Fibers aci544

Structural Design Approaches for Fiber Reinforced
Concrete- ACI Committee 544 activities
Barzin Mobasher
School of Sustainable Engineering and the Built Environment
Ira A. Fulton Schools of Engineering
Arizona State University
Tempe, AZ 85287-5306

FULTON
s c h o o l o f e n g i n e e r i n g
Overview
 Introduction and overview of ACI structure
 Challenges and opportunities for Sustainability
 Opportunities for interaction and collaboration with
International Code and Research Organizations
– Fib, Rilem, JCI
 Opportunities for FRC Materials
 Case studies
– Fiber Reinforced Concrete Elevated slabs
– Fiber concrete for Water containing structures
– Self compacting Concrete

FULTON
Primary directions of Committee 544
 Education, codes and specifications, applications, sustainability
 Reports on Fundamentals of materials, properties, testing, modelling,
mechanical and physical properties, and design addressing life cycle
cost.
 Subcommittees:
– A) Production, Application, and Education
– C) Testing
– D) Structural uses
– E) Mechanical Properties
– F) Durability and physical properties

FULTON
FRC as the ultimate High Performance
Concrete
 High strength
 Ductility in tension and compression, High Toughness
 High early strength-Tensile crack resistance
 Low permeability- Shrinkage resistance
 Type of Concrete
– Self Leveling Concrete, SCC
– Fiber-reinforced concrete-shrinkage
– Low Permeability concrete
– Structural FRC

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Mandatory language documents
requiring standardization (ACI standards)
 Design standards
– Code requirements
– Code cases
– Acceptance criteria
– Design specifications
 Construction standards
– Construction specifications
– Material specifications
– Test methods
– Inspection specifications
– Testing services specifications

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Non-mandatory language documents not
requiring standardization
 Guides
– Guides for design, construction, and maintenance
– Handbooks and manuals
– Technical notes (TechNotes)
 Reports
– Reports on design, construction, and maintenance
– Emerging Technology Reports (ETRs)

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ACI Technotes
 A TechNote is a narrowly focused, single‐topic guide, usually
practice oriented. A TechNote presents specific direction on a
particular issue, and may contain pictures, figures, and numeric
examples. A TechNote can cover topics such as design,
construction, or repair methods, or can provide recommendations
on a concrete technology.
 TechNote language shall be nonmandatory. (2010 ACI Technical
Committee Manual, Section 3.2.2.1.3.)

FULTON
Current State of FRC Applications
use/ acceptance /
Development
maturity level (0-5)
Need / opportunity
Effort level (0-5)
Primary reinforcement 0 5
Secondary reinforcement 4 2
Specifications 5 3
Mix Designs 5 3
Test Methods 3-4 3
Analysis Tools 1 4
Design Tools 1 4
Economical advantages 2 5
Marketing 2 4

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Identification of Barriers to
acceptance
 Disconnect between scientific research, engineering design tools, field
personnel, with marketing practice.
 Experimental and theoretical research must address constitutive response
of FRC using sound scientific approaches, i.e. mechanics of composites.
 Lack of tools to relate performance indicators to material properties such
as stiffness, bond, rheology, and strength.
 Mush energy is dedicated in committee discussions on techniques such as
manners of testing and measurement of properties that have no bearing on
the actual serviceability functions.
 Product comparisons, early and long term properties are mostly done on
comparative material A vs. B level.
 Life cycle cost modeling and integrated design tools are seldom used.
 Lots of novel testing, research models, NDE techniques, but the flow of
these results into day to day practice is minimal.

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Thrust Areas-II
 Development of Simplified Constitutive
Models for Design Applications

FULTON
Thrust Area
 Durability and Serviceability Based Design
 Development of Emerging Technology reports and technical
notes to address the various durability and serviceability
objectives.
 Applications

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Emerging Technology reports
 Material Post-Peak Property Characterization
 The purpose of ACI ET-Report titled: “Report on Indirect Method to Obtain a
Stress-Strain diagram for Strain Softening Fiber-Reinforced Concretes
(FRCs)”
 curve fitting and backcalculation approaches that use flexural data to
compute tensile response.
 Flexural testing was developed by RILEM, [TC 162-TDF 1995], EN-14651,
[Vandewalle and Dupont, 2003], [Soranakom, Mobasher,2009].
 Use empirical and inverse-analysis methods to show that the backcalculated
post peak residual tensile strength is about 30%-37% of the elastically
equivalent flexural residual strength for specimens with different fiber types
and volume fractions.

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Emerging Technology Reports- Elevated
Slabs
 The ACI ET document addresses the methodology for analysis,
design, and construction of steel fiber-reinforced concrete slabs
supported on piles, or columns (E-SFRC).
 Relatively high dosage of steel fibers (85-170 lb/yd3 [50-100 kg/m3])
 Primary method of reinforcement.
 Design and Analysis Procedures
– Standard procedures for obtaining material properties
– Development of finite element models for structural analysis of slabs
– Methods of construction, curing, and full-scale testing of slabs

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Emerging Technology report-III
 ACI-ETR Report on Design and Construction of Steel Fiber-
Reinforced Precast Concrete Tunnel Segments Currently under Ballot
 Design for production, transitional, construction and service stages
– (9 load cases)
 Required material parameters for design, tests and performance
evaluation
– material parameters, tests and analyses
– full scale tests
 hybrid reinforcement for tunnel linings
 design examples

FULTON
FRC technology is vastly underutilized relative
to the performance and economic advantages
 Future state of FRC acceptance
 New product development
 New technology development
 Common set of characterization and testing
 No new indices, or normalized parameters, 40+ years of research
 Unified Design guides –common sets of industry wide tools
 Analysis methods
 Allowable stress method, Elastic equivalent,
 Ultimate Strength based method, ACI 318 approach
 Both methods are the barriers to utilization of tensile performance
 Ductility based design development
 Elastic plastic approach
 Yield Line analysis > 70 years of experience in reinforced concrete

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Rio de Janeiro Metro Line #4

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Spillway: high density of REBARS

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Fiber’s Synergy with other Admixtures
 Strength: Pozzolans, Admixtures, rheology
 w/c reduction: Superplasticizers
 Ductility: Crack Width Reduction
 Durability: Blended Cements, admixtures, crack width
 Workability: Admixtures, SCC
 Economy: Reduced section sizes, durability, ductility, LCA
 Crack control: Plastic Shrinkage Cracking, crack width
 Can these technologies be translated to new product
development?

FULTON
Overcoming Barriers to FRC acceptance
 The fiber industry has not had a cohesive, effective
industry voice. Academia has its own metrics and scales.
 ACI offers a forum for Industry, university, practitioners,
code agencies to interact toward a consensus.
 ACI 544 has been an active committee for the past 45
years.
 Can ACI 544 play a vital role in removing irrational
barriers inhibiting acceptance of FRC?

FULTON
What is ACI 544 doing to help
overcome barriers
 ACI is a voluntary organization, consensus building exercises
 Fast, up-to-date, comprehensive group effort, just choose one!
 The speed of reports generation and production makes the process
frustrating for authors & committee members.
 More international collaborations, learn from the experience of other
agencies

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Emerging Technology Reports (ETRs)
 ETRs provide:
 information on emerging concrete technology in
the committee’s area of expertise where there is
insufficient knowledge to write a comprehensive
ACI report.
 Introduces a new technology into practice by
providing basic information to allow
implementation and permit accumulation of
performance histories.
 Includes a statement of limitations and a
discussion of research needed to provide the
missing information.

FULTON
Document on Durability and Physical Properties

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ACI 544 New Management philosophy
 Move beyond agenda items and meeting minutes as the only way we
communicate with committee members.
 Develop and communicate objectives, activities, collaborations, and results in a
more formal, and documented way.
 Subcommittee chairs involved in formalizing the subcommittees functions.
Look back at our past accomplishments and look forward to future goals.
 Subcommittee list of activities, accomplishments, and planned objectives need
to be better defined. One page summary report submitted by the subcommittee
chair to be posted on the website of the subcommittee (frequency=one single
page report per three months)

FULTON
List of ongoing Activities-Reports in
Balloting stages
 ACI 544-E Report on the “Indirect Method for Obtaining a Model Stress-Strain
Curve of Strain Softening FRCs” Mobasher, Barros, 4 years
 ACI 544-E Performance Based FRC Classification and Related Nomenclature,
Naaman. 2 years
 ACI 644-D Elevated and Pile Supported Steel Fiber Reinforced Concrete Slab
Applications, Mobasher, Destree, Barros 3 years
 ACI 544‐C Measurement of Properties of Fiber Reinforced Concrete, Forgeron, 6
years

FULTON
New Membership
 Time to renew our commitments
 New members associate members, honorary
members
 Working with Cliff MacDonald to develop ways to
empower members to participate in sub-committee
work
 Purge unproductive members

FULTON
Policies, Procedures, and
communications
 Develop documents that are relevant, collaborative and up-to-date
 Better communication. Quarterly updates among exec committee, a minimum
of two e-mails to mass members in between conventions. An annual report
of activities of subcommittees
 More clear identification of goals and performance markers for sub
committees.
– Review objectives and accomplishments at each convention
– Presentation to the subcommittee levels
– Membership recruitment, involvement, and involvement.
 Committee structure,
– Demote inactive members, invite new members.
– Improve collaboration with other ACI committees, ACI318, ACI 201
Durability, new take on Sustainability

FULTON
Liaison Committees
 What are the ongoing collaborations and efforts of ACI 544 with
these organizations? How does their activity impact our collected
efforts? What are the potential opportunities for joint effort? Where
are the reports and an updated list of activities? Who are the
official contacts? Can we get a one page summary from each
contact member posted on the minutes?
 ACI 360, ACI 506, ACI 440
 ASTM C 09.42, ASTM C 27, ASTM C 17
 RILEM
 FIB 8.3, FIB TG8.6

FULTON
What can FRCA do to assist ACI 544 in its
mission and make it more effective?
 Please get involved with five subcommittees
 Commit time, effort, $, vision, priority lists
 Read, edit, review, generate short documents, TechNotes
 Collaborate, round robin testing, standardization,
 Hold the chair and subcommittee chairs accountable to
deadlines, reports, timelines.
 Compete, lead, or stand aside
 Let us leave our egos behind.

FULTON
FRCA perspective
 Lack of interest / involvement of contractors and
concrete producers in FRC
 Performance specs
 Building code acceptance
– 318 recognition
 Incorporation into university curriculum
 Others

FULTON
Test methods
 Variability of results
– ACI can be a great forum for discussing ASTM vs. other test
methods
 How to report results
– ASTM C1550, ASTM C1399, ASTM 1609
– Is there a universal way to communicate all these results?
 Need for verification?
– Fundamental research on mechanics can help
 Unanswered performance questions
– Creep (appropriate safety factors)
– Fatigue

FULTON
Design methodologies
 Fibers, fabrics, new and innovative technologies
 Material Properties
– How do I use the test results in analysis, design, and specifications
 What correlation if any exists in the test results between
test methods and design methodology
 Design methods for combined fiber and rebar

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Steps
Parking
Curbs
Pipes
Septic
Tanks
Manholes, Burial Vaults
& Catch Basins
FRC Precast Applications
Insulated
Wall Panels

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Fiber Reinforcement

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Crack Deflection Toughening
B. Mobasher, Polypropylene fiber reinforced cement based composites

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ASU- Mechanical Testing facility
 From Small (micron size) to full
size structural testing facility
(meters)

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Restrained Shrinkage Tests
 W/C and degree of curing
 Curing is essential to ensure a
strength gain
 minimize early autogenous and
drying shrinkage.
 Extremely important with silica
fume concrete.
 Plastic Shrinkage cracking
significantly affects the long
term durability.

FULTON
Toughening Due to Fiber Bridging
 Fiber debonding and pullout
 Closing Pressure
 Crack face stiffness
 Stress Intensity reduction
 Crack closure
PP FRC Composites Carbon Fiber Composites

FULTON
Cyclic Tests - Brittle Micro Fibers
 Closed-loop controlled tests
 Crack mouth opening and deflection
measurements
0.0 0.1 0.2 0.3
Deflection, mm
0
200
400
600
800
1000
1200
1400
Load,N
8% Carbon
Mortar

FULTON
Ductile Steel Fiber Composites
0 1 2 3
CMOD, mm
0
400
800
1200
1600
Load,N
Steel, 5%

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Strengthening With Carbon Fibers
0.000 0.001 0.002 0.003 0.004 0.005
Strain, mm/mm
Notched Specimens
Reinforced with
Carbon Fibers,
Gage Length = 25.0 mm
mortar
V
f
= 16%
V
f
= 12%
V
f
= 4%
0
2000
4000
6000
Stress,kPa
Notched Tension
75 mm
12.7 mm
Mobasher, B. Li, C. Y., "Mechanical Properties of Hybrid Cement Based Composites,“
ACI Materials Journal, Vol. 93, No.3, pp.284-293,1996.

FULTON
Publications
 More than 20+
papers in the area
of design and
analysis of FRC

FULTON
Material Model for strain softening
 Two material parameters (ecr ,E) and four normalized
parameters (w, m, lcu, btu), independent variable l.
cr
cr
2
=
d
e

ec = lecr
ec
sc
ecy = wecr
E
ecu = lcuecr
et
st
ecr
E sp = mecrE
etu=btuecr
scr = ecrE
2
cr cr
1
M = bd E
6
e
Compression model Tension model

FULTON
Stress and Strain Distribution
ec=lecr
et
kd
d
sc
1
Fc
1yc1
st1
Ft1
yt1
kd
d
ec=lec
r
et
ecr
sc1
Fc
1yc1
Ft1
yt1
Ft2
yt2
st1
st2
d
kd
ecr
wecr
ec=lecr
et sc1
Fc
1
Fc
2
Ft1yt1
Ft2
yt2
yc1
yc2
st1
st2
0 < l < 1 1 < l < w w < l

FULTON
Moment Curvature Diagram
 Incrementally impose 0 < et < etu
 Strain Distribution
 Stress Distribution
 SF = 0, determine k
 M = SCiyci+ STiyti and =ec/kd
stress
k
d
0 < et < etu
strain
ec

C1
C2
T1
T2
T3
M M

Moment curvature diagram
 1 10
kd
c cF b f y dy= 
 1 10
1
kd
c c
c
b
y f y ydy
F
= 

FULTON
Model for strain softening
2
cr cr
1
M M M ' = bd E M '
6
e= cr
cr
2
=
d
e

2
cr cr
1
M = bd E
6
e
Stage k M’=M/Mcr ’=/cr
1
0 < l < 1
1
2 2k
l
2
1 < l < w
2
2
2 ( 1) 1
ml
l m l  
23 2
2
(2 3 3 2)
3 (2 1)
k
k
l ml m
m
l
  
 

w  l < lcu
2
2
2 ( ) 2 1
ml
w l w m m   
22 3 2
2
(3 3 3 2)
3 (2 1)
k
k
wl w ml m
m
l
  
 
2k
l
Soranakom, C., and Mobasher, B., “Closed-Form Solutions for Flexural Response of Fiber-Reinforced Concrete Beams,”
Journal of Engineering Mechanics, Vol. 133, No. 8, August 2007, pp. 933-941
Stage k M’=M/Mcr ’=/cr
1
0 < l < 1
1
2 2k
l
2
1 < l < w
2
2
2 ( 1) 1
ml
l m l  
23 2
2
(2 3 3 2)
3 (2 1)
k
k
l ml m
m
l
  
 

w  l < lcu
2
2
2 ( ) 2 1
ml
w l w m m   
22 3 2
2
(3 3 3 2)
3 (2 1)
k
k
wl w ml m
m
l
  
 
2k
l

FULTON
Effect of Softening Region Tensile strength,
m
0 4 8 12 16
Normalized top compressive strain, l
0
0.1
0.2
0.3
0.4
0.5
Neutralaxisdepthratio,k
m=0.01
m=0.35
m=0.68
m=1.00
m=0.18
w = 10
ecu = 0.004
etu = 0.015
0 20 40 60
Normalized Cuvature, '
0
1
2
3
NormalizedMoment,M'
m=0.01
m=0.35
m=0.68
m=1.00
m=0.18
M '( ) = 3
+
mw

m w
 
cr
cr
2
=
d
e
2
cr cr
1
M = bd E
6
e
M’= 1.910
M’=1.0145
M’= 0.530
M’=2.727
M’=0.03

FULTON
Simplified Design Equation
3
'M
mw
w m =

0 1 2 3
Normalized Ultimate Moment, M'u
0
1
2
3
NormalizedMomentatInfinity,M'
0
1
2
3
M
'
=
3mw
/(w+m)
21
6
cr crM bds=
0.90 'u crM M M =
where
For plain strain softening FRC only

FULTON
Calculation Example
 What is the moment capacity of a fiber reinforced
concrete beam? Given that:
– b=4 in, d=4 in
– E = 3x106 psi, scr = 300 psi, sp = 150 psi
– fc’ = 4500 psi, scy ~ 0.8fc’
 Calculations
– m = sp/scr = 0.50
– w = scy/scr = 12
– M’∞ = 3mw/(w+m) = 1.44 (no unit)
– Mcr = 1/6bd2scr = 3,200 lb-in
– M∞ = M’∞Mcr = 4,600 lb-in
– Mu = 0.90M∞ = 4,150 lb-in Moment capacity
2
ult cr
1
M 3 bd E
+ 6
mw
e
m w
 
=  
 

FULTON
Grace Strux Fibers

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Fiber toughening Mechanism

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Structural Design with FRC Materials: testing, modeling, analysis and
Design
Shotcrete applicationsElevated slabs Precast panels

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Stress-Strain for Hardening and Softening FRC
 Material parameters are described as a multiple of the first cracking tensile strain
(ecr) and tensile modulus (E)
Compression model Tension model

FULTON
Evolution of Stress Distribution Profile
(A) (B) (C)

FULTON
Strain-Softening FRC
0 0.01 0.02 0.03 0.04 0.05
Deflection, in
0
200
400
600
800
1000
FlexuralLoad,lb
Experiment
Present Model
L-056 : 9.5 lb/yd3 FibraShield
sample 1
age: 14 days
0 400 800 1200 1600
Stress (psi)
-2
-1
0
1
2
SpecimenDepth,(in)
ARS Method, LE material
ASU Method, Elastic Softening
Stress Distribution
Softening Zone
L056-01

FULTON
Size Effect- Back Calculation of UHPFRC- SFRC
 Small: 50x25x300 mm
 Medium: 100x100x300 mm
 Large: 150x150x450 mm
Kim D-J, Naaman AE, El-Tawil S. “Correlation between Tensile and Bending Behavior of FRC Composites with Scale
Effect”, Proc FraMCoS-7, 7th International Conference on Fracture Mechanics of Concrete and Concrete Structures,
May 23-28, 2010, Jeju Island, South Korea

FULTON
Curve Fitting of ARS versus Post Peak Residual Strength
(μσcr)
Bakhshi M, Mobasher B. “Sustainable Design of
Structural Concrete Materials”, SR-633 to Arizona
Department of Transportation, Tempe, AZ, 2010.
1% steel Fiber
80kg/m3
steel Fiber
20-60 kg/m3
Kim D-J, Naaman AE, El-Tawil S. “Correlation
between Tensile and Bending Behavior of FRC
Composites with Scale Effect”, Proc FraMCoS-7,
2010, Jeju Island, South Korea

FULTON
Comparison with JCI Method
 JCI method overestimates the
residual strength of
– synthetic fibers by 1.4 times
– steel fibers by 6.3 times
Bakhshi M, Mobasher B. “Sustainable Design of Structural Concrete Materials: a Case Study of
Incorporating Materials Science, Structural Mechanics, and Statistical Process Control”, A Report
(SR-633) to Arizona Department of Transportation, Tempe, AZ, 2010.

FULTON
Plastic analysis approach
Distributed load on a simply supported square
slab. The work equations are derived as:
Where the resultant NR and rotation θ (from figure
9a) are:
For the four segments with an NR acting at 1/3 of
δmax :
θ θ
q
δmax
L
L/2
L/2
m
m
A A
δ
Yield Line
Square Slab
Simply Supported
int extW W=
R( N ) ( M L )  =   
2
2 2 4
R
L L qL
N q ( ) ( )=   =
2 max
L

 =
2
2
4 4
4 3
max max
L
qL
( ) ( ) ( M ) ( L ) ( )
 
  =   
2
24
ult
p
q L
M =

FULTON
Use of Yield Line Analysis and Design
procedures
int extW W=
2
2
P
L
M P P

 = =
4
ult
P
P L
M =

FULTON
Round Panel Continuous Support Specimens

FULTON
FRC for 2-way elevated slab structures
Composition Amount
Cement Type I 350 kg
Fly ash 60 kg
Aggregate (1.1:1) 1800 kg
W/C < 0.5
Supper plasticizer 1.25 % by Vol.
Vf = 80 - 100 kg/m3

FULTON
Construction and Field Testing
 Cast in place SFRC
 Use minimum reinforcement along the
column lines to prevent progressive
collapse

FULTON
Modeling of Failure Mechanisms
Oberseite - ULS Mittellast
S
N
West Ost
Unterseite
S
N
WestOst
Durchgezogen: bis 200 kN
gestrichelt: bis Brucklast

FULTON
Specifications for Canal lining, WWF, or rebar
replacement
Fiber Reinforced Concrete Mix
Photo Courtesy: Pima-Maricopa Irrigation
Project, Sacaton, Arizona
Traditional #5 rebar layout
Photo Courtesy: Rick Shelly, Pulice
Construction

FULTON
Fiber-reinforced shotcrete for initial shaft
sinking support
• Deep shaft (2189 m), 9 m dia, copper mine
• 400,000 tons copper per year for the next 40 years
• Three geological units
• A range of orthotropic stress conditions
• Several modes of instability: gravity driven, rockmass
shear yielding, brittle failure
• The shotcrete system must achieve a high early strength and
ductility within a short period (less than 24 hours).

FULTON
Effect of curing age on flexural response
0 0.03 0.06 0.09 0.12 0.15
CMOD, inch
0
500
1000
1500
2000
2500
3000
Load,lbf
36 hrs - Sample 1
36 hrs - Sample 2
16 hrs - Sample 1
16 hrs - Sample 2
8 hrs - Sample 1
8 hrs - Sample 2
Three Point Bending Test Result
Mix 1
10-12 lbs/yd3 of macro fibers

FULTON
ASTM C1550-Round Panel 3P-support specimen

FULTON
Analysis of Precast Wall Panels
 Assume continuous wall, pin connection at
the bottom and free at the top
 Lateral water pressure in ultimate and
serviceability limit states

FULTON
Safety, mobilization, and Cost savings due to
reduced section sizes

FULTON
Analysis, Design and Installation of precast water
tank panels
 Load Case1:
– Self weight + Water pressure
– Moment in short span controls
 Load Case2:
– 1.4 Self weight +
1.7 Earth pressure +
1.7 Uniform pressure due to surcharge
– Moment in short span direction SM1

FULTON
Round Panel Tests
 A round panel test is
used to evaluate FRC
 Test setup
– displacement control
– continuous support
– center point load
– measure load vs. mid
span deflection
 Dimensions
– clear diameter 1500 mm
– thickness = 150 mm
– stoke diameter = 150 mm

FULTON
Typical Crack Patterns
 The test reveals unsymmetrical multiple radial crack patterns
Vf = 80 kg/m3
Sample 8-02
Vf = 100 kg/m3
Sample 1-07

FULTON
Typical Responses of a Full Model
 In elastic range, the
deformation is symmetrical
such that symmetric criteria
can be imposed as boundary
conditions to improve the
efficiency of the model
 In plastic stage, strain energy
density localizes in crack band
regions

FULTON
Test Results and Averaged Response
 Load deflection responses of two mixes
0 10 20 30
Deflection (mm)
0
40
80
120
160
200
Load(kN)
Samples 1-6
Average
Vf = 80 kg/m3 Vf = 100 kg/m3
0 10 20 30
Deflection (mm)
0
40
80
120
160
200
Load(kN)
Samples 1-9
Average

FULTON
Material Properties from Calibration
 The first cracking tensile strength from s-w are compared well with the
plastic strength ftu from yield line theory
0 0.5 1 1.5 2
Crack Width (mm)
0
0.5
1
1.5
2
2.5
TensileStress(MPa)
s-w relationship,
E = 20 GPa,  = 0.15
(inverse analysis FEM)
ftu = 2.11 MPa
(yield line prediction)
0 0.5 1 1.5 2
Crack Width (mm)
0
0.5
1
1.5
2
2.5
TensileStress(MPa)
s-w relationship
E = 24 GPa, = 0.15
(inverse analysis FEM)
ftu = 2.37 MPa
(yield line prediction)
Vf = 80 kg/m3
Vf = 100 kg/m3

FULTON
Material Models
 (a) rectangular cross
section
 (b) tension model
 (c) compression model
 (d) steel model

FULTON
Fiber Reinforced Concrete for 2-way
elevated slab structures
Composition Amount
Cement Type I 350 kg
Fly ash 60 kg
Aggregate (1.1:1) 1800 kg
W/C < 0.5
Supper plasticizer 1.25 % by Vol.
Vf = 80 - 100 kg/m3

FULTON
Full Scale Elevated Slab
 Vf=100 kg/m3 in construction
 Square grid floor 18.3 m x 18.3 m (3 bays each direction)
 Slab thickness of 0.2 m
 Column size of 0.3 m x 0.3 m

FULTON
Back view

FULTON
Test rig centre span

FULTON
Construction and Field Testing
 Cast in place SFRC
 Use minimum reinforcement along the column lines to
prevent progressive collapse

FULTON
Service Load, 4kNm² udl, (83 psf)

FULTON
Edge Test

FULTON
End of Test

FULTON
320kN cracking

FULTON
Finite Element Model
 For efficiency reason, model the slab for only the upper
quarter

FULTON
Crack Predictions
Oberseite - ULS Mittellast
S
N
West Ost
Unterseite
S
N
WestOst
Durchgezogen: bis 200 kN
gestrichelt: bis Brucklast

FULTON
Load Deflection Response
 FEM predicts stiffer response and higher capacity than the experiment
 Yield line predicts the strength between the experiment’s and the FEM
prediction’s
Response Experiment FEM Yield
line
Pcr 230 kN 401.2 kN -
cr 7 mm 3.0 mm -
Pult 470 kN 542.8 kN 536.1 kN
0 50 100 150
Mid-Span Deflection (mm)
0
200
400
600
Load(kN)
Simulation
Experiment

FULTON
Precast panels
 Panels are made of plain concrete and steel rebar to be installed on site

FULTON

FULTON
Installation of pre-cast water tank
 Panels are assembled on
site
 The wall joints are
connected using bolts and
epoxy
 The base slab is
connected to the
periphery walls by friction
through slots

FULTON
Analysis of Wall Panels
 Assume continuous wall,
pin connection at the
bottom and free at the
top
 Lateral water pressure in
ultimate and
serviceability limit states

FULTON
Critical Internal Forces
 Critical moment, shear, and
axial forces
– Horizontal
– Vertical
 Design thickness and
reinforcement for both
– Ultimate
– Serviceability

FULTON
Cast in Place Water Tank
 Finite element model
– Shell elements
 Lateral loading
– Water
– Earth pressure
– Surcharge

FULTON
Analysis Results
 Load Case1:
1.4 Water pressure
– Moment in short span
direction SM1
 Load Case2:
1.7 Earth pressure +
1.7 Uniform pressure due to surcharge
– Moment in short span direction SM1

FULTON
Economy- Specifications for Canal lining,
WWF, or rebar replacement

FULTON
Construction cleanup after flooding

FULTON
ASU- Rio Tinto Project – Magma Copper
mine, Superior , Arizona

FULTON
Shotcrete Applications- ASU-Rio Tinto
Project

FULTON
ASTM 1550- Tests
how do we extract material properties from these tests which can
ultimately be used in design

FULTON
ASTM C1550
0 1 2 3
Deflection (in)
0
2000
4000
6000
Load(lbf)
R-CSA-16-1
R-CSA-16-2
R-CSA-16-3
R-CSB-16-1
R-CSB-16-2
R-CSB-16-3
R-HSA-16-1
R-HSA-16-2
R-HSA-16-3
R-HSB-16-1
R-HSB-16-2
R-HSB-16-3
10-12 lbs/yd3 of macro fibers
Are the test results communicable
between different geometries?
Load Deflection results used for back-calculation of properties

FULTON
Inverse Analysis Procedures- Macro fiber
dosage level 10 lb/yd3,
0 0.03 0.06 0.09 0.12 0.15
CMOD (inch)
0
500
1000
1500
2000
2500
Load(lb)
Mix 3 at 36 hrs
Sample 1
Simulation 1
Sample 2
Simulation 2
0 0.02 0.04 0.06 0.08 0.1 0.12
Crack Width (inch)
0
100
200
300
TensileStress(psi)
Mix 3 at 36 hrs
Simulation 1
Simulation 2

FULTON
Closed-Loop Flexure Tests
 89 KN closed-loop controlled testing machine.
 Measure crack mouth opening and deflection of flexural prisms
100x100x368 mm in dimensions, 12 mm notch
Vf = 20 Kg/m3
Vf = 10 Kg/m3
Vf = 5 Kg/m3
Control
0 0.2 0.4 0.6 0.8 1
Crack Mouth opening Displacement, mm
0
2
4
6
8
10
12
Load,KN
Age = 28 Days
W/C = 0.4
HP12

FULTON
Theoretical Prediction of Load Deformation
Response-Effect of Age on Flexural response
0.0 0.1 0.2 0.3 0.4
CMOD, mm
0
2000
4000
6000
8000
Load,N
3 days
28 days
Model Prediction 3 Days
w/c = 0.55
Vf = 0.6 Kg/m3
0 20 40 60 80 100
Crack Extension, mm
0.00
0.05
0.10
0.15
0.20
R,N/mm
w/c = 0.55
Vf = 0.6 Kg/m3
HD12mm

FULTON
Whitetopping Project
0 0.01 0.02 0.03 0.04 0.05
Deflection, in
0
300
600
900
1200
1500
Load,lbs
AR
PP
CTR
CR
Age = 28 Days
0 0.003 0.006 0.009 0.012 0.015
Circumferential Strain, in/in
0
1000
2000
3000
4000
5000
6000
7000
Stress,psi
PP
AR
CTR
CR
Age = 28 days
Compressive StrengthFlexural Strength

Fibers aci544

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