Help

Quick start

1. Select the section, review material properties, and enter the column height in feet.
2. Select ASD or LRFD and the Strong (X–X) or Weak (Y–Y) loading direction.
3. Set top and bottom bending fixity to represent the actual supports.
4. Choose Direct Analysis or Effective Length. Define bracing in both directions and assign K values where required.
5. Specify top and bottom twist and warping restraints on the Torsion tab.
6. Open Loads and Combinations, enter vertical and lateral loads, and review the enabled combinations.
7. Choose Run Model. Review the Summary, Design Calculations, reactions, and diagrams before printing.

Supports, bracing, and torsion

Bending end fixity, intermediate lateral braces, and torsional restraints are separate inputs. The top support choices include translating supports and a free end; the bottom support can be pinned or fixed.

Use the X-X and Y-Y Bracing tabs to describe the actual restraint layout. Follow the explanatory labels: X-X bracing supports weak-axis buckling (Lcy), and Y-Y bracing supports strong-axis buckling (Lcx). Custom layouts define individual unbraced segments. Use K Values and K Overrides to review effective-length assumptions.

Check Braces provide torsional support only where the braces restrain twist. Select Free or Restrained separately for twist and warping at each end. Bending fixity does not automatically establish torsional restraint.

Analysis options

Direct Analysis uses second-order member analysis with notional loads and stiffness reductions. Effective Length uses the specified segment K factors and unreduced elastic stiffness. The program rejects Effective Length results when its checked second-order/first-order drift ratio exceeds 1.50.

First-order comparison, where available, disables geometric stiffness and P-Delta effects for comparison. Review the analysis method identified in the results. The Cb = 1 option sets the moment-gradient factor to unity; otherwise the applicable factor is calculated from the moment diagram. Shear deformation can be included with its checkbox.

This is an isolated, two-dimensional member model. A 3D view helps explain the section and restraints; it does not turn the analysis into a complete three-dimensional building-frame model.

Loads and combinations

Enter vertical loads as point loads at the top of the column. Enter lateral loads on the lateral-load tab at their actual locations. Follow the positive-load direction diagrams and the units shown in the editor; signed loads are retained. Review load categories, self-weight, and enabled combinations before running.

Results and reports

Review the governing combination and member checks in Summary and Design Calculations. Loading, V Diagram, M Diagram, Δ Diagram, and Reactions show the calculated response. Element Results and Element Forces provide the finite-element details; elements are numbered from bottom to top.

Review stability, compression, flexure, interaction, and shear results as applicable to the selected section. Correct invalid restraints, instability, or convergence errors before relying on the output. Use Report Options to select report details and rerun after changing engineering inputs.

Quick start

1. Select the column section and choose ASD or LRFD.
2. Enter plate yield strength and concrete compressive strength in psi.
3. Select Design to size the plate, or Check to evaluate specified plate dimensions and thickness.
4. Choose the anchor diameter, edge distance, and available anchor layout and clearance options.
5. Open Loads and Combinations and enter centered axial compression loads in pounds.
6. Run the model and review concrete bearing, required thickness, governing combination, and the plate diagram.

Plate geometry and bearing

B and N are plate plan dimensions in inches and must contain the full section footprint. In Check mode, select the provided plate thickness. Optional support width and length define the supporting concrete area used for bearing enhancement; enter both or leave both blank for no enhancement. The support must contain the full plate.

Design mode sizes the plate without bearing enhancement. Anchor layout inputs control fit and clearance; they do not calculate anchor strength. The program checks the selected edge distance and applicable web/flange clearances.

Loads, results, and scope

Enter all axial forces explicitly; automatic member self-weight is not included. The module accepts centered axial point loads only. Net uplift in an enabled combination, applied moments, distributed loads, and eccentric loading are outside this check.

The calculation compares the governing compression with concrete bearing capacity and calculates the required plate thickness. The suggested thickness rounds up to the next quarter inch. In Check mode, the selected thickness is compared with the calculated requirement. A bearing failure must be resolved by changing the bearing design; increasing thickness alone does not resolve it.

Channels use the wide-flange plate method, as noted in the results. The module does not design anchor strength, welds, shear transfer, or a complete base connection. Review the final plate and anchor geometry after automatic sizing.

Quick start

1. Add a Wood Post calculation and enter a descriptive member name.
2. Select ASD or LRFD, the nominal section, species, and grade. Enter the post height in feet.
3. Enter intermediate bracing where present and select Strong or Weak for each brace.
4. Review the compression and E_min adjustment factors.
5. Open Loads and Combinations. Enter vertical loads, choose whether to include self-weight, and review the enabled combinations.
6. If another wood post supplies loads, use Link Wood Loads.
7. Click Run Model, review the governing result and detailed calculations, then create the report.

Member information

The shape selection supplies the nominal size and actual dimensions. Species and grade determine the reference design values from the wood catalog. Available grades depend on the selected size class.

The module classifies nominal 5 × 5 and larger sections as Posts and Timbers when the width is not more than 2 inches greater than the thickness, and as Beams and Stringers when that difference exceeds 2 inches. Smaller sections use Dimension lumber.

Bracing and stability

Enter brace elevations in feet, strictly between the member ends, and select the restrained direction. The Strong and Weak controls become available while their location box is active or contains a number. An empty row clears and disables after focus leaves it.

The longest unbraced segment in each direction determines kl/b and kl/d. The larger slenderness governs. The module stops the calculation when the slenderness exceeds 50.

Adjustment factors

Review moisture, temperature, and incising conditions. Moisture selections are synchronized across the compression and E_min factors. Timber incising factors are 1.0.

For ASD, choose C_d; it applies to enabled design combinations. For LRFD, the module uses the applicable format conversion, resistance, and time-effect factors. Size adjustment comes from the section and grade.

The detailed output shows adjusted E′_min, F_cE, F*_c, C_p, F′_c, and axial capacity.

Loads and combinations

Enter positive downward vertical point loads in pounds and assign their load categories. Manual load entries use whole numbers. Choose the combinations to include in the design; the report lists enabled combinations.

Include self-weight adds the post weight as Dead load using actual section area, height, and the catalog specific gravity: unit weight = G × 62.4 lb/ft³. Transferred loads retain calculation precision even though displayed loads use whole pounds.

Linking wood loads

1. In the receiving post, open Loads and Combinations → Link Wood Loads.
2. Select the wood posts that supply loads to this member.
3. Choose Save Links. Individual load categories cannot be selected for transfer.
4. Click Run Model on the receiving member. Sources without current results calculate automatically first.

All active source service-load categories transfer at 1.0, including included source self-weight and loads that the source itself receives. The receiving member applies its own ASD or LRFD combinations.

A wood post can both receive and supply loads. Links are saved with the project using permanent member identities, so renaming a member does not break its links. Uncheck a source in the link window to remove the connection.

Load linking currently supports Wood Post members only.

Results and calculation status

Calculated means Run Model completed for the current inputs. Not calculated means the model has not run successfully for those inputs, or an engineering input or linked source has changed.

Calculation status is separate from both the pass/fail result and whether the project has unsaved changes. A completed calculation can still show an inadequate member.

The summary identifies the governing load combination, axial demand, available capacity, and stress ratio. Review the detailed calculations for the factors and governing stability calculation. Summary and calculation text can be selected and copied.

Changing report options changes what is displayed in the report and does not invalidate an already calculated result.

Reports and PDF files

Run the model before printing. Use Report Options to choose the optional Column Stability and Compression Factors details; the main member, results, loads, and combination sections always print.

The report includes loading information, the loading diagram, enabled design combinations, and design and unfactored reactions. Wood Post has no V, M, or Δ diagrams.

Use the Create PDF file checkbox with the print workflow. The suggested PDF filename uses the member name shown in Project Explorer.

Quick start

1. Select ASD or LRFD and the headed or L-bolt anchor type.
2. Select bolt diameter and enter embedment, bolt spacing, masonry strength, and steel yield and tensile strengths. Enter the leg length eb for an L bolt.
3. Enter wall height H1 and parapet height H2 in feet, wall weight in psf, Sds, Ka, and Ie.
4. Enter wall-tie spacing in inches. This is the spacing between tie assemblies, separate from spacing between the two anchor bolts.
5. Run the model and review both Anchor Bolt Calculations and Wall Tie Calculations, then the demand/capacity summary.

Wall-tie demand

The program calculates pressure as the greatest of 0.4 × Sds × Ka × Ie × Wp, 0.2 × Ka × Ie × Wp, and 5 psf. Wp is the wall weight per square foot entered on the form.

The tributary height is H2 + H1/2. Pressure multiplied by this height and tie spacing/12 gives the LRFD force at a tie assembly. The module applies a 1.4 increase and divides by two to obtain the required force per holdown. ASD force is 0.7 times the LRFD force. Ka is an input; it is not derived from a diaphragm span in this module.

Anchor capacity and spacing

Supported bolt diameters are 1/2, 5/8, 3/4, 7/8, and 1 inch. The program uses the corresponding threaded areas 0.142, 0.226, 0.334, 0.462, and 0.606 in², rather than the gross circular area. Steel tensile strength used in the calculation is limited to the least of Fu, 1.9Fy, and 125,000 psi.

Effective embedment lb equals entered embedment for headed bolts and entered embedment minus bolt diameter for L bolts. The calculation checks lb against max(4d, 2 in) and clear spacing s − d against max(d, 1 in). Invalid dimensions stop the calculation.

For the two-bolt pair, overlapping tension projection reduces the area assigned to each bolt by one circular segment. When s is at least 2lb there is no overlap, and the program uses πlb² without the overlap calculations.

The governing tension capacity is the least applicable masonry breakout, steel tension, and L-bolt pullout capacity. Pullout is excluded for headed bolts. Shear capacity and tension/shear interaction are not calculated.

Results, diagrams, and reports

The summary compares force per holdown with anchor capacity on the selected ASD or LRFD basis and reports the D/C ratio. Green indicates an acceptable ratio and red indicates failure. LRFD output includes the reminder to obtain LRFD holdown values from the manufacturer catalog; the module does not select a proprietary holdown.

Click a diagram to open an enlarged, nonmodal view. Press Escape while that diagram window has focus to close it. The printed report includes design criteria, anchor capacities, required holdown capacity, detailed calculations, and diagrams.

The anchor model assumes side-face installation away from wall ends and openings and does not calculate edge-truncated projected areas. It does not check top-of-wall anchors, wall adequacy, or the remainder of the diaphragm connection.

Quick start

1. Choose Add Calculation → Masonry A.B. Capacity and enter a description.
2. Select Headed Bolt or L Bolt, then choose ASD or LRFD.
3. Enter masonry strength, bolt steel strengths, bolt diameter, and embedment. For an L bolt, enter the leg length.
4. Choose One bolt or More than 1 bolt. Enter the active edge-distance or spacing input as described below.
5. Click Run Model. Review the separate tension and shear capacities and their detailed calculations.
6. Run the current inputs before creating a printed report or PDF.

Material and geometry inputs

• f′m (psi): masonry compressive strength.
• fy and fu (psi): bolt steel yield and ultimate strength. The module requires fu to be at least fy and limits the ultimate strength used internally.
• Bolt Diameter (in): select 0.5, 0.625, 0.75, 0.875, or 1 inch. The threaded bolt area is filled in automatically.
• Embedment (in): enter the embedment shown in the section diagram. The module uses the entered embedment for a headed bolt and subtracts one bolt diameter for an L bolt to obtain effective embedment.
• Leg eb (in): required for an L bolt; disabled and set to zero for a headed bolt.

Active numeric inputs must be positive numbers with no more than three decimal places. The module also checks effective embedment, clear spacing, and single-bolt edge distance. Input formatting may display fewer decimal places than the retained entered value.

One bolt or more than one bolt

One bolt: spacing is disabled. Enter the distance from the bolt center to the masonry edge in the direction of shear. This mode considers one straight free edge, with other edges and openings outside the projected areas. The tension projected area is reduced where the entered edge clips it, and masonry shear breakout is included in the governing shear capacity.

> 2x Embedment checkbox: available only for one bolt. Selecting it disables the edge-distance input and uses twice the effective embedment as the calculation edge distance. You must verify the assumed minimum clearance to masonry edges and openings. Clearing the checkbox resets edge distance to zero; enter the actual distance before running again.

More than 1 bolt: spacing is enabled, and edge distance and the clearance checkbox are disabled. The current module models a horizontal pair and accounts for overlapping tension projected areas. It does not accept an arbitrary bolt-group count or layout. Results remain per bolt.

For the multiple-bolt mode, no free edge is assumed in the direction of shear. Masonry shear breakout is shown for reference and excluded from the governing shear capacity. Use this mode only where its stated geometry assumptions apply.

Capacities and detailed results

The output includes design criteria, effective embedment, projected areas, individual limit-state calculations, and the governing tension and shear capacities per bolt.

• Tension: masonry breakout, steel strength, and L-bolt pullout. Pullout is marked not applicable for headed bolts.
• Shear: masonry crushing, anchor pryout, and steel strength; single-bolt mode also includes masonry shear breakout.

This is a capacity-only module. It does not apply loads, check demand against capacity, or check combined tension and shear interaction. Selecting LRFD produces factored resistance; selecting ASD produces allowable capacity. A completed calculation does not establish adequacy for a particular applied load.

Section diagrams

The graphic changes with anchor type and single- or multiple-bolt selection. Use its dimensions to identify the required inputs. Click the graphic to open an enlarged view; press Escape while that window has focus to close it.

Saving and reports

Project files retain the module inputs. Changing an input clears the current results. Reopened members must be recalculated before printing; previously calculated capacities are not restored as current results.

The report includes the member description, design criteria, detailed calculations, capacity results, and the selected anchor section graphic.

Quick start

1. Enter a member description and above-grade post height in feet.
2. Enter the post/caisson diameter in inches, passive-pressure increase with depth in pcf, and maximum passive pressure in psf.
3. Select Constrained or Not constrained to match the actual support condition at grade.
4. Enter the point and distributed lateral loads and their heights above grade.
5. Run the calculation. Review required embedment, allowable soil pressure, the load diagram, and detailed calculations.

Load entry and resultant

A point load uses force in pounds and a height above grade. A distributed load uses intensity in lb/ft over a height starting at grade. A partial distributed load uses intensity in lb/ft and bottom and top heights above grade.

Load extents must lie within the entered post height. For a partial load, the bottom must be below the top. Complete every field in a used row and enter at least one lateral load.

The calculation sums lateral force P and moment M about grade and uses h = M/P as the equivalent load height. Distributed loads act at the centroid of their loaded length. Review these intermediate values in the report.

Soil pressure and iteration

The passive-pressure input is the pressure increase per foot of depth; the maximum input caps the pressure used in the calculation. These are separate inputs with different units.

For Not constrained, the implemented pressure is S1 = min[passive × min(d, 12)/3, maximum passive]. It calculates A = 2.34P/(S1b) and d = 0.5A[1 + √(1 + 4.36h/A)]. For Constrained, S3 = min(passive × d, maximum passive), and d = √[4.25Ph/(S3b)]. The calculation converts diameter b from inches to feet.

Because pressure depends on the unknown depth, the program starts with max(1 ft, h/2) and updates the trial depth using the average of trial and calculated depths. The default convergence tolerance is 0.5 inch, with a maximum of 200 iterations. The detailed output records the trial depths, pressure limits, substitutions, and convergence.

Results and scope

The result is required embedment in feet, together with the soil pressure used. Use the calculation report to review the load resultant and the selected constrained/nonconstrained method. The software does not establish that a physical restraint exists at grade; select the condition to match the project detail.

This module calculates lateral-load embedment. It does not design caisson reinforcement, check post bending strength, or calculate axial bearing, settlement, or uplift capacity. Soil inputs must come from the applicable project criteria.