUT=5028.48 (E)(18")
18" RCP OUTFALL AT W ALL
OF-5
0' 25' 50' 100'
LTE
LTE
2 of 2
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
HORSETOOTH RD
0' 25' 50'
0'
10'
5'
P
R
O
P
O
S
E
D
S
T
O
R
M
L
I
N
E
3
RCP W/ FES
55 LF OF 24"
DRAINAGE PLAN & PROFILE
HORSETOOTH & COLLEGE
Drain P&P
18" RCP
37 LF OF
18
"
RC
P
40
L
F
O
F
P
R
O
P
O
S
E
D
S
T
O
R
M
L
I
N
E
4
P
R
O
P
O
S
E
D
S
T
O
R
M
L
I
N
E
5
NOTES:
DEPRESSION
3. FLOWLINE ELEVATIONS INCLUDE 2" GUTTER
STRUCTURE
OUTSIDE OF STRUCTURE TO OUTSIDE OF
2. PIPE LENGTHS ARE MEASURED FROM
NEW CONSTRUCTION.
ROUTE OF THE WORK BEFORE COMMENCING
ALL UNDERGROUND UTILITIES ALONG THE
VERIFY THE EXISTENCE AND LOCATION OF
RESPONSIBILITY OF THE CONTRACTOR TO
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
ALL KNOWN UNDERGROUND UTILITIES ARE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF
1+00 0+50 0+00 0+00 0+50 1+00 0+50
5040
5045
5050
5055
5035
5030
5025
5020
0+00
5055
5050
5045
5040
5030
5035
5025
5020
28
EVOV E-W
5
0
3
4
.
9
2
SIG
EVSM
EVSM
SIG
EVSM
EVSM
PEDSIG
COLLEGE AVE HCL
HORSETOOTH RD HCL
EXISTING CDOT ROW
5' DIAM. MANHOLE
MH-1
5' DIAM. MANHOLE
MH-2
PLACE)
(PROTECT IN
19"X 30" RCP
58 LF OF EXISTING
PLACE)
(PROTECT IN
19"X 30" RCP
23 LF OF EXISTING
EXISTING GROUND
PROPOSED GRADE
PROPOSED GRADE
EXISTING GROUND
INLET (MODIFY)
EXISTING GRATE
EXIST IN-1
LINE 2
PROPOSED STORM
LINE 1
PROPOSED STORM
W/ SUMP AND SNOUT STRUCTURE
5' TYPE R INLET
IN-1
SNOUT STRUCTURE
W/ SUMP AND
5' TYPE R INLET
IN-3
LINE 4
PROPOSED STORM
LINE 3
PROPOSED STORM
LINE 5
PROPOSED STORM
EXISTING ROW
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 9:24:20 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\Line 1
Line 1
20615
128+00
129+00
228
+
00
229
+
00
231
+
00
232
+
00
233
+
00
RC
P
@
0
.
30
%
I
N
S
T
A
LL
187
L
F
O
F
18
"
18
"
RC
P
@
0
.
30
%
I
N
S
T
A
LL
58
L
F
O
F
H
E
RC
P
@
0
.
62
%
19
"
X
30
"
E
X
I
S
T
I
NG
23
L
F
O
F
H
E
RC
P
@
0
.
62
%
19
"
X
30
"
E
X
I
S
T
I
NG
58
L
F
O
F
INV OUT=5029.42 (W)(19'X30")
EXISTING OUTFALL AT W ALL
H=3.12'
INV OUT=5029.92 (SW)(19"X30")
INV IN=5030.01 (NE)(18")
TOP OF GRATE=5033.04
MODIFY INLET
EXISTING GRATE INLET
EXIST IN-1
H=7.00'
INV OUT=5030.94 (S)(18")
FLOW LINE=5033.94
W/ SUMP AND SNOUT STRUCTURE
INSTALL 5' TYPE R INLET
IN-1
INV OUT=5030.18 (SW)(18")
INV IN=5030.38 (N)(18")
RIM=5034.08
INSTALL 5' DIAM. MANHOLE(5 FOOT)
MH-1
INV OUT=5029.78 (W)(19"X30")
INV IN=5030.00 (S)(18")
INV IN=5029.78 (E)(18")
RIM=5034.13
INSTALL 5' DIAM. MANHOLE (5 FOOT)
MH-2
H=7.39'
INV OUT=5030.67 (N)(18")
FLOW LINE=5034.06
W/ SUMP AND SNOUT STRUCTURE
INSTALL 5' TYPE R INLET
IN-3
18
"
RC
P
@
1
.
78
%
I
N
S
T
A
LL
38
L
F
O
F
INV OUT=5029.78(W)(19"X30")
INV IN=5030.00(S)(18")
INV IN=5029.78(E)(18")
RIM=5034.13
INSTALL 5' DIAM. MANHOLE (5 FOOT)
MH-2
0' 25' 50' 100'
LTE
LTE
1 of 2
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
187 LF OF 18" RCP
HORSETOOTH RD
0' 25' 50'
0'
10'
5'
58
L
F
O
F
18
"
RC
P
P
R
O
P
O
S
E
D
S
T
O
R
M
L
I
N
E
2
DRAINAGE PLAN & PROFILE
HORSETOOTH & COLLEGE
Drain P&P
P
R
O
P
O
S
E
D
S
T
O
R
M
L
I
N
E
1
18
"
RC
P
38
L
F
O
F
COLLEGE AVE.
NOTES:
1+00 0+50 0+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00
5040
5045
5050
5055
5035
5030
5025
5020
3+50
5055
5050
5045
5040
5030
5035
5025
5020
DEPRESSION
3. FLOWLINE ELEVATIONS INCLUDE 2" GUTTER
STRUCTURE
OUTSIDE OF STRUCTURE TO OUTSIDE OF
2. PIPE LENGTHS ARE MEASURED FROM
NEW CONSTRUCTION.
ROUTE OF THE WORK BEFORE COMMENCING
ALL UNDERGROUND UTILITIES ALONG THE
VERIFY THE EXISTENCE AND LOCATION OF
RESPONSIBILITY OF THE CONTRACTOR TO
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
ALL KNOWN UNDERGROUND UTILITIES ARE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF
27
COLLEGE AVE HCL
REMOVE EXISTING INLET
EXISTING CDOT ROW
(TOTAL BETWEEN INLETS)
REMOVE 269 LF OF PIPE
EXISTING ROW
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 8:30:12 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\College North
College North
20615
232
+
00
233
+
00
234
+
00
235
+
00
236
+
00
237
+
00
238
+
00
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
MONROE DRIVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
NOTE
Drainage 5 of 5
LTE
LTE
0' 25' 50' 100'
CONSTRUCTION.
WORK BEFORE COMMENCING NEW
UTILITIES ALONG THE ROUTE OF THE
LOCATION OF ALL UNDERGROUND
TO VERIFY THE EXISTENCE AND
RESPONSIBILITY OF THE CONTRACTOR
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
UNDERGROUND UTILITIES ARE
NUMBER OF ALL KNOWN
1. THE TYPE, SIZE, LOCATION AND
COLLEGE AVE
DRAINAGE REMOVAL PLAN
HORSETOOTH & COLLEGE
26
SPNKCB
EVSM
EVSM
SA
EVSM
SA
SA
SA
SA
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
FOV
TVT
SPNKCB
EVOV N-S
SPNKCB
COLLEGE AVE HCL
REMOVE EXISTING INLET
REMOVE 64 LF OF PIPE
HEADWALL
PROTECT EXISTING
EXISTING ROW
EXISTING ROW
CANAL NO. 2
LARIMER COUNTY
PAVING
SLOPE AND DITCH
REMOVE 22 SY OF
STRUCTURE (1 LS)
REMOVAL OF PRESENT
TO BE INCLUDED IN
OPENING
REMOVE EXISTING CURB
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 9:19:33 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\College South
College South
20615
222
+
00
223
+
00
224
+
00
225
+
00
226
+
00
227
+
00
228
+
00
14826
5040.16
ARROW
0' 25' 50' 100'
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
M
A
T
C
H
L
I
N
E
S
T
A
2
28
+
40
NOTE
Drainage 4 of 5
LTE
LTE
NEW CONSTRUCTION.
ROUTE OF THE WORK BEFORE COMMENCING
ALL UNDERGROUND UTILITIES ALONG THE
VERIFY THE EXISTENCE AND LOCATION OF
RESPONSIBILITY OF THE CONTRACTOR TO
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
ALL KNOWN UNDERGROUND UTILITIES ARE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF
COLLEGE AVE
DRAINAGE REMOVAL PLAN
HORSETOOTH & COLLEGE
25
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
SPNKCB
EXISTING ROW
EXISTING ROW
EXISTING ROW
HCL
HORSETOOTH RD
SIDEWALK
WITH REMOVAL OF
TO BE INCLUDED
REMOVE CURB CHASE
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 9:29:18 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\Horsetooth East
Horsetooth East
20615
24
5027.61
NO4 YPC ILLEG AYERS
132
+
00
133
+
00
134
+
00
135
+
00
136
+
00
137
+
00
138
+
00
0' 25' 50' 100'
HORSETOOTH RD
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
MILLER DRIVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
LTE
LTE
Drainage 3 of 5
DRAINAGE REMOVAL PLAN
HORSETOOTH & COLLEGE
NEW CONSTRUCTION.
ROUTE OF THE WORK BEFORE COMMENCING
ALL UNDERGROUND UTILITIES ALONG THE
VERIFY THE EXISTENCE AND LOCATION OF
RESPONSIBILITY OF THE CONTRACTOR TO
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
ALL KNOWN UNDERGROUND UTILITIES ARE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF
NOTE
24
ELECTRIC
TVT
SPNKCB
GASV
SS
SIG
SPNKCB
GASV
SPNKCB
SPNKCB
E
CENTERED ON PAD.
BOX 5FT HIGH
XCEL GAS UTILITY
SPNKCB
SPNKCB
FOV
W
GASV
W
EVRD
T
T
EVOV E-W
SIG
EVSM
EVSM
SIG
PEDSIG
PEDSIG
INLET
EXISTING STORM) REMOVE EXISTING
(CONNECT TO
MANHOLE 18" RCP
REMOVE 45 LF
ROW
EXISTING CDOT
COLLEGE AVE HCL
HORSETOOTH RD HCL
OF 30" RCP
REMOVE 5 LF
CANAL NO. 2
LARIMER COUNTY
INLETS)
(TOTAL BETWEEN
OF 18" RCP
REMOVE 269 LF
DITCH PAVING
OF SLOPE AND
REMOVE 14 SY
STRUCTURE
REMOVE
EXISTING ROW
REMOVAL OF SIDEWALK
TO BE INCLUDED WITH
REMOVE CURB CHASE
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 9:53:54 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\Horsetooth & College Intersection
Horsetooth & College Intersection
20615
128
+
00
129
+
00
131
+
00
132
+
00
229+00
231+00
232+00
0' 25' 50' 100'
HORSETOOTH RD
LTE
LTE
Drainage
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
2 of 5
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
NOTE
M
A
T
C
H
L
I
N
E
S
T
A
228
+
40
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
DRAINAGE REMOVAL PLAN
HORSETOOTH & COLLEGE
NEW CONSTRUCTION.
ROUTE OF THE WORK BEFORE COMMENCING
ALL UNDERGROUND UTILITIES ALONG THE
VERIFY THE EXISTENCE AND LOCATION OF
RESPONSIBILITY OF THE CONTRACTOR TO
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
ALL KNOWN UNDERGROUND UTILITIES ARE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF
COLLEGE AVE
30
"
X
19
"
RC
P
E
X
84
L
F
O
F
23
5034.66
TPED
SA
TELP
11946
5034.79
TPED
SA
SA
TELP
12108
5035.59
TPED
ST
TELP
12113
5036.37
TPED
SA
ST
ST
TVT
TVLT E-W
TVT
TVLT E-W
TVT
TVLT
TVT
TVLT
TO REMAIN
EXISTING INLET
EXISTING ROW
MANHOLE
EX STORM
HORSETOOTH RD HCL
MANHOLE
EX STORM
EX 36" RCP
EXISTING ROW
EX 12" STEEL
EX 12" STEEL
Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/9/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
ltunna 8:52:04 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Hydraulics\Drawings\Horsetooth W est
Horsetooth West
20615
20
5034.73
NL TAG 24673
SIG
TVT
TVLT E-W
TVT
TVLT
123
+
00
124
+
00
125
+
00
126
+
00
127
+
00
128
+
00
2
2
0' 25' 50' 100'
HORSETOOTH RD
LTE
LTE
Drainage
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
1 of 5
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
MASON STREET
DRAINAGE REMOVAL PLAN
HORSETOOTH & COLLEGE
NOTE
NEW CONSTRUCTION.
ROUTE OF THE WORK BEFORE COMMENCING
ALL UNDERGROUND UTILITIES ALONG THE
VERIFY THE EXISTENCE AND LOCATION OF
RESPONSIBILITY OF THE CONTRACTOR TO
DRAWINGS. IT SHALL BE THE
APPROXIMATE WHEN SHOWN ON THE
ALL KNOWN UNDERGROUND UTILITIES ARE
1. THE TYPE, SIZE, LOCATION AND NUMBER OF
123
+
00
22
-
0
"
11
'
-
0
"
2
'
-
6
"
11
'
-
0
"
11
'
-
0
"
11
'
-
0
"
11
'
-
0
"
1'-6"
22'-0"
11'-0" 11'-0"
12
4
°
22
'
5
5
"
11
'
-
0
"
Match
1'-8"Î
M. Hildahl
C. Fisher
0' 10' 20' 40'
C
O
L
LE
G
E
AV
E
.
PLAN
Sewer MH
San.
Elev = 5027.80Î
Stormwater
Concrete Opening for
C
O
L
L
E
G
E
A
V
E
.
Telephone
Exist.
ROW
Existing
ROW
Existing
Structure
Proposed
228
+
00
228
+
40
Ò College Ave.
Culvert
Existing
Sidewalk
Median
Bridge Rail Lane Lane Lane Lane Lane Lane Lane Lane Lane
S
i
d
e
w
a
l
k
Perpendicular to College Ave. Ò
Perpendicular to Channel Ò
B-16-E
COLLEGE AVE. BRIDGE
GENERAL LAYOUT
TYPICAL SECTION
ELEVATION
Existing
Ò Channel
BF Abut. 1 BF Abut. 2
C
ANA
L
#2
L
A
R
I
M
E
R
C
OUN
T
Y
Bridge
Pedestrian
Existing
Remove
~
BF Abut. 1
BF Abut. 2
Channel
Ò Bridge &
Existing Structure B-16-E
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
cefisher 12:34:20 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Bridge\Drawings\00000BRDG_General-Layout03
00000BRDG_General-Layout03
BRIDGE XX of XX
STU M455-118
20615
21
A
E
VOV
E
-
W
S
A
S
A
SP
NK
CB
5
0
3
4
.
02
S
P
CB
SP
NK
CB
S
P
NK
C
B
1
2
157
5
0
3
4
.
2
6
SP
CB
S
P
NK
C
B
F
OV
12
0
32
50
34
.
45
F
OV
S
M
A
L
L
W
12206
50
3
4
.
49
W
M
H
W
12
156
5034
.
65
W
M
T
R
S
A
S
A
1
0
'
-
0
"
2
'
-
6
"
1
1
'
-
0
"
11
'
-
0
"
1
1
'
-
0
"
11
'
-
0
"
6
'
-
0
"
1
1
'
-
0
"
1
'
-
6
"
1
'
-
6
"
11
'
-
0
"
103'-0"
6'-0" 11'-0" 11'-0" 11'-0" 11'-0" 10'-0" 1'-6"
1'-6" (C&G)
1'-6"
1'-6" (C&G)
10
'
-
0
"
33'-3• "
16'-7ƒ " 16'-7ƒ "
35'-9• "
39'-5„"
36'-8"
65
°
12
'
4
3
"
6" Conc
0' 10' 20' 40'
PLAN
129
+
00
128
+
00
M. Hildahl
C. Fisher
HO
R
S
ET
OO
T
H
R
OAD
Ò Horsetooth Road
Elev = 5032.41 Ft
Bridge Lowchord
Easement
Permanent
11'-0" 11'-0"
(C&G)
10'-0"
2'-6"
(C&G)
2'-6"
Bridge Rail Sidewalk Lane Lane Lane Lane Lane Lane Sidewalk Bridge Rail
Elev = 5032.50 Ft
Bridge Lowchord
ROW
Existing
ROW
Existing
Structure
Proposed
Easement
Permanent
San. Sewer
Exist.
Drainage Structure
Exist. Storm
Ò Horsetooth Road
18" Inch Girder
Median
Caissons, (Typ)
2'ß Drilled
Perpendicular to Horsetooth Rd.
Parallel to Horsetooth Rd. & Girders
Elev = 5032.01 Ft
Existing Bridge Lowchord
Elev = 5032.12 Ft
Existing Bridge Lowchord
(Typ)
To be removed
Abutment
Existing
Ò Abut. 1 Ò Abut. 2
HORSETOOTH RD. BRIDGE
GENERAL LAYOUT
ELEVATION
TYPICAL SECTION
Deck
Ò Channel
BF Abut. 1 BF Abut. 2
Channel
Ò Bridge &
Ò Abut. 1
Ò Abut. 2
FCHTH-W0.1-CLGE
Existing Structure
Sta 128+29.64
BF Abut. 1
Sta 128+69.07
BF Abut. 2
Sta 128+49.36
Ò Channel
L
A
R
I
M
E
R
C
OUN
T
Y
C
AN
A
L
#2
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:20 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
cefisher 11:59:46 AM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Bridge\Drawings\00000BRDG_General-Layout_Caissons
00000BRDG_General-Layout_Caissons
BRIDGE XX of XX
STU M455-118
FCHTH-W0.1-CLGE 20615
20
30
'
R
15
'
R
15
'
R
34.2'
63.1'
CDOT ROW
EXISTING
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
10'
11
'
10
'
11
'
11
'
11
'
11
'
11
'
11
'
11
'
11
'
4
'
7.8
'
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:23:44 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\College North
College North
20615
13762
5031.56
STLT
13899
5031.65
STLT
13912
5031.65
STLT
13015
5032.67
STLT
13763
5033.19
STLT
13020
5033.40
STLT
13035
5034.34
STLT
12933
5034.61
STLT
232
+
00
233
+
00
234
+
00
235
+
00
236
+
00
237
+
00
238
+
00
COLLEGE AVE
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
MONROEDRIVE DRIVE MONROE
6
'
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
5 of 5
ROADWAY PLAN
HORSETOOTH & COLLEGE
Roadway
DJH
JMB
0' 25' 50' 100'
B
E
G
I
N
T
A
P
E
R
S
T
A
233
+
3
3
.
9
7
E
N
D
T
A
P
E
R
S
T
A
23
5
+
58
.
9
7
4
'
99
.
77
'
E
X
I
S
T
I
NG
R
O
W
7
'
232
+
00
CONCRETE CURB RAMP
CONCRETE PAVEMENT (8")
CONCRETE SIDEWALK (6")
OVERLAY (3")
MILL AND ASPHALT
CONCRETE PAVEMENT (9")
(FAST TRACK)
CONCRETE PAVEMENT (9")
(SPECIAL)
CONCRETE PAVEMENT (9")
(SPECIAL)(FAST TRACK)
CONCRETE PAVEMENT (9")
ASPHALT PAVEMENT (6")
(HMA < 8' WIDE)
HMA PATCHING (6")
LEGEND
19
TELP
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
FOV
TVT
SPNKCB
EVOV N-S
SPNKCB
TYPE 2 (II-B)
CURB AND GUTTER
EXISTING ROW
SIDEWALK
6" CONCRETE
SIDEWALK
6" CONCRETE
EXISTING ROW
(SEE WALL PLANS)
PROPOSED RETAINING WALL
(SEE BRIDGE PLANS)
OVER LARIMER COUNTY CANAL NO. 2
PROPOSED BRIDGE EXTENSION
EXISTING ROW
= HCL COLLEGE AVE
EXISTING SECTION LINE
TYPE 2 (II-B)
CURB AND GUTTER
6" BARRIER
(SECTION B)
CURB TYPE 2
SIDEWALK
6" CONCRETE
EXISTING ROW
CDOT ROW
EXISTING
TYPE 2 (II-B)
CURB AND GUTTER
CURB RAMP
CONCRETE
CURB RAMP
CONCRETE
THRU LANE TRAFFIC SHIFT
125'
100
'
R
13.3' 12.1' 11'
9.2'
10'
10'
THRU LANE TRAFFIC SHIFT
225'
12' 11'
11' 12.3'
5
'
R
5
'
R
3
0
'
R
15
'
R
40.6'
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
200
'
R
200
'
R
196
'
R
204
'
R
4
'
PROPOSED ROW
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:20:17 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\College South
College South
20615
17038
5037.52
BLN
17037
5037.55
BCOR E
14826
5040.16
ARROW
223
+
00
224
+
00
225
+
00
226
+
00
227
+
00
2
28
+
0
0
0' 25' 50' 100'
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
M
A
T
C
H
L
I
N
E
S
T
A
228
+
4
0
4 of 5
ROADWAY PLAN
HORSETOOTH & COLLEGE
Roadway
DJH
JMB
11
'
11
'
11
'
1
1
'
11
'
1
1
'
11
'
11
'
11
'
10'
4
'
108.47
'
E
X
I
S
T
I
NG
R
O
W
99.94
'
E
X
I
S
T
I
NG
R
O
W
3
'
CREGER DRIVE
E
N
D
T
A
P
E
R
S
T
A
2
2
7
+
1
4
.
70
B
E
G
I
N
T
A
P
E
R
S
T
A
2
2
4
+
8
9
.
70
B
E
G
I
N
T
A
P
E
R
S
T
A
2
2
5
+
8
9
.
82
E
N
D
T
A
P
E
R
S
T
A
2
2
6
+
14
.
8
2
B
E
G
I
N
C
ON
CR
ETE
P
AV
E
M
E
N
T
E
ND
H
M
A
P
AV
E
M
E
N
T
S
T
A
228
+
3
5.78
CONCRETE CURB RAMP
CONCRETE PAVEMENT (8")
CONCRETE SIDEWALK (6")
OVERLAY (3")
MILL AND ASPHALT
CONCRETE PAVEMENT (9")
(FAST TRACK)
CONCRETE PAVEMENT (9")
(SPECIAL)
CONCRETE PAVEMENT (9")
(SPECIAL)(FAST TRACK)
CONCRETE PAVEMENT (9")
ASPHALT PAVEMENT (6")
(HMA < 8' WIDE)
HMA PATCHING (6")
LEGEND
18
5027.39
WVAL
WV
11053
5027.39
WVAL
WV
11053
5027.39
WVAL
EVOV E-W
TELP
SPNKCB
SPNKCB
SPNKCB
W
11038
5028.72
WMTR
W
11038
5028.72
WMTR
SPNKCB
SPNKCB
WSB
11042
5028.82
WSB
WSB
11042
5028.82
WSB
SPNKCB
16471
5030.51
SPVAL
W
SPNKCB
SPNKCB
= HCL HORSETOOTH RD
EXISTING SECTION LINE
TYPE 2 (II-B)
CURB AND GUTTER
10'
11
'
11
'
11
'
1
1
'
10
'
11
'
11
'
6
'
11
'
10'
6" BARRIER
(SECTION B)
CURB TYPE 2
TYPE 2 (II-B)
CURB AND GUTTER
SIDEWALK
6" CONCRETE
EXISTING ROW
SIDEWALK
6" CONCRETE
6" BARRIER
(SECTION B)
CURB TYPE 2
EXISTING ROW
CURB RAMP
CONCRETE
CURB RAMP
CONCRETE EXISTING ROW
THRU TRAFFIC LANE SHIFT
170'
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
SIDEWALK
6" CONCRETE
50
'
R
50
'
R
25
'
R
15
'
R
1
5
'
R
50
'
R
50
'
R
30
'
R
30
'
R
RAISED PEDESTRIAN CROSSING
PROPOSED ROW
EASEMENT
CONSTRUCTION
TEMPORARY
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:13:18 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\Horsetooth East
Horsetooth East
20615
16698
5021.34
BCOR B
16699
5021.39
BCOR E
16659
5024.10
STLT
11125
5024.86
STLT
12608
5026.17
STLT
24
5027.61
NO4 YPC ILLEG AYERS
12635
5027.83
STLT
11235
5029.94
STLT
16758
5032.75
STLT
132
+
00
133
+
00
134
+
00
135
+
00
136
+
00
137
+
00
0' 25' 50' 100'
HORSETOOTH RD
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
MILLER DRIVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
ROADWAY PLAN
HORSETOOTH & COLLEGE
JMB
DJH
Roadway 3 of 5
7
'
22'
105
.
34
'
E
X
I
S
T
I
NG
R
O
W
11
'
11
'
10
'
10
'
B
E
G
I
N
T
A
P
E
R
S
T
A
13
2
+
16
.
21
E
N
D
T
A
P
E
R
S
T
A
13
3
+
88
.
2
1
52.59'
EXISTING ROW
32'
20
'
11' 11'
R
1
.
61
'
2
.
21
'
CONCRETE CURB RAMP
CONCRETE PAVEMENT (8")
CONCRETE SIDEWALK (6")
OVERLAY (3")
MILL AND ASPHALT
CONCRETE PAVEMENT (9")
(FAST TRACK)
CONCRETE PAVEMENT (9")
(SPECIAL)
CONCRETE PAVEMENT (9")
(SPECIAL)(FAST TRACK)
CONCRETE PAVEMENT (9")
ASPHALT PAVEMENT (6")
(HMA < 8' WIDE)
HMA PATCHING (6")
LEGEND
132
+
00
17
5034.33
SPCB
SPNKCB
FOV
W
GASV
W
WV
15694
5034.68
WVAL
WV
15694
5034.68
WVAL
EVRD
T
T
EVOV E-W
5
034
.
92
SIG
EVSM
EVSM
SIG
PEDSIG
PEDSIG
10'
11
'
11
'
11
'
11
'
10
'
11
'
11
'
10'
11' 11' 11' 11' 11' 11'
11' 11'
11
'
11
'
11
'
10
'
10
'
11' 11' 11'
10'
10'
11' 11' 11' 11' 11' 11' 11' 11'
6
'
11'
4'
1
1
'
4
0
'
R
3
.
5
'
R
3
.
5
'
R
75
'
R
250
'
R
30
'
R
245
'
R
75
'
R
200
'
R
ROW
EXISTING
SIDEWALK
6" CONCRETE
EXISTING CDOT ROW
EASEMENT
CONSTRUCTION
TEMPORARY
2 (II-B)
TYPE
GUTTER
CURB AND
TYPE 2 (II-B)
CURB AND GUTTER
TYPE 2 (I-B)
CURB AND GUTTER
TYPE 2 (II-B)
CURB AND GUTTER
ROW
EXISTING
SIDEWALK
6" CONCRETE
PROPOSED ROW
CURB RAMP
CONCRETE
(SEE BRIDGE PLANS)
CANAL NO. 2
OVER LARIMER COUNTY
PROPOSED BRIDGE
SIDEWALK
6" CONCRETE
EASEMENT
CONSTRUCTION
TEMPORARY SIDEWALK
6" CONCRETE
TYPE 2 (II-B)
CURB AND GUTTER
PROPOSED ROW
(SEE BRIDGE PLANS)
OVER LARIMER COUNTY CANAL NO. 2
PROPOSED BRIDGE EXTENSION
6" BARRIER
(SECTION B)
CURB TYPE 2
TYPE 2 (II-B)
CURB AND GUTTER
= COLLEGE STA 230+00
HORSETOOTH STA 130+00
= HCL HORSETOOTH RD
EXISTING SECTION LINE
EXISTING ROW
SIDEWALK
6" CONCRETE
EASEMENT
CONSTRUCTION
TEMPORARY
6" BARRIER
(SECTION B)
CURB TYPE 2
EXISTING CDOT ROW
EASEMENT
CONSTRUCTION
TEMPORARY
2
.
5
'
R
EXISTING ROW
TYPE 2 (II-B)
CURB AND GUTTER
= HCL COLLEGE AVE
EXISTING SECTION LINE
CURB RAMP
CONCRETE
CURB RAMP
CONCRETE
PROPOSED ROW
EXISTING ROW EXISTING ROW
CURB RAMP
CONCRETE
6" BARRIER
(SECTION B)
CURB TYPE 2
ROW
EXISTING
10
'
11'
ROW
PROPOSED
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:21:07 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\Horsetooth & College Intersection
Horsetooth & College Intersection
20615
TELP
13591
5031.34
TPED
SS
14421
5031.85
SSMH
16428
5032.36
STLT
12191
5033.43
STLT
11745
5033.60
TRVLT
11746
5033.78
TRVLT
VAULT
COMMUNICATION
128
+
00
129
+
00
131
+
00
132
+
00
229+00
231+00
232+00
0' 25' 50' 100'
HORSETOOTH RD
JMB
DJH
Roadway
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
2 of 5
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
ROADWAY PLAN
HORSETOOTH & COLLEGE
M
A
T
C
H
L
I
N
E
S
T
A
228
+
40
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
7.8'
99.7'
EXISTING ROW
99
.
84
'
E
X
I
S
T
I
NG
R
O
W
6
'
99.47'
EXISTING ROW
5.3'
B
E
G
I
N
H
M
A
P
A
V
E
M
E
N
T
E
N
D
C
ON
CR
ETE
P
A
V
E
M
E
N
T
S
T
A
13
1
+
8
5
.
5
4
BEGIN HMA PAVEMENT
E
ND
C
ON
CR
ETE
P
AV
E
M
E
N
T
STA 231+41.41
BEGIN HMA PAVEMENT
END CONCRETE PAVEMENT
STA 231+64.76
105
.
34
'
E
X
I
S
T
I
NG
R
O
W
128
+
00
132
+
00
232+00
BEGIN CONCRETE PAVEMENT
END HMA PAVEMENT
STA 228+81.21
4'
LEGEND
CONCRETE CURB RAMP
CONCRETE PAVEMENT (8")
CONCRETE SIDEWALK (6")
OVERLAY (3")
MILL AND ASPHALT
CONCRETE PAVEMENT (9")
(FAST TRACK)
CONCRETE PAVEMENT (9")
(SPECIAL)
CONCRETE PAVEMENT (9")
(SPECIAL)(FAST TRACK)
CONCRETE PAVEMENT (9")
ASPHALT PAVEMENT (6")
(HMA < 8' WIDE)
HMA PATCHING (6")
16
3
.
5
'
R
30
'
R
30
'
R
6' 11'
11' 11' 11' 6'
1
0
'
1
0
'
11' 11' 11'
11
'
11
'
11
'
10
'
6
'
EASEMENT
CONSTRUCTION
TEMPORARY
SIDEWALK
6" CONCRETE
DRIVEWAY
CONCRETE
TYPE 2 (II-B)
CURB AND GUTTER
SIDEWALK
6" CONCRETE
CURB RAMP
CONCRETE
= HCL HORSETOOTH RD
EXISTING SECTION LINE
EASEMENT
CONSTRUCTION
TEMPORARY
CURB RAMP
CONCRETE
SIDEWALK
6" CONCRETE
EXISTING ROW
TYPE 2 (II-B)
CURB AND GUTTER
EASEMENT
CONSTRUCTION
TEMPORARY
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 8:00:29 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\Horsetooth W est
Horsetooth West
20615
17073
5034.46
STLT
20
5034.73
NL TAG 24673
17049
5035.20
STLT
11929
5035.75
STLT
SIG
TVT
TVLT E-W
11829
5036.83
STLT
TVT
TVLT
122
+
00
123
+
00
124
+
00
125
+
00
126
+
00
127
+
00
1
2
8
+
00
0' 25' 50' 100'
HORSETOOTH RD
JMB
DJH
Roadway
M
A
T
C
H
L
I
N
E
S
T
A
1
2
8
+
00
1 of 5
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
ROADWAY PLAN
HORSETOOTH & COLLEGE
MASON STREET
1
1
'
1
1
'
1
1
'
1
1
'
1
1
'
9
9
.
6
1
'
E
X
I
S
T
I
NG
R
O
W
1
0
'
1
0
.
61
'
10
'
6
'
30'
22'
B
E
G
I
N
T
A
P
E
R
S
T
A
1
26
+
1
5
.
2
9
E
N
D
T
A
P
E
R
S
T
A
1
2
7
+
8
5
.
2
9
MASON STREET
B
E
G
I
N
C
O
N
CR
ETE
P
A
V
E
M
E
N
T
E
N
D
H
M
A
P
A
V
E
M
E
N
T
S
T
A
1
2
7
+
8
5
.
29
CONCRETE CURB RAMP
CONCRETE PAVEMENT (8")
CONCRETE SIDEWALK (6")
OVERLAY (3")
MILL AND ASPHALT
CONCRETE PAVEMENT (9")
(FAST TRACK)
CONCRETE PAVEMENT (9")
(SPECIAL)
CONCRETE PAVEMENT (9")
(SPECIAL)(FAST TRACK)
CONCRETE PAVEMENT (9")
ASPHALT PAVEMENT (6")
(HMA < 8' WIDE)
HMA PATCHING (6")
LEGEND
15
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:49:19 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\8485DES_Rem ovalPlan05
8485DES_RemovalPlan05
20615
13762
5031.56
STLT
13899
5031.65
STLT
13912
5031.65
STLT
13015
5032.67
STLT
13763
5033.19
STLT
13020
5033.40
STLT
13035
5034.34
STLT
12933
5034.61
STLT
13015
5032.67
STLT
SPNKCB SPNKCB
13020
5033.40
STLT
SPNKCB
SPNKCB
232
+
00
233
+
00
234
+
00
235
+
00
236
+
00
237
+
00
238
+
00
COLLEGE AVE
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
MONROEDRIVE DRIVE MONROE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
5 of 5
REMOVAL PLAN
HORSETOOTH & COLLEGE
Removal
DJH
JMB
0' 25' 50' 100'
99
.
77
'
E
X
I
S
T
I
NG
R
O
W
232
+
00
LEGEND
(PLANING)
REMOVAL OF ASPHALT MAT
REMOVAL OF ASPHALT MAT
PAVEMENT
REMOVAL OF CONCRETE
(SPECIAL) (DRIVEWAY)
REMOVAL OF CONCRETE
REMOVAL OF SIDEWALK
CURB RAMP
REMOVAL OF CONCRETE
REMOVAL OF MEDIAN COVER
GUTTER
REMOVAL OF CURB AND
REMOVAL OF GUTTER
REMOVAL OF WALL
14
TELP
CONCRETE PAD.
BOX CENTERED ON
ELECTRIC TRANSFORMER
FOV
TVT
SPNKCB
EVOV N-S
SPNKCB
EXISTING ROW
EXISTING ROW
EXISTING ROW
= HCL COLLEGE AVE
EXISTING SECTION LINE
EXISTING ROW
CDOT ROW
EXISTING
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
PROPOSED ROW
PROPOSED ROW
(SPECIAL) (1 LS)
REMOVAL OF BRIDGE
PRESENT STRUCTURE (1 LS)
REMOVAL OF PORTIONS OF
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:45:44 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\8485DES_Rem ovalPlan04
8485DES_RemovalPlan04
20615
17038
5037.52
BLN
17037
5037.55
BCOR E
14826
5040.16
ARROW
223
+
00
224
+
00
225
+
00
226
+
00
227
+
00
2
28
+
0
0
0' 25' 50' 100'
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
M
A
T
C
H
L
I
N
E
S
T
A
228
+
4
0
4 of 5
REMOVAL PLAN
HORSETOOTH & COLLEGE
Removal
DJH
JMB
108.47
'
E
X
I
S
T
I
NG
R
O
W
99.94
'
E
X
I
S
T
I
NG
R
O
W
CREGER DRIVE
LEGEND
(PLANING)
REMOVAL OF ASPHALT MAT
REMOVAL OF ASPHALT MAT
PAVEMENT
REMOVAL OF CONCRETE
(SPECIAL) (DRIVEWAY)
REMOVAL OF CONCRETE
REMOVAL OF SIDEWALK
CURB RAMP
REMOVAL OF CONCRETE
REMOVAL OF MEDIAN COVER
GUTTER
REMOVAL OF CURB AND
REMOVAL OF GUTTER
REMOVAL OF WALL
13
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:39:35 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\8485DES_Rem ovalPlan03
8485DES_RemovalPlan03
20615
16698
5021.34
BCOR B
16699
5021.39
BCOR E
16659
5024.10
STLT
11125
5024.86
STLT
12608
5026.17
STLT
24
5027.61
NO4 YPC ILLEG AYERS
12635
5027.83
STLT
11235
5029.94
STLT
16758
5032.75
STLT
132
+
00
133
+
00
134
+
00
135
+
00
136
+
00
137
+
00
0' 25' 50' 100'
HORSETOOTH RD
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
MILLER DRIVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
REMOVAL PLAN
HORSETOOTH & COLLEGE
JMB
DJH
Removal 3 of 5
105
.
34
'
E
X
I
S
T
I
NG
R
O
W
52.59'
EXISTING ROW
LEGEND
(PLANING)
REMOVAL OF ASPHALT MAT
REMOVAL OF ASPHALT MAT
PAVEMENT
REMOVAL OF CONCRETE
(SPECIAL) (DRIVEWAY)
REMOVAL OF CONCRETE
REMOVAL OF SIDEWALK
CURB RAMP
REMOVAL OF CONCRETE
REMOVAL OF MEDIAN COVER
GUTTER
REMOVAL OF CURB AND
REMOVAL OF GUTTER
REMOVAL OF WALL
132
+
00
12
SPNKCB
SPNKCB 12311
5034.33
SPCB
SPNKCB
FOV
W
GASV
W
WV
15694
5034.68
WVAL
WV
15694
5034.68
WVAL
EVRD
T
T
EVOV E-W
5
03
4
.92
SIG
EVSM
EVSM
SIG
PEDSIG
PEDSIG
EXISTING CDOT ROW
EASEMENT
CONSTRUCTION
TEMPORARY
ROW
EXISTING
PROPOSED ROW
EASEMENT
CONSTRUCTION
TEMPORARY
PROPOSED ROW
= COLLEGE STA 230+00
HORSETOOTH STA 130+00
= HCL HORSETOOTH RD
EXISTING SECTION LINE
EXISTING ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EXISTING CDOT ROW
EASEMENT
CONSTRUCTION
TEMPORARY
EXISTING ROW
= HCL COLLEGE AVE
EXISTING SECTION LINE
PROPOSED ROW
EXISTING ROW EXISTING ROW
ROW
EXISTING
(1 LS)
OF BRIDGE
REMOVAL
(1 LS)
BRIDGE (SPECIAL)
REMOVAL OF
EXISTING ROW
PROPOSED ROW
PROPOSED ROW
www.wilsonco.com
(303) 297-2693 fax
(303) 297-2976 main
Denver, CO 80202
1675 Broadway, Suite 200 Numbers
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:34:19 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\8485DES_Rem ovalPlan02
8485DES_RemovalPlan02
20615
TELP
13591
5031.34
TPED
SS
14421
5031.85
SSMH
16428
5032.36
STLT
12191
5033.43
STLT
11745
5033.60
TRVLT
11746
5033.78
TRVLT
VAULT
COMMUNICATION
128
+
00
129
+
00
131
+
00
132
+
00
229+00
231+00
232+00
0' 25' 50' 100'
HORSETOOTH RD
JMB
DJH
Removal
M
A
T
C
H
L
I
N
E
S
T
A
132
+
00
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
2 of 5
COLLEGE AVE
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
REMOVAL PLAN
HORSETOOTH & COLLEGE
M
A
T
C
H
L
I
N
E
S
T
A
228
+
40
M
A
T
C
H
L
I
N
E
S
T
A
232
+
00
99.7'
EXISTING ROW
99
.
84
'
E
X
I
S
T
I
NG
R
O
W
99.47'
EXISTING ROW
105.34
'
E
X
I
S
T
I
NG
R
O
W
128
+
00
132
+
00
232+00
LEGEND
(PLANING)
REMOVAL OF ASPHALT MAT
REMOVAL OF ASPHALT MAT
PAVEMENT
REMOVAL OF CONCRETE
(SPECIAL) (DRIVEWAY)
REMOVAL OF CONCRETE
REMOVAL OF SIDEWALK
CURB RAMP
REMOVAL OF CONCRETE
REMOVAL OF MEDIAN COVER
GUTTER
REMOVAL OF CURB AND
REMOVAL OF GUTTER
REMOVAL OF WALL
11
Structure
No Revisions:
Revised:
Void: Sheet Subset:
Detailer:
Designer:
STU M455-118
Sheet Number
Subset Sheets:
Date: Comments Init.
Sheet Revisions As Constructed
Print Date: 11/8/2017
Horiz. Scale:1:50 Vert. Scale: As Noted
Unit Leader Initials
Project No./Code
File Name:
Unit Information
jm burch 7:25:35 PM pw:\\wils-pw.bentley.com :wils-pw\Docum ents\8100-TRN\City of Fort Collins\17-100-064-00 Horsetooth and College\00000\Design\Drawings\8485DES_Rem ovalPlan01
8485DES_RemovalPlan01
20615
17073
5034.46
STLT
20
5034.73
NL TAG 24673
17049
5035.20
STLT
11929
5035.75
STLT
SIG
TVT
TVLT E-W
11829
5036.83
STLT
TVT
TVLT
122
+
00
123
+
00
124
+
00
125
+
00
126
+
00
127
+
0
0
128
+
00
0' 25' 50' 100'
HORSETOOTH RD
JMB
DJH
Removal
M
A
T
C
H
L
I
N
E
S
T
A
128
+
00
1 of 5
FOR BURIED UTILITY INFORMATION
CENTER OF COLORADO (UNCC)
UTILITY NOTIFICATION
www.uncc.org
(or 1-800-922-1987)
CALL 811
BEFORE YOU DIG
THREE (3) BUSINESS DAYS
REMOVAL PLAN
HORSETOOTH & COLLEGE
MASON STREET
99
.
61
'
E
X
I
S
T
I
NG
R
O
W
MASON STREET
LEGEND
(PLANING)
REMOVAL OF ASPHALT MAT
REMOVAL OF ASPHALT MAT
PAVEMENT
REMOVAL OF CONCRETE
(SPECIAL) (DRIVEWAY)
REMOVAL OF CONCRETE
REMOVAL OF SIDEWALK
CURB RAMP
REMOVAL OF CONCRETE
REMOVAL OF MEDIAN COVER
GUTTER
REMOVAL OF CURB AND
REMOVAL OF GUTTER
REMOVAL OF WALL
10
M-606-1
SUPERELEVATION STREETS (2 SHEETS)
EXCAVATION AND BACKFILL FOR BRIDGES (2 SHEETS)
PLANTING DETAILS
CONCRETE PAVEMENT JOINTS (5 SHEETS)
STRUCTURAL PLATE PIPE H-20 LOADING
SINGLE CONCRETE BOX CULVERT (2 SHEETS)
DOUBLE CONCRETE BOX CULVERT (2 SHEETS)
TRIPLE CONCRETE BOX CULVERT (2 SHEETS)
HEADWALL FOR PIPES
TYPE "S" SADDLE HEADWALLS FOR PIPE
HEADWALLS AND PIPE OUTLET PAVING
WINGWALLS FOR PIPE OR BOX CULVERTS
REINFORCED CONCRETE PIPE
PRECAST CONCRETE BOX CULVERT
CONCRETE AND METAL END SECTIONS (2 SHEETS)
INLET, TYPE C
INLET, TYPE D
CURB INLET TYPE R (2 SHEETS)
CONCRETE INLET TYPE 13
MANHOLES (3 SHEETS)
SUBSURFACE DRAINS
1-3 M-607-1
M-607-2
M-607-3
M-607-4
M-607-10
M-608-1
M-609-1
M-611-1
M-613-1
M-615-1
M-615-2
M-616-1
M-620-1
M-620-2
M-620-11
M-620-12
WIRE FENCES AND GATES (3 SHEETS)
CHAIN LINK FENCE (3 SHEETS)
BARRIER FENCE
PICKET SNOW FENCE
CURB RAMPS (10 SHEETS)
CATTLE GUARD (2 SHEETS)
ROADWAY LIGHTING (4 SHEETS)
EMBANKMENT PROTECTOR TYPE 3
EMBANKMENT PROTECTOR TYPE 5
INVERTED SIPHON
FIELD LABORATORY CLASS 1
FIELD OFFICE CLASS 1
FIELD OFFICE CLASS 2
M-210-1 MAILBOX SUPPORTS (2 SHEETS)
M-614-1 RUMBLE STRIPS (3 SHEETS)
M-629-1 SURVEY MONUMENTS (2 SHEETS)
19-30
EXCAVATION AND BACKFILL FOR STRUCTURES
17-18
31-32
33
34-38
40-41
42-43
44-45
46
47
49
50-53
54
55
58-59
60
61
62-63
64
65-67
73
M-606-13 GUARDRAIL TYPE 7 F-SHAPE BARRIER (4 SHEETS) 93-96
120-125
126-129
130-131
132-135
136-138
141
142
143
144
147
148
149-150
M-604-25 VANE GRATE INLET (5 SHEETS) 68-72
M-606-14 PRECAST TYPE 7 CONCRETE BARRIER (3 SHEETS)
M-607-15 ROAD CLOSURE GATE (9 SHEETS)
97-99
8
9
15-16
DIVIDED HIGHWAYS (3 SHEETS)
39
M-614-2 SAND BARREL ARRAYS (2 SHEETS) 139-140
(2 SHEETS)
S-614-40 TYPICAL TRAFFIC SIGNAL INSTALLATION DETAILS 184-188
(5 SHEETS)
(4 SHEETS)
S-614-8 TUBULAR STEEL SIGN SUPPORT DETAILS (6 SHEETS) 169-173
260
259
239-258
234-238
S-614-50 208-219
189-192
183
182
181
178-180
177
175
167-168
165-166
162-164
161
158-159
160
DELINEATOR INSTALLATIONS (7 SHEETS) 151-157
S-630-3 FLASHING BEACON (PORTABLE) DETAILS
PAVEMENT MARKINGS (8 SHEETS)
AND VERTICAL PANELS
BARRICADES, DRUMS, CONCRETE BARRIERS (TEMP)
TRAFFIC CONTROLS FOR HIGHWAY CONSTRUCTION
ALTERNATIVE TRAFFIC SIGNAL INSTALLATION DETAILS
TYPICAL MULTI-SIGN INSTALLATIONS
CONCRETE BARRIER SIGN POST INSTALLATIONS
TYPICAL POLE MOUNT SIGN INSTALLATIONS
FLASHING BEACON AND SIGN INSTALLATIONS (3 SHEETS)
STRUCTURE NUMBER INSTALLATION
MARKER ASSEMBLY INSTALLATIONS
FOR CLASS III SIGNS (2 SHEETS)
CONCRETE FOOTINGS AND SIGN ISLANDS
FOR GROUND SIGNS (2 SHEETS)
BREAK-AWAY SIGN SUPPORT DETAILS
CLASS III SIGNS (3 SHEETS)
CLASS II SIGNS
CLASS I SIGNS
GROUND SIGN PLACEMENT (2 SHEETS)
S-627-1
S-630-2
S-630-1
S-614-40A
S-614-22
S-614-21
S-614-20
S-614-14
S-614-12
S-614-10
S-614-6
S-614-5
S-614-4
S-614-3
S-614-2
S-614-1
S-612-1
M-603-4 CORRUGATED POLYETHYLENE PIPE (AASHTO M294)
S-614-11 MILEPOST SIGN DETAIL FOR HIGH SNOW AREAS
METAL PIPE (4 SHEETS)
M-603-5 POLYVINYL CHLORIDE (PVC) PIPE (AASHTO M304)
M-100-2
TEMPORARY EROSION CONTROL (11 SHEETS)
CURBS, GUTTERS, AND SIDEWALKS (4 SHEETS)
176
(24 SHEETS)
S-630-4
S-630-5
S-630-6 EMERGENCY PULL-OFF AREA (TEMPORARY)
S-630-7
PORTABLE RUMBLE STRIPS (TEMPORARY) (2 SHEETS)
13-14
56
57
103-105
106
107-109
110
111-119
265
263-264
ACRONYMS AND ABBREVIATIONS (4 SHEETS) 4-7
10-12
48
100-102
FIELD LABORATORY CLASS 2 (2 SHEETS) 145-146
S-614-9 PEDESTRIAN PUSH BUTTON POST ASSEMBLY 174
S-614-41 193
S-614-42 CABINET FOUNDATION DETAIL (4 SHEETS) 194-197
S-614-43 198-207
S-614-60 DYNAMIC SIGN MONOTUBE STRUCTURES (14 SHEETS) 220-233
261-262
DETAILS (2 SHEETS)
STEEL SIGN SUPPORT (TEMPORARY) INSTALLATION
266-268
(3 SHEETS)
ROLLING ROADBLOCKS FOR TRAFFIC CONTROL
(10 SHEETS)
TRAFFIC LOOP AND MISCELLANEOUS SIGNAL DETAILS
STATIC SIGN MONOTUBE STRUCTURES (12 SHEETS)
COLORADO
DEPARTMENT OF TRANSPORTATION
July 04, 2012
M&S STANDARDS PLANS LIST
NUMBER
PLAN
REVISED
NEW OR
TITLE
M STANDARD
NUMBER
PAGE
NUMBER
PLAN
REVISED
NEW OR
TITLE
M STANDARD
NUMBER
PAGE
NUMBER
PLAN
REVISED
NEW OR
TITLE
S STANDARD
NUMBER
PAGE
JULY 24, 2012)
(REVISED ON
JULY 24, 2012)
(REVISED ON
BY DESIGNATED PAY ITEM OR SUBSIDIARY ITEM.
AND REVISED, APPLY TO THIS PROJECT WHEN USED
ALL OF THE M&S STANDARD PLANS, AS SUPPLEMENTED
WILL BE ATTACHED TO THE PLANS.
TO THIS PROJECT, INDICATED BY A MARKED BOX ,
NEW OR REVISED STANDARD PLAN SHEETS APPLICABLE
(REVISED ON JULY 08, 2013)
(REVISED ON AUGUST 30, 2013)
(REVISED ON SEPTEMBER 16, 2013)
(REVISED ON OCTOBER 02, 2014)
(REVISED ON OCTOBER 02, 2014)
OCT. 02, 2014)
(REVISED ON
OCT. 02, 2014)
(REVISED ON
(REVISED ON DECEMBER 1, 2016)
S-614-44 PEDESTAL POLE SIGNALS (2 SHEETS)
TEMPORARY SPAN WIRE SIGNALS
(REVISED ON DECEMBER 12, 2014)
(REVISED ON DECEMBER 17, 2014)
(REVISED ON JUNE 17, 2016)
(REVISED ON JUNE 17, 2016)
(REVISED ON APRIL 2, 2015)
M-603-6
(AASHTO MP 20)
STEEL REINFORCED POLYETHYLENE RIBBED PIPE
M-611-2 DEER GUARD (2 SHEETS)
(NEW ON APRIL 30, 2015)
(NEW ON APRIL 30, 2015)
DEER FENCE, GATES, AND GAME RAMPS (5 SHEETS)
(REVISED ON APRIL 30, 2015)
M-216-1 SOIL RETENTION COVERING (2 SHEETS) (NEW ON JULY 16, 2015)
(REVISED ON AUGUST 13, 2015)
NOVEMBER 25, 2015)
(REVISED ON
NOVEMBER 25, 2015)
(REVISED ON
NOVEMBER 25, 2015)
(REVISED ON
DECEMBER 29, 2015)
(REVISED ON
M-606-1 GUARDRAIL TYPE 3 W-BEAM (20 SHEETS) OCTOBER 27, 2014) 74-92
(REVISED ON
TYPE 3 W-BEAM 31 INCHES (20 SHEETS)
MIDWEST GUARDRAIL SYSTEM (MGS)
AUGUST 10, 2017)
(REVISED ON
(REVISED ON MAY 24, 2016)
(REVISED ON MAY 24, 2016)
(REVISED ON JUNE 23, 2016)
(REVISED ON JUNE 23, 2016)
(REVISED ON JUNE 24, 2016)
(REVISED ON JUNE 17, 2016)
(REVISED ON JUNE 17, 2016)
(REVISED ON JUNE 17, 2016)
(REVISED ON DEC. 1, 2016)
(REVISED ON FEBRUARY 8, 2017)
(REVISED ON FEBRUARY 8, 2017)
(REVISED ON FEBRUARY 23, 2017)
Revised on August 10, 2017
1 of 2