Design Criteria

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 318-14 and ACI 318-11.

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 / wire.  Note that rebar can (and usually does) have a different yield than wires. 

Es

Modulus of elasticity of the rebar / wire.

Method

Grade: Computes the lateral soil loading using the soil weight. Lateral pressure at a depth is equal to the depth * unit weight * lateral pressure coefficient (ignoring surcharge)

Equivalent Fluid Pressure: Computes the lateral soil loading using the equivalent fluid pressure method. For this the lateral pressure coefficient is only used for surcharge loading

Unit Weight

Unit weight of the soil.

Lateral Pressure Coefficient

Lateral pressure coefficient for the soil. If equivalent fluid pressure is being used, this value is used only for surcharge loading.

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.

Add initial bow to reported deflections

If checked, the initial deflections will be included in the reported total deflections. The initial deflections (defined by the additional bow the user input and bow due to prestressing camber) always affects the P-Delta analysis.

Additional bow

If this number is non-zero then the nodes of the panel are adjusted to create a deflection of this magnitude at the mid-height of the panel.  The rest of the nodes in the panel are then arranged to fit a 4^th order equation of the deflection for a uniformly simply supported beam under a uniform load.  For sign convention, a negative initial bow moves the panel toward the interior, while a positive bow moves the panel toward the exterior.

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.

2nd order effects

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

Analysis beta d

When P-Delta has been selected, the user can then select the type of Beta d value used, non-sway or sway (see ACI 318 for a discussion of these two factors).  The user can also select to input their own Beta d factor used in the analysis.

Crackling Limit

Multiplier used to compute the modulus of rupture for the structural analysis. Settings this value to 0 will force the program to assume the member is cracked at all locations in the structural analysis. This input is separated from the Class U / Modulus of Rupture inputs because those values are used for design calculations where this input is used for analysis calculations.

Concrete Resistance

Thermal resistance of the concrete.

Insulation Resistance

Thermal resistance of the insulation.

Interior Resistance

Thermal resistance of the interior air space.

Exterior Resistance

Thermal resistance of the exterior air space.

Bottom length ignored

Allows the user to ignore the thermal resistance of the parapet.

Top length ignored

Allows the user to ignore the thermal resistance of the panel below grade.

Failure if cracked

Cracking is flagged as a failure condition if checked.

Ignore lateral strand eccentricity

If unchecked, applies a moment about the strong axis if the strand are not symmetrical about the centerline of the cross section.

Use principal axis

If unchecked, Izy will be set to 0 for stress computations.

Tension

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

Compression

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

Allowable delta fps

Upper limit on the calculated value of delta fps.

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.

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.

Cracking check

Option to control if an ultimate cracking check is performed for strength combinations.

None: No cracking check is performed.

Mu < Mcr: Checks that the ultimate moment is less than the cracking moment.

phiMn > 1.2Mcr: Checks that the flexure capacity exceeds 1.2 times the cracking moment.

Both: Checks both of the above conditions.

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.

Treat as column

When checked, requires minimum shear reinforcement when Vu exceeds 1/2 phi Vc.

Use ACI 22.5.8.2

Uses ACI Table 22.5.8.2 instead of 22.5.8.3 to compute shear capacity.

Ignore tensile strength failures

If checked the program won’t flag any ultimate tensile failures.

Ignore buckling failures

If checked the program won’t flag any buckling failures.

Use span’s average properties for buckling load

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