1. Fiber Reinforced Concrete
Barzin Mobasher
School of Sustainable Engineering and the Built Environment
Ira A. Fulton Schools of Engineering
Arizona State University
Tempe, AZ 85287-5306
2. FULTON
s c h o o l o f e n g i n e e r i n g
Overview
Introduction and overview
Challenges and opportunities under ACI structure
Opportunities for interaction and collaboration with FRCA
Opportunities for FRC Materials
Case studies
– Fiber Reinforced Concrete Elevated slabs
– Fiber concrete for Water containing structures
– Self compacting Concrete
3. FULTON
s c h o o l o f e n g i n e e r i n g
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
4. FULTON
s c h o o l o f e n g i n e e r i n g
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 more 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
Where is the future then?
Ductility based design development
Elastic plastic approach
Yield Line analysis > 70 years of experience in reinforced concrete
5. FULTON
s c h o o l o f e n g i n e e r i n g
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?
6. FULTON
s c h o o l o f e n g i n e e r i n g
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
7. FULTON
s c h o o l o f e n g i n e e r i n g
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 closed loop testing and measurement of cracking properties.
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.
8. FULTON
s c h o o l o f e n g i n e e r i n g
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?
9. FULTON
s c h o o l o f e n g i n e e r i n g
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.
15 committee meetings (20K expense only in conference
attendance) months of effort for one report.
We can not blame ACI however. Lack of understanding of
members, lack of participation early on in the document
development, and miscommunication leads to unnecessary delays.
More international collaborations, learn from the experience of other
agencies (smart or wise)
10. FULTON
s c h o o l o f e n g i n e e r i n g
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
11. FULTON
s c h o o l o f e n g i n e e r i n g
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)
12. FULTON
s c h o o l o f e n g i n e e r i n g
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.)
Guide to writing technote:
http://www.concrete.org/Technical/documents/GuidetoWritingaTec
hNote.pdf
13. FULTON
s c h o o l o f e n g i n e e r i n g
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.
14. FULTON
s c h o o l o f e n g i n e e r i n g
ACI-544 document on Elevated and Pile
Supported Steel Fiber Reinforced Concrete
Slab Applications- Start 2007
Line 3, Page 19, capitalize case when followed by a number
Line 6, Page 22, “While it is possible …”
Line 7, Page 22, “…it is more practical…”
Line 26, Page 25, “…it is not possible…”
Line 14, Page 28, “…it is always possible…”
Line 11, Page 29, in Figure 18 caption, fix the reference error message
Line 11, Page 31, fix the yellow highlighted reference
Line 21-3, Page 45, fix the section “Extra References”
Negative: This view is not generally accepted. It
might be conservative but not unrealistic. Again,
the round panel test over-estimates the capacity if
the friction is not taken into account.
My vote will certainly be negative (for its present
form).I would like to suggest two things: 1) if
you send me the MS word file I will go over
the many editorials I have so as to help in the
next version. 2) I will try to provide some
solution to my negatives when possible. In any
case, I am not sure I will be able to finish all the
details prior to the ballot voting deadline.
15. FULTON
s c h o o l o f e n g i n e e r i n g
What are the activities of ACI new 544
Committee
544-SC FRC- steering committee (B. Mobasher)#
544- Secretary (C. MacDonald)*
544-A FRC-production & applications (J. Speakman)*
544-B FRC-education (V. Bindiganavile)#
544-C FRC-testing (D. Forgeron)#
544-D FRC- structural uses (B. Massicotte)#
544-E FRC- Mechanical Properties (N. Krstulovic-Opara)*
544-F FRC-durability (C. Aldea)*
* industry, # Academia, 50/50 US-Canadian
16. FULTON
s c h o o l o f e n g i n e e r i n g
Document on Durability and Physical Properties
17. FULTON
s c h o o l o f e n g i n e e r i n g
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)
18. FULTON
s c h o o l o f e n g i n e e r i n g
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
19. FULTON
s c h o o l o f e n g i n e e r i n g
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
20. FULTON
s c h o o l o f e n g i n e e r i n g
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
21. FULTON
s c h o o l o f e n g i n e e r i n g
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
22. FULTON
s c h o o l o f e n g i n e e r i n g
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.
23. FULTON
s c h o o l o f e n g i n e e r i n g
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
24. FULTON
s c h o o l o f e n g i n e e r i n g
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
25. FULTON
s c h o o l o f e n g i n e e r i n g
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
26. FULTON
s c h o o l o f e n g i n e e r i n g
Steps
Parking
Curbs
Pipes
Septic
Tanks
Manholes, Burial Vaults
& Catch Basins
FRC Precast Applications
Insulated
Wall Panels
27. FULTON
s c h o o l o f e n g i n e e r i n g
Fiber Reinforcement
28. FULTON
s c h o o l o f e n g i n e e r i n g
Crack Deflection Toughening
B. Mobasher, Polypropylene fiber reinforced cement based composites
29. FULTON
s c h o o l o f e n g i n e e r i n g
ASU- Mechanical Testing facility
From Small (micron size) to full
size structural testing facility
(meters)
30. FULTON
s c h o o l o f e n g i n e e r i n g
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.
31. FULTON
s c h o o l o f e n g i n e e r i n g
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
32. FULTON
s c h o o l o f e n g i n e e r i n g
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
33. FULTON
s c h o o l o f e n g i n e e r i n g
Ductile Steel Fiber Composites
0 1 2 3
CMOD, mm
0
400
800
1200
1600
Load,N
Steel, 5%
34. FULTON
s c h o o l o f e n g i n e e r i n g
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.
35. FULTON
s c h o o l o f e n g i n e e r i n g
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
36. FULTON
s c h o o l o f e n g i n e e r i n g
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
Model Prediction 28 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
Model Prediction 3 Days
Model Prediction 28 Days
w/c = 0.55
Vf = 0.6 Kg/m3
HD12mm
37. FULTON
s c h o o l o f e n g i n e e r i n g
Thin Whitetopping
Use of fiber reinforced concrete in order to improve the performance
of heavily loaded intersections, ramps, etc.
Concrete used as thin as 3-5 thick on existing asphalt section
38. FULTON
s c h o o l o f e n g i n e e r i n g
UTW Sample Mixes- Flexural Results
0 0.01 0.02 0.03 0.04
Crack Mouth Opening Displacement, in
0
300
600
900
1200
1500
1800
Load,lbs
PP
AR
CTR
CR
Age = 28 Days
B. Mobasher, K. Kaloush, R. V. Shah, G.R. Lingannagari, “Laboratory Evaluation of ADOT’s
Thin Whitetopping PCC Test Sections – Cottonwood”, Report Submitted to ADOT
39. FULTON
s c h o o l o f e n g i n e e r i n g
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
40. FULTON
s c h o o l o f e n g i n e e r i n g
High Performance Fabric Reinforced Composites
Sandwich layers
Low cost equipment set up
Uniform production
high performance fabric-cement composites
Tension, Compression, beam members
High pressure pipes
41. FULTON
s c h o o l o f e n g i n e e r i n g
Open net mesh allows penetration between the fabric
openings and results in mechanical anchoring
42. FULTON
s c h o o l o f e n g i n e e r i n g
Bonded Glass Fabrics-Tensile Stress strain and
Evolution of Crack Spacing
0 0.01 0.02 0.03 0.04
Strain, mm/mm
0
5
10
15
20
25
Stress,MPa
0
20
40
60
80
CrackSpacing,mm
BT-GNSP21
500 mm
44. FULTON
s c h o o l o f e n g i n e e r i n g
Publications
More than 20+
papers in the area
of design and
analysis of FRC
45. FULTON
s c h o o l o f e n g i n e e r i n g
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
46. FULTON
s c h o o l o f e n g i n e e r i n g
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
47. FULTON
s c h o o l o f e n g i n e e r i n g
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
=
48. FULTON
s c h o o l o f e n g i n e e r i n g
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
49. FULTON
s c h o o l o f e n g i n e e r i n g
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
50. FULTON
s c h o o l o f e n g i n e e r i n g
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
51. FULTON
s c h o o l o f e n g i n e e r i n g
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
=
52. FULTON
s c h o o l o f e n g i n e e r i n g
Grace Strux Fibers
53. FULTON
s c h o o l o f e n g i n e e r i n g
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
54. FULTON
s c h o o l o f e n g i n e e r i n g
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
55. FULTON
s c h o o l o f e n g i n e e r i n g
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
56. FULTON
s c h o o l o f e n g i n e e r i n g
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
57. FULTON
s c h o o l o f e n g i n e e r i n g
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
58. FULTON
s c h o o l o f e n g i n e e r i n g
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
59. FULTON
s c h o o l o f e n g i n e e r i n g
Material Models
(a) rectangular cross
section
(b) tension model
(c) compression model
(d) steel model
60. FULTON
s c h o o l o f e n g i n e e r i n g
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
61. FULTON
s c h o o l o f e n g i n e e r i n g
Back view
62. FULTON
s c h o o l o f e n g i n e e r i n g
Test rig centre span
63. FULTON
s c h o o l o f e n g i n e e r i n g
Construction and Field Testing
Cast in place SFRC
Use minimum reinforcement along the column lines to
prevent progressive collapse
64. FULTON
s c h o o l o f e n g i n e e r i n g
Bissen test rig underneath
65. FULTON
s c h o o l o f e n g i n e e r i n g
Service Load, 4kNm² udl, (83 psf)
66. FULTON
s c h o o l o f e n g i n e e r i n g
Edge Test
67. FULTON
s c h o o l o f e n g i n e e r i n g
End of Test
68. FULTON
s c h o o l o f e n g i n e e r i n g
320kN cracking
69. FULTON
s c h o o l o f e n g i n e e r i n g
Finite Element Model
For efficiency reason, model the slab for only the upper
quarter
70. FULTON
s c h o o l o f e n g i n e e r i n g
Crack Predictions
Oberseite - ULS Mittellast
S
N
West Ost
Unterseite
S
N
WestOst
Durchgezogen: bis 200 kN
gestrichelt: bis Brucklast
71. FULTON
s c h o o l o f e n g i n e e r i n g
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 -
dcr 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
72. FULTON
s c h o o l o f e n g i n e e r i n g
Precast panels
Panels are made of plain concrete and steel rebar to be installed on site
73. FULTON
s c h o o l o f e n g i n e e r i n g
Safety and Cost
75. FULTON
s c h o o l o f e n g i n e e r i n g
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
76. FULTON
s c h o o l o f e n g i n e e r i n g
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
77. FULTON
s c h o o l o f e n g i n e e r i n g
Critical Internal Forces
Critical moment, shear, and
axial forces
– Horizontal
– Vertical
Design thickness and
reinforcement for both
– Ultimate
– Serviceability
78. FULTON
s c h o o l o f e n g i n e e r i n g
Cast in Place Water Tank
Finite element model
– Shell elements
Lateral loading
– Water
– Earth pressure
– Surcharge
79. FULTON
s c h o o l o f e n g i n e e r i n g
Analysis Results
Load Case1:
– 1.4 Self weight +
1.4 Water pressure
– Moment in short span
direction SM1
Load Case2:
– 1.4 Self weight +
1.7 Earth pressure +
1.7 Uniform pressure due to surcharge
– Moment in short span direction SM1
80. FULTON
s c h o o l o f e n g i n e e r i n g
Septic Tanks
Full Capacity Testing
81. FULTON
s c h o o l o f e n g i n e e r i n g
Economy- 1.5” thick septic tanks with
steel fibers only
82. FULTON
s c h o o l o f e n g i n e e r i n g
Economy- Specifications for Canal lining,
WWF, or rebar replacement
83. FULTON
s c h o o l o f e n g i n e e r i n g
Construction cleanup after flooding
84. FULTON
s c h o o l o f e n g i n e e r i n g
ASU- Rio Tinto Project – Magma Copper
mine, Superior , Arizona
85. FULTON
s c h o o l o f e n g i n e e r i n g
Shotcrete Applications- ASU-Rio Tinto
Project
86. FULTON
s c h o o l o f e n g i n e e r i n g
ASTM 1550- Tests
how do we extract material properties from these tests which can
ultimately be used in design
87. FULTON
s c h o o l o f e n g i n e e r i n g
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
88. FULTON
s c h o o l o f e n g i n e e r i n g
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
89. FULTON
s c h o o l o f e n g i n e e r i n g
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
90. FULTON
s c h o o l o f e n g i n e e r i n g
Comparison With ASTM- C1609
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
91. FULTON
s c h o o l o f e n g i n e e r i n g
Correlation of tensile post peak and ARS
values
0 40 80 120
Post Peak Residual Strength, mecr , psi
0
100
200
300
ResidualStrength,ARSeq,psi
0
0.5
1
1.5
2
2.5
Residualstrength,MPa
FibraSheild &
Macro Synthetic
Strux, 0.33-0.5%
ARS = 1.95 m + 127 (US customary)
ARS = 1.95 m + 0.876 (SI)
R2 = 0.77
0 0.0005 0.005 0.01 0.015
Tensile Strain (mm/mm)
0
2
4
6
TensileStress(MPa)
Experiment
ecr=122 mstr, m=0.73
E = 25500 MPa, w = 9.3
etu = 0.015, ecu = 0.004
0 0.4 0.8
Deflection, mm
0
4
8
12
16
Load,kN
ecr=122 mstr, m=0.73
Experiment
92. FULTON
s c h o o l o f e n g i n e e r i n g
Fiber reinforced Aerated Concrete
FRAC
A fiber-reinforced aerated concrete
with short polypropylene fibers.
Formulated using high volumes of fly
ash. Nearly 50% of cement is
substituted by fly ash making a "green
- sustainable building material”
A cellular structure, and has good
flexural strength
Excellent Thermal Characteristics
Image of FlexCrete pore structure
¼ inch
1/20
in
93. FULTON
s c h o o l o f e n g i n e e r i n g
Flexural properties on 150x150x450 mm prisms
Actuator
CMOD Gage
Loading Edge
AFRC beam LVDT Gage
Simple Support
FRAC: mechanical properties
94. FULTON
s c h o o l o f e n g i n e e r i n g
Flexural properties on 150x150x450 mm
prisms
time =0 min
COD=0.0 mm
f =0.00 MPa
time =3 min
COD=0.9 mm
f =0.24 MPa
time =6 min
COD=3.6 mm
f =0.28 MPa
time =12 min
COD=9.2 mm
f =0.25 MPa
time =24 min
COD=18 mm
f =0.13 MPa
FRAC: mechanical properties
95. FULTON
s c h o o l o f e n g i n e e r i n g
0 0.05 0.1 0.15 0.2 0.25 0.3
CMOD, in
0
100
200
300
400
500
600
FlexuralLoad,lbf
AAC
AFRC
0 1 2 3 4 5 6 7
CMOD, mm
(6x6x18 in)
0 0.01 0.02
CMOD, in
AAC
AFRC
0 0.2 0.4 0.6
CMOD, mm
0
1000
2000
FlexuralLoad,N Flexural Response
96. FULTON
s c h o o l o f e n g i n e e r i n g
Shear wall test (2.4x2.4x0.2
m)
LVDT-1
LVDT-2
Actuator
AFRC: research in progress
97. FULTON
s c h o o l o f e n g i n e e r i n g
Note: Фs.Vn: factored shear capacity, Vu: un-factored shear capacity, Фs.Vu: factored service load
0 1 2 3 4
LVDT-1, mm
0
20
40
60
80
ShearLoad,kN
Shear Wall Test
(2.4x2.4x0.2 m setup)
0 4 8 12 16
LVDT-1, mm
0
20
40
60
80
ShearLoad,kN
Shear Wall Test (2.4x2.4x0.2 m setup)
s.Vu = 34.3 kN
Vu = 54.9 kN
s.Vn = 68.7 kN
magnified
FRAC: research in progress
Shear wall test (2.4x2.4x0.2 m)
98. FULTON
s c h o o l o f e n g i n e e r i n g
Block Construction vs. Panels
99. FULTON
s c h o o l o f e n g i n e e r i n g
Thermal Insulation of FRAC Homes
Thermal properties
(200x200x20 mm plates)
Experimental and thermal
simulation of insulation
0 10 20 30 40
Time, h
20
30
40
50
Temperature,0
C
Experiment, Tout
Experiment, Tin
Simulation, Tin
100. FULTON
s c h o o l o f e n g i n e e r i n g
Cast in place single family homes