Aci 530-11 pdf download

In a wall spandrel with a T-beam section and compression reinforcing, the factored bending moment at a design section resisted by the couple between the masonry in compression in the web and the tension steel, lb-in. On a wall pier interaction curve the "distance" from the origin to the capacity associated with the point considered. On a wall pier interaction curve the "distance" from the origin to the point considered. Equivalent axial force in the left edge member of a wall pier used for design, lbs.

This may be different at the top and the bottom of the wall pier. Factor used to reduce the allowable maximum compressive design strength, unitless. The ACI code specifies this factor to be 0. This factor can be revised in the preferences. The maximum compression force a wall pier can carry with strength reduction factors set equal to one, lbs.

The maximum tension force a wall pier can carry with strength reduction factors set equal to one, lbs. Equivalent axial force in the right edge member of a wall pier used for design, lbs. Shear strength reduction factor as specified in the masonry material properties, unitless. This reduction factor applies to light-weight masonry. It is equal to 1 for normal weight masonry. The portion of the shear force in a spandrel carried by the shear reinforcing steel, lbs. Width of the compression flange in a T-beam, in.

This can be different on the left and right ends of the T-beam. Distance from the extreme compression fiber to the centroid of tension reinforcement, in. Distance from the bottom of the spandrel beam to the centroid of the bottom reinforcing steel, in.

This can be different on the left and right ends of the beam. Distance from the top of the spandrel beam to the centroid of the top reinforcing steel, in. Depth of the compression flange in a T-beam, inches. Specified compressive strength, psi. This value is used for flexural and axial design calculations.

Calculated tensile or compressive strength of steel reinforcing, psi. This value is used for flexural design calculations. Yield strength of steel reinforcing, psi. This value is used for shear design calculations. Height of a wall spandrel, in. This can be different on the left and right ends of the spandrel. Thickness of a wall pier, inches. This can be different at the top and bottom of the pier. Thickness of a wall spandrel, inches.

Maximum usable compressive strain of masonry, unitless. The default is 0. Strength reduction factor for bending, unitless. The default value is 0. Maximum ratio of reinforcing steel in a wall pier with a Section Designer section that is designed not checked , unitless. Minimum ratio of reinforcing steel in a wall pier with a Section Designer section that is designed not checked , unitless. Design Station Locations The program designs wall piers at stations located at the top and bottom of the pier only.

To design at the mid-height of a pier, break the pier into two separate "half-height" piers. The program designs wall spandrels at stations located at the left and right ends of the spandrel only.

To design at the mid-length of a spandrel, break the spandrel into two separate "half-length" spandrels. Default Design Load Combinations The design load combinations automatically created by the program for masonry shear wall design are given by the following equations ACI 3.

Note that this includes roof live loads as well as floor live loads. Dead Load Component The dead load component of the default design load combinations consists of the sum of all dead loads multiplied by the specified factor.

Individual dead load cases are not considered separately in the default design load combinations. See the description of the earthquake load component later in this chapter for additional information. Default Design Load Combinations. Live Load Component The live load component of the default design load combinations consists of the sum of all live loads, both reducible and non-reducible, multiplied by the specified factor. Individual live load cases are not considered separately in the default design load combinations.

Roof Live Load Component The live load component of the default design load combinations consists of the sum of all roof live loads non-reducible , multiplied by the specified factor.

Snow Load Component The snow load component of the default design load combinations consists of the sum of all snow loads, multiplied by the specified factor.

Wind Load Component The wind load component of the default design load combinations consists of the contribution from a single wind load case. Thus, if multiple wind load cases are defined in the program model, each of ACI Equations 3, 4 and 6 will contribute multiple design load combinations, one for each wind load case that is defined.

Earthquake Load Component The earthquake load component of the default design load combinations consists of the contribution from a single earthquake load case. Thus, if multiple earthquake load cases are defined in the program model, each of ACI Equations 5 and 7 will contribute multiple design load combinations, one for each earthquake load case that is defined.

The earthquake load cases considered when creating the default design load combinations include all static load cases that are defined as earthquake loads. Default design load combinations are not created for time history cases or for static nonlinear cases.

Combinations That Include a Response Spectrum In the program all response spectrum cases are assumed to be earthquake load cases. Default design load combinations are created that include the response spectrum cases. The output from a response spectrum is all positive. Any design load combination that includes a response spectrum load case is checked for all possible combinations of signs on the response spectrum values. Thus, when checking shear in a wall pier or a wall spandrel, the response spectrum contribution of shear to the design load combination is considered once as a positive shear and then a second time as a negative shear.

Similarly, when checking moment in a wall spandrel, the response spectrum contribution of moment to the design load combination is considered once as a positive moment and then a second time as a negative moment. When checking the flexural behavior of a two-dimensional wall pier or spandrel, four possible combinations are considered for the contribution of response spectrum load to the design load combination.

They are:. Similarly, eight possible combinations of P, M2 and M3 are considered for threedimensional wall piers. Note that based on the above, ASCE Equation 5 with negative sign for earthquake is redundant for a load combination with a response spectrum, and similarly, ASCE Equation 7 with negative sign for earthquake is redundant for a load combination with a response spectrum.

For this reason, the program creates default design load combinations based on ASCE Equations 5 and 7 with only positive sign for earthquake for response spectra. Default design load Default Design Load Combinations.

Combinations that Include Time History Results The default shear wall design load combinations do not include any time history results. Therefore, user defined load combinations should include time history forces. When a design load combination includes time history results, the design can be for the envelope of those results or for each step of the time history.

The type of time history design can be specified in the shear wall design preferences. When envelopes are used, the design is for the maximum of each response quantity axial load, moment, and the like as if they occurred simultaneously.

Typically, this is not the realistic case, and in some instances, it may be unconservative. Designing for each step of a time history gives the correct correspondence between different response quantities, but designing for each step can be very time consuming. When the program gets the envelope results for a time history, it gets a maximum and a minimum value for each response quantity.

Thus, for wall piers it gets maximum and minimum values of axial load, shear and moment; and for wall spandrels, it gets maximum and minimum values of shear and moment.

For a design load combination in the program shear wall design module, any load combination that includes a time history load case in it is checked for all possible combinations of maximum and minimum time history design values.

Thus, when checking shear in a wall pier or a wall spandrel, the time history contribution of shear to the design load combination is considered once as a maximum shear and then a second time as a minimum shear. Similarly, when checking moment in a wall spandrel, the time history contribution of moment to the design load combination is considered once as a maximum moment and then a second time as a minimum moment.

When checking the flexural behavior of a wall pier, four possible combinations are considered for the contribution of time history load to the design load combination.

If a single design load combination has more than one time history case in it, that design load combination is designed for the envelopes of the time histories, regardless of what is specified for the Time History Design item in the preferences. Combinations That Include Static Nonlinear Results The default shear wall design load combinations do not include any static nonlinear results.

Therefore, user defined load combinations should include static nonlinear results. If a design load combination includes a single static nonlinear case and nothing else, the design is performed for each step of the static nonlinear analysis. Otherwise, the design is performed for the last step of the static nonlinear analysis only. Shear Wall Design Preferences The shear wall design preferences are basic properties that apply to all wall pier and spandrel elements.

Default values are provided for all shear wall design preference items. Thus, it is not required that preferences be specified. However, at least review the default values for the preference items to make sure they are acceptable. A description of each preference item is shown on the codespecific form in the program.

Shear Wall Design Overwrites The shear wall design overwrites are basic assignments that apply only to those piers or spandrels to which they are assigned. The overwrites for piers and spandrels are separate.

Note that the available overwrites change depending on the pier section type Uniform Reinforcing, General Reinforcing, or Simplified C and T. Shear Wall Design Preferences. Default values are provided for all pier and spandrel overwrite items. Thus, it is not necessary to specify or change any of the overwrites. However, at least review the default values for the overwrite items to make sure they are acceptable. When changes are made to overwrite items, the program applies the changes only to the elements to which they are specifically assigned, that is, to the elements that are selected when the overwrites are changed.

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