FP00033126_MOBASHER_MCDOT_IGA_PARTIALLY_EXECUTED.PDF

Maricopa County — Formal (2022-06-08)

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Sponsored Research Agreement

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INTERGOVERNMENTAL AGREEMENT
COST REIMBURSABLE

ASU Reference No.FP00033126
Sponsor Reference No.

THIS INTERGOVERNMENTAL AGREEMENT (“Agreement”) is made and entered into
by and between:

County of Maricopa, a political subdivision of the State of Arizona, acting by and through
its Board of Supervisors (“Sponsor”), and the Arizona Board of Regents for and on behalf
of Arizona State University (“ASU”), an institution of higher learning established by the
laws of the State of Arizona, having a place of business at Centerpoint Suite 204, 660 S.
Mill Ave., Tempe, AZ 85281. Sponsor and ASU may be individually referred to in this
Agreement as “Party” or collectively as “Parties.”

WHEREAS, Sponsor desires to fund research to be performed by ASU, as described in
the scope of work attached hereto and incorporated herein as Exhibit A (the “Project”),
and ASU desires to conduct such work, the Project contemplated by this Agreement is of
mutual interest to Sponsor and ASU and furthers the educational, scholarship and
research objectives of ASU as a nonprofit, tax-exempt, educational institution.

WHEREAS, the Parties are authorized to enter into this Agreement with one another
pursuant to Arizona Revised Statutes (“A.R.S”). § 11-952 and other statutes.

WHEREAS, Sponsor is also authorized to enter into this Agreement pursuant to A.R.S.
§15-131 and §15-342(13); the Sponsor is authorized, pursuant to Arizona Revised
Statutes (A.R.S.) § 11-251 and §§ 28-6701 et. seq., to lay out, maintain, control and
manage public roads within Maricopa County.

WHEREAS, The Arizona Board of Regents (ABOR) is authorized to enter into agreements
by the Arizona legislature (A.R.S. § 15-1625.B)

NOW, THEREFORE, in reliance on the commitments and obligations set forth herein,
and with the intention of being legally bound hereby, the Parties agree as follows:

EFFECTIVE DATE. This Agreement will be effective as of the date of the last signature
below.

SCOPE OF WORK. ASU will use reasonable efforts to perform the services and deliver
any reports or other items specified in Exhibit A.

KEY PERSONNEL. ASU will provide Barzin Mobasher, as Principal Investigator (“PI”)
for work contemplated and performed under this Agreement.

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PERIOD OF PERFORMANCE. This Agreement will begin on April 15, 2022 and will
terminate on June 30, 2024. This Agreement may be modified or extended at any time
by mutual written consent of both Parties.

COMPENSATION. Compensation will be on a cost reimbursable basis. Sponsor will
reimburse ASU in an total amount not to exceed $125,000 for ASU's services hereunder.
Sponsor will remit not less than twenty five (25%) of the not to exceed total amount
contract price upon execution by both Parties of this Agreement, which ASU may hold as
a reserve. Sponsor acknowledges and agrees that ASU is not obligated to commence
work until ASU has received this initial payment in the $31,250 or 25% of the not to
exceed total amount. The balance of the contract price due under this Agreement will be
paid upon receipt of invoices from ASU issued monthly for the duration of the period of
performance up to the contract value less the reserve. Invoices are due and payable
within 30 days.

ASU reserves the right to subject invoices not paid within thirty (30) days of receipt of
the invoice by Sponsor to a 1% per month late fee on the unpaid balance for any
amounts not in dispute. ASU reserves the right to discontinue the services if Sponsor
fails to make payments within 30 days of receipt of invoice.

In the event of non-payment, ASU may terminate all further work on the Project and
seek full payment from the Sponsor for all work performed and all expenses incurred
including allocable costs, pursuant to the termination clause of this Agreement including
the collection of payment.

If it becomes necessary for ASU to commence collection proceedings or retain an
attorney to enforce any of the terms of this Agreement, the Sponsor will pay the
attorneys’ fees and the costs of collection incurred by ASU.

ASU invoices will be submitted to Sponsor at address provided in Notices provision.

Questions regarding payment will be directed to the person who issued the invoice or to
cashmanagement@asu.edu.

ASU remittance address and wire transmittal information will be presented on invoices.
To ensure prompt processing ASU requests remittances reference “Sponsor Award
Number” and “Principal Investigator” as identified on invoice.

PUBLICATIONS. The results of work performed under this Agreement must be
publishable and ASU and its employees and students engaged in work under this
Agreement shall be free to present at symposia or professional meetings, and to publish
in journals, theses or dissertations, or otherwise of their own choosing, methods and
results of the work performed under this Agreement. Upon written request by Sponsor,
copies of proposed manuscripts will be furnished to Sponsor for review prior to
publication. In no event will ASU delay publication for more than thirty (30) days from
date of submittal of manuscript for Sponsor review unless the parties have mutually
agreed to a longer period.

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NOTICES. All official notices, by either party, required or permitted under this
Agreement will be in writing and will be given by personal delivery against receipt
(including private courier such as FedEx), email with “Read Receipt” or certified U.S.
Mail, return receipt requested. All notices will be sent to the addresses below or such
other addresses as the parties may specify in the same manner. Notices will be deemed
to have been given and received on the date of actual receipt or on the date receipt was
refused. Addresses are as follows:

For ASU: Office for Research & Sponsored Projects Administration
Arizona State University
USPS address: PO Box 876011, Tempe, AZ 85287-6011
Courier address: Centerpoint, Suite 204, 660 S. Mill Ave., Tempe, AZ 85281
Email: asu.awards@asu.edu
Email cc: Barzin Mobasher Barzin@asu.edu

For Maricopa County:

Jennifer Toth, MCDOT Director/County Engineer
2901 West Durango Street, Phoenix, Arizona 85009

For ASU invoice transmittal to Sponsor financial contact:

Department of Transportation Finance
2901 West Durango Street, Phoenix, Arizona 85009
mcdotfinance@maricopa.gov

Either Party may notify the other of a change in the address to be used in
connection with notices without running afoul of any obligation for mutual
agreement.

ENTIRE AGREEMENT; AMENDMENTS; COUNTERPARTS. This Agreement constitutes
the entire understanding between the Parties relating to the subject matter hereof, and
supersedes any other agreement or understanding between the parties. No amendment
or modification to this Agreement will be valid or binding upon the Parties unless made in
writing and signed by each party. This Agreement may be executed in counterparts,
each of which will be deemed an original. The Parties agree that should any part of this
Agreement be held to be invalid or void, the remainder of the Agreement will remain in
full force and effect and will be binding upon the Parties. Electronically transmitted and
imaged copy signatures will be fully binding and effective for all purposes.

WAIVERS. No waiver of this Agreement will be valid or binding unless written and
signed by the Parties. Waiver by either party of any breach or default of any clause of
this Agreement by the other party will not operate as a waiver of any previous or future
default or breach of the same or different clause of this Agreement.

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ASSIGNMENT. Neither party may transfer or assign this Agreement or any of other
party’s rights or obligations hereunder, directly or indirectly, or by operation of law,
without that party’s prior written consent, and any attempt to the contrary will be void.

GOVERNING LAW AND VENUE. This Agreement will be governed by the laws of the
State of Arizona without regard to any conflicts of laws principles. ASU’s obligations are
subject to the regulations/policies of the Arizona Board of Regents. Any proceeding
arising out of or relating to this Agreement will be conducted in Maricopa County,
Arizona. Each party consents to such jurisdiction, and waives any objection it may have
to venue or convenience of forum.

FAILURE OF LEGISLATURE TO APPROPRIATE. In accordance with ARS § 35-154, if
ASU’s performance under this Agreement depends on the appropriation of funds by the
Arizona Legislature, and if the Legislature fails to appropriate the funds necessary for
performance, then ASU may provide written notice of this to Sponsor and cancel this
Agreement without further obligation of ASU. Appropriation is a legislative act and is
beyond the control of ASU.

CONFLICT OF INTEREST. If within three (3) years after the execution of this
Agreement, Sponsor hires as an employee or agent any ASU representative who was
significantly involved in negotiating, securing, drafting, or creating this Agreement, then
ASU may cancel this Agreement as provided in Arizona Revised Statutes (ARS) § 38-
511.

INDEPENDENT CONTRACTOR. ASU is an independent contractor and will be free to
exercise its discretion and independent judgment as to the method and means of
performance of its work hereunder. ASU employees will not be considered employees of
Sponsor, and neither ASU nor Sponsor personnel will, by virtue of this Agreement, be
entitled or eligible, to participate in any benefits or privileges given or extended by the
other party to its employees.

TERMINATION. Either party may at any time terminate this Agreement by giving the
other party not less than thirty (30) days prior written notice. In the event this
Agreement is canceled by Sponsor, Sponsor will remain responsible for payment to ASU
for all work performed through the date of termination and for reimbursement to ASU of
all non-cancelable commitments incurred in the conduct of the research. Non-cancelable
commitments will include employment commitments to ASU personnel through the end
of the semester following any such termination by Sponsor. In the event ASU terminates
this Agreement any unused funds from the advance will be returned.

DISPUTE RESOLUTION. In the event of any dispute, claim, question, or disagreement
arising from or relating to this Agreement or the breach thereof, the Parties hereto will
use their reasonable efforts to settle the dispute, claim, question, or disagreement. To
this effect, they will consult and negotiate with each other in good faith and, recognizing
their mutual interests, attempt to reach a just and equitable solution satisfactory to both
Parties. The parties acknowledge that disputes arising from this Agreement may be
subject to non-binding arbitration in accordance with applicable state law and court
rules.

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INSURANCE. ASU maintains general liability insurance and worker’s compensation
coverage as required by state law and pertinent federal laws and regulations under the
State of Arizona Risk Management Plan.

NONDISCRIMATION. The Parties agree to comply with all applicable state and federal
laws, rules, regulations and executive orders governing equal employment opportunity,
immigration and nondiscrimination, including the Americans with Disabilities Act. If
applicable, the Parties will abide by the requirements of 41 CFR §§ 60-1.4(a),
60-300.5(a) and 60-741.5(a). These regulations prohibit discrimination against
qualified individuals based on their status as protected veterans or individuals
with disabilities, and prohibit discrimination against all individuals based on
their race, color, religion, sex, or national origin. These regulations require that
covered prime contractors and subcontractors take affirmative action to employ
and advance in employment individuals without regard to race, color, religion,
sex, national origin, protected veteran status or disability.

ADVERTISING, PUBLICITY, NAMES AND MARKS. Sponsor will not do any of the
following, without, in each case, ASU’s prior written consent: (i) use any names, service
marks, trademarks, trade names, logos, or other identifying names, domain names, or
identifying marks of ASU (ASU Marks), including online, advertising, or promotional
purposes; (ii) issue a press release or public statement regarding this Agreement, except
for documents used for internal consumption by Sponsor; or (iii) represent or imply any
ASU endorsement or support of any product or service in any public or private
communication. Any permitted use of ASU Marks must comply with ASU’s requirements,
including using the ® indication of a registered mark.

Force Majeure. With the exception of a party’s payment obligations, no liability shall
result from the delay in performance or nonperformance caused by force majeure or
circumstances beyond the reasonable control of the party affected, including, but not
limited to, acts of God, fire, flood, substantial snowstorm or other weather condition,
war, terrorism, embargo, any United States or foreign government regulation, direction
or request, accident, disease, pandemic or epidemic, strike or other labor dispute or
labor trouble, civil unrest, or any failure or delay of any transportation, power,
equipment or communications system, other emergencies that disrupt a party’s
operations, or any other or similar cause beyond that party’s reasonable control.

The party which is so prevented from performing shall give prompt notice to the other
party of the occurrence of such event of force majeure, the expected duration of such
condition and the steps which it is taking to correct such condition. This Agreement may
be terminated by either party by written notice upon the occurrence of such event of
force majeure which results in a delay of performance hereunder exceeding thirty (30)
days.

**SIGNATURE PAGE FOLLOWS**
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5/6/2022
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EXHIBIT A

Scope of Work and Budget

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Ultra-High-Performance Concrete (UHPC) for Repair
and Rehabilitation of Bridge Deck Connections

A Proposal Submitted to
Maricopa County Department of Transportation
By

Barzin Mobasher, PhD, PE; Professor
(barzin@asu.edu)

Narayanan Neithalath, PhD; Professor
(Narayanan.Neithalath@asu.edu)

School of Sustainable Engineering and Built Environment
Arizona State University, Tempe AZ

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1.0 Project Motivation
This project is motivated by the need of the Maricopa County Department of Transportation (MCDOT) to
rehabilitate several bridge structures managed by MCDOT. Poor connections between deck panels, and the
consequent stress concentrations, have resulted in significant damage in many bridge superstructures, which
needs to be repaired. Ultra-high-performance concrete (UHPC) is a recommended material to carry out
such rehabilitation procedures. They have gained acceptability in the construction and repair industry due
to their ability to provide exceptional mechanical and durability properties.
The impediments to the adoption of this technology include the very high costs due to the proprietary nature
of mixture formulations which employ a large amount of cement, fibers, chemical admixtures, and specially
blended aggregates to meet the design criteria in terms of strength, durability, ductility, and residual strength
capacity. Currently, MCDOT faces challenges with the high unit cost of proprietary UHPC mixtures for
bridge rehabilitation projects. In this scenario, there is a need to develop UHPC mixtures using locally
available materials at a much lower cost than those of proprietary options to satisfy the design requirements
of strength, ductility, economy, and durability.
Arizona State University (ASU) will work with MCDOT and local material producers and suppliers in the
Phoenix area to develop economic UHPC mixtures that can be used by MCDOT. ASU will further develop
a standard procedure that can be implemented to rehabilitate several MCDOT bridges using the developed
UHPC mixtures. Moreover, ASU will also work with MCDOT to develop other high-performance mixtures
for bridge deck repair and strengthening, including polymer modified concretes and flowable grouts, to
ensure that MCDOT has a family of performance-and-cost efficient materials to choose from.
2.0 Introduction
Ultra-high-performance concrete (UHPC) is a special class of cementitious materials with very high
mechanical properties and enhanced durability. Compressive strengths above 20 ksi are generally reported
for UHPC mixtures [1,2]. UHPC is constituted by employing a strictly controlled gradation of particles
(including cement, cement replacement materials such as silica fume and fine and coarse aggregates), fibers,
and a very low water-to-binder ratio (w/b) of 0.2 to 0.3. The very low w/b demands the use of higher-than-
normal amounts of chemical admixtures, including high-range water reducers and viscosity modifiers.
When reinforced with high volumes of steel fibers (in the order of 2-3% by volume), they exhibit high
tensile strengths and strain hardening [3], making them useful for many high-end structural applications.
The U.S Federal Highway Administration and several state Departments of Transportation have been
investigating the use of UHPC for deck-level connections between modular precast components that are
heavily stressed in service [4,5]. While immense efforts have focused on the use of UHPC for such special
applications, the downside remains the cost of implementation of these mixtures. The high cost of
proprietary UHPC mixtures will ultimately limit the potential application of this novel material unless more
cost-effective alternatives are found. Thus it is critical to develop cost-effective UHPCs using commonly
available materials and conventional concrete production methods.
ASU has recently developed a multi-tiered approach based on fundamental principles of particle packing,
rheology, hydration of cement and cement replacement materials, and composite materials technology to
redesign the matrix and reinforcing elements in UHPC [7-13]. A successful demonstration of this approach
was through the development of non-proprietary UHPC mixture designs using local sources of aggregates
and cement substitution products for the Arizona Department of Transportation (ADOT) [14]. In addition,
ASU has also developed the software to determine the optimal packing and design of the aggregate
distribution, cementitious binders, and fiber reinforcement in UHPC.

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3.0 UHPC Materials Formulation
Several studies in the recent past have elucidated the mixture design of UHPC, to achieve high mechanical
properties and durability. This is generally accomplished through a combination of high cement content,
low water-to-binder ratio (w/b), high admixture dosage (water-reducing and viscosity modifying
admixtures), elimination of coarse aggregates, and incorporation of high volumes of steel fibers [15-20].
However, the very high cement content poses durability- and sustainability-related challenges [21,22]. This
has led to the use of a variety of cement replacement materials in UHPC, including commonly used
materials such as fly ash, slag, silica fume, and metakaolin [23-28]. However, contrary to the high-
performance concretes (HPC) that generally limit silica fume or metakaolin contents to less than 10% by
mass of the cementing materials, UHPCs can contain much higher proportions of these materials for
enhanced mechanical performance. This increases both the material and processing cost of UHPC.
Moreover, the presence of large amounts of fine materials enhances chemical and autogenous shrinkage,
resulting in increased early-age cracking [29]. The use of other cement replacement materials such as
limestone and a variety of nanomaterials also have also found applications in UHPC [30-36].

Figure 1: Graded aggregates and fibers used in the production of ASU’s cost-effective UHPC mixtures

Figure 2: The aggregate packing and gradation process used to obtain UHPC mixtures

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ASU’s UHPC material formulations are designed to mitigate the adverse impacts of high cement content
in UHPC mixtures and to provide overall enhancements in strength, durability, and ductility. Our mixtures
are designed with a low water-to-binder ratio (w/b) of 0.20 or less, as well as a high dosage of chemical
admixtures; and incorporate supplementary cementitious materials such as slag, fly ash, limestone, and
metakaolin to be able to achieve the target strengths above 20 ksi at 28 days. Our approach is built around
three fundamental steps: (1) binder (paste) design, (2) aggregate packing and optimization, and (3) testing
to ensure desired properties of the material. The binder design aims to minimize the cement content, yet
provide adequate particle packing to achieve desirable strengths and rheological (flow) properties. The
aggregate design component is unique to our formulations – most of the proprietary UHPCs are basically
mortar mixtures – where graded aggregates (see Fig. 1) are used to enhance mechanical properties and
volume stability of UHPCs, at the same time, lowering the cost. The aggregate packing approach
(implemented in easy-to-use software) is shown in Fig. 2.
4.0 Designing Bridge Connection Components using UHPC
A focus of this project is to provide guidance to MCDOT towards the development and field
implementation of a new bridge design and deployment procedure using field-cast UHPC connections
indicated in Figure 5, for a bridge replacement of the Palo Verde Road Bridge over the RID Canal owned
and operated by MCDOT. This specific first project on UHPC implementation is scheduled in October and
November of 2022. Since time is of the essence in working with MCDOT, our initial effort will primarily
concentrate on the selection of potential UHPC material suppliers, and a subcontractor on the project for
the UHPC materials, mixing, placement, forming, finishing, etc.
The second phase of the project will place a larger focus on providing testing, analysis and guidance for
existing voided slab bridges utilizing field-cast UHPC connections, a structural moment-resisting
connection for the transfer of shear forces and an UHPC bridge overlay indicated in Figure 6, for multiple
bridges owned and operated by MCDOT.
Connections of prefabricated structural elements in bridge construction has been an important application
area of field-cast UHPC. Many bridges have been constructed with field-cast UHPC connections for precast
bridge elements in North America. The high strength, ductility, serviceability, and durability properties of
UHPCs allow for strong, ductile, damage-free, and corrosion-resistant connections (instead of steel
connections). These connections can be constructed with ease and help extend the service-life of the
bridges. The strength, durability, and fatigue life of these elements far exceed the similar properties of
precast components currently in service. Due to the high compressive and post-cracking tensile strengths,
steel fiber reinforcement in UHPC improves internal distribution of stresses. They provide confinement of
embedded rebar and reduce the rebar development length such that the repair can be accomplished using
the existing gap between the two precast panels without the need of replacing or moving them. It is expected
that within 24 hours, the connection elements will gain sufficient strength to be subjected to construction
or traffic loads.
This project, in addition to developing economical UHPC mixtures for deck connections, also intends to
develop methods for field implementation of joints and structural connections to connect the individual slab
girders to one another along the longitudinal direction of the bridge. The intention of this repair strategy is
that the connected beams fully participate in distributing the imposed traffic loading. Due to the
concentrated wheel loads on one or several beams, the differential movement of each beam with respect to
the other sections is the likely source of fatigue failure of the connection.
The structural design requirement for the UHPC connection pours is based on the criteria that they should
be anchored to both sides to distribute the concentrated wheel load near a joint. Figure 3 shows a schematic
diagram of two precast bridge panels with protruding reinforcements for new construction. Casting of
UHPC in the closure pour will connect the two elements together and provide the anchorage of the two
sections. In the present case of rehabilitation, the internal rebars are not extended outwards, which requires
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drilling and anchoring several shear anchors in each precast panel in order to meet the load transfer
requirements.

Figure 3: Schematic diagram of precast bridge panels with protruding rebars for new UHPC joint
construction used in the U.S
Our design methodology is based on the approach that the connection pours are as stronger, more ductile,
more fatigue resistant, and workable for placement and curing as compared to the original panels used for
traffic loading. UHPC Connections based on Figure 3 have previously been verified by the structural
calculations developed by the ASU team. Figure 4 shows the moment-curvature response of a UHPC beam
compared to an equivalent section of a conventional reinforced concrete beam element. Note that the UHPC
is much stiffer and stronger than the conventional reinforced concrete section.

Figure 4: The moment-curvature response of a UHPC beam compared to an equivalent section of a
conventional reinforced concrete beam element.

5.0 Proposed Work Plans
Work Plan 1. UHPC for the Palo Verde Road Bridge over the RID Canal
The deck connection diagrams developed by MCDOT for the proposed project on the Palo Verde Road
Bridge over the RID Canal are shown in Figs. 5a and 5b. Recommendations for the UHPC for the Palo
0
20
40
60
Moment, kip-ft
0
20
40
60
80
100
Moment, kN-m
0
0.002
0.004
Curvature, 1/in
0
0.04
0.08
0.12
0.16
0.2
Curvature, 1/m
Section 1, RC
Section 2, UHPC Joint
Maximum Moment
Capacity
E1=4600 ksi, fc1'=4.3 ksi, , ω1=14
E2=6700 ksi, fc2'=19 ksi, , ω2=16
γ =1, α=0.9, λcu=60, ρs=0.0074, µ=0.5
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Verde Road Bridge project will be based on UHPC work previously performed at ASU. The proposed
research-and-implementation plan is divided into four major components as discussed below:
1. Identify local sources of starting materials, and work with local material suppliers and concrete
producers, and the predetermined UHPC subcontractor to procure cement replacement/filler materials
that can be used in 5 to 6 cubic yard of concrete volume required for this specific application. The steps
involve:
a) the processes to ascertain the blending of aggregates of known sizes and properties that are ideal
for UHPC manufacture,
b) identify and obtain product properties from various vendors for locally available concrete
admixtures, and
c) Validate the performance of various admixtures in terms of early-age properties and rheological
response (flow properties needed for connection pours) of pastes and concretes in addition to the
determination of strength development for the opening to traffic and 28-day strength.

Work Plan 2. UHPC connections and overlays for various future work on MCDOT prestressed
voided slab bridges
1. Design preliminary UHPC overlay mixtures using the above-mentioned materials by focusing on early-
age properties and workability, mechanical properties, and long-term durability. In terms of
workability and early age properties, the flow characteristics, rate of strength gain, and placement of
the selected large volume UHPC overlay mixtures will be used as the metrics. Evaluation of the
mechanical properties addresses strength, elastic modulus, shrinkage, and toughness. Durability
properties to be evaluated include chloride ion penetration and restrained shrinkage cracking. Select
combinations of cement, fibers, cement replacement materials/fillers, and admixtures that satisfy the
workability, compressive strength, ductility, workability, and curing requirements for the future
proposed projects will be provided. The Centennial Road Bridge over the CAP Auxiliary Canal will
be used as the case study for the proof of concept.
2. Conduct a series of interviews with and select a partner from local ready-mix producers and/or MCDOT
JOC contractors for field implementation of UHPC mixtures. Work with the ready-mix concrete
producers and/or MCDOT JOC contractors to develop a mixture formulation that comes closest to the
laboratory-developed mixtures in terms of fresh and hardened UHPC properties that can be provided
in quantities ranging from 12 cubic yards to 500 cubic yards for UHPC overlays.
3. Provide recommendations to MCDOT, and support the MDOT engineering and construction team
and/or MCDOT consultants by providing training sessions and participating in the field implementation
of the UHPC mixtures in the bridge rehabilitation projects utilizing UHPC overlays. Document and
validate the newly developed procedure as well as a set of guidelines for using the developed
methodology on the remaining 10 or more bridge repair projects planned during 2024 to 2028. Further
development of UHPC mixtures and assisting MCDOT with writing and modifying the specifications
for UHPC for bridges where UHPC overlays are also considered.
4. Provide recommendations to MCDOT for this project to address testing, analysis, and guidance for
existing voided slab bridges utilizing field-cast UHPC connections, a structural moment-resisting
connection and an UHPC bridge overlay indicated in Figure 6, for multiple bridges owned and operated
by MCDOT.
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Figure 5a: Deck connection diagram developed by MCDOT for the Palo Verde Road Bridge over
RID Canal

Figure 5b: Detail of the as-is Deck connection diagram developed by MCDOT for the Palo Verde
Road Bridge over RID Canal

Figure 6: Schematic of new UHPC overlay and connection details provided by MCDOT retrofit plan for
the gap between two new precast slabs will be constructed using UHPC materials for the Palo Verde
Road Bridge over RID Canal
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5. To provide the structural design calculations, several tasks will be accomplished including the
development length determination of reinforcements and metal anchors in ordinary concrete and
UHPC. The structural moment capacity of the single anchor bolt or rebars will be calculated and
used to compute the maximum spacing of the anchor elements. The tensile and compressive
response of the UHPC will be incorporated into the design of the reinforced UHPC connection pour
section. Appendix A provides an overview of the currently available methodologies to properly
design for the load transfer capability of the shear key. Additional work in this area consists of the
proof of concept and validation of the proposed design methodology which will be based on mock-
up design and validation testing for the joints that contain the proposed closure pour method. The
section will be tested under the design specifications to meet the expected imposed loads (currently
set as a single wheel load of 16 kips) plus impact and other related AASHTO load factors, multiple
present factors, fatigue resistance, etc. A detailed procedure for the selection of the geometry of the
testing specimen, fabrication procedures for laboratory and field applications, testing protocol,
analysis methods and finite element nonlinear modeling of the joint sections is being developed.
The proposed efforts will ensure that the existing p/s and new UHPC materials and structural
connections (Figure 6) will provide the structural resistance required as specified by the design
procedures of MDOT. (Refer to engineering basis sheets for loads – green sheets by J. Camp dated
3-28-2022 and the proposed revisions by ASU)

Detailed Work Plan and Associated Tasks
Work Plan 1. UHPC for the Palo Verde Road Bridge over the RID Canal
Task 1.1- Development of a laboratory-based UHPC mixture design from previous ASU research
In this task, ASU will develop an appropriate UHPC mixture design based on our experience. The materials
used will include a Type I/II OPC conforming to ASTM C 150, Class F fly ash, limestone powder, and
microsilica (silica fume). The focus will be placed on direct implementation for mixing, forming, placing,
finishing, and curing of the UHPC joint. MCDOT would prefer an UHPC mix that would not require a top
form over the joint to hold UHPC in place until setup. This requirement is conditional on a stable grade of
the joint and the possibility of flow of excess UHPC down the slope.
The mixtures will have 30-40% by volume of sand (i.e., these are paste-rich mortars, to help achieve the
desired compressive strengths in excess of 15 ksi). The mortars will be proportioned with a water-to-binder
ratio (w/b) of around 0.20, along with a polycarboxylate ester (PCE)-based superplasticizer. The aggregate
network consists of sizes ranging from 0.008 inch (fine sand) to 0.25 inch (larger coarse aggregate). The
compressive strength of these mortars will be tested after 3, 7, and 28 days of curing in a moist environment.
The optimal mortar mixtures, in terms of strength, workability, and cement reduction, can be considered
for implementation in the Palo Verde Bridge.
Task 1.2 Field implementation Plan for UHPC joints
In this task, ASU and MCDOT will invite and introduce two bridge repair JOC contractors to UHPC
mixtures developed by ASU and means of field implementation. MCDOT will assign a contractor to
perform a field trial on a joint similar to those shown in Figures 5a and 5b. The contractor will be allowed
to provide the UHPC mixture themselves or work with the ready-mix concrete suppliers determined from
Task 2. This UHPC mixture and the process adopted will be used in the repair process in the actual bridges
where joints need to be repaired and strengthened.
ASU will work with MCDOT to select a local ready-mix supplier who is willing to test the trial UHPC
mixtures in their facilities and is willing to supply the UHPCs for the field implementation process in
different locations in Maricopa county where the bridge repairs are to be done. ASU will work with the
ready-mix producer and the suppliers of raw materials (e.g., fibers, admixtures etc.) to ensure that these
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materials are available to the ready-mix concrete producer and that there are facilities to store these
materials at the plant. ASU will work with the concrete producer to implement the trial mixture from Task
1 that showed the best performance, under the operating conditions of the ready-mix producer, to ensure
that desired performance is obtained. Additional measures that need to be taken during UHPC mixing and
curing will be communicated to the concrete producer. Samples will be made in the ready-mix concrete
producer’s facility, which will be tested at ASU at the end of the curing duration to confirm compliance
with the as-designed mixture.
Task 1.3
The ASU team, in consultation with MCDOT, will develop a material supplier list to identify the approved
raw materials for the implementation of the UHPC in closure pours. There are local suppliers for all the
starting materials described in the previous sections. Once the suppliers are identified and chosen, samples
of materials will be obtained from them, and the mixture designs will be verified, to ensure that the best
performance is obtained.
Tasks 1-3 will be carried out to enable actual implementation of the field installations of the bridge joints,
scheduled in November 2022.

Work Plan 2. UHPC connections and overlays for various future work on MCDOT prestressed
voided slab bridges
Task 2.1- Development of a laboratory-based UHPC mixture design for overlays and connections
between girders
In this task, ASU will develop several UHPC mixture designs. The materials used will include a Type I/II
OPC conforming to ASTM C 150, Class F fly ash and metakaolin conforming to ASTM C 618, slag
conforming to ASTM C 989, limestone powder conforming to ASTM C 568, and micro-silica (silica fume)
conforming to ASTM C 1240. The focus will be placed on placing, finishing and curing UHPC overlay
flatwork. All of these materials are commercially available in Arizona and none is proprietary. Limestone
powders with two different median particle sizes (1.5 µm and 3.0 µm) will be used to ensure improved
particle packing. The idea of blending so many ingredients and components is to support the final packing
density goal and ensure both physical space-filling and chemical reactivity. We will develop several mortar
mixtures (at least 10) such that the total cement replacement level by a combination of the above-mentioned
materials is 20-40% (by mass), so that the resulting mixtures will be economical. The mixtures will have
30-40% by volume of sand (i.e., these are paste-rich mortars, to help achieve the desired compressive
strengths above 15 ksi). The mortars will be proportioned with a water-to-binder ratio (w/b) of around 0.20,
along with a polycarboxylate ester (PCE)-based superplasticizer. The superplasticizer dosage will be
adjusted to provide a lesser degree of flowability for UHPC overlays. The compressive strength of these
mortars will be tested after 3, 7, and 28 days of curing in a moist environment. The optimal mortar mixtures,
in terms of strength, workability, and cement reduction, can be considered for closure pours. However, we
will also design concrete mixtures with smaller coarse aggregates as described below, which could further
enhance the properties of UHPC, as well as result in an increased economy.
Two to three mortar mixtures with high strength and flowability, along with optimal levels of cement
replacement, will be chosen for UHP concrete proportioning. Here, we will use coarse aggregates (smaller
than #4) in addition to fine aggregates, to provide stability to the paste phase. The aggregate network
consists of sizes ranging from 0.008 inch (fine sand) to 0.25 inch (larger coarse aggregate). We will
implement a compressible packing model to optimize the amounts and sizes of coarse and fine aggregates
to attain the maximum packing fraction of aggregates. This optimal amount will be combined with the paste
phase to produce the concretes that will be used in the detailed laboratory-based testing phase.
The mixing process will be implemented following a procedure that we have developed in the past, to obtain
highly workable yet workable UHPC overlay mixtures. The visual appearance of the final steel fiber
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reinforced, self-consolidating UHPC mixtures that can be used in closure pours is shown in Fig. 7. Note
that the mixture proportioning procedure will be modified to enable closure pours as well as UHPC overlays
(see Task 4).

Figure 7: Highly flowable UHPC mixtures for closure pours, based on past work at ASU
The mixtures developed will be tested for compressive and flexural strengths, stress-strain response in
compression and flexure to measure ductility and post-peak performance, and durability (including
moisture and ionic transport – though chloride ion transport is not a required performance criterion in
Maricopa county, we will do such tests also to provide a comprehensive understanding of the material
performance). We will select the best performing mixture – that satisfies workability, ease of forming,
finishing, curing, strength, and durability, along with minimal cost – to implement in the field for bridge
rehabilitation.

Task 2.2 Field implementation of UHPC joints
In the next phase of the work, ASU and MCDOT will work together to determine a field implementation
plan for bridges where new connection details, as well as overlays, are needed. Figure 6 shows an example
developed by MCDOT, where new UHPC overlays and connections between the girders will be
implemented. ASU and MCDOT will use the specific, application-based UHPC or other mixtures
developed as part of this work towards these rehabilitation strategies. The connections will be designed
using applicable AASHTO or other standards. ASU will assist MCDOT in determining the materials and
design for this application. We will cast scaled-down versions of the chosen designs or similar test
configurations, and evaluate their performance in the laboratory to ensure that the chosen materials and
design work adequately.

Task 2.3 – Design Validation of UHPC overlays and Structural details of the connections
The research team will develop several methodologies for the proper design of the shear key reinforcement.
A detailed literature search will be conducted and the most appropriate procedures developed throughout
the US and Canada using UHPC connection pours for rehabilitation of bridges will be selected and validated
using the finite element analysis and other structural analysis methods. Several specimens of the mock-up
of the plans will be used to address the state of stress as well as the deformations in the shear key regions
and how the proper reinforcement of these elements can be accomplished to carry the expected load placed
on the Shear key. After these proposals and models for testing and analysis are presented to the MDOT, an
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11
approach that is compatible with the expectations of the MDOT will be selected and verified through testing
and full validation.
The research team will provide recommendations to MCDOT to provide testing, analysis, and guidance for
existing voided slab bridges utilizing field-cast UHPC connections, a structural moment-resisting
connection and an UHPC bridge overlay indicated in Figure 6.a and 6.b, for multiple bridges owned and
operated by MCDOT.
The design of overlays will ideally use the same formulation as the connection pours, however, the flow
characteristics of the two UHPC systems will be inherently different. For the connections pours, a self-
consolidating mixture is required so that the filling of the sections and tight corners are accomplished. For
the overlays, a stiffer mixture is required which can be laid to the desired thickness.
The research team will develop various methodologies to control the viscosity range so that a pourable
UHPC overlay mix can be placed on bridge cross slopes and profiles slopes and retain the finished shape
during setup without requiring top forming. The flatwork slopes of bridges are commonly in the range of 2
to 4%, and 6% is not uncommon. The research team will develop and test various UHPC mixes for flatwork
placement with no top form and at a 6% slope. Finishing methods to achieve a friction surface for traffic
vehicles on the overlay will also be recommended by the research team.
Task 2.4 Documentation Development
The field trial for this application consists of task coordination with MCDOT by conducting a first trial mix
at MCDOT concrete yard to prepare several scaled-down demonstration sections that mimic the actual
rehabilation/overlay process. This plan will be completed at least two weeks before any formal repair starts.
The results will be presented to MCDOT, and used as a verification for the proposed methodology. For the
field implementation, the following steps are suggested:
•
Site preparation, and removal of the exiting connection pour through the use of chiseling or jack
hammer;
•
Cleaning up of the location of the new closure pour, such as through sand blasting of the exposed
surfaces and preparation (e.g., by drilling) for placement of anchor bolts, dowel bars, and/or shear
keys;
•
Placement of the post-installed anchors in the prepared locations;
•
Mixing of UHPC in the field, based on the guidelines developed during trial studies; Collection of
test samples for flexural and compressive strength test at ASU;
•
Application of the UHPC mixtures in the field (for joints and/or as overlays), placing and finishing by
a qualified crew designated by MCDOT and concrete supplier; and
•
Implementation of the proposed short-term and long-term curing procedures, opening to traffic and
service life implementation.
The first UHPC overlay placement work is not planned until a later time – likely to begin in the fall of 2023
or as late as fall of 2024)
Task 2.5 – Compilation of lessons learned and technology transfer to MCDOT
A final report will be delivered to MCDOT that addresses the UHPC mixture design and specifications for
standard bridge repair of the type discussed in this proposal. The test results and the experiences gained
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12
will be summarized as a report to address the lessons learned and convert the experience to a set of
performance guidelines that can be implemented towards the rehabilitation of the remaining bridges, under
oversight from the ASU team. In addition, the ASU team will develop detailed protocols and plans for
mixture design and repair implementation for additional bridges that are similar in span and loading, that
demonstrate similar deficiencies. In this technology transfer phase of the project, ASU will work with
MCDOT engineers to familiarize them with the UHPC material designs and processing procedures, so as
to enable the use of economical UHPC mixtures designed from local materials, and processed in-situ, as a
standard bridge repair material. The quality control and assurance (QC/QA) specifications that are required
will also be provided.
Task 2.6 – Reporting Procedures
Monthly/quarterly written reports regarding the progress will be provided to MCDOT. Regular meetings
will be coordinated via zoom or in person. A mid-term report will be provided before the initiation of the
field implementation component of the project. The final report will be submitted to MCDOT no later than
30 days after the completion of the project. The final report will provide sufficient background and
validation for the materials and processes and economical and efficient bridge repair techniques for
MCDOT. The emphasis will be on ensuring economy and enhanced service-life. Developing better
performing connection joints extends the service-life of bridges and reduces the maintenance frequency,
time, and the agency-and-user costs. Guidelines will be developed and reported to MCDOT. Finally, it is
expected that these specifications and developed test methods will be adopted by other state agencies for
repair and rehabilitation of similar structural elements.
6.0 Budget
The ASU team anticipates a budget of $125,000 for an 18-month project. This accounts for all the tasks
mentioned in this proposal. ASU team will work with MCDOT on the remaining bridges on a case-by-case
basis, providing the necessary changes in UHPC proportioning and repair type based on the bridge type,
loading, and the severity of damage, and the availability of local materials.

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Appendix A.

Shear Friction Theory

The most relevant design expressions proposed are based on Shear-friction provisions of design codes for
the UHPC materials. The strength of concrete-to-concrete interfaces, subjected to longitudinal shear
stresses, can be predicted using the ‘‘shear-friction theory’’. This theory was first presented in 1966 and
was adopted in all design codes for reinforced concrete structures. The ‘‘shear-friction theory’’ assumes
that the shear forces transfer mechanism at a concrete-to-concrete interface, subjected simultaneously to
shear and compression forces, is ensured by friction only. A simple saw-tooth model is usually adopted to
exemplify the basic principles of this theory (Fig. A,1). The three main forces that provide resistance are
the concrete to concrete friction, geometry interlock, and the dowel action as shown in Figure A.1. The
influence of both reinforcement placed crossing the interface and external forces acting normal to the shear
plane is considered. The ‘‘shear-friction theory’’ can be used to predict the shear strength of different types
of concrete-to-concrete interfaces. Similar examples include the various reinforced or unreinforced shear
keys as shown in various schematics and testing configurations presented in Figures A.2, and A3.

Figure A.1 Load Transfer Mechanisms according to Zilch and Reinecke and (2000) Santos and Julio
(2014)

Figure A.2 Typical unreinforced Male to female and Female to Female Shear keys.

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Figure A.3. Various geometries of Shear Keys for various beam and box girder sections

FHWA Standard requirements for the Design of Connections as Shear Key
According to FHWA guidelines connections between prefabricated bridge, elements shall be designed to
develop the yield strength of the deformed steel reinforcement bars extending from the prefabricated
concrete elements. The proposed design approaches will be checked against the current and ongoing
research being developed by various departments of transportation and FHWA. Some features of these
connections include the following guidelines,
•
Development of reinforcing bars can be provided through sufficient embedment length, through
bar hoops/hooks/heads, or through mechanical couplers. Given ℓd, it is commonly cost-effective
and practical to develop deformed steel reinforcement through a straight length of embedded bar.
For lap splices of straight lengths of deformed steel reinforcement, the lap-splice length, ℓs, shall
be at least 0.75ℓd. Research has demonstrated that passive reinforcement embedded ℓd into a
connection and spliced with adjoining bars to have a lap of 0.75ℓd can sustain static and cyclic
loads that cause rupture of the reinforcing bar outside of the connection.
•
For lap splices of straight lengths of deformed steel reinforcement, the lap-splice length, ℓs, shall
be at least 0.75ℓd.
•
Clear spacing to the nearest lap-spliced bar should be less than or equal to ℓs. Clear spacing
between adjacent bars must also meet the clear spacing requirement defined in Minimum Spacing
of Reinforcing Bars.
•
Deformed bars extending from precast elements shall be detailed to account for tolerances
associated with field installation of components throughout the structure.
•
Precast component interfaces onto which the field-cast UHPC will bond shall be detailed to
include female–female shear keys for deck panel to deck panel installations.

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Potential testing Configurations

Figure A4- Composite testing methods direct shear test, direct tension test, and flexural test (Issa 2003)
A.1 Zilch, K., Reinecke, R., “Capacity Of Shear Joints Between High-Strength Precast Elements And
Normal-Strength Cast-In-Place Decks,” January 2000, PCI/FHWA/FIB International Symposium on High
Performance Concrete, Orlando Florida
A.2 Santos, P., Júlio E. “A state-of-the-art review on shear-friction” Engineering Structures 45:435–448,
December 2012, DOI: 10.1016/j.engstruct.2012.06.036
A.3 Issa, M. A., Ribeiro DO Valle, C. L., Abdalla, H. A., Shahid Islam, P., and Issa, M. A. Performance
of transverse joint grout materials in full-depth precast concrete bridge deck systems. (2003). PCI Journal
48(4), 92-103.
A.4 Hussein, H. H. (2018). Analysis and Design of Ultra-High-Performance Concrete Shear Key for
Precast Prestressed Concrete Adjacent Box Girder Bridges, PhD Thesis, Ohio University.

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References
[1]
D.-Y. Yoo, N. Banthia, Mechanical properties of ultra-high-performance fiber-reinforced concrete:
A review, Cem. Concr. Compos. 73 (2016) 267–280. https://doi.org/10.1016/j.cemconcomp.2016.08.001.
[2]
B. Graybeal, FHWA TECHNOTE: Ultra High Performance Concrete, FHWA Publ. No FHWA-
HRT-11-038 Fed. Highw. Adm. (2011).
[3]
M. Gesoglu, E. Güneyisi, G.F. Muhyaddin, D.S. Asaad, Strain hardening ultra-high performance
fiber reinforced cementitious composites: Effect of fiber type and concentration, Compos. Part B Eng. 103
(2016) 74–83. https://doi.org/10.1016/j.compositesb.2016.08.004.
[4]
M.A. Saleem, A. Mirmiran, J. Xia, K. Mackie, Ultra-High-Performance Concrete Bridge Deck
Reinforced with High-Strength Steel, Aci Struct. J. 108 (2011) 601–609.
[5]
B.A. Graybeal, Fatigue Response in Bridge Deck Connection Composed of Field-Cast Ultra-High-
Performance Concrete, Transp. Res. Rec. (2011) 93–100. https://doi.org/10.3141/2251-10.
[6]
N.-H. Yi, J.-H.J. Kim, T.-S. Han, Y.-G. Cho, J.H. Lee, Blast-resistant characteristics of ultra-high
strength concrete and reactive powder concrete, Constr. Build. Mater. 28 (2012) 694–707.
https://doi.org/10.1016/j.conbuildmat.2011.09.014.
[7]
A. Arora, A. Almujaddidi, F. Kianmofrad, B. Mobasher, N. Neithalath, Material design of
economical ultra-high performance concrete (UHPC) and evaluation of their properties, Cem. Concr.
Compos. 104 (2019) 103346. https://doi.org/10.1016/j.cemconcomp.2019.103346.
[8]
A. Arora, Y. Yao, B. Mobasher, N. Neithalath, Fundamental insights into the compressive and
flexural response of binder- and aggregate-optimized ultra-high performance concrete (UHPC), Cem.
Concr. Compos. 98 (2019) 1–13. https://doi.org/10.1016/j.cemconcomp.2019.01.015.
[9]
A. Arora, M. Aguayo, H. Hansen, C. Castro, E. Federspiel, B. Mobasher, N. Neithalath,
Microstructural packing- and rheology-based binder selection and characterization for Ultra-high
Performance
Concrete
(UHPC),
Cem.
Concr.
Res.
103
(2018)
179–190.
https://doi.org/10.1016/j.cemconres.2017.10.013.
[10]
Y. Yao, B. Mobasher, J. Wang, Q. Xu, Analytical approach for the design of flexural elements
made of reinforced ultra‐high performance concrete, Struct. Concr. (2020) suco.201900404.
https://doi.org/10.1002/suco.201900404.
[11]
E. Ford, A. Arora, B. Mobasher, C.G. Hoover, N. Neithalath, Elucidating the nano-mechanical
behavior of multi-component binders for ultra-high performance concrete, Constr. Build. Mater. 243 (2020)
118214. https://doi.org/10.1016/j.conbuildmat.2020.118214.
[12]
B. Mobasher, A. Li, Y. Yao, A. Arora, N. Neithalath, Characterization of toughening mechanisms
in UHPC through image correlation and inverse analysis of flexural results, Cem. Concr. Compos. 34
(2012) 538–544. https://doi.org/10.1016/j.cemconcomp.2011.11.005.
[13]
B. Mobasher, Y. Yao, F. Kianmofrad, A. Arora, N. Neithalath, Development of Structural Design
Procedures for UHPC, in: Second Int. Interact. Symp. Ultra-High Perform. Concr. 2IIS-UHPC, Albany,
NY, 2019.
[14]
B. Mobasher, A. Arora, M. Aguayo, F. Kianmofrad, Y. Yao, N. Neithalath, SPR-745 Developing
Ultra High-Performance Concrete Mix Designs for Arizona Bridge Element Connections, 2019.
[15]
C. Wang, C. Yang, F. Liu, C. Wan, X. Pu, Preparation of Ultra-High Performance Concrete with
common
technology
and
materials,
Cem.
Concr.
Compos.
34
(2012)
538–544.
https://doi.org/10.1016/j.cemconcomp.2011.11.005.
DocuSign Envelope ID: D4E44233-AFE2-4696-BF61-2769BD068FDC

[16]
K. Wille, A.E. Naaman, G.J. Parra-Montesinos, Ultra-High Performance Concrete with
Compressive Strength Exceeding 150 MPa (22 ksi): A Simpler Way, Mater. J. 108 (2011) 46–54.
[17]
K. Wille, C. Boisvert-Cotulio, Material efficiency in the design of ultra-high performance concrete,
Constr. Build. Mater. 86 (2015) 33–43. https://doi.org/10.1016/j.conbuildmat.2015.03.087.
[18]
M. Bakhshi, C. Barsby, B. Mobasher, Comparative evaluation of early age toughness parameters
in fiber reinforced concrete, Mater. Struct. 47 (2014) 853–872. https://doi.org/10.1617/s11527-013-0098-
1.
[19]
S.L. Yang, S.G. Millard, M.N. Soutsos, S.J. Barnett, T.T. Le, Influence of aggregate and curing
regime on the mechanical properties of ultra-high performance fibre reinforced concrete (UHPFRC),
Constr. Build. Mater. 23 (2009) 2291–2298. https://doi.org/10.1016/j.conbuildmat.2008.11.012.
[20]
D.-Y. Yoo, Y.-S. Yoon, Structural performance of ultra-high-performance concrete beams with
different steel fibers, Eng. Struct. 102 (2015) 409–423. https://doi.org/10.1016/j.engstruct.2015.08.029.
[21]
N. Randl, T. Steiner, S. Ofner, E. Baumgartner, T. Mészöly, Development of UHPC mixtures from
an
ecological
point
of
view,
Constr.
Build.
Mater.
67,
Part
C
(2014)
373–378.
https://doi.org/10.1016/j.conbuildmat.2013.12.102.
[22]
M.A.A. Aldahdooh, N. Muhamad Bunnori, M.A. Megat Johari, Evaluation of ultra-high-
performance-fiber reinforced concrete binder content using the response surface method, Mater. Des. 52
(2013) 957–965. https://doi.org/10.1016/j.matdes.2013.06.034.
[23]
R. Yu, P. Spiesz, H.J.H. Brouwers, Mix design and properties assessment of Ultra-High
Performance Fibre Reinforced Concrete (UHPFRC), Cem. Concr. Res. 56 (2014) 29–39.
https://doi.org/10.1016/j.cemconres.2013.11.002.
[24]
R. Yu, P. Spiesz, H.J.H. Brouwers, Development of an eco-friendly Ultra-High Performance
Concrete (UHPC) with efficient cement and mineral admixtures uses, Cem. Concr. Compos. 55 (2015)
383–394. https://doi.org/10.1016/j.cemconcomp.2014.09.024.
[25]
H.R. Sobuz, P. Visintin, M.S. Mohamed Ali, M. Singh, M.C. Griffith, A.H. Sheikh, Manufacturing
ultra-high performance concrete utilising conventional materials and production methods, Constr. Build.
Mater. 111 (2016) 251–261. https://doi.org/10.1016/j.conbuildmat.2016.02.102.
[26]
A. Alsalman, C.N. Dang, W. Micah Hale, Development of ultra-high performance concrete with
locally
available
materials,
Constr.
Build.
Mater.
133
(2017)
135–145.
https://doi.org/10.1016/j.conbuildmat.2016.12.040.
[27]
A. Tafraoui, G. Escadeillas, T. Vidal, Durability of the Ultra High Performances Concrete
containing
metakaolin,
Constr.
Build.
Mater.
112
(2016)
980–987.
https://doi.org/10.1016/j.conbuildmat.2016.02.169.
[28]
W. Huang, H. Kazemi-Kamyab, W. Sun, K. Scrivener, Effect of replacement of silica fume with
calcined clay on the hydration and microstructural development of eco-UHPFRC, Mater. Des. 121 (2017)
36–46.
[29]
I. Schachinger, K. Schmidt, D. Heinz, P. Schiebl, Early-age cracking risk and relaxation by
restrained autogenous deformation of ultra high performance concrete, in: Proc 6 Int. Symp. Util. High
Strength High Perform. Concr., Leipzig, 2002: pp. 16–20.
[30]
W. Huang, H. Kazemi-Kamyab, W. Sun, K. Scrivener, Effect of cement substitution by limestone
on the hydration and microstructural development of ultra-high performance concrete (UHPC), Cem.
Concr. Compos. 77 (2017) 86–101. https://doi.org/10.1016/j.cemconcomp.2016.12.009.
DocuSign Envelope ID: D4E44233-AFE2-4696-BF61-2769BD068FDC

[31]
W. Li, Z. Huang, F. Cao, Z. Sun, S.P. Shah, Effects of nano-silica and nano-limestone on
flowability and mechanical properties of ultra-high-performance concrete matrix, Constr. Build. Mater. 95
(2015) 366–374. https://doi.org/10.1016/j.conbuildmat.2015.05.137.
[32]
R. Yu, P. Spiesz, H.J.H. Brouwers, Effect of nano-silica on the hydration and microstructure
development of Ultra-High Performance Concrete (UHPC) with a low binder amount, Constr. Build. Mater.
65 (2014) 140–150. https://doi.org/10.1016/j.conbuildmat.2014.04.063.
[33]
M.S. Muhd Norhasri, M.S. Hamidah, A. Mohd Fadzil, O. Megawati, Inclusion of nano metakaolin
as additive in ultra high performance concrete (UHPC), Constr. Build. Mater. 127 (2016) 167–175.
https://doi.org/10.1016/j.conbuildmat.2016.09.127.
[34]
N. Van Tuan, G. Ye, K. van Breugel, O. Copuroglu, Hydration and microstructure of ultra high
performance concrete incorporating rice husk ash, Cem. Concr. Res. 41 (2011) 1104–1111.
https://doi.org/10.1016/j.cemconres.2011.06.009.
[35]
N.A. Soliman, A. Tagnit-Hamou, Development of ultra-high-performance concrete using glass
powder
–
Towards
ecofriendly
concrete,
Constr.
Build.
Mater.
125
(2016)
600–612.
https://doi.org/10.1016/j.conbuildmat.2016.08.073.
[36]
W. Meng, K.H. Khayat, Mechanical properties of ultra-high-performance concrete enhanced with
graphite nanoplatelets and carbon nanofibers, Compos. Part B Eng. 107 (2016) 113–122.
https://doi.org/10.1016/j.compositesb.2016.09.069.

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Sponsor:
PI:
Title:
Period 1
Period 2
4/15/2022
4/15/2023
4/14/2023
12/15/2023
Senior/Key Personnel:
$18,651
$19,333
$37,984
Barzin Mobasher
$7,000
$7,210
$14,210
Fringe Benefits:
$1,911
$2,027
$3,938
Effort (FTE Months; AY/SUM/CAL):
0/0.45/0.45
0/0.45/0.45
Narayanan Neithalath
$7,651
$7,880
$15,531
Fringe Benefits:
$2,089
$2,216
$4,305
Effort (FTE Months; AY/SUM/CAL):
0/0.45/0.45
0/0.45/0.45
Other Personnel:
$21,819
$0
$21,819
Graduate Student TBD01
$19,744
$0
$19,744
Fringe Benefits:
$2,075
$0
$2,075
Effort (FTE Months; AY/SUM/CAL):
4.5/0/4.5
0/0/0
Total Number Other Personnel
1
0
1
Total Salary, Wages and Fringe Benefits:
$40,470
$19,333
$59,803
Other Direct Costs:
$22,620
$3,967
$26,587
Materials and Supplies
$3,966
$3,967
$7,933
Tuition Remission
$18,654
$0
$18,654
Direct Costs:
$63,090
$23,300
$86,390
Indirect Costs:
$25,329
$13,281
$38,610
Total Direct and Indirect Costs:
$88,419
$36,581
$125,000
ARIZONA STATE UNIVERSITY BUDGET SUMMARY
Maricopa County: Department of
Transportation
Barzin Mobasher
Ultra-High-Performance Concrete (UHPC)
for Repair and Rehabilitation of Bridge
Deck Connections
Cost Categories
Cumulative
DocuSign Envelope ID: D4E44233-AFE2-4696-BF61-2769BD068FDC