This document provides descriptions of all new features, bug fixes, and other changes made to the Canadian version of the WoodWorks Sizer program since its inception in 1993.
This file last updated with changes on March 5, 2021.
Click on the links below to go to the changes for the corresponding release.
The links below lead to descriptions of the changes to WoodWorks Sizer for Update 1 to Sizer 2020.
Starting with version 11.0, for load combinations having a wind load and another non-dead load such as snow or live, the deflection due to wind load was not being included in the deflection of the member, neither Live nor Total deflection.
The incorrect deflections were used to check deflection against allowable limits, and they appeared in the Analysis diagrams when the load combination is selected. These deflections could appear in the Design Check results, but typically another load combination was incorrectly determined to be critical for this reason and appeared instead. This occurred for all member types and has now been corrected.
For example, for a wall stud with eccentric axial 4.14 kN/m dead and 9.12 kN/m snow loads, and lateral wind load of 1.2 kN/m2, the total defection was 2.0 mm from the D + S combination, but should have been 29.5 mm, from the D + W + 0.5S combination. The member should have failed the deflection check but passed.
When using the CCMC procedure for I-joist floor vibration, the program always designed for a 5/8 nailed Softwood (CSP) subfloor and one row of blocking regardless of the Material, Thickness, Fastening, and Bracing inputs from the I-Joist Floor Details dialog. These incorrect materials were shown in the Calculations section of the Design Check report, and led to incorrect values of the vibration-controlled span lv.
This has been corrected and the currently selected members are used for CCMC vibration design.
This has been corrected, and these reactions now appear for all cases of axial loading.
6. Glulam Beam Volume Z in Total Shear Resistance Wr for Fire Design (Bug 3530)
In the span tables, the no span length was given for 23/32" (18.5 mm) OSB subfloor sheathing at 24 spacing, instead n/a was shown. 18.5 mm sheathing at 24 spacing is permissible as per O86 Tables 9.3 and A.9 showing the panel mark 1F24 (24 being the joist spacing), with 18.0 as the minimum thickness.
Both 18.0 and 18.5 mm OSB thickness are now available for selection, and the span table generates span lengths for both.
A proprietary CLT material called Katerra CLT has been added to the program for wall panels, floor panels and roof panels. This material includes stress grades V2 and CE1.
The following changes have been made to the thicknesses that appear in the Vibration Details dialog and in the program output. The thicknesses used in the vibration design calculations have not changed.
a) Metric Design Thicknesses
i. CCMC Method
For the CCMC method, the OSB thicknesses are now 12.5, 15, 15.5, 18, 18.5, 22, and 25 mm. Previously, thicknesses corresponding to exact conversion of fractional Imperial thicknesses in 1/16 increments were listed, although they do not necessarily correspond to any commercial product. Several sizes were removed for this reason.
For plywood, the 17.5 mm thickness has been removed. The 12.5, 15.5, 18.5, 20.5, 22.5, 25.5, 28.5- and 31.5-mm thicknesses have not changed.
The design data used for these thicknesses have not changed, the program uses the closest size listed in the table from the CCMC Concluding Report that was based on the fractional Imperial sizes.
ii. NBC Method
For the NBC method, 18.5 mm is now listed instead of 19 mm. The data for the 19 mm thickness shown in NBC A-18.104.22.168.(2) is still used for 18.5 mm. The 15.5 mm thickness has not changed.
b) Imperial Thicknesses.
i. O86 Method
The OSB thicknesses 12, 15, and 18 mm that were converted to ½, 9/16, and 11/16, have been changed to 15/32, 19/32, and 23/32, respectively. These are the values shown in CWC and APA literature.
The plywood thickness corresponding to 18.5 mm is now 23/32 instead of Ύ, as what was once nominal 3/4 plywood is now commonly sold and referred to as 23/32.
ii. CCMC Method
Several OSB thicknesses not corresponding to metric sizes in Table A.9 were removed. The remaining imperial OSB sizes have not changed.
The Ύ plywood size is now shown as 23/32, and the 11/16 size has been removed.
iii. NBC Method
The Ύ plywood size is now shown as 23/32.
c) Sheathing Material Names
- For O86: CSP, DFP, OSB
- For CCMC: Softwood, Douglas Fir, OSB
- For NBC, one selection: Plywood/OSB
These have been replaced by one set of names for all three method,
This nomenclature is the same as used in the Shearwalls program.
One consequence is that in the program output for the NBC method, the specific material used is now shown instead of Plywood/OSB, although it has no impact on the design results.
When calculating SCL shear deflection using the True E option introduced with version 11 but using an SCL material from a database file from a previous version of the program, no results appeared in the Analysis vs Design table of the Design Check output, and some were missing from the Bearing and Reactions table.
When using the Apparent E option, the design results were output as expected. However, as True E is the default Setting, this problem occurred by default for SCL materials from old database files.
Now when such an SCL material is designed, the program automatically changes the design setting to apparent E and approximates shear deflection, outputting a message recommending that you modify the material database to include True E.
For I-joist database files that were provided or made with versions 11.0 or earlier and used in version 12.0, the following problems occurred.
a) Self-Weight for Loads Analysis
For files provided with Sizer, the self-weight was 0.0 so the weight of the I-joist was not considered in the analysis of the joist.
For such files made by users with Database Editor, the self-weight was the unrealistically high 1.0 kN/m.
It was possible to circumvent these problems by turning off self-weight in Load Input View and entering a self-weight of the member.
Now when such database files are detected, the self-weight for member analysis is calculated as it was before, by multiplying the density value from the database Species properties by the width and depth of the member.
b) Axial Stiffness EA
Axial stiffness EA was not included in older database files, so the value used for the new O86 and CCMC vibration procedures was the unrealistically low 1.0 N, leading to a longer vibration-controlled span than expected.
Now if an old database file as been detected, upon running design, the program will not run the vibration criterion, issuing a message instructing you to add the EA and self-weight values to the database for each section using Database Editor.
Starting with version 11, the program always used the CSA O86 method for fire design of glulam members, regardless of the selection in the Design Settings. Upon first opening the Settings, neither the NBC Appendix D-2.11 or the O86 Annex B button was selected, but O86 should have been. Then both could be selected simultaneously and could no longer be changed.
When only the NBC
method was selected, a design note for NBC appeared in
the Design Check output, however the Analysis vs Design table always
showed O86 design.
The buttons now function properly and the fire design procedure corresponding to the Design setting selection appears in the design results.
The Vibration button is no longer enabled for beams under any circumstances.
After Reset original settings is checked, the Design Setting for using O86 22.214.171.124(b) for shear design only when it provides an advantage over O86 126.96.36.199(a) remained deactivated even though the resetting of the For beams less than 2 m^3 should have activated it. This has been corrected.
The following problems with vibration results in the Design Check output have been corrected:
a) Analysis vs. Design Table
In the Analysis vs. Design table
- For the CCMC I-joist procedure, the allowable span Lv, the unit, and the Analysis/Design ratio did not align with similar data in other rows of the table, by 2 spaces.
- For the O86 5.4.5 procedure, the design ration symbols L/Lv were not being shown, as they are with the other criteria and procedures.
- The symbol Lmax in the Analysis column representing the largest actual span has been changed to L, as it could have been misinterpreted as the maximum allowable span.
b) Calculations Section
In the Calculations section of the Additional Data,
- For the CCMC procedure, the line showing input floor data was not indented to line up with the lines above nor shown in the same font style. It now starts with Vibration instead of Floor input data for consistency with the other procedures.
- For the O86 5.4.5 procedure, the line showing key vibration data was not indented to line up with the lines above.
The following changes have been made to design notes for SCL materials that appear in the Design Check, Design Summary, and the Concept mode Design Results.
a) Beam and Column Mode
When shear deflection is calculated with True E, the note now mentions the shear modulus G = E /16, where E is the modulus of elasticity. When Apparent E is used, the existing note about approximate shear deflection is reworded slightly.
b) Concept Mode
A note has been added to say that calculations with True E and G = E /16 are used when the section size for a design group has been specified, and that approximation with Apparent E is used when searching for unknown sections.
An obsolete statement about the dead load being no greater than half the live load has been removed from the existing note.
The program does not allow fire endurance calculations for shear design of notched members. The following changes were made to the Design Check results for this case:
a) Fracture Shear Resistance (Bug 3555)
The program placed N/A in the shear resistance and design ratio columns of the Analysis vs. Design table for all shear design criteria except that the fracture shear resistance criterion from O86 188.8.131.52 for sawn lumber and 184.108.40.206.2 for glulam showed values Fr and Vf / Fr as if they had been designed. These now show N/A for fire design.
b) Failure Warning (Bug 3556)
The program showed a red failure warning in this case for the design criterion Shear (fire). This has been removed, and an explanatory warning message is shown in the place where other messages pertaining to special circumstances are shown. The design failure message could have been misconstrued as the program designing for fire, but failing.
c) Factors Table (Bug 3555)
The lines in the Factors table showing design strengths and modification factors used for all fire shear design criteria have been removed.
In the Analysis vs. Design table of the Design Check output, for the sawn lumber fracture shear design criterion from O86 220.127.116.11, the text in all the columns did not align with similar data in other rows of the table. The symbols Vf, Fr, Vf / Fr and their associated data, and the units, were all shifted 2 spaces to the left. This has been corrected.
The links below lead to descriptions of the changes to WoodWorks Sizer for Update 1 to Sizer 2020.
A. Update to CSA O86-19 General
The program now implements the CSA O86-19 Engineering design in wood design standard, including Update 1, March 2020.
Although O86-19 is referenced by NBC 2020, the program continues to implement the NDS 2015 design code for the time being.
In the Design Code drop list in the of the Design settings, the choice CSA O86-19 / NBC 2015 has been added to the existing choices.
This selection is reflected in the Design Settings output, the About Sizer box accessed from the Help menu, the Welcome box and the Building Codes box accessed from Welcome box.
All references to O86 clauses in the program input, output, and messages were changed to refer to the clause numbers in O86-19 if CSA O86-19 is selected.
The specification of importance factors from O86-14 5.2.3 and of load combinations from 5.2.4 have been removed entirely from the design standard, which now refers to the identical importance factors and load combinations listed in the NBC 2015.
When O86-19 is the selected design standard,
a) Importance Factor
References to Table 18.104.22.168 for importance factors have changed to NBC Table 22.214.171.124.-A for snow, Table 126.96.36.199 for wind, and Table 188.8.131.52 for earthquake.
b) Load Combinations
References to ultimate limit states combinations from Table 184.108.40.206 have been changed to NBC Table 220.127.116.11.A. Those for serviceability limit states from Table 18.104.22.168 are changed to O86-14 22.214.171.124, as the NBC does not list serviceability load combinations.
The On-line Help has not yet been updated where necessary to reflect changes in the O86-19 other than design code clause reference numbers.
The following material properties for Hem-Fir lumber species for beam and stringer sizes have increased based on Table 6.6 (formerly Table 6.3.1C).
- The bending strength fb for SS grade has changed from 14.5 MPa to 16.8 MPa, for No.1 grade it has changed from 11.7 MPa to 14.4 MPa, and for No.2 grade, it has changed from 6.7 MPa to 14.4 MPa.
- The parallel to grain compression strength, fc for SS grade has changed from 10.8 MPa to 13.0 MPa, for No.1 grade it has changed from 9.0 MPa to 12.4 MPa, and for No.2 grade, it has changed from 5.9 MPa to 12.4 MPa.
- The modulus of elasticity E for SS grade has changed from 10,000 MPa to 11,500 MPa, for No.1 grade it has changed from 10,000 MPa to 11,000 MPa, and for No.2 grade, it has changed from 8000 MPa to 11,000 MPa.
- The Modulus of elasticity E05 for SS grade has changed from 7000 MPa to 8000 MPa, for No.1 grade it has changed from 7000 MPa to 7500 MPa, and for No.2 grade, it has changed from 5500 MPa to 7500 MPa.
2. Lateral Stability for Members with Depth-to-Width Ratio £ 2.5 (126.96.36.199.1, 188.8.131.52.1)
According to 184.108.40.206.1, for laterally unsupported sawn lumber beams, the lateral stability factor, KL may be taken as unity if the maximum depth-to-width ratio of the member does not exceed 2.5:1. A similar clause 220.127.116.11.3 (now 18.104.22.168.1) for glulam members was never implemented in Sizer, so the following applies to glulam, SCL, and sawn lumber:
a) Laterally Supported at Support Checkbox
For sawn lumber, glulam and SCL members with a depth-to-width ratio £ 2.5, the Laterally supported at support checkbox is made invisible. This is because the end supports are no longer required to be laterally supported for this case.
b) Design Note
The design note that says beams require restraint against lateral displacement and rotation at points of bearing is no longer output for members that have depth-to-width ratio £ 2.5. It is still output for those with a ratio between 2.5 and 4.
According to a combination of what is now said in 22.214.171.124.2 and 126.96.36.199.4, the prescriptive lateral support conditions in 188.8.131.52.3 allowing a KL = 1 do not apply to built-up beams, which must be calculated using 184.108.40.206 unless the depth to width ratio is less than or equal to 2.5.
Furthermore, as per 220.127.116.11.3, for built-up members, the determination of the depth-to-width ratio is be controlled by the Design Setting selection for full member width vs. single ply width only for members with a depth-to-width ratio £ 2.5, otherwise the setting does not apply.
- In the line For sawn lumber and SCL, the word solid has been added before sawn. The reference to 18.104.22.168 removed.
- The checkbox that allows for KL =1 to always be used, now says Satisfies prescriptive conditions in O86 22.214.171.124.3 for KL =1 . Previously it did not refer to a design code clause.
- For the Design setting for the width b used for lateral stability calculations for built-up members, the reference is changed from 126.96.36.199 to 188.8.131.52.1.
4. Glulam Shear System Factor KH (7.4.4)
For glulam members, the system factor KH in O86 7.4.4 (formerly 7.4.3) has changed from 1.1 to 1.0 for compression side notch shear strength (184.108.40.206), and for tension side notch fracture shear strength (220.127.116.11.2.)
This factor is shown in the Factors table of the Design Check if the notched end is critical for shear design.
The length of unsupported notch ec used to determine whether equation a) or b) in O86 18.104.22.168 (earlier 22.214.171.124) is used for shear resistance for compression side notches, the changed to be the distance d - dn from the support edge, where d is the member depth and dn is the notch depth. Previously it was just the depth d.
Throughout O86 8.4 for CLT design,
- The word flatwise has been inserted before bending moment resistance, bending stiffness, and shear resistance. resulting in the addition of the subscript f to many symbols.
- The subscript for major strength direction which was formerly y or zy is now 0, and the subscript to minor strength direction which earlier was x or zx is now 90.
The following changes to symbols used for CLT design have accordingly been applied to any instance of the symbol in the program input, output or messages:
a) Bending Moment and Stiffness (126.96.36.199)
- Bending moment resistance Mr is now Mr,f,
- Effective bending stiffness (EI)eff is now (EI)eff,f.
- Section modulus Seff is now Seff,f.
- Bending moment resistance in the major strength direction is changed from Mr,y to Mr,f,0. In the minor strength direction it is changed from Mr,x to Mr,f,90,.
- Section modulus Seff,y is now Seff,f,0 and Seff,x is Seff,f,90.
- Effective bending stiffness (EI)eff,y is now (EI)eff,f,0 and (EI)eff,x is (EI)eff,f,90.
- The panel thickness hx has been changed to h90.
- The adjustment factor Krb,y is changed to Krb,0 and Krb,x is changed to Krb,90.
b) Shear Stiffness (188.8.131.52)
- Shear stiffness GAeff is now GAeff,f
- Panel widths bx and by have changed to b0 and b90
- The shear stiffnesses (GA)eff,zy and (GA)eff,zx are now (GA)eff,f,0 and (GA)eff,f,90,
c) Shear Resistance (184.108.40.206)
- The shear resistance Vr,zy is now Vr,f,0, and Vr,zx and is now Vr,f,90.
- The gross cross-sectional area Ag,zy is now Ag,0. and Ag,zx is now Ag,90.
The program implements the new design provision in O86 A.5.4.5 for maximum allowable vibration-controlled floor joist span length, for sawn lumber, glulam, SCL, or I-joists.
The existing Design Setting to activate CLT vibration has been expanded to include all materials and to provide a choice of the existing NBC A-220.127.116.11.(2) procedure for sawn lumber and A.5.4.5. For I-joists, a choice between A.5.4.5 and the CCMC report method described below is provided.
The CLT Manufacturers performance span adjustment setting that was in this data group has been moved to the Vibration dialog box described below.
The NBC method is disabled for multi-ply members, members greater than 1.5 thick, and multi-span members. The A.5.4.5 method is allowed for any size joist and any support condition.
A Vibration Details dialog box has been added to provide the necessary inputs for the A.5.4.5 procedure. A Vibration button in Beam View invoking this dialog replaces the
a) Subfloor Data Group
For O86, the choices are OSB, CSP, and DFP.
For NBC, this is disabled.
For O86, the choices come from O86 Table A.1 and must be selected; they cannot be typed in. It defaults to Ύ or the metric equivalent.
For NBC, the existing inputs are shown.
For O86 the choices are Mechanical and Glued. It defaults to Mechanical.
For NBC, the existing choices are shown.
iv. Panel Width
This defaults to 4 feet or the metric equivalent.
For NBC, the existing input for Bracing appears here.
b) Topping Data Group
The choices for Type are None, Concrete, and Wood panel
There is also a Topping choice for None, in which case the other Topping inputs are disabled.
The Wood panel type selection activates an input identical to the Material input for subfloors. When Concrete is selected, Material is disabled.
The Wood panel type selection activates an input identical to the Thickness input for subfloors.
When Concrete is selected, Thickness becomes a box you type a value into. It defaults to either 1 or 25 mm.
For NBC, all of this is disabled.
c) Allowable span increase
Checkboxes are present for allowable span increases
5% for lateral bracing
5% for gypsum board ceiling
20% effective stiffness increase for multi-span end fixity effect
As per A.5.4.5, the lateral bracing and multi-span inputs are unchecked and disabled if concrete topping is selected. The gypsum board input is unchecked and disabled if any topping is selected.
In addition, the existing inputs for CLT multi-span non-structural elements and for manufacturers performance have been moved into this box from the Beam View and Design Settings, respectively.
If selected in the Design Setting, Vibration becomes a design criterion, and the program compares the allowable vibration-controlled span with the longest non-cantilever span on the member for each candidate section. If the allowable span is less, the section is passed over when searching for an allowable design.
If you have selected such a member without specifying unknowns, a failure warning appears in the Design Check. It is the same failure warning that currently appears for sawn lumber NBC vibration.
For I-joists, O86 A.18.104.22.168 allows for the use of the 1997 Concluding Report, Development of Design Procedures for Vibration Controlled Spans using Engineered Wood Members, created by CWC and others for the Canadian Construction Materials Center (CCMC).
The axial stiffness EA and the linear self-weight have been added to the I-joist database properties and can be specified in Database Editor. These are needed in the A.5.4.5 procedure. The default I-joist database has been modified by calculating these values using the flange and web materials for standard APA I-joists.
The Vibration button has been incorporated in the Joist Groups dialog and replaces the sawn lumber Vibration input that was previously there. The Vibration design criterion is applied each member in the Concept mode group as it is in Beam mode.
a) Materials Specification
If O86 vibration is selected, the program shows the inputs relevant to vibration design in the materials specification that appears under the beam drawing.
b) Force vs. Resistance Table
Vibration design results comparing longest span to allowable span are output in the Force vs. Resistance table as they currently are for the NBC approach, the only difference being that the symbol lv replaces L for the allowable span.
c) Calculations Section
In the CALCULTIONS section, a line is output with the EIeff, mL, and Ktss values that are the major components of the allowable vibration-controlled span lv.
d) Design Note
A design note gives a reference to the method used (O86, NBC, or CCMC), and for O86, gives any span or effective stiffness percent increases.
An output screen and associated text file has been created for Detailed Design Calculations. It is accessed from the main toolbar. It shows the following data used in the A.5.4.5 procedure:
a) Input Data
Data input in the Vibration dialog and other data, such as the larges span, joist spacing, etc., relevant to the calculations.
b) Material Properties
Information from tables A.1 and A.2 such as sheathing EI and EA values, other values hard-wired into A.5.4.5 the load-slip modulus s1 , and value from the database like joist E and I-joist EI.
All the intermediate equations in A.5.4.5 are shown.
d) Intermediate Data
Any value in A.5.4.5 given a symbol like EIc or EA1bar is given in a hierarchical order corresponding to the calculation procedure. The values are all in metric, even if Imperial is chosen as the unit system.
For CLT, SCL, and I-joist materials, the program now implements rigorous shear deflection calculations based on Timoshenko beam theory, which has been incorporated in our matrix stiffness loads analysis engine.
(Sawn lumber and glulam materials do not require rigorous shear deflection analysis because the effect of shear deflection is incorporated in published modulus of elasticity E values.)
For SCL, it used an apparent EI provided by the manufacturer which could also be inaccurate or overly conservative.
For SCL, a setting has been added to allow you to choose between using the manufacturers published Apparent E value, and not calculate shear deflection, or use True E and calculate shear deflection. True E values have been added to all SCL database files, and Apparent E retained.
It is possible, therefore, that a member which just barely passed the deflection check when searching for a design fails the Design Check, or that a section that would just barely pass the Design Check is passed over when searching for a passing section.
This is because in the absence of shear deflection, the program designs for unknown section size using an arbitrary stiffness EI and relies on linearity to adjust the resulting deflections once the section was known and EI can be calculated.
In Concept Mode, if the section size of a design group is specified ahead of time, and True E is selected in the Design Settings, the program will calculate shear deflection of the member. Otherwise, it is approximated using Apparent E.
The value of shear stiffness GA is output in the Calculations section of the Design Check next to bending stiffness EI.
You can now generate a table of maximum allowable spans for a given loading and beam or joist configuration instead of performing ordinary beam or joist design. Note that this is currently considered a Beta feature as it has not yet been rigorously tested for all member types and materials.
This feature is activated via a Preferences setting. Note that you have to uncheck the setting to return to regular beam design mode.
b) Span Input
In beam view, you can enter any number of spans, and the program will generate tables for the largest span based on the proportion of the lengths of the spans. For example, if you input 2-, 3-, and 5-meter spans, the program an allowable span length of 12.5 m represents a beam with 5-, 7.5-, and 12.5-meter spans.
c) Section Input
If any section parameters are input, rather than left known, the table generated will be for sections with that parameter only. For example, if 2 is selected as a width, and depth is unknown, a table will be generated for 2 thick members with spans for 2, 3, 4, 6 deep members.
Similarly, you can specify species and grade to generate spans for that material only, or leave them unknown to generate a table for all possibilities.
d) Load Input
The program will generate spans for the input loads. It is recommended to use full line and full area loads, as point loads and partial loads maintain their position from the start of the member, so you cannot for example specify a point load that stays at the center of the span or at an interior support.
The program considers all design criteria, including deflection and fire design if they are selected to be active, when determining the maximum allowable span.
The span table is output in place of the usual Design Summary. An introductory section shows the loads and other input parameters, with the span table below.
For joists, there are columns for the maximum spans for 12, 16, 19.2 and 24 spacing. For beams, there is just one maximum span.
Using the Format settings, you can format the spans as either decimal feet or feet and decimal inch.
Beside the Preferences setting there is a checkbox that allows you to output the spans to whole inches when using the feet-inch format.
h) Allowable Bearing Lengths
Notes at the bottom of the table indexed by letters a, b, c, etc. beside the spans in the table give the maximum required bearing length for any of the supports on the beam or joist
For CLT, the program was incorrectly reducing the shear stiffness GAeff by 75% when calculating total deflection and 50% for live deflection.
It was implementing an old provision from the FPInnovations CLT Handbook, however that had been superseded by the creep factor of 2.0 that had been included when the CSA O86 CLT provisions were added.
The GAeff value was used to calculate the approximate shear deflection formula. Although with the implementation of the new shear deflection feature this will be replaced with more accurate values, the correction has nevertheless been made.
Starting with Canada 10.3, the additional I-joist deflection due to the approximate shear deflection formula was no longer being applied, resulting in deflections that were typically 10% less than they should be. The shear deflection formula adjusted deflections based on the shear deflection for a simple span beam with uniform deflection but applied it to all loading and span conditions.
This has been corrected with the implementation of the new matrix analysis-based shear deflection which replaces the approximate formula.
A proprietary CLT material called Element5 CLT has been added to the program for wall panels, floor panels and roof panels. This material includes only stress grade V2.
For the Weyerhaeuser materials,
a) Timberstrand LSL
All strength properties except for bending strength fb have changed.
b) Microllam LVL
The modulus of elasticity E has changed.
c) Parallam PSL
The modulus of elasticity E and y-axis compressive strength fcpy have changed.
For sloped beams it is now possible to view the horizontally projected beam dimension lines for full and clear span in the beam drawing in both Beam View and the Design Check report.
The check box Show horizontally projected beam span dimension lines has been added to the Preferences Settings. By default, it is turned off and the sloped member span dimension lines are shown. When it is checked, the horizontally projected beam dimension lines are shown.
In the Loads Input View, load Name disappeared when the load distribution was changed from the default to any other. If you then entered a name again, the load name persisted and was shown in the design results.
This has been corrected.
In the Design Settings, when the default value of the | Mf/Mr | ratio that is used for applying the bearing length KB factor was changed from 0.5 to any other, a crash occurred upon exiting the dialog. This has been corrected.
The links below lead to descriptions of the changes to WoodWorks Sizer for Version 10.3
Starting with version 10.2, the program was using double the value of the reaction due to point loads within a distance d of the centre of a support when equating it with the compressive resistance Qr to determine the required bearing length Lb for loads applied near a support using O86 22.214.171.124, 126.96.36.199, 188.8.131.52 and 184.108.40.206.3 for the various materials.
This created required bearing lengths roughly twice what they should be, causing the beam to fail in bearing design when it shouldnt, and shortening the design span by the min required bearing, affecting the calculations of shear force and bending moment. The incorrect bearing lengths appeared in the Bearings and Reactions table of the Design Check output, and the shear and moment values in the Analysis diagrams, Analysis Results, and the Analysis vs. Design table of the Design Check. This problem has been corrected.
Problems with the application of the system factor KH = 1.1 from O86 Table 6.4.4 to the following design procedures were corrected:
a) Combined Axial and Bending Design (Bug 3517)
Starting with version 10.1, for wall studs or built-up columns, the axial resistance Pr used for combined axial and bending from O86 6.5.10 did not include KH. It was also excluded from the calculation of the slenderness factor Kc in 220.127.116.11.4, which is used in the calculation of Pr for this purpose in 18.104.22.168.3. KH was included in the Pr used for axial compression design.
The incorrect Pr appeared in the Combined row of the Analysis vs Design table. The Factors table showed a KH = 1.1. factor for Combd Fc, however it was not actually applied to the calculation.
For a typical example, this caused the Pr value to be 50.17 when it should have been 53.17 lbs, and the interaction equation in 6.5.10 to be 0.36 instead of 0.35.
b) Weak-axis Glulam Bending Moment Design (Bug 3563)
Starting with version 10.0, the weak-axis moment resistance Mry for rotated glulam beams and for columns loaded on the d-face did not include the system factor KH, resulting in an Mry that was too low by a factor of 1.1, the value of KH from O86 Table 6.4.4.
For y-axis design, glulam beams are considered to be a built-up system of No 2. grade lumber, as per O86 7.5.3, designed for moment with 22.214.171.124, using full member depth as b, and to which the system factor is applied as per 126.96.36.199.
The incorrect Mry appeared in the Force vs Resistance table of the Design Check report, however, KH appeared in the Factors table as 1.1 even though it was not used.
For beams with a
tension-side notch at the critical location for shear design, the program did
not apply the fracture shear design criterion, Fr, from O86
188.8.131.52.2, when the span type was Design span, so in this case a section failing this check still passed
A line for this criterion should have appeared In the Force vs Resistance table, but did not, and the line in the Factors table starting with the symbol Ff was not shown.
The fracture shear check was made when the span type was Full span or Clear span. It now appears for Design span as well.
Prior to version 10.2, the approximate adjustment for shear deflection of CLT panels based on the single-span, uniform load formula was not applied to spans less than 8 feet. This restriction was removed, causing the deflections of cantilever spans to be unrealistically high, particularly for short cantilevers for which the cantilever deflection can be several times that of the main span, when it should be less. The incorrect values of deflection appeared in the Analysis vs Design Table of the Design Check and in the Analysis Diagrams.
With the introduction in version 10.2 of the new method in Beam and Column mode to designate fire-exposed faces of the member, there was no reduction of the sections of members in Concept mode due to charring, so effectively fire design using CSA O86 Annex B was not done. This has been corrected, and the program applies charring to the faces based on the input for number of sides exposed in the Concept mode Design Groups forms.
When a member is imported from Concept mode to beam mode, the Design Groups input is converted to specific sides exposed in beam and column mode.
In the analysis of user-applied moments to right cantilever beam spans and columns with a fixed base and free top, the program was subtracting rather than adding the "fixed-end" deflection to the deflection due to rotation at supports.
As a result, downward deflections at the cantilever could be significantly lower than they should be, so that the maximum deflection that is compared to the deflection limit in the design of the member is too low. For beams that experience uplift at the cantilever, this created larger-than-expected deflections. For columns, this caused the deflection due to the moment to be applied on the opposite side of the column than it should, creating inaccuracies when combined with deflections from other sources.
The incorrect deflections can be seen in the Analysis diagrams and in the maximum deflection shown in the Design Check report. Deflections due to applied moments on a left-end cantilever, or other column fixity conditions, were correct.
In a beam with a 6-meter middle span and a 2-meter cantilevers on each side and 10 kN-m applied moment at each end of the beam, the cantilever deflections were 3.6 mm on the right end and 10.9 mm on the left end, although these should have been the same. The left cantilever deflection is the correct one.
Starting with version 10, for all columns with height ranging from 19.8 to 29.8 feet and some columns between 29.8 and 40 feet with only eccentric axial snow or live load, bending design was performed with the load duration factor KD = 0.65 for long term loads when it should be using the standard term factor, 1.0. This caused lower than expected bending moment resistance Mr
The incorrect KD appeared in the Factors table of the Design Check output and in the Analysis Results, and has been corrected.
When a joist area rested on sloped supports so that the joists are loaded obliquely for snow, dead, and live loads, Concept mode did not calculate or assign an oblique angle to the joists.
This is legitimate for wind loads, which are assumed to act perpendicular to the surface, but for snow, live and dead loads this assumes that the joists are rotated within the frame such that they sit vertically. Roof framing is never constructed in this way, so that the program was not considering weak-axis loading that exists on the joists, and overloading them in the strong axis.
Now, when there are no wind loads on the joist area, the oblique angle is calculated, and appears when the joist is transferred to beam mode.
The case where there are oblique live, snow or dead loads, but wind loads that are not oblique, is not handled by Sizer in either Beam or Concept mode. For the sake of conservatism in strong-axis design, in Concept Mode, wind loads are now considered to take precedence and the oblique angle Is not calculated or assigned in the presence of wind loads.
Note that Concept mode was correctly considering the oblique angle when factoring the intensity of snow loads, due to the fact that they are projected loads in a horizontal plane rather than loads that are applied in the sloped plane, it just was not accounting for the oblique direction of loading.
When a CLT panel rested on sloped supports such that the one-meter design width was loaded obliquely for snow, dead, and line loads, Concept mode designed the panel as if it were horizontal and the loading is not oblique. When such a member was transferred to beam mode, there was no oblique angle. Note that in beam mode, oblique angle is disabled for CLT panels.
Now, unless there are only wind loads on the panel, the program dies not design oblique CLT panels, issuing a warning in the Design by Groups and Design by Member output next to the group or member, similar to what is done for out-of-plane joist areas. Oblique CLT panels can be designed for wind loading, which is assumed to be applied perpendicular to the surface.
Sizer cannot design CLT panels for oblique loading as the physics are different for CLT than for beams and columns, which handle it via x-axis and y-axis strengths. For CLT, it would be necessary to make complex adjustments in the analysis engine, and as sloped CLT panels are rare, it was not considered to be worth the effort.
The 0.9 factor from O86 Table 6.3.1C Note (1) that is to be applied to the modulus of elasticity E for sawn lumber No 1 and No 2 grade beams in the beams and stringers category when such members are loaded on the wide face was not applied in the case of non-rotated, x-axis loading in a custom section with a b value greater than d. It was applied in the case of y-axis loading in a rotated beam with a d value greater than b.
As a result, for a 241 x 140 mm member, EI was 331 x 106 kN-mm2 when it should have been 297 x 106 kN-mm2. The live deflection should have been 3.5 mm, but the output showed 3.2. This has been corrected.
Weyerhaeuser filenames were longer than is permissible in Sizer, and have been shortened to include Weyerhaeuser, e.g. WhaeuserBm.cwb, instead of WeyerhaeuserBm.cwb.
As a result of the long file names, when trying to make a Concept mode group with Weyerhaeuser materials, the program behaved unpredictably and often would not save the changes. When a file with a Weyerhaeuser design groups was created, and then opened, it would immediately crash.
Possibly other program malfunctions could occur due to these filenames.
1. CLT Panel Lateral Support (Changes 124a, 124b and 124c)
The following changes pertain to lateral support for CLT panels in Beam and Column modes:
a) Laterally Supported at Support Checkbox
b) Ke for Width b Input
In Lateral support spacing section of Column input view, the end fixity factor Ke for Width b is now disabled, as lateral support is not relevant for CLT panels in the in-plane direction.
c) Lateral Support in Drawing
The drawing of the b-face of the column no longer depicts the lateral support, as this face is a one-metre or one-foot section of the panel surface and there is no support at its edge. However, out-of-plane lateral support exists at the panel end, and is still shown above the drawing as e.g. Ld = full.
The following changes pertain to CLT panels acting as supports or supported members in Beam mode:
a) Panel Support for Beams and Joists
It is now possible to select wall panels as a support type for beams and joists. When selected, the list of bearing length sizes corresponds to the wall panel standard thicknesses.
b) Bearing Length for Wall Panel Supports
When wall panels were selected as a support type for floor or roof panels, no list of bearing lengths appeared. Now a list of standard wall panel thicknesses is shown.
c) Bearing Width for Supported CLT Panels
If a floor or roof panel is selected as the main member type, then the Bearing width inputs are disabled, because the width is assumed to be the 1-meter or 1-foot standard width.
The disabled box shows Same as panel, whereas it used to default to Same as beam.
In the Concept mode Joist Design Groups dialog when Roof or Floor Panels was selected, or in the Wall Design Groups dialog when Wall Panel is selected,
a) Service Conditions
The checkbox for Dry service is now selected by default and is disabled.
The input Spacing, which applies to joists and not panels, has been removed.
The Width input has been disabled, so it is no longer possible to type a new width to replace the standard 12 or 1000 mm design width. The disabled box still shows the standard width.
It was possible to type a value in the Depth input, however CLT design does not allow for custom depth, and the depth can now only be selected from the list of standard depths from the CLT database.
e) Lateral Supports
The inputs indicating the member is laterally supported on the b- and d- faces for columns, and the top and bottom faces for beams, were previously activated and defaulted to having no lateral support, a condition that does not ordinarily apply to CLT panels.
These inputs are all now set to true by default, as a panel is self-supporting laterally. They are disabled except for the case of d face support on wall panels, as it is possible that a wall end not be supported by another wall.
f) CLT Panel Input in Joist Design Groups Menu
The checkbox Case 2 load sharing is unchecked and disabled by default
g) Required Performance Input
The obsolete and unused joist vibration input Required performance was removed.
The following changes pertain to the Fire resistance data group of the Design Groups input forms in Concept mode. wall Gr fire design in Concept mode using CSA O86 Annex B.
a) Joists and Wall Studs
The inputs in the wall and joist group forms have been made inactive when wall studs or joists are selected. Previously they were active, but the data input would have no effect on design. O86 fire design is for large-section members only as per B.1.1 and B.2.1, and the inputs remain available when CLT wall, roof, or floor panels are selected.
a) Fire Duration Nomenclature
Fire endurance rating was changed to Required duration for consistency with the nomenclature in Beam and Column modes.
The following changes have been made to the Design Check output for CLT panels:
a) Material Description (Change 137)
The material specification has been changed to
- Show the species as input in Beam or Column view.
- Remove the coded identifier of metric depth and number of layers
- Add the number of layers explicitly
so that what once showed, e.g.,
CLT Floor Panel, E1 244-9 9-5/8 (12 width)
CLT Floor Panel, S-P-F, E1, 9 Layers 9-5/8 (12 width)
b) Volume Units (Change 137)
The units shown beside the wood volume underneath the material specification have changed from m^3 to m^3/m and cu.ft. to cu.ft./ft. , because the volume shown is for a one-meter or one-foot standard design width.
c) Stress Units in Factors Table (Change 127)
For CLT design, the header of the Factors table in the Design Check now shows the units (psi or MPa) after the symbol F representing stresses Fs, Fb and Fcp .
The value of stiffness EI shown in the Calculations section of the Design Check report did not include the factor 0.9 factor from O86 Table 6.3.1C Note (1) that is to be applied to the modulus of elasticity E for sawn lumber No 1 and No 2 grade beams in the beams and stringers category when such members are loaded on the wide face. This has been corrected.
3. Exponentiation Symbol in Output of EIy (Change 149)
In the Group Type section of the Wall Design Groups in Concept mode, the words stud and panel are no longer capitalized.
The extension lines for beam span dimensioning sometimes overlapped with the lateral support depicted on top of the beam. This has been corrected, and now the lines for Clear and Full span extend to the same distance above the top of the beam.
The program now allows you to select the CSA O86-14 wood design standard with the 2010 NBC building code. Although the O86-14 is referenced by NBC 2015, it is permissible to use it with the NBC 2010, which references CSA O86-14, and some jurisdictions have not yet adopted NBC 2015.
If there is a conflict between CSA O86-14 and NBC 2010 provisions, the NBC 2010 provision is used to ensure compliance.
In the Design Settings, the choice CSA O86-14 / NBC 2010 has been added to the Building code dropdown box.
b) Ultimate Limit States Load Combination Factors
Between NBC 2010 and 2015, and between CSA O86-09 and -14, the following changes were made to ultimate limit states load combination factors shown in O86-14 Table 184.108.40.206 (Table 220.127.116.11 in O86-09).
For load combinations 2) and 3), the companion load factor for live and snow loads, when these loads are combined with each other but without wind or earthquake, increased from 0.5 to 1.0 for CSA O86-14 / NBC 2015 vs. CSA O86-09 / NBC 2010 When CSA O86-14 / NBC 2010 is selected, the 0.5 is used.
ii. Sustained Live Load due to Storage and Equipment
The companion load factor for live loads due to storage for load combination 3), which has snow loads as the principal load, increased from 1.0 to 1.5 for CSA O86-14 / NBC 2015 vs. CSA O86-09 / NBC 2010. When CSA O86-14 / NBC 2010 is selected, the 1.0 is used.
These combinations are shown in the Load Combinations dropdown in the Analysis diagram screen, in the Critical Load Combinations section of the Additional Data in the Design Check output, and in the Analysis Results output. The sustained live load factor is also shown in the Sustained live loads due to input .
The changes are described more described more fully in Sizer 9.3 - CSA O86-14 Design Standard, below.
For those jurisdictions still complying with NDS 2010, this option allows for use design provisions introduced in O86-14 regarding glulam shear design for notched members and the glulam size factor for bending, Kzbg described in Sizer 9.3 - CSA O86-14 Design Standard, below.
d) Program Information
The design codes and standard chosen are reflected in the Welcome box, the Help/ About Sizer box, and the Building Codes box, and in the design note in the Design Check and Design Summary output.
For MSR and MEL wall studs, the tensile resistance Tr was less than it should be, by a factor equal to the tensile strength ft in MPa. This often resulted in the design to fail when it shouldnt have.
The incorrect Tr appeared in the Force vs. Resistance table in the Design Check output. This has been corrected.
The following problems pertaining to the contribution of automatically generated self-weight to bearing design have been corrected.
a) Beam Bearing Design (Bug 3456)
Starting with version 10.1, bearing design in beam mode was not considering the automatically included self-weight. The factored and unfactored reactions in the bearing design table correctly included the self-weight, but it was not being considered in calculating the design ratio used to determine whether the member passed the design check.
It was also not being considered when calculating the minimum required bearing length, which is reported when bearing lengths are unknown, and used to determine the design span.
b) Long-term Load Duration Factor (Bug 3470)
Starting with version 10.1, when calculating the long-term load duration factor KD (O86 18.104.22.168) for shear resistance, the program was subtracting the automatic self-weight from the effect of the long-term loads PL rather than adding it. This caused the program to use a slightly higher duration factor KD than expected, as it was undercalculating the ratio of long term to standard term shear components.
c) Column Reaction in Analysis Diagram
The following problems affected only the display of column reactions shown in the Analysis Diagrams; the self-weight was correctly handled in the Design Check output.
i. Load Combination Factor for Self-weight (Bug 3444)
The factored bearing reaction was calculated using a self-weight component that did not include the dead load combination factor.
ii. Self-weight Only (Bug 3445)
When self-weight is the only axial load for a given load combination, no bearing reaction was shown.
Upon opening a beam or column file with Sill plate selected as the supporting member type, for sawn lumber sills, the program uses a size factor for bearing Kzcp from O86 22.214.171.124 of 1.0, instead of the 1.15 factor for flat use. For SCL sills, it uses the fcp compressive resistance rather than the weak axis fcpy value.
The program now includes version 2019.1.1.0 of the database of Simpson beam and joist hangers. The changes according to Simpson that may possibly apply to the implementation in Sizer are
- Added HUC hangers
- N10 nails used with IUS series attached to a thick header.
For Louisiana-Pacific beams, columns, joists and wall studs, the materials listed below have been disabled if they applied to that member type: They can be activated via Database Editor for inclusion in Sizer but will not appear by default.
a) 2.0E LVL
- All 3½, 4-3/8, 18-3/4 depths
- For all but 5-1/8 thickness, 5-1/4 depth
- For all but 7 thickness, 7 depth
- For 1½, thickness, 11-1/4, 16, 18 , 20, and 24 depths
- For 3-1/2 thickness, 11-1/4 depth
- For 5-1/4 thickness, 9-1/4, 20 and 24 depths
- For 7 thickness, 9-1/4, 11-1/4, 20 and 24 depths
b) 2.2E LVL
- All 1-1/2 thicknesses
- All 3½, 4-3/8, 5-1/4, 5-1/2, 7, 7-1/4, 11-1/4, and 18 depths
- For 1-3/4 thickness, 9-1/4, 9-1/2, 14, and 16 depths
- For 3-1/2 thickness, 9-1/4, 9-1/2, 16, 18-3/4", and 24" depths
- For 5-1/4" thickness, 24" depths
- For 7" thickness, 20 " and 24" depths
c) 1.35E LSL
- All 1-3/4" thicknesses
- All 5-1/4", 7", 9-1/4", 9-1/2", 11-1/4" and 18-3/4" depths
- For 1-1/2" thickness, 4-3/8" depths
- For 3-1/2 thickness, 11-7/8", 14", 16", 18", 20", and 24" depths
d) 1.55E LSL
- All 4-3/8", 5-1/4", 7", and 18-3/4" depths
- For 1-1/2" thickness, 14", 16", 18", 20", and 24" depths
- For 1-3/4" thickness, 11-1/4" depths
- For 3-1/2 thickness, 3-1/2", 5-1/2", 7-1/4", 11-1/4" and 20" depths
e) 1.75E LSL
- All 5-1/4", 7", 11-1/4", 18", 18-3/4", 20", and 24" depths
- For 1-1/2" thickness, 3-1/2", 4-3/8", 9-1/4", and 9-1/2" depths
- For 1-3/4" thickness, 3-1/2", 4-3/8", 5-1/2", 7-1/4", and depths
- For 3-1/2 thickness, 9-1/4", 9-1/2", 11-7/8", 14", and 16" depths
In some cases, design of beams, joists and floor panels with concentrated loads would use the long-term load duration factor KD = 0.65 for shear design, regardless of the load types in the critical load combination. This occurred for all materials except for glulam and has been corrected.
The following problems were corrected, relating to the input mechanism for fire design introduced with version 10.1, which uses checkboxes indicating which of the 4 sides were exposed rather than a single input allowing 0.3, or 4 sides exposed.
a) Opening Project Files from Previous Versions (Bug 3478)
For existing projects made with versions before 10.1, Sizer would perform fire design according to CSA O86 Annex B, but without reducing the effective section on any of the sides, leading to non-conservative design.
If the checkboxes indicating exposed sides were checked after the file was opened, Sizer reduced the section on those sides and designed correctly, however the output under the member description would show incorrect information, or no information, after the words Exposed to fire on and Protection:
These problems have been corrected.
b) Exposed Sides Options for CLT Roof Panels (Change 121)
When the Glulam fire method Design setting was set to NBC, Appendix D-2.11, Sizer was applying the assumption that either 0, 3 or 4 sides are exposed to timber as well as glulam; however timber always uses the CSA O86 Annex B method for which any of the sides can be exposed.
In other words, after you checked one checkbox, the program checked and disabled 2 other checkboxes according to the assumptions for the NBC method. It now allows control of all 4 checkboxes for timber members.
c) Exposed Sides Options for CLT Roof Panels (Change 122)
For CLT roof panels, the input for exposure from the top has been disabled.
The following problems pertaining to the application of the treatment factor KT for CLT from O86 8.3.3 when you specified preservative or fire-retardant treatment for roof, wall, or floor panels were corrected
a) KT for Strength Design (Bug 3477)
KT was not applied to the shear, bending, axial, or combined axial and bending design strengths. The factors were shown in the Factors table in the Additional Data, however for preservative treatment, factors from for wet service conditions were shown, although CLT is restricted to dry conditions. The user-input fire treatment factors or the preservative treatment factors from Table 6.4.3 are now applied and appear correctly in the output.
i. Slenderness Factor KC
For compressive axial design from O86 8.4.5, in the determination of the slenderness factor KC, it is now being applied to both the compressive strength FC in the numerator and the E05 value in the denominator. For fire retardant treatment, these values cancel, but for preservative treatment the ratio 0.75 / 0.9 of factors for modulus of elasticity vs. other properties is applied.
ii. Combined Axial and Bending
For combined axial and bending design from O86 8.4.6, the KT factor is applied to Pr, Mr, and E05 in the PE term of PE, v. It is not applied to the shear rigidity (GA)eff in the expression for PE, v ; if this was intended it would have been included in the expression, as it was for PE.
b) KT for Bearing Design (Bug 3477)
KT was applied to FCP for bearing design, but for preservative treatment the KT for wet service factor of 0.85 Table 6.4.3 was used. The dry service 0.75 factor is now used. KT is applied to both supporting and supported CLT members, on the assumption that both are treated.
c) KT for Stiffness (Bug 3473)
KT was not being applied the stiffness as required by O86 8.3.3. The user-input fire retardant factor or the 0.9 preservative factor from Table 6.4.3 is now applied to the stiffness (EI)eff when used to calculate deflections. It Is not applied to (EI)eff used to calculate Seff for bending moment resistance Mr from 126.96.36.199, as this would mean the factor would be applied twice.
i. Shear Rigidity (GA)eff
Both (EI)eff and shear rigidity (GA)eff is are modified by KT when used in formula based on A.8.5.2 to adjust deflections for the effect of shear deformation. Since this formula has (EI)eff in the numerator and (GA)eff in the denominator, KT has no effect on the adjustment; however the factor is applied to the (EI)eff that is used to calculate deflections before the adjustment.
When rigorous calculation of shear deflection is added to the program using the Timoshenko factor φ, (EI)eff is also the numerator and (GA)eff in the denominator of φ, so KT will have an effect only on the bending stiffness EI in this case as well.
In the Calculations section of the Additional Data, a note has been added for CLT and I-joists, saying shear deflection is based on a formula for single spans and uniform loading, and is approximate for other conditions.
The design note regarding the adjustments to CLT vibration span limits from O86 A.8.5.3 for non-structural elements and for manufacturers performance expectations (Note 3)
- no longer repeats the statement that vibration design is according to A.8.5.3 given in another note
- makes it clear that the increase was to the limit and not to the span itself
- is now output for decrease in span limit for a negative Note 3. adjustment. Previously the decrease was implemented but the note not output.
The Design Setting for the adjustment to CLT vibration span limit from O86 A.8.5.3 Note has been reworded to indicate that it is for manufacturers performance.
The output of the values Seff, (EI)eff, (GA)eff, G, E, G┴ and E┴ in the Calculations section of the Additional Data in the Design Check has been reorganised to fit in 2 lines instead of 4.
The exponent e06 after the value for stiffness EI in the Calculations section of the Additional Data section of the Design Check has been restored; it had been dropped in version 10.1.
If Print to fit on one page in the Format settings is checked the program sometimes print with a font size less than what can fit on a page, e.g. it used a font size 4 although a font size of 5 fits when the checkbox is not selected, and it is only with a font size of 6 that the design report was printed in two pages.
When entering loads in the pop-up dialog view using the tab key to navigate between controls, the load start and end was no longer after the load magnitude, so it was not possible to enter all the information for a load without cycling through other inputs. This has been corrected and the load inputs are tabbed sequentially from left to right.
Starting with version 10.1, when in Column mode, when the Point of Interest view is entered, the program immediately crashed. This has been corrected.
3. Column Supporting Member Force Qf and Design Ratio (Bug 3431)
Starting with version 10.1, the force shown the support bearing force Qf was always shown as 0 in the Forces vs Resistance table, and the ratio Qf/Qr shown and used to determine a passing section used the lateral reaction at the bottom of the column rather than the axial force. These problems have been corrected.
a) Hanger Capacity for Standard-term Uplift Loading (Bug 3447)
For standard-term uplift loads, which have a load duration factor KD = 1.00, the program was using the Simpson hanger uplift capacity for short-term loading, then dividing by the out the KD = 1.15 factor. For long-term loads, it was using the standard-term capacity so determined then multiplying by 0.65. However, Simpson provides different capacity values for live/snow and for wind/earthquake, and the live/snow capacities are not necessarily the wind/earthquake ones divided by 1.15, because KD affects only some aspects of hanger capacity, i.e. the fastener connections. Any steel design considerations are not affected by KD.
For this reason, the program now uses the Simpson database capacity value for the live/snow for standard-term loads. For the rare case of long-term uplift loading, Sizer conservatively multiplies the capacity by KD = 0.65, as Simpson does not provide long-term uplift capacities.
b) Hanger Capacity for Short-term Downward Loading (Bug 3448)
For short-term loads (wind and earthquake), the program was using the Simpson hanger capacity for standard-term loading, which has a KD factor of 1.0, then multiplying by the KD = 1.15 short-term factor.
Currently the program is using getting the Simpson hanger capacity for load duration factor KD = 1, then multiplying by the KD factor for the load combination. This can lead to non-conservative capacities, because the KD affects only some aspects of fastener capacity, i.e. the fastener connections. Any steel design considerations are not affected by KD.
The program now conservatively uses the hanger capacity for standard term loads without multiplying by 1.15. For short-term loads, Sizer conservatively multiplies the capacity by KD = 0.65, as Simpson does not provide downward-loaded capacity values for long-term or short-term loads.
Correspondence with Simpson confirmed that an increase is not permitted for short-term loads and that capacities can by multiplied by 0.65 for long-term loads.
c) I-joist Headers (Bug 3452)
I-joist materials were missing from the Header material options for Simpson hanger support type. This has been corrected, and I-joists can now be used as supporting members with Simpson hangers.
d) Design Results for Downward Force on I-Joists (Bug 3387)
When Simpson Hangers were used with I-joist main members, the program did not report meaningful results for hangers loaded downwards. In the Bearing and Reactions table:
- The Support row under Bearing|Capacity had a value of 0 when it should show the capacity of the hanger.
- The Design Ratio row under Bearing\Support, showed 1.#J.
- In the Des ratio|Load comb row and in the Critical Load Combinations section of the Additional Data table , it showed #0 instead of the governing load combination number.
- At the end of the bearing table, a note saying the maximum reaction is from a different load combination due to the KD factor appeared when it shouldnt.
- A warning message always appeared for failed bearing design even when the design did not fail.
- This occurs for both roof and floor joists, and for design for unknowns or when the hanger is selected.
Simpson hanger design results for uplift loads appeared correctly.
a) Grade Properties*
For all Versa-Lam LVL beam, column, joists and wall studs, including built-up members, the grade material properties fv, fc, fcp, fcpy and fvy were updated to those in the March 28, 2019 of the CCMC 12472-R Evaluation report.
i. Compression Parallel to Grain fc
For 1.8E (formerly 1.7), change fc from 30.3 MPa to 33.0 MPa.
For 2.1E (formerly 2.0), change fc from 34.7 MPa to 33.0 MPa
ii. Compression Perpendicular to Grain, fcp
For all materials, change fcp from 5.58 MPa to 5.65 MPa.
iii. Compression Perpendicular to Grain, y-axis fcpy
For all materials, change fcpy from 10.51 MPa to 9.41 MPa.
iv. Shear fv
For all materials, change fv from 2.07 MPa to 2.16 MPa.
v. Shear, y-axis fvy
For all materials, change fvy from 4.0 MPa to 3.65 MPa.
vi. 1.8 2750 Columns
The 1.8 2750 column grade has been removed.
b) Species Name
The Species name that appears in the output reports has been changed from Versa-Lam LVL to LVL, to remove the duplication of name Versa-Lam in the Design Check output. It has been retained for built-up members, as for those only V-LAM is shown as the material name.
c) Grade Name
The format of Grade names has been changed from e.g. VL2800 2.0E to 2.1E 2800. The E value shown is now that for the true modulus of elasticity, rather than the apparent modulus, although the database E value has not changed and Sizer designs using apparent modulus without calculating shear deflection.
d) Apparent Grade Names
For those users who still want the reports to show the apparent modulus of elasticity E in the Grade Name, a new Species called LVL (apparent) has been added, showing the grade names in the format e.g. VL 2.0 2800. These grades have the exact same properties as the corresponding grades showing real E in the name, including the E value.
There is no unknown species selection, so that the design summary output will not repeat identical solutions.
Starting with version 10.1, the message saying that the number of unique load locations had been exceeded and that the would not be able to generate correct results was triggered after only 25 loads were placed at unique location instead of the intended 100.
This has now been increased to 150.
This usually occurs for repeating point loads.
a) Right-to-left Reactions
Reactions were no longer shown in the R->L row, even if such reactions existed.
b) Load Combination for L->R Reactions
When the supporting member type was None or Non-wood, the L->R reactions in the Reactions table always showed #0 as the critical load combination. The values of the reactions correspond to the correct load combinations, however.
9. Depth To Input Update for Imperial Formatting (Change 109)
Starting with version 10.1, after a nominal Imperial value in is selected for Depth (d), e.g. 6, the Depth to field showed the actual value, e.g. 5-1/2. The value would change to correct nominal value if other inputs were accessed. This has been corrected and the nominal value appears from the start.
The following problem introduced with version 10.1 was fixed, and a revised installation of Design Office 10, Service Release 1 was distributed.
The links below lead to descriptions of the changes for Version 10.1 of WoodWorks Sizer.
The program now allows you to specify the faces of a member that are exposed to fire. Previously, for you could only select from 0, 3 or 4 sides exposed, and the program would assume 3 sides was 2 side faces and top or bottom.
The Fire Design data group has checkboxes surrounding a section of the member allowing you to specify which of the 4 faces are exposed.
For timber or glulam designed using CSA O86 Annex B, any or all of the sides can be selected.
For the NBC fire design method for glulam, only 3 sides and 4 sides are allowed, as before. You can choose which of the smaller faces are exposed, or whether both these faces are exposed. Both larger faces are always exposed.
For CLT floor and roof panels, you can select the top or bottom but not both. Similarly, for wall panels, left or right, but not both.
Fire design is deactivated by deselecting all checkboxes, which is the default condition.
b) Exclusion of Invalid Materials
Previously, when an invalid material like built-up lumber members or SCL was selected, the program would allow input of number of exposed sides then revert to 0 when the design button was pressed. Now it disables the input of exposed sides when one of these materials is selected.
c) Fire Design
For the CSA O86 method, the program reduces the design section by calculating a char depth for each exposed face.
The choice of top or bottom exposed beam or CLT floor panel surfaces does not affect design. Neither does the choice of left or right beam surfaces, or column surfaces perpendicular to applied loading.
For column surfaces parallel to the applied force and CLT wall panels, the choice of left or right surface can have design consequences due to axial load eccentricity.
The choice of smaller exposed faces for the NBC method has no design consequences.
Input fire protection is assumed to apply to each exposed face.
The choice of exposed faces is shown in the materials specification of the Design Check output as follows, as the case may be:
Exposed to fire on [ one [b,d]-face, opposing [b,d]-faces, both [b,d]-faces and one [b,d]-face, all four faces ]
2. Section Modulus Seff for CLT Moment Design
The following problems with the calculation of the effective section modulus Seff from O86 188.8.131.52 for CLT moment design were corrected.
a) Panel Depth Used for Transverse Seff,x (Change 54)
The section modulus Seff,x from O86 184.108.40.206 for the minor strength axis (transverse) CLT design was calculated with a panel depth h which included the outer longitudinal layers, when the depth hx with these layers excluded should have been used.
For a typical example of a 315 mm thick V1 grade floor panel, the section modulus was 5.62 million mm^3 when it should be 7.22 million mm^3 resulting in a bending moment resistance of Mr of 23.26 kN-m when it should be 19.44 kN-m.
b) Neutral Axis for Fire Design (Change 101)
The program was not considering the note in O86 B.6.2 regarding the need to calculate the location of the neutral axis when determining the moment of inertia and section modulus fire design bending moment resistance. For a typical example, this problem caused the bending moment capacity to be calculated as 4932 lb-ft when it should have been 3904 lb-ft.
The method for
calculating Seff for fire design is given
in the FPInnovations CLT handbook, Chapter 8, Eqn. 9,
in which the term h/2 in in O86 220.127.116.11 for is replaced by h y, where y is
the neutral axis given by Handbook Eqn. 4 as ∑ yi ti / ∑ ti
is the distance to the centroid of
each layer, and ti is the
thickness of each layer.
Note that since E┴ perpendicular to the direction of loading is E/30, those layers are ignored in the calculation, so this simplified formula is used rather than Eqn. 6 in the CLT Handbook, which includes Ei in the summations in the numerator and denominator.
For the interaction equations for combined axial and bending resistance, for both tension and compression, Sizer now applies the duration factor KD to both moment resistance Mr and the axial resistance Pr or Tr for the shortest duration of loads (highest factor) for either direction of stress. In other words, the program examines a load combination for combined design, and uses the load duration factor corresponding to that combination for both axial and bending resistance, regardless of which load types within the combination contribute to axial and bending stress.
Previously, the program applied KD factors calculated separately for axial resistance and bending resistance using only the loads that contributed to stress in each direction.
For example, for a column under concentric compressive dead load and lateral live load, the program used 0.65 for compression and 1.0 for bending, but now uses 1.0 for both.
For the case that O86 18.104.22.168 is used to determine a KD for long-term loading, the program applies the highest factor so calculated to both directions.
a) Critical Load Combination Shown for Combined Axial and Bending (Bug 3386)
In the Factors table of the Additional Data, the program was showing the load combination number for the loads contributing to axial stress design for both the axial and bending lines in the table. This load combination corresponded to the KD factor used in this check, however, due to the change for Bug 3385, above, the same load KD factor is now used for both axial and bending components in the combined equation, and the critical load combination will be in fact the same for these components.
Please note that the fact the same load combination number was shown may have misled users to believe we were already correctly using the same load combination in each direction.
The following problems affecting columns and walls loaded on the d-face entered the program for version 10 and have been corrected.
a) Bending Strength for Lateral Support Factor KL
The built-up bending strength for No. 2 Grade members that is used for glulam weak-axis design using O86 7.5.3, was being used to calculate the weak-axis lateral support factor KL (O86 22.214.171.124.4) for sawn lumber materials, instead of the published bending strength for those materials.
b) Built-Up Grade for Lumber Column Lateral Support Design
When built-up column materials were set to Ignore in Database Editor, designing any sawn lumber or glulam column in Sizer caused a crash.
c) Built-Up Grade for Lumber Column Lateral Support Design
The warning messages shown when built-up column database files were missing or disabled in Database Editor so that glulam weak-axis glulam design according to O86 7.5.3 was not possible, have been clarified and improved, and the same message now appears for both beams and columns.
The calculation of the critical notch length of 0.25d in O86-14 126.96.36.199.1 was including ½ the min. reqd bearing length, when it shouldnt have. Beyond this critical length the shear strength is based on residual depth rather than full depth, and it is measured between the member depth d from the inner edge of the support and the beam end. This has been corrected.
Starting with version 10, a point of interest was added to a wall stud or column in Column Mode, the program crashed when member design was invoked. It did not happen for beams. This has been corrected.
If the Design setting Satisfies lateral support conditions and d/b for KL= 1 indicating that lateral support conditions from O86 188.8.131.52 are met, and the checkbox in the Supports for bearing design data group indicating that interior multi-span supports are not laterally supported was unchecked for any interior support of a multi-span beam, the program now longer over-rides the KL = 1 setting to apply the lateral support factor KL based on 184.108.40.206.
When a new span is added to create a multi-span beam, the Laterally supported at support checkbox for interior supports is now unchecked by default. Previously it was checked, but in most common situations lateral supports are not provided to interior supports.
The following changes have been made to the explanatory text that appears in the Lateral support spacing section of Beam view under certain circumstances.
a) Unrestrained Lateral Supports (Change 2f)
The text when the KL = 1 Design setting is set has been revised to remove the explanation that KL can be overridden if there are unrestrained interior lateral supports, as described in the previous item.
For multi-span beams, text now appears indicating whether interior supports are restrained, as the input for this is under the Supports for Bearing and Notch Design and not immediately evident in this section of the Beam view.
b) For Calculate KL Setting (Change 2a)
The explanatory text now appears when the setting Calculate KL using 220.127.116.11, is selected, indicating that the use of the spacing input depends on d/b > 4 as per O86 18.104.22.168.1 (a). Previously it only indicated that the inputs only apply when d/b > 9 when KL = 1 was selected as per 22.214.171.124.1 (f), which it still does.
c) For Glulam (Change 2a)
The explanatory text now appears in all cases for glulam, indicating that the use of the spacing input depends on d/b > 2.5 as per 126.96.36.199.1.
The following changes were made for the Support for bearing design input for CLT wall panels.
a) Member Type Choices
The Type choice Bottom plate has changed to Sill plate. Bottom plate is relevant to framed walls only.
b) Bearing Length Choices
The Bearing length Lb choices have changed from Column width and Column depth to Panel width and Panel depth.
c) Bearing Length for Sill Plate Supports
When Sill plate is selected as the type, the Bearing length Lb input is now disabled and shows Panel width. That is, we assume they are continuously supported and show the calculation for the 1m or 1ft standard width.
d) Lower Support
When Panel width is selected as the Bearing length Lb, the lower support will be set to None and disabled. This will always be the case for Sill plate support type.
This is because we assume continuous upper wall panel support for the standard 1 m or 1 panel width, in which case the lower support of the sill plate or CLT floor becomes irrelevant, because O86 188.8.131.52.2 for loads at the support reduces to O86 184.108.40.206.1 for all other conditions when one bearing length is greater than 1.5 times the other.
The following problems pertaining to the CLT long-term deflection creep adjustment factor Kcreep from O86 A.8.5.2 were corrected:
a) Floor Panel Default Creep Factor (Bug 3340)
For floor panels, the default Kcreep that appeared in Load Input view for new files was 1.5, but this value should have been 2.0, as per O86 A.8.5.2. This has been corrected.
b) Roof Panel Creep Factor (Change 88)
The input for Kcreep in Load Input view was available only for floor panels, and Sizer used the default value of 2.0 O86 A.8.5.2 for roof panels. It is now available for roof panels. Previously Sizer used the default value of 2.0 for roof panels.
For fire design of CLT wall panels with doubled outermost parallel layers, the calculation of shear rigidity (GA)eff from 220.127.116.11 now treats the doubled outermost parallel layers on either side as a single, doubly thick layer. For fire design, (GA)eff is used in the resistance to combined axial and bending from 8.4.6.
The input of preservative or fire-retardant treatment has been activated for CLT materials based on O86 8.3.3.
The user input factor is used for KT due to fire-retardant treatment.
For preservative treatment, O86 6.4.3 for lumber is used, as there is no guidance specifically for CLT. The member thickness used in Table 6.4.3 to select the factor KT is the thickness of the smallest CLT layer because 6.4.3 indicates that the treatment must be applied before gluing.
In practice the factors 0.90 for modulus of elasticity and 0.75 for shear, bending, axial compression/tension and bearing design are used.
The following changes have been made to the modification factors used for fire design.
a) System Factor KH
For beams you designate as having load sharing, the program was assigning a system factor KH as it would for non-fire design. It now assigns a factor of 1.0 as per O86 B.3.4.
b) Service Factor KS
For members you designate has subject to wet service, the program was assigning a service factor KS as it would for non-fire design to both shear and moment design. The program now applies these wet service factors for glulam only, but uses KS = 1.0 for sawn lumber, as per the CWC Wood Design Manual, 10.5 Determining Fire Resistance Ratings, CSA O86 Annex B Method, Beam Example 1.
Dashes appear in the Factors table output in the KS column for sawn lumber service factors.
CLT does not allow for wet service.
c) Treatment Factor KT (Bug 3417)
For members you designate has having preservative or fire-retardant treatment, the program was assigning a treatment factor KT as it would for non-fire design. For preservative treatment, the program now program assigns KT = 1.0 for both sawn lumber and glulam. For fire-retardant treatment, it assigns the factor you input for glulam only, but uses KT = 1.0 for sawn lumber. These procedures are also from the CWC Wood Design Manual, 10.5, Beam Example 1.
Dashes appear in the Factors table output in the KT column for preservative treatment and sawn lumber fire preservative treatment factors.
CLT does not allow for chemical treatment.
For design sections having analysis values, e.g. Mf, that are greater than design resistance values e.g. Mr, by an amount that is less than ½ of 1% of the value, the Analysis vs. Design table in the Design Check showed a 1.00 design ratio (when in decimal format) and showed a passing section note instead of failure warning.
Now, the program considers a design to be failed if the ratio is greater than 1.0005, and outputs the ratio with an extra digit of precision, e.g. 1.003. For example, a member with Mf = 20295 lb-ft and Mr with 20205 would show a ratio of 1.00 and pass, but now it shows 1.004 and fails.
When percentage is chosen as the design ratio output in the Preference settings, a greater tolerance in determining design failure is possible. In this case, the program currently considers a design to be failed if the percentage is greater than 100.05% (1.0005). Now the program considers design to be failed with a ratio greater than 1.00005, and outputs the percentage with a digit of precision, e.g. 100.03%. For example, a member with Mf = 20215 lb-ft and Mr = 20205 will show a ratio of 1.00 and pass when decimal is chosen, but when percentage is chosen, it shows 100.04% and fails.
18. Compressive Size Factor Kzcp for Column Supports (Bug 3259)
The behaviour of the program regarding the compressive size factor Kzcp for sill plates vs. beam supporting members for columns was inconsistent and error prone.
As per CSA O86 18.104.22.168, sill plates should have a Kzcp of 1.15 in most cases because they are on the flat, whereas beams are assumed to have a Kzcp of 1.0.
In some cases, when the support was changed to a beam then back to a sill plate, the Kzcp changed to 1.0, the value for beams.
In another case, there were two files with identical input and a sill plate support, with one showing a 1.0 factor and the other showing a 1.15 factor.
In all these cases, the incorrect Kzcp factor was used in design, resulting in an erroneous Qr value in the Analysis vs Design table. This has been corrected.
a) Design When no Simpson Hanger Found (Bug 3338)
When there was no Simpson hanger in the Simpson database for the combination of program inputs, the program designed the hanger with zero bearing length, zero capacity and issued a bearing failure warning message. Now the program treats the hanger as a non-designed hanger and performs main member bearing design only.
b) Update of Hanger Selection Upon Design (Change 71)
After a design check of a member with an unknown Simpson Hanger support type, the program now selects the designed Simpson hanger model and fasteners in the Hanger options upon return to Beam view.
c) Hanger Resistance for I-joist with SPF Flange (Change 21a)
For I-joists with SPF flanges as main member and Simpson hanger as support, the program designed the Simpson hanger using load and uplift resistance for I-joist with Douglas-Fir (DF) flanges rather than Spruce-pine-fir (SPF) flanges. This has been corrected.
d) Hanger Resistance in Beam View in Kips (Change 70)
The resistance shown under Hanger options for Simpson hangers displayed in pounds regardless of the Format setting for Force. It now shows the value in kips if that is selected.
e) Duplicate Hanger Specification (QA Change 16)
In those cases that there were two Simpson hangers with identical model name and fastener specification on all three flanges, the program lists only the first of these in the selection dropdown and considers only that hanger for unknown fastener design.
This is because it is impossible to distinguish between these two hangers when querying the Simpson database.
f) Header Material Selections (QA Bug 18)
Sizer was not including joist materials with the same material name as beams in its selection list for headers supporting the hanger and main member. Now lumber, rough lumber, MSR, MEL, and proprietary SCL joists are included as possible hanger selections, with the word Joist beside the material name to distinguish them.
g) SCL Main Member (QA Bug 19)
When SCL materials were set as the main member, the program often passed the wrong species of the header member to the Simpson database, returning incorrect resistance information. This has been corrected.
h) Simpson Hanger Info in Status Bar (Change 22)
Sizer now displays the model number, fastener information and any special information in the status bar when a hanger is selected.
The default glulam fire design method in the Design Settings is now CSA O86-14, Annex B, which is a mechanics-based approach, instead of NBC, Appendix D-2-11 which is an older, empirical approach.
In Beam mode, Design Summary for unknown design, for all sections except the first one listed, the program was showing a shear design ratio for a load combination other than the critical one used to select the section.
On rare occasions, incorrect load duration factors program found their way into the initialization file and project files, causing incorrect design results or making design impossible. The program now checks for and prevents this condition.
For extremely large beam members, such as a 25 m long 2 m deep member, Sizer could detect a small negative moment due to accumulation of numerical rounding when no such moment exists. In this case, the program would report weak axis design results when it shouldnt.
Due to the size of the members, it is very unlikely to have occurred in practical situations. It has been corrected.
The design note regarding continuity for beam and stringer grades for multi-span beams based on CSA O86 6.5.3 has been removed, as this provision was removed from the CSA O86-14 update 2.
A design note has been added for CLT floor panels to give the vibration span adjustment entered in the CLT floor vibration (O86 A.8.5.3) Design setting.
The program now shows the design note for Simpson Hangers when they are specified as supports for joists. Previously the note appeared for beams only.
For steel beams, the program referred to the 2009 edition of the CSA S16 in both the Force vs. Resistance table and in a design note, but the program was using the 2014 edition and indicated so by CSA S16-14. The number 2009 is removed, as stating the year here is unnecessary.
When Simpson hangers are selected as the support type, Northern Species sawn lumber materials are now available for selection. The program uses hanger resistances based on S-P-F resistance factored by the ratio between the selected species specific gravity and S-P-F specific gravity.
The database of Simpson Strong-Tie hangers has been updated to the most recent version, dated May 2018. According to Simpson, the following changes were made to the database:
- Added LSSJZ field adjustable hanger for solid sawn lumber
- Added HWP and HWPH top flange purlin hangers
- Removed Some sizes of LF and LT hangers
- Change downward resistances on some HGUS and HHUS hangers
- Updated the database to match the C-C-CAN2018 Wood Construction Connectors Canadian Limit States Design catalogue
The following changes have been made to the Nordic Lam materials
a) Architectural 24F-ES/NPG Widths
For 24F-ES/NPG beams, columns, and built-up plies in the Architectural grade, 1.75 (44.5 mm) wide sections are now 1.5 (38.1 mm) wide.
b) Industrial 24F-1.9E Joist Section Sizes
The following section sizes have been added to the Industrial grade 24F-1.9E combinations: 1.5 x 16 (38 x 406 mm) and 1.5 x 16 (44 x 406 mm).
The following changes have been made to Weyerhaeuser products available in WoodWorks Sizer
a) TimberStrand LSL
i. 1.3E Grade
- This grade has been added for columns
- All design properties have been adjusted slightly, by less than ½ of 1%, except for fvy which has changed by 1.5%.
- For beams and built-up beams, the 1.5 x 3.5 (38.1 x 88.9 mm) section has been removed.
- For beams, the 3.5 x 5.5 (88.9 x 139.7 mm) section has been added
- For beams and built-up beams, the 3.5 x 7.25 (88.9 x 184.15 mm) section has been added.
- For wall studs and built-up columns, the 1.5 x 5.5 (38.1 x 139.7 mm) section has been added.
- For wall studs the 3.5 x 3.5 (88.9 x 88.9 mm) section has been added.
ii. 1.55E Grade
- This grade has been removed from wall studs, columns and built-up columns
- For the remaining member types, all design properties have been adjusted slightly, by less than ½ of 1%, except for fvy which has changed by 1.5%.
iii. 1.5E Grade
- This grade has been added for columns
- The tension strength ft has changed from 20.15 to 19.10 MPa
- The weak-axis compression strength fcpy has changed from 4.40 to 5.95 MPa.
- All other design properties have been adjusted slightly, by less than ½ of 1%, except for fvy which has changed by 1.5%.
- For all member types, the 1.5 x 3.5 (38.1 x 88.9 mm) section has been removed.
- For beams and built-up beams, the 1.5 x 5.5 (38.1 x 139.7 mm) section has been removed.
- For built-up columns, the 3.5 x 7.25 (38.1 x 184.15 mm) section has been removed
- For beams and built-up beams, the 1.5 x 9.5 (38.1 x 241.30 mm) and 1.5 x 9.5 (38.1 x 301.625 mm) sections have been added.
b) Microllam LVL
- This product has been removed for wall studs and built-up columns and is now included only for beams and built-up beams.
- The material density has changed from 6.25 to 6.6 kN/m3
- The compression strength fc has changed from 26.24 to 27.60 MPa.
- The tension strength ft has changed from 20.07 to 19.80 MPa.
- The weak-axis bending strength fby has changed from 39.15 to 31.95 MPa.
- All other design properties have been adjusted slightly, by less than ½ of 1%
c) Parallam PSL
i. 1.8E Grade
The Parallam 1.8E PSL product has been removed for all member types, beams, columns, wall studs, and joists.
i. 2.2E Grade
For the Parallam 2.2E PSL product,
- This product has been removed for wall studs and built-up columns and is now included only for beams, built-up beams, and columns
- The compression strength fc has changed from 5.51 to 31.9 MPa.
- The compression strength perpendicular to grain fcp has changed from 9.39 to 7.84 MPa.
- The weak-axis bending strength fby has changed from 35.66 to 33.77 MPa.
- All other design properties have been adjusted slightly, by less than ½ of 1%, except for fvy which has changed by 1.5%
- For beams and built-up beams, the 3.5 x 18.0 (88.90 x 457.20 mm) section has been removed.
- For beams, the 5.25 x 18.0 (133.35 x 457.20 mm) and 7.0 x 18.0 (177.8 x 457.20 mm) sections have been removed.
- For built-up beams and columns, the 3.5 x 11.25 (133.35 x 285.75 mm)
- For beams and columns, the 5.25 x 11.25 (88.9 x 285.75 mm) and 7.0 x 11.25 (177.8 x 285.75 mm) sections have been added
Sizer would sometimes show two messages and then crash when it could not find the material database file when opening a saved project file. One reason this occurred was a mismatch between the material name listed in the initialization file and the one in the database file.
Now, if a material is not found in the database, the program picks the first available material and species, shows just one message, and does not crash.
The Layers input in Beam view showed 9 layers when either 9-5/8 deep CLTs panel was selected, however one is for panels with 7 layers and the other for panels with 9 layers. The program now distinguishes between the two depths and allows you to select the 7-layer lay-up.
In the case where a beam is designed where the maximum shear value is in the span of the member rather than at a support, the following warning message appeared upon beam design:
"Warning: the maximum shear value is in the span of the member rather than at a support. This can occur when opposing loads are applied in the same span. WoodWorks cannot correctly design for this situation. Please refer to shear diagram
In the analysis diagram for shear, the diagram had the following note:
"Design shear < maximum due to notching or loads ignored within distance "d" of supports without notches".,
which contradicts the warning message.
The max shear in span is now detected and used as the design shear value. The warning no longer appears.
In Load Input view, Location from left has been modified to be:
Location from edge of left support,
Location from left end or
Location from left bearing point
for clear span, full span, and design span respectively. These designate where the load is measured from; support point, end of joist/beam or inner edge of support.
The program now includes unfactored axial reactions for each load type in the Reactions table of Column Mode, whereas previously only lateral reactions were shown. The table has been renamed Reactions from Lateral reactions for this reason.
The program now applies patterning to existing loads when the slope is changed so it is less than or equal to 15 degrees and removes it when it is changed to be greater than 15, to comply with NBC 22.214.171.124.
This is especially significant for default loads, which are originally created assuming 0 slope, when the slope changes to be greater than 15 degrees.
Adding a new load in load view would sometimes cause the start and end of loads entered using Design span to shift slightly. The offset dimensions would revert to their correct values before design, so this was a display issue only, and has been corrected.
The following problems affecting the operation beam view bearing length input in conjunction with the minimum bearing length design setting have been corrected:
The program sometimes opened with the minimum bearing length for both interior and end supports set to an unreasonably high value.
This happened if you had switched unit systems then accessed the Default setting pages when Save as Default was set, which it is by default.
It could also happen when a member was imported from Concept mode with different units than the beam file.
b) Minimum Bearing Length for Floor or Roof Panels (Changes 1,1b,1c)
For floor or roof panels, when the default minimum bearing length is changed in the Default settings to a value greater than the bearing length in Beam view, the program, updated the minimum bearing length in beam view to 1.5 and 3 for exterior and interior supports, respectively. The warning message saying the input value had changed also displayed the incorrect value. The program now updates the bearing length input and the warning message as per default settings input.
c) Bearing Length Update on Change of Member Type (Change 1a)
Upon changing member type in beam mode, the program modified the bearing length as follows:
If using millimetres, the internal bearing length value would be divided by 1000 as if it were converting to metres.
If using inches, the bearing length would be divided by 12 as if converting to feet.
This only happened when changing the member type to and from beam, joist and panel types not when changing type between floor and roof panels or joists.
Sizer no longer modifies bearing length in this way when the member type is changed
Starting with version 10, in Column mode, the program reset all the inputs in the Support for Bearing Design data group to default values upon changing the main member Grade or Depth. This no longer happens.
The Design Setting Apply KB if Mf/Mr is less than is now retained when you save your project file. Previously the program assumed a default value when file was re-opened.
In Column mode, for CLT wall panels, the data group containing the layers input is renamed CLT layup instead of Built-up members, and the label Layers has been repositioned. The Connection input has been removed as it is not relevant to CLT.
The Mass input in Beam View for steel beams changed from Imperial units to the metric equivalent when the file was closed then reopened within a Sizer session. The program was then unable to design the beam, showing a failure warning message. This did not occur when the project file is first opened. It has been corrected.
For steel beams, the program occasionally displayed the depth of the beam instead of the mass of the beam in the Mass to dropdown box in the Beam input view. This has been corrected.
For steel beams, the units shown beside the Mass input in Beam view were truncated, e.g. kg/ appeared instead of kg/m. This happened for both metric and imperial units and has been corrected.
The resistance shown under Hanger options for Simpson hangers now updates immediately when the unit system is changed; previously it updated when another input operation was made.
In Beam and Column views, the symbols b and d have been added to the Width and Depth inputs so they are now Width (b) and Depth (d).
The data group title for glulam lamination width input has been changed from
In beam mode,
Glulam lamination width for Kzbg and Notch Ff,
Glulam lamination width for Kzbg
and the check box has been changed from
Use member width for Kzbg and notch Ff (beam mode) or Use member width for Kzbg (column mode)
Always use member width.
This is because both inputs are used for the size factor Kzbg from O86 126.96.36.199 and fracture shear strength Ff. from 188.8.131.52.2.
The small image in the Beam view input showing lateral support has been changed. It now shows the lateral supports as pieces of strapping rather than red lines.
An item Video Tutorials has been added to the Help menu for the link http://cwc.ca/woodworks-software/support-and-training/canadian-tutorials/ which goes to the WoodWorks video tutorials on the CWC website, where you will find numerous Sizer tutorials.
In the Default Settings the data box title Default deflection limits has been changed to Default deflection limits = L/ .
The Beam view input choices under For unknown bearing length now capitalize only the first word in each option, in accordance with all other Sizer input.
In Settings, under Preferences the checkbox named Show Loads view in a pop-up window now reads Show Loads View in a pop-up window. The change is from the lower-case v to upper case V in View.
This has been corrected.
The following changes were made to the drawing of lateral supports in the beam drawing that appears in beam view and in the output reports.
a) Bottom Lateral Supports for Multi-Span Beams. (Change 62)
The first bottom lateral support symbol was not being drawn for interior spans of multi-span members. This symbol now appears.
b) Lateral Support at Supports (Change 2c)
In the Beam view drawing, when there is no lateral support other than at end supports, the program did not show the lateral support symbols at supports, even though these symbols are shown at supports when there is intermediate lateral support. The program now shows lateral support at supports in all circumstances.
- Decimal points were lined up where multiple design values were shown.
- Spaces were introduced before reactions +Rmax and -Rmax to match the formatting of other labels
- Load combination numbers are now shown for critical reactions.
In the drawing of negatively side-loaded columns, the unit label (kN/m or plf) for applied load was overwritten over the left end of the scale line near 0. Sizer now clearly prints it to the right of the negative scale line.
The changes listed below were made to the Additional Data section of the Design Check output for CLT members.
a) Strength Values (f) (Change 18)
The program was incorrectly displaying the values of shear and bending resistances Vr and Mr under f. it now displays the bending strength fb and rolling shear strength fs. as per O86 184.108.40.206 and 220.127.116.11.
b) CLT Factor Krb (Change 18b)
The factor Krb for CLT design is now output. This factor is 0.85 for y-axis design and 1.0 for x-axis.
c) Deflection Line in Factors Table (Change 18d)
The row in the factors table for Deflection which showed an asterisk (*) and nothing else has been removed.
The asterisk that this line referred to in the Calculation section has also been removed.
d) Shear and Moment Values (Change 18e)
In the Factors table, the program now outputs the rolling shear strength Fs and bending strength Fb and from 18.104.22.168 and 22.214.171.124. Previously it was mistakenly showing the shear resistance Vr and moment resistance Mr , but they are already shown in the Analysis vs. Design table.
e) Formatting of Exponents in Units (Change 18j)
A caret was added to the unit output for Seff and EIeff. i.e. mm3 is now mm^3 and kN-mm2 is kN-mm^2, and similarly for imperial units.
f) KL Factor (Change 57)
In the column for lateral support factor KL, the rows for moment resistance Mr+ and Combd Mr now show a dash (-) instead of a 1.0, because KL is not applied to CLT according to O86 126.96.36.199 .
g) Total Deflection Due to Creep Factor (Change 53)
An line reading e.g. Total deflection = 2.0 dead + live has been added. 2.0 is the is creep factor for dry service from O86 A188.8.131.52; however, this can be changed via an input in Load view.
h) Transverse and Longitudinal Axis Subscripts (Change 18a, Change 18g)
The transverse axis values of EIeff and GAeff had a subscript z, e.g. GAzeff and for the longitudinal no subscript. The program now shows these with x and y subscripts and with a bracket, e.g. (EIeff),y as per O86 184.108.40.206.
i) Effective Section Modulus Seff (Change 18b)
The effective section modulus Seff from O86 220.127.116.11 is now output.
j) Modulus of Elasticity E and Shear Modulus G (Change 18c)
The moduli of elasticity E and E⊥ and the shear moduli, G and G⊥ from O86 18.104.22.168 and 22.214.171.124 have been added.
k) Modulus of Elasticity E and Shear Modulus G (Change 106)
The labels Deflection and Moment have been removed as some of the data in each line can apply to both.
l) Blank Spaces after EIeff (Change 29)
Extra blank spaces beside EIeff have been removed.
a) Formatting and Wording
The member description in the Design Check has been changed as follows
- Beam and stringer is now Beam or stringer
- Post and timber is now Post or timber
- Service: wet is changed to Wet service
- The line Chemicals: [fire-retardant, preservative] is now after Wet service
- For glulam, maximum lamination width changed to max lam width and moved from its own line to the end of the line starting with the beam length.
- The word volume has been capitalized for consistency
- Spaces added before Pitch, before mm in max lam width and before the equal sign in top= and bottom=
b) Lateral Support Spacing
The lateral support spacing output higher than that input by about 5-10%, for both metric and imperial formatting. This has been corrected.
For metric output, the spacing is now shown in whole millimeters rather than 2-digit accuracy.
The following changes have been made to the output of information pertaining to bearing design of column supporting members.
a) Additional Design Data (Change 13a)
In the Design Check under Load Combinations, remove the reaction R and bearing capacity Cap have been removed because this information exists as Qf and Qr in the Analysis vs. Design table. The bearing length Lb and bearing factor Kb have been moved to the Calculations section. Kb has been renamed KB.
b) Column Support Bearing Reaction and Capacity (Change 13)
For wall panels and wall studs and in Column mode, the support bearing reaction and capacity were output in the Design Check under the Critical Load Combinations and in the Force vs. Resistance table. It has been removed from the Critical Load Combinations.
c) Size Factor and Bearing Factor Formatting (Change 68)
For beam or joist members with column or wall supports, the program displayed bearing factor KB support and size factor Kzcp sup as 1.00 in the Bearing Design table of the Design Check. These rows now show a dash (-) as they are not applicable to members loaded for compression parallel to grain, according to O86 6.5.6.
The Fire sub-section under Calculations in the Design Check output report has been reorganized and changed as follows: