Lecture 12 Pan Joist and Pattern Loads

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Lecture 12 - Pan Joist and Pattern Loads

• February 11, 2002
• CVEN 444

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Lecture Goals

• Pan Joist
• Load Factors
• Pattern Loading

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Pan Joist Floor Systems
View of Pan Joist Slab from Below
Walter P. Moore Assoc.
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Pan Joist Floor Systems
Walter P. Moore Assoc.
View of Double Skip Joist Slab from Below
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Pan Joist Floor Systems
Placing Reinforcement for a Pan Joist Slab
Walter P. Moore Assoc.
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Pan Joist Floor Systems
General framing layout of the pan joist system.
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Pan Joist Floor Systems
Pouring a Pan Joist Slab
Walter P. Moore Assoc.
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Pan Joist Floor Systems

• Definition The type of slab is also called a
  ribbed slab. It consists of a floor slab,
  usually 2-4 in. thick, supported by reinforced
  concrete ribs. The ribs are usually tapered and
  uniformly spaced at distances that do not exceed
  30 in. The ribs are supported on girders that
  rest on columns. In some ribbed slabs, the
  space between ribs may be filled with permanent
  fillers to provide a horizontal slab soffit.

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One-Way Joist Construction
See Sec. 10-7 in text Definition Pan joist
floor systems are series of closely spaced
cast-in-place T-beams or joists used for
long-span floors with relatively light loads.
Typically removable metal forms (fillers or pans)
are used to form joists.
MacGregor, Fig. 10-28
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One-Way Joist Construction
Details of ribbed floor with removable steel pans.
Ribbed-floor cross sections.
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One-Way Joist Construction
The design of a ribbed floor with steel pan forms
and average weight of the floor.
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One-Way Joist Construction
The design of a ribbed floor with steel pan forms
and average weight of the floor.
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One-Way Joist Construction
Joist Details
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Pan Joist Floor Systems

• ACI Requirements for Joist Construction
• (Sec. 8.11, ACI 318-99)
• Slabs and ribs must be cast monolithically.
• Ribs must be spaced consistently
• Ribs may not be less than 4 inches in width

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Pan Joist Floor Systems

• ACI Requirements for Joist Construction (cont.)
• (Sec. 8.11, ACI 318-99)
• Depth of ribs may not be more than 3.5 times the
  minimum rib width
• Clear spacing between ribs shall not exceed 30
  inches.
• Ribbed slabs not meeting these requirements
  are designed as slabs and beams.

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Pan Joist Floor Systems

• Slab Thickness
• (ACI Sec. 8.11.6.1)
• t 2 in. for joints formed with 20 in. wide
  pans
• t 2.5 in. for joints formed with 30 in. wide
  pans

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Pan Joist Floor Systems

• Slab Thickness (cont.)
• Building codes give minimum fire resistance
  rating
• 1-hour fire rating ¾ in. cover, 3-3.5 slab
  thickness
• 2-hour fire rating 1 in. cover, 4.5 slab
  thickness

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Pan Joist Floor Systems

• Standard Removable Form Dimensions
• Note the shapes

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Pan Joist Floor Systems

• Standard Removable Form Dimensions
• Standard Widths 20 in. 30 in. (measured at
  bottom of ribs)
• Standard Depths 6, 8, 10, 12, 14, 16 or 20 in.

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Pan Joist Floor Systems

• Standard Removable Form Dimensions (cont.)
• End Forms one end is closed (built-in) to form
  the supporting beam
• Tapered End Forms provide additional shear
  capacity at ends of joists by tapering ends to
  increase rib width.

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Pan Joist Slabs
Standard Pan Joist Form Dimensions Ref. CECO
Concrete Construction Catalog
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Pan Joist Slabs
Standard Pan Joist Form Dimensions Ref. CECO
Concrete Construction Catalog
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Pan Joist Floor Systems

• Laying Out Pan Joist Floors
• Rib/slab thickness
• Governed by strength, fire rating, available
  space
• Overall depth and rib thickness
• Governed by deflections and shear

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Pan Joist Floor Systems

• Laying Out Pan Joist Floors (cont.)
• Typically no stirrups are used in joists
• Reducing Forming Costs
• Use constant joist depth for entire floor
• Use same depth for joists and beams (not always
  possible)

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Pan Joist Floor Systems

• Distribution Ribs
• Placed perpendicular to joists
• Spans lt 20 ft. None
• Spans 20-30 ft. Provided a midspan
• Spans gt 30 ft. Provided at third-points
• At least one continuous 4 bar is provided at top
  and bottom of distribution rib.
• Note not required by ACI Code, but typically
  used in construction

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Member Depth

• ACI provides minimum member depth and slab
  thickness requirements that can be used without a
  deflection calculation (Sec. 9.5)
• Useful for selecting preliminary member sizes

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Member Depth

• ACI 318 - Table 9.5a
• Min. thickness, h
• For beams with one end continuous L/18.5
• For beams with both ends continuous L/21
• L is span length in inches
• Table 9.5a usually gives a depth too shallow for
  design, but should be checked as a minimum.

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Member Depth
ACI 318-99 Table 9.5a
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Member Depth

• Rule of Thumb
• hb (in.) L (ft.)
• Ex.) 30 ft. span -gt hb 30 in.
• May be a little large, but okay as a start to
  calc. DL
• Another Rule of Thumb
• wDL (web below slab) 15 (wSDL wLL)
• Note For design, start with maximum moment for
  beam to finalize depth.
• Select b as a function of d
• b (0.45 to 0.65) (d)

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Pattern Loads

• Using influence lines to determine pattern loads
• Largest moments in a continuous beam or frame
  occur when some spans are loaded and others are
  not.
• Influence lines are used to determine which spans
  to load and which spans not to load.

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Pattern Loads

• Influence Line graph of variation of shear,
  moment, or other effect at one particular point
  in a structure due to a unit load moving across
  the structure.

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Pattern Loads

• Quantitative Influence Lines
• Ordinate are calculated (exact)
• See Fig. 10-7(a-e)

MacGregor (1997)
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Pattern Loads

• Qualitative Influence Lines
• Mueller-Breslau Principle
• Figs. 10-7(f), 10-8, 10-9
• Used to provide a qualitative guide to the shape
  of the influence line

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Pattern Loads

• Qualitative Influence Lines (cont.)
• For moments
• Insert pin at location of interest
• Twist beam on either side of pin
• Other supports are unyielding, so distorted shape
  may be easily drawn.
• For frames, joints are assumed free to rotate,
  assume members are rigidly connected (angle
  between members does not change)

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Qualitative Influence Lines
The Mueller-Breslau principle can be stated as
follows If a function at a point on a structure,
such as reaction, or shear, or moment is allowed
to act without restraint, the deflected shape of
the structure, to some scale, represents the
influence line of the function.
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Pattern Loads
Qualitative Influence Lines
Fig. 10-7 (b,f) from MacGregor (1997)
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Pattern Loads

• Frame Example
• Maximize M at point B.
• Draw qualitative influence lines.
• Resulting pattern load
• checkerboard pattern

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Pattern Loads

• ACI 318-99, Sec. 8.9.1
• It shall be permitted to assume that
• The live load is applied only to the floor or
  roof under consideration, and
• The far ends of columns built integrally with the
  structure are considered to be fixed.
• For the project, we will model the entire
  frame.

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Pattern Loads

• ACI 318-99, Sec. 8.9.2
• It shall be permitted to assume that the
  arrangement of live load is limited to
  combinations of
• Factored dead load on all spans with full
  factored live load on two adjacent spans.
• Factored dead load on all spans with full
  factored live load on alternate spans.
• For the project, you may use this provision.

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Project Load Cases for Beam Design

• DL Member dead load (self wt. of slab, beams,
  etc.)
• SDL Superimposed dead load on floors
• LLa1 Case a1 LL
• (maximize Mu/-Mu in 1st exterior beam)
• LLa2 Case a2 LL (optional)
• (maximize Mu/-Mu in 2nd exterior beam
  symmetric to 1st exterior beam)

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Project Load Cases for Beam Design

• LLb Case b LL
• (maximize Mu in interior beams)
• LLc1 Case c1 LL
• (maximize -Mu in beams 1st interior support)
• LLc2 Case c2 LL (optional)
• (maximize -Mu in beams at 2nd interior
  support symmetric to LLc)

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Project Factored Load Combinations for Beam
Design

• Factored Load Combinations
• U 1.4 (DLSDL) 1.7 (LLa1)
• U 1.4 (DLSDL) 1.7 (LLa2)
• U 1.4 (DLSDL) 1.7 (LLb)
• U 1.4 (DLSDL) 1.7 (LLc1)
• U 1.4 (DLSDL) 1.7 (LLc2)
• Envelope Load Combinations
• Take maximum forces from all factored load
• combinations

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MomentEnvelopes
The moment envelope curve defines the extreme
boundary values of bending moment along the beam
due to critical placements of design live loading.
Fig. 10-10 MacGregor (1997)
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Approximate Analysis of Continuous Beam and
One-Way Slab Systems

• ACI Moment and Shear Coefficients
• Approximate moments and shears permitted for
  design of continuous beams and one-way slabs
• Section 8.3.3 of ACI Code

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Approximate Analysis of Continuous Beam and
One-Way Slab Systems

• ACI Moment and Shear Coefficients - Requirements
• Two or more spans
• Approximately Equal Spans
• Larger of 2 adjacent spans not greater than
  shorter by gt 20
• Uniform Loads
• LL/DL 3 (unfactored)

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Approximate Analysis of Continuous Beam and
One-Way Slab Systems

• ACI Moment and Shear Coefficients - Requirements
  ( cont.)
• Prismatic members
• Same A, I, E throughout member length
• Beams must be in braced frame without significant
  moments due to lateral forces
• Not state in Code, but necessary for coefficients
  to apply.
• All these requirements must be met to use the
  coefficients!

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Approximate Analysis of Continuous Beam and
One-Way Slab Systems
ACI Moment and Shear Coefficients Methodology
wu Total factored dead and live load per
unit length Cm Moment coefficient Cv Shear
coefficient ln Clear span length for span in
question for Mu at interior face of exterior
support, Mu and Vu ln Average of clear span
length for adjacent spans for Mu at interior
supports
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Approximate Analysis of Continuous Beam and
One-Way Slab Systems

• ACI Moment and Shear Coefficients
• See Section 8.3.3 of ACI Code

Fig. 10-11, MacGregor (1997)