Presentation on theme: "CE 636 - Design of Multi-Story Structures T. B. Quimby UAA School of Engineering."— Presentation transcript:
CE Design of Multi-Story Structures T. B. Quimby UAA School of Engineering
Resistance to horizontal loading provided by flexural stiffness of the girders, columns, and connections. Opens up the floor space allowing freedom in space utilization. Economical for buildings up to about 25 stories. Well suited for reinforced concrete construction due to the inherent continuity in the joints. Design of floor system cannot be repetitive since the beams forces are a function of the shear at the level in addition to the normal gravity loads. Gravity loads also resisted by frame action.
Approximate gravity load analysis and design Estimate gravity loads and use approximate analysis to determine member forces. (2 cycle moment dist.) Select beam and column sizes using gravity forces and an allowance for additional member forces due to lateral loads. Approximate lateral load analysis Cantilever or Portal method Check drift. Resize members based on lateral load analysis and drift analysis. Detailed computer analysis and resize members as appropriate.
Accumulated story shear above a given story is resisted by shear in the columns at that story. Points of contraflexure are located an midheight of columns and beams since both types of elements are in double curvature. Deflected shape is predominately in a shear configuration with concavity being upwind. A Flexural component in the deflection results from chord action (axial forces in column).
Note the bending in the typical beam, column, and joint.
Continuity at joints tends to create negative moments at supports and Positive moments at midspan of girders. There are two points of inflection on each girder. Each span is effected by the loading of other spans in the structure. Determination of maximum moments and shears must account for probability of uneven Live Load distribution.
The influence line for a reaction or internal stress is, to some scale, the elastic curve of the structure when deflected by an action similar to the reaction of stress.
Entire spans are loaded, no partial span loading.
Code recommended values (See ACI 318 section 8.3, UBC has also adopted these) Limited to spans of approximately equal stiffness and a constant magnitude of uniformly distributed load. Two-cycle moment distribution. Multiple elastic analyses using all the potential load patterns.
More accurate than code coefficients. May use many different types of loading. Method is quick and easy to implement. Can obtain midspan moments and column forces as well as end moments on beams. See the worked problem in the text. The Portland Cement Association publishes the original paper as a pamphlet entitled “Continuity in concrete building frames”
Loads are distributed in relation to the relative rigidity of each bent. Must include torsional effects, if any. Text method allows you to compute the point load on each level of each bent. To has a translational and rotational component.
Best used on shorter, wider frames. Building whose deflection is primarily racking. height to width ratio not greater than 4:1 Highly indeterminate frame is reduced to a statically determinate system by the following assumptions: The points of contraflexure are located at the middle of columns and beams. (locations of zero moment) Horizontal shear at midstory levels is shared between the columns in proportion of the width of aisle each column supports.
Used in structures for which the flexural component of deflection is more prominent. Up to 35 stories Height to width ratios up to 5:1 Highly indeterminate frame is reduced to a statically determinate system by the following assumptions: The points of contraflexure are located at the middle of columns and beams. (locations of zero moment) The AXIAL STRESS in a column is in proportion to its distance from the centroid of the column areas.
Need to consider the effects of: Joint rotation due to girder flexibility Column flexibility Overall bending Need to make some changes to equations at the first level because foundation connections are considered to be either fully rigid or fully pinned.
Joint rotation due to girder flexibility is normally the predominate component of drift. Increasing girder stiffness will reduce this component. Column flexibility is the next most predominate component. Increasing column stiffness will reduce this component. A look at the contributions of each component of drift can help decide whether to stiffen the girders or the columns. The text proposes a more analytical method for making decisions.
(GA) corresponds to the shear rigidity of an analogous shear cantilever of sectional area A and Modulus of rigidity G. (See text figure 7.15) (GA) = Qh/ = Q/ For the drift calculations, the shear stiffness of a story is given in the text's equation If the effective shear rigidity (GA) is known for a particular level, finding the story drift is found by the text's equation 7.29
Newer computer programs (such as ETABS) have made hand methods virtually obsolete. The stiffness based programs inherently take into account the relative stiffnesses of frames when determining bent forces. Member forces are more accurate than from the approximate methods. Deflection outputs simplify the drift analysis.
Lumped Girder Frames Can be used for repetitive floors Do not lump roof level Do not lump lower few floors See text for equivalent girder and column properties.
Single-Bay Frames Good for estimating deflections for stability. Good for dynamic analyses where member forces are not required. Can use for a two stage analysis I ge = 1* (Ig/L)i (Ice)i =.5* (Ic)i (Ace)i = (2/l 2 )* (Acc 2 )i