Top Rated Pune Call Girls Budhwar Peth ⟟ 6297143586 ⟟ Call Me For Genuine Se...
Fibers aci544
1. 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
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 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
3. FULTON
s c h o o l o f e n g i n e e r i n g
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
4. 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
5. 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
6. 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)
7. 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.)
8. 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
9. 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 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.
10. FULTON
s c h o o l o f e n g i n e e r i n g
Thrust Areas-II
Development of Simplified Constitutive
Models for Design Applications
11. FULTON
s c h o o l o f e n g i n e e r i n g
Thrust Area
Durability and Serviceability Based Design
Development of Emerging Technology reports and technical
notes to address the various durability and serviceability
objectives.
Applications
12. FULTON
s c h o o l o f e n g i n e e r i n g
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.
13. FULTON
s c h o o l o f e n g i n e e r i n g
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
14. FULTON
s c h o o l o f e n g i n e e r i n g
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
15. 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 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
16. FULTON
s c h o o l o f e n g i n e e r i n g
Rio de Janeiro Metro Line #4
17. FULTON
s c h o o l o f e n g i n e e r i n g
Spillway: high density of REBARS
18. 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?
19. 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?
20. 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.
More international collaborations, learn from the experience of other
agencies
21. 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.
22. 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
23. 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)
24. 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
25. 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
26. 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
27. 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
28. 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.
29. 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
30. 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
31. 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
32. 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
33. FULTON
s c h o o l o f e n g i n e e r i n g
Fiber Reinforcement
34. 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
35. 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)
36. 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.
37. 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
38. 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
39. 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%
40. 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.
41. 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
42. 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
43. 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
44. 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
=
45. 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
46. 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
47. 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
48. 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
=
49. FULTON
s c h o o l o f e n g i n e e r i n g
Grace Strux Fibers
50. FULTON
s c h o o l o f e n g i n e e r i n g
Fiber toughening Mechanism
51. FULTON
s c h o o l o f e n g i n e e r i n g
Structural Design with FRC Materials: testing, modeling, analysis and
Design
Shotcrete applicationsElevated slabs Precast panels
52. FULTON
s c h o o l o f e n g i n e e r i n g
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
53. FULTON
s c h o o l o f e n g i n e e r i n g
Evolution of Stress Distribution Profile
(A) (B) (C)
54. FULTON
s c h o o l o f e n g i n e e r i n g
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
55. FULTON
s c h o o l o f e n g i n e e r i n g
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
56. FULTON
s c h o o l o f e n g i n e e r i n g
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
57. FULTON
s c h o o l o f e n g i n e e r i n g
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.
58. FULTON
s c h o o l o f e n g i n e e r i n g
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 =
59. FULTON
s c h o o l o f e n g i n e e r i n g
Use of Yield Line Analysis and Design
procedures
int extW W=
2
2
P
L
M P P
= =
4
ult
P
P L
M =
60. FULTON
s c h o o l o f e n g i n e e r i n g
Round Panel Continuous Support Specimens
61. FULTON
s c h o o l o f e n g i n e e r i n g
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
62. 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
63. FULTON
s c h o o l o f e n g i n e e r i n g
Modeling of Failure Mechanisms
Oberseite - ULS Mittellast
S
N
West Ost
Unterseite
S
N
WestOst
Durchgezogen: bis 200 kN
gestrichelt: bis Brucklast
64. FULTON
s c h o o l o f e n g i n e e r i n g
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
65. FULTON
s c h o o l o f e n g i n e e r i n g
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).
66. 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
67. FULTON
s c h o o l o f e n g i n e e r i n g
ASTM C1550-Round Panel 3P-support specimen
68. FULTON
s c h o o l o f e n g i n e e r i n g
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
69. FULTON
s c h o o l o f e n g i n e e r i n g
Safety, mobilization, and Cost savings due to
reduced section sizes
70. FULTON
s c h o o l o f e n g i n e e r i n g
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
71. 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
72. 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
73. 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
74. 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
75. 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
76. 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
77. 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
78. 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
79. FULTON
s c h o o l o f e n g i n e e r i n g
Back view
80. FULTON
s c h o o l o f e n g i n e e r i n g
Test rig centre span
81. 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
82. 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)
83. FULTON
s c h o o l o f e n g i n e e r i n g
Edge Test
84. FULTON
s c h o o l o f e n g i n e e r i n g
End of Test
85. FULTON
s c h o o l o f e n g i n e e r i n g
320kN cracking
86. 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
87. 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
88. 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 -
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
89. 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
91. 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
92. 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
93. 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
94. 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
95. 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
96. 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
97. FULTON
s c h o o l o f e n g i n e e r i n g
Construction cleanup after flooding
98. 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
99. 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
100. 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
101. 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
102. 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
103. 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
104. 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
105. 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
106. 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