Elastic stresses in unshored composite section
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Elastic Stresses in Unshored Composite Section. The elastic stresses at any location shall be the sum of stresses caused by appropriate loads applied separately Steel beam Permanent loads applied before the slab has hardened, are carried by the steel section. Short-term composite section

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Elastic Stresses in Unshored Composite Section

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Elastic stresses in unshored composite section

Elastic Stresses in Unshored Composite Section

  • The elastic stresses at any location shall be the sum of stresses caused by appropriate loads applied separately

  • Steel beam

    • Permanent loads applied before the slab has hardened, are carried by the steel section.

  • Short-term composite section

    • Transient loads (such as live loads) are assumed to be carried by short-term composite action. The short-term modular ratio, n, should be used.

  • Long-term composite section.

    • Permanent loads applied after the slab has been hardened are carried by the long-term composite section. The long-term modular ratio, 3n, should be used.


Elastic stresses 6 10 1 1

Elastic Stresses (6.10.1.1)

The procedure shown in this picture is only valid if the neutral axis is not in the concrete.

Use iterations otherwise.


Elastic stresses 6 10 1 11

Elastic Stresses (6.10.1.1)

Effective Width (Interior)

  • According to AASHTO-LRFD 4.6.2.6.1, the effective width for interior girders is to be taken as the smallest of:

  • One quarter of the effective span length (span length in simply supported beams and distance between permanent load inflection points in continuous beams).

  • Average center-to-center spacing.

  • Twelve times the slab thickness plus the top flange width.


Hybrid sections 6 10 3 6 10 1 10

Hybrid Sections 6.10.3, 6.10.1.10

  • The web yield strength must be:

    • 1.20 fyf≥ fyw≥ 0.70 fyf and fyw≥ 36 ksi

  • The hybrid girder reduction factor = Rh

  • Where, b=2 Dn tw / Afn

  • Dn = larger of distance from elastic NA to inside flange face

  • Afn = flange area on the side of NA corresponding to Dn

  • fn = yield stress corresponding to Afn


Additional sections

Additional sections

  • 6.10.1.4 – Variable web depth members

  • 6.10.1.5 – Stiffness

  • 6.10.1.6 – Flange stresses and bending moments

  • 6.10.1.7 – Minimum negative flexure concrete deck rft.

  • 6.10.1.8 – Net section fracture


Web bend buckling resistance 6 10 1 9

Web Bend-Buckling Resistance (6.10.1.9)

  • For webs without longitudinal stiffeners, the nominal bend buckling resistance shall be taken as:

  • When the section is composite and in positive flexure Rb=1.0

  • When the section has one or more longitudinal stiffeners, and D/tw≤ 0.95 (E k /Fyc)0.5 then Rb = 1.0

  • When 2Dc/tw ≤ 5.7 (E / Fyc)0.5 then Rb = 1.0


Web bend buckling reduction 6 10 1 10

Web Bend-Buckling Reduction (6.10.1.10)

  • If the previous conditions are not met then:


Calculating the depth d c and d cp app d6 3

Calculating the depth Dc and Dcp (App. D6.3)

  • For composite sections in positive flexure, the depth of the web in compression in the elastic range Dc, shall be the depth over which the algebraic sum of the stresses in the steel, the long-term composite and short term composite section is compressive

  • In lieu, you can use


Calculating the depth d c and d cp app d6 31

Calculating the depth Dc and Dcp (App. D6.3)

  • For composite sections in positive flexure, the depth of the web in compression at the plastic moment Dcp shall be taken as follows for the case of PNA in the web:


6 10 i shaped steel girder design

6.10 I-shaped Steel Girder Design

Proportioning the section (6.10.2)

  • Webs without longitudinal stiffeners must be limited to

    D/tw≤ 150

  • Webs with longitudinal stiffeners must be limited to

    D/tw≤ 300

  • Compression and tension flanges must be proportioned such that:


Elastic stresses in unshored composite section

Section Behavior

Moment

Mp

Compact

My

Noncompact

Slender

Curvature


6 10 i shaped steel girder design1

6.10 I-Shaped Steel Girder Design

  • Strength limit state 6.10.6

  • Composite sections in positive flexure (6.10.6.2.2)

  • Classified as compact section if:

    • Flange yield stress (Fyf ) ≤ 70 ksi

    • where, Dcp is the depth of the web in compression at the plastic moment

  • Classified as non-compact section if requirement not met

  • Compact section designed using Section 6.10.7.1

  • Non-compact section designed using Section 6.10.7.2


6 10 7 flexural resistance composite sections in positive flexure

6.10.7 Flexural Resistance Composite Sections in Positive Flexure

Compact sections

  • At the strength limit state, the section must satisfy

  • If Dp≤ 0.1 Dt , then Mn = Mp

  • Otherwise, Mn = Mp(1.07 – 0.7 Dp/Dt)

  • Where, Dp = distance from top of deck to the N.A. of the composite section at the plastic moment.

  • Dt = total depth of composite section

  • For continuous spans, Mn = 1.3 My. This limit allows for better design with respect to moment redistributions.


6 10 7 flexural resistance composite sections in positive flexure1

6.10.7 Flexural Resistance Composite Sections in Positive Flexure

Non-Compact sections (6.10.7.2)

  • At the strength limit state:

    • The compression flange must satisfy fbu≤ ff Fnc

    • The tension flange must satisfyfbu + fl/3 ≤ ff Fnt

  • Nominal flexural resistance Fnc = Rb Rh Fyc

  • Nominal flexural resistance Fnt= Rh Fyt

  • Where,

    • Rb= web bend buckling reduction factor

    • Rh = hybrid section reduction factor


6 10 7 flexural resistance composite sections in positive flexure2

6.10.7 Flexural Resistance Composite Sections in Positive Flexure

  • Ductility requirement. Compact and non-compact sections shall satisfy Dp ≤ 0.42 Dt

  • This requirement intends to protect the concrete deck from premature crushing. The Dp/Dt ratio is lowered to 0.42 to ensure significant yielding of the bottom flange when the crushing strain is reached at the top of deck.


6 10 i shaped steel girder design2

6.10 I-Shaped Steel Girder Design

  • Composite Sections in Negative Flexure and Non-composite Sections (6.10.6.2.2)

  • Sections with Fyf ≤ 70 ksi

  • Web satisfies the non-compact slenderness limit

  • Where, Dc = depth of web in compression in elastic range.

  • Designed using provisions for compact or non-compact web section specified in App. A.

  • Can be designed conservatively using Section 6.8

    • If you use 6.8, moment capacity limited to My

    • If use App. A., get greater moment capacity than My


6 10 8 flexural resistance composite sections in negative flexure and non composite section

6.10.8 Flexural Resistance Composite Sections in Negative Flexure and Non-Composite Section

  • Discretely braced flanges in compression

  • Discretely braced flanges in tension

  • Continuously braced flanges: fbu≤ ff Rh Fyf

  • Compression flange flexural resistance = Fnc shall be taken as the smaller of the local buckling resistance and the lateral torsional buckling resistance.

  • Tension flange flexural resistance = Fnt = Rh Fyt


Flange local buckling or lateral torsional buckling resistance

Flange Local buckling or Lateral Torsional Buckling Resistance

Fn or Mn

Inelastic Buckling

(Compact)

Inelastic Buckling

(non-compact)

Fmax or Mmax

Fyr or Mr

Elastic Buckling

(Slender)

Lp

Lr

Lb

lpf

lrf

lf


6 10 8 flexural resistance composite sections in negative flexure and non composite section1

6.10.8 Flexural Resistance Composite Sections in Negative Flexure and Non-Composite Section

  • Fnc Compression flange flexural resistance – local buckling


F nc compression flange flexural resistance lateral torsional buckling

Fnc Compression flange flexural resistanceLateral torsional buckling


Lateral torsional buckling

Lateral Torsional Buckling


Unstiffened web buckling in shear

Unstiffened Web Buckling in Shear

Web plastification in shear

Inelastic web buckling

Elastic web buckling

D/tw


6 10 9 shear resistance unstiffened webs

6.10.9 Shear Resistance – Unstiffened webs

  • At the strength limit state, the webs must satisfy:

    Vu≤ fv Vn

  • Nominal resistance of unstiffened webs:

    Vn = Vcr = C Vp

    where, Vp = 0.58 Fyw D tw

  • C = ratio of the shear buckling resistance to shear yield strength

    k = 5 for unstiffened webs


Tension field action

Tension Field Action

Beam Action

Tension Field Action

D

g

d0


6 10 9 shear resistance stiffened webs

6.10.9 Shear resistance – Stiffened Webs

  • Members with stiffened webs have interior and end panels.

  • The interior panels must be such that

    • Without longitudinal stiffeners and with a transverse stiffener spacing (do) < 3D

    • With one or more longitudinal stiffeners and transverse stiffener spacing (do) < 1.5 D

  • The transverse stiffener distance for end panels with or without longitudinal stiffeners must be do < 1.5 D

  • The nominal shear resistance of end panel is

    Vn = C (0.58 Fyw D tw)

  • For this case – k is obtained using equation shown on next page and do = distance to stiffener


Shear resistance of interior panels of stiffened webs

Shear Resistance of Interior Panels of Stiffened Webs


Transverse stiffener spacing

Transverse Stiffener Spacing

End

panel

D

Interior panel


Types of stiffeners

Types of Stiffeners

Transverse

Intermediate

Stiffener

Longitudinal

Stiffener

Bearing

Stiffener

D


6 10 11 design of stiffeners

6.10.11 Design of Stiffeners

  • Transverse Intermediate Stiffeners

    • Consist of plates of angles bolted or welded to either one or both sides of the web

    • Transverse stiffeners may be used as connection plates for diaphragms or cross-frames

    • When they are not used as connection plates, then they shall tight fit the compression flange, but need not be in bearing with tension flange

    • When they are used as connection plates, they should be welded or bolted to both top and bottom flanges

    • The distance between the end of the web-to-stiffener weld and the near edge of the adjacent web-to-flange weld shall not be less than 4 tw or more than 6 tw.


Transverse intermediate stiffeners

Transverse Intermediate Stiffeners

Angle

Single Plate

Double Plate

Less than 4 twor more than 6tw


6 10 11 design of stiffeners1

6.10.11 Design of Stiffeners

  • Projecting width of transverse stiffeners must satisfy:

    bt≥ 2.0 + d/30

    and bf/4 ≤ bt ≤ 16 tp

  • The transverse stiffener’s moment of inertia must satisfy:

    It ≥ do tw3 J

    where, J = required ratio of the rigidity of one transverse stiffener to that of the web plate = 2.5 (D/do)2 – 2.0 ≥ 2.5

    It = stiffener m.o.i. about edge in contact with web for

    single stiffeners and about mid thickness for pairs.

  • Transverse stiffeners in web panels with longitudinal stiffeners must also satisfy:


6 10 11 design of stiffeners2

6.10.11 Design of Stiffeners

  • The stiffener strength must be greater than that required for TFA to develop. Therefore, the area requirement is:

  • If this equation gives As negative, it means that the web alone is strong enough to develop the TFA forces. The stiffener must be proportions for m.o.i. and width alone


6 10 11 design of stiffeners3

6.10.11 Design of Stiffeners

  • Bearing Stiffeners must be placed on the web of built-up sections at all bearing locations. Either bearing stiffeners will be provided or the web will be checked for the limit states of:

    • Web yielding – Art. D6.5.2

    • Web crippling – Art. D6.5.3

  • Bearing stiffeners will consist of one or more plates or angles welded or bolted to both sides of the web. The stiffeners will extend the full depth of the web and as closely as practical to the outer edges of the flanges.

  • The stiffeners shall be either mille to bear against the flange or attached by full penetration welds.


6 10 11 design of stiffeners4

6.10.11 Design of Stiffeners

  • To prevent local buckling before yielding, the following should be satisfied.

  • The factored bearing resistance for the fitted ends of bearing stiffeners shall be taken as:

  • The axial resistance shall be determined per column provisions. The effective column length is 0.75D

    • It is not D because of the restraint offered by the top and bottom flanges.


6 10 11 design of stiffeners5

6.10.11 Design of Stiffeners

End

panel

D

Interior panel

tp

bt

9tw

9tw

9tw


General considerations

General Considerations

  • Shear studs are needed to transfer the horizontal shear that is developed between the concrete slab and steel beam.

  • AASHTO-LRFD requires that full transfer (i.e. full composite action) must be achieved.

  • Shear studs are placed throughout both simple and continuous spans.

  • Two limit states must be considered: fatigue and shear. Fatigue is discussed later.


Strength of shear studs

Strength of Shear Studs

0.85

Cross-sectional are of the stud in square inches

Minimum tensile strength of the stud (usually 60 ksi)


Placement

Placement

  • A sufficient number of shear studs should be placed between a point of zero moment and adjacent points of maximum moment.

  • It is permissible to evenly distribute the shear studs along the length they are needed in (between point of inflection and point of maximum moment), since the studs have the necessary ductility to accommodate the redistribution that will take place.


Miscellaneous rules

Miscellaneous Rules

  • Minimum length = 4 x stud diameter

  • Minimum longitudinal spacing = 4 x stud diameter

  • Minimum transverse spacing = 4 x stud diameter

  • Maximum longitudinal spacing = 8 x slab thickness

  • Minimum lateral cover = 1".

  • Minimum vertical cover = 2”.

  • Minimum penetration into deck = 2”


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