5-strut & tie methods
TRANSCRIPT
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Assoc Prof Tan Kiang HweeDepartment of Civil EngineeringNational University of Singapore
2/16/2004
CE5510 Advanced Structural Concrete Design
- STRUT-AND-TIE METHODS -
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
In this lecture
We will explore
!the concept of strut-and-tie models!their applications to new construction
(and strengthening works)
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
At the end of the lecture
You should be able to
!identify cases where strut-and-tie models are applicable or appropriate
!formulate strut-and-tie models in structural concrete members
!design the reinforcement according to the strut-and-tie models
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
!B- and D-regions
!Concept of Strut-and-Tie Models• Geometric Layout • Design of Struts• Nodes and Nodal Zones• Design of Ties• Detailing
Contents
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
!Design Examples for New Construction• High Wall • Corbel • Dapped-Beam• Transfer Girder• Deep Beam with Opening • (Stepped (Non-Prismatic) Beams)
! (Examples for Strengthening Works)• Dapped Beams• Beam with Openings or Recesses
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
B-region
Main (B-) & Local (D-) regions
D-region
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
!regions of relatively uniform stresses!Bernoulli hypothesis of linear strain
distribution applies!internal forces or stresses are derived
from statics!“Standard” methods of Codes apply
Main (B-) regions
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
!significantly non-linear strain distribution
!near concentrated loads, corners, bends, openings and other discontinuities
!internal flow of forces well described by strut-and-tie models
!conventionally design by thumb-rule
Local (D-) regions
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
! Components! concrete compression
struts! steel tension ties! nodes (nodal zone) where
struts and ties meet! Dual purpose
! describe essential aspects of structural behaviour
! provide tools for structural dimensioning
Concept of Strut-and-Tie Models
steel
concrete
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Boundaryforces/stresses
Load path?
Geometric Layout of strut-and-tie models
follows the flow of internal forces in the structure
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
! Major requirements! S-T model must be in equilibrium with applied
loads (statically admissible field)! Strength of struts, ties and nodal zones must
equal or exceed forces in these members (safe)! Sufficient to consider only axes of struts and ties in
the early design stage; need to consider widths in general
! Struts must not overlap each other! Ties may cross struts or other ties! Angle between a strut and a tie joined at a node
should not be less than 25 degrees.
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Basic steps
! Compute internal stresses on boundaries, subdivide boundary and compute force resultants on each sub-length; or
! Compute action effects onboundaries
! Draw truss to transmit forces
! Check stresses in individual truss member
P
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Elasticstresstrajectories
Some rules for
estabilshingstrut-and tie
model
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Minimum steel content
"""" ××××
ΣΣΣΣFilllliεεεεmi=minimum
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Agreement with Crack Pattern
××××
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Superposition of models
""""
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004××××
Truss 2 can form only if truss 1 does not fail prematurely
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Exercise 1
! Explore the application of strut-and-tie model in the design of anchorage zone of a post-tensioned beam
Principal compressiveStress trajectories
Stress contours
compression
tensionor
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Exercise 2! A T-beam is post-tensioned with a cable anchored at
the centroid of the section at its end. Given that the area of the flange is one-third of the overall cross-section, explain by sketching in the following figures, how you would obtain the required reinforcement to resist bursting tension in the web due to the prestressing force.
x-section strut-&-tie model reinforcement
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
! Compression struts! line along centre-line of strut!strut with width
! Tension ties!band of steel reinforcement!anchorage (hooks, development length)
! Nodes!bounded by compressive forces (CCC)!anchoring one tension tie (CCT)!anchoring more than one tie (CTT, TTT)
Elements of strut-and-tie model
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Forces in struts and ties
In general,φFn ≥ Fu
φ : strength reduction factorFn : nominal strength of the memberFu : force in the member due to factored
loads
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Struts
!Types of struts
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
! Design of strutsFns = fcuAc
fcu : effective compressive strengthfcu = ν fc’
ACI Code: φ fcu = φ ν fc’ = φSTM α1 βs fc’
(to ensure same load capacity as FIP Recommend-ations, consistency between AC1 1999 and 2002 Codes, & consistency between B-and D- regions)
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
!Factors affecting fcu!Load duration effects (α1 = 0.85)!Cracking of struts
• Bottle-shaped struts• Cracked struts• Transverse tensile strains
!Confinement from surrounding concrete (e.g. pile caps)
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Prismatic strut
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Bottle-shaped strut
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Nodal zones
!Forces must be in equilibrium
!CCC, CCT, CTT, TTT joints
C
CC
C
C
T
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
CCC CCT
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Extended Nodal Zones
Ws = wt cos θ + lb sin θ
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Ties
!Spread of tieswt = (Fu/ φ)/(fcu bw)
!Strength of tiesTn = Asfy
!Anchorage of ties
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Reinforcing Requirements
!Minimum reinforcement!To ensure ductility!For crack control
!Bottle-shaped struts:Σ(Asi/bsi)sin γi ≥ 0.003
!Other code requirements
(Asi/bsi)
γγγγi
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Summary
! Isolate D-region and compute force resultants on boundaries
! Draw truss to transmit forces!use of elastic analysis, crack patterns!equilibrium of forces, width of struts,
anchorage of ties! Provide steel reinforcement for ties &
check concrete stresses in struts and nodes where necessary
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Example 1 –Column on wall
534 kN534 kN
187
187
187 187
187187
263565
534534
100
mm
1.80MPa
4.67MPa
267
427 655 678 678
904 226mm
586518203
2T13 each face
2T13 each face
3T13 each face
305 x 305mm column
2438 x 305 mm wall
fc’=20 MPafy=414 MPa
Based onfce=0.66fc’
σσσσ=P/A+M/I
MacGregor
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
890 kN
213
222
687687
474 530
745371
785
457
mm
457
mm
292 309
213
763
222
992
890
96
1510
89
1155
785 kN
158
b=406 mmh=508 mmd=457 mm
241 mm
w=1732/(0.61fc’)=200mm
100 mm
Finallayout
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Example 2 -Corbel
Short membercantilevering froma column or wall
fc’=35 MPafy=414 MPa
305 x 127mm bearing plate
486 x 486mm
MacGregor
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
a=241 mm178x102x9.5
angle
279
229
356406
3T25
2T133T13closed
stirrups
4T25
2T13C = 1155 kN; a = C/(0.8νννν2fc’b) = 127mmbef = a+llll/6 = 127+413/6 = 196 mmAsfy ≥≥≥≥ ΣΣΣΣ[(C/4)(1-a/bef)] = 203 kNAs ≥≥≥≥ 490 mm2
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Example 3 - Dapped ends
516
516
37
37553443
443
369
369
57638
5523
381
mm
381
mm
419 mm762 mm deep by381 mm width beamfc’= 20 MPa, fy=414 MPa
686
mm
H=74V=369
914 mm
Bearing area = V/(0.85νννν2fc’)
369
Checkstrut width;
compute steelrequired in ties
MacGregor
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
4T13 closed stirrups 4T13 U stirrups
2T13
1T13 U bar
4T20 welded to angle
2T13U bars
2T20U bars
4T25 bars
178 mm
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Example 4 - Transfer girder
fc’=35 MPafy=410 MPa
3600 700 6850
3600
10450 mm700
b=700 mm11600 kN
140.4 kN/m
MacGregor
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Combined truss and strut action
6543kN6579
kN
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Combined truss and strut action
6543kN6579
kN
Right end:
V=6543 - 11x(140.4x0.6)= 5616 kN
∴∴∴∴ req’d Av=(5616/9)x103
÷÷÷÷ (410x610)=2537 mm2/m
∴∴∴∴ use φφφφ22 U-stirrups @ 300mm c/c (2540 mm2/m)
For K-UU,D= (624+84.2)/sin 280
= 1508 kN∴∴∴∴ req’d width w =D/(bfce)
=D/(0.5bfc’) =123 mmFor S-UU, w=65 mmAverage w = 94 mm→→→→assume all struts to be100 mm and lower tensile tie located at mid-heightof truss node at UU.
Left end:
To ensure ductility, at least 30% ofshear to be transmitted by stirrups;the rest by a major diagonal strut.→→→→try φφφφ22 U-stirrups @ 225 mm c/c
(Avfyv=854 kN per 600 mm spacing)
∴∴∴∴ V transmitted by stirrups= 3x854 = 2562 kN = 39% of 6579 kN
V transmitted by strut H-AA= 6579-2562-6x84.2 =3512 kN
For H-AA, D = 5102 kN; w=416 mm.For E-AA, D = 1174 kN; w=96 mm.
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Example 5 - Deep beam with opening
fcd=17 MPa
fyd=434 MPa
Schlaich
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DEPARTMENT OF CIVIL ENGINEERING
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Right side, complete model
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DEPARTMENT OF CIVIL ENGINEERING
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left side, model 1
left side, model 2
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Check concrete stresses:
Stresses under bearing plates:σσσσp=3000x103/(700x400)
= 10.7 MPa < 1.0 fcd=17 MPaσσσσA=1070x103/(500x400)
= 5.4 MPa < 0.8 fcd=13.6 MPaσσσσB=1930x103/(500x400)
= 9.7 MPa < 0.8 fcd=13.6 MPa
Required depth of compression zone:C=T= 1070 kNd ≥≥≥≥ 1070x103/(400x1.0fcd)
= 135 mm < 400 mm ∴∴∴∴ OK(Nodes taken 200 mm below top surface.)
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Other criticalanchorages
- C, D
Checkanchoragelength of
reinforcingbars
> Anchorage length
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
Furtherreinforcement
mesh on eitherface of wall
nominal column reinforcementstirrups
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DEPARTMENT OF CIVIL ENGINEERING
Tan K H, NUS2/16/2004
References
! J.G. MacGregor, “REINFORCED CONCRETE: Mechanics and Design”, 3rd Ed., Prentice-Hall, 1997, Ch. 18.
! A.H. Nilson, D. Darwin and C.W. Dolan, “Design of Concrete Structures”, McGraw-Hill, 2003, pp.
! K.H. Reineck (Ed), “Examples for the Design of Structural Concrete with Strut-and-Tie Models”, ACI SP-208, 2002, 244 pp.
! Strut-and-Tie Resource Web Sitehttp://www.cee.uiuc.edu/kuchma/strut_and_tie/STM/
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DEPARTMENT OF CIVIL ENGINEERING
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Further reading:
! J. Schlaich, et al., “Toward a Consistent Design of Structural Concrete”, J. of Prestressed Concrete Institute, V.32, No. 3, 1987, pp.74-150.
! P. Marti, “Basic Tools of Reinforced Concrete Beam Design”, ACI Journal, V. 82, No. 1, Jan-Feb 1985, pp. 46-56.
! Tan, K.H. and Naaman, A.E., "Strut-and-Tie Model for Externally Prestressed Concrete Beams", ACI Structural Journal, Vol. 90, No. 6, USA, November-December 1993, pp. 683-691.
! Tan, K.H., “Shear Strengthening of Dapped Beams Using FRP Systems", Fifth International Symposium on Fibre Reinforced Plastics for Reinforced Concrete Structures (FRPRCS-5), Cambridge, UK, July 16-18, 2001, Vol. 1, pp. 249-258.
! Mansur, M.A., Tan, K.H. and Weng, W., “Effects of Creating an Opening in Existing Beams”, ACI Structural Journal, Vol. 96, No. 6, USA, November-December 1999, pp. 899-905.