Project

Project name

Location

Location of the project

Date

Date printed on the report (defaults to current date)

Client

Name of the client

Designer

Name of the designer

Job Number

Job number for the project

Design Number

Design number for the design

Spec

Let the user select the given specification. Options are ACI 318-19 and ACI 318-14.

Description

Long form description for the project. Shift+Enter adds a new line.

f’c

Final compressive strength of the wall concrete (often referred to as the 28-day strength). 

f’ci

Concrete compressive strength at time of release of the prestress in the casting yard, or at time of stripping of members without prestressing. The release strength cannot exceed the final compressive strength. This is used for all stripping and handling analysis. It may also be used for erection (user input). 

wc

Density of the concrete used in the wall. 

Ec

Modulus of elasticity of the wall concrete at final.  This value will be calculated and updated when f’c or the unit weight of the beam are changed. 

Eci

Modulus of elasticity at time of release of the prestress in the casting yard, or at time of stripping of members without prestressing. This value will be calculated and updated when f’ci or unit weight are changed. 

Type

Wall concrete type can be designated as normalweight, sand-lightweight, or all lightweight. 

fy

Yield strength of the rebar.

Es

Modulus of elasticity of the rebar.

fpu

Ultimate tensile strength of prestressing steel. 

Ep

Modulus of elasticity of prestressed reinforcement. 

Method

Losses can be user defined, calculated using the lump sum method present in the PCI Design Handbook, or calculated using the time dependent method in the PCI Journal.

Humidity

Relative humidity (percent). 

Include LL Regain

Indicate whether to include the effects of live load in your losses.

Time at…

Release: Time when release happens. Used in the loss calculation for transfer.

Erection: Time when erection happens. Used in the loss calculation for erection and construction.

Method

Whitney Stress Block: Use an approximate volume of the concrete compression zone known as the Whitney stress block to calculate the compression force.

Stress-Strain Integration: Integrate the area under a concrete stress strain curve to calculate the compression force.  Eriksson Wall uses the concrete stress-strain curve contained in Collins/Mitchell.

Tension

Strength reduction factor for tension controlled flexure. You can define separate reduction factors for use within the transfer length and past the transfer length. An option exists for fully developed and strand that is transferring.

Compression

Strength reduction factor for compression controlled flexure.

Shear

Strength reduction factor for shear.

Strand

Normal: This multiplier is applied to the development length of prestressing strand, except for debonded and cut strand (see below).

Debonded: This multiplier is applied to debonded prestressing strand only.

Cut: This multiplier is applied to cut prestressing only (at openings).

Mild

This multiplier is applied to all mild reinforcement.

Reinforcement CG

By using the centroid of the reinforcement, you are considering the distribution and position of the reinforcing bars within the column cross-section. This approach provides a more accurate estimation of the effective depth, especially when dealing with irregular or non-uniform reinforcement arrangements.

CG of Tension Force

Considering the centroid of tension force allows for a more accurate determination of the effective depth, as it takes into account the distribution and position of the tension reinforcement, which directly influences the transfer of forces within the column.

0.8 h

Simplified Method (for columns without transverse reinforcement):

The effective depth is taken as the overall depth of the column reduced by a factor of 0.8. Mathematically, it can be expressed as D = 0.8h, where D is the effective depth and h is the overall depth of the column.

Largest d

The largest effective depth (D value)

Modulus of Rupture

Factor multiplied by the square root of the concrete strength and used for calculating the cracking stress

Allowable Compression

Factor multiplied by final concrete strength and used for calculating final compressive stress limit.

Tension

Factor multiplied by the square root of the initial concrete strength and used for calculating initial tensile stress limit.

Compression

Factor multiplied by initial concrete strength and used for calculating initial compressive stress limit.

Use span’s average properties for buckling load

When computing buckling, the average section properties for the span will be used.

Total deflection limit: L /

Sets the limit for deflection multipliers for both total and live load deflections. The deflection limit is always L, as defined above, divided by the inputted value.

Slenderness Effects

The user can select from P-Delta, Moment Magnification, or None.  See the Engineering Theory for a discussion of these analysis procedures.

Cracking Behavior

No Cracking: This option assumes no cracking occurs during the analysis.

Assume Cracked: Selecting this option assumes that cracking has occurred.

Crack at Rupture: Opting for this mode triggers a stress check to determine if the design exceeds 7.5 sqrt (f’c).

Cracking Method

The user can select from the ACI Table 6.6.3.1.1(b) method or the Robert F. Mast’s procedure from the PCI Journal.

Effective Length Factor, k

Effective length factor k will be used when computing the slenderness limit and the buckling load.

Slenderness limit, kl/r

Slenderness limit will be used to check if slenderness effects can be ignored. This input will only be visible when Slenderness Effects is set to ‘None’.

βds method

Determines if beta d sway should be computed by the analysis or user defined. 

βdns method

Determines if beta d non-sway should be computed by the analysis or user defined.

Ktr

Value to fine tune development length calculations.

Bar Confinement Provided

The bar confinement input is used for computing both the development length of hooked bars in tension and headed bars in tension. This determines if development lengths should be increased through the use of the confining reinforcement factor and the parallel tie reinforcement factor respectively.