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Section properties are calculated at 1. Back to Methodology Menu. Openings and Reveals: Section properties are automatically modified at opening and reveal locations. Openings are cut all the way through one or both wythes, while reveals are depressions in either the front or back face of the member. To ensure accurate section properties, openings should not overlap with other openings or reveals, and reveals should not overlap with other reveals or openings. The program will not check for overlaps. That needs to be done manually by examining the plan views provided in the Opening and Reveal design windows (be sure to update the views first by clicking the Update button). Any strands, bars or WWF that cross through openings are cut and development lengths are adjusted automatically. Click on the Section button in the Capacity Check window to verify the strand, bar or WWF areas at 1. The bar or stand areas are reduced accordingly if the reinforcing is not fully developed at the section in question. Back to Methodology Menu. Strand Development Length: The calculated development length can be altered by using a multiplier, if desired. To do this, click on Setup, select Defaults and change the values at the bottom of the screen accordingly. We recommend a value of 1. Back to Methodology Menu. Prestress Losses: The PCI 7th Edition Handbook is used for calculation of initial and final prestress losses in the member (Section 5. Back to Methodology Menu. Handling Analysis: Vertical lift lines with two cranes or a spreader beam are assumed to be used for stripping members from the bed. Note: If inclined lines are used for lifting, you need to manually calculate the additional moment generated by the angle of the inclined lines and account for it in the member design. The center of gravity of the panel is listed near the top of the Handling window. Tilt can occur when rollers are used for lifting to equalize the left and right reactions. An ultimate capacity check for handling forces is also provided. Statically calculated unfactored moments are first multiplied by the user- specified handling (or impact) factor, then multiplied again by an ultimate load factor. This ultimate load factor is initially set to 1. Setup menu and selecting Defaults. Strain compatibility is used to determine the member's ultimate capacity in the horizontal position. ACI 3. 18, section 1. By keeping the member capacity greater than 1. MCr, additional capacity will be present after cracking, which should provide a . According to ACI, if member flexural strength is at least twice the applied factored load, then the ultimate capacity can be less than 1. MCr. Note that this criteria only applies at the point where the member is likely to crack first, not along the entire length. Also, the ACI code provision is meant for in- place loadings, not temporary handling forces. Therefore, it is up to the engineer's discretion as to whether this criteria needs to be applied for handling loads. Back to Methodology Menu. P- Delta Analysis: The program does an iterative second- order analysis of the member under each of the six specified load cases. The PCI 7th Edition Handbook procedure (Section 5. P- Delta forces. The member is considered to be pinned at both ends for the analysis (a conservative assumption when rigid floor ties are used). If stresses exceed the modulus of rupture (user specified as the . Gross EI is used to compute deflection up to cracking load. Additional deflection beyond the cracking load is computed using the cracked EI. Click on the Show Stresses button to check for cracking anywhere along the length for a specific load case. As a general rule, cracking should be avoided under service load cases for prestressed members. Forces and deflections due to eccentric gravity loads, earth pressure and wind are calculated using the slope- deflection method. The force in the optional floor tie is the total of effects from the eccentric gravity load moment, earth pressure, wind forces and restraint of predicted thermal bow. The floor connection is considered to be a first floor, at grade connection. Wind loads are applied above the floor connection only (a conservative assumption), therefore it would not be valid to use the floor connection for an upper floor (above grade). Floor tie forces can be somewhat unpredictable (they have been known to pull out occasionally). Therefore, a ductile design for the floor ties is recommended to avoid a brittle failure if over- stressed. Back to Methodology Menu. Calculation of Bow: Member bow is calculated based on differential temperature strains, wind load deflection and member bow due to applied gravity and earth pressure loads. Note: Bow due to non- concentric prestress force is not included. Compression members are usually stressed so as to minimize bow and such bow is hard to predict accurately in real life situations due to other factors such as humidity, storage methods, etc. The Bow & Temperature section of the Capacity form allows manual input of the predicted initial bow, based on the designer's experience. If non- concentric stressing is used, this value should be adjusted to account for the predicted bow. Back to Methodology Menu. Ultimate Capacity Interaction Curves: The member ultimate capacity is calculated at a point along the member length selected by the engineer. The strain compatibility method is used to plot the points along the interaction curves. The equations used are from the PCI 7th Ed. A straight line is plotted from the transition point of Phi. Pn = 0. 1. 0f'c. Ag, where Phi = 0. Phi. Pn =0, where Phi = . For composite members (with two wythes), only one wythe is used for the compression block. ACI 3. 18, Section 1. It shows up as a small red circle on the Interaction Curve diagram. By keeping the member capacity greater than 1. MCr, additional capacity will be present after cracking, which should provide a . According to ACI, if member flexural strength is at least twice the applied factored load, then the ultimate capacity can be less than 1. MCr. Note that this criteria only applies at the point where the member is likely to crack first, not along the entire length. Partially composite capacity is found by first computing the capacity at 0% composite and again at 1. Composite). The 0% and 1. Die Casting Design Center (DC2)CWM’s Design Center is a valuable free resource tool to aid you when designing for die cast products. 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