WoodWorks
Sizer Canada – Change History
This document provides
descriptions of all new features, bug fixes, and other changes made to the
Canadian edition of the WoodWorks Sizer program since its inception in 1993.
The most recent release is Sizer
11.5 on September 13, 2024, to implement the NBC 2020 design code.
This file last updated with
changes on October 28, 2024.
Click on the links below to
go to the changes for the corresponding release.
|
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WoodWorks Sizer 11.5 was released to implement the 2020 National Building Code of Canada (NBC) , which was published in early 2022. Click on the link below to read a description of the change to Sizer for this version.
1.
Choice of Design Codes and Standards
2.
Serviceability Load Combination Factors
3.
Sustained Live Load for CLT Creep Deflection
B.
Other Changes Relating to Deflection
2.
Total and Live Deflection Limit Warnings
1. Fb
and E Factors for "Beams and Stringers" Loaded on the Wide Face (Bug
3808)
2.
Grade Properties for Custom Sections with b - d = 51 mm (Bug 3809)
D.
Input, Output, and Program Operation
1.
Shutdown When Opening Concept Files from Previous Version (Bug 3820)
2.
Canadian Edition File Extensions
3.
Oblique Angle for Steel and I-Joist Members (Bug 3803, Change 223)
4.
References to NBC Load Combinations (Change 226d)
The program now implements the 2020 National Building Code (NBC), but still retains the implementation of design with the NBC 2010 or 2015 user options.
1. Choice of Design Codes and Standards
In the Design Code drop list the Design procedures data group of the Design settings, the choice CSA O86-19/NBC 2020 has been added. The existing choices for previous editions of the design codes and standards were retained. The selections were re-ordered so that the latest code appears first in the drop-down list and the oldest code last.
This selection is reflected in the About Sizer box accessed from the Help menu and in the Building Codes box accessed from Welcome box, and the Welcome box itself. The NBC edition used is shown in a design note in the Design Check and Design Summary output, and before the load combinations shown in the Analysis report.
2. Serviceability Load Combination Factors
The load combination factors for serviceability used in Sizer were from O86-14 Table 5.2.4.2, which were derived from NBC 2015 Structural Commentary A 27,Table A-4 – Loads and Load Combinations for Serviceability.
They now come from NBC 2020 Table 4.1.3.4 with the same title. The following changes have been made to the companion load combination factors:
|
O86-14 5.2.4.2 Combinations |
NBC 2020 4.1.3.4 Combinations |
Load Type |
Old Factor |
New Factor |
|
2 & 4 |
1 & 2 |
Snow |
0.5 |
0.35 |
|
2 & 3 |
1 & 3 |
Wind |
0.4 |
0.3 |
|
3 & 4 |
2 & 3 |
Live |
0.5 |
0.35 |
|
Table Note ‡ , applied to 3 & 4 |
Table Note 2, applied to 2 & 3 |
Live Storage |
1.0 |
0.5 |
3. Sustained Live Load for CLT Creep Deflection
a) NBC Provision
NBC 4.1.3.4.(5)(a) introduces definitions of Lt for transient live load, and Ls for sustained live load. 4.1.3.4.(5)(b) says that the sustained portion be included in the calculation of any creep factor required by listed standards. In the CSA O86, that is A8.5.2 for CLT materials only.
b) Sustained Live Load Ls
Our understanding is that Ls refers to loads from furniture, fixtures, etc., and is not to be included among long-term loads for the calculation of the KD factor using CSA O86 5.3.2.2 or in the permanent deflection from O86 5.3.4 that is compared to input permanent deflection limits.
The existing loads in the program specified by Ls for storage live loads or controlled fluids are also considered sustained live loads, but are separate from the sustained live loads specified by Ls in the NDS, as they have different companion load combination factors applied.
c) Input
The existing input box in Beam Input view and in Concept mode Panel Groups called Long-term deflection has been renamed “Total deflection = . The checkbox for a creep factor has been removed as it is sufficient to specify a factor, which can be 1.0. An input has been added for the percentage of live load to be considered “sustained” for this purpose. It indicates that the sustained Live loads are added to Dead and Live Storage loads, so that it is understood that the loads specified as Live Storage are separate from the sustained Live loads. It also makes it clear that short- and standard- term loads are factored by 1.0.
This box is active for CLT members only.
d) Total Deflection Calculation
When determining total deflection for CLT members, the deflection due to the specified sustained portion of live load is added to that due to other long-term loads, then factored by the input creep factor.
e) Output
The existing line in Calculations section of the Design Check output has been modified to include the percentage of live load that is modified by the creep factor.
f) Live Storage vs Sustained Live Loads
To avoid confusion with the new terminology in the NBC, the load type previously called Sustained live in Sizer has been renamed Live storage. All references to “sustained” loads have been changed to say “storage” loads.
B. Other Changes Relating to Deflection
The following changes were inspired by a review of provisions relating to serviceability and deflection in the NBC and O86.
Via a checkbox in Beam Input view, you can now indicate that a beam is cambered, so that permanent deflection is not considered or included in the total deflection calculation.
This is allowed by O86 5.4.2, Elastic Deflections, and by NBC 2015 Structural Commentaries, Table D1, Note 5. Notes 1 and 3 of NBC 2020 Table 4.1.3.4 permit the exclusion of dead load from total deflection if allowed by the referenced standard.
If Cambered is selected, only Live load deflection is checked by Sizer and included in the Design Check output.
The program outputs a Design Note in this case saying
Beam is cambered to fully compensate for permanent deflection.
2. Total and Live Deflection Limit Warnings
The program outputs a warning message in the Design Check if the total or permanent deflection limits that were input exceed the maximum allowable from O86 5.4.2 and 5.4.3, respectively, and the deflection of the member also exceeds the limit. The limits are L / 180 for total deflection and L / 360 for live deflection.
The member type Beam has been replaced by two types, Roof Beam and Floor Beam. Each of these now has a set of deflection limits. Floor beams retain the limits that were specified for Beam, and the limits for Roof Beams are Live: 240, Permanent: 360, Total: 180, the same as those for roof joists.
1. Fb and E Factors for "Beams and Stringers" Loaded on the Wide Face (Bug 3808)
The following problems in the implementation of the asterisked note under O86 Table 6.6 which gives the specified strengths for beams and stringers were corrected. The note assigns factors of 0.88 to Select Structural fb, 0.77 to No 1. No 2 fb and 0.9 to No 1 or No2 E or E05 when loaded on the wide face of the member.
- For both E and fb, the definition of a beam or stringer is a member whose least dimension is 114 and where the difference between the b and d dimension is more than 51 mm, however the factors were being applied to all members whose least dimension is 113 and whose greater dimension is 166 or more (app 6.5") so that "post and timber" type members greater than 166 mm were included , for example an 8" x 8" post.
- The factor for E is not applied in the x-direction for flat use oblique (rotated) members, or for flat-use columns loaded on the b face. Flat-use refers to those members for which b > d.
- The factor for E was mistakenly applied in the y-direction for flat use oblique members and flat use columns loaded in the d direction, but in that direction the load is not on the wide face as required by
- The previous two problems also apply to the factor for E05 for column combined-axial and bending calculation of Pe.
- The program output the factor for fbx as part of the size factor Kzb in the Factors table, but it does not do the same for fby for oblique angle beams and d-face loaded columns. The fby value shown is the unmodified one and there is no indication a factor has been applied.
- There was no size factor shown in the Factors table for E, and the E value shown is the unmodified one with no indication a factor has been applied to it.
- For E05 for Pe when doing Fire design, the fire-reduced section rather than the full section is being used to determine the factor. The full section should be used.
2. Grade Properties for Custom Sections with b - d = 51 mm (Bug 3809)
In determining whether to use design properties from O86 Table 6.6 for "Beams and Stringers" vs those in Table 6.7 for "Posts and Timbers", if you entered a custom section whose dimensions b and d differ by exactly 51 mm. the program considered the member to be a Beam and Stringer when it should be a Post and Timber. Beams and Stringers are defined in Table 6.3 as members with smaller dimension > 114 and difference in dimensions > 51.
The following properties are incorrect as a result: fb for bending moment design, E for deflection, E05 for stability calculations, f and fc for tension and compression axial design, respectively.
Note that many standard sections are precisely 51 mm apart because this corresponds to 2 nominal inches, i.e. 6 x 8, 8 x10, 10 x 12, etc., however the problem did not occur for standard sections from the database.
D. Input, Output, and Program Operation
1. Shutdown When Opening Concept Files from Previous Version (Bug 3820)
Some Concept Mode files made with version 11.3 of the program do not open in version 11.4, instead giving a message saying "Exiting WoodWorks Sizer". This has been corrected for 11.5, but any files that had been opened with 11.4 will not be usable. You can send those files to WoodWorks tech support, and we will repair them.
2. Canadian Edition File Extensions
To accommodate those who use both the Canadian and USA editions of the program, the letter “c” has been appended to the file extensions of Sizer project files for the Canadian edition and the letter “u” for the USA edition. So the file extensions .wwb, .wwc, .wwa, and .wprj for beam, column, concept and project workspace files, respectively, are now .wwbc, .wwcc, .wwac, and .wprjc.
a) Opening Files
The File Open box which previously said, e.g.
Sizer (*.wwb)
and lists all files with that extension now says
Sizer ( *.wwbc, *.wwb)
and lists all files with either extension. You can select and open files with either extension.
b) Saving Files
When you press File Save the program saves the file with the same extension it had when opening the file. Otherwise, you might not notice that the file had a new name and continue to use the file with the old name, which would still be on your computer.
To change the extension of a file when saving, use the Save as command. There are three choices
Beam 97-2023 (*.wwb)
Beam – Canada (*wwbc)
All files (*.*)
You select Beam – Canada (*wwbc) to change the file type so that it is recognised by the Canadian edition only.
If the file already had a Canadian extension, e.g. .wwbc, the choices are
Beam (*.wwbc)
All files (*.*)
Files with extension .wwb are not available because Sizer output files are not backwards compatible; a file made with version 11.5 cannot be opened with version 11.4.
c) Renaming Old Files
If you no longer use versions of the program before 11.5 and wish all your files have the same extension, you can simply rename the files, appending the letter “c” to the extension. This might be useful to those who use both editions of the program, who can append the letters “c” and “u” to existing filenames to distinguish them.
3. Oblique Angle for Steel and I-Joist Members (Bug 3803, Change 223)
When Steel is or I-Joist selected as the Material in Beam View, the input for oblique angle remained active and accepted data, however neither the Steel nor the I-Joist database file does contains y-direction resistance values and no steel beam or I-joist y-axis design routines are in the program.
Upon design, the program assigned zero to the y-axis moment resistance in the Analysis vs Design table, and repeated the x-axis shear resistance in the row for y-axis design.
The label Oblique angle was grayed out, as it should be. The input is now also disabled.
4. References to NBC Load Combinations (Change 226d)
The following references to the load combinations from NBC were added to the program. Unfortunately, they were not updated for the NBC 2020 selection; this will be done at our earliest convenience.
a) In Design Check
The lines in the Design check giving the reference for load combinations and the line saying the are listed in the Analysis report have been combined as follows:
Load combinations from NBC 2015; code references and all LC’s are listed in the Analysis report
b) In Analysis Results
At the head of the lists of load combinations in the Analysis Report, the following references have been added
Under Ultimate Limit States:
From NBC Table 4.1.3.1-A
Under Serviceability Limit States:
From NBC Commentary Table A-4, line 3
Click on the link below to read a description of the change to WoodWorks Sizer 2020 for Update 4
2. Duplicate Shear Deflection due to Points of
Interest or Axial Loads (Bug 3771)
3. Fire Load Duration Factor for Concentrated
Loads (Custom Bug 241),
4. Permanent Load Duration Factor KD for
Live Loads on Exterior Surface (Bug 3742)
5. Concept Mode Individual Member Results when
Designed by Group (Bug 3782)
1. Line loads, Concentrated Loads, and Applied Moments
on CLT Panels (Bug 3704)
2. Deflections Due to Sustained Concentrated Live
Loads (Custom QA Bug 20)
3. Imperial Self-weight of CLT Panels Transferred to
Supports in Concept Mode (Bug 3721)
4. Dead and Total Reactions for Net Uplift on Support
with Auto Self-Weight (Bug 3731)
5. Self-weight of Failed, Fully-specified Members in
Concept Mode (Bug 3778)
6. Self-weight of Columns and Walls in Concept Mode
(Bug 3779)
1. Element5 Database Grades (Change 217)
2. Remove LP SolidStart LVL and LSL Products (Change
210)
3. Design Notes for Evaluation Report Reference
(Change 197)
1. Maximum Number of Levels (Change 215)
2. Setting for Location of Output Files (Change 200)
3. Startup Program Window Location (Change 203)
4. Blank Column Mode with 4K Monitors (Bug 3365)
5. Default File Open File Type (Bug 3373)
6. Saving of Floor Data for CCMC Vibration Method (Bug
3792)
1. Location of Live Loads Come Directly from Exterior
Surface (Change 218)
2. Default Pattern Loads Operation (Change 202)
3. Lateral Support for I-Joists (Change 194b)
4. Asterisked Message in Beam View for Selecting vs
Entering Items (Change 185)
5. Activation of Concrete Topping in CCMC Vibration
Dialog (Change 224)
6. Notch Depth Input Label (Change 184)
7. Double Outermost Layers for Element 5 CLT Input
(Change 216)
1. Design Summary Print Failure Due to Overly Wide
Design Note (Bug 3722)
2. Point of Interest in Loads Table (Bug 3770)
3. Point Load Bearing Note in Design Check for Columns
(Change 170)
4. Load Types in Analysis Report (Change 227f)
5. Layers in CLT Member Specification (Change 216)
6. Output of EIy Exponent Symbol (Change
211b)
7. I-Joist Details Capitalization (Change 224)
1. Oblique Angle Multi-Ply Beam Deflections In
Analysis Diagram (Bug 3754)
2. Drawing of Rotated Members (Change 152)
3. Drawing of Built-up Column Plies (Bug 3561)
4. Analysis Diagram Load Combination List
The problems listed below relate to design for columns loaded on the d-face or oblique angle (rotated) beams, so that the member is loaded on weak axis (y-axis).
The issues relating to True E for SCL beam design do not occur when Apparent E is selected for SCL deflection in the Design settings; however True E is the default. They apply only to those beams rotated 90-degrees, as True E is not used for other oblique angles regardless of the setting selected. True E was introduced for rigorous shear deflection introduced with version 11 of the program.
a) Multi-ply SCL Stiffness EIy for Deflection (Bug 3751)
For y-axis deflection of multi-ply SCL members using True E, the calculation of moment of inertia I in stiffness EIy was using the full member depth, or the ply width b x the number of plies n, when it should be using b then multiplying the result by n. This resulted in deflections that are too small by a factor of n2.
b) True Ey for SCL Design (Bug 3752)
For y-axis deflection calculations using True, the E value used for stiffness EI was the same for as for strong axis, even when there are different apparent Ex and Ey values for the material.
Now, the Etrue value is reduced for y direction loading by the ratio of Eapp,x to Eapp,y. This is because most cases Eapp is related to Etrue by a factor like 1.035, and the same factor occurs in the x and y directions
None of the proprietary SCL products currently in the software have differing Ex and Ey values, so this change applies only to a customized product with differing Ex and Ey.
Note that the factor converting E to E05 assumes apparent E has been used, so buckling calculations are unaffected by this problem.
c) Glulam Bending Moment Design (Bug 3735)
Starting with version 10.0 and again with version 10.3, changes to the program caused the weak-axis glulam bending moment design to become unreliable.
As per O86 7.5.3, for glulam members are supposed to be designed for weak-axis loading, as built-up system of No 2 grade lumber, using 6.5.3.1 for moment design, which includes both size factor Kzb and lateral stability factor KL. This is instead of using 7.5.6.5.1 for glulam, which takes the minimum of expressions that include only KL and only Kzbg.
However, the sequence of logical steps became jumbled and mixed in with the strong-axis design procedure, such that:
- The program calculated the Mr value for glulam that includes Kzbg, and compared it with the one calculated for sawn lumber using Kzb * KL.
- When making the calculation for Mr using Kzbg, it was using the wrong S, Sx instead of Sy.
- The Mr calculation was applying the repetitive member KH factor twice. This was introduced with 10.3.
Whether this bug is conservative depends on the values of Kzbg and S, from the geometry of the member, but in most cases, it will yield a higher Mr than expected (non-conservative). The maximum non-conservative error is the value of the KH factor, or 10%.
As an example, a 3 m long, 130 by 152 mm, D.Fir-L 24f-EX glulam column with a uniform wind load applied at the d face, the moment resistance Mr was 7.32 kN-m when it should have been 7.01 kN-m.
d) Glulam Moisture Factors (Bug 3753)
For columns loaded on the d-face, treatment and moisture factors were not being applied to the stiffness EIy used for deflection as they should be according to O86 5.4.1. This has been corrected.
e) Built-up Width b in Lateral Stability Calculations (Bug 3732)
This wrong member dimension was used in the expression for slenderness ratio CB from O86 7.5.6.4.3. This caused a larger CB than expected, reducing the lateral stability factor KL from 7.5.6.4.4 and often causing the member to fail because CB was greater than 50 (7.5.6.4.3). It also affected the determination of whether CB > 10 so that CL = 1.0 from 7.5.6.4.4 (a).
This problem entered the program with version 9 when the single-ply vs. full width setting was added to the program, and has been corrected.
2. Duplicate Shear Deflection due to Points of Interest or Axial Loads (Bug 3771)
For each “point of interest” (POI) or column axial load entered, the program duplicates the shear deflection caused by the load on the member that had been entered immediately before the point of interest or axial load.
For example, if you enter a dead load, then a live load, then 3 POI’s, and the live load causes 2 mm of shear deflection, the program will report 6 mm of deflection more than it should, 2 mm for each POI. If you enter a full uniform wind load on a column, then an axial dead load and axial live load, and the wind load causes 4 mm of shear deflection, the program will report 8 mm of deflection more than it should.
The shear deflection referred to here is the "fixed-end" component of shear deflection (refer to the Online Help) however this is ordinarily much larger than the shear deflection due to the rotation at the supports.
The additional deflection appears both in the Design Check output and the Analysis diagrams.
The additional deflection did not occur if all points of interest are entered before loads are entered, or if axial loads on columns are entered before lateral loads.
3. Fire Load Duration
Factor for Concentrated Loads (Custom
Bug 241),
The load duration factor KD applied for fire design load combinations for where the live load is a Concentrated load was the standard-term factor 1.00, when according to O86 B.3.3, fire design for all load combinations should use a short-term KD of 1.15. This has been corrected.
4. Permanent Load Duration Factor KD for Live Loads on Exterior Surface (Bug 3742)
Starting with version 11.3, when there are live and snow loads, and the checkbox Live loads on exterior surface is checked, when the program calculates KD factors for predominantly long-term loading from O86 5.3.2.2, it sometimes assigned KD factors calculated for earlier load combinations to later ones.
For one example, the load combination 1.25D + 1.5L , pattern (_L__) is #7, and should have a factor of KD 1.0, however, it was given a factor of 0.65 for both shear and bending, calculated using 5.3.2.2 for load combination 0.9D +1.5S. The pattern load combination is thus transformed to be the critical one on the member, which fails when it shouldn't have.
Aside from pertaining to an unusual loading situation, this
problem occurred intermittently and was difficult to replicate. It has been corrected nonetheless.
5. Concept Mode Individual Member Results when Designed by Group (Bug 3782)
Since version 9 of the program, when the Concept mode Preference settings Generate design results for each section" was selected, but Design members individually was not selected, and there are unknown parameters, the program designs using the first (smallest) section size and number of plies for the group rather than those that had been designed for the group. This yields Design-by-member results showing wildly under-designed members, when the design-by-group results show passing sections.
Note that Design members individually is the default selection, so this problem did not occur by default. It has been corrected.
1. Line loads, Concentrated Loads, and Applied Moments on CLT Panels (Bug 3704)
When line loads, concentrated live loads, or applied moments were applied to CLT panels, the same load intensity was applied to both the 1-ft and 1-m design width so that the design response ratio is greater when designing with imperial units than with metric Changing the unit system should not influence design in this manner.
a) Line Loads
i. Previous Behaviour
The program assumed the load magnitude in kN/m or lbs/ft as entered in the input is distributed evenly over the 1-meter or 1-foot design width of the panel. When switching unit systems, the load was converted between lbs/ft and kN /m, so the same physical load is applied to a different width of resisting material.
ii. New Approach
Some users use line loads on CLT members to implement trapezoidal and triangular area snow loads on the roof, because trapezoidal and triangular loads are not available for area load input.
To continue to accommodate this use of line loads, and to make design invariant with respect to the unit system selected, we now assume that the load is evenly distributed over the design width.
The units shown for these loads are now kN/m/m or lb/ft/ft, rather than just kN/m and lb/ft.
Note that with this approach, the width of influence of the line load on the panel changes when changing unit systems. If you have a different assumption about the width of panel over which the load acts, adjust the load intensity accordingly.
iii. Units in Input and Output
The units shown in the Load View input and in the Loads table output for line loads are now kN/m/m or lb/ft/ft.
iv. Shear and Bending Capacity in Factors Table (Custom Bug 235)
Due to a unit conversion error, for metric units, the unfactored shear and bending moment capacity shown in the Factors Table of the Design check output was too small by a factor of 3.3. This
v. Units
Displayed for Self-Weight in the Loads Table (Custom Bug 235)
Self-weight values are displayed as line loads (plf or kN/M) or over the 1 m or 1 ft width, they are in fact area loads - the weights of differing widths of panel. When changing unit systems, there is greater or less self-weight on the member but distributed over a correspondingly greater or lesser width. This has always been the program behaviour, but we now show the self-weights as area loads in psf or kN/m2.
b) Concentrated Loads
i. Previous Behaviour
You enter a concentrated load P and the length Lc of the square area it covers. Internally, the program converts all area loads to line loads for analysis, and in this case the line load was P / Lc, so the area load was P / (b Lc) where b is the design width, and the intensity of the area load would change as the unit system changed. Equivalently, the intensity of the internal line load would not change, but the resisting width would change from 1 m to 1 ft and back again.
ii. New Approach
For concentrated loads, we now assume that the area load intensity of the concentrated load is applied to the design width of the member, so the area load is now P / Lc2 and the internal line load is Pb / Lc2. The internal load thus changes along with the resisting design width and design responses do not change. .
This is equivalent to using a panel design width that is the same width as the concentrated load width, so it assumes that the panel outside of that width contributes nothing to the resistance to the load.
If you have different assumptions about the zone of influence of the concentrated load, then adjust the magnitude P accordingly.
c) Applied Moments
i. Previous Behaviour
Applied moments were assumed to be concentrated at a point, as from a connection to a member, with a width of influence equal to the design width. The magnitudes were converted between kN-m and lb-ft without regard to the resisting width, so that changing unit systems changed the moment applied per unit width and thus the design response.
ii. New Approach
Applied moments are now assumed to be line moments perpendicular to the design width, as from a parapet wall in that direction. The length of the load changes when the unit system changes to reflect the wider design width, so that the moment per width remains the same and design response is unaffected. This is similar to our existing treatment of point loads (see below).
If you wish to model a point moment instead, please change the moment magnitude to reflect your assumptions about the width of influence of the moment.
iii. Units in Input and Output
The units shown in the Load View input and in the Loads table output for applied moments are now kN/m/m or lb/ft/ft.
d) Point Loads
Point loads are entered as lb/ft or kN/m and are assumed to extend the width of the design area, as from a wall perpendicular to the design width.
When converting between unit systems, the length of load changes along with the design width so design results are unaffected by the change in unit system. No change has been made to our treatment of point loads.
2. Deflections Due to Sustained Concentrated Live Loads (Custom QA Bug 20)
If a moving concentrated sustained live load is entered by checking the Add concentrated load checkbox then changing the load type to Sustained live, the program did not include the contribution of the concentrated live load in deflection calculations.
3. Imperial Self-weight of CLT Panels Transferred to Supports in Concept Mode (Bug 3721)
When using Imperial units, the dead reactions due to automatic self-weight from a CLT panel to a supporting member in Concept Mode were too large by a factor of 3.28, the ratio of a foot to a metre.
The incorrect reactions affected the design of the supporting members and anything supporting them, but not the supported CLT panel. When transferred to beam mode, the panel shows correct reactions, but the beam below does not show the correct line load from those reactions.
This problem could be circumvented by entering self-weight manually or switching to metric units but has now been corrected.
4. Dead and Total Reactions for Net Uplift on Support with Auto Self-Weight (Bug 3731)
When a member is subject to dead loads that create net uplift on a support, and self-weight is automatically applied, the unfactored dead load reaction shown in the Reactions and Bearing table is due to the downwards dead load from self-weight only, when it should be the negative upwards load from uplift plus self-weight. Furthermore, self-weight from dead load only is shown as the total factored reaction, which is meant to show reactions to net downward force on the support. The total reaction to net uplift forces was correctly shown in the Uplift column.
These problems have been corrected and the program now
shows the net uplift reaction due to dead loads in the Unfactored – Dead column
and a blank space in the Factored – Total column.
5. Self-weight of Failed, Fully-specified Members in Concept Mode (Bug 3778)
Under a specific set of conditions, the self-weight of all members in Concept mode is was not included in loads distributed to members below for certain calculations
The conditions are
- Design by member” is activated
- Self-weight automatically included is activated
- The member fails at least one design criterion
- The member has to be fully specified (no unknowns)
The calculations are:
- Reporting of reactions at base of column
- Distribution to levels below the failed member for when doing individual member design in Concept mode.
This problem Is most noticeable for CLT floor and roof panels, which have a high-self weight. (The self-weight of joist areas in concept mode includes only the weight of the joist.) Beams and columns are also affected.
The self-weight of the member was being considered for the following:
- Design of the member itself
- Distribution to levels below for design-by-group
- When exporting the member or any member below it to beam or column mode
6. Self-weight of Columns and Walls in Concept Mode (Bug 3779)
The self-weight of columns and walls in concept mode was not being passed down to the supporting members. This was particularly problematic for CLT wall panels.
Note that the self-weight of framed walls includes only the weight of the studs.
1. Element5 Database Grades (Change 217)
For Element 5 materials the new grades E1M10, E1M10.2, E1M12, E1M12.2, V2M7 and V2M7.2 have been added to the Element 5 material database files, and grades E1 and V2 removed.
The properties for these grades come from Tables 1 and 2 of the APA Product Report L339 (C), April 10, 2023.
2. Remove LP SolidStart LVL and LSL Products (Change 210)
At the request of Louisiana Pacific, we removed LP SolidStart LVL and LSL products from the WoodWorks database, so they are no longer available to Sizer users.
3. Design Notes for Evaluation Report Reference (Change 197)
Design reports for all proprietary materials now have a design note indicating the approval agency and reference such as CCMC or APA evaluation report numbers. Notes have been added for Weyerhaeuser Parallam PSL( CCMC 11161-R) ; Timberstrand LSL (CCMC 12627-R), and Microllam LVL (CCMC 086756-R) and for Element 5 CLT (APA PR-L339(C))
1. Maximum Number of Levels (Change 215)
The maximum number of storeys has been increased by 6 to 8 to allow you to model below-ground elements and roof-top structures such as machine rooms and small penthouses while staying within the 6-storey limit imposed by fire regulations
Concept mode currently allows you to make 6 levels, but the uppermost is called “Roof”. If it is a flat roof, you can make this become another occupancy level with a flat roof as its ceiling. However, for a sloped roof you can only have 5 storeys and a roof. The new limit is 8 levels including the roof, as rooftop structures would only exist on flat roofs. Such rooftop structures are at the “Roof” level.
2. Setting for Location of Output Files (Change 200)
A Preferences setting has been added to allow you to direct
files that Sizer generates while designing either to the same folder as the
project file, or to the Program Data folder on your computer. If sent to
Program Data, the filenames are encoded and not recognizable but can be
opened as a text file by a Design menu item in Sizer.
The files affected are the text and graphics output files
listed in the File
Extensions topic in the Online Help.
The files were previously sent to Program Data because
virtual drives such as Dropbox, OneDrive, Sharepoint,
etc, sometimes reject the files generated by Sizer.
However, s some users need to use the project file folders because their system
does not give them permission to write to Program Data.
The choice also allows you to decide whether you want to store the files in Program Data to reduce clutter, or to have them readily available in your project file folder to open without running Sizer.
3. Startup Program Window Location (Change 203)
The program now opens in full screen or window mode
according to what it was when last closed, and if in window mode, the window is
placed where it was when it was last closed. Previously the program always
opened in full screen mode.
4. Blank Column Mode with 4K Monitors (Bug 3365)
When using some 4K monitors, the column mode input view sometimes appeared completely blank. It was possible to grab the splitter window and pull it over to make it function properly, but there was no way to know that, and an annoyance to do so every time you run the program.
This problem has been corrected
5. Default File Open File Type (Bug 3373)
The default file type that appeared in the File Open box was always Concept mode. It is now what was last selected in the Start-up mode Preferences setting.
6. Saving of Floor Data for CCMC Vibration Method (Bug 3792)
When CCMC Report I-joist vibration method is selected,
a) Saving of Project Floor Data
The program was not saving the input floor data to the joist file, instead just saving the name of the saved Standard Floor. Therefore, if you change the floor data for a project file that is using a standard wall, it changed the data for all previous projects that use that standard floor. After opening one of those projects, it used the data from the most recent project rather than the ones originally saved for the project.
The program should now saves the input data and use those data for design when files are opened; the standard wall data is only applied upon changing to another standard floor.
b) Floor Name not Found
When the joist file was using a floor with a name that is not in the list of floors in the saved standard floor file, for example because it was deleted in another session, the program would use default floor data that did not fully correspond to a practical configuration, and the program would design nonsensically small vibration lengths (e.g. 2.5 cm) and fail with correspondingly large design ratios.
The program now uses the saved input data rather than default data if it cannot find the floor name in the standard floors file. It then saves those data to the standard floor file for future use.
1. Location of Live Loads Come Directly from Exterior Surface (Change 218)
The checkbox Live loads come directly from exterior surface has been moved from the Options section of the load input view to be above the Loads table, beside the Pattern loading checkbox, and renamed On exterior surface. When selected, Ext appears in the load list for loads with this property.
The checkbox is disabled and checked for snow loads, active for live loads, and invisible for all other loads, similar to the operation of the Pattern loading.
For version 11.3, this option was changed to apply to each live load individually rather than all live loads on the member, so it became necessary to click Modify to apply it to the selected load. No other Load Option requires Modify, so it was not apparent how to activate this property.
2. Default Pattern Loads Operation (Change 202)
If you input and place loads on a single-span beam, then add another span to the beam, the pattern loading for snow and live loads is now retroactively changed from unchecked to checked, which is the default if the loads had been entered on a multi-span beam to begin with.
3. Lateral Support for I-Joists (Change 194b)
The Lateral support inputs in Beam View remained visible and functioning when I-joists were selected, but Sizer does not do lateral stability calculations for I-joists. They now disappear when I-joists are selected, like the behaviour for CLT floor and roof panels.
4. Asterisked Message in Beam View for Selecting vs Entering Items (Change 185)
In Beam View, the message *You can select these items or enter your own values have been removed, along with the asterisks beside the Bearing length, Bearing width, Main Lb, Point Load Lateral support, and Joist spacing inputs. The updated user interface style shows selection-only items as shaded, making this message and the asterisks unnecessary.
5. Activation of Concrete Topping in CCMC Vibration Dialog (Change 224)
Using the CCMC Report approach to vibration design, the checkbox for the existence of concrete topping, along with the thickness and strength of the concrete, were permanently disabled so that it was not possible to specify concrete topping. This has been corrected and concrete topping can now be specified.
6. Notch Depth Input Label (Change 184)
Starting with Version 11.1 in the Supports for bearing and notch design in the Beam input view the input label that should say Notch depth said just Notch, and in Notch length = bearing length, the last letter “h” was cut off. This has been corrected.
7. Double Outermost Layers for Element 5 CLT Input (Change 216)
When double parallel outermost layers are specified in the database for an Element5 CLT section in the Layers input, the letters XL appear after the number of plies, e.g. 9 XL.
1. Design Summary Print Failure Due to Overly Wide Design Note (Bug 3722)
In the Design Summary output report that lists passing sections for unknown design, and in the 'non-enhanced" (ASCII text) Design Check report, a Design Note regarding built-up members did not wrap properly and extended past the right margin of the page.
This caused a warning message to appear when printing, and if you chose to print anyway, a few centimeters of text were cut off at the left of the page, rendering the report unusable.
This did not occur for the enhanced Design Check that is usually output, or for the same note in the Concept Mode output. It affected only built-up beams with more than one ply, and has been corrected.
2. Point of Interest in Loads Table (Bug 3770)
Starting with version 11.0, in the Loads table that appears in the Design Check, Design Summary, and Analysis results, the program was outputting Points of Interest as if they were loads, along with the loads themselves.
The points of interest were both those entered by users and those generated by the program, as for at the end of notches. They have been removed from the Loads table.
3. Point Load Bearing Note in Design Check for Columns (Change 170)
The note that appeared below the Reactions table for columns indicating that point load bearing from O86 6.5.7.3 governs for design has been moved to appear below the appears below Analysis vs Design table, because this is where the bearing design check at the column base appears. The caret referencing the note that for beams is placed on the bearing design ratio, is on the Qf/Qr ratio for columns.
4. Load Types in Analysis Report (Change 227f)
Under the Load Combinations table in the Analysis results, the program now defines only those load types that are applied to the member, rather than all possible load types.
5. Layers in CLT Member Specification (Change 216)
The items below have been added to the specification of CLT layers in the section of the Design Check output that gives details about the designed member.
a) Double Outermost Layers
When Double parallel outermost layers are specified in the database for a CLT section:
i. Specification
A line has been added to the member details which says Double parallel outermost layers.
ii. Element 5 Materials
For Element5 materials the letters XL appear after the word “layers”, e.g. 5 layers XL.
b) Formatting
In the main member description shown in bold, a comma has been inserted after “layers”, which is no longer capitalised.
6. Output of EIy Exponent Symbol (Change 211b)
The exponentiation symbol e06 was not appearing after the weak axis stiffness EIy in the Calculations section of the Design Check output. This has been corrected.
7. I-Joist Details Capitalization (Change 224)
In the I-Joist Details dialog box that appears for the CCMC Report approach to vibration design, the words Topping , Floor Assemblies”, and Ceiling are no longer capitalised.
1. Oblique Angle Multi-Ply Beam Deflections In Analysis Diagram (Bug 3754)
For oblique angle (rotated), multi-ply beams, the deflections shown in the analysis diagram were larger than they should be by a factor of n2, where n is the number of plies. The critical deflection shown in text at the side of the analysis diagram was correct, as was the deflection used for design and shown in the Design Check output.
Note that glulam members are designed as multi-ply beams in the weak axis so all rotated glulam members also experienced this problem.
This issue did not occur for 90 degree-rotated SCL members using True E, however there are other problems with those (see Multi-ply SCL Weak-axis Stiffness EI for Deflection). These problems have been corrected.
2. Drawing of Rotated Members (Change 152)
When an oblique angle is entered, the Beam drawing in Beam and Loads views now shows both the top face and the side face of the rotated member, delineated by a line.
For 90-degree rotated members, i.e. planks, the drawing now shows the b-dimension of the member. Previously the d-dimension was shown as if it was not rotated. For multi-ply members, the individual plies are shown.
3. Drawing of Built-up Column Plies (Bug 3561)
In the drawing beside the material input of the depth (d) face of a built-up column, and in the load view when loading on depth face is selected, the program now shows the individual plies. Previously it showed the undivided width of the column as if it was a solid member.
4. Analysis Diagram Load Combination List
The following items pertain to the dropdown list above the Analysis diagrams that allows you to select the load combination for which the diagrams display loads analysis information.
a) Update of List for Newly Entered Load Types (Bug 3675)
After adding loads of a new type to a previously designed member and then re-running the design, unless Critical forces was selected, the Load combinations dropdown list above the Analysis diagrams did not show the additional load combinations made necessary by the new load type. This has been corrected.
b) Concentrated Live Load Combinations (Custom QA Change 1a)
The list now contains all the load combinations generated
for concentrated live loads. These “load combinations” include the location of
the moving concentrated load, so there are a large number of
combinations in the list.
Click on the link below to read a description of the change to WoodWorks Sizer 2020 for Update 3.
1. Combined-Axial-and-Bending KD Factor for
Predominantly Permanent Loads (Bug 3708)
2. Exterior and Interior Live Loads when Combined with
Snow (Change 199)
3. CLT Rolling Shear for Transverse Layers (Bug 3649)
4. Weak-axis Steel Column Deflections (Bug 3639)
5. Minimum Residual Section Size for Fire Design (Bug
3487)
7. Shear Deflection when Generating I-joist Span
Tables (Custom Change 193)
4. Nordic Lam Column Materials Plies (Custom Change
233)
5. Versa Lam Material Output (Change 193)
6. Removal of Katerra Material (Change 165)
C. Input and Program Operation
1. Vibration Design Using O86 A.5.4.5
2. Out-of-Memory Error for Auto-eccentricity in
Columns (Custom Change 234)
3. Repeated Beam Material in Input List (Bug 3720)
4. Operation of Area Loads from Continuous Joists
Option (Bug 3651)
5. Laterally Supported at Support Input
6. Title of Lateral Stability Design Settings Group
(Change 194a)
7. Nordic Lam Sill Plates (Change 190d)
8. Wall Panel CLT Layup Input (Bug 3643)
9. Saving Cantilever Deflection Setting as Default for
New Files (Bug 3681)
2. Design Summary Print Failure Due to Overly Wide
Design Note (Bug 3722)
3. Warning Message for Deep Custom Lumber Sections
(Bug 3615)
4. Load
Distribution and Units Output for CLT Self-weight (Change 195)
5.
Concentrated Load Analysis Diagram (Custom QA Change 1a)
6. Simpson
Hanger Selector Version Number (Bug 3615)
7. Dead vs
Permanent for CLT Deflection Note (Custom QA Change 1b)
1. Combined-Axial-and-Bending KD Factor for Predominantly Permanent Loads (Bug 3708)
Starting with version 10.1 (March 2019), a KD factor of 1.0 corresponding to standard term (live) loads was being used for combined-axial-and-bending design even if the bending moment component was due to higher proportion of long-term loads than standard-term loads and a factor less than 1.0 should be calculated using O86 5.3.2.3.
Since the highest KD factor for axial force Pr and moment Mr is applied to both criteria when used in the combined formulas from O86 6.5.9, 7.5.12, etc., this results in an error only if the KD for Pr is also derived from predominantly long-term loading or is totally long term. A typical case is eccentric axial loading due to predominantly to dead and storage live loads.
(The use of the highest KD is shown in the CWC Wood Design Manual, Section 5.1, Example 1 - Glulam Column and in the CWC’s Introduction to Wood Design 10.1, Example 10.1 Column subjected to snow, wind and dead loads.)
The incorrect KD appears in the Comb’d Fc and Comb’d Fb outputs in the Factors table of the Design Check output and leads to a combined ratio that can be significantly non-conservative.
For the case of a pin-pin column subjected to D = 2397 lbs, L = 1516 lbs, and, Ls = 505 lbs all with 50 mm eccentricity, the critical load combination was 1.25D + 1.5L + 1.25 Ls, so 5.3.2.3 should be calculated. The program showed factors of 0.86 for axial and for pure bending design, but for combined axial and bending the factor was 1.0. The combined ratio shown in the Force vs Resistance table was of 0.77 when it should be 1.02, and the output showed a pass when a failure warning should appear.
2. Exterior and Interior Live Loads when Combined with Snow (Change 199)
The checkbox in Load Input view, Live and snow loads come directly from exterior surface checkbox has changed to Live load comes directly from exterior surface. The checkbox now applies to individual live loads, rather than all live loads on the member. When creating load combinations that include snow loads, it excludes any live load for which the box had been checked. Previously the program assumed all live loads were on the exterior surface and no load combination was generated with both live loads and snow loads if this box was checked.
A wall or column supporting both a roof and an interior floor area roof can also be modelled using this feature.
3. CLT Rolling Shear for Transverse Layers (Bug 3649)
The CLT database contained only one rolling shear value fs that was applied to both the transverse and longitudinal layers, but there are circumstances in which they can be different, so a value for transverse layers has been added to the database, to the Database Editor input, and to the calculation procedure for rolling shear from O86 8.4.4.2.
Since the fs values listed in O86 Table 8.2 are the same for transverse and perpendicular layers for all stress grades, the CLT database that comes with the program has identical fs values for transverse and longitudinal direction. You can now make different values for your own custom CLT database files.
Note that the perpendicular-to-face compression strength fcp in O86 Table 8.2 are also the same for transverse and perpendicular layers, but compressive design in O86 8.4.7 uses only the longitudinal value, as transverse layers are not subject to lateral compressive loads. It appeared that two columns were made in Table 8.2 with identical data for fs and fcp only because it was a convenient way to present the information, but we have since been informed of proprietary products with differing rolling shear in alternate layers.
4. Weak-axis Steel Column Deflections (Bug
3639)
For rectangular steel columns loaded on the d-face, i.e., weak-axis design, the program calculated deflections as if the column was loaded on the b-face. These incorrect deflections appeared in the Force vs Resistance table of the Design Check and in the Analysis diagrams. The moment of inertia I for strong-axis loading was also shown in the Calculations section of the Design Check.
Moment and shear calculations were unaffected.
For example, a 4.72 m, 152 mm x 76 mm x 4.8 mm pinned-pinned column, with a 1.75 to 2.63 kN trapezoidal wind load applied to the wider face, the live deflection was 8.9 mm but should heave been 25 mm and the moment of inertia I was 5.96 x 106 mm4 but should be 2.02 x 106 mm4.
This has been corrected.
5. Minimum Residual Section Size for Fire Design (Bug 3487)
In applying Note to O86 B.4.2, Table B.2 regarding the 70 mm minimum to the residual fire-reduced section for the smallest effective dimension of the member, after which heat-transfer analysis is required, the following problems were corrected
a) Direction Applied
The program was applying the minimum whenever any two sides were exposed, regardless of whether the member was exposed on both sides in that direction. For example, if the top and side were exposed, it was applying the minimum to the width of the member, even though only one side was exposed in that direction.
b) 35-mm Limit for One Side
The program was applying a limit of 35 mm to members exposed on just one side, although no such limit is required by the CSA O86 and the Commentary to B.4.2 explains that the reason for the limit is the concentration of heat in the center of the section when the member is exposed on two opposite sides. This 35-mm limit has been removed.
Note that the program does not check for the smallest effective dimension, so that for example for a member exposed on 3 sides, and the direction that is exposed on one side to is reduced to 65 mm, the program still applies the 70 mm limit to the direction exposed on two sides, whereas technically the limit should be 65 according to the semantics of the Note to Table B.2.
The following changes were made to the implementation of floor joist vibration design using O86 A.5.4.5
a) Shear Deflection Adjustment (Bug 3633)
For the CSA O86 A.5.4.5 joist vibration method, the program was applying an adjustment to I-joist stiffness EIjoist to account for shear deflection that is based on the formula for uniform loads on a single span:
EIjoist = EI / ( 1 + 384 * EI / ( 5 * K * Lv2
) )
However, since the method is based on the analysis of a joist loaded by a point load at mid-span, the adjustment for that loading condition is now being used:
EIjoist = Lv2 / ( Lv2 / EI + 96 / K )
Lv is the vibration-controlled span, EI is the true bending stiffness of the joist, and K is the published shear deflection constant.
The line in the Detailed Design Calculations output that showed the uniform load formula for EIjoist now shows the point-load formula.
The point-load formula is already used in the CCMC Concluding Report method for I-joist vibration, which is based on a similar methodology to the O86 A.5.4.5 method, as per sections 5.4.1 and A.4.4.1 of the Report.
The uniform load single span formula was being used because Note 1 of O86 A.5.4.5.1.1 to refers to the O86 Commentary, and Commentary A.5.4.5 gives the equation for sawn lumber and refers to FPInnovation’s Mid-rise Wood-Frame Construction Handbook for I-joists, which shows the uniform load formula in section 4A1.2.2 . We have received advice from the O86 committee that the point load equation can be used instead.
For an I-joist which experiences significant shear deflection, the use of the point load formula reduces the vibration-controlled span length by roughly one percent.
b) Application of 5% Increase to O86 Vibration Span Length (Bug 3659)
The program was applying the 5% increase for either bracing or gypsum board ceiling from O86 086 A.5.4.5.1 Note 2 or Note 3 on each iteration of the calculation of the allowable vibration-controlled span lv, when it should determine the allowable span first then apply the increase. This causes an error in the order of roughly 1% in the allowable span.
The iterations are required because some of the calculations to determine lv use the span length l, and an iterative procedure is required to converge to a span length l such that lv = l. The application of the 5% increase should be done after the iterative process is complete, not within that process.
Note that only one of the two 5% increases is ever applied at the same time due to an as yet unpublished O86 Commentary.
As an example, for a 3-m single-span No.1/No.2 grade SPF 38 x 184 mm joist with lateral bracing or gypsum board ceiling increase, the allowable vibration-controlled span lv calculated by Sizer was 3.562 m and is now 3.535 m, a difference of 0.76%.
c) Limitations on CCMC Report Method (Custom Change 224)
When the CCMC Report method is chosen for I-joists, the following limitations from A.5.4.5.2.(b) have now been implemented
i. Subfloor thickness
In the I-Joist Floor Details dialog box, the 31.5 mm sheathing thickness has been removed to conform to th2 28.5 mm maximum
ii. EIeff Modification Factor
The modification factor applied to the effective composite bending stiffness EIeff has been reduced to 1.2 from 1.4.
iii. Concrete Topping
The input in the I-Joist Floor Details dialog box for concrete topping has already been disabled. No contribution from concrete topping is allowed.
d) Doubled Blocking for I-joist Vibration (Custom Change 225)
When the CCMC Report method is chosen for I-joists, the following changes have been made relating to the Doubled blocking checkbox in the I-Joist Floor Details box:
i. Number of Blocking Courses
Doubled blocking is allowed only when one course of blocking is selected and is applied at midspan. Previously it had been allowed for any number of courses.
ii. Drawing
The dotted lines in the joist drawing showing the blocking were unaffected by this setting and showed just one course of blocking. Now two courses are shown separated by 24 inches, centered in the joist.
7. Shear Deflection when Generating I-joist Span Tables (Custom Change 193)
When generating span tables for I-joists, the program was using the approximate method which applied an adjustment to stiffness EI based on the shear deflection of a uniformly loaded, simple span beam. This could result in different spans than were calculated in Sizer beam mode using the rigorous numerical method. For one example the span table showed 18.74’ allowable span for an I-joist that passed design at 19.43 feet.
The program now uses the rigorous method for calculating shear deflection introduced in Sizer 2020 when generating span tables.
Database files for Global LVL beams and columns have been added to the program.
a) KLH Materials
A database file for KLH CLT products has been added to the program, and KLH floor, roof and wall panels can be selected.
b) Center Layer Thickness
To accommodate KLH layup sizes, an input has been added to Database Editor for center layer thickness, which you can enter if it is different than what would be expected from alternating transverse and longitudinal layers. This is available for all custom CLT products, not just KLH.
a) Layups
The Element5 CLT material database has been revised with some new and some removed layup sizes.
b) Material Unusable in Concept Mode due to Long Filename (Bug 3717)
The Element5 CLT.cls database filename was more than the
15-character filename limit, so that in Concept mode, the Groups Dialog did not
allow you to change to this material and issued a warning. The filename has
been reduced to Element5.cls to rectify this. The material selection in the
program is still called Element 5 CLT.
4. Nordic Lam Column Materials Plies (Custom Change 233)
Nordic Lam and Nordic Lam+ column materials were incorrectly designated as multi-ply, so that the Built-up members inputs in Column mode were activated when they should be disabled. These materials are now available as single-ply columns only.
5. Versa Lam Material Output (Change 193)
The following changes have been made the program output for Versa-Lam
a) Design Notes
In the Design Notes that appear in the Design Check and Design Summary output reports
-
Any reference to Versa-Lam
or VERSA-LAM has been changed to Versa-Lam® LVL
-
A note pertaining to multi-ply
connections now appears only for multi-ply members. Previously it appeared for
all members. The note has been rewritten for compactness.
-
A note gave certification references to several Boise Engineered Wood
products which are not in WoodWorks Sizer. It now refers only
the CCMC
12742-R Versa-Lam Evaluation Report.
b) Material Specification
The description of the member section that appears in the Design Check output used the Material, Species and Grade inputs in such a way that unnecessarily repeated the Versa-Lam name in two different ways. It has been modified to output the material name more compactly, e.g.,
Versa-Lam® LVL Built-Up, 2.1E
3100.
Versa-Lam® LVL, 2.1E 3100
6. Removal of Katerra Material (Change 165)
The Katerra CLT material database file has been removed from the program. Katerra no longer operates and Katerra products are no longer manufactured or sold.
C. Input and Program Operation
1. Vibration Design Using O86 A.5.4.5
The following problems associated with the introduction of floor joist vibration design using O86 A.5.4.5 were corrected
a) Concept Mode Crash for O86 Vibration Design (Bug 3645)
If O86 A.5.4.5 vibration design was selected to be performed, then the program crashed upon design whenever there was a floor area in Concept mode for which the O86 A.5.4.5 method applied and that passed design the other design criteria. It is the default to use O86 A.5.4.5, which was also used for files from previous versions due to Bug 3647.
Users of 2020 Update 2 and earlier can avoid this by unchecking Include vibration design in the Design Settings or selecting the NBC vibration method.
b) Vibration Method for Files from Previous Versions (Bug 3647)
For files made with versions previous to Sizer 2020 (version 11), which were designed with the O86-14 or -09 design codes, the program by default used the A.5.4.5 vibration method even though it was only introduced in O86-19. This occurred for all materials when the Vibration design setting had been set, although in previous versions, the setting pertained only to CLT.
For sawn lumber, in previous versions, the NBC vibration method was triggered by the existence of sheathing on the joist, so if the older file has sheathing, the program now activates the NBC setting in the Design settings to ensure consistent designs.
For SCL and glulam joists or I-joists, vibration design is now unchecked by default when older files are read in.
The behaviour for CLT is unaffected.
For these files, it is still possible to activate vibration design in the Design Settings and change the design code and/or vibration method; this correction pertains only to the default behaviour when the file is opened for the first time.
This bug could result in a crash in Concept mode due to bug 3645.
c) SCL and Glulam Vibration Method for Old Design Codes (Bug 3648)
If the O86-14 or O86-09 design code was selected in the Design Settings, and the Vibration design checkbox was also checked, the program performed the O86 A.5.4.5 procedure for SCL and glulam joists, even though it was only introduced in O86-19. Vibration design is no longer performed for these materials for these design code options
The SCL and glulam button indicating that O86 A.5.4.5 is the only method used for these materials is now grayed out when O86-14 or O86-09 is selected, consistent with the graying out of the settings options for I-joists and sawn lumber for these design codes.
Note that this happened for any such file made with versions previous to Version 11.0 due to bug 3647.
2. Out-of-Memory Error for Auto-eccentricity in Columns (Custom Change 234)
When searching for valid column designs with unknown widths and depths, and the Apply auto-eccentricity feature enabled, the program sometimes issued an error message for insufficient memory and shut down. This has been corrected.
3. Repeated Beam Material in Input List (Bug 3720)
In the default list of beam materials in Beam Input view, for both main member and supporting member, the Nordic Lam material appeared twice. For supporting members, this caused the last member in the list not to appear, which is by default Rough Timber using O86 14 design values. However, if you had created a custom beam material, then the last such material you had made would be the one that did not appear.
This has been corrected in the database.ini file that is included in the program installation. If you have retained your database settings from a previous installation and wish to remove this material, contact WoodWorks technical support for instructions.
4. Operation of Area Loads from Continuous Joists Option (Bug 3651)
Under the option Beam supports area load from continuous joists in Beam Loads view, when the Other button was selected, the 2-span button remained selected when it should have been deselected and the associated Larger span/shorter span input disabled. The % of area load input associated with 2-span remained disabled when it should have become active. Thenceforth, with further user interface operations, the buttons became inoperable.
This has been corrected and these inputs are again operating as intended.
5. Laterally Supported at Support Input
The following corrections were made to the operation of the Laterally supported at support checkbox that appears at the bottom of the Supports for bearing and notch design data group.
a) Steel Beams (Change 194a)
The checkbox disappeared when a steel beam is selected and then you performed other UI operations, however the setting affects the unsupported length used in the selection of steel moment resistance from tables so it should remain visible and active.
Note that it was possible to work around this problem by changing materials, checking the box, then changing the material back to steel.
b) I-joists (Change 194b)
The setting remained visible and functioning when I-joists were selected, but it has no effect on I-joist design. It now disappears when I-joists are selected, which is consistent with the behaviour for CLT, which is also not affected by this setting.
6. Title of Lateral Stability Design Settings Group (Change 194a)
The words “factor KL” have been removed from the title of the Design Setting group Lateral stability factor KL, so it now just says Lateral stability. The change was made because the Unsupported length Lu ends at points of zero moment setting affects the selection of steel moment resistance from tables, and there is no KL factor in steel design. Furthermore, part of the effect of the Built-up member width b setting is not directly related to the KL factor.
7. Nordic Lam Sill Plates (Change 190d)
Nordic Lam has been added to the list of material selections for supporting member sill plates.
8. Wall Panel CLT Layup Input (Bug 3643)
The CLT layup data group that appeared in the upper right corner of the Wall Panel Input view has been removed as it contained only the Layers input, which has been moved to be at the bottom of the material and section size inputs next to Panel orientation.
9. Saving Cantilever Deflection Setting as Default for New Files (Bug 3681)
If a new file was opened when another file was already open, the Design Setting Report interior and cantilever deflections separately was taken from the previously open document rather than from the last time you applied Save as default for new files for that setting. This has been corrected.
The following issues the output of steel beams design results have been corrected.
a) Warning Message for Zero Moment Resistance
Bug 3433)
When the bending moment resistance Mr in a steel beam database for a given unsupported length Lu was 0, the Design Check output indicated a failed bending moment design with Mr = 0.0, without indicating why. Now, a red note appears alongside the failure warning saying,
Bending moment design
failed because there is no moment resistance Mr
listed in the Steel database for this section size and unsupported length Lu
b) Member Volume in Design Summary (Bug 3571)
In the Design Summary report listing passing member sections, for steel beams, a column for member volume was output showing a value based on the width x depth of a rectangular wood section, which is not the volume of the ordinarily I-shaped steel cross sections.
This column is now called Mass for steel members and shows the total mass of the member in kg or lbs.
2. Design Summary Print Failure Due to Overly Wide Design Note (Bug 3722)
In the Design Summary output report that lists passing sections for unknown design, and in the “non-enhanced" (ASCII text) Design Check report, a Design Note regarding built-up members did not wrap properly and extends past what is ordinarily the right margin of the page.
This caused a warning message to appear when printing, and if you chose to print anyway, a few centimeters of text were cut off at the left of the page, rendering the report unusable.
This did not occur for the enhanced Design Check that is usually output, or for the same note in the Concept Mode output.
It affected only built-up beams with more than one ply, and has been corrected.
3. Warning Message for Deep Custom Lumber Sections (Bug 3615)
For lumber sections of 4” nominal thickness or less and deeper than the greatest depth in the beam or column database file, a warning message appeared in the Design Check output that is intended for members that are too thick for the lumber grade properties from O86 Table 6.3.1.A, saying a timber member should be used instead. Member depth does not affect this classification so the message should not appear for deep members that are not too thick to be lumber. It has been removed.
4. Load Distribution and Units Output for CLT Self-weight (Change 195)
In the Loads table of the Analysis, Design Check, and Design Summary output reports, for CLT floor and roof panels, self-weight was shown as a Full UDL with units kN/m or plf when it should be an Area load with units psf or kN/m^2. This has been corrected.
5. Concentrated Load Analysis Diagram (Custom QA Change 1a)
When there is a concentrated load on the member, it is now possible to select the “load combination” created for each position of the concentrated load, and view the Analysis results for these configurations. Previously concentrated load combinations were only shown if they were the critical combination on the member.
6. Simpson Hanger Selector Version Number (Change 196)
7. Dead vs Permanent for CLT Deflection Note (Custom QA Change 1b)
In the note appearing in the deflection diagrams for CLT members giving the factor representing creep deflection, the word Dead has been changed to Permanent to reflect the fact that storage live loads and hydrostatic load are also included in the component to which the creep factor is applied.
1. Long-term KD Factor for
Shear Design (Bug 3599)
The following changes have been made to the calculation of
long-term load duration factor KD from O86 5.3.2.2 for shear design.
Note that shear analysis values are used to determine the PL
and PS values used in 5.3.2.2 – the effects of the loads are used
rather than the loads themselves for each design criterion.
a) Ratio Calculated at Right End
Only
The calculation was always using the shear analysis values at the right end of the span even if the critical shear force occurred at the left end. This caused an incorrect KD factor to occasionally be used.
b) Countervailing Live and
Permanent Shear.
If the permanent and live shear components have different + or - signs, the program was using the absolute value of the PL/Ps ratio, which does not make physical sense. Now it takes the KD factor for the load type that dominates in the determination of the direction of overall shear force.
2. Load Combination for Critical Uplift in Analysis Diagram (Bug 3627)
In the analysis diagrams, the load combination shown for the uplift bearing reaction was that for the last support on the beam, when it should be for the bearing reaction shown, which is the critical uplift bearing of all supports on the beam.
Note that this was problem corrected for version 11.1 for
ordinary, downward bearing reactions but the fix did not extend to uplift.
3. License Server Connection Error on Startup (Bug 3642)
If the current user was not the one to install WoodWorks and had not already run WoodWorks 2020 prior to update 1, an error message stating "Unable to run WoodWorks because you are not connected to the Internet or unable to contact license server" was incorrectly being displayed on start-up preventing WoodWorks from running. This happened to a small but significant number of users.
4. Indexing of CLT Factor Krb in Output (Change 178b)
The heading to the Factors table of the Design Check output showed Krb,0 for transversally loaded panels and Krb,90 for longitudinal panels, but it should be the opposite, according to O86 8.4.3.1 (a) and (b). This has been corrected.
5. Krb,y for CLT Wall Panels in Transverse Orientation (Custom Bug 198)*
For CLT wall panels oriented in the minor strength axis,
the program was showing the symbol Krb,y in the Factors table of the Design
Check, when it should have been Krb,x, as per O86-14 8.4.3.1(b).
This nomenclature has been revised in CSA O86-19 to Krb,90 and Krb,0. When CSA O86-14 is selected, the corrected Krb,y is shown.
6. Fire Duration in Member Description (Custom Change 207)*
When fire design is
performed, the required fire duration in
hours is now shown in the member description section of the Design Check output
in addition to in the Calculations section of the Additional data where it had
been showing.
7. Stiffness Values Used for 2-ply Gypsum Ceiling In CCMC Vibration Method (Custom Bug 209)*
In calculating the vibration-controlled span for floor I-joists using the CCMC Concluding Report, for 2-ply gypsum wallboard ceiling, instead of doubling stiffness values based on a single ply, the program used values corresponding to a single ply 5/8” gypsum ceiling.
The following gypsum ceiling properties from Table A.3 were affected:
- The perpendicular bending stiffness EIgp used in the equation for EIu in Section A.4.i.
- The perpendicular axial stiffness EAgp used in the equation for EA2,bar in Section A.4.ii
- The parallel bending stiffness EIg used to calculate the spring constant Kb in Section A.5.3.1.
In addition,
- The thickness of gypsum ceiling tce used for distance from joist center to ceiling center h2 in Section A. 4.v.
This led to shorter than expected spans and has been corrected.
The links below lead to descriptions of the changes to WoodWorks Sizer for Update 1 to Sizer 2020.
1. Wind Load Deflection when Combined with Snow or
Live (Bug 3613)
2. Load Duration Factor for Shear Design of Snow Load
Combinations (Bug 3626)
3. Span Length in O86 Joist Vibration Calculation (Bug
3620)
4. Subfloor and Bracing used for CCMC I-joist
Vibration Design (Bug 3608)
5. Unfactored Reactions for Concentric Axial Loads on
Non-wood Support (Bug 3621)
6. Glulam Beam Volume Z in Total Shear Resistance Wr
for Fire Design (Bug 3530)
7. Disallowed 24” Joist Spacing in Span Tables (Bug
3630)
2. Floor Sheathing Thicknesses for Vibration Design
(Change 167, Bug 3610)
3. SCL Database Files from Previous Versions (Bug
3606)
4. I-Joist Database Files from Previous Versions (Bug
3611)
C. Input and Program Operation
1. Glulam Fire Design Setting Operation (Bug 3617)
2. Vibration Input for Existing Beam Projects (Bug
3622)
3. Resetting Glulam Shear Design Setting (Bug 3636)
1. Vibration Design Results Output (Change 166)
2. Design Notes for SCL Shear Deflection (Change 168)
3. Shear Results Output for Fire Design
4. Sawn Lumber Fracture Shear Output Format (Bug 3556)
1. Load Combination for Maximum Bearing Reaction in
Analysis Diagram (Bug 3627)
2. Creep Factor in Dead Load Component of Total
Deflection Diagram (Bug 3570)
1. Wind Load Deflection when Combined with Snow or Live (Bug 3613)
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.
2. Load Duration Factor for Shear Design of Snow Load Combinations (Bug 3626)
In some instances, for load combinations containing snow loads, the program determined the load duration factor KD for shear design via a faulty calculation of the long-term loading formula from O86 5.3.2.3 when it have been using the 1.0 factor for live or snow loads from Table 5.3.2.2. Usually this results in a KD of 0.65 instead of 1.0 and a conservative error in the shear resistance Vr.
This occurred because the contribution of snow load was neglected in the determination of PS in the PL/PS ratio in the long-term KD formula. The incorrect KD appeared in the Factors table of the Design Check output for the critical load combination, and in the KD factors table Analysis Results for all load combinations containing snow.
As this is based on an internal numeric error it is difficult to ascertain how often it would have occurred, and in one case by simply adding a snow load to several others on the member, the problem went away.
This example was a 10.25’ long 1-3/4 “x 9-1/2”, built-up LVL with a set of partial snow and dead loads from the start to 7.25’ and another such set from 7.25’ to the end, and dead and live point loads at 9.25 feet. The correct critical load combination for shear, 1.25D + 1.5S + 1.0L was chosen, but with a KD factor of 0.65 when it should have been 1.0, resulting in a shear resistance Vr of 10297 lbs when it should be 15842 lbs. When an additional point snow load was added, the KD factor was correctly changed to 1.0 for the critical combination and for all snow combinations shown in the Analysis results.
There may also be cases where a different load combination was chosen than the one that should govern because of this problem.
3. Span Length in O86 Joist Vibration Calculation (Bug 3620)
The span length used in the O86 A.5.4.5 I-joist vibration calculation is now the vibration-controlled allowable span length that is being calculated by the procedure rather than the longest actual span length of the member being evaluated. The former use of the actual span length meant that the allowable span could change based on the input member length and that span tables generated depended on an arbitrary initial span length.
Now an iterative procedure is implemented which calculates the vibration-controlled span length and uses it in the calculations for the next iteration, until the difference between iterations becomes very small.
In O86 A5.4.5, the span l is used in the following places:
- the adjustment in EIjoist to consider shear deflection,
- in ĒĀ1 when there is topping,
- in the factors KL and Kj leading to Ktss.
The actual span was originally used because there is no guidance in the O86 about what was intended, and different symbols, l and lv, are used for these span lengths. However, the CCMC Concluding Report… method for I-joists says to iterate on the vibration-controlled span length Lv, recalculating until it converges to a value, and the same principle applies here.
4. Subfloor and Bracing used for CCMC I-joist Vibration Design (Bug 3608)
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.
5. Unfactored Reactions for Concentric Axial Loads on Non-wood Support (Bug 3621)
In Column mode, when only axial concentric loads were applied to a member resting on a non-wood or no support, the Reactions table did not appear, so that the unfactored axial reactions for each load type which ordinarily appear in this table were not shown.
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)
For shear fire design of glulam members, the beam volume Z used for total shear resistance Wr in O86 7.5.7.2 is now calculated using the full section rather than the fire-reduced section.
O86 B.3.5 says that size factors Kz for each design criterion are to be based on the original cross-section dimensions, and although the factor Z-0.18 is not designated a size factor in 7.5.7.2, the CSA S6 Canadian Highway Bridge Design Code, section 9.7.2, treats Z-0.18 as a size factor.
7. Disallowed 24” Joist Spacing in Span Tables (Bug 3630)
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.
2. Floor Sheathing Thicknesses for Vibration Design (Change 167, Bug 3610)
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
The OSB floor sheathing thickness for Vibration design using the CCMC or NBC methods are now restricted to being a subset of those from O86 Table A.9 (previously A.9.2.2B) and plywood thicknesses are now restricted from those that are from Tables 9.1 and 9.2.
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-9.23.4.2.(2) is still used for 18.5 mm. The 15.5 mm thickness has not changed.
b) Imperial Thicknesses.
For all methods, plywood and OSB thicknesses when converted to Imperial are now in most cases rounded to the nearest 32nd to conform with current publications and marketing. Previously they were rounded to the nearest 16th.
The exception to rounding to the 32nd is the18.5 mm OSB size that is shown as ľ” rather then 23/32” to distinguish it from the 18.0 mm size.
i. O86 Method
The OSB thicknesses 12, 15, and 18 mm that were converted to ˝”, 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 ľ”, 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 ľ plywood size is now shown as 23/32, and the 11/16 size has been removed.
iii. NBC Method
The ľ plywood size is now shown as 23/32.
c) Sheathing Material Names
The nomenclature in the Vibration dialog input for the plywood and OSB materials was not consistent between the NBC, O86 and CCMC methods, showing
- 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,
CS Plywood
DF Plywood
OSB
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.
3. SCL Database Files
from Previous Versions (Bug 3606)
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.
4. I-Joist Database Files from Previous Versions (Bug 3611)
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.
C. Input and Program Operation
1. Glulam Fire Design Setting Operation (Bug 3617)
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.
2. Vibration Input for Existing Beam Projects (Bug 3622)
If you did not open the Vibration box or try to use it, you could proceed without problems and design the member.
The Vibration button is no longer enabled for beams under any circumstances.
3. Resetting Glulam Shear Design Setting (Bug 3636)
After Reset original settings is checked, the Design Setting for using O86 7.5.7.3(b) for shear design only when it provides an advantage over O86 7.5.7.3(a) remained deactivated even though the resetting of the For beams less than 2 m^3 should have activated it. This has been corrected.
1. Vibration
Design Results Output (Change 166)
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.
2. Design Notes
for SCL Shear Deflection (Change 168)
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.
3. Shear Results Output for Fire Design
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 6.5.4.4 for sawn lumber and 7.5.7.5.2 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.
4. Sawn Lumber Fracture Shear Output Format (Bug 3556)
In the Analysis vs. Design table of the Design Check output, for the sawn lumber fracture shear design criterion from O86 6.5.4.4, 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.
1. Load Combination for Maximum Bearing Reaction in Analysis Diagram (Bug 3627)
2. Creep Factor in Dead Load Component of Total Deflection Diagram (Bug 3570)
Sizer 2020 (Version 11.0) – Dec 23, 2020
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
2. Choice of Design Codes and Standards
3. Update of Clause References
4. Removal of Load Combinations and Importance Factors
from O86
1. Hem-Fir Properties for Beams and Stringers (Table
6.6)
2. Lateral Stability for Members with Depth-to-Width
Ratio Ł 2.5 (6.5.3.2.1,
7.5.6.3.1)
3. Lateral Stability Provisions for Built-up Beams
(6.5.3.2.2, 6.5.3.2.4)
4. Glulam Shear System Factor KH (7.4.4)
5. Cut-off Distance for Choice of Compression Side
Notch Procedures (7.5.7.4)
C. Floor Joist Vibration (O86 A.5.4.5)
8. Intermediate Calculation Output
3. Design for Unknown Parameters
2. CLT Shear Stiffness Adjustment for Creep (Bug 3580)
3. I-joist Deflection Reduction (Bug 3572)
1. Element5 CLT Material (Change 162)
2. Weyerhaeuser Materials Update (Change 163)
1. Display of Horizontally Projected Beam Span
Dimension Lines (Change 158)
2. Disappearance of Load Name Input (Bug 3569)
3. Design Setting Crash (Change 30)
4. Point Load Bearing for I-joist design (Change 160)
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.
2. Choice of Design Codes and Standards
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.
3. Update of Clause References
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.
4. Removal of Load Combinations and Importance Factors from O86
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 5.2.3.2 for importance factors have changed to NBC Table 4.1.6.2.-A for snow, Table 4.1.7.3 for wind, and Table 4.1.8.5 for earthquake.
b) Load Combinations
References to ultimate limit states combinations
from Table 5.2.4.1 have been changed to NBC Table 4.1.3.2.A. Those for
serviceability limit states from Table 5.2.4.2 are changed to O86-14 5.2.4.2,
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.
1. Hem-Fir Properties for Beams and Stringers (Table 6.6)
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 Ł 2.5 (6.5.3.2.1, 7.5.6.3.1)
According to 6.5.3.2.1, 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 7.5.6.3.3 (now 7.5.6.3.1) 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 Ł 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 Ł 2.5. It is still output for those with a ratio between 2.5 and 4.
3. Lateral Stability Provisions for Built-up Beams (6.5.3.2.2, 6.5.3.2.4)
According to a combination of what is now said in 6.5.3.2.2 and 6.5.3.2.4, the prescriptive lateral support conditions in 6.5.3.2.3 allowing a KL = 1 do not apply to built-up beams, which must be calculated using 7.5.6.4 unless the depth to width ratio is less than or equal to 2.5.
Furthermore, as per 7.5.6.3.3,
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 Ł
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 6.5.4.2 removed.
- The checkbox that allows for KL =1 to always be used, now says Satisfies prescriptive conditions in O86 6.5.3.2.3 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 6.5.4.2 to 6.5.3.2.1.
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 (7.5.7.4), and for tension side notch fracture shear strength (7.5.7.5.2.)
This factor is shown in the Factors table of the Design Check if the notched end is critical for shear design.
5. Cut-off Distance for Choice of Compression Side Notch Procedures (7.5.7.4)
The length of unsupported notch ec used to determine whether equation a) or b) in O86 7.5.7.4 (earlier 7.5.7.3) 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 (8.4.3.1)
-
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 (8.4.3.2)
-
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 (8.4.4.2)
-
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.
C. Floor Joist Vibration (O86 A.5.4.5)
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-9.23.4.2.(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
i. Material
For O86, the choices are OSB, CSP, and DFP.
For NBC, this is disabled.
ii. Thickness
For O86, the choices come from O86 Table A.1 and must be selected; they cannot be typed in. It defaults to ľ” or the metric equivalent.
For NBC, the existing inputs are shown.
iii. Connection
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
i. Type
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.
ii. Material
The Wood panel type selection activates an input identical to the Material input for subfloors. When Concrete is selected, Material is disabled.
iii. Thickness
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.5.4.5.2 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.
8. Intermediate Calculation Output
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.
c) Equations
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.
3. Design for Unknown Parameters
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.
a) Setting
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.
e) Design
The program considers all design criteria, including deflection and fire design if they are selected to be active, when determining the maximum allowable span.
f) Output
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.
g) Format
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
2. CLT Shear Stiffness Adjustment for Creep (Bug 3580)
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.
3. I-joist Deflection Reduction (Bug 3572)
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.
4. Shifting of Loads and Maximum Moment (Custom QA Bugs 17-21 and 17-22)*
For beams with Design span as the Span Type, if the minimum required bearing length was greater than the input bearing length, when performing loads analysis, the program shifted the loads on the member to the right by one-half the difference between these bearing lengths. As a result, both the value and location of the maximum moment could be slightly incorrect, for example for a 5-meter, uniformly loaded beam, the maximum moment was 43.7 rather than 44.7, located at 2.6 m rather than 2.5. This has been corrected.
1. Element5 CLT Material (Change 162)
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.
2. Weyerhaeuser Materials Update (Change 163)
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.
1. Display of Horizontally Projected Beam Span Dimension Lines (Change 158)
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.
2. Disappearance of Load Name Input (Bug 3569)
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.
3. Design Setting Crash (Change 30)
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.
4. Point Load Bearing for I-joist design (Change 160)
Sizer 10.3 – Design Office 10, Service
Release 3 – June 11, 2020
The links below lead to descriptions of the changes to WoodWorks Sizer for Version 10.3
1. Required Bearing Length for Point Load Near
Supports (Bug 3491)
3. Fracture Shear Design Criterion when Using Design
Span (Bug 3538)
4. Cantilever Span Deflection in CLT Panels (Bug 3493)
5. Concept Mode Fire Design (Change 128)
6. Right Cantilever and Fix-Free Column Deflections
Due to Applied Moments (Bug 3545)
7. Load Duration Factor KD for Axial
Snow-only or Live-only Loading (Bug 3513)
8. Oblique Angle
Joists in Concept Mode (Bug 3489)
9. Oblique CLT
Panels in Concept Mode (Bug 3490)
10. Double Parallel Outermost Layers in CLT Wall
Panels (Change 140)
11. Modulus of Elasticity E for Flat Use Beams and
Stringers (Bug 3558)
1. Load View Crash for SCL Columns (Bug 3485)
2. Weyerhaeuser Material File Names (Bug 3535)
1. CLT Panel Lateral Support (Changes 124a, 124b and
124c)
2. CLT Wall Panels as Supports (Change 125)
3. Concept Mode Design Groups for CLT Panels (Changes
130, 130a, 130b)
4. Concept Mode Fire Design Input (Change 128a)
2. Stiffness EI for Flat Use Beams and Stringers (Bug
3223)
3. Exponentiation Symbol in Output of EIy (Change
149)
4. Capitalization in Wall Design Groups (Change 129)
1. Repeating Zero Moment Points in Analysis Diagram
(Change 136)
2. Beam Span Dimensioning Extension Lines (Change 131)
1. Required Bearing Length for Point Load Near Supports (Bug 3491)
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 Q’r to determine the required bearing length Lb for loads applied near a support using O86 6.5.7.3, 7.5.9.3, 8.4.7.3 and 15.3.3.6.3 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 shouldn’t, 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 6.5.6.2.4, which is used in the calculation of Pr for this purpose in 6.5.6.2.3. 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 Comb’d 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 6.5.4.1, using full member depth as b, and to
which the system factor is applied as per 6.4.4.3.
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.
3. Fracture Shear Design
Criterion when Using Design Span (Bug 3538)
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
7.5.7.4.2, when the span type was Design span, so in this case a section failing this check still
passed design.
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.
4. Cantilever Span Deflection in CLT Panels (Bug 3493)
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.
5. Concept Mode Fire Design (Change 128)
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.
6. Right Cantilever and Fix-Free Column Deflections Due to Applied
Moments (Bug 3545)
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.
7. Load Duration Factor KD for Axial Snow-only or Live-only Loading (Bug 3513)
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.
8. Oblique Angle Joists in Concept Mode (Bug 3489)
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.
9. Oblique CLT Panels in Concept Mode (Bug 3490)
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.
10. Double Parallel Outermost Layers in CLT Wall Panels (Change 140)
11. Modulus of Elasticity E for Flat Use Beams and Stringers (Bug 3558)
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.
12. Simpson Hanger Update (Change 115)*
The Simpson Hanger database has been
updated to the April 2020 version. Previously the January 2019
version was in use.
13. Combined Axial Tension and Bending Design (Bug 3734)*
Starting with version 10.1, for columns loaded
in combined axial tension and bending, the moment resistance Mr and tensile resistance Tr were both zero, because the KD
factor was set to zero. This would cause design failure for the combined
criterion with a failure message shown in the Design Check output.
When this occurs, in the Analysis vs Design
table, infinity symbols or nonsensically large numbers appear for the combined
design ratios Mf/Mr and Tf/Tr and for the combined interaction equation. Zeros
appear for Mr, Tr, and for Kd
in the Factors table.
This could occur regardless of whether the
bending was due to side loads or eccentric axial loads.
1. Load View Crash for SCL Columns (Bug 3485)
2. Weyerhaeuser Material File Names (Bug 3535)
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.
2. CLT Wall Panels as Supports (Change 125)
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.
3. Concept Mode Design Groups for CLT Panels (Changes 130, 130a, 130b)
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.
b) Spacing
The input Spacing, which applies to joists and not panels, has been removed.
c) Width
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.
d) Depth
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.
4. Concept Mode Fire Design Input (Change 128a)
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)
now shows
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 .
2. Stiffness EI for Flat Use Beams and Stringers (Bug 3223)
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)
4. Capitalization in Wall Design Groups (Change 129)
In the Group Type section of the Wall Design Groups in Concept mode, the words stud and panel are no longer capitalized.
1. Repeating Zero Moment Points in Analysis Diagram (Change 136)
2. Beam Span Dimensioning Extension Lines (Change 131)
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.
1. Use of CSA O86-14 with NBC 2010 (Design Office Feature 24)
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.
a) Input
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 5.2.4.1 (Table 4.2.4.1 in O86-09).
i. Companion Load Factor for Snow and Wind
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.
c) Design
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.
2. Tensile Resistance for MEL and MSR Wall Studs (Bug 3462)
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 shouldn’t have.
The incorrect Tr appeared in the Force vs. Resistance table in the Design Check output. This has been corrected.
3. Automatically Included Self-weight in Bearing Design
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 5.3.2.3) 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.
4. Sill Plate Bearing Design for Existing Projects (Bug 3471)
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 6.5.7.4 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.
5. Simpson Hanger Database Update
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.
6. Simpson Hanger with No Uplift Capacity (Change 112)
7. Louisiana-Pacific Database Exclusions
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 3˝”, 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 1˝”, 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 3˝”, 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
8. Shear Design KD in Presence of Concentrated Live Load (Bug 3475)
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.
9. Exposed Sides for Fire Design Input
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 8.4.3.1, 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.
11. Shear Deflection Note for CLT and I-Joists (Change 119)
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.
12. CLT Vibration Design Notes (Changes 123a and 123b)
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.
13. CLT Vibration Span Limit Setting Wording (Change 123e)
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 “manufacturer’s performance”.
14. CLT Calculations Output (Changes 117 and 118)
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.
15. CLT Input Window Title (Change 115)
16. Exponent in EI in Additional Data Output (Change 111)
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.
17. Print to Fit on One Page Font Size (Bug 3459)
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.
18. Load View Tab Order (Change 120)
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.
1. Column Mode Point of Interest Crash (Bug 3432)
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.
2. Print Preview Crash (Bug 3437)
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.
4. Bearing Length Input Operation for Fractional Imperial Formatting (Bug 3434)
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 shouldn’t.
- 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.
6. Versa-Lam Material Property Update
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.
7. Maximum Unique Load Locations (Bug 3453)
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.
8. Lateral Reaction Reporting in Column Mode (Bug 3442)
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.
10. Asterisks and Message in Beam Mode (Change 110)
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.
1. Exposed Side Options for Fire Design (Custom
Feature 41)
2. Section Modulus Seff for CLT Moment
Design
3. KD Factor for Combined Axial and Bending
(Bug 3385)
4. Weak-axis Column Design (Bug 3366)
5. Critical Tension Notch Length for Use of Reduced
Section in Design (Bug 3332)
6. 20% Non-structural Element Vibration Increase for
CLT Floor Panels (Bug 3356)
7. Points of Interest in Column Mode (Bug 3271)
8. Lateral Support KL
= 1 Setting and Unrestrained Interior Supports (Change 2f)
9. Default Lateral Support at Interior Supports
(Change 2)
10. Explanatory Message in Lateral Support Spacing
Input
11. CLT Wall Support for Bearing Design Input (Change
61)
12. Minimum Bearing Length for CLT Floors and Roofs
(Change 52)
13. CLT Long-term Deflection Creep Factor
14. CLT Fire Design for Doubled Outermost Layers
(Change 90)
15. CLT Treatment Factors KT (Change 33)
16. Fire Resistance Modification Factors (Bug 3417)
17. Design Failure Tolerance (Change 81)
18. Compressive Size Factor Kzcp for Column
Supports (Bug 3259)
20. Default Glulam Fire Design Method (Change 3)
21. Shear Ratio in Design Summary Output (Change 23)
22. Load Duration Factors (Bug 3364)
23. Negative Moment Design for Extremely Large Beams
(Change 96)
24. Design Note for Multi-span Solid Sawn Beam (Change
25)
25. CLT Vibration Design Note (Change 105)
26. Simpson Hanger Design Note for Joists (Changes 8a
and 45)
27. Steel Beam Design Code Reference (Change 5)
1. Northern Species for Simpson Hangers (Change 35)
2. Simpson Hanger Database Update (Change 15)
3. Nordic Lam Materials (Changes 85 and 86)
5. Unavailable Material Project File Crash (Bug 3357)
6. Layers Input for 9-5/8” Deep CLT Panels (Change 79)
1. Maximum Shear in the Span of Member Warning (Bug
2172)
2. Precise Load Location Start Point in Input (Change
11)
3. Unfactored Axial Reactions in Column Output (Custom
Change 16)
4. Update of Pattern Load Checkbox for Low-angle Roof
Joists (Bug 3179)
5. Shift of Partial Loads for Design Span Input
(Change 84)
6. Column Point of Interest Moment Output (Change 80)
1. Update of Default Deflection Limits (Bug 3331)
2. Beam View Bearing Length Input
3. Support for Bearing Design in Column Mode (Change
97)
4. Reversal of Unknown Bearing Length Buttons (Bug
3349)
5. Default KB Factor Design Setting (Change 16)
6. 20% CLT Vibration Span Increase for Roof Panels
(Change 20)
7. Layers Input for CLT Wall Panels (Change 24a)
8. Steel Beam Mass Unit
Conversion Upon Reopening File (Bug 3371)
9. Steel Mass Input Operation (Change 34)
10. Steel Mass Unit Label in Input (Change 26)
11. Update of Hanger Resistance on Change of Unit
System (Change 69)
12. Addition of b and d Symbols to Width and Depth
Input (Change 28)
13. Glulam Lamination Width Input (Change 64)
14. Lateral Support Image in Beam View Input (Change
2b)
15. Link to Video Tutorials in Help Menu (Change 12)
16. Logo Instructions in Company Settings (Bug 3374)
17. Deflection Limit Title in Default Values (Change
37)
18. Capitalization of Unknown Bearing Length Input
(Change 51)
19. Capitalization of Preference Setting (Change 50)
1. Missing Concentrated Live Loads in Load Drawing
(Bug 3403)
2. Critical Shear Diagram for 90-degree Oblique Angle
(Bug 3410)
4. Analysis Diagram Improvements (Change 9)
5. Unit Label in Column Drawing (Change 10)
6. Lateral Supports for Long Beams in Drawing (Change
63)
1. Additional Data in Design Check for CLT materials
2. Member Description in Design Check Output (Changes
77, 78 and 103)
3. Column Supporting Member Bearing Design
5. Name of Bearing and Reaction Table for I-joists
(Change 36)
6. Significant Digits for Notch Fracture Strength and
CLT Rolling Strength (Change 7)
7. Warning Note when Bearing and Uplift Both Fail
(Change 44)
8. Uplift Load Combinations for Simpson Hangers
(Change 46)
9. Resistance vs Capacity in Bearing Output (Change
47)
10. Bearing Table Note for Cantilevered Members
(Change 66)
11. Display of Critical Bearing Load Combinations and
Design Ratios (Change 67 and 67b)
12. Explanatory Deflection Line in Output (Change 27)
13. Force vs Resistance Table Alignment for Columns
14. Simpson Hanger Design Note
15. Font Style in Loads Table Notes (Change 65)
16. Deflection Limit Output Formatting (Change 226)
1. Unit for Modulus of SCL and Nordic Lam (Bug 3413)
2. SCL Type Input Label (Change 11)
3. Cross Laminated Timber (CLT)
1. Exposed Side Options for Fire Design (Custom Feature 41)
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.
a) Input
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.
d) Protection
Input fire protection is assumed to apply to each exposed face.
e) Output
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 8.4.3.1 for CLT moment design were corrected.
a) Panel Depth Used for Transverse Seff,x (Change 54)
The section modulus Seff,x from O86 8.4.3.1 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 8.4.3.1 for is
replaced by h – y, where y is the neutral axis given by Handbook Eqn. 4 as ∑
yi ti
/ ∑ ti where yi
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.
3. KD Factor for Combined Axial and Bending (Bug 3385)
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.
These interaction equations are found in O86 6.5.10, 7.5.12, 8.4.6, and 15.3.3.9 for sawn lumber, glulam, CLT and SCL, respectively. The procedure of using the shortest term KD factor is shown in the CWC Wood Design Manual, Section 5.1, Example 1 - Glulam Column and in the CWC’s Introduction to Wood Design 10.1, Example 10.1 Column subjected to snow, wind and dead loads.
For the case that O86 5.3.2.3 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.
4. Weak-axis Column Design (Bug 3366)
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 7.5.6.4.4) 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.
5. Critical Tension Notch Length for Use of Reduced Section in Design (Bug 3332)
The calculation of the critical notch length of 0.25d in O86-14 7.5.7.4.1 was including ˝ the min. req’d bearing length, when it shouldn’t 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.
6. 20% Non-structural Element Vibration Increase for CLT Floor Panels (Bug 3356)
The program was not applying the 20% allowable vibration span increase from O86 A.8.5.3 for CLT floor panels due of the effect of non-structural elements when this option was selected in Beam view. This has been corrected.
7. Points of Interest in Column Mode (Bug 3271)
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.
8. Lateral Support KL = 1 Setting and Unrestrained Interior Supports (Change 2f)
If the Design setting Satisfies lateral support conditions and d/b for KL= 1 indicating that lateral support conditions from O86 6.5.4.2 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 7.5.6.4.
The setting was overridden because of the requirement in 6.5.4.2. that lateral support be provided at points of bearing to prevent lateral displacement and rotation. This has been reinterpreted to mean end supports only, as support in two places is sufficient to prevent displacement and rotation of the beam. KL = 1 is now applied regardless of lateral support for interior supports.
9. Default Lateral Support at Interior Supports (Change 2)
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.
10. Explanatory Message in Lateral Support Spacing Input
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 7.5.6.4, is selected, indicating that the use of the spacing input depends on d/b > 4 as per O86 6.5.4.2.1 (a). Previously it only indicated that the inputs only apply when d/b > 9 when KL = 1 was selected as per 6.5.4.2.1 (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 7.5.6.3.1.
11. CLT Wall Support for Bearing Design Input (Change 61)
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 8.4.7.3.2 for loads at the support reduces to O86 8.4.7.3.1 for all other conditions when one bearing length is greater than 1.5 times the other.
12. Minimum Bearing Length for CLT Floors and Roofs (Change 52)
For exterior supports of CLT floor and roof panels, the program was always using a value of 1.5” or 38 mm as the minimum bearing length, instead of the one input in the Design settings. This value is used as a lower limit on the design bearing length and appears in a note under the Bearing design table when used as the design bearing length.
13. CLT Long-term Deflection Creep Factor
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.
14. CLT Fire Design for Doubled Outermost Layers (Change 90)
For fire design of CLT wall panels with doubled outermost parallel layers, the calculation of shear rigidity (GA)eff from 8.4.3.2 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.
There are no standard CLT layups with doubled outermost layers, but it is possible to create doubled custom layups using Database Editor.
15. CLT Treatment Factors KT (Change 33)
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.
16. Fire Resistance Modification Factors (Bug 3417)
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.
17. Design Failure Tolerance (Change 81)
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 ˝ 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 6.5.7.5, 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.
The following problems that occurred when Simpson Hangers were used as the supporting member, a feature introduced in version 10.
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.
20. Default Glulam Fire Design Method (Change 3)
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.
21. Shear Ratio in Design Summary Output (Change 23)
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.
This was a display issue only and did not affect the determination of the section to be shown. If that section was then selected for a design check, the design ratio in the Design Check output was correct.
22. Load Duration Factors (Bug 3364)
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
versions before 10.1, it is possible to correct this problem by clicking Reset
original settings and Save as default
settings buttons in Loads view, then saving the project file.
23. Negative Moment Design for Extremely Large Beams (Change 96)
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 shouldn’t.
Although the bending moment was extremely small, the program could mistakenly fail the design due to an invalid slenderness ratio using the lateral support conditions on the side of the beam with the negative moment.
Due to the size of the members, it is very unlikely to have occurred in practical situations. It has been corrected.
24. Design Note for Multi-span Solid Sawn Beam (Change 25)
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.
25. CLT Vibration Design Note (Change 105)
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.
26. Simpson Hanger Design Note for Joists (Changes 8a and 45)
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.
27. Steel Beam Design Code Reference (Change 5)
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.
1. Northern Species for Simpson Hangers (Change 35)
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.
This procedure was provided to us by Simpson
2. Simpson Hanger Database Update (Change 15)
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
3. Nordic Lam Materials (Changes 85 and 86)
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 ˝ 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 ˝ 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 ˝ 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
For the Microllam 2.0 LVL product,
- 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 ˝ 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 ˝ 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
5. Unavailable Material Project File Crash (Bug 3357)
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.
6. Layers Input for 9-5/8” Deep CLT Panels (Change 79)
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.
1. Maximum Shear in the Span of Member Warning (Bug 2172)
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.
The load duration factor KD calculated using 5.3.2.3 uses the effect of long-term and standard term loads calculated at the nearest support.
2. Precise Load Location Start Point in Input (Change 11)
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.
3. Unfactored Axial Reactions in Column Output (Custom Change 16)
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.
These reactions are helpful when using them as loads to be applied to a supporting member for combination with other loads on that member.
4. Update of Pattern Load Checkbox for Low-angle Roof Joists (Bug 3179)
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 4.1.6.3.
This is especially significant for default loads, which are originally created assuming 0 slope, when the slope changes to be greater than 15 degrees.
5. Shift of Partial Loads for Design Span Input (Change 84)
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.
6. Column Point of Interest Moment Output (Change 80)
The bending moment shown in the Analysis results and in the Analysis diagram for column points of interest were showing the bending moment for the critical load combination rather than the one being listed or shown.
1. Update of Default Deflection Limits (Bug 3331)
2. Beam View Bearing Length Input
The following problems affecting the operation beam view bearing length input in conjunction with the minimum bearing length design setting have been corrected:
a) Default Minimum Bearing Length after Change in Unit System (Bug 3343)
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
3. Support for Bearing Design in Column Mode (Change 97)
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.
4. Reversal of Unknown Bearing Length Buttons (Bug 3349)
5. Default KB Factor Design Setting (Change 16)
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.
6. 20% CLT Vibration Span Increase for Roof Panels (Change 20)
7. Layers Input for CLT Wall Panels (Change 24a)
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.
8. Steel
Beam Mass Unit Conversion Upon Reopening File (Bug 3371)
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.
9. Steel Mass Input Operation (Change 34)
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.
10. Steel Mass Unit Label in Input (Change 26)
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.
11. Update of Hanger Resistance on Change of Unit System (Change 69)
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.
12. Addition of b and d Symbols to Width and Depth Input (Change 28)
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).
13. Glulam Lamination Width Input (Change 64)
The data group title for glulam lamination width input has been changed from
Glulam
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)
to
Always use member width.
This is because both inputs are used for the size factor Kzbg
from O86 7.5.6.1 and fracture shear strength Ff. from 7.5.7.4.2.
14. Lateral Support Image in Beam View Input (Change 2b)
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.
15. Link to Video Tutorials in Help Menu (Change 12)
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.
16. Logo Instructions in Company Settings (Bug 3374)
17. Deflection Limit Title in Default Values (Change 37)
In the Default Settings the data box title Default deflection limits has been changed to Default deflection limits = L/ .
18. Capitalization of Unknown Bearing Length Input (Change 51)
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.
19. Capitalization of Preference Setting (Change 50)
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.
1. Missing Concentrated Live Loads in Load Drawing (Bug 3403)
This has been corrected.
2. Critical Shear Diagram for 90-degree Oblique Angle (Bug 3410)
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.
4. Analysis Diagram Improvements (Change 9)
The following improvements were made in Analysis diagrams.
- 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.
5. Unit Label in Column Drawing (Change 10)
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.
6. Lateral Supports for Long Beams in Drawing (Change 63)
1. Additional Data in Design Check for CLT materials
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 8.4.3.1 and 8.4.4.2.
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 8.4.4.2 and 8.4.3.1. 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 Comb’d Mr now show a dash (-) instead of a 1.0, because KL is not applied to CLT according to O86 8.4.3.1 .
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 A8.5.3.2; 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 8.4.3.1.
i) Effective Section Modulus Seff (Change 18b)
The effective section modulus Seff from O86 8.4.3.1 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 8.4.3.1 and 8.4.3.2 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.
2. Member Description in Design Check Output (Changes 77, 78 and 103)
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.
3. Column Supporting Member Bearing Design
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.
a) Fire Design Section (Change 30, 76 and 103)
The Fire sub-section under Calculations in the Design Check output report has been reorganized and changed as follows:
- The residual section has been reformatted as follows, e.g.: Residual section = 0.70x5.70 in is now Residual section = 0.70” x 5.70”
- Phi is no longer capitalized
- Fire Protection (gypsum) is changed to Protection
- Required resistance duration has been moved to this section. Previously it was in the materials specification section of the report.
b) Fire Design Modulus of Elasticity Symbol (Change 89)
For column and wall fire design, in the
Factors table of the Design Check, the row for modulus of elasticity now shows
E, specified modulus of elasticity from Table 8.2.4, which is used in the
calculation of the slenderness factor Kc according to B.6.4.
Previously it was showing the E05, the modulus of elasticity for
non-fire calculation of Kc.
c) Number of Exposed Sides (Change 87)
The program was displaying nonsensical values in the material specification of the Design Check output for the number of fire-exposed sides when the NBC D-2.11 fire design method was selected. This has been corrected.
d) Fire Information in the Materials Specification (Change 103d)
The
required fire duration input in Beam
view has been moved to the Calculations
section from the specification of member materials, as it is not a property of
the beam itself. To indicate that this line is about fire design, the word fire has now been incorporated into the
number exposed sides and removed from Fire
protection.
5. Name of Bearing and Reaction Table for I-joists (Change 36)
For I-joists, the table that for other materials was called Maximum Reactions, Bearing Resistances, and Bearing Lengths was called just Maximum Reactions, because
6. Significant Digits for Notch Fracture Strength and CLT Rolling Strength (Change 7)
The program was showing values of shear fracture strength Ff and CLT rolling shear strength fs to one decimal place in the Factors table of the Design Check output. These have now been changed to show values up to two decimal places, because these are calculated rather than published values, which only require one decimal place.
7. Warning Note when Bearing and Uplift Both Fail (Change 44)
8. Uplift Load Combinations for Simpson Hangers (Change 46)
In the Bearing and Supports table, when Simpson Hanger is selected as the Support type, the line showing the critical load combination for each support under Des Ratio has been moved to be below the Support, to which it applies, rather than under Uplift, and a load combination line has been added for the Uplift criterion.
Furthermore, in the Load Combinations section of the Additional Data, lines for each support which experiences uplift have been added showing the full load combination description, similar to the existing lines for support bearing.
9. Resistance vs Capacity in Bearing Output (Change 47)
10. Bearing Table Note for Cantilevered Members (Change 66)
The correct load combinations were used for design, so this was a display issue only and has been corrected.
11. Display of Critical Bearing Load Combinations and Design Ratios (Change 67 and 67b)
In some rare cases, the program the program output the wrong critical load combination number for bearing design in the Design output in the Bearing Design table and in the Critical Load Combinations. The critical bearing design ratio shown for both the beam and support for were also based on the wrong load combination, however design was based on the correct load combination.
12. Explanatory Deflection Line in Output (Change 27)
A line regarding deflection in Additional Data has been re-worded. “Live” deflection = Deflection from all non-dead loads (live, wind, snow..) now appears as “Live” deflection is due to all non-dead loads (live, wind, snow..).
13. Force vs Resistance Table Alignment for Columns
The following symbols did not line up with the symbols in the design ratio column in Force vs. Resistance table in the Design Check. Sizer now aligns them.
a) Column Bearing Design Ratio (Change 13b)
The symbols Qf/Qr for column bearing reaction and capacity.
b) Column Axial Ratio (Change 13c)
The symbols Pf/Pr
for factored axial load and compressive resistance for the b-face direction Axial b.
14. Simpson Hanger Design Note
The following changes have been made to the design note that appears when Simpson hangers have been selected as a bearing support:
a) Country in Simpson Hanger Design Note (Change 19)
The note has been re-worded so that it no longer refers to the county edition of the Simpson hanger catalogue.
b) Misspelling of Adjust (Change 8)
The misspelling of the word adjusts was corrected.
15. Font Style in Loads Table Notes (Change 65)
The output note regarding continuous support under the Loads table was in a fixed pitch font intended for table data. It now has a variable pitch font like the rest of the notes.
16. Deflection Limit Output Formatting (Change 226)
In the Analysis vs
Design Table of the Design Check output, a space has been added to the
identifier of spans less than beam length / 999.9, that is <L/999. Is changed to <
L/999.
The following changes have been made to the WoodWorks Database Editor program that is accessed from WoodWorks Sizer.
1. Unit for Modulus of SCL and Nordic Lam (Bug 3413)
For all structural composite lumber (SCL) materials, and for Nordic Lam glulam, the unit for modulus of elasticity in the Grade Properties dialog was displayed as million psi, when the value shown is in megapascals. It now shows MPa.
2. SCL Type Input Label (Change 11)
For SCL materials, the input called Species Group has been renamed SCL Type to reflect what is shown in the dropdown list. The SCL type is used for Simpson Hanger design.
3. Cross Laminated Timber (CLT)
The following changes were made for cross laminated timber database files:
a) Actual and Nominal Size Input (Change 7)
It is no longer possible to edit the actual or nominal widths b in the Section Properties, as 1000 mm metric width and 12” imperial width are standard sizes used for analysis and design of CLT panels, and not the width of the panel.
b) Units for Layer Thickness (Change 9)
The symbol mm has been placed beside input of Longitudinal and Transverse thickness in the Section Properties. Previously no units were shown.
c) Shear Strength fs (Change 13)
In the Grade Properties, a single value of rolling shear strength fs is entered rather than two values of shear strength fv for transverse and longitudinal orientations. Rolling shear fs is listed O86 Table 8.2.4 and is the same for both orientations. fs is used for shear resistance using 8.4.4.2, whereas fv had no direct design application. The value of
d) Units for Stock Length (Change 4)
The units showing for Stock length in the Section Properties and have been changed to metres from feet. The value showing was in metres, 19.5 m for the default CLT database file.
e) Spelling of Outermost Layers (Change 1)
The word outermost was misspelled as outemost in the checkbox for Double parallel outermost layers. This has been corrected.
A. NBC 2015,
CSA O86-14 Updates 1 and 2, and S16-14
B. Cross-Laminated Timber (CLT) Design
C. Beam and Joist Hanger Database and Design
G. Bug Fixes and Small Improvements – Engineering
Design
H. Bug Fixes and Small Improvements – Loads Analysis
I. Bug Fixes and Small Improvements – Input and Program Operation
J. Bug Fixes and Small Improvements – Graphics
K. Bug Fixes and Small Improvements – Output
A. NBC 2015, CSA O86-14 Updates 1 and 2, and S16-14
The program now implements the 2015 National Building Code (NBC), but still retains the implementation of design with the NBC 2010 as a user option.
1. Choice of Design Codes and Standards
In the Design Code drop list the Design procedures data group of the Design settings, the choice CSA O86-14/ NBC 2010 has changed to CSA O86-14/ NBC 2015. The CSA O86-09/ NBC 2010 choice remains unchanged.
This change is also reflected in the output of the design settings, the About Sizer box accessed from the Help menu and in the Building Codes box accessed from Welcome box, and the Welcome box.
The program now indicates in the About Sizer box and the Building Codes box that the CSA O86-14 implementation now includes Update No. 1 from May 2016 and Update No. 2 from June 2017. The latter update caused some design code clause reference numbers to change.
The program now indicates in the About Sizer box and the Building Codes box that the program conforms to the 2014 edition of the S16 Design of Steel Structures standard. There were no substantive changes from the 2009 edition affecting Sizer.
The reference to the CWC Wood Design Manual in the Building Codes box has been updated from 2015 to 2017.
The on-line Help in the old Windows format containing references to the CSA O86-09 design code provisions has been removed from the program. The newer Web Help showing CSA O86-14 references is retained. It currently refers to the NBC 2010 design code and has not yet been updated for Version 10 features and changes. This will be done over time and updates posted to the web site.
B. Cross-Laminated Timber (CLT) Design
The program now implements Cross-Laminated Timber (CLT) design as per CSA O86-14 Update 1, Chapter 8.
A CLT database file, clt.cws has been created and added to the installation using the stress grades in Table 8.2.3 with design properties in Table 8.2.4.
2. User Input – Beam and Column View
The following changes have been made to the input of materials and member configuration in Beam and Column View
a) Member Types
In Beam View, the member types Floor panel and Roof panel are added. For Column view, Wall panel has been added.
b) Species
The Species field contains the species used in the species combinations in Table 8.2.3.
c) Grade
Grade shows the stress classes corresponding to the species.
d) Width
Width input is disabled and set to 1000 mm for metric and 12” for imperial. Design assumes a fixed strip of that width.
e) Depths
Depths show the standard CLT depths of 3-7/16”, 4-1/8”, 5-1/2”, 6-7/8”, 7-9/16”, 9-5/8” and 12-3/8” (87, 105, 139, 175, 191, 243, 245, and 315 mm)
It is not possible to enter a custom depth.
f) Layers
The Plies input is renamed Layers, is disabled, and shows the number of CLT layers in the layup corresponding to the depth.
g) Panel Orientation
An input for Panel orientation includes the choices Longitudinal and Transverse. Longitudinal means that the outermost layers are parallel to the member span; Transverse that they are perpendicular. Design using the major strength axis is performed for Longitudinal, and the minor axis for Transverse.
h) Fire Exposed Sides
Only 1 exposed side for fire design is available.
i) Fire Protection
1- or 2-ply 12.7- or 15.9-mm gypsum wallboard fire protection is available.
j) Non-structural Element Vibration Span Increase
A checkbox allows you to apply the 20% vibration span increase for non-structural elements from A.8.5.3
a) Load View
In Load View, the Width field is active for all point loads and area loads, is disabled, and shows one foot or one meter.
In the load list, a point load is called a Point UDL.
b) Area and Line Loads
Area loads are equivalent to line loads, as the line load is assumed to be distributed over the one-foot or one-meter width of the member.
c) Point Loads
Point loads are assumed to be distributed over the one-foot width of the member.
A data group in the settings has been added called CLT Vibration allowing you to specify whether vibration design using A.8.5.3 is performed, and to allow you to enter a percentage span adjustment increase as allowed by O86 A.8.5.3 Note 3.
a) Long-term Deflection
An input in load view allows you to indicate whether creep factor Kcreep is to be used to implement A8.5.2 for long-term deflection. The program allows you to modify the creep factor, with the default being 2.0 from A.8.5.2.
b) Effective Stiffness
Effective stiffness (EI)eff is calculated using 8.4.3.2.
c) Shear Deflection
Shear deflection is implemented using an approximate procedure that algebraically modifies the (EI)eff value to emulate the effects of the uniform simple-span equation in A.8.5.2. Research has shown that this can be very inaccurate for unbalanced loading or spans, and we are developing an improved procedure to be implemented in a future version.
The effective shear modulus is calculated using 8.4.3.2.
The program implements the following design code clauses.
- 8.4.3.1 – Bending moment resistance
- 8.4.3.2 – Effective bending stiffness and … shear rigidity
- 8.4.4 Shear resistance
- 8.4.5 – Compressive resistance under axial load
- 8.4.6 – Combined axial and bending resistance
- 8.5.2 and A8.5.2 – Deflection of CLT Panels
- 8.5.3 and A8.5.3 – Vibration of CLT Panels
a) Vibration Criterion
A vibration criterion is added showing the largest center-to-center span on the member, and the maximum allowable vibration span Lv from 8.5.3, and the ratio between them.
b) Deflection
In the Additional Data section for deflection, an asterisk is shown referring to the Calculations section which shows GAeff and EIeff from 8.4.3.2.
CLT beams ae depicted showing alternating uniform layers and layers composed of repeated end-grain.
C. Beam and Joist Hanger Database and Design
The program now
includes a database of Simpson Strong-tie joist and beam hangers, allows you to
select these hangers as the bearing support member, and automatically selects a
hanger if you select Unknown.
The hangers are selected from a database program provided by Simpson, which is incorporated into the Sizer installation.
a) Species Group
Because Simpson hanger strength depends on the species of material, a new input called Species Group has been added to the Species dialog of Database editor, allowing for input of one of D.Fir-L, Hem-Fir, Spruce-Pine-Fir, Northern.
For I-joists, the
input is called Flange species.
b) SCL Type
For structure composite lumber (SCL), the input otherwise used for Species group is called Type, and offers the choices LVL - DF/SP, LVL – SPF, PSL, and LSL.
The proprietary Sizer material database files from Louisiana Pacific, Weyerhaeuser, Boise (VersaLam), and Forex have been modified to set this value set to the appropriate choice.
All inputs for this have been added to the Supports for Bearing Design data group.
a) Type
Simpson hanger has been added to the support Type input list. The existing Hanger choice is renamed Other hanger.
Simpson hanger is not available if the main member is Steel or if it is a glulam or lumber file material with Northern species, as Simpson does not publish values for Northern species members.
Simpson hangers are not available for oblique members.
b) Applies to…
The selection of Simpson hanger applies to end supports only, and selection and design will be done only for end supports only. If All supports or any other selection that includes interior supports is selected, then then ordinary Hangers are used for the interior supports.
c) Header
The Material changes to Header when Simpson hangers are selected, shows materials from both beams and joists. Steel members are not included in the list.
d) Species
Will show the species for selected Material, as it currently does. Northern Species is excluded from the list. Hem-fir is treated as if it was SPF, as Simpson has values for Doug-fir and S-P-F only.
e) Size
The Grade field is retasked to show the section sizes for the selected species, in a b x d format.
f) Bearing at Support End
Bearing at support end is invisible.
g) Ledger
A checkbox indicates that the header is a ledger, which is a member assumed to be affixed to a hard material such as concrete so that nails in the face flange cannot penetrate more than the member thickness. It is active for lumber and SCL materials only.
h) Nailer
A checkbox indicates that the header is a nailer, which is a member assumed to be affixed to the top of a member of another material such as a steel I-beam, so that they lie on the flat rather than upright like other members.
i) Bearing Length
Bearing length is disabled and shows Unknown when the hanger selection is Unknown, and the hanger bearing length from the Simpson database otherwise.
j) Bearing Width
Bearing width is disabled and shows Same as beam or Same as joist.
k) Point Load Length and Width
These inputs are unaffected by the hanger selection.
l) For unknown bearing length…
This data group will be renamed Hanger options. All existing inputs are invisible when Simpson hangers are selected. The inputs described below are included instead.
m) Hanger Style
An unlabelled input box has the selections All, Face mount, Top flange, used to filter the hanger list returned by the Simpson database program.
n) Model
The model input lists the available hanger models given the selections for main member and header, ordered by the cost index value supplied by Simpson.
It is headed by the choice Unknown. Only Unknown will appear if any data needed to select the hangers are not available, such as main member size or no. of plies.
For sloped members, the program lists appropriate angled hangers, showing Simpson’s special information code like SLU5, meaning 5-degree upwards slope.
o) Fasteners
The fasteners list box used to distinguish those hanger models that have different capacities for different fasteners used on one or more of the flanges of the hanger. It is only when a hanger is selected that has this situation, to allow you to differentiate the repeated hanger model.
The fasteners are designated as Face, Side, or Top, according to which of which of these flanges have differing fastener specifications. If two or more of the flanges have different fastener selections, then the following precedence is used Top, Face, Side.
p) Cost Index and Capacity
The unfactored capacity and the cost index of the selected hanger will be shown in text fields labelled Capacity and Cost index, respectively in the remaining space in the Hanger options box. This will aid in testing design for unknown hangers, but will also be useful information those who want to select their own hangers
a) Bearing Design
The program factors the Simpson hanger capacity by duration factor KD and uses that as the bearing capacity for both supported and supporting member.
This value is not used to determine the minimum required bearing length; for this the member is considered to be supported by a generic hanger or a “non-wood” member, i.e. as if it were supported by a steel plate.
The Simpson database capacity includes the KB factor, so Sizer does not calculate or apply a KB factor.
b) Uplift Design
For those load combinations that have an uplift reaction on one or more of the Simpson hanger supports, the program compares the factored uplift capacity to the factored uplift load. Note that it is only Simpson hangers that have uplift design.
c) Design for Unknowns
When Unknown is selected, the program will cycle through all possible fasteners in order from lowest to highest cost index, until it finds one that passes both the uplift and the bearing design criteria.
d) Affect on Beam Design
After a hanger is selected, the bearing length determined by the flange length B of the hanger and the calculated minimum required bearing are used to determine a new design span, and the beam re-analysed and designed.
a) Materials Specification
Under the beam material specification, for each support with a distinct Simpson hanger, a string of information is output giving the model number, a special information code giving for example the angle of the hanger used for sloped members, the fasteners for each flange, and, if necessary, whether backer blocks or web stiffeners are required.
b) Reactions and Bearing Table
In the Reactions and Bearing table, the fields for KB, KB support, fcp sup, and Kzcp sup are irrelevant and disabled. The support resistance shows the factored resistance of the selected hanger. The Length shows the length B of the bottom flange of the hanger.
If any of the supports with a Simpson Hanger experience uplift, then rows are added for Uplift resistance and the KD factor used for the critical uplift load combination.
c) Failure Warning Message
If the program fails for uplift design, a new design criterion is added to the red failure warning message in the Design check output called Uplift restraint.
The program now
includes square, rectangular and round Hollow Structural
Section (HSS). steel columns from the CISC Handbook
of Steel Construction Manual, 11th Edition, 2nd Printing
May 20, 2016, using the CSA S16-14 design standard.
The implementation is limited to Column Mode and is not included in Concept mode.
Steel columns may be loaded in either axial compression or tension or combined with
bending about one or axis.
Steel columns are pin-ended;
thus, their bending stiffness does not contribute to the lateral resistance of
the structure. i.e., we assume the frame is braced against sway. This allows us
to make some simplifying assumptions such as effective length factor K ≤
1.0, no second-order drift effects, and absence of torsion.
3. Steel Strengths and Modulus of Elasticity
The following yield strength Fy, and modulus of elasticity values are used:
- G40.21 Class C and G40.21 Class H (Fy = 350 MPa)
- ASTM A500 Grade C (Fy = 345 MPa for square and rectangular shapes; Fy = 317 MPa for round shapes)
-
ASTM
A1085 (Fy = 345 MPa)
-
E
= 200,000 MPa
A steel column
database file is included based on steel sections from the CISC
handbook, pages 6-97 to 6-107 for all steel strengths except ASTM A500 which
uses pages 6-108 to 6-117.
Imperial values for the steel column dimensions
are found on pages 6-31 to 6-33
The moment capacity Mr
(including Mrx and Mry for
rectangular HSS) are found on pages 4-32 to 4-100.
a) Size Limits
The following size limits are adopted:
Square maximum dxb
= 305x305, minimum dxb
= 76x76 mm
Rectangular maximum
dxb = 305x203, minimum
dxb = 76x51 mm
Round maximum diameter = 273, minimum diameter = 76 mm
b) Dimensions
In Sizer, square and rectangular sections are
represented as d x b x t using the nominal database values. Round HSS are
displayed as D x t where D is the nominal diameter. t is the wall thickness.
c) Grades
The database is organized into the following
four grades: G40.21 Class C, G40.21 Class H, ASTM 500 Grade C, ASTM A1085.
d) Omitted ASTM 500 Grade C Sections
For ASTM 500 Grade C, a section appearing on pages 6-108 to 6-117 in the steel handbook may be absent on pages 4-80 to 4-92. Since CISC has decided to omit some sections from their resistance tables we decided to do the same. This is only true for the following square and rectangular sections, respectively,
305x305x6.4 254x254x4.8 203x203x4.8 178x178x4.8 127x127x3.2
305x203x6.4
305x152x6.4 254x152x4.8 203x152x4.8 203x102x4.8 152x102x3.2 152x76x3.2
127x76x3.2
a) Material
Steel is added as a column material.
b) Strength
The Species
field is retasked as Strength and populated with grades from the database. Unknown is not an
option.
c) Shape
The Grade
field is retasked as Shape and includes Square, Rectangular, and Round. Unknown is not an
option.
d) Depth
The Width
field is renamed Depth and used to
store HSS depths. For round sections, it is called Diameter. It includes an unknown
field.
e) Width
The Depth
field is renamed Width and used to
store HSS widths. It includes an unknown field.
f) Thickness
The Spacing
field is renamed Thickness and
used to store wall thicknesses. It
includes an unknown field.
g) Disabled Inputs
The following inputs are disabled: Modification factors data group, Built-up members, Ke for lateral
support, Fixed and Free end conditions.
a) Design Criteria
Design values are compressive resistance Cr, tensile resistance Tr , shear resistance Vr,
moment resistance Mr. These are compared to the factored forces Cf,
Tf, Vf,
and Mf.
b) Design Procedures
The following S-16 design code clauses are
implemented
10.4.2 – Maximum
slenderness ratio
11.1 – Axial
and Flexural Classification
11.3 – Widths and thickness [used
for design]
13.2 – Axial Tension
13.3 – Axial Compression
13.4 – Shear
13.5 – Bending - Laterally supported members
13.6 – Bending
– Laterally unsupported members
13.8 – Axial
compression and bending
13.9 – Axial
tension and bending
c) Special Assumptions
The following assumptions about specific
provisions are implemented:
1 - 13.2 Axial Tension: it is assumed that the steel column is welded
to its bearing plate, thus there is no need to calculate a net area based on
the presence of bolt holes.
2 - 13.3 – Axial Compression: There are no round
HSS sections from the database that will buckle locally so 13.3.1 can be used.
3 - 13.3.5 – Compression members subjected to
elastic local buckling: We reviewed the
Cr values produced by 13.3.5 and found that for HSS sections the Cr
values from 13.3.5(a) are always within 1% of the values in the CISC Steel
Manual. The values calculated by 13.3.5(b), however, produce values that can
differ from -30% to 7% from those in the CISC Steel Manual. Thus, we will
ignore clause 13.3.5(b) and just use 13.3.5(a).
4 - 13.6 – Bending, laterally unsupported members:
As an upper limit, 13.6(b)(i) says to use 0.90* My
for class 3 and to use clause 13.5(c)(iii) for sections with a flexural class 4
flange. However, when loaded on the b face, there are no rectangular HSS
sections with a class 4 flange hence, 0.90*My will be used as the upper limit.
a) Analysis vs. Design
The design criteria listed above are shown in the Analysis vs. Design table, along with the design ratios for a passing design, i.e., Cf/Cr ≤ 1, Tf/Tr ≤ 1, Vf/Vr ≤ 1 and Mf/Mr ≤ 1.
For the Combined
criterion, the program shows the equations for all 3 relevant code clauses, 13.8.3(a),
(b), (c)) but only when a combined Cf and Mf
load combination governs.
b) Additional Data
In the Calculations
section, the program shows the following:
The axial classification if an axial
compressive load (Cf) is present.
The flexural classification if
bending (Mf) is present.
A table showing the values U1, ω1, Cr, and Mr for the governing load combination and for each each equation in 13.8.3(a), (b) and (c).
1. Component Additive Method for Joists and Walls (Feature 221)
The program now includes component additive method from NBC 2015 Division B Appendix D-2.3 for fire design of wood and steel framed walls, floors and roofs.
It calculates the fire-resistance rating of a framed assembly by adding the time assigned for the membrane such as gypsum wallboard on the fire-exposed side to the time assigned for the framing members and the time assigned for additional protective measures such as insulation.
a) Program Mode
The implementation is limited to Beam and Column Mode and is not included in Concept mode.
b) Materials
The method is applied to walls, floors and roofs. Allowable materials are lumber, MSR, MEL and for floors, I-joists. SCL and glulam are not allowable materials.
c) Inputs
Sizer’s Beam/Joist mode and Column/Wall mode include the below inputs when walls, roof joists, and/or floor joists are selected. There are numerous interdependencies in the inputs based on the combinations materials for which there are design values in Appendix D-2.3, and not all the choices listed below appear for each combination of inputs.
Unknown material means that the program selects the choice in the process of achieving a sufficient fire equal to or greater than the required duration.
i. Sheathing
Gypsum or Plaster. None indicates that CAM fire design is not to be performed.
ii. Gypsum Thickness
˝” (12.7 mm), 5/8” (15.9 mm), or (Unknown).
iii. Plaster Thickness
Unknown, and, for walls ˝” (13 mm), 5/8” (16 mm), ľ” (19 mm); for floors and roofs, ľ” (19 mm), (7/8”) 23 mm, 26 mm (1”)
iv. Insulation
Unknown, none,
Rock/slag fiber, Cellulose, Fibreglass.
v. Resilient metal channel spacing
Not used, 400, 600 mm
vi. Plaster Lath
Unknown, Gypsum,
Metal
vii. Concrete Topping
A checkbox for floors.
viii. Plaster Finish
Unknown, then several combinations of cement, lime, gypsum, sand, wood fibre, perlite, vermiculite.
ix. Wire Reinforcement
A checkbox when gypsum lath is used.
x. Metal Lath over Joints
A checkbox when gypsum lath is used.
xi. Exterior Wall
A checkbox for walls
xii. Non-load bearing
A checkbox for walls. When checked, load input is not available.
d) Design
Given the input parameters, a fire resistance rating is determined primarily using NBC Tables D-2.2.4. A-G.
When Unknown is selected for one or more inputs, a procedure cycles through the values to provide incremental increases in fire protection, giving preference to parameters with lower cost and/or commonly used materials, until the required duration is achieved.
e) Output
i. Materials Specification
The selected or designed fire protection parameters for the assemblage is shown in the Design Check output report in the section of the report that gives other details of the materials specification.
ii. Fire Design Results
In the Force vs. Resistance table, a line for Fire showing
the required duration, the actual duration, and the ratio between them is
shown. If the ratio is greater than one, the red failure warning message shows
the design criterion Fire.
iii. Design Note
A design note appears giving the general NBC reference, and a reference to provision for upper membrane provisions for floors and roofs, and an explanation of exterior membrane requirements for walls.
2. CSA O86 Annex B Fire Design (Feature 1)
The
program now implements fire design using CSA O86 Annex B.
a) Program Mode
O86 fire
resign is applied to Beam, Column and Concept mode.
b) Member Types and Materials
The method is applied to solid beams and columns composed of sawn lumber in timber
sizes, glulam, and SCL; and CLT floor, wall and roof panels.
Built-up
beams and columns are not included.
c) Choice of Glulam Fire Design Methods
For glulam members, there is a Design setting to allow you to choose between the existing NBC Appendix D-2.11 method and O86 Annex B method.
d) User Interface
The following inputs have been added to the Fire Design data group of Beam view.
i. Required Duration
The fire exposure duration t in CSA O86 which determines the extent of charring of the member.
ii. No. of Exposed Sides
A beam or column can be exposed on 0, 3, or 4 sides, CLT panel on 0 or 1. 0 sides exposure means that fire design is not applied. 3 sides means it is exposed on the top or bottom and both sides.
Future versions of the program will allow for 1- and 2-side column or beam exposure and 2-side CLT exposure.
iii. Fire Protection
This input to allows you to select from the fire protection choices in O86 B.8.1, or no protection at all. The choices for beams and columns are 1- and 2-ply ˝” and 1-ply 5/8” Type X gypsum wallboard. For CLT, 2-ply 5/8” wallboard is added.
e) Loads Analysis
Loads analysis is performed separately for fire design to generate forces and stresses from specified (unfactored) loads rather than the load combinations used for strength design.
Fire load combinations are generated from live, dead, and snow load types only. Wind and earthquake are excluded due to the low probability of fire occurring at the same time as a severe windstorm or seismic event.
As with ordinary design, load combinations are constructed with all subsets of the load types included.
f) Design
i. Char rate and depth
The program determines the reduced cross section for fire design by calculating the notional char depth from B.4.4 using the user input fire duration. Since this method is employed, corner rounding from B.4.5 will not be considered.
ii. Reduced section
Sizer will apply the char depth to reduce the section size by considering the number of sides exposed. It is assumed that for 3-sided exposure, one of the member widths, or “b” surfaces, is not exposed, and for 4-sided members, all surfaces are exposed.
iii. Fire Protection
Fire duration is reduced by the values given in B.8.1 for the protection method chosen.
iv. Zero strength-layer
The additional reduction in cross section due to the zero-strength layer in B.5.1 is applied.
v. Design Criteria
Sizer performs shear, axial, bending moment and combined axial and bending design on the fire-reduced section using the same provisions in CSA O86 as those for regular design.
vi. Modification Factors
As per B.3, the factors related to lateral support KL, CC, and KC are calculated using the fire reduced section, size factor KZ is calculated using the full section, duration factor KD factor is for short-term loads regardless of the loads on the member, system factor KH is 1.0, and the resistance factor φ is 1.0 rather than the usual 0.9.
The strength adjustment factor Kfi from B.3.9 will be applied to shear, bending, compression and tension strengths.
i. Fire Resistance Parameters
Under the specification of the beam or column materials, the program shows the user input fire endurance, the no. of exposed sides, and fire protection, if applicable.
ii. Design Results
In the table showing the design results for the various criteria, the program repeats the lines for shear, bending, axial, and axial + bending design under a subtitle “Fire”, giving the analysis value using fire loads analysis, resistance using reduced cross section, and ratio between them.
iii. Modification Factors
The FACTORS table of the Design Results has lines for Fv, Fb, Fc and Ft with the word (fire) beside them.
iv. Critical Load Combinations
The load combinations used for fire design will appear in the CRITICAL LOAD COMBINATIONS section if the Design Results, with the word (fire). These will just show 1.0 for all load factors.
v. Calculations
The CALCULATIONS section of the Design Results will show the following values: residual section size, char rate, Kfi factor, resistance factor φ, fire protection duration.
vi. Analysis Results
In the list of load combinations in the Analysis Results, the symbol (f) is placed beside fire load combinations.
F. Sloped Beam Loads Drawing (Feature 146)
The program previously did not show the slope of a sloped beam while in Loads view and drew the loads as if they were applied to a horizontal beam. Now, the drawing of loads faithfully reflects the direction and distribution of each load type on sloped members.
To preserve space to depict the loads, in the screen drawing, the angle that the beam is sloped is limited to 5 degrees, that is, any beam that is sloped more than 5 degrees shall be limited to 5 degrees.
In the printed output, the angle is limited to 30 degrees.
The depiction of notches is also adjusted for the 5- and 30-degree limitations.
For both sloped and non-sloped beams, if the beam depth exceeds 1/12 of the beam depth, the program limits the depiction of the beam to 1/12 of the depth. This ensures sufficient room is left for drawing of loads.
There are three categories of loads based on the direction of load relative to the beam, and the assumed distribution of force – projected or along the slope.
a) Dead-type Loads
The following load types are applied along the sloped member edge with arrows oriented vertically: Dead, Dead soil, Earthquake.
b) Live-type Loads
The following load types are applied along a horizontal projection of the member, with arrows oriented vertically: Live, Sustained Live, Snow
c) Wind Loads
Wind loads are applied along the sloped member with arrows oriented normal to the member.
The scales at the side are shown vertically regardless of the orientation of the member.
To conserve space, and unlike non-sloped members which have negative loads beneath the beam, negative loads are drawn above the beam in the same place as positive loads, but with the arrows reversed.
Loads are drawn for negative slopes, but these do not function as well as for the positive case and loads are sometimes slightly offset or intersect with the member. To rectify these problems, simply show the same positive slope as if you were viewing the beam from the other side.
This feature has also been implemented for the option of combining all loads of each type into a single graph for that type.
G. Bug Fixes and Small Improvements – Engineering Design
1. Shear Design for Oblique Members (Bug 3194)
For shear design, the program checked biaxial design for oblique members using the same formula as for non-rotated members, but a rigorous analysis considers the rotated shape of the member relative to the load.
The program now checks the shear stress against capacity in the x- and y- axis directions independently.
The actual critical shear stress occurs in another plane, and not necessarily perpendicular to the load, but due to the complexity of the calculations and the unlikeliness of shear design governing for oblique members, the program does not attempt to determine the critical shear plane. Instead it issues a design note cautioning you that the maximum shear is not one of the shear components shown.
2. Weak-axis Glulam Shear Design (Bug 3115)
It has been corrected, and the program now treats the y-direction as a built-up system as per 7.5.3, using the technique described in Bug 3194 immediately above.
3. Slenderness Factor for Weak Axis KL Factor Calculations (Bug 3257)
The program did not take into account the different b and d values for weak axis design in the equation for slenderness factor for RB = (d / b^2) ^ 0.5. For materials other than glulam, it applies the slenderness factor calculated for the strong axis to the weak axis. For glulam, it applied a factor of 1.0 to the weak axis without checking if a calculated factor is needed.
This applies to both oblique angle beams and columns loaded on the d face.
4. KL and KH factors for Oblique Angle Moment Resistance Mry (QA Items 75a and 76)
The program was applying the system factor KH and lateral stability factor KL calculated for the x-axis bending moment Mrx to the y-axis Mry. This has been corrected. Note that the KH factor differs for the y-axis because glulam beams are designed as built-up sawn members on the y-axis as per 7.5.3.
5. EI And Esi Values Reported for Weak Axis Glulam (Bug 3133)
For a glulam beam loaded on an oblique angle, the modulus of elasticity Esy in the additional data section of the design results and the stiffness Eiy in the calculations section are based on the E of the glulam member, but should be based on the E of a No.2 D.Fir-L. Design for glulam members loaded on the weak axis considers the member as a multi-ply sawn member according to O86 14 7.5.3.
This is a display issue only and the values used to determine deflections are correct.
6. Lower Limit on Tension Notch Shear Strength (Bug 3317)
The specified notch shear force resistance ff in O86 7.5.7.4.2 for glulam design at tension notches has a lower limit of 0.9 MPa, which was not being implemented by Sizer. As a result, the program could significantly underestimate shear strength at tension side notches. This has been corrected.
7. Top Edge Notches Outside of Design Span (Bug 3156, 3174)
8. Selection of Glulam Compression Notch Shear Criteria (Bug 3316)
For glulam compression notch design, the program was sometimes selecting the equation in O86 7.5.7.3 (b) for unsupported notch length ec < member length d, when it should be selecting 7.5.7.3 (b) for ec > d. This has been corrected.
9. Beam and Stringer y-Axis Wide Face Factor (QA Item 85)
For weak axis design, the factor of .88 for bending moment strength fb from O86 Table 6.3.1C for beam and stringer sizes loaded on the wide face for Select Structural species was also being applied to No 1. And No 2., when 0.77 should have been applied. This has been corrected.
10. KZ Factor for Beam and Stringer Sizes Loaded on Wide Face (QA Item 108)
The factor of .77 or .88 from O86 Table 6.3.1C for beam and stringer sizes loaded on the wide face was applied to the size factor KZ instead of directly to the specified bending strength fb. This only affected the values of fb and KZ displayed, and had no effect on design.
11. Glulam Shear Factor Cv for Partial Loads (Bug 3270)
Starting with version 8.2, the calculation of the shear value Cv in O86 7.5.7.5 did not consider the start and end of partial loads as "abrupt changes" for which to construct segments in the calculation procedure. This results in conservative Cv factors; in the extreme case of just one narrow partial load, a Cv close to that for uniform loads (3.69), when it should be close to the factor for a point load (2.46)
Note that this affected only the method for calculating shear from 6.5.7.2.1 (a) for beams greater than 2.0 m in volume (which is optional for those less than 2.0 m, and not used for columns). It has been corrected.
12. Crash for Glulam Beams with Load Sharing (Bug 3308)
Starting with version 9.3, the program crashes when designing a glulam beam with load sharing active. This has been corrected.
13. Long-term KD Factor for Automatic Self-weight (Bug 3260)
14. SCL Design Notes (QA Item 66)
The following changes have been made to design notes regarding SCL materials:
a) Apparent MoE
A note indicating that apparent modulus of elasticity is used, which incorporates the affect of shear deflection.
b) Preliminary Design and Size Factors
Notes about preliminary design and about size factors varying from one manufacturer to another have been removed, as they were made when the SCL files provided were not proprietary
c) Member Types
In all notes, the word BEAMS: has been removed as SCL materials are now applied to all member types.
d) LP Materials
In note for the LP material, the sentence about dry service conditions, etc., has been removed, as this is stated elsewhere.
e) Service Conditions, Treatment, and Notches
The note about service conditions, treatment, and notches is now formatted in point form, as it was intended and is in the original ASCII output report.
f) Built-up Materials
The note for built-up beams now mentions side loading, and the first word is capitalized.
H. Bug Fixes and Small Improvements – Loads Analysis
1. Controlled Fluids vs. Liquids in Tanks (Change 217)
2. Companion Load Factor for Liquids in Tanks (Bug 3237)
The ULS companion load factors for snow and live loads from CSA O86 14 Table 5.2.4.1 combinations 2 and 3 changed to 1.0 from 0.5 in O86-09 4.2.4.2, however in Sizer the sustained live load due to liquids in tanks was not changed and remained 0.5. This has been corrected.
These load combinations involve live, dead and snow loads.
Note that SLS factors did not change, and the 0.5 used for sustained live load serviceability factor is still correct.
Note that the same factor is listed in NBC 2015 Table 4.1.3.2-A.
3. Wind Uplift Load Factor for Self Weight in Factored Reaction (Bug 3134)
If the critical load combination for uplift loading was not the same as that for downward bearing, the program was using 1.0 as the self-weight component of the uplift load combination rather than the correct 0.6. This has been corrected.
4. Bending Moment Values in Analysis Diagram at Points of Interest (Nordic Bug 50)*
The bending moment analysis diagram was showing results for the critical load combination, rather than the load combination selected, at user-entered points of interest. This has been corrected.
I. Bug Fixes and Small Improvements – Input and Program Operation
1. Stud Spacing Input when Typed In (Bug 3313)
When wall stud spacing is typed in rather than entered, or the delete or backspace key is used, the numbers appearing are not those typed in an erratic and unpredictable fashion. This has been corrected.
2. Default Pattern Load for High Slope Roofs (Bug 3179)
3. Fire Resistance Rating Default in Design Settings (Bug 3222)
The selection of Fire resistance rating in the Design Settings had no effect. It was supposed to set the value in Beam View for new files to the value chosen in the Design Settings, but this does not happen. This has been corrected for the renamed Default Required Duration setting
4. Fire Resistance Rating Checkbox in Design Settings
The Fire resistance
rating in the Design settings which enables fire design has been removed
from the program because as it was not evident to users and the No of sides exposed in Beam view can be
used for this purpose.
5. Update of Deflection Limits (Bug 3126)
6. Organization and Wording of Column Lateral Support Inputs (Changes 207,208)
Lateral Support Spacing for KeL has changed to Lateral support spacing, as these inputs are also used for lateral stability calculations. (The upper-case S’s were removed for consistency with all other inputs.)
As the End conditions are not only used for lateral support, but also affect how the beam is analysed, these inputs are placed outside the Lateral support box.
7. Lateral Support Nomenclature (Change 211)
For column lateral support input, the term unbraced has changed to at ends, for consistency with at supports for beams and because the column is in fact braced at the ends.
8. Crash for Disabled Built-up Column Database (Bug 3102)
When the built-up lumber column database file was disabled
in Database Editor, the program would crash upon design of an oblique angle
glulam beam or a glulam column loaded on the d-face.
The built-up column database is required for Sizer’s implementation of glulam
design according to CSA O86 7.5.3, which specifies that glulam loaded parallel
to the laminations be designed as a built-up beam.
A message is now displayed that design is not possible because of the missing
column database file.
9. Joist/Stud Spacing Update on Change of Units (Bug 3309)*
10. Moving Concentrated Live Loads Nomenclature (Bug 3268)
The word Moving has been removed from Add moving concentrated live load in load input view and anywhere else it appears in the program. NBC 4.1.5.9 does not refer to these loads as "moving", only “concentrated”, and the term "moving" loads ordinarily refers to vehicular loads on bridges, trestles etc., not concentrated occupancy loads examined at different locations on a member.
11. Diagrams Toolbar Button (Change 222)
12. Spelling of e.g. in Format Settings (Change 194)
In the list of imperial formatting choices in the Format settings, the examples were prefaced by "eg." rather than "e.g.", the correct spelling, which is now used.
J. Bug Fixes and Small Improvements – Graphics
1. Dimension Overlap for Short Cantilevers (Bug 3247)
For short cantilever spans, the design span dimension values shown below the beam overlapped, rendering them unreadable. Now, for beams with end spans less than 1/10 the length of the beam, the rightmost dimension is offset downwards to be visible, and for left end spans, the "0" is not shown.
2. Load Envelope for Joist and Wall Area Loads (Bug 3320)
For joists and wall studs, the magnitudes of area loads shown in the Load Envelope drawing of the Analysis diagrams were incorrectly multiplied by a factor equal to the joist spacing in the unit system chosen, e.g. 400 for metric or 16 for imperial. This has been corrected.
3. Load Face Shown on Column Loads View Drawing (Bug 3155)
In column load view, the program displayed b beside the loaded face of the member regardless of whether it is loaded on the b- face or d-face according the Load Face input in column view. This has been corrected and d is shown for d-face loading.
4. Span Precision in Beam Drawing (Change 205)
The number of decimal places shown on the beam drawing has been increased from one to two decimal places for inches and from two to three decimal places for feet, so that 1/4' appears as 0.25" rather than 0.3". For feet output, a value like 3.5" will appear as .292 rather than .29. This change has been applied to the drawings in both Beam view screen and in the Design Check output.
5. Text Offset of Column Dimension Lines (Change 195)
For the lines dimensioning columns, the text was not drawn in the middle of the dimension line, but was spaced away from the line. Now the text is drawn in the middle of the line.
6. Truncation of Zeroes for Zero Moment Point (Change 201)
In the Analysis diagram, the zero moment and zero shear locations were truncated to show whole numbers like 3 rather than 3.00 as is shown for all other points. This has been corrected.
K. Bug Fixes and Small Improvements – Output
1. Fire-exposed Faces in Design Check Report (Change 206)
Under the materials specification in the Design Check Output, the program now indicates which faces are exposed to fire, rather than just indicating 3 or 4 faces are exposed.
For beams, it now shows Exposed top or bottom and sides instead of 3 sides, and Exposed all sides instead of 4 sides.
For columns, it shows Exposed on two d-faces and one b-face instead of 3 sides, and Exposed all faces instead of 4 sides,
Note that this is just a temporary measure, and we intend to implement a new feature allowing you to control what surfaces are exposed to fire, and the descriptions will change again at that time.
2. Clear spans in Design Check Output (Change 204)
The program now shows the length of each clear span in the Design Check output report next to the total beam length, as this information does not appear in the diagram in this report.
3. Irrelevant Ke x L and Load Face in Design Check (Change 209)
Under the materials specification of the Design Check report, the Ke x L values have been removed for tension and lateral-only design, for which they are irrelevant, and the load face has been removed for pure axial design for the same reason.
4. Built-up Beam Design Width Setting Output (Change 210)
In the CALCULATIONS section of the Design Check output, the program now shows the design setting choice of whether single-ply or full member width for built-up members was used for beam stability calculations.
5. Passing Design Note (Change 218)
A note saying This section PASSES the design code check is now shown in the Design Check output for passing designs.
6. Reporting of System Factor KH for Oblique Angle Beams (Bug 3258)
For oblique angle beams, in the Factors table of the Additional Data, the system KH factor for the weak axis (y) direction is given as 0.0, when it should be the value of the factor, which is at least 1.0. This was a reporting bug only, as KH is correctly incorporated into the design strength.
This did not occur for weak-axis columns loaded on the d face, and has been corrected.
7. Bearing Width and Length in Oblique Angle Note (Bug 3197)
8. Nr Bearing Output for Sloped Beams (Change 213)
The Nr for compressive resistance at an angle to the grain value in the Bearing output for sloped beams showed the stress in MPa or psi instead of force units like kN or lbs, but the Nr in O86 6.5.8 is in force units. As the same value in force units is already shown in the Resistance | Joist/Beam field, the Nr line has been removed.
9. Custom Design Notes in Design Summary and ASCII Design Check (Bug 3280)
Custom design notes entered in the Design Notes settings only appear in the Enhanced (graphical) Design Check, and not in the Design Summary for unknown section nor in the ASCII version of the Design Check.
10. Persistence of First Custom Design Note in Settings (Bug 3279)
11. Force Units for Concentrated Loads (Change 199)
In the loads tables, "plf" and "kN/m" were appearing as the units for concentrated loads rather than "lbs" and kN. This has been corrected.
12. I-Joist Composite EI Nomenclature (Change 196)
In the Calculations section of the Additional Data output, the term EIcomp has been changed to EIeff. This confused some users, because although the I-joist composite action is just a 10% approximation, the true calculations using the McCutcheon method use EIeff for the resultant stiffness, and EIcomp is an intermediate calculation.
13. KD Factors in Analysis file for Steel Beams (Change 216)
The program was outputting the section of the Analysis output for KD factors when steel beams were designed, even though they are for wood design only. It has been removed for steel beams.
All instances of the duration factor KD being presented in the program output as Kd have been changed to KD. These appear in the Design Check output and the Analysis results.
15. Analysis vs. Design Table Spacing (Change 197)
In a few places, items in the Analysis vs. Design table which were not indented consistently were adjusted.
16. Design Code Reference in Lateral Stability Note (Change 212)
In a Design Note regarding lateral stability, the program referred to CSA O86 5.5.4.2.1 for the O86-14 design option, but it should be 6.5.4.2.1. This has been corrected.
17. Design Ratio Output Alignment (Change 200)
The alignment of the Design Ratio output in the Design Check report for percentages greater than 100% has been improved.
18. Bearing Design Ratio Nomenclature (Change 202)
The term Anal/Des in the Bearing and Reactions table has been replaced with Des. Ratio
19. Lateral Stability Units in Output (Bug 3120)
In Column Mode Design Check output the Ke x ld value for lateral stability showed inches as the unit, although the value was in feet. This has been corrected.
20. Loads Note Font (Change 215)
The note for importance factor appearing below the loads table should is no longer in fixed pitch font.
21. Custom Sizes Message Formatting (Change 219, 221)
Several warning messages in the Design Check output regarding custom sizes had inconsistent capitalization and missing spaces, and have been corrected.
Index to Changes
for Sizer 10:
The links below lead to descriptions of the changes to WoodWorks Sizer for Version 10:
A. NBC 2015, CSA O86-14 Updates 1 and 2, and S16-14
1. Choice of Design Codes and Standards
B. Cross-Laminated Timber (CLT) Design
2. User Input – Beam and Column View
C. Beam and Joist Hanger Database and Design
3. Steel Strengths and Modulus of Elasticity
1. Component Additive Method for Joists and Walls (Feature 221)
2. CSA O86 Annex B Fire Design (Feature 1)
F. Sloped Beam Loads Drawing (Feature 146)
G. Bug Fixes and Small Improvements – Engineering
Design
1. Shear Design for Oblique Members (Bug 3194)
2. Weak-axis Glulam Shear Design (Bug 3115)
3. Slenderness Factor for Weak Axis KL Factor
Calculations (Bug 3257)
4. KL and KH factors for Oblique
Angle Moment Resistance Mry (QA Items 75a and 76)
5. EI And Esi Values Reported for Weak Axis
Glulam (Bug 3133)
6. Lower Limit on Tension Notch Shear Strength (Bug
3317)
7. Top Edge Notches Outside of Design Span (Bug 3156,
3174)
8. Selection of Glulam Compression Notch Shear
Criteria (Bug 3316)
9. Beam and Stringer y-Axis Wide Face Factor (QA Item
85)
10. KZ Factor for Beam and Stringer Sizes
Loaded on Wide Face (QA Item 108)
11. Glulam Shear Factor Cv for Partial
Loads (Bug 3270)
12. Crash for Glulam Beams with Load Sharing (Bug
3308)
13. Long-term KD Factor for Automatic
Self-weight (Bug 3260)
14. SCL Design Notes (QA Item 66)
H. Bug Fixes and Small Improvements – Loads Analysis
1. Controlled Fluids vs. Liquids in Tanks (Change 217)
2. Companion Load Factor for Liquids in Tanks (Bug
3237)
3. Wind Uplift Load Factor for Self Weight in Factored
Reaction (Bug 3134)
4. Bending Moment Values in Analysis Diagram at Points
of Interest (Nordic Bug 50)*
I. Bug Fixes and Small Improvements – Input and
Program Operation
1. Stud Spacing Input when Typed In (Bug 3313)
2. Default Pattern Load for High Slope Roofs (Bug
3179)
3. Fire Resistance Rating Default in Design Settings
(Bug 3222)
4. Fire Resistance Rating Checkbox in Design Settings
5. Update of Deflection Limits (Bug 3126)
6. Organization and Wording of Column Lateral Support
Inputs (Changes 207,208)
7. Lateral Support Nomenclature (Change 211)
8. Crash for Disabled Built-up Column Database (Bug
3102)
9. Joist/Stud Spacing Update on Change of Units (Bug
3309)*
10. Moving Concentrated Live Loads Nomenclature (Bug
3268)
11. Diagrams Toolbar Button (Change 222)
12. Spelling of e.g. in Format Settings (Change 194)
J. Bug Fixes and Small Improvements – Graphics
1. Dimension Overlap for Short Cantilevers (Bug 3247)
2. Load Envelope for Joist and Wall Area Loads (Bug
3320)
3. Load Face Shown on Column Loads View Drawing (Bug
3155)
4. Span Precision in Beam Drawing (Change 205)
5. Text Offset of Column Dimension Lines (Change 195)
6. Truncation of Zeroes for Zero Moment Point (Change
201)
K. Bug Fixes and Small Improvements – Output
1. Fire-exposed Faces in Design Check Report (Change
206)
2. Clear spans in Design Check Output (Change 204)
3. Irrelevant Ke x L and Load Face in Design Check
(Change 209)
4. Built-up Beam Design Width Setting Output (Change
210)
5. Passing Design Note (Change 218)
6. Reporting of System Factor KH for
Oblique Angle Beams (Bug 3258)
7. Bearing Width and Length in Oblique Angle Note (Bug
3197)
8. Nr Bearing Output for Sloped Beams
(Change 213)
9. Custom Design Notes in Design Summary and ASCII
Design Check (Bug 3280)
10. Persistence of First Custom Design Note in
Settings (Bug 3279)
11. Force Units for Concentrated Loads (Change 199)
12. I-Joist Composite EI Nomenclature (Change 196)
13. KD Factors in Analysis file for Steel
Beams (Change 216)
15. Analysis vs. Design Table Spacing (Change 197)
16. Design Code Reference in Lateral Stability Note
(Change 212)
17. Design Ratio Output Alignment (Change 200)
18. Bearing Design Ratio Nomenclature (Change 202)
19. Lateral Stability Units in Output (Bug 3120)
20. Loads Note Font (Change 215)
21. Custom Sizes Message Formatting (Change 219, 221)
1. Update of Span Length and Column Height after Unit
Change (Bug 3118)
2. Lamination Width for Weak Axis Glulam Size Factor
(Bug 3114)
1. Column Mode End Fixities Button Operation (Bug
3113)
2. Column Load Face Button Operation for Pop-up Loads
Window (Bug 3087)
3. Reporting of KH and Kzb
Factors for Weak-axis Glulam (Bug 3109)
4. Self-weight of Custom Built-up Beams in Bearing
Reaction Diagram (Bug 3098)
5. Point Load Location Unit in Analysis Results (Bug
3086)
Note that this service release also includes the change
listed for version 9.3.1, which was a hot-fix version distributed
only to the users who reported the problems. The most serious issues addressed
with this service release are in fact the changes listed under 9.3.1.
1. Update of Span Length and Column Height after Unit Change (Bug 3118)
Starting with version 9.3, after changing unit system between metric and imperial in either direction, the program did not immediately update the following inputs to show the new units and dimensions in those units: the span length in both the input field and span list, the column height, and the text showing in. or m after these inputs.
After exiting beam or column view and returning, the inputs were properly updated. This has been corrected and the program again updates immediately after changing unit system.
2. Lamination Width for Weak Axis Glulam Size Factor (Bug 3114)
In determining the size factor Kzb for glulam members loaded on the d-face (weak axis design), so that according to O86 7.5.3 they are treated as a built up system of sawn lumber members, the program now uses the lamination width as the long dimension of the member cross section in O86 Table 6.4.5 . Previously it was using the full width of the glulam layup.
The lamination width is used because the factor Kzb is due to the probability of imperfections in wood members of various sizes, which in this case is the individual lamination.
1. Column Mode End Fixities Button Operation (Bug 3113)
Starting with version 9.3, when selecting Fixed bottom end conditions in Column view, both Fixed and Pinned would appear to be selected, and the actual end fixity would remain as pinned. The Free option would not become available for the top fixity. The effect was to restrict the fixity options to pinned-pinned. This has been corrected and all fixity choices are again available.
2. Column Load Face Button Operation for Pop-up Loads Window (Bug 3087)
When loads input view was shown in a pop-up window, and the column load face d was selected, both the d and b faces appeared to be selected and the actual load face would remain as b. The effect was to render it impossible to change from the b load face to d.
Note that if you were to show the Load view in a docked window, then return to a pop-up window, the problem was resolved.
3. Reporting of KH and Kzb Factors for Weak-axis Glulam (Bug 3109)
For glulam members loaded on the weak (y) axis, the system factor KH and size factor Kzb reported in the FACTORS table of the Additional Data section of the Design Check output were those for glulam member loaded in the x-direction, rather than the constituent sawn lumber members loaded as if they were in x-direction (y-axis glulam beams are designed as a sawn lumber built up beam, as per O86 7.5.3.) This has been corrected and the sawn lumber factors are now shown.
4. Self-weight of Custom Built-up Beams in Bearing Reaction Diagram (Bug 3098)
The bearing reactions shown in the Analysis diagrams for built-up beams made with custom sections, that is widths or depths not from the standard database, included the self-weight of the entire member multiplied by the number of plies, so that it was too large by self-weight x (n-plies - 1) .
This problem was a display issue only and did not affect bearing design, and has been corrected.
5. Point Load Location Unit in Analysis Results (Bug 3086)
If a point load was added after any UDL, partial UDL or partial area load, the start location of the point load was displayed as millimetres or inches, rather than meters or feet. This has been corrected.
2. Design Code Clause References
2. Glulam Shear Case (a) vs. Case (b)
3. Axial Compression Design for Built-up Members
4. Lateral Stability and KL Factor
5. Modification Factors in Additional Data for Sawn
Lumber Shear at Notch (Bug 3062)
6. Notification for No Vibration Design (Bug 3004)
7. Built-up Weak Axis Sy and Iy
(Bug 2984)
8. Crash for Beams with Left End Cantilever and Right
End Notch (Bug 3033)
9. Volume Output for Steel Beams (Change 182)
10. Bearing Load Combination Output at the Free End of
a Cantilever (Change 184)
11. Line Break in Built-up Design Note (Change 190)
3. MSR and MEL Size Factor for Tension (Bug 2987)
4. System Factor for Versalam LVL (Bug 2974)
5. Customized SCL E05 Value (Bugs 3048,
3049)
6. E Value for 24f-EX Douglas fir - Larch Columns (Bug
3081)
7. Erratic Behaviour For D.Fir No.2 Rough Timber
Beam/Stringer Sizes (Bug 3064)
8. I-Joist EI value shown in Calculations Output (Bug
2983)
D. Load Distribution and Analysis
1. Transfer of Uplift Loads in Concept Mode (Bug 3021)
2. Column Bearing Loads on Beams Exported from Concept
Mode (Bug 3023)
3. Concentrated Live and Snow Loads come directly from
Exterior Surface (Bug 3080)
4. Maximum Shear in the Span of Member Warning (Bug
2172)
5. Zero Moment Points in Diagram (Change 180)
6. Self Weight Factor for Reactions on Unloaded
Supports (Bug 3059)
7. Trapezoidal and Triangular Load Distribution Input
(Change 181)
2. WoodWorks Sales and Technical Support Contact
Information (DO Change 6)
3. Groups Dialog for Medium and Large Display Size
(Bug 3017)
4. Settings Input Dialog for Medium and Large Display
Size (Bug 3067)
5. Load View Pop Up Window Operation (Bug 2975)
6. Default I-Joist Database File (Bug 2969)
7. Crash on Opening Files with Discontinued Materials.
(Bug 3052)
8. Reset Original Settings for Unit System Setting
(Bug 3072)
9. Parentheses in the Help About box (DO Change 7)
10. Filename in Title Bar for Design Check (Change
187)
11. Steel Design Code in Program Information
13. Apply Button in Settings Dialog (Change 192)
The program now implements the new CSA O86-14 Engineering Design in Wood Standard. As the National Building Code referencing CSA O86-14 is not yet released, and provincial building codes have not yet mandated the use of O86-14, the program also allows you to continue using CSA O86-09.
a) Input
i. Design Code Selector
A drop list box called Design Code has been added to the Design settings, with the choices
CSA O86-09/ NBC 2010
CSA
O86-14/ NBC 2010
ii. Reorganization
This input form has been reorganized to group everything that can change based on the selection of design code edition in one box. Thus, what was previously in the Modification Factors group has been moved into an expanded Design Code Options group.
b) Output
At the head of the Force vs. Resistance table, it now says …using CSA O86-09 or …using CSA O86-14, as the case may be.
c) Program Information
It shows the edition of the O86 currently being used, and the fact that it is the May 2014 printing of the CSA O86-14, in the About Sizer box accessed from the Help menu and in the Building Codes box accessed from Welcome Box. In the main body of the Welcome box, it indicates that either of these codes can be used.
2. Design Code Clause References
a) Update to O86 2014
The references to the CSA 086 design code clause numbers in the input forms and screen messages, and in warnings, design notes and other program output, have been updated to show the 2014 edition clause numbers when CSA O86-14/ NBC 2010 is chosen as the design setting. It continues to show 2009 edition numbers when CSA O86-09/ NBC 2010 is chosen.
b) Consistent Formatting
The notes and messages were changed to consistently not include “CSA”, always include “O86”, and not include the edition year (“-09” or “-14”). The details about the design code being used are shown prominently elsewhere in the input and are not needed with every note and message.
In the course of this work minor syntactical corrections were made to a few notes and messages.
c) On-line Help
The on-line Help in the new Web Help format has been updated to refer to the CSA O86-14 design code clauses. The older Help format is also included in the installation to allow you to use Help that references O86-09.
For Design Office installations of Sizer, the on-line 2014 edition of CSA O86 in .pdf form has been made available. Refer to the Design Office Read me file for details. This feature is not available to Stand-alone Sizer users.
The remainder of the changes described in this section occur when CSA
O86-14 is selected as the design code
edition in the Design Settings.
The following changes have been made to the load combinations used in the program due to changes in O86-14 5.2.4.1 as compared to O86-14 4.2.4.1. These changes apply to ultimate limit states only; serviceability load combinations have not changed.
a) Companion Load Factor for Snow and Wind
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, has changed from 0.5 to 1.0.
Note that this is done for snow loads when sustained live loads are also combined with the live load, or when they constitute the principal live load.
It is done for both uplift (0.9D) and gravity (1.4D) combinations.
b) Sustained Live Load due to Storage and Equipment
The companion load for live loads due to storage for load combinations 3 and 4 has changed to be 0.5 more than the usual live load companion factor. The effect of this is to have increased this factor from 1.0 to 1.5 for load combination 3. For load combination 4, it remains at 1.0. So, for principal snow loads combined with storage, equipment loads, the sustained live load factor is now 1.5 rather than 1.0.
Because the sustained live companion factor is now
different for load combinations 3 and 4, the Sustained live loads due to… input now shows 1.0 or 1.5 as the companion factor, rather than just 1.0.
The program implements the changes to glulam shear resistance calculations from O86-14 7.5.7 as compared to O86-09 6.5.7. Some of the changes involve only nomenclature, the form of the equations used, and a re-organization of the design code clauses, rather than substantive changes to the design calculations. The program input and output have been changed to reflect the new nomenclature, and wherever necessary design calculations have been updated, as described below.
a) Case (a) Notch Factor
For beams that are notched, the notch factor has been removed from Case (a), so that for beams for which that case is used, a notch factor is no longer applied.
Note that Case (b) no longer explicitly contains a notch factor, but the expressions for the notch factor from 6.5.7.2.2 have been incorporated into the equations for shear resistance at notch locations from 7.5.7.3 and 7.5.7.4 for compression-side and tension-side notches respectively.
b) Case (a) vs. Case (b) Analysis for Compression Side Notches
The expressions in O86-14 7.5.7.3 for shear resistance at compression side notches are identical to Case (b) equation from O86-09 with the notch factor from 6.5.7.2.2 included. However, the reorganization of these provisions changed the requirements as to application of Case (a) vs. Case (b) as follows:
i. When Case (a) Analysis is Required
For O86-09, if the beam was greater than 2 m3 in volume or if you chose in the Design Settings to use Case (a) instead of Case (b), at a support notched at the compression edge the program would use only Case (a), which for -09 included a notch factor.
For O86-14, the program must use the notch-specific expressions from 7.5.7.3, which are the equivalent of the O86-09 Case (b) with the notch factor KN. Thus the program must run through the Case (b) analysis at notch locations when previously it didn’t.
Note that even when each support is notched, Case (a) is still evaluated because there are non-notched locations on the beam, and Case (a) is independent of the location of the maximum shear force on the beam.
ii. When Case (b) if Advantageous is Selected
For compression-side notches, if you select in the Design Settings to use Case (b) only if it provides and advantage over Case (a), the program uses the notch-specific expressions in O86-14 7.5.7.3 even if they do not provide an advantage over Case (a). For O86-09 the program does not use Case (b), which is equivalent to the equations in O86-14 7.5.7.3, unless they provide an advantage, that is, the design ratio for Case (b) is less than that for Case (a).
Note that for O86-14 tension-side notches and non-notched locations, the program behaves as the CSA O86-09 option does; it chooses the most advantageous of Case (a) and Case (b) rather than the worst of these cases.
iii. Case (b) Analysis is Selected
If you specify that Case (b) is to be used, then uses the notch-specific equations at notch locations and Case (b) analysis only at other locations. This is equivalent to the behaviour for O86-09.
c) Tension Side Notches – Longitudinal Shear Resistance
i. Notches Extending Less than Distance d from Support
The shear resistance for notches which extend less than a the beam depth d from the inside face of the support will now be analysed as if there was no notch, as per O86 7.5.7.4.1. Case (a) and Case (b) analysis is applied without reduction in net section area or application of a notch factor.
ii. Notches Extending Greater than Distance d from Support
For notches which extend greater than a distance d from the inside face of the support are analysed using Case (a) and Case (b) analysis, for each of them using the net area of the member with notch material removed as per O86 5.3.8.1. This is equivalent to using a factor 1 – dn/d rather than (1 – dn/d )2 used for O86-09, so the effect is a greater reduction in shear strength than previously.
Although O86 7.5.7.4.1 does not explicitly address notches which extend greater than d WoodWorks has been informed by the Canadian Wood Council that the use of O86 7.5.7.2 with net area is intended, and that a clarification stating so will be published in a future revision to the CSA O86.
iii. Case (a) vs. Case (b) Analysis
Since O86 7.5.7.4.1 refers to 7.5.7.2, the Design Settings regarding use of Case (a) vs. Case (b) are respected; in particular you can select whether to use the most advantageous of Case (a) and Case (b). This does not represent a change from O86 09, but it is now different than for compression notches. For compression notches, the worst case of Case (a) and the notch-specific equations that are equivalent to O86-09 Case (b) is always used.
iv. Output
In the line of the CALCULATIONS section of the Additional Data which indicates whether Case (a) or Case (b) was used, if longitudinal shear for a tension-side notch governed, the words via 7.5.7.4.1 are added, followed by either using gross area An or using net area Ag according to whether the notch extends more than a distance d from the support.
d) Tension Side Notches – Fracture Shear Resistance
The program now implements the new provision from 7.5.7.4.2 for fracture shear resistance Fr at tension-edge notch locations. It calculates both Fr and longitudinal shear Vr, as described above, and uses the most critical case for design of the beam. Fr is compared with the local maximum shear, not the shear-at-distance d, as per O86 7.5.7.4.1.
i. Area A
The section area A used is the gross area Ag, not the net area.
ii. Notch Factor KN
The
calculation of KN in 7.5.7.4.2 is identical to the one used for
tension side sawn lumber notches from O86-14 6.5.5.3, except that the widest
lamination width is beff is used
in place of b.
iii. Effective
Width beff
The lamination width used for beff is the one input in Beam view, which was previously used to calculate the Kzbg factor (O86-14 7.6.7.5.1).
Note that
checkbox indicating that beam width be used is active
only for unknown section size. This is because there are
glulam beams manufactured such that you do not know what sizes of lamination
widths have been used. The beam use of
the beam width in this case is conservative for KN for this as it is
for Kzbg
The label
for this checkbox has been modified to indicate that it applies to both Kzbg and notch Ff value.
iv.
Service Factor KStp
Note that a service factor KStp
is defined for this purpose, and it is
different than the usual service factor for longitudinal shear Ksv, that is used for all other shear design
checks. It is 0.85 instead of 0.87 for wet service conditions and appears in
the FACTORS table of the Additional Data output.
v. Output
If there is a tension-side notch at the critical location
on the beam for shear design, a new line in the Force vs Resistance Table shows
Fr, Vf, and the ratio between them. A line has been
added to the FACTORS table starting with the symbol Ff showing factors for KH, KD,
KT, KStp and KN..
If a fracture shear resistance governs at a tension notch, the line in the CALCULATIONS section saying which of Case (a) and Case (b) governs is not shown. Case (a) and Case (b) are still output in the Analysis vs. Design table, with both design ratios shown. (This is in contrast to the situation whereby Case (a) or Case (b) governs, when only the ratio for the case used is shown)
e) Other Output Changes
i. Design Cases in Analysis vs. Design Table
In the Analysis vs. Design Table, where it used to say Shear (a) and Shear (b), it now gives the exact design code clause reference. For no notches or for tension side notches, it shows Shear 7.5.7.2a and/or Shear 7.5.7.2b. Whether it shows 7.5.7.2a and 7.5.7.2b or just one of them depends on the choice in the Design Setting regarding Case (a) vs. Case b analysis.
Tension notches
also show a line for fracture shear starting with Shear 7.5.7.4.2
. Tension notches also indicate in the CALCULATIONS section that 7.5.7.2a
or Shear
7.5.7.2b are via 7.5.7.4.1.
For compression side notches, the table shows Shear 7.5.7.2a and/or Shear 7.5.7.3a or Shear 7.5.7.3b, depending on which of the latter two apply. Whether Shear 7.5.7.2a is shown depends on the Design Setting regarding Case (a) vs. Case (b) analysis.
ii. Vr vs. Wr Notation
In the Analysis vs. Design table, the notation Vr from O86-09 6.5.7.2.1(a) has been changed to Wr from O86-14 7.5.7.2a.
iii. KN in Additional Data
The KN factor has been removed from the Additional Data table, and replaced with a dash ( – ) for all cases except the new fracture shear check at tension notches from O86 7.5.7.4.2, described above. For Case (a) analysis, the calculation of KN has been removed; for Case (b) and all other notch-specific cases, what was formerly KN has been incorporated into the equation for shear resistance Vr.
iv. Unsupported Length Nomenclature
The symbol e representing unsupported length for compression side notches has been changed to ec in the CALCULATIONS section of the Additional Data section, in conformance with a change of notation from O86-09 6.5.7.2.2(b) to O86-14 7.5.7.3.
Because I-joist bearing design procedures are highly proprietary and included in customized versions of Sizer, the program does not implement the new Reaction Resistance provision from O86-14 15.2.3.5. A line has been added to the Reactions and Bearing table indicating that reaction resistance is not considered.
The following problems relating to bearing design have been corrected:
a) Required Bearing Length for Reduced Bearing Width (Bug 3056)
When the bearing width is set to a value other than the beam width, the program designed minimum required bearing lengths that become increasingly large from the leftmost support to the rightmost, even when the reactions at these supports are the same and the program should design the same minimum required bearing length at each support.
These required bearing lengths appear in the reactions and
bearing table, and when bearing length is unknown, they affect the designed
bearing length that is also shown in that table and in the beam drawing. They
also affect the determination of design span if it is unknown and notch
calculations. These problems have been corrected.
b) Bearing Design for Point Loads Near Support (Bug 2973)
When point loads are located very near to the distance 'd' from the support, the program would exclude these loads in the design for Effect of loads applied near support (O86 5.5.7.3). However, these loads would be included when the program determined the minimum required bearing length for this design check. This could result in the minimum bearing length to be reported as longer than the specified bearing length, but the bearing check would report as passing.
The distance from the “d” point over which these loads were excluded was half the difference between the min. req’d bearing length and the actual bearing length.
c) Kzcp for Glulam Beam Supports with Unknown Bearing Length (Bug 2976)
For glulam beams as supporting members with unknown bearing length, the program was calculating a required bearing length for the supporting member that was too small due to problems in the iterative calculation for the supporting member's Kzcp factor. For designs where the supporting member bearing governs this resulted in the bearing design reporting a failed supporting member bearing design when it should have instead designed a slightly longer bearing length.
This problem could be circumvented by specifying a bearing length.
d) Weak Axis Bearing Design for SCL Materials (Bug 2980)
For SCL materials oriented as planks, the program did not use the weak axis Fcpy value for design, nor output it in the Modification Factors table of the Additional data. Because SCL has not been tested for oblique angles, for any angle between 0 and 90 the weak axis value now applies.
Furthermore, supporting members designated as sill plates
now use weak axis Fcpy
e) Column Support Wet Service Factor (Bug 3058)
When the member supported is a column, the program showed 0.69 for the supporting member wet service condition factor Ks in the Factors table of the Additional Data section of the Design Check Calculation Sheet, instead of 0.67 as per Table 5.4.2 of CSA O86-09. 0.69 is the Fc factor for parallel-to-grain compression, used for all the axial column checks. This is just a reporting issue that did not affect design
2. Glulam Shear Case (a) vs. Case (b)
The following problems relating to O86-09 6.5.7.2.1 (a) and (b) for glulam shear design (O86-14 7.5.7.2) have been corrected. These are referred to as Case (a) and Case (b) in what follows.
a) Case (b) when Case (a) Selected (Bug 3028)
The program was using 6.5.7.2.1 (b) for glulam shear design for beams smaller than two cubic metres in volume if Case (b) had a lower design ratio than Case (a) even if you had indicated via the design settings not to use Case (b). This has been corrected, and the program makes sure Case (a) is used when the setting for use of Case (b) is unchecked.
The program was also using Case (b) for columns when you had selected in the design settings to use Case (a), if it had the better design ratio. However, the option of using Case (a) for columns has been removed entirely (see Bug 3027, below).
b) Case (a) for Columns (Bug 3027)
In the Design Settings, the program allowed you to uncheck the use of 6.5.7.2.1 Case (b) for shear design of glulam columns so that the program was to use Case (a) for design. However, the design code stipulates that case (b) must be used for columns, and this option has been removed from the program. The output of case (a) has also been removed.
Because of bug 3028, described above) if the design ratio for Case (b) is better than Case (a), it is used regardless of whether you selected to use Case (a), so the incorrect use of (a) only occurred when it was advantageous when compared to (b).
c) Case (a) vs. Case (b) Terminology in Design Settings
Some users may have been misled by the Only when (b) > (a) terminology in the Design Settings into believing Case (b) is chosen for glulam shear when the resistance for b is greater, or the design response is greater (thus weaker). In fact, it is when the design response is smaller so this option is the stronger of the two methods. This setting has been changed to Only when (b) provides an advantage over (a).
d) Wf Note for Case (b) (Bug 3031)
The program shows "Wf = sum of all loads" in the CALCULATIONS section of the output for glulam shear design, even when indicating that Case (b) is the one that governs. Wf applies only to Case (a) so it has been removed for Case (b).
e) Table Formatting
The Analysis vs. Design Table has been tidied up a little, by
- making Vr and Wr line up above Mr
- making Wf line up above Mf
- Correct a problem with the final line appearing outside the bottom table border.
3. Axial Compression Design for Built-up Members
The following problems relating to axial compression design for built-up columns using O86-09 5.5.6.4 have been corrected. Note that this is 6.5.6.4 in O86-14.
a) Built-up Columns Not
Adequately Connected (Bug 3009)
For axial compressive resistance of built-up columns, the program did not implement 5.5.6.4.5 for the case that the members aren't adequately connected, and you must always analyse a single ply and multiply by the number of plies, rather than using the full section width and factor for connection type.
The program now allows you to select Not adequately connected as the Connection type, and analyses using single ply for that choice. This connection choice appears in the material specification in the output reports.
When Not Adequately Connected is selected, the program forces the selection of the Design Setting for combined single-ply lateral stability analysis using O86 6.5.6.4, that is, not allowing the use of total width as in 5.5.4.2.1.
b) Intermediate Calculations
(Bug 3011, Change 183)
The program examines three cases when determining Pr: b-direction single-ply combined, b-direction full section factored, and d-direction. However, the program only output line of data. This was inconsistent with other checks like the multiple glulam shear checks and the multiple deflection checks. The equations are complicated in this case and it would be beneficial to see the calculations for each case.
The program now shows a line in the Analysis vs. Design for each of these cases, if applicable. For the b-direction, the program only shows the ratio for the more advantageous of the two cases, as 6.5.6.4.1 says you can use the greater of the two resistances from the methods, and if both were shown a failing design ratio could appear for the lesser of the two.
In the CALCULATIONS section, the program indicates which of the cases governs, outputs the slenderness ratio Cc for all three cases, and gives the connection factor used from 6.5.6.4.2-4.
c) Combined Single-ply Design (Bug 3008)
When determining the combined strength Pr of the plies taken as individual pieces according to 5.5.6.4.1, the program used the full area A when determining the strength for a single ply, then multiplied that strength by the number of plies, effectively multiplying by the number of plies twice.
Since the KC factor is ordinarily quite low for single plies, using the full member width approach factored according to connection type (5.5.6.4.2-4) is often greater than the single ply value even when multiplied by the number of plies twice, so this was an issue only for shorter unsupported lengths, roughly 4 feet or less.
d) Combined Single-ply Compressive Column Strength for High Slenderness Ratio (Bug 3061)
When determining the combined strength Pr of the plies taken as individual pieces according to 5.5.6.4.1, the program never considered the 1/50 limit on slenderness ratio from 5.5.6.2 when evaluating the single plies. This has been corrected, and the combined single ply option not evaluated if the slenderness ratio more than 1/50. Note that single ply analysis was unlikely to govern if there was such a high slenderness ratio.
4. Lateral Stability and KL Factor
The following problems with calculation of the lateral stability factor KL using O86-09 5.5.4.2 and 6.5.6.4 have been corrected. Note that these are 6.5.4.2 and 7.5.6.4 in O86-14, respectively. The design code references below refer to the 09 code in which the problems appeared, but have been corrected for O86-14 as well.
a) KL = 1 Ratio for Built-up Members (Bug 3037)
When using full member width to determine the lateral stability of built-up members, the program was using 4.0:1 as the highest b/d ratio for which KL = 1, from -09 5.5.4.2.1. However, the program should have been using the ratio 2.5:1 from 6.5.6.3.1, because 5.5.4.2.2 indicates that this clause should be used for built-up members.
This value is used only when the Design Setting is set to using full member width for built-up lateral stability calculations. If single ply is used, the 4:1 ratio is used using the single ply dimensions.
b) Built-up Columns Not Adequately Connected (Bug 3009)
As the program now allows you to select Not Adequately Connected as the built-up column connection type (Bug 3009, above), when you do so, the program forces the selection of the Design Setting for combined single ply lateral stability analysis using O86 6.5.6.4, that is, not allowing the use of total width as in 5.5.4.2.1.
c) KL Calculation for Multiply Members with d/b > 9 for Single Ply (Bug 3075)
When the Design Settings for conditions satisfying KL = 1 and for use of single ply width for KL are both set, the program used the full member width to determine whether the d/b ratio is greater than 9, so that KL must be calculated regardless of the KL = 1 setting, as per 7.5.4.2.
The program now uses the single ply width to determine this ratio if single ply is set to be used for KL calculations in the Design Settings.
d) KL=1.0 Setting Override for Unrestrained Supports (Bug 3074)
You could simultaneously specify that an interior support or supports are not laterally restrained, and the Design Setting that the Conditions for KL = 1 are true, and in this case the program set KL = 1 without calculating. However, O86 6.5.4.2.1 says that in order to assume KL = 1, one of the conditions required is that the member is laterally supported at all points of bearing.
The program now overrides the KL = 1 setting when any interior support is not set, similar to the override for d/b rations greater than 9 . The note that appears by the lateral support input in beam view when KL = 1 has been modified accordingly.
Note that the program now allows users to specify that interior supports are not laterally restrained (see Feature 212, Version 9.1, Item 1 below), despite the condition in 6.5.4.2.1 about lateral support at points of bearing. However, this is only allowable on the assumption that the bending moment value is penalized by a longer unrestrained length in the calculation of KL, hence the override of the KL = 1 setting.
e) Lateral Stability Details in Calculations Section of Additional Data
The following problems affected the lines in the Calculations section of the Additional Data output that give the values for unsupported length ℓu, effective length ℓe, slenderness ratio CB from O86-09 6.5.6.4, and the design settings that affect this calculation. These were reporting problems only, and did not affect design. They have been corrected.
i. Negative and Positive Moments for Columns (Change 185)
The program was showing identical lines for positive and negative moment for columns if such moments existed. As we assume both edges of a column are supported the same way, this was unnecessary, and one of the lines has been removed. In the case that there is only a positive moment, the “(+)” symbol has been removed.
ii. Unused Details for Low d/b Ratios (Change 186)
The program no longer outputs this line when KL = 1.0 because the ratio d/b is less than 4.0 for sawn lumber (O86 09 5.5.4.2.1) or 2.5 for glulam (6.5.6.3.1) or built-up members (5.5.4.2.2). Previously it was showing values it calculated but did not use.
iii. Lateral Support Ending at Zero Moment Point (Bug 2978, Change 189)
The phrase output at the end of the line indicating the Design Setting for Unsupported length ends at points of zero moment had the following problems:
- It showed based on full span even if the member was laterally supported by a user-input lateral support distance. The phrase is no longer shown in this case.
- It was showing the situation for the top of the beam on the line for the bottom.
-
The program now allows you to have lateral
support distances greater than one span, so based
on full span has changed to based on
full length.
-
In some unusual loading circumstances, such as a
beam loaded entirely in uplift, the program was showing the setting for single span beams for which it does
not have any effect.
f) KL Factor in Additional Data for Columns (Change 188)
The value for the lateral stability factor KL was not appearing in the Factors table of the Additional Data output for columns; instead a dash was appearing. Note that columns usually have a KL factor of 1.0 due to their squarish shape and low d/b ratio, so in most cases 1.0 now appears instead of the dash.
g) Design Notes
i. Restraint Condition Note for Built-up Members (Bug 3036)
When determining whether to output a design note indicating the condition the program must satisfy in 5.5.4.2.1 under the Design Setting specifying that KL = 1 is to be used, for built-up members the program always used the width of a single ply. However, when deciding which of the conditions to put in the note, the program used the full width of the member. As a result, the note was rarely output.
The program now uses single ply for both if the Design setting says single ply is to be used for slenderness factor, and full member width if the Design setting says it should be full member width.
ii. Note for Fastener Spacing of Built-up Members Designed as Single Ply (Bug 3039)
When the Design setting is set to use single ply width for lateral stability calculations, the phase about required fastening has been removed from the Design Note for built-up members.
iii. Wording of Design Setting for Built-up KL Factor (Bug 3038)
The design setting to decide whether full member width or single ply width is to be used for lateral stability calculations of built-up members referred only to the slenderness ratio and associated clause 6.5.6.4.3. However, the setting also applies to the b/d ratio used to determine whether the lateral stability factor KL = 1 using 5.5.4.2, and the wording of the Design setting has been modified to reflect this.
iv. Design Setting for Using 6.5.6.4 for Low d/b Ratios (Bug 3066)
The note that is meant to indicate the Design Setting that KL is to be calculated as per O86 6.5.6.4 for sawn and SCL has been removed when the design ratio is less than 2.5 for glulam and built-up members and less than 4 for sawn and SCL. In these cases 6.5.6.4 is not actually used, as per 5.5.4.2.1.
v. Notes for Using 6.5.6.4 and for Restraint at Bearing (Bug 3066)
For sawn lumber and SCL, the note giving the restraint conditions at bearing supports from the first paragraph of 5.5.4.2.1 is now given in addition to the note indicating the Design Setting which says KL is calculated as per O86 6.5.6.4. Previously these notes were mutually exclusive, however, the support conditions in (a) to (f) are in addition to the first paragraph, not instead of it.
(The “Alternatively” in 5.5.4.2.1 is indented and therefore is alternative to (a) to (f), not alternative to first paragraph. For glulam, 6.5.6.4 says “when no additional support…” and 6.5.6.3.1. requires restraint at bearing even when KL is calculated, so one can assume the same is true for sawn lumber.)
vi. Restraint Note when Interior Supports not Restrained (Bug 3066)
The note about lateral restraint required at points of bearing could contradict the recently added Design Setting for which we allow interior supports not to be supported. In this case, an additional note is added: This beam is restrained at end supports only.
5. Modification Factors in Additional Data for Sawn Lumber Shear at Notch (Bug 3062)
A separate design criterion for shear at a notch from CSA O86-09 5.5.5.3 is shown in the Force vs. Resistance table, but there was no corresponding line in the Factors table of the Additional Data. As a result, the ff = 0.50 MPa value and the KSf = 0.7 service condition factor for 5.5.5.3 were not shown in the output, and the 0.87 KSv service factor, the KZ size factor and the fv value from 5.5.5.2 were shown even if the notch provision governed rather than the values shown.
6. Notification for No Vibration Design (Bug 3004)
The program only performs joist vibration under certain circumstances for which NBC A-9.23.4.2 (2) is valid, but this was not apparent to users of the program. The program now disables vibration controls and places an explanatory note in the Vibration line of the Analysis vs. Design table if
- more than one span is specified
- the thickness of the joist is greater than 1.5”
- a built-up member is specified.
7. Built-up Weak Axis Sy and Iy (Bug 2984)
Starting with version 10.2, for built up members loaded on the weak axis (d-face), the program used the sum of the thicknesses of the plies as the depth used for determination of section modulus Sy in the expression for bending moment resistance Mry from O86 5.5.4.1 and 6.5.6.5.1, and for the moment of inertia Iy in the stiffness EI used in deflection calculations. However, this assumes that the plies are rigidly connected, as with glue. As full composite action cannot be achieved by fastening members with bolts or nails, the program once again uses the single ply thickness to calculate S and I for each ply, then sum these values for a composite S and I to determine Mr and EI, respectively This results in a lower bending resistance and greater deflections than the program had been calculating.
8. Crash for Beams with Left End Cantilever and Right End Notch (Bug 3033)
For a beam with a left end cantilever and a notch at the far right support, the program would crash when a design is run. This has been corrected.
9. Volume Output for Steel Beams (Change 182)
The program no longer outputs the volume of steel beams in the materials specification, as it is not relevant to W-section steel beams.
10. Bearing Load Combination Output at the Free End of a Cantilever (Change 184)
In the Critical Load Combinations section of the Additional Data, the program was showing a bearing load combination at the free end of a cantilever. This has been removed.
11. Line Break in Built-up Design Note (Change 190)
There design note describing the construction of built-up members broke part way through one line and continued on the next. This has been corrected.
The program now includes database files for Nordic Lam beams, joists and columns. Sizer has been modified to employ many of the customized design procedures of Nordic Structures. These can be found in the Readme documentation for the Nordic custom version of Sizer.
3. MSR and MEL Size Factor for Tension (Bug 2987)
For MSR and MEL
materials, the program was applying a size factor for tension
parallel-to-grain, Kzt, of 1.3, the factor
for visually graded lumber. It now uses a factor of 1.00, as per Clause 5.4.5.3
of CSA O86-09. This applies to columns and wall studs loaded in uplift.
4. System Factor for Versalam LVL (Bug 2974)
The system factor KH for Versalam LVL was 1.0, when it should be 1.04 for SCL according to O86-09 13.3.2.4. This has been corrected.
5. Customized SCL E05 Value (Bugs 3048, 3049)
For SCL materials that have been modified using Database Editor, the program uses the value of E rather than E05 when calculating the slenderness factor KC in O86-09 13.3.3.5. As it should be using E05 = 0.87E, the calculation of KC is significantly larger than it should be.
Due to this same
problem, the program sometimes outputs a zero as the E05 value
rather than the one it is using for design.
These problems
occurred because of a flaw in Database Editor, which has been corrected in that
program.
6. E Value for 24f-EX Douglas fir - Larch Columns (Bug 3081)
The modulus of
Elasticity E value for 24f-EX Douglas fir - Larch columns was not updated from
13,100 MPa to 12800 MPa when updating the CSA O86 design code for Version 8.
This has been corrected.
7. Erratic Behaviour For D.Fir No.2 Rough Timber Beam/Stringer Sizes (Bug 3064)
8. I-Joist EI value shown in Calculations Output (Bug 2983)
Some users were confused as to why the EI value shown in the Calculations section of the Design Check report for I-joists check differs from that shown in the Factors table and in Database Editor. A note saying (inc. 10% comp. action) has been added.
D. Load Distribution and Analysis
1. Transfer of Uplift Loads in Concept Mode (Bug 3021)
Concept mode was not transferring uplift point reactions from columns or other beams to supporting beams, so that these reactions did not appear in the supporting beams when transferred to beam mode, or in the reactions at the base of other columns supporting the beam. The reactions were not being accounted for in the design of the beam and supporting members.
2. Column Bearing Loads on Beams Exported from Concept Mode (Bug 3023)
When
a column supports a beam, which in turn supports another column at the same
location, and the beam is exported from concept mode to beam mode, the upper
column load was not being included in the bearing design for the beam. Now the
upper reaction is transferred to the beam first, then to the supporting column
below.
3. Concentrated Live and Snow Loads come directly from Exterior Surface (Bug 3080)
The
Live and snow loads come directly from
exterior surface loading option was not available for beams loaded with a
concentrated live load if no regular live loads were present.
This
resulted in the concentrated load check including the concentrated live + snow
load combinations, when they are supposed to be excluded as per Clause
4.1.5.5.(2) of NBC 2010.
If
a regular live load was also present, then the option was available and would
exclude the Lc + S load combinations
if selected.
4. Maximum Shear in the Span of Member Warning (Bug 2172)
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 warning message in the Analysis diagram refers to another situation about notches. It has been corrected with a message stating that Sizer cannot design for the maximum shear condition.
5. Zero Moment Points in Diagram (Change 180)
6. Self Weight Factor for Reactions on Unloaded Supports (Bug 3059)
For
those beam supports for which the only downward force is from self-weight, the
factored reactions shown in the Reactions and Bearing table were computed using
the unfactored self-weight rather than the self-weight multiplied by 1.4 as per
O86-09 4.2.4.1. This problem had little practical significance because
reactions due to self-weight only do not require significant bearing area.
7. Trapezoidal and Triangular Load Distribution Input (Change 181)
The newest edition of the WoodWorks on-line help is now in Web Help format, so that it can be accessed from the Internet without installing WoodWorks programs. The usual Sizer Help menu and icons in the installation file now link to the Web Help.
The unrevised online Help in the older format has also been included in the installation to allow you to use Help that references CSA O86-09,
2. WoodWorks Sales and Technical Support Contact Information (DO Change 6)
In both the Key code Registration box and the Help About box, we have
- removed word Support from "Sales Support”.
- asked you to provide company name rather than address,
- removed fax as a means of communication.
- emphasized email instead of phone as a means of contact.
- changed the email address to be a link that opens an email message.
3. Groups Dialog for Medium and Large Display Size (Bug 3017)
It was sometimes not possible to view all of the Concept Mode Groups dialog box input fields when medium or large Display Size was selected in Windows. The boxes are now resized to show all of the inputs when these display options are selected.
4. Settings Input Dialog for Medium and Large Display Size (Bug 3067)
It was sometimes not possible to view all of the Settings input tabs when medium or large Display Size was selected in Windows. In particular, it could happen that you were unable to click the buttons at the bottom that close the boxes.
5. Load View Pop Up Window Operation (Bug 2975)
Starting with version 9.1, the Load View pop up window could not be moved on the screen nor closed using the "x" button in the top left corner. This has been corrected.
6. Default I-Joist Database File (Bug 2969)
The I-joist database file shipped with version 9.2 was corrupt, so that the program assigned enormous bearing lengths, and created nonsensically high moment and shear stresses on the beam. A corrected database file is included in the installation for version 9.3.
7. Crash on Opening Files with
Discontinued Materials. (Bug 3052)
When opening project files created in older versions of the software which include materials from databases files which are no longer included in the Sizer installation, the program would crash after first issuing warnings. It now allows program operation to proceed with default materials.
8. Reset Original Settings for Unit System Setting (Bug 3072)
If the Unit System in the Format settings is changed via the Reset Original Settings command, when closing the box the unit system remained as what it had been rather than changing to the default unit system. This has been corrected.
9. Parentheses in the Help About box (DO Change 7)
Where parentheses were used in the Help About, the closing parenthesis appeared inverted at the start of the line instead of where it should have been. These occurred around things like the date of publication and the relevant parts of design code publications, and have been replaced with a dash as a means of delineating them.
10. Filename in Title Bar for Design Check (Change 187)
11. Steel Design Code in Program Information
The About Sizer box and the Welcome box, the program now indicates that it conforms to the CSA S16-09 design code.
The link to the web page for custom versions of WoodWorks Sizer has been updated.
13. Apply Button in Settings Dialog (Change 192)
The “Apply” button has been removed from the Settings dialog because it had no effect.
1. Crash when Selecting Wall Studs (Bug 2939)
For version 9.1 only, when a wall stud was selected in column mode, Sizer would crash. This has been corrected.
The following corrections have been made to the notch design improvements introduced with version 9.
a) Interior Notch Design for Deep or Long Notches (Bug 2945)
When an interior notch does not meet the strict criteria to ensure stiffness (notch depth is less than 1/6 of beam depth and notch length less than 1/3 of beam depth), the program previously issued a design failure warning and did not do shear design. The reason for this restriction does not apply entirely to shear design, it is because the stiffness analysis of the member becomes unreliable, which would equally apply to moment design. Furthermore, when this condition occurred, the output showed only “Invalid Notch Length/Depth” with no further explanation distinguishing this situation from the 25% of beam depth restriction relevant to shear design.
Because this is a recommendation and not a strict design code clause, the design results now include a warning, without stating that design failed, explaining the concern about stiffness analysis. It now shows both shear and moment design results.
Note that this condition can apply to common situations, for example a birds mouth notch on a 4:12 slope 2 x 6 must be only ˝” deep for a 1.5“ bearing length to avoid the warning. This is usually inadequate, whereas the 25% depth restriction allows for a notch 1-3/8” deep and over 4” bearing.
b) Crash when Notch Length = Bearing Length with Left Cantilever (Bug 2918)
Starting with version 9, when the notch length = support length checkbox in Beam Input view is checked on beams with left cantilevers, the program would crash. Usually, it crashed upon activating the check box, but it could also happen when other user interface actions are taken. Note that this bug was originally reported as fixed for version 9.1, but it was not completely corrected at that point.
c) Position of Interior Notches on Sloped Members (Bug 2949)
Interior notches on sloped members that are longer than the support length are no longer centred on the support, instead the support is at the lower end of the notch. This is how common birds mouth notches in rafters are built.
d) Notch Length = Bearing Length for Sloped Members (Bug 2941)
The program updated notches on sloped members to be the same length as the bearing length if they were input shorter than the bearing length, although that condition is possible for sloped members, such as when a wedge is used to provide bearing. This has been corrected and longer notch lengths are now possible for sloped members. In addition, you no longer have to copy the notch length into the bearing length field to avoid problems. Now the program does that for you when changing the notch length and you can then lengthen it if you want after that.
e) Calculation of 1/3 Span length Notch Length Limitation (Bug 2957)
When calculating the 1/3 span length for the maximum length of notches, the program included the support, so that for small spans it issued the warning even if the notch is entirely over the span. This was particularly apparent for interior notches next to short cantilever spans and has been corrected.
f) Fractional Imperial Input of Notch Parameters (Bug 2942)
Notch length and notch depth input fields did allow imperial fractional input, because they updated, imposed limits, and changed related fields every time a character is entered, for example when trying to enter a 13/16 notch it disallowed it when 13 is typed.
3. Drawing of Lateral Supports
The following problems regarding the drawing of lateral support symbols have been corrected:
a) Lateral Support for Sloped Multi-span Beams (Bug 2928)
Sloped multi-span beams with a specified lateral support spacing is drawing the lateral supports with a large gap between the lateral supports and the beam.
b) Unsupported Supports (Bug 2697)
In drawing lateral supports, the program now takes into account that you can specify interior bearing supports that are not laterally supported (Feature 212 for version 9.1) by not showing a lateral support symbol at the bearing support.
c) Start of Interior Spans (Bug 2697)
The starting point for interior spans is now the middle of the support, not the right edge.
d) Final Lateral Support Symbol (Bug 2697)
A lateral support symbol is now placed at the end of the beam.
The following problems with bearing and supporting members have been corrected.
a) Rounding of Bearing Length Input (Bug 2944)
If you typed in a length like 1.113 in the bearing length input, the program rounded to the nearest 1/8th of an inch when exiting the view then entering it again, or when it was updated for other reasons. This created problems in conjunction with the notch length field, which updates based on the bearing length, but doesn’t' round the same way. The bearing length input field now operates like other inputs.
b) Built-up Member Bearing Width in Beam Drawing (Bug 2958)
The program was showing the width of a single ply as the bearing width for built-up members. Now in this case it does not show a bearing width, as it is assumed to be the main member width if not showing.
c) Drawing of Clear Span with Cantilevered Beams (Bug 2960)
The dimension line for clear span for cantilevered beams wasn’t showing the gap at the support.
The following problems with Concept mode have been corrected:
a) Export of Built-up Supporting Members (Bug 2915)
When a member which is supported by multiple ply members was exported from Concept mode to Beam or Column mode, the program assumed the supporting member has only one ply when assigning a bearing width. Now, it assigns an unknown bearing width, as plies are not input into concept mode groups and the program assumes plies are unknown.
Note that the program does not export the widths or depths of supporting members as they were designed by concept mode - if they were unknown in concept groups, then they are unknown in the exported member. .
b) Warning for Minimum Snap Increment (Bug 2954)
When trying to enter a snap increment below the minimum allowable 1", a message box was being displayed showing an unrelated message. This has been corrected.
c) Size of Gridpoint Elevation Field (Change 179)
The Gridpoint Elevation field has been widened to accommodate the lengthy text showing the absolute and relative elevation.
d) Control C in Concept Mode (Bug 2956)
Control-C in took you to column view when the standard operation is to copy the selected text in an edit control. Ctrl C now copies text and Ctrl-Alt-C is now used to go to column view.
6. I-Joist Section Sizes (Bug 2965)
The program was interpreting actual section sizes recorded in the I-joist database in millimetres as if they were in imperial, and multiplying by 25.4. This showed up in the width and depth input when millimetres was selected, in the depth of the member in the drawing, and in the output specification of the actual size of the member (but not the nominal size). Each of these was unrealistically large. The section sizes shown in Database Editor were also wrong.
7. Nominal vs. Actual Sizes for Standard Section (Bug 2943)
8. Versa Lam Design Note Formatting (Change 178)
9. Weak Axis LVL Values in Database Editor (Bug 2940)
The weak-axis grade properties for SCL materials such as LVL, introduced with version 9, were showing up as zeroes in Database Editor. The values stored in the database and used by Sizer were the correct ones. The problem in Database Editor has been corrected.
10. LP SolidStart Materials
The program now includes Louisiana Pacific SolidStart LVL and LSL materials, for beams, joists, walls
and columns, with a maximum of 4 plies. Information about LP LSL and LVL can be
found in the evaluation reports– CCMC 13319-R and CCMC 11518-R respectively.
1. Interior Supports not Laterally Supported (Feature 212, Bug 2700)
a) Background
Despite the fact that CSA O86 5.5.4.2.1 and 6.5.6.3.1 say that beams must be laterally supported at points of bearing, several users have indicated that they would like to design beams that are either not laterally braced at interior points of bearing or that are insufficiently laterally supported, in their engineering judgement, and therefore consider the full beam length as the unsupported length Lu for the calculation of the KL factor.
Noting that mechanics of the buckling equations used to derive the KL factor require only that the beam be fixed against rotation at two points, and that the American Wood Council Technical Report 14 includes a multi-span beam example with unsupported length as the entire length of the beam, Sizer has been modified to allow the choice of whether a beam is or is not laterally supported at interior supports.
b) User Interface
A checkbox Laterally supported at support has been added to the Supports for bearing and notch design box. It behaves similarly to the Bearing where support ends or is highly stressed checkbox in terms of being checked, unchecked, disabled and enabled when multiple supports are selected at once in the Applies to box.
The program ensures that end supports and cantilever supports are always checked, to maintain two points at the end of each beam that are fixed against rotation.
c) Output
The existing output under the materials specification in the Design Check summary which says “at supports”, has been modified to say “at all supports”, “at end supports”, or e.g. “at supports 1,2, 4..”
d) Design
If the checkbox is not checked, the program does not consider the interior support when determining the unsupported length Lu. If At supports is chosen as the lateral support option, all interior supports are unchecked, the program uses the full beam length as the unsupported length. If a lateral support spacing greater than a span length adjacent to such as support, the lateral support length is used instead of the span length.
If the option “Use zero moment points” is selected as well as unchecking lateral support as a support, the distance between zero moment points to the left and right of the support is used if it is greater than any span length.
2. Bearing Design in Concept Mode (Bug 2912)
Starting with version 8, Concept mode was inadvertently doing bearing design using the dimensions of supporting members as bearing lengths, and rejecting possible sections if they failed bearing design. However, it did so imperfectly as follows:
- It doesn’t do the first iteration of bearing design needed to establish the design span length.
- It doesn’t deal properly with unknowns. The program designs the supporting members without regard to the bearing requirement determined when supported members were designed.
- It doesn’t output design ratios for bearing like the other design criteria.
This capability has been removed until such time that a comprehensive treatment of bearing design can be implemented in Concept mode.
3. Interior Notches for Glulam Beams (Bug 2917)
For version 9 of the program, interior notches were implemented for sawn lumber and glulam, despite the fact that glulam members are not allowed to be notched in the interior according to the Commentary to O86 clause 6.5.7. This has been corrected by disabling the input of notches at interior supports for glulam members.
4. Disappearing Point Loads (Bug 2892)
If a point load located close to the end of beam followed a partial uniform line load, partial uniform area load, triangular load, or a trapezoidal load in the sequence of input loads, the point load was deleted when the other beam dimensions like bearing length, span length, span type, etc were changed. This has been corrected.
5. Export of Multi-Ply Supporting Members (Bug 2915)
6. Manual Editing of Load Duration Factors In Sizer.ini (Bug 2914)
Although the ability to change the load duration factors KD was removed from the Sizer settings for version 2002, the lines representing the default values were not removed from the .sizer.ini file until version 9. If a sizer.ini file retained from version 8 or earlier was manually edited, the program used the changed KD factors for design. It was also possible to change them so they were out of range, causing messages to pop up and disable the proper functioning of load input.
The program no longer allows KD factors to enter the program from edited sizer.ini files.
7. Program Version for Saved Files (Change 177)
The program now records the version of the program used to save a project file and shows it in the About Sizer box when the file is opened. This feature is primarily used internally at WoodWorks for diagnostics.
8. Notch Length = Support Length (Change 176)
9. Steel Beam Database Display in Database Editor (Bug 2893)*
In database editor, the Mr, Vr and mass values for certain steel beams are displayed as 0 even though non-zero values were available and used in the Sizer program. This has been corrected
10. Sizer Standalone Installation on XP (Bug 2853)*
This is a major release of the software containing many new features and small improvements.
Note that this version also contains the changes included in version 8.41 which was sent as a hot fix to certain users only. These items are indicated by “Version 8.41”.
The following table of contents can be used to navigate to detailed descriptions of the program changes.
2. Lateral Stability Factor KL
3. Vibration Design for Joists
4. NBC Glulam Fire Design (Feature 197)
5. Maximum Lamination Width for Kzbg Factor
(Feature 205)
7. Weak Axis Structural Composite Lumber Design
(Feature 140)
8. Wood Volume Output (Feature 171)
9. Bearing Design – Miscellaneous Changes
10. Absolute Deflection Limit Default (Feature 167)
11. Design Check Output Improvements
12. Case 2 System Factor for Axial Tension (Bug 2838)
13. 19.2” Spacing (Change 132)
14. Design Search for Built-up Beams (Bug 2742)
15. I-Joist Deflection (Bug 2783)
16. Design for Custom Section Size Same as Nominal
Size ( Bug 2842)
17. Design Search for
Unknown Lower End of Section Size Range (Bug 2843)
18. Design Values in Output for Custom Multi-ply
Members (Bug 2859)
19. Deflection Design for Weak Axis, Custom Multi-ply
Members (Bug 2859)
20. Multi-ply Member Weak Axis Bending Resistance (Bug
2860)
21. Deflection Design for Weak Axis, Custom Multi-ply
Members (Bug 2859)
22. NBCC
Terminology (Change 173)
23. Part 4 of NBC
in Program Information (Change 177)
1. Automatic Eccentricity of Axial Loads (Feature 17)
2. Different Eccentricity for Each Load (Feature 18)
3. Importance Factor for Part 9 Snow Loads (Feature
206)
4. Importance Category Output (Change 157)
5. Default Pattern Load for Roof Joists based on Slope
(Feature 162)
6. Tributary Width Message Box (Feature 196)
7. Applied Moments at End of Full Span (Bug 2845)
5. Point Loads at Left End of Rightmost Support (Bug
2857)
8. Combining Concentrated and Sustained Live Loads
(Bug 2833)
9. “Construction” Load Instead of Live Load (Bug 2852)
10. Analysis Diagram Dimension Lines (Bug 2719)
11. Location and Scale in Point of Interest View
Drawing (Bug 2782)
12. Tributary Width in Load Table
1. Lumber n-ply Stud Material for Walls ( Feature 33)
2. 4” Thick Lumber Beams (Feature 187)
3. Versa-Lam LVL (Feature 140)
4. APA Performance-Rated I-Joists (Feature 61)
5. Removal of PSL (Change 156)
6. Column Beam and Stringer Grade vs. Post and Timber
Grade (Bug 2799)
7. Sill Plate Supporting Member Options (Bug 2844)
1. User Defined Logo (Feature 87)
2. Saving Settings as Default and Restoring Original
Settings (Feature 42)
3. Elimination of Text Output Files (Feature 168 –
Version 8.41)
4. Column Load View Pop-up Window (Bug 2381 – Version 8.41)
5. Default Loads View in Pop-up Window Setting (Change
177)
6. Persistence of Project Setting Information (Bug 2752)
7. Apply to Concept Mode Message (Change 130)
8. Default Open File Setting (Change 146)
9. Design Settings Moved to Default Settings Page
(Change 155)
10. Asterisk in Design Settings (Change 155)
11. Digital Signature (Feature 12)
12. Product Code in Software ID (Feature 13)
1. Member Length in Results by Member (Feature 120)
2. Format of Snap Increment Input (Bug 2741)
F. Stand-alone Sizer Installation
1. Digital Signature (DO Feature 12)
2. Product Code in Software ID (DO Feature 13)
3. Version Number in Installation (Bug 2427)
4. Country Identifier in Start Menu (DO Change 3, Bug
2427)
5. Key Code
Information for All Users (DO Change 1)
7. Database.ini File (Change 175)
Notch design has been expanded and improved significantly, with the addition of interior notches, notches on sloped members, and more accurate calculation of the notch factor KN.
a) Interior Notches (Feature 14)
The program now allows for notches to be located at interior supports in multi-span and cantilevered members. This allows for common situations such as a birds-mouth notch in a roof rafter, especially in conjunction with improvements made in the treatment of notches for sloped members (see immediately below). .
i. Restrictions
Interior notches can be notched at the lower surface only; top notches are not allowed.
According to the USA National Design Specification (NDS), the stiffness of a bending member is practically unaffected by notches with depth less than or equal to 1/6 beam depth and length less than or equal to 1/3 beam depth. Accordingly, these limits have been applied to interior notches.
ii. Input
The input fields that were previously in their own data group have been moved to the Supports for bearing design data group\. which has been renamed Supports for bearing and notch design. The control for Left end, Right end, or Both has been eliminated. Instead, the mechanism for choosing supports for bearing design is now also used to choose the supports for notch input. That is, the control Applies to is used to specify the support(s) that the notch inputs apply to.
Notch length input for interior notches assumes notch is centred at support, that is, there is equal unsupported notch length on either side of the support.
The program rejects input of interior top notches and resets the input fields without notifying you.
iii. Shear Design
Shear design is performed using 5.5.5.1 with net area An, and for tension forces which are almost always present in bottom notches, 5.5.5.3 and 5.5.5.4. These procedures had already been implemented for end notches.
When calculating the notch factor KN in 5.5.5.4, e is simply one-half the notch length; the minimum required bearing is not used for interior notches.
iv. Moment Design
For interior notches, the program uses the net area to calculate the section modulus S in the calculation for moment resistance using 5.5.4.1. Note that this had not previously been required for end notches because moments at the end are zero.
v. Notch Size Limitations
If the input notch exceeds the notch size limitations, upon design the program:
- Issues a warning on the screen
- Designs with shear resistance given in the Design Check results as “N/A”
- Shows a failure warning in the Design Check due to notch restrictions
vi. Output
The notch output in the Materials Specification of the Design Check report is now formatted in a similar manner to supports for bearing design, that is, the supports are numbered sequentially from the left and of the beam and the information for the notch given after the support number if there is a notch for that support.
b) Notches on Sloped Members (Bug 2789)
The program now considers the slope angle of the beam when drawing and designing for notches in sloped members.
i. Background
The program did not consider the slope of the member in determining the values of e and dn from for sloped members, so that for the purposes of design, the input notch length and depth are measured parallel and perpendicular to the member as shown in Figure 5.5.5.4. However, when the notch length = bearing length option is used, the support length is the projected length measured horizontally, and the minimum bearing length used in 5.5.5.4 for the notch factor KN is also the projected length. The program no longer has this inconsistency.
Furthermore, for sloped members it was possible to enter a notch length that was incompatible with the entered notch depth.
Finally, the program did not accurately draw notches on sloped members.
ii. Input
The input notch length and depth are now considered to be the vertical and horizontal (projected) distances. These correspond to the width of supporting or supporting members that may be the reason for the notch.
The depth is defined as the vertical distance, rather than the dn shown in Figure 5.5.5.4, for consistency with the definition of width and because you would ordinarily lay out the notch using a square with the marks on the edge of the wood corresponding to the ratio of rise/run of the sloped member.
If a notch length is entered that is not possible given the input notch depth, the depth is changed to accommodate it, and vice-versa.
iii. Design
Internally, the program converts the input notch length and depth to the values of dn and e shown in Figure 5.5.5.4, and uses these to compute the notch factor in 5.5.5.4 for sawn lumber and 6.5.7.2.2 for glulam.
iv. Notch Depth Restriction
The value dn calculated by the input notch depth multiplied be the cosine of the slope angle is used to check the restriction that notch depths shall not exceed 0.25 of member depth (6.5.7.2.2 and 5.5.5.4).
v. Drawing (Bug 2788)
The program now draws notches on sloped so that a member supporting a sloped member fits into a notch entered for that support. Note that for reasons of economy of space on the screen and printed output, the beam angle in the drawing is not always the actual beam angle, so that notches on the drawing often do not penetrate the member as they do the actual beam.
vi. Output
A line has been added to the CALCULATIONS section of the Additional Data of the Design Check report giving the e and dn values for each notch on the member.
c) Other Notch Input
i. Input Notch Length Less than Support Length (Bug 2792)
When notches are added to the bottom of the beam that are less than the support length, the program internally uses the support length as the notch length and shows this notch length on the diagram and in the output; however the input field remained as the value less than the notch length. Now when a support length is chosen, or when design is done for unknown bearing length, or if necessary when the angle of the beam changes, the program updates this value by checking the Support Length checkbox and erasing and disabling the notch length input.
ii. Identifier for Bearing Length used as Notch Length (Bug 2791)
The input checkbox previously named Minimum bearing length has been changed to Support Length. Minimum bearing length was used before the bearing support length feature was added with Version 8..
d) Other Notch Design
i. Length e Used for Notch Factor (Bug 2790)
In implementing CSA O86 5.5.5.4, for a notch entirely over a support, the program calculates e as the input notch length minus 1/2 the minimum bearing length, when it should be using the lesser of the 1/2 minimum bearing length and 1/2 the notch (or support) length. As a result, the value e was usually much larger than it should be, and the notch factor greater than it should be. This has been corrected.
Notches that extend past the support also had a similar erroneous calculation.
A line has been added to the CALCULATIONS section of the Additional Data of the Design Check report giving the e values for each notch on the member. .
ii. Notch Length Limitations (Change 164)
The length of all notches has been restricted to extending to 1/3 the span length. Previously the notch length had no restrictions, leading to impractical notch lengths that could extend to a neighbouring support, and which would have unaccounted for effects on the stiffness of the beam. The 1/3 span length limit imposed on notches in the USA National Design Specification (NDS),
This limitation is imposed when designing the member, at which time the program automatically adjusts the notch length to the maximum allowable. This change is reflected in the user interface input at that time.
iii. Notches in Tension or Compression for Zero Reaction (Bug 2090)
When the bearing reaction at a notched support is zero the notch is sometimes considered in tension when it should be in compression and vice versa. Whether the notch is in tension or compression determines whether 5.5.5.1 or 5.5.5.3 is used for notch design for sawn lumber, and for glulam whether 6.5.7.2.2 a) or b) is used. Note that it is quite rare for the mechanics of the beam to be such that the reaction of the support is precisely zero, so this bug is very unlikely to have occurred in a practical design.
iv. Moment Design for End Notches with Applied Moments (Bug 2845)
The program now uses the net section for moment design when an applied moment is entered right at the end of the member that is notched at the end. Note that this condition is quite rare in practice.
e) Output
i. Zero Joist Notch Depth and Length (Bug 2722)
For joists only, in the materials specification of the Design Check output, the notch depth and unsupported length were showing as zero even though the member designed with the notch depth as input..
These problems have been corrected.
ii. Format of Notch Depth and Unsupported Length (Bug 2724)
The notch depth and length in the materials specification of the Design Check output was not showing the units employed, was not formatted using the imperial format style chosen in the Format settings. and it was not showing a decimal place for even numbers, e.g. 2 instead of 2.0. These problems have been corrected.
iii. Notch Factor KN Reported for Non-Critical Load Combination (Bug 2800)
The KN factor in the FACTORS table of the Additional Data in the Design Check Output was sometimes reported as the one calculated for load combinations where the notch is in tension when for the critical load combination, the notches are in compression. This is a reporting error only and the correct KN was used for design.
2. Lateral Stability Factor KL
The following changes have been made to lateral support and the lateral stability factor KL
a) Setting for Points of Zero Moment in Calculation of Unsupported Length (Bug 2695)
A setting has been added to allow you to choose whether the points of zero moment (counterflexure) are to be used to delineate the unsupported length for the KL factor calculations in 6.5.6.4, which applies to both glulam and sawn lumber.
i. Background
The change we introduced with version 8.4 to no longer allow points of zero moment to be used to delineate the unsupported length for KL factor caused large changes in strength of certain multi-span applications and was questioned by several users. We believe that the decision to make this change was based on sound research, and this is reflected in the change to the calculation example 7.5 in the Canadian Wood Council’s Introduction to Wood Design for the 2011 edition. However, at the end of this example, a note says, In some cases engineering may choose an alternate approach… based on .. the distance between support and zero moment or the distance between zero moments. It then refers to Example 13.3 which uses this approach.
For this reason, we added an option to allow you to use zero moments.
ii. Setting
In the Design Settings, in the existing data group Lateral Stability factor KL, a design
setting has been added called. Unsupported
length Lu ends at points of zero moment (counterflexure)
This setting defaults to unchecked. It is saved with the project file. If a file from a previous version is opened, the setting takes on whatever value is in the Design Settings when the file is opened.
iii. Design
If checked, for each span the program determines the lowest of
- Point of zero moment to support
- Distance between two points of zero moment
- User input lateral support spacing
- Span length
and uses this as the unsupported length. Note that this differs from the implementation before version 8.4, which determined this distance only in the vicinity of the critical design moment value. Refer to the discussion in Bug 2708 under version 8.4 below.
iv. Output
The line that has been added for this version to show the lateral support parameters (Feature 172, below), includes an indication of whether zero moment points or full span was used, if there are negative moments.
b) Built-up Member Width for KL Factor (Feature 209)
The program now offers a choice of whether using the full member width or the width of a single ply for the lateral stability calculations for built-up beams. .
i. Background
Research has recently shown that nailed and bolted beams have at most 30% composite action effect in terms of resisting torsional buckling, and for this reason it is extremely non-conservative to use the full member width as b in the expression for the slenderness ratio CB in O86 6.5.6.4.3 which is used to compute the lateral stability factor KL in 6.5.6.4.4.
Many designers have used O86 Clause 5.5.4.2.2 to indicate the use of full member width, but this clause says only that the 2.5:1 ratio in 6.5.6.3.1 (which indicates that KL must be calculated if not laterally supported according to 5.5.4.2.1) can use full member width if fastened correctly. It doesn’t say that the calculation of the slenderness ratio in 6.5.6.4.3 can be treated the same way,
ii. Input
In the Design Settings, in the existing data group Lateral Stability factor KL, a set of selection buttons has been added to allow you to choose whether the full member width or single ply width is used for the KL factor.
The default value for this setting is single ply for new project files and full member width for files from previous versions which did not have the setting. In that case, the program issues a warning when the file is loaded.
iii. Design
When single ply is chosen, the value b used in the slenderness ratio CB in 86 6.5.6.4.3 is the width of a single ply, that is, assuming no composite action effect. This affects both the limit of 50 for the slenderness ratio itself, and also the use of value CB in calculating the lateral stability factor KL in 6.5.6.4.4.
iv. Output
For built-up beams, the program appends the choice of single ply or full beam width to the existing line in the CALCULATIONS section of the Additional Data giving the parameters for the lateral stability calculations (Feature 172, below).
c) Lateral Stability Parameters in Output (Feature 172)
In the CALCULATIONS section of the Additional Data in the Design Check output, the program now shows the unsupported length Lu, the effective length Le, and the slenderness ratio CB for the calculations of lateral stability factor KL in O86 6.5.6.4, and if applicable, the built-up member width option (Feature 209, above) and/or the zero moment point option (Bug 2695, above) .
These data are only output if the KL calculations are done; it is possible to specify in the design settings that KL = 1 because the member satisfies the conditions in 5.5.4.2.1.
d) Saving of KL = 1 Design Setting (Bug 2783)
Starting with version 8, the program was not saving the design option that allows you to choose between Satisfies lateral support and d/b conditions for KL =1 and Calculate KL … to the project file, instead using the default value for all existing files when they were opened. This has been corrected and this design setting is now saved to project files and appears when they are re-opened.
e) Unit Label for Lateral Support (Bug 2726)
The label indicating whether the input for column lateral support spacing was metric or imperial always showed “mm”, meaning millimetres, even if imperial units were selected. This has been corrected.
f) Lateral Support Output for Columns (Bug 2835)
For columns, lines appeared in the Materials specification of the Design Check output saying full support at "top" and "bottom", regardless of the actual support conditions and the fact that top and bottom do not apply to columns. 'They have been removed.
3. Vibration Design for Joists
The vibration design criterion for joists has been expanded to include all the bracing configurations in the NBC and has been made more visible in the program input and output.
a) Input
i. Location of Vibration Input (Feature 199)
The input of the Floor sheathing, Lateral support, and Connection of floor sheathing fields for design of sawn lumber floor joists has been moved from a small dialog box invoked by a button in Beam View to Beam View itself, so that all data fields representing the member assembly are visible at the same time.
ii. Lateral Support/Bracing Name Change (Feature 207)
The Lateral support input has been renamed Bracing to avoid confusion with the Lateral support input used for buckling design (KL factor). Note that these inputs remain independent because it is possible to support a member sufficiently for vibration but not for buckling design, for example when the strapping or other support is not tied into a fixed member in the structure.
iii. Bracing Options (Feature 207)
iv. The following options have been added to allow you to specify all the options listed in NBC A.9.23.4.2.(2)
Gypsum wall board
Ceiling w/furring
Ceiling w/furring
& bridging
Concrete Topping
In addition, we have added a
None (no design)
option to allow you to opt out of vibration design. If this is selected, the other vibration inputs are disabled.
v. Sheathing Options (Feature 207)
vi. ˝” sheathing has been removed, as it is no longer listed in the NBC. In its place, we have added
< 5/8” (no design) (Imperial)
< 15.5 mm (no design) (Metric)
If this is selected, all other vibration inputs are disabled, and the program does not perform vibration design.
vii. Change of Joist Spacing (Feature 207)
Since ˝” (12.7 mm) is no longer an option, the program changes the sheathing thickness to 5/8” (15.5 mm) when 12” (300mm) is selected as the joist spacing. If < 5/8” (no design is currently selected, then the message box doesn’t appear and no change is made.
b) Design (Feature 207)
i. Furring and Concrete Topping
The constants A and B from Table A.9.23.4.2.(2)B for the vibration design equation have been added, allowing you to design for furring and concrete topping.
ii. Gypsum Wall Board
When gypsum wall board is selected, the program uses the values for strapping, as per Note1 to Table A.9.23.4.2.(2)A.
iii. No Design
If either None (no design) is selected for Bracing or < 5/8” (no design) is selected for sheathing, the program does not include vibration among the design criteria it checks. This allows you to opt out of vibration as a serviceability criterion as you can for deflection design by setting high deflection limits.
c) Output (Feature 69)
i. Input Echo (Feature 69)
The Floor sheathing, Bracing, and Connection of floor sheathing inputs for the design of sawn lumber floor joists are now echoed in the materials specification in the Design Check report. These data previously were not output.
ii. Furring and Concrete Topping (Feature 207)
The program outputs the minimum specifications given in
NBC for furring and concrete topping, that is, 1x3@8” or 1x4@16”
furring and 30-51 mm of 20 MPa concrete topping.
d) File I/O (Feature 207)
If a project file from a previous version that had ˝” sheathing is opened, the program does not include vibration as a design criterion. You must select a thicker sheathing material to activate vibration design.
e) Vibration Message for I-Joists (Change 155)
The message that says the vibration details have changed when the joist spacing has changed has been removed for I-joist, for which it is not relevant.
4. NBC Glulam Fire Design (Feature 197)
a) Setting
A setting in the Design Settings allows you to specify whether the program designs glulam members for fire resistance, and if so, the default required fire endurance rating for new files.
b) Input
The following inputs appear in the Beam Input view, Column Input view, and Concept mode Design Groups for beams and columns. They are enabled only if glulam is selected as a material and if beams or columns are selected as member type, and if the Design Setting for fire resistance rating is checked.
i. No of exposed sides
If zero, fire design is not performed, otherwise can be 3 or 4. Determines which equation is used in D-2.11.2 (1).
ii. Duration
Required fire endurance, which can be 45 min, 1 hr, 1.5 hrs or 2 hrs. Note that NBC D-2.11.2 is used for glulam members required to have a higher maximum fire resistance rating than given in NBC 3.1.4.6 for heavy timber construction using 3.1.4.7, which is 45 minutes.
iii. Protection
Materials covering the exposed member that protect it from burning and increase the fire endurance. ˝” gypsum board increases endurance by 15 minutes, 5/8” gypsum board by 30 minutes, and two ply 5/8 by 1 hr.
c) Design
The equations in NBC Appendix D, 2.11.2 1) are used to determine fire endurance, to which is added the endurance due to fire protection, and this value is compared to the required resistance rating that you have input.
i. Equations
There are separate equations in D- 2.11.2 1) a)-d) for columns and beams and for 3- and 4- sided exposure. They depend on the load factor f and the lesser and greater section dimensions B and D.
ii. Load Factor f
The load factor f is given in NBC as a graph relating the factored axial load vs. axial resistance for columns, and the factored bending moment vs. bending moment resistance for beams. For columns, separate graphs are used when the slenderness KL / B is greater or less than 12. These graphs correspond to equations found in APA Technical Report 10, which the program uses for its calculation. The curved portion of the graph for load / resistance ratios R greater than 0.5 is 0.7 + 0.3 / R for beams and non-slender columns and 0.9 + 0.3 / R for slender columns.
iii. Protection
˝” gypsum board, increases endurance by 15 minutes, 5/8” gypsum board by 30 minutes, and two ply 5/8 by 1 hr.
d) Output
The design check report shows the following output when fire design is activated for glulam beams and columns:
i. Force vs. Resistance Table
A line is added to the Force vs. Resistance table of the Design Check for the fire design criterion, showing the
ii. Additional Data
In the CRITICAL LOAD COMBINATIONS section of the Additional Data of the Design Check, after the governing load combination for fire design, the program reports the factor f and the design ratio used for to determine it.
iii. Design Summary
A column has been added to the Design Summary showing the fire design ratio for each passing section.
iv. Concept Mode Results by Member
A column has been added to the Concept mode Results by Member showing the fire design ratio for each passing section.
v. Concept Mode Results by Group
If the design ratio for fire design is the highest for any of the design criteria, the program shows “Fire” as the governing criterion.
5. Maximum Lamination Width for Kzbg Factor (Feature 205)
The maximum lamination width used as the value B in O86 6.5.6.5.1 for the calculation of the Kzbg factor has until now been stored in the standard glulam database, which cannot be edited. To change this value, you had to create a custom glulam database. Since the construction of glulam layups varies from manufacturer to manufacturer, an easier way of changing this value has been added to the program. You can now enter a lamination width in Beam Input view to over-ride the lamination width from the database, as follows:
a) Lamination Width Input
An input field has been added to beam view to allow you to specify the maximum lamination width to be used in O86 6.5.6.5.1. It is active only when a width is selected from the database and is disabled when the width is unknown.
b) Default Value
Each time a new member width is selected, the program defaults to using the lamination width stored in the database as the maximum lamination width, and you must change it if you want a smaller or larger lamination width. If a non-standard width is typed in, the program uses that non-standard width as the default.
c) Unknown Section
If the member width is selected as Unknown, or a range of values, the program uses the lamination width stored in the database as the maximum lamination width for initial selection of passing sections (unless the “Use Member Width” checkbox described below is selected). When a section is selected for detailed design, you can then enter a different maximum lamination width and redesign.
d) Use Member Width for KZbg Factor
When the member width is unknown, or a range of values is
selected, a checkbox becomes active that allows you to use the member width as
the value b when searching for a design for unknown section size, even if a
narrower lamination width is in the database. This can result in a smaller size
factor for KZbg.
This would ordinarily be done for glulam members constructed from remanufactured lumber, which require that the member width be used.
e) Output
The maximum lamination width as input in beam view now appears in the materials specification of the Design Check summary.
f) Database Editor
The input field “Lamination Width” has been renamed “Default Max. Lamination Width”.
a) Option for Shear Design Method (Feature 135)
For glulam columns and glulam beams less than 2.0 m3 in volume, the program used to evaluate both CSA O86 6.5.7.2.1 (b) and 6.5.7.2.1 (a) for shear design and show the value that provided the best (lowest) design ratio. Now, in the design settings, the program offers a choice of using (a) or (b) for columns, and for beams less than 2 m3 in volume, you can use (a), (b) or whichever of these provides an advantage, as per the note to 6.5.7.2.1 (a),
The default setting is to use (b) for columns and for beams less than 2 m3 if the resulting resistance Vr is greater than that for (a).
b) Case 1 and Case 2 Terminology (Change 165)
The Case 1 and Case 2 glulam design cases in Force vs. Resistance table of the Design Check output have been changed to (b) and (a) respectively. The terminology in CSA O86 6.5.7.2 had changed with the 2009 edition.
c) Point Loads at Left End of Rightmost Support (Bug 2857)
Point Loads in the region over the fixed bearing length of the rightmost support, but to the left of the support point, were being included in shear analysis over the design span rather than going directly into the support. These loads were being included in the calculation of Wf for glulam shear design using when they should have been excluded. This has been corrected and these point loads are no longer included in the calculation of Wf.
7. Weak Axis Structural Composite Lumber Design (Feature 140)
a) Input
The Oblique angle input in beam mode and the Load face input in column mode have been activated when SCL materials are selected to allow you to create members loaded on the weak axis.
b) Moment Design
For moment design, the program now calculates and shows design results similar to weak axis sawn lumber, with lines for both Mrx and Mry in the Analysis vs Design table. A line has been added to the additional data table showing the Fby value and its modification factors.
c) Shear Design
Shear design is now done for both principal directions,
with separate lines shown in the Analysis vs Design table and the Additional
data table for the x-axis and y-axis. In addition, an interaction criterion has
been added, that the sum of the x-axis and y-axis analysis vs. design ratios
must be less than one. This is necessitated by the internal mechanics of shear
stresses.
Note that separate analysis had not been required to this point for any other
material, because the equations for shear resistance Vr in 6.5.7.2.1 and 5.5.5.1 do not contain
b or d or any other variable dependent on the x- vs y- direction. With the
introduction of different Fvx and Fvy it has become necessary.
d) Database Editor
Weak-axis values for shear strength Fvy, bending moment strength Fby, modulus of elasticity Ey, and compressive resistance perpendicular to grain Fcpy have been added to the Grade properties in database editor to allow you to create and edit SCL materials with weak-axis properties.
8. Wood Volume Output (Feature 171)
In order to facilitate approximate cost comparisons of different sizing options, the program now outputs the wood volume of the member.
a) Design Summary
A column has been added to the design summary output of suggested sections giving the wood volume of the member in cu. ft or m3.
i. Beam Length Used
Because bearing lengths are not necessarily known when these sections are examined, the length used by the program is the one input in beam view, and could therefore be the length of the design span, clear span, or full span. Only if full span will be chosen will the result be the precise volume of wood in the member, however, in the other cases, the results are adequate to serve as a comparison of the different sections.
ii. Table Columns Removed (Change 166)
The columns for Axial and Combined design criteria, which apply only to columns, have been removed from the Design Summary list of suggested sections for beams.
b) Design Check
The volume of wood in cu. ft or m3 is given after the total beam length in the materials specification of the Design Check output. In this case, the full length of the beam is used to compute the volume regardless of the chosen span type.
9. Bearing Design – Miscellaneous Changes
The following issues relating to bearing design have been corrected or improved.
a) Column Lower Support Options (Change 138)
The choices for lower support for columns have changed from
= Lb
>= 2Lb
to
None,
= Lb
Continuous
The None option has the same effect as currently typing in 0, i.e. that CSA O86 5.5.7.2 is used instead of 5.5.7.3. The resulting bearing capacity is the same as the Continuous option, which is 5.5.7.3/4 with bearing length > 2Lb.
b) Output of Lower Support Length (Change 159)
The program now outputs the lower support length, either the numeric value or one of the above options, in the line prefaced by “Support:” in the material specification of the Design Check output.
c) Column Bearing Length Output for Non-wood Support (Change 162)
When the selection for support is Non-wood the program n longer shows the Bearing length = column width phrase in the materials specification of the design check report, because in that case there is no bearing design.
d) Multi-ply Bearing Width in Output and Diagram (Bug 2746)
When outputting the bearing width used for a multi-ply member to both the Design Check results and the beam diagram, the program showed the width of a single ply of the member if it is less than the user input bearing width. The full width is now shown. This was a reporting problem only and the correct bearing width is used for bearing design.
e) Name of Bearing at Support End Checkbox (Bug 2762)
The user interface field that says Bearing at support end has been renamed Bearing where support ends or is highly stressed. This is because CSA O86 5.5.7.6 includes both these conditions. For main members, both the bending stress and the proximity to the end are detected, but that is not possible for supporting members.
f) Bearing at Support End for Walls (Bug 2761)
The Bearing where support ends or is highly stressed field in Beam view is now enabled for walls. Previously it was always disabled; however, an end joist has KB factor of 1.0, which is conservative compared to the KB factor calculated for other joists. For this reason, you should have the ability to specify that the wall is supporting a joist at its end.
g) Bearing Support for Disabled Database Files (Change 147)
If all of the database files of a member type have been turned off in database editor, so are not included in the program, the program would crash when that type was selected as a bearing support, or if it was the default type for a bearing support. The program now allows design to proceed, but support bearing will fail.
h) Length of Bearing Factor KB between 6” and 6.375” (Bug 2728)
When a known bearing length is specified that is larger than 6" (150mm) but less than 6.375" the KB factor was being applied when it should not. According to O86 Table 5.5.7.6 bearing lengths of 150mm (O86) or larger should have a KB factor of 1.0.
10. Absolute Deflection Limit Default (Feature 167)
We now include the absolute deflection limit in the Default settings so that it can be saved as default for new files. If a value of 0 is entered, then there is no absolute deflection check. It is possible to enter an imperial value as a decimal or a fraction.
11. Design Check Output Improvements
The following improvements have been made to the Design Check Calculation Sheet report:
a) Design Ratios as a Percentage (Change 154)
A Preference Setting has been added to allow you to show the design ratio in the Force vs. Resistance output as a percentage, .e.g. 87.1 %, rather than a ratio, e.g. 0.87.
The default value for the setting is to continue showing the ratios as a decimal value as in previous versions of the program.
Note that there is 10 times greater precision in reporting the design ratio, so that when it is for example 1.002, the report will show a failed design of 100.2% when percentage is chosen, but a passing design of 1.00 when ratio is chosen.
b) Units Column in Force vs. Resistance Table (Feature 198)
Instead of listing the various physical units, like lbs, kN and plf, in the heading to the table of the Design Check output, the program now lists the unit used for each design criterion in a new column in the table, thus associating the unit used with the design criterion.
c) Post/Stringer Grade in Materials Specification (Feature 67)
The program now indicates in the third line of the materials specification in the Design check output whether the member uses the Beam and Stringer or the Post and Timber strength properties from Tables 5.3.1C and 5.3.1D respectively. The definitions based on section dimensions are found in notes (1) of these tables.
If a custom section is two thin to be in either category, then no category is output and a warning appears in the output. Refer to Bug 2797 to changes made to the warning messages that can appear.
d) Warnings for Incorrect Lumber Sizes (Bug 2797)
A warning did not appear if you entered a custom size for a lumber database that is in fact a timber size according to CSA O86 Table 5.31C/D, note 1. However, a warning does appear when the reverse is true.
For some cases, such as bending, the lumber sizes are stronger, and for some such as shear the timber sizes are stronger, so there is always a non-conservative error if the wrong grade properties are used. A warning is now shown in both cases.
e) Load Combinations for Bearing Design (Change 167)
The load combinations for bearing design are now spelled out in full in the Additional Data section, similar to other load combinations for other design criteria.
f) 1 - Pf/Pe Line in Additional Data When Negative (Change 148)
When Pf/Pe in CSA O86 5.5.10 is greater than 1.0 so the moment magnification factor for combined bending and axial loads is negative, thus nonsensical, the program no longer shows the line in additional data that wrongly says that the factor is 1.0.
In this case, the factor is in fact not calculated and the Analysis / Design table shows Pf/Pe as being a failure.
g) E05 Value in Additional Data (Feature 174)
The program now outputs a line in the Factors table in the Additional Data section of the Design Check output for the E05 value used for the Euler buckling load in O86 5.5.10 for combined axial and bending and for the slenderness factor in 5.5.6.2.4 for compressive resistance parallel to the grain. This applies to columns subject either to compression or combined loading.
h) Multi-ply Custom Section EI in Additional Data (Bug 2729)
The EI value output in the Additional Data section for multi-ply custom section sizes was showing the EI value for all plies combined, not per ply as indicated in the note. This has been corrected.
i) Failure Warning for Axial Plus Bending Criterion with Eccentric Axial Loads (Bug 2727)
Starting with version 8.2 of the program, the failure message for the axial plus bending design criterion was not showing up warning section of the Design Check output when a column with no lateral loads but eccentric axial loads failed for this criterion. This has been corrected.
j) Design Code Clause Reference for Glulam Point Load Bearing (Bug 2846)
In the note under the bearing design table and in the design notes, if point loads at a support governs for bearing design of glulam members, the program now references the glulam clauses 6.5.9.2 and 6.5.9.3 instead of the sawn lumber clauses 5.5.7.2 and 5.5.7.3.
k) Support vs. Supports in Bearing Table (Change 168)
In Reactions and Bearing table, under Resistance, Supports has been changed to Support for consistency with other output.
12. Case 2 System Factor for Axial Tension (Bug 2838)
For built-up columns and wall studs loaded in tension, when you selected Case 2 Load Sharing as defined in 5.4.4.2, the program assigned a system factor KH of 1.0, as Table 5.4.4 says Case 2 is not applicable to tension loads. However, it should instead consider it a Case 1 situation and apply the system factor of 1.1. This has been corrected.
Note that in such a situation, you still need to be able to select Case 2, because you could have a dead, live and wind loads on the column where there are some uplift and some gravity load combinations. Since Case 2 provides a greater system effect than case 1, it should be assumed that for tension, the member meets the requirements of Case 1 when Case 2 is selected to handle the compression load combos.
13. 19.2” Spacing (Change 132)
An option of 19.2” spacing has been added to the spacing input for joists and walls, corresponding to an 8-foot sheet of plywood divided into 5 spans.
14. Design Search for Built-up Beams (Bug 2742)
When cycling through the number of plies for
a built-up beam, the program did not apply the KH system factor as
per CSA 086 5.4.4.3. As a result, the
program sometimes recommends a larger number of plies than are actually needed. This factor was applied when the design
check is done. This has been corrected and the system factor is now part of the
design search for built-up beams.
15. I-Joist Deflection (Bug 2783)
a) Roof Joist Shear Deflection
For roof I-joists only, the program applied a 10% reduction to stiffness EI to approximate the effect of shear deflection, but also calculated the change needed in EI to implement shear deflection, compounding the effect of shear deflection. This has been corrected by removing the 10% reduction.
b) Floor Joist Composite Action
The program now adds a 10% increase in stiffness for floor I-joists to approximate the effects of composite action with the floor sheathing. Customized versions of WoodWorks Sizer for proprietary I-joist manufacturers such as Nordic Engineered Wood and Web Joist include detailed calculations of composite action.
c) EI in Output
The modified EI for shear deflection and composite action is now shown in the Additional Data of the Design Check report.
16. Design for Custom Section Size Same as Nominal Size (Bug 2842)
Starting with version 8 of the program, after typing in a value like 10.001 to indicate you want a real member width or depth, the program designed for the nominal depth corresponding to the rounded off number, in this case 9.25 instead of 10. It also failed to update the unit label for the input value to show "in." rather then "nom. In." These problems have been corrected.
17. Design Search for Unknown Lower End of Section Size Range (Bug 2843)
Starting with version 9, when the lower end of the range of widths or the range of depths is unknown and the upper end is known, but too small to allow for a successful design, the program searches past the upper end and finds a design. This has been the corrected and the program now reports that no design was found.
18. Design Values in Output for Custom Multi-ply Members (Bug 2859)
In reporting some design values for multi-ply members with a custom section, the program is applying the plies twice, so that values such as section areas, section modulus, S, etc were mistakenly multiplied by a factor equalling the number of plies.
This caused the errors listed below in the design forces, design resistances, or other outputs. Note that these errors were only in the reporting of the design values and design ratios; the program would not issue a warning message based on the erroneous output showing a design failure, nor would it neglect to include a passing member in the list of suggested sections for this reason.
Note too that this occurs only in the case that you type in your own section, such as 2.5 x 5 rather than using a standard section like 2 x 6, and are using a multi-ply material such as Lumber n-ply, which is a somewhat unusual combination of circumstances.
The following problems have been corrected:
a) Weak Axis Moment Resistance
The value Mry from CSA O86 5.5.4.1 shown in the Analysis column of the Force vs. Resistance table was erroneously multiplied by the number of plies so that the resistance shown was greater than the one that should be used for design by that factor. The design ratio shown used the erroneous value so that a passing design ratio could be shown for a section that actually failed.
Note that due to bug 2859, below, the value that was actually used for design was the correct Mry divided by the number of plies.
b) Self-weight
The magnitude of the self-weight shown in the load list was greater than the actual load list by the number of plies. This only occurred in the load list shown in the Design Check report, not in the Analysis or Design Summary reports.
c) Stiffness EI
In the CALCULATIONS section, the deflection Eix is multiplied by the number of plies, and the weak-axis Deflection Eiy is multiplied by the number of plies squared.
d) d/b Ratio for Lateral Support
In the calculation of the d/b ratio, the b value is multiplied by the number of plies, so that the d/b ratio shown is less than the actual one. This effects whether the program shows lateral support information in the materials section of the output, and the Design note displayed to show the lateral support required to comply with CSA O86 5.5.4.2.1.
19. Deflection Design for Weak Axis, Custom Multi-ply Members (Bug 2859)
For weak axis design with custom multi-ply sections, the program was using an EI value for deflection that was less than it should be by the number of plies squared. This resulted much larger than expected deflections. This has been corrected.
20. Multi-ply Member Weak Axis Bending Resistance (Bug 2860)
For y-axis moment design, the section modulus S was mistakenly divided by the number of plies. As this value is used to compute the bending moment resistance Mry using O86 5.5.4.1 and 6.5.6.5.1, so the design resistance was lower than it should be by a factor equalling the number of plies.
This problem occurred for beams, laterally loaded columns and for combined axial and bending design of columns, and has been corrected.
21. NBCC Terminology (Change 173)
All
references in the program to NBCC, meaning National Building Code to the
correct acronym for the building code, NBC.
22. Part 4 of NBC in Program Information (Change 174)
The
program now indicates that it conforms to Part 4 of the NBC in the Help About box, Welcome box, Online help, and the design note in the Design
Results. Previously it just referred to the NBC. The Online help also lists the
procedures that come from Part 9.
1. Automatic Eccentricity of Axial Loads (Feature 17)
Sizer now allows you to apply an eccentricity proportional to the width or depth of the column, rather than an absolute value, to deal with uncertainty as to where the load will actually bear on the column.
a) Member Types
This applies to both columns and wall studs, with the eccentricity for wall studs restricted to the wall depth direction only.
A setting has been added to the Design Settings for the percentage of the member width or depth to apply as axial load eccentricity to those columns that use auto-eccentricity, with a default of 16.7% = 1/6 of member dept, an amount commonly used.
A checkbox indicates whether this eccentricity is to be applied to all axial loads in the direction of the load face selection. If checked, the word “Auto” shows up in the eccentricity input, which is disabled. “Auto” also shows up in the loads list.
d) Design
i. Known Section Size
For a known section size, the program applies an eccentricity of the percentage entered in the setting of the member width or depth, according to the Load Face selected in Column Loads view.
ii. Unknown Design
When cycling through sections for unknown design, the program re-analyses the member to determine the new bending stress and combined axial and bending results based on the eccentricity for each new section width or depth.
i. Design Summary
In the Design Summary, for unknown section size, the program shows Auto in the Eccentricity column of the load list. For known section size it shows the calculated eccentricity.
ii. Design Check
In the Design Check output, where the section size is known, the program shows the calculated eccentricity using the proportion input in the settings.
2. Different Eccentricity for Each Load (Feature 18)
It is now possible to enter an eccentricity separately for each load, to model for example the situation where some loads are transferred to the column from a beam resting on the top of the column and others enter via a bracket on the side.
This feature eliminates the need for a message box to appear reminding you that eccentricities apply to all loads, which many users found annoying.
Note that the new Auto-eccentricity feature (Feature 17 above) applies to all loads, so that you do not have to set this checkbox for each load on the member. In most cases, when an eccentricity that is a percentage of member width is applied, it is required to be applied to all loads.
3. Importance Factor for Part 9 Snow Loads (Feature 206)
For structures meeting the requirements of Part 9 of the NBC, NBC 9.4.1.1 allows design using Part 4 but with snow loads specified using Part 9, In this case, the importance factor is 1.0 for serviceability (deflection), but Sizer assumed Part 4 and applies a 0.9 importance factor from O86 Table 4.2.3.2. the program now allows you to specify Part 9 snow loads as follows:
a) Input
A choice has been added to the Importance category and factor list in Load Input view, called
Normal, Part 9 snow
The factors shown are the same as for the Normal importance category, except that when snow loads are selected SLS – 1.0 replaces SLS = 0.9.
b) Load Combinations
When load combinations are generated with Normal, Part 9 snow selected, an importance factor of 1.0 is applied for each load type for ultimate limit states, and the serviceability factor is 0.75 for wind and 1.0 for all other types, including snow.
c) Output
i. Design Results Output
In the CRITICAL LOAD COMBINATIONS section of the design results output for deflection criteria, the program shows (1.0) before the S symbol instead of (0.9).
ii. Analysis Results Output
A snow factor of 1.0 rather than 0.9 is shown at the head of the serviceability limit states list of load combinations.
iii. Load Table
A note under the loads table indicates that snow loads are from NBC Part 9 and no SLS factor is applied.
4. Importance Category Output (Change 157)
If there are snow, wind, or earthquake loads on the member, to which an importance category from O86 4.2.3.2 applies, the program now puts a note beneath the load table in each output report indicating that the input load magnitude does not include the importance factor, which is applied during analysis. It also appears for live loads in the “Low” importance category.
5. Default Pattern Load for Roof Joists based on Slope (Feature 162)
The Pattern checkbox in load view is now unchecked by default for roof joists with a slope greater than 15 degrees, as per NBC 4.1.6.3
6. Tributary Width Message Box (Feature 196)
The program no longer reminds you every time you change the joist spacing that the tributary width of area loads supported by the floor has changed. Users found this message more annoying than informative.
7. Applied Moments at End of Full Span (Bug 2845)
When Full Span was selected as the span input type, applied moments were not included in the loads analysis and the beam would not be designed for the affects of these moments. This could also happen for other span type input fields, but only if the applied moment was entered after a design was already performed once. This has been corrected, and user applied moments are now always included in loads analysis and design.
8. Point Loads at Left End of Rightmost Support (Bug 2857)
Point loads in the region over the fixed bearing length of the rightmost support, but to the left of the support point, were being included in shear and moment analysis over the design span rather than going directly into the support. Because of the proximity to the support point the moment due to these loads is not high; so this caused only an extremely minor difference in the magnitude and location of the maximum moment point. Other than for the calculation of Wf for glulam using O86 6.5.7.2.1, which is explained in the Engineering Design section above, there is no effect on shear design because the effect of these point loads is neglected due to 5.5.5.2 and 6.5.7.1.2. Bearing design was not affected because the effect of these loads was included in the reaction via loads analysis.
9. Combining Concentrated and Sustained Live Loads (Bug 2833)
10. “Construction” Load Instead of Live Load (Bug 2852)
In very rare circumstances, a live load is shown as a Construction load in design results, even though in Canadian version of Sizer, there is no Construction load type. The load combination generated may be incorrect in this case as well, so that design is not reliable.
11. Analysis Diagram Dimension Lines (Bug 2719)
The dimension line and dimensions at the bottom of the analysis diagram disappeared when all four diagrams were displayed, or if the window holding the diagrams was reduced in size. This has been corrected.
12. Location and Scale in Point of Interest View Drawing (Bug 2782)
The location of the dot in the point of interest view and the scale drawn at the bottom did not properly take into account the input span methodology, and were shifted relative to the actual values by the ˝ the width of the support for full span and clear span inputs. This has been corrected.
13. Tributary Width in Load Table
a) Formatting of Concentrated Load Width and Magnitude in ASCII Output (Bug 2831)
In the Load Table for the Analysis results, Design Summary results, and the old-style text output for Design Check results, the program was showing e.g. 9 instead of 9.00 for the load magnitude, and in the Analysis results, showing the wrong number for tributary width. These problems have been corrected.
b) Units in Area and Concentrated Load Note under Load Table (Bug 2832)
For both area loads and concentrated loads, the program is now showing the units for tributary width in the Load Table itself rather than in the note below indicating that the column is for Tributary width for those loads. Previously, there was inconsistency between concentrated and area loads in that they use different units (m vs mm or ft. vs in.)
C. Materials
1. Lumber n-ply Stud Material for Walls (Feature 33)
The program now includes a database file for multi-ply wall studs and a corresponding material selection.
2. 4” Thick Lumber Beams (Feature 187)
3. Versa-Lam LVL (Feature 140)
By agreement with Boise Alljoist,
the program now includes the Versa Lam LVL material as the sample LVL database
file. This is a custom database that can be modified to meet your requirements.
Versa Lam material selections
have been added for beams, built-up beams, columns, built-up columns, joists,
and wall studs.
4. APA Performance-Rated I-Joists (Feature 61)
The default values for the custom I-Joist database now come from the PRI 400 Performance Standard for I-Joists for APA EWS I-Joists (Limit States Design), November 2013, that is, APA Performance-Rated I-Joists. Previously they were from an older, unknown source,
You are encouraged to change these values to correspond to the manufacturers specifications for the I-joists you are designing, using Database Editor.
5. Removal of PSL (Change 156)
6. Column Beam and Stringer Grade vs. Post and Timber Grade (Bug 2799)
Sizer did not distinguish between beams/stringer grade and post/timber grade for columns, treating them all as post/timber. This is both conservative and non-conservative as the bending resistance is greater for beam and stringers but the compressive axial resistance are greater for post and timbers. This has been corrected and beam and stringer grades have been added for columns. Note that columns with rectangular profiles are somewhat uncommon and are not part of the standard database.
The database editor program now allows you to view both post and timber and beam and stringer sets of properties for columns in the same way you previously could only for beams. These values can be entered for custom database files.
7. Sill Plate Supporting Member Options (Bug 2844)
1. User Defined Logo (Feature 87)
We now allow you to import an image to be used as your company logo in the Design Check calculations sheet, alongside the WoodWorks logo. This logo replaces the four-line Company Information that appears when there is no logo, so we encourage you to include company contact information in the logo.
a) Supported File Types
The image file types that you are able to enter are a JPEG, GIF, BMP, or PNG files.
b) Input
You input the location on your computer of the logo file in the Company Information settings box. The four-line company information input remains in this box as it still appears in all text output files other than the enhanced design check, and in the enhanced design check if a logo is not found. Notes in the box have been added to explain this.
c) Design Check Output
If a logo is found, the program divides the area currently taken by the WoodWorks logo and the Company Information in two and places the WoodWorks logo in the left portion and your company logo in the right portion. The date that previously appeared in the Company Information box is moved to the Project Information, where the title PROJECT is removed.
If a logo is not found, the output is the same as in Version 8.x of Sizer.
2. Saving Settings as Default and Restoring Original Settings (Feature 42)
Previously, the Sizer program settings were saved as default for new files via the Save as default menu item under the Settings menu. When selected, all the program settings that appear in various tabs of the Settings dialog, and many of the options that appear in Beam View, Column View, and Loads View, would all be saved at once to the initialization file, where they would be used the next time a new file was opened.
Similarly, to restore the settings that are shipped with new installations of Sizer, you selected the Restore ‘factory’ menu item, and all settings and these other options would be reset to their default value.
a) Settings Menu
The sub-items Save as default and Restore ‘factory’ have been removed from the menu. Pushing the Settings menu now goes directly to the settings input dialog. The lengthy messages that used to appear explaining the location of all the items that are restored or saved are no longer necessary and have been removed.
b) Save as Default
A checkbox called “Save as Default for new files” has been added. It defaults to being disabled and checked if no files are open, as in that case the settings can only be used to create defaults for new files. It defaults to being unchecked if files are open, as in that case you may be adjusting the setting for the current file and not want it to persist for new files that are created later.
c) Reset Original Settings
A button Reset Original Settings has been added to all the settings except for
d) Beam View Options
When the Default settings are saved or restored, they also save or restore the Span type and For unknown bearing length options that show in Beam View rather than in the Default settings. A note in the default settings indicates this.
e) Load View Options
Buttons called Save as default options and Reset original options have been added to beam and column Load Input view to save and restore the options shown on the right had side of that view. The only options not saved are those shown are the ones which add a moving concentrated load, enter point load as UDL, and combine loads of same type in drawing. A message box appears when pressing one of these buttons explaining which options are saved or restored.
f) Additional Settings Now Saved as Default
The number of settings and options it is possible to save as default has been expanded to include the following:
- Beam supports area loads from continuous joists
- Importance category
- Live and snow loads on exterior
-
Sustained live load type
3. Elimination of Text Output Files (Feature 168 – Version 8.41)
Some users reported problems when saving Sizer project files to common cloud storage locations like Dropbox, Google Drive, Apple iCloud, and Microsoft SkyDrive. When designing, Sizer outputs design results files to the same folder as the project file, which causes long delays when the cloud storage devices attempt to synchronize these files with the ones already on the system.
For this reason, and because these files cause a certain amount of clutter on users’ hard drives, we have changed the storage location of these output files.
a) Files Affected
The following files are currently output to the same folder as the project file and will be moved to the new location.
-
.wd Concept
Mode design summary by group
-
.wdm Concept
Mode design summary by member
- .wml Concept Mode materials list
-
.wbd Beam
Mode design summary
- .wbc Beam Mode code check
-
.wba Beam
Mode analysis output
-
.wbg Beam
Mode graphics data
-
.wcd Column
Mode design summary
-
.wcc Column Mode code check
-
.wca Column Mode analysis output
-
.wcg Column
Mode graphics data
b) New File Location
These files are now output to the folder [ProgramData]\WoodWorks\OutputFiles\[FileID]\.
ProgramData is C:\ProgramData for Windows
7 and 8, and C:\Documents and Settings\All
Users\Application Data for Windows
XP.
FileID is a 32-character string created by the system uniquely for each project file. The file ID for a particular project file is stored in the project file so it can update these output files at each design run.
c) Files from Previous versions
Any document created with old version of Sizer will be assigned an a new FileID when it is opened with new version of Sizer. All associated output files will be moved from the old folder to the output file folder. In order to store the new FileID, the opened document will be saved automatically with this file ID.
d) Accessing Files
As these files are more difficult for a typical user to find, a menu item has been added called Open as a Text File. When invoked, the program will open Notepad and display the file that is showing in the currently active Sizer window. This file can then be saved to any location on the computer, and can also be converted to other formats such as Word documents or .rtf files.
4. Column Load View Pop-up Window (Bug 2381 – Version 8.41)
A setting has been added to the Preferences settings to allow you to display column load view in a pop-up window rather than in a permanent view. This was done to circumvent a problem associated with certain touch screen monitors that the program would crash upon entering column load view.
This had been done previously for beam load view (see versions 8.12 / 8.13, below), but it was found that the problem also occurred, albeit more rarely, with columns.
5. Default Loads View in Pop-up Window Setting (Change 171)
Because of the growing number of users that experience crashes upon entering loads view when it is docked to the main program window, the option to show loads view as a pop up window is now the default when you get a new version of the program.
We have added a minimize button to the pop-up window that allows you to dock the window without going to the Preference settings. For most users, docking the window will not cause crashing problems.
6. Persistence of Project Setting Information (Bug 2752)
When opening files created with Version 7 or before, the program did not retain the Project Information setting. This has been corrected.
7. Apply to Concept Mode Message (Change 130)
The message that appears when you press the button Apply options to Concept Mode that appears in the Load Input view, now refers to both Beam view and Column view. Previously it referred only to Beam view even if you pressed the button in Column Loads view.
8. Default Open File Setting (Change 146)
When in column mode and opening an existing file, .wwc files now appear by default in the File Open dialog. Previously, .wwb for beams was the default.
9. Design Settings Moved to Default Settings Page (Change 155)
The Minimum bearing length settings in the Design settings page have been moved to the Default page to make room for the more design settings.
10. Asterisk in Design Settings (Change 155)
11. Digital Signature (Feature 12)
A digital signature verifying the reliability of the software publisher has been added to the installation, so that disconcerting messages about the software no longer appear when downloading and installing.
12. Product Code in Software ID (Feature 13)
1. Member Length in Results by Member (Feature 120)
In the Concept mode Results by Member design summary, the program now outputs the length of each member, by appending it to the section size, e.g. 6x6x12’.
2. Format of Snap Increment Input (Bug 2741)
F. Stand-alone Sizer Installation
The following apply to the installation of the stand-alone edition of Sizer,
1. Digital Signature (DO Feature 12)
A digital signature verifying the reliability of the software publisher has been added to the installation, so that disconcerting messages about the software no longer appear when downloading and installing.
2. Product Code in Software ID (DO Feature 13)
The three-digit code in the software ID that identifies the software version has been expended to 5 digits
3. Version Number in Installation (Bug 2427)
The major version number (i.e. “9”) has been added to
the installation path under Program Files and to the Start Menu group of
program icons, so that by default, the program installs in a new folder and
does not erase installations from previous major versions. Users can then run
both versions if for example they wish to check a
design made with an older design code than is implemented in the newer version.
4. Country Identifier in Start Menu (DO Change 3, Bug 2427)
5. Key Code Information for All Users (DO Change
1)
The
registration key code information is now stored in the program data folder for
all users and not in the profile of a particular user. This allows multiple users can
use the program on the same machine without entering the key code for
each user.
A utility
has been added to the Sizer installation that allows you to remove the
materials database, hold-down database, initialization files containing program
settings, default loads for Sizer, and standard walls for Shearwalls.
The purpose of this utility is to resolve difficulties that may occur when you
try to install a newer version of the program with an incompatible database
from older versions. It can also be used to restore the databases and settings
that were originally shipped with the program.
For
Windows 7, the utility removes the information from C:\Users\username\AppData\Local\WoodWorks\CWC\Canada\9\. A checkbox
also allows you to remove the information from the back up
folder C:\ProgramData\WoodWorks\CWC\Canada\9\.
If you are trying to resolve installation problems, then the check box should
be checked. If you are trying to restore the original database and settings, it
should not be checked.
The
corresponding Windows XP folders are C:\Documents
and Settings\username\Local Settings\Application Data\WoodWorks\CWC\Canada\9\
and C:\Documents and Settings\All
Users\Application Data\WoodWorks\CWC\Canada\9\.
7. Database.ini
File (Change 175)
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This version of the software was distributed to individual users as a “hot fix” version. The changes were first released to the general public in version 9, and are indicated by (Version 8.41) in the list of changes for version 9.
This version also contains the changes included in version 8.32, which was sent as a hot fix to particular users only.
Previously, Sizer evaluated the KL factor for a particular span by determining the unsupported lu in the vicinity of the maximum negative and maximum positive moment points for that span. In doing so, it
-
included points
of zero moment in mid-span as being equivalent to lateral support points,
-
did not include
bearing support points if you had input a value for intermediate lateral
supports,
-
Considered the
small remainder when lateral supports divided unevenly into a span as being the
lu for that region of the span.
-
did not reflect
this situation in the drawing of the beam
Now, the program uses the smallest of the beam span and the user-input lateral support spacing as the lu in all cases, and the drawing better reflects a typical configuration.
The components of this problem are discussed in more detail below, along with some smaller issues that have been addressed:
a) Point of Zero Moment for Unbraced Length for Steel Beams (Bug 2686)
The calculation for unbraced length for steel beams was considering a point of zero moment to be equivalent to a lateral support, as the program had been doing for wood members. However, the commentary for section 13.6 of the CSA S16-09, in the Handbook of Steel Construction, states that “Points of contraflexure for bending about the major axis are not related to lateral-torsional buckling and therefore cannot be considered as points of lateral support (Schmitke and Kennedy 1985).”
As a result, the moment resistance for multi-span and cantilevered beams without additional lateral support was non-conservatively based on a span that was too short. This has been corrected, and points along the beam where the moment transitions between positive and negative values are no longer considered start and end points in the calculation of unbraced length.
b) Point of Zero Moment for Unsupported Length for Wood Beams (Bug 2695)
The program had been using the point of zero moment in multi-span beams as if it were a point of lateral support when determining the unsupported length lu for the KL factor on CSA O86 6.5.6.4.1. This is because the design code clause refers to lateral support of the compressive edge, and the point of zero moment marks the start of the compressive region of the beam edge. For the following reasons, the points along the beam where the moment transitions between positive and negative values are no longer considered start and end points in the calculation of unsupported length:
- A literal reading of CSA O86 6.4.6.4.1 allows this only for the case where intermediate support is provided, not in the case where there is no additional lateral support between bearing supports.
- When there is additional lateral support between bearing supports, 6.4.6.4.1 says to use the maximum purlin spacing, so an interval with a full spacing rather than one containing the point of zero moment should be used.
- For purlin spacing that divides unevenly into the beam length, it is always possible to position the supports such that the longest lateral support interval does not contain a zero-moment point, and since the positioning is arbitrary, the most conservative configuration should be used.
- The reasoning in the Schmitke and Kennedy (1985) paper cited in the steel design commentary (see Bug 2686 above) applies to wood as well as steel.
Because the program was also evaluating lu in the vicinity of the maximum moment (see bug 2708), this frequently resulted in smaller than expected lu values and higher than expected KL.
c) Unsupported Length for Multi-span Members with Intermediate Support. (Bug 2700)
For a multi-span beam, when you entered a value for intermediate lateral support, the program did not include interior supports as points of lateral support. However, CSA 086 6.5.6.4.1 says to use the maximum purlin spacing, but only in the context of that spacing being “intermediate” to a span, and the intention is not to use the purlin spacing when it is greater than the span length.
This created longer than expected lateral support distances for maximum negative support moments at supports, and a lower-than-expected KL value. It has been corrected, and the program always includes bearing support points as points of lateral support. Note that the program has always indicated via a design note that these points are to be restrained.
d) Lateral Support Evaluated at Point of Maximum Moment (Bug 2708)
The program was determining the lateral support interval to be used in calculating the KL factor for CSA 086 6.5.6.4.1 as being the one in the vicinity of the point of maximum moment in a span, so that if lateral supports divided unevenly into span length, and the maximum moment lay within the small remainder distance, that distance would be used as the unsupported length lu rather than the full user input span length.
CSA O86 6.5.6.4.1 says to use the maximum purlin spacing, so the program has been corrected to use the user input spacing value.
Note that the program would rarely if ever use this small distance, which is positioned at the right end of a span, as the lu , because the maximum positive moment usually occurs at mid-span. The maximum negative moment is usually at a support, in which case the full support distance in the span to the right of the support governs.
However, the use of this method was exacerbating the problems created by bug 2695 (above), in that small lateral support distances created by including the points of zero moments were often in the vicinity of maximum negative moment.
e) Drawing of Lateral Support (Bug 2697)
The drawing of the supports was such that the first support was always placed at one half the input lateral support spacing from the end of the beam. This created a confusing situation when resulting support is the only one drawn, and at other times resulted in more supports than are necessary. Also, the positioning of the support used to calculate the unsupported length lu was based on starting the lateral support spacing at the start of the beam, so was not reflected by what was shown on the screen.
The program now draws the first lateral support at the support point for the top of the beam, to reflect the fact that it is to be laterally restrained at the top. At the bottom, it draws the first support at a distance equal to the lateral support away from the bearing support point. It does so independently for each span.
f) Design Code Clause for Lateral Support Note (Bug 2706)
The design note in the Results output about the need for lateral restraint at bearing support points references the sawn lumber clause 5.5.4.2.1 for all materials. It now references 6.5.6.3.1 for glulam and does not reference any clause for steel design.
g) Lateral Support Note for Glulam (Bug 2706)
The design note in the Results output about the need for lateral restraint at bearing support points appears for glulam members only when the d/b ratio is greater than 2.5:1 as per 6.5.6.3.1.
h) Materials in Input Note for Lateral Support (Bug 2707)
The note appearing below the lateral support input in Beam View now appears for sawn lumber and SCL only, and no longer for glulam, I-joists, or steel. This note refers to clause 5.5.4.2.1 for sawn, which is also referenced for SCL materials. The Design Setting that controls this note and the engineering functionality apply to sawn and SCL only.
i) Ratio in Input Note for Lateral Support (Change 143)
The note indicating that the lateral support inputs apply only when d/b is greater than 9 was saying "b/d" rather than d/b. This has been corrected.
2. Reaction in Analysis Diagram on Right Support with Left Cantilever (Bug 2691)
The value for the reaction on the rightmost support was not shown in the analysis diagram if there is a cantilever on the left end of the beam. This has been corrected.
3. Partial Line Loads on Beams in Concept Mode (Bug 2673)
In Concept mode, when creating a load on a beam by selecting two gridlines within a beam, the program applied the load to the entire beam. This has been corrected and the program now creates a partial load between gridlines.
4. Uplift Reactions at Base (Bug 2672)
When showing reactions at base for each load type in plan view, Sizer omitted the reaction from any load type if it was negative (uplift), and instead shows a combined uplift load after a U symbol.
The program now shows the negative value for all load types separately in addition to the combined uplift from the critical load combination.
5. Serviceability Importance Factor in Load View Input (Change 127)
In the input for Importance factor in Load View, we now indicate the serviceability load factor as well as the one for ultimate limit states. This is particularly important for snow loads, because designers are allowed to use Part 9 snow loads which do not include a serviceability factor. In this case, the input selection indicates that Sizer then factors these loads by 0.9, so the designer can make the necessary adjustment to the load magnitude to compensate.
6. Formatting of Support Bearing Results for Columns (Change 128)
In the Force vs. Resistance table of the Design Check output for columns and walls, the Qf and Qr for support bearing were not lined up with similar values for other criteria. This has been corrected.
7. Asterisk for Beam and Stringer Grades Setting (Change 144)
8. I-Joist Input in Database Editor
The following problems pertaining to the modification of I-joist material properties in Database Editor have been corrected. They are listed here because I-Joists are used only by the Sizer program.
a) Fc for I-Joists (Change 134)
Database editor showed a value of zero for axial compression Fc for I-joists, which Is not relevant to I-joist design. It no longer appears in Database Editor.
b) K for I-Joists (Change 135)
Starting with version 8.1, Database Editor always shows a value of zero for shear constant K for I-joists. This has been corrected, and the value from the database is now shown.
9. Link to Custom Version Web Page (Change 137)
This version of the software was distributed to individual users as a “hot fix” version. The changes below first distributed to the general public in version 8.4.
1. Transfer of Partly Uplift and Partly Gravity Reactions from Joist Area to Supporting Member (Bug 2660)
When a member supports a joist area such that one end of the transferred reaction is positive (gravity) and the other end of the load is negative (uplift), and the reaction load does not start at the beginning of the supporting member, the two triangular loads created (positive and negative) were not positioned correctly. This has been corrected.
2. Transfer of Loads from Column Close to Intersection of Beams (Bug 2661)
When a column is close to the intersection of two beams, one of which supports the column, sometimes the program identified the other beam as the support. This has been corrected.
3. Concept Mode Crash for Triangular Joist Area with No Dead Loads (Bug 2659)
Triangular joist areas in concept mode without any dead loads, and for which self-weight is set to Manual input , were causing Sizer to crash when designing or exporting a member that is below the triangular joist area in the building.
Please also consult the entries for version 8.3 below to view all the changes since the last version released to the general public.
1. Lateral Stability KL = 1 Setting (Bug 2105)
The following changes have been made to the operation of the Design Setting Assume KL = 1, which is checked if the member is laterally supported according to the conditions in CSA O86 5.5.4.2.1 so that computation of lateral stability KL using 6.5.6.4 is not necessary.
a) Default Value
The program now sets the original “factory” default for Assume KL = 1 to be unchecked rather
than checked. You can change this via Save
as Default.
b) Note in Beam View
If Assume KL = 1 is checked, a note has been added to the Lateral support section in Beam View that says Used when b/d > 9 (5.5.4.2.1).
c) Design Results Output
When checked, and b/d is not greater than 9, the lateral support inputs are no longer displayed in the design results output.
2. Project Settings Saved as Default (Bug 2255)
Starting with version 8.0 of the program, the Project Settings were saved when you selected Save as default under Settings, when they shouldn’t be because one can expect them to be different with each new project. Now each new project, or each new beam, column or concept file created outside of a project, has blank Project information by default. However, you can create new beam column, and concept files with the same project information by including them in the same project (i.e. by File, New Project).
This version of Sizer was released to only a limited number of users for use in a training seminar. The changes listed here are also in the 8.31 version of the program released to the general public.
1. XML Transfer of Steel
Sections (Change 123)
Steel sections were not being properly input into Sizer via
the XML file transfer mechanism and did not design in silent mode.
2. Design Search Failure
Warning after XML Transfer (Change 124)
The warning message during the design search that says a
section cannot be found is suppressed when running in silent mode after XML
file transfer.
3. XML transfer of Version Info (Change 125)
The XML file transfer now includes the version information, in the form Major Version, Minor Version, Update Number, Build Number, and Country, with country being Canada.
4. XML Transfer of Combined Axial and Bending Results (Change 126)
The XML file transfer was not including the results for column or wall stud combined axial and bending, so that if a column failed this check it was not evident in silent mode. This has been corrected.
The links below lead to descriptions of the changes to Version 8.2 of WoodWorks Sizer.
A. Beam and Column Engineering Design
1. Beam and Stringer Grades for Post and Timber Sizes
(Bug 2588)
3. Glulam Shear Load Coefficient Cv Calculation (Bug
2568)
4. Structural Composite Lumber Lateral Stability
Factor KL (Bug 2586)
5. Combined Axial and Bending Results for High Pf/Pe
(Bug 2587)
6. Design Search for Combined Axial and Bending (Bug
2610)*
7. Secondary Moment Check Warning (Bug 2587)
8. Axial Compressive Resistance fc for Sloped Custom
Section Beam Bearing Design (Bug 2597)
9. Vibration Design for Custom Floor Joist Sections
(Bug 2545)
10. Small Point Load Bearing in Absence of Point Loads
(Bug 2607)
11. Point Load Bearing Design Note (Change 119)
12. Span Input Corruption for Long Spans (Bug 2455)
13. Maximum Shear within Span Warning for Lightly
Loaded Spans (Bug 2486)
1. Lateral Support
in Concept Mode (Feature 182)
2. Operation of Snap Increment Setting (Bug 2536)
3. Operation of View Limits Setting (Bug 2536)
5. Gridpoint Elevation Update (Bug 2537)
6. Message Joist Transfer from Concept Mode to Beam
Mode (Bug 2539)
7. View Options for Concept Mode in Initialization
File (Bug 2527)
1. Beam and Column Data Input View Size (Bug 2575)
2. Lateral Support Spacing Update (Bug 2560)
3. KL factor in Design Settings Page (Change 117)
4. Activation of Vibration Button for SCL Materials
(Bug 2546)
5. Vibration Nomenclature (Change 114)
6. Pattern Loading for Dead Soil Loads (Bug 2599)
8. Units for Joist Spacing in Design Summary (Bug
2557)
9. Built-up Beam Dimensions for Custom Beam Sizes (Bug
2580)
10. Trailing Zeroes in Length and Pitch Data (Changes
110 and 113)
11. Sloped Bearing Note (Change 111)
12. Format of Modification Factor Heading for f/E
(Change 112)
13. Secondary Moment Calculation Alignment (Change
118)
1. Self-weight in Bearing Reaction Analysis Diagrams
(Bug 2487)
2. Self-weight Note in Analysis Diagram (Bug 2604)
3. Effect of Lateral Support in Beam Drawing (Bug
2528)
4. Positioning of Span Identifiers in Diagram for
Negative Slope Beams (Bug 2530)
1. Slow Run Times when Saving to Network Share (Bug
2497)
2. Update XML Link (Feature 186)
3. Retaining Default Loads from Previous Installation
(Change 116)*
A. Beam and Column Engineering Design
1. Beam and Stringer Grades for
Post and Timber Sizes (Bug 2588)
Sizer did not allow you to override the post and timber grade values in Table 5.3.1 D with the beam and stringer values in Table 5.3.1 C, as the note 2 in table 5.3.1D allows, based on the posts having been graded to beam and stringer rules. A setting has been added to the Design Settings allowing this. It defaults to unchecked, and is saved to both the project file and the ini file as default for new files.
WoodWorks now includes a database file for built-up LVL columns in the materials database.
3. Glulam Shear Load
Coefficient Cv
Calculation (Bug 2568)
In the calculation for the glulam shear load coefficient, Cv, in O86 6.5.7.3 the program was splitting a span up into numerous segments based upon:
- the points that are displayed in the shear diagram
- points are entered as Points of Interest
- span ends
- zero intercepts
- abrupt changes in shear
However, the design code only uses the last of these – the ends, “inflection points” (zero intercepts), and abrupt changes, to define the segments. Because of the non-linearity in the equations, even though the shear force is linear over the course of all the extra segments created, the resulting Cv factor was different than if only the designated points are used to create the segments.
This effect was usually small, and conservative, but has been corrected.
4. Structural Composite Lumber
Lateral Stability Factor KL (Bug 2586)
The program applied the lateral stability factor KL for
glulam from O86 6.5.6.4 to structural composite lumber, whereas the O86
13.3.2.7 says to use the sawn lumber clause 5.5.4.2. Note that 5.5.4.2 specifies use of 6.5.6.4 if a set of support
conditions are not met, however for SCL you were not afforded the opportunity
to indicate via the design setting that
these conditions are met and that KL =1, as you are for sawn lumber.
Now that setting applies to both sawn lumber and SCL, and it indicates so in
the checkbox text.
5. Combined Axial and Bending Results for High Pf/Pe (Bug 2587)
The program calculated a combined axial and bending ratio for CSA O86 5.5.10 even when the secondary moment ratio Pf/Pe was greater than one.
A Pf/Pe ratio approaching one causes the design ratio to approach infinity, indicating extreme failure for high Pf/Pe, but a Pf/Pe greater than one caused the design ratio to improve, or be negative rather than indicate a failure. A Pf/Pe greater than one instead now indicates a failure on its own account. The program in this case outputs the design ratio of Pf/Pe rather than the full interaction equation in 5.5.10.
In almost all cases, the program will fail due to tension alone when this occurs due to high Pf.
6. Design Search for Combined Axial and Bending (Bug 2610)*
Starting with Sizer version 8, the program examined only the first section in a design search for the combined axial and bending criterion. The check was skipped for the rest of the sections skip the check, so that if they failed for combined axial and bending, they were still considered passing sections. If such a section is selected for a design check, the combined axial and bending check is done and the section fails.
In the Design Summary, the design ratio reported for combined axial and bending was zero for all but the first section.
7. Secondary Moment Check Warning (Bug 2587)
You are able to disable the check
for secondary moment from O86 5.5.10 for combined axial and bending, even
though the design code mandates it.
This ability to disable it has been retained for those users who wish to examine the impact of the secondary moment; however, a warning now appears in the output when it is disabled.
8. Axial Compressive Resistance
fc for Sloped Custom Section Beam Bearing Design (Bug 2597)
Database Editor did not allow input of the axial compressive resistance, fc, value for parallel-to-grain compressive resistance for beams, so that for custom databases, the compression angle-to-grain bearing resistance for sloped members from CSA O86 5.5.8 used a random value for fc and resulted in nonsensical output for bearing resistance. You can now enter fc for beams in database editor. Existing custom database files should be modified to include an fc value.
9. Vibration Design for Custom
Floor Joist Sections (Bug 2545)
For floor joist custom sections, the program always set the vibration span to zero and issued a vibration failed design warning. This has been corrected.
10. Small Point Load Bearing in Absence of Point Loads (Bug 2607)
In the Bearing results, the program outputs a very small value of Pt Load bearing (CSA 5.5.7.3) even when there are no point loads within a distance d of that support.
Now, the program does not show the Pt Load bearing line if there are no point loads at supports. However, the small value will still appear at supports that do not have point loads if the Pt Load bearing line is shown.
a) This small value is in fact from line loads over an end support outside of a design span, and can be removed by turning on the checkbox in the Load Input view "Line/area loads applied over design span only".
11. Point Load Bearing Design Note (Change 119)
When there are point loads within a distance of member depth d from any support, the following Design Note is now output:
Total reaction used
to check O86 5.5.7.2 for effect of all applied loads; point load reaction is
used to check 5.5.7.3 for effect of point loads near a support.
12. Span Input Corruption for Long Spans (Bug 2455)
Occasionally, for multi-span beams with long spans, the span lengths entered become scrambled when constructing the beam model and beam design was not possible. This issue was fixed for most cases for version 8.11, but there remained some situations that were addressed with 8.2.
13. Maximum Shear within Span
Warning for Lightly Loaded Spans (Bug 2486)
If there is an extremely lightly loaded span, for example
from a partial load that extends a short distance past a support, then the
program sometimes output a warning message regarding maximum shear being within
the span, and failed to find a passing design even if
such a design existed.
1. Lateral Support in Concept
Mode (Feature 182)
You are now able to specify in Concept mode whether beams
and joists are laterally supported on the top and on the bottom. The choices
are full support or support at bearing only; there is no input of a support
interval. The default for both member types is to be supported at the top
2. Operation of Snap Increment Setting (Bug 2536)
The following problems affecting the operation of the snap increment input in the View tab of the Settings have been corrected:
a) Input Units
The units for the snap increment have been changed from feet or metres to inches or mm, so that you do not have to enter e.g. 0.33333 for 4". The input form now shows the units being entered (in or mm) , whereas previously it just showed the number.
b) Unit Conversion
When changing from metric to imperial, the program used the same numeric snap increment without converting it. It now converts to a round number in the other unit system.
c) Setting Update
Occasionally, the snap increment was set to zero rather than updating when re-entering the settings, and a strange message about web openings appeared when you tried to exit the box. This has been corrected.
d) Saving Default
The snap increments were not being written to the initialization file as defaults for new projects. This has been corrected.
e) Factory Default
The default snap increment for new installations of Sizer has been changed from 1m to 30cm, which converts to one foot upon change in units. This creates a visible set of gridlines for the Generate Gridline feature, and then can be changed to create a more refined grid for particular structural elements.
3. Operation of View Limits Setting (Bug 2536)
The following problems affecting the operation of the snap increment input in the View tab of the Settings have been corrected:
a) Input Units
The input form now shows the units being entered for the view limits, ft or m.
b) Conversion between Metric to Imperial
The conversion between metric and imperial units was inconsistent, sometimes converting between the unit systems and sometimes just displaying the same numeric value in the new unit system. This has been corrected and the program converts between unit systems at all times.
c) Saving Default
The saving of the view limits to the initialization file was inconsistent, sometimes allowing you to save the default for new files and sometimes not. This has been corrected
d) Factory Default
The default view limits for new installations of Sizer has been changed from 45 x 60 m to 15 x 20 m. The view limits were intended for imperial feet and were too large for metric units for typical structures.
a) Disabled Database File in
Concept Mode (Bug 2541)
Concept mode crashes on design or export of member if you
try to access a member from a database file that has been disabled in Database
Editor. Previous to version 8, the program would
design for an inactive database as long as it found the database file on the
computer, regardless of whether it was
disabled. If it was not found it would issue a warning on both the screen and
in the output. The program now shows a warning message informing you that
materials are no longer available when opening file, running design, or
exporting to beam/column mode, and halts design or export. The message
instructs you to re-activate the materials in database editor or change the
materials in the groups dialog. The
message shows the list of groups that are missing their materials and shows the
materials names and file names that are missing.
b) Design for Disabled Species
in Concept Mode (Bug 2542)
In Concept mode, if designing for a material that hat has
a species that had been turned off in Database Editor occurring in the species
list before the selected species, a crash
occurred on design. This has been corrected.
c) Steel Database in Concept
Mode (Bug 2543)
If changes were made using database editor so that the steel database was no longer last in the list of beam database files, then the materials input for other materials in Concept mode become out-of-synch such that steel information appeared for one of the other materials and the following materials showed the species and grade for other materials than their own. This problem could be rectified by disabling the steel database in Database Editor, saving, and then re-enabling it. However, this is no longer necessary as the problem has been corrected.
5. Gridpoint
Elevation Update (Bug 2537)
When updating a gridpoint
elevation in Concept Mode, the program requires a mouse click somewhere else,
and if the click is made on the plan view, the program behaved erratically,
often moving some elements to a new gridline it creates .It was not possible to
undo this change. This happened most often when "Cancel" is pressed
when asking to confirm elevation change. These problems have been eliminated
from the program.
6. Message Joist Transfer from
Concept Mode to Beam Mode (Bug 2539)
Occasionally, and even on very simple structures with no gridpoint elevations so all joists lie in the horizontal plane, when transferring a joist area to beam mode a message appeared saying there were out- of plane joists, and that a line load on the supporting beam could not be made from the area load on the joist. However, the joist area transferred successfully anyway. The problem has been corrected and the misleading message box no longer appears.
7. View Options for Concept
Mode in Initialization File (Bug 2527)
The view options for Concept Mode were not in the initialization file provided with our installations, and have been added. This has no effect on program operation because the default values are also in the program itself; it is just a maintenance issue.
1. Beam and Column Data Input
View Size (Bug 2575)
When the Windows font size is set to larger than 100%, then
the beam and column mode splitter windows did not by default extend far enough
to expose all of the input data. This has been
corrected and the data is always shown.
2. Lateral Support Spacing
Update (Bug 2560)
In the input for the top lateral support spacing in Beam view, when a value in mm was then the “Run design” button was pressed and you returned to beam view, the decimal place had shifted three spaces to the left. This was a problem in the user interface only; it did not affect design and the design summary output was showing correct values for the top lateral support spacing. This has been corrected.
3. KL factor in Design Settings Page (Change 117)
The input for the setting to set KL = 1 in the Design Settings now indicates that it applies to SCL as well as sawn lumber, and provides checkbox text explaining that you would do check it because it satisfies lateral support and d/b conditions from O86 5.5.4.2.
4. Activation of Vibration
Button for SCL Materials (Bug 2546)
For SCL floor joists (LVL and PSL), the vibration button no
longer remains active, as vibration design is not done for these members
5. Vibration Nomenclature (Change 114)
In the Vibration input, the words Sheathing thickness have been changed to Floor sheathing thickness and Connection of subfloor to Connection of floor sheathing.
6. Pattern Loading for Dead
Soil Loads (Bug 2599)
The checkbox for pattern loading is active and checked by default for dead soil loads, which cannot be patterned. These loads were not patterned for design even when the box was checked. The box is now inactive for dead soil loads.
8. Units for Joist Spacing in Design Summary
(Bug 2557)
When working in Imperial units, the joist spacing in the
“Design Summary" output of beam mode was shown in millimetres, followed by
"in". It now shows the spacing in inches. The spacing used internally
for design was the correct one.
9. Built-up Beam Dimensions for Custom Beam
Sizes (Bug 2580)
For built-up custom sections, including those with custom depths,
the width shown in the material specification of the design check output was
not being adjusted for the number of plies correctly. Instead of reporting e.g. 1.5" x 16", 5 ply (7.5" x
16") both the singly ply width and
the total width were mistakenly multiplied by number of plys
giving: 7.5" x 16", 5 ply
(37.5" x 16"). This was also
happening for metric units, and has been corrected.
10. Trailing Zeroes in Length and Pitch Data (Changes 110 and 113)
The length of spans, total length of member, Ke factors, and unsupported lengths appearing in the material output that are whole numbers now show just one zero rather than several trailing zeroes. When the pitch is a whole number, it does no longer shows zeroes, e.g 4/12 instead of 4.0/12.0
11. Sloped Bearing Note (Change 111)
The note giving the design code clause for sloped bearing has been moved to the CALCULATIONS section of the Additional Data. It was incongruous with the other data in the Critical Load Combinations section.
12. Format of Modification Factor Heading for f/E (Change 112)
f/E(Mpa) in the modification factors table of the additional data has been moved to the left one space so that there is a space between it and the first factor.
13. Secondary Moment Calculation Alignment (Change 118)
The output of 1/ (1- Pf/Pe) in the CALCULATIONS section is now left-justified.
1. Self-weight in Bearing Reaction Analysis
Diagrams (Bug 2487)
The bearing reaction analysis diagrams that are created for each separate load combination were not factoring the reaction due to self-weight by the load combination's dead load factor. This has been corrected. Note that the critical analysis diagram was working correctly.
2. Self-weight Note in Analysis Diagram (Bug
2604)
At the top of the Analysis Diagrams, for known sections, the program indicated self-weight is included even you have set it for manual input of self weight. This line has been removed for manual input of self-weight.
3. Effect of Lateral Support in Beam Drawing
(Bug 2528)
The drawing of the lateral support material on the top of
the beam was not taken into account when positioning
dimensioning lines and loads above the member, so these were partly obscured.
This has been corrected.
4. Positioning of Span Identifiers in Diagram
for Negative Slope Beams (Bug 2530)
When beams have a negative slope, the words Clear, Full, and Design that
identify the span types appeared in random locations, often over top of other
drawing elements, rather than in a neat column at the left of the beam as for
positive slopes. This has been corrected.
1. Slow Run Times when Saving
to Network Share (Bug 2497)
For certain Windows 7 security configurations, Sizer runs a
design on a file that had been saved to a network file server very slowly, even
though it runs the expected fraction of a second when saved to a local
computer. There was no delay when saving the file, just when running a design.
This has been corrected.
2. Update XML Link (Feature
186)
a) New Program Features
The following features first implemented in version 8 now can be passed via the XSML link
-
Span type (Design
Span, Clear Span, Full Span)
-
Supporting member
Type, Material, Species, Grade, Bearing length, Bearing width, Bearing at support end, Point load bearing length, Point load bearing width, column Lower support
-
Unknown bearing
length options ( Use exact minimum, round to closes fraction, pick from section
list, round exterior but use list for
interior)
-
Member
description
b) Project File Save Location
Indicate to Sizer the name of the project file created from the XML data, and what folder to save it in, for Interactive Mode only.
c) Width And Depth Input
The program was sometimes interpreting width and depth inches as feet. This has been corrected.
d) Roof Joist vs. Floor Joist
The XML transfer can now distinguish between joist types.
e) Automatic vs Manual Self-weight
The Sizer program was disregarding the setting passed as to whether the self-weight was automatically included by Sizer in loads analysis.
f) Company Info
The four lines of company info were offset by one line; this has been corrected.
3. Retaining Default Loads from Previous Installation (Change 116)*
It is now possible to retain the default loads created while using a previous installation of the program when installing Sizer 8.2. They are now included when you indicate during installation that you want to retain program settings. The installation includes an empty default loads file to facilitate this.
Sizer 8.13 –
Hot fix - August 23, 2012
Sizer 8.12 –
Hot fix - June 29, 2012
This version was not distributed for general use, it was given to users with a problem associated with certain touch screen monitors that the program would crash upon entering beam load view (Bug 2381). The solution was to allow beam load view to appear in a pop-up window rather than the permanent form view.
A setting was added to the Preferences settings to allow a choice as to whether it would show up in beam load view, and those users with the problem were instructed to select that setting. This setting appears in all subsequent versions of the program.
It was later discovered that several users with this problem had the Wacom 21UX touch screen and mouse. It has also been experienced by users with other touch screen devices.
Sizer 8.11 – Design Office 8, Service Release 1 – May
22, 2012
Some of the changes listed below first appeared in Version 8.1, which was released as an Educational version only. These changes are indicated by Version 8.1 in the change name line.
1. New Joist Materials (Feature 78)
2. Sill Plate Deactivated after Database Editor File
Operation (Bug 2457)
3. Crash upon Deactivation of Doug Fir or SPF Built-up
Column Species (Bug 2478)
5. Steel Members in Database Editor (Feature 32 -
Version 8.1)
6. Copy Database File (Database Editor Feature 7)
1. KD factor for Moment and Shear Design
(Bug 2376 – Version 8.1)
2. Supporting Member Bearing Design
3. Load Sharing and System Factor (Bug 2406)
4. Crash on Notched Design for Unknown Joist Depth
(Bug 2417)
5. Maximum Shear Inside Span Warning (Bug 2431)
1. Dead-Only Combination with Dead Soil Load (Bug 2371
– Version 8.1)
2. Magnitude of Concentrated Live Roof Joist Load (Bug
2428)
3. Unfactored Reactions for Pattern Load Combination
(Bug 2298 – Version 8.1)
4. Sustained Live Load Deflection in D + Ls
Combination (Bug 2372 – Version 8.1)
5. Analysis of Point Loads at End of Cantilever (Bug
2433)
D. Beam and Column Mode Operation
1. Notch Depth Updating (Bug 2416)
2. Span Input Corruption for Long Spans (Bug 2455)
3. Update of Supporting Member Properties (Bug 2385)
4. Analysis Diagrams Crash after File Renamed (Bug
2422)
5. Critical Analysis Diagrams for Multiple Documents
(Bug 2423)
6. Joist Spacing Conversion on Unit Change (Bug 2442)
7. Checking Integrity of Default Loads (Bug 2370)*
1. Unfactored Strength Results for Custom Post/Timber
Sections (Bug 2453)
2. Column Deflection Diagram Units (Bug 2435)
3. Tributary Width Format in Design Check Output (Bug
2440)
4. Critical Deflection Combinations for Deflection
with No Live or No Permanent Loads (Change 106)
5. Joist Vibration Span Nomenclature (Change 107)
1. Concept Mode Default Pattern Loading (Change 108)
2. Concept Mode Importance Factor Default (Bug 2366)
3. Default Load Face for Wall Studs Transferred from
Concept (Bug 2361)
4. Concept Mode Unit System Change (Bug 2443)
5. Joist Spacing in Roof and Floor Group Input (Bug
2441)
1. Streamline Network Version Setup (Design Office
Feature 8)
2. Version Number in Program Name (Change 104)
3. Windows File Associations (Bug 2448)
1. New Joist Materials (Feature 78)
The following materials selections have been added for roof and floor joists in Sizer. These will appear in version 8.11 even if you choose to retain you material customisations from previous versions, however, if you do so, it will be necessary to activate the new materials using Database Editor.
a) Built-up Joists
Sizer now allows you to select built-up lumber joists to implement designs in which joists are doubled up. A database file has been added to the installation containing only joist members that are 2” nominal thick (38.1 mm) for built-up design. The number of plies for built-up joists is limited to 2 to avoid designing unrealistic members.
Refer to Bug
b) LVL Joists
Sizer now allows you to select LVL materials as joists; it was previously limited to LVL beams. A built-up joist LVL database has been included, allowing you to double up the joists. Note that unlike the built-up lumber joist database, the thicker 3.5” sections are included, and if these are selected, the number of plies should be set to 1. The number of plies is limited to 2 to avoid designing unrealistic members.
2. Sill Plate Deactivated after Database Editor File Operation (Bug 2457)
If you activated, deactivated or added a database file in Database Editor the program deactivated all sill plate materials that are used for bearing design in Sizer. The next time Sizer is run, a message warning you that you do not have sill plate materials appears on start up, and sill plate does not appear as a choice of bearing materials. This has been corrected.
If you have experienced this problem already, then in order to restore your sill plate materials, it is necessary during installation of this service release to indicate that you do not wish to retain your database customisations from the previous installation, by deselecting the Material Database – Standard selection in the Installation Options box that appears during the installation.
If you do not wish to lose your database customisations, contact WoodWorks Technical support for instructions on how to reactivate the sill plate materials without losing other database changes.
3. Crash upon Deactivation of Doug Fir or SPF Built-up Column Species (Bug 2478)
Starting with version 8 of the program, if you de-activate Douglas Fir or SPF species in the column built-up database using Database editor, the Sizer program crashes on start-up. This has been corrected. If these species are deactivated, the program now issues a message that glulam weak-axis design is not possible, as the program requires properties from these species to perform glulam weak axis design according to CSA O86 6.5.3.
The numbers in grade name were USA ASD Fb values that did not equal Canadian fb values in MPa when converted from psi. The grade names were changed to reflect Canadian LSD design and nomenclature, for example 2200Fb is now 4065fb.
The Imperial value, rounded to the closest 5 lbs., was used for consistency with the "species" name, which is the Imperial modulus of elasticity value such as 1.2E.
Note that grade values from old projects will not be selected in Sizer and must be reselected manually.
5. Steel Members in Database Editor (Feature 32 - Version 8.1)
The program now allows you to edit the properties of steel members that were introduced with Sizer 8. These properties are found in the Section input.
6. Copy Database File (Database Editor Feature 7)
1. KD factor for
Moment and Shear Design (Bug 2376 – Version 8.1)
The KD factors for shear and moment design
calculated using O86 4.3.2.3 for long term loads greater than standard term
loads, could be retrieving the wrong moment and shear components by load type
for use in determining the effect of the loading on each span for each
criterion. This occurs in for the following situations, which have been
corrected:
a) Different Load Profiles on Beam
The shear and moment values at a location on the beam may
be taken from a point that is shifted slightly on the beam in the case where
different load combinations contain loads with different profiles.
b) Dead Loads due to Soil in Patterned Combinations
When dead loads due to soil are present with patterned
load combinations the dead soil component of the moment was being treated as
live for the moment KD calculation.
c) Shear KD for Pattern Combinations
For patterned live load combinations (L_, L__, etc) with dead loads present, the spans without the live
pattern load were using zero for the live shear component for shear KD.
d) Sustained Live for Pattern Combinations
For patterned live
plus sustained live load combinations, on the spans without the patterned
loads, the sustained live component of the shear was being included in the live
component.
e) Live Loads at the End of Pattern Spans
For patterned live plus sustained live load combinations,
at the end of spans without the patterned loads, the live and sustained live
components of the moment for moment KD were sometimes using equal
but opposite signed values when they should actually both
be using zero.
f) Eccentric Axial Loads
For columns with eccentric axial loads with dead, live, and live sustained shear components, the live and sustained live shear values were both zero for the 1.25D + 1.5L + 1.5Ls load combination. For load combinations that also include snow, the live, live sustained and snow components are non-zero but unpredictably incorrect.
2. Supporting Member Bearing Design
The following problems regarding the bearing design for user-input supports introduced with Version 8 have been corrected.
a) Bearing Length for KB factor for Wall Supports (Bug 2401)
For the bottom plate of a wall, the bearing length used in bearing factor KB calculations was the width d of the wall stud rather than its thickness b, even though the thickness is reported as the bearing length used. The thickness is now used, as it is the parallel-to-grain dimension specified in O86 Table 5.5.7.6.
As a result, the KB factor for a 3.5” stud was 1.12, and for a 5.5” stud was 1.02, rather than the correct 1.25 for a typical stud thickness of 1.5”.
Note that this applies only when the box for Bearing at support end is unchecked, otherwise KB is 1.0.
b) Default Lower Bearing Support for Columns (Bug 2384)
For columns, the bearing length of the lower support defaults to =Lb for sill plates, but it shouldn’t, they are assumed to rest on a continuous foundation so it should be > 2 x Lb.
c) Wall Top Plate Bearing Design (Change 105)
The program now assumes a depth of 1.5" for wall top plates used as supports for joist members, leading to a size factor Kzcp of 1.15 in most cases. Previously no depth was assumed, and the size factor was 1.0.
d) Kzcp for Supporting Member in Output (Change 109)
The program now outputs the Kzcp factor for supporting members in the Bearing and Reactions table, if the Show detailed bearing results setting is active.
e) Wall Supporting Members for Beams (Change 120)*
The program now allows beams to be supported by walls in beam mode, in order to take into account the compressive resistance of a wall top plate. Wall supports are still not allowed for beams in concept mode; a column usually representing built up wall studs must be embedded in the wall.
3. Load Sharing and System Factor (Bug 2406)
The following refinements have been made regarding the
designation of load sharing for different member types, and the application of
the system factor KH.
a) Built-up Lumber Beams
For sawn lumber built-up beams, the choices for repetitive member have been changed to Yes and No, in accordance to O86 clause 5.4.4.3 and the separate column for built-up in Table 5.4.4 for factor KH, rather than Case 1 and Case 2, which is from 5.4.4.1,2 and the other columns in Table 5.4.4.
Note that if load sharing is selected for built-up beams, and you select or the program designs a 1-ply beam, then the KH factor is not applied. If you wish to use the beam in a system, then it must be selected as a non-built-up member.
b) Built-up SCL Beams
For built-up SCL beams, load sharing input has to be set to Yes and there have to be at least three plies for KH to apply. Previously either of these conditions would suffice. The default for SCL is to not apply load sharing to built-up beams because for many products, field-assembled beams do not qualify for the increase. A note to that effect has been added to the Design notes when the KH factor is applied.
c) Solid Beams
For all beams (SCL, glulam, and sawn lumber), the program now allows you to specify that they are part of a load sharing system, with the default being No. You select Yes only if you know that the beams are to be spaced not more than 610 mm apart. If so, the Case 1 KH factor from table 5.4.4 is applied for sawn lumber. (According to 5.4.4.1, Case 1 applies to beam-like members, whereas Case 2 from 5.4.4.2 is intended for joists, studs, and rafters.)
If a beam is designated as load sharing, a design note appears in the output giving the required spacing.
d) Built-up Joists
The program now allows built-up joists (see Feature 78, above). If load sharing is selected for these, the program applies the Case 1 or Case 2 selection if they are spaced within 610 mm, otherwise it applies the built-up factor from table 5.4.4.
e) Glulam Joists
For glulam members used as a joist, the program now gives the choices Yes/No rather then Case 1/ Case 2, which do not apply to glulam. The program has always applied the glulam value from 6.4.3 for both cases. Note that glulam joists can only be entered into Sizer by creating a new database file in Database Editor.
f) Output
The output specification of the load sharing choice for sawn lumber has been made to correspond with the input, either Yes or Case 1 / Case2, as the case may be. For SCL, nothing had been showing up in the output, now it shows Yes.
4. Crash on Notched Design for Unknown Joist Depth (Bug 2417)
When designing unknown sections with notches, if the section examined for design does not pass the restrictions based on maximum notch depth, but earlier ones did, the program crashed. This happened even though larger sections will not violate the notch restrictions if smaller ones didn't, because the program proceeds to examine shallower sections that are wider, and sections made from different materials.
For this reason, this problem occurred
intermittently, for example inputting Ľ” as the notch depth is fine, inputting
3" causes a crash, and inputting 6" results in a message that it
cannot find a section, which was correct given the notch restrictions.
This has been corrected.
5. Maximum Shear Inside Span Warning (Bug 2431)
The warning message saying that the maximum shear is within the span instead of at a support was being displayed occasionally when it should not for design spans slightly larger than 1200mm, for example 1201 or 1202 mm. This only occurred for this particular range of values.
1. Dead-Only Combination with Dead Soil Load
(Bug 2371 – Version 8.1)
Sizer version 7.x and 8 used the load combinations 1.4D and 1.25D + 1.5Ds, where Ds is vertical dead load due to soil and plants; however, according to clause 4.1.3.2 (9) of NBCC 2010, the load combination should be 1.4D + 1.5Ds. This created a non-conservative value for the dead-only load combination when Ds loads were present, as from green roofs. This has been corrected and the only “dead-only” load combination used is 1.4D + 1.5Ds.
2. Magnitude of Concentrated Live Roof Joist Load (Bug 2428)
When creating a concentrated live load for a roof joist, the program was creating the equivalent line load by dividing the 1.3 kN concentrated load by the 200 mm default width, as per NBCC 2010 table 4.1.5.9. However, it applied that line load over a distance of 750 mm, not 200 mm. (750 was the size of this load for the 2005 NBCC.) This created a default concentrated load 3.75 times larger than it should have been. This has been corrected.
Note that this was a problem only for the default load, if one typed in the 200 mm distance, or even just pressed the modify button without typing, the correct load length would be used.
3. Unfactored Reactions for Pattern Load
Combination (Bug 2298 – Version 8.1)
For a load type that is patterned (i.e. L or S), the
program showed in the Reactions and
Bearing table the unfactored reaction for that type from the critical
factored load combination if it is a pattern combination, rather than the
largest unfactored reaction for that type from any pattern load combination. As
the main purpose of this table is to manually use these reactions to load a
supporting member, the supporting member would not necessarily have been loaded
with the heaviest load possible for that load type.
The program now uses the load unfactored reaction from the load combination
with the heaviest reaction for that load type.
4. Sustained Live Load Deflection in D + Ls
Combination (Bug 2372 – Version 8.1)
For the 1.0D + 1.0Ls
load combination, the deflection results were not including the contribution
from the sustained live load. This has been corrected.
5. Analysis of Point Loads at End of Cantilever (Bug 2433)
If the point load is located at the end of a cantilever, due to small rounding errors, it is sometimes not being included in the loads analysis. This problem has always been in the software but is rarely encountered.
D. Beam and Column Mode Operation
1. Notch Depth Updating (Bug 2416)
On rare occasions, when you tried to enter a notch depth,
it would not register, that is, it would not be used for design, would appear
as zero in the output reports, and would be sometimes refreshed as zero in the
input screen.
The possibility of this happening has been trapped and prevented.
2. Span Input Corruption for Long Spans (Bug 2455)
Occasionally, for multi-span beams with long spans, the span lengths entered become scrambled when constructing the beam model and beam design is not possible. This has been corrected.
3. Update of Supporting Member Properties (Bug 2385)
After changing the supporting member material or species, sometimes the selections from the previous materials species or grade, respectively, were retained rather than the appropriate choices for the new controlling selection. This has been corrected.
4. Analysis Diagrams Crash after File Renamed
(Bug 2422)
If a member had been designed then saved to a different
filename, and you then clicked the analysis diagrams button without re-running
the design first, the program would
crash. This has bee corrected.
5. Critical Analysis Diagrams for Multiple
Documents (Bug 2423)
When navigating between the analysis diagrams of several open documents, the diagrams showed the most recently updated document's critical analysis diagrams, instead of the active document's critical results. The critical diagrams were only correctly updated if you were to then select an item in the load combinations drop down menu, or re-run design. The program now shows the analysis diagrams from the file you most recently viewed.
6. Joist Spacing Conversion on Unit Change (Bug 2442)
The program was no longer converting the input joist spacing in even hundreds of mm, e.g. 400, to a spacing in even inches, e.g. 16, when changing from metric to imperial, and vice versa. The default spacing of 400 mm therefore changed to 15.8" after changing the setting to Imperial. A default 16" spacing converts to 406mm.
Previous to version 8, the program would convert 400 mm to 16” and similarly for 300 and 600 mm (12 and 24"). This behaviour has been restored.
7. Checking Integrity of Default Loads (Bug 2370)*
The program now checks the integrity of the default loads that you can now save for each member type as the Loads.wsz file is read in and starts the program without default loads if it is found to be faulty. Previously the program would crash if this happened, however corruption of this file rarely happens.
1. Unfactored Strength Results for Custom Post/Timber Sections (Bug 2453)
For custom sections of lumber beams from the Beam and Stringer classification listed in O86 Table 5.3.1.C, the fb, ft, fc, and E values shown in the Factors table of the Additional Data were the ones for the Post and Timber grades from Table 5.3.1.D. However, the resulting resistances (Mr, Vr, Pr) shown in the Force vs. Resistance table were derived from the correct Post and Timber strengths, and these were the values used for design. This was therefore a display issue only, and has been corrected.
2. Column Deflection Diagram Units (Bug 2435)
For columns, the lateral deflection values displayed in the Beam Graphs were the metric mm equivalent to a displacement in inches, even when imperial is the unit system selected and "in" is shown on the diagram. That is, a deflection of .1" was showing up as 2.54". This has been corrected.
3. Tributary Width Format in Design Check
Output (Bug 2440)
When imperial units are selected, the tributary width for area loads shown in the loads tables in the Analysis and Design results was expressed in mm. This has been corrected.
4. Critical Deflection Combinations for Deflection with No Live or No Permanent Loads (Change 106)
If there are no loads on the member that would lead to live
deflection or to permanent deflection, the program no longer outputs a line
showing the critical load combination for these cases. Previously it was
showing the first load combination in the list, leading to paradoxical output
like self-weight-only being critical for live deflection, because there were no
live loads at all.
5. Joist Vibration Span Nomenclature (Change 107)
The program now uses the terminology Lspan rather than Lmax when showing the actual span length in the Force vs. Resistance table. Vibration is only performed on single span members, and Lmax could be taken to mean the maximum span length, or it could be taken to mean the maximum allowable, both of which are not accurate.
1. Concept Mode Default Pattern Loading (Change 108)
The program now asks you whether all patternable loads
(live and snow) on a member that is transferred from concept mode to beam mode
should be patterned, and if the answer is “yes” it patterns them. If you agree to pattern the loads, it means
that the design in beam mode will no longer be identical to that from Concept Mode.
2. Concept Mode Importance Factor Default (Bug
2366)
The default importance factor in concept mode has been
changed from “Low”, to “Normal”, corresponding to most buildings.
Furthermore, the program no longer reverts to the default
when a beam is transferred from Concept
Mode, and now uses what it was designed for in Concept Mode.
3. Default Load Face for Wall Studs Transferred
from Concept (Bug 2361)
Starting with version 8 of the program, when a stud wall is created in Concept Mode and then the stud transferred into Column Mode, the default wall stud loading surface for lateral forces was the depth d and not width b. This has been changed back to using the width b, which is how almost all walls are loaded.
4. Concept Mode Unit System Change (Bug 2443)
While in Concept Mode, when switching between Metric and Imperial units, the program behaviour was inconsistent and unpredictable. Sometimes the grid co-ordinates for the new unit system would appear on the screen, but the previous unit system would still be in the Format settings when you returned to them. At other times, the co-ordinates for the new unit system would not appear on the screen. This has been corrected and the new unit system immediately appears, and is in the Format settings when you return to them.
5. Joist Spacing in Roof and Floor Group Input
(Bug 2441)
When working in imperial units, a fractional value that equals 1/640 the metric value of the joist spacing appeared as a default in the Concept Mode Group dialog instead of the correct joist spacing. That is, instead of 400, the value 5/8 appeared.
This value was used to design the joist area and to create loads for joist members exported to Beam Mode. This occurred even when the group dialog box was not opened.
If the unit system was changed, the metric value is converted to that fractional value, rather than the correct imperial joist spacing.
1. Streamline Network Version Setup (Design Office Feature 8)
The procedure to set up multiple users running the program from a network server has been streamlined, as follows:
a) Copying of Sizer.ini file.
Previously, you had to manually copy a version of the Sizer.ini file to all the client machines. The program now does this automatically.
It is still necessary to modify the Sizer.ini in the server to indicate it is a network version and give the location of the program on the server. A new step is required, to copy the files from the Program Data area of the server for All Users to the corresponding folder in the Program Files area of the server. In other words, the Sizer.ini file on the server will be found in one of the following locations
Windows 7 -
C:\ProgramData\WoodWorks\CWC\Canada\8\
Windows XP -
C:\Documents and Settings\All Users\Application Data\WoodWorks\CWC\Canada\8\
After
modification, it has to be copied (not only moved) to
the following location, if the default installation was selected:
C:\Program Files (x86)\Woodworks\Cdn\Sizer\
The advantage of this approach is that the file has to be copied only once, and within one machine, rather than distributed to several machines.
b) Modification of Database.ini File
With the introduction of new locations for database and setting files with Version 8, the network installation required you to modify the file Database.ini by indicating it was a network installation. This is no longer necessary.
c) Instructions in “Read Me” File
The instructions in the Sizer Read Me file have been modified to explain the new procedure. In addition, the following corrections have been made:
- The instructions regarding key code security instruct you to contact WoodWorks sales, rather than using a key code that is delivered with the software.
- Instructions were given for those users who wish to modify the database files on their local machine using Database Editor on the server. These have been removed, as this procedure is not possible.
2. Version Number in Program Name (Change 104)
Sizer now has the version number in the name of the program that appears in the program title bar, and over icons that appear in the start menu. This enables you to quickly identify the version of the program you are running.
3. Windows File Associations (Bug 2448)
The following changes apply to the Sizer output files, that is, files with the extension .w[bc][acdg] bc is beam or column, acdg is analysis output ,design check, design run, or analysis graphs, and also concept files .wd (design by group), .wdm (design by member), and .wml ( materials list).
a) File Icons
For all of the Sizer output files shown in Windows Explorer, the generic icon showing a blank page has been changed to show a similar icon to those for the files in the toolbar, with the addition of a small replica of the Woodworks logo. If there is no toolbar button accessing the file, than an icon representing a lines on a page with the logo is shown.
b) Double-click Action
When you double click any of the text output files or analysis graphs, the corresponding project file now opens in Sizer and immediately shows the output file in the Sizer viewer. This is the same result as currently can be achieved by dragging the file into the Sizer.
Note that the text files are associated with Sizer and not the Windows Notepad application, which would be
advantageous if you wanted to edit the file. However, Notepad can be associated on the Windows 7 operating system only,
not in XP or Vista. For this reason, association with Notepad will be deferred until Windows 7 and later versions of
Windows are exclusively used.
c) File Descriptions
The files now have descriptions that show up in Windows Explorer in the Type column and in the description of the selected file at the bottom. These descriptions are of the form e.g. WoodWorks Sizer Beam Results, WoodWorks Sizer Column Graphs, WoodWorks Sizer Concept Results by Member, etc.
The program now also has descriptions for names to the project files – WoodWorks Sizer Project (.wprj), WoodWorks Sizer Concept Mode (.wwa), WoodWorks Sizer Beam (.wwb.), and WoodWorks Sizer Column (.wwc).
Sizer 8.1 –Design Office 8, Service Release 1,
Educational Version – Feb 3, 2012
Sizer 8.0 –Design Office 8 – Nov 14,
2011
A more extensive and illustrative description of these features is included in the Sizer installation in Sizer Version 8 Features.
The most extensive changes are
Beam Design Spans, Supports, and Bearing
Other notable improvements are
Adding Moments Directly to
Members
The following table of contents can be used to navigate to specific items.
A. Supports, Bearing, and
Design Spans
1. Beam Design Spans, Supports, and Bearing (Features
3,4,5)
2. Column / Wall Bearing Design (Feature 100)
1. Workspace (project) file (Feature 39)
2. Member Description (Feature 45)
3. Database Editor Button (Feature 59)
4. Help File Activation from Sizer (Bug 2330)
5. Save Prompt for
Unmodified New Beam Files (Bug 2118)
6. Custom Version
Web Page Link (Change 59)
7. Notch Points of Interest (Change 55)
2. Absolute Deflection Check (Feature 8)
3. Vibration Design Criterion (Feature 10)
4. Custom SCL Sections (Feature 151)
5. Lumber n-ply Stud Database for Walls (Feature 33)
6. Number of Deflection Points (Change 50)
7. Inconsistency in Shear Design Search vs Design
Check (Change 101)
8. Maximum Shear in the Span of Member Warning (Bug
2172)
9. Strength Adjustment for Members Loaded on Narrow
Face (Bug 2178)
10. Point Loads used in Bearing Design (Change 73)
11. Shear Response Ratio for Point Load Near Support
(Bug1801)
12. Ignore Cantilever Deflection Setting Default (Bug
1381)
1. Adding Moments Directly to Members (Feature 20)
2. User-defined Default Loads (Feature 24)
3. Factor for Area Load on Continuous Support (Feature
63)
4. Importance Factor in Unfactored Reactions (Bug
2286)
5. Snow Point Loads
at Supports (Bug 2199)
1. Copy Building Levels (Feature 112)
2. Loads after Insertion of Level (Bug 2152)
3. Level Control in
Toolbar (Change 39)
4. Warning on
Deletion or Insertion of Level (Change 40)
5. Service
Conditions on Import from Concept to Beam Mode (Bug 2181)
1. Validating
Partial Line Loads (Change 44)
2. Concentrated
Live Load Default Name (Change 37)
3. Width Input for
Moving Concentrated Beam Loads (Bug 2081)
4. Span, Load Input
When Not Allowing In Ft.In.16ths (Bug 2073)
5. Glulam Nominal Sections (Change 78)
6. Database Editor Weak Axis Input (Bug 2346)
7. Database Editor E05
Note (Bug 2346)
1. Print Banner in Design Check (Change 89)
2. Actual/Nominal Size in Materials Specification
(Feature 66)
3. Multi-ply Width in
Materials Specification (Feature 90)
4. Column Lateral Reactions (Change 60)
5. KD Factor Table in Analysis Output (Bug
2136)
6. Self-weight Note and Self-weight in Loads Table
(Change 80)
7. Effect of Point
Loads on Vertical Reactions in Analysis Table (Change 38)
8. Interior Spans Cantilever Deflection Reporting (Bug
2320)
9. Modification Factors for I-joists (Bug 2218)
10. Vertical
Reaction Table for Concentrated Load (Bug 2141)
11. Concentrated Beam Load Width Units (Bug 2240)
12. SCL System Factor KH Reporting (Bug 2043)
13. Units for f/E Values in Modification Factors Table
(Change 90)
14. Additional Data
Note for Live Deflection (Change 33)
15. Spelling,
Formatting, and Nomenclature Changes
3. Number of Deflection Points (Change 50)
4. Number of Shear and Bending Moment Points (Change
51)
5. Load Combination
Description in Deflection Diagram (Bug 2134)
6. Design Shear for Non-critical Supports in Shear
Diagram (Change 56)
7. Shear Diagram with Notches (Change 57)
8. Oblique Angle Deflections in Analysis Diagrams (Bug 2176)
9. End Notch
Drawing Upon Opening Project (Bug 2065)
10. Sloped Beam
Drawing for Shallow Slopes (Change 78)
1. Apply Settings to Concept Mode (Change 49)
2. Separate Settings for Individual Open Files (Change
49)
3. Warning message on Save as Default and Restore
Factory Settings (Change 47)
4. Save to File Note in Settings Input (Change 58)
5. Order of Beam and Column Mode Preference Settings
(Change 52)
6. Restore Factory
Settings for Column Self-weight (Bug 2093)
7. Tool Tip for Settings in Toolbar (Bug 2050)
8. Load and Span Input in Sixteenths Setting Location
(Change 29)
2. Program Data File Locations (Bug 2265)
1. MSR and MEL Shear Values Fv (Bug 1905)
2. Dead Line
Load Reactions on Sloped Beams (Bug 2023)
4. Upper Joist Area Support for Walls (Bug 1884)
5. Design Code Information in About Box (Change 26)
A. Supports, Bearing, and Design Spans
1. Beam Design Spans, Supports, and Bearing (Features 3,4,5)
This feature allows for:
-
Choice of span
input types – full span, clear span, and design span
-
Input of support
types ( beam, column, sill plate,
hanger, etc)
-
Input of support
materials
-
Input of support
lengths
-
Unknown support
length for program design of bearing length
-
Bearing design of
supporting member
-
Iterative beam
design, recalculating design span for the new minimum bearing length on each
iteration
-
Improved notch
design and shear-at-a-distance d calculations with knowledge of actual baring
length
-
More detailed
beam drawings, showing
-
actual beam length;
-
accurate sloped
member length; b
-
beam material specification;
-
design span, full
span, and clear span;
-
support lengths
and widths,
-
support types and
materials.
-
Detailed bearing
design results in output, which can be turned on and off.
An input has been added to specify how the program interprets the span values entered:
1 - Design Span
This is the distance between support points on beams. Support points for exterior supports are ˝ the minimum required bearing length from the inside of the support. For interior supports, they are at the centre of the support.
2 - Clear span
This is the distance between the inside faces of the supports, for all spans.
3 - Full span
This span is measured from the outside faces of exterior supports, to the centre of interior supports. It is the beam length for single-span members.
ii. Support Type
For each support, you can specify the following:
1 - Hanger
The hanger indicates a steel hanger is used for the beam.. If this is chosen, supporting member design will not be part of the bearing design routine, and the Material, Species and Grade inputs will be unknown. It will, however, have a list of bearing sizes representing common hanger lengths.
2 - Other non-wood
This is chosen to indicate that the supporting member is made of concrete, steel or some other material not designed by WoodWorks. If this is chosen, supporting member design will not be part of the bearing design routine, and the Material, Species and Grade inputs will be disabled and blanked out. This option will also not have a list of bearing lengths associated with it, and will design for minimum or rounded minimum instead.
This option is available for supported beams and joists.
3 - Sill Plate
This choice is for a 2-inch thick wooden member which is assumed to lie on the flat, usually affixed to a concrete or block foundation. The program will implement a special set of sill plate database materials, using essentially joist database files. The bearing length information is taken from the “d” dimension of the sill plate materials.
This option is available for supported beams and joists.
4 - Beam
The supported member is assumed to be a beam, so that the material, species, grade, and bearing length information will come from our beam database files. The bearing length info is taken from the “b” dimension of the beam.
This option is available for supported beams and joists.
5 - Column
The supported member is assumed to be a column, so that the material, species, grade, and bearing length information will come from our column database files. The bearing design choices will be taken from all of those from the “b” or “d” dimension of the column could be oriented either way. .
This option is available only for supported beams.
6 - Wall
The supported member is assumed to be a wall, so that the material, species, grade, and bearing length information will come from our wall database files. The bearing length information is taken from the “d” dimension of the wall plate.
This option is available only for supported joists.
iii. Material, Species, and Grade
You can input these parameters for each supported member, similar to the inputs for Material, Species, and Grade for the main member. The information comes from the WoodWorks materials database.
iv. Bearing Length – Main Lb
This field represents the length parallel to the supported member that is supported. The program will allow for
- entry of a custom bearing length,
- selection of a length from a list of suggested lengths,
- selection on “Unknown” in which case the program will determine the bearing length according to the choices described
v. Bearing Length – Point Load
This field comes into play if there is a point load of any type on the support. It is the width of a column or a beam or beam supported by the main member, and transferring a load to the main member. It is needed to implement CSA O86 5.5.7.3-4. It is measured parallel to the main bearing length Lb.
1 - Greater than 2 Lb
This choice allows you to specify that it creates an area greater than the maximum bearing area given in O86 5.5.7.4. All bearing lengths longer than this will result in the same bearing resistance.
2 - Equal to Lb
This choice models the situation where the point load is exactly the same width as the member supporting the beam, as when there is an identical column below and above the beam.
3 - ˝ Lb
This choice is included to allow for files from previous versions to have the same design as before, as it was the assumption with previous versions of Sizer that the supported point load was ˝ the length of the main member bearing length.
1 - Main member
This represents the width perpendicular to the beam that it is supported, that is, the depth of a supporting column or the amount supported by the end of a beam that extends only part way onto the member. Other situation for which only part of the beam width is supported include a mortise-and-tenon joint or a beam supported by side-hangers.
2 - Point Load
This represents the width perpendicular to the beam of the member supporting transferring a point load from above. This could be a column, or a beam extending only part way onto the main member, or a member supported via a mortise-and-tenon or other joint which only partly bears on the member. See
3 - Choices
You can enter a value here or select
Same as beam.
If you designate it “same as beam” the program will use the final design width of a beam that initially has unknown width.
vii. Bearing at Support End
The checkbox “Bearing at Support End” indicates that the supporting member ends at the supported member, so that the bearing length factor CB is not applied.
viii. For unknown bearing length…
This field allows for a choice of bearing design option for all supports in which Unknown is selected as the Bearing length choice. The choice affects the actual bearing length that the program determines is supporting the beam.
1 - Use exact minimum
In this case, the program will design for minimum required bearing length and use that exact length as the bearing length for each support. This is how the program currently works.
2 - Round minimum up to nearest
With this choice, the program determines the minimum required bearing length, and rounds it to the nearest increment as indicated by the user.
This option corresponds to the case where the beam sits only partially on an end support, but the user wants to have a bearing length and a total beam length that are reasonably round numbers for measuring and cutting.
3 - From Bearing Length list
In this case, the program rounds up to the next choice in the dropdown box that was derived from the section sizes of the supporting members or from the standard hanger sizes. Refer to iv Bearing Length, above, for the choices of section sizes for each member type and orientation.
4 - End Supports: Round minimum; Interior: From bearing lengths
This option allows the user to model a situation where a beam sits only partially on end supports but fully on interior supports. Enabled only when there are interior supports in the member, including cantilever supports. Its behaviour is a self-explanatory combination of the previous two options.
ix. Bearing Length and Design Spans
This feature related to the span input in that the choice of the bearing length method used has an impact on either the actual length of the beam, the clear span, and/or the design, depending on whether the user chooses to enter clear span, design span, or fixed beam length.
1 - Clear span or design span
If the user enters clear span, then the bearing design choice will not affect the length of design span, as the design span is clear span + minimum bearing. Similarly, if the design span is entered (as it is currently in Sizer), the clear span is not affected. For these cases, only the beam length will change based on the choice of bearing length design method.
2 - Actual beam length
If the beam length is what is assumed to be entered, then the choice of bearing length method will affect the length of design span and the length of clear span. As a result, this choice will have an impact on the shear, moment, reactions, etc. Indirectly, due to change in clear span, it will have an effect on notch design and shear at distance d, as well.
x. Minimum Bearing Length Options in Design Settings
A group in the Design Settings called Minimum Bearing Length has been added with two inputs
End supports
Interior supports
Beside the End supports item, there is a checkbox that says
Use to determine design span.
1 - End Supports/Interior supports
The values entered in these boxes indicate the smallest bearing the program is able to design for, for interior and end supports separately. If the program calculates a minimum bearing less than this value, it overrides it with the value entered.
2 - Use to determine design span
Some users may wish that the program never design a bearing less than some practical amount, say 3.5”, however they may wish to take advantage of the reduced design span from using only the minimum required bearing length. For his reason, we allow them to opt out of using the minimum bearing they entered in their calculation of design spans. The program in this case uses the minimum required bearing for design span, but the user entered span for bearing design.
The following symbols are shown for each hanger type
- Hangers
A solid, thick, L-shaped black bracket when at the end, a plate when in the midspan.
- Other non-wood
A diagonally hatched rectangle, same thickness as a hanger plate.
- Sill plates
A 1.5” deep board the width of the bearing length input or design, with diagonals indicating it is a cross section, resting on a slightly wider rectangle open at the bottom meant to convey a concrete or other foundation.
- Beams
A rectangle representing the support cross section with diagonals, with the beam depth set to 5.5” (the user does not enter this value). Note that there is no attempt to show built-up supports as composed of separate plies.
- Columns
Two lines, open at the bottom, spaced the bearing length apart, meant to convey a continuing column,
- Walls
Two rectangles with diagonals, each 1.5” deep, representing top plates, with a rectangle open at the bottom to convey a continuing wall stud.
The following text appears beside each support
- Bearing length
Bearing length formatted as per user setting for Sections in the Format settings ( previously it was unresponsive to that setting) in format
Lb = [length]
For unknown bearing before designing it says Lb = unknown; once designed it gives the designed bearing length.
- Bearing width
The user-input bearing width is output if different than beam width.
- Material
On the following line, the material shown is just the major category of material, that is Glulam, Lumber, Timber, MSR Lumber, I-Joists.
No material type is shown for hanger or “other non-wood” supports.
- Support Type
After material, the word Column, Wall, Beam, or Sill Plate, so the line says, e.g. Lumber Column.
No support type or material is shown for Other non-wood.
- Species and Grade
The species and grade of wooden supports is shown on one line below the material.
The program now outputs two dimensioned lines at the top of the screen, the upper one spanning the entire beam and giving the actual length of the beam, the lower one dimensioning each clear span. The design distances are shown at the bottom.
The words Design, Full, and Clear are placed the left of the drawing to indicate what each one means.
1 - Beam Length
The program now shows the total beam length, instead of each span individually dimensioned.
The length of the new dimension line for the overall length of the member is now adjusted for sloped members to show the distance from the bottom edge of member at the lower support to the top edge of the member at the upper support.
2 - Clear Span
Each clear span, or distance between the edge of supports, is shown below the beam length.
3 - Design Spans.
The design spans are shown as numbers at the bottom, with zero starting at the first reaction point. This scale correlates with the analysis diagram and location of analysis points, points of interest, etc.
4 - Unknown Bearing Lengths
When bearing lengths are input as unknown, or design has not been performed so that the minimum required bearing length is not known, only the value for the input span type, the other values are given as “unknown”.
The values for unknown bearing length and minimum bearing length from the most recent design are used for span calculations after design, even if the you changes the beam length, materials or other input since they were designed.
iv. Beam material specification
One the design is performed, the material specification is shown on the screen in the same format that appears in the Design Check output.
1 - Full line loads
When you have selected unknown bearing he program initially creates loads that extend over the user-input span type only, as the precise dimensions of the other span lengths are not known. After design, the program adjusts the loads to extend over the full uniform span
2 - Point Loads
If design span is entered, the program assumes the point loads are applied relative to the reaction points, so that if a point load that was at 4’ will be adjusted to be 4.2” from the beam end when 2” designed bearing length is added. This ensures that point loads over supports remain over supports. The values in the load input are adjusted accordingly
If clear span is input, the point load is shifted by the full input bearing width. A point load originally entered at the end of the clear span will wind up within the design span and not over the support. As you cannot enter a load outside the span of the input span type, in order to input a clear span with a point load over support you must either adjust the load location after design or input a known bearing length.
If actual span is input, the point loads remain at the input points before and after design. Point loads entered at the end of the member will remain there after design, and be applied to the bearing support and not over the design span.
3 - Partial line loads
The behaviour of the start and end points of partial line loads is identical to the behaviour of point loads. The program does not adjust the magnitude of a partial line load when making adjustments to the start and end point locations.
ii. Known Bearing
If the bearing length is known, then only the minimum bearing length is unknown before design. This changes the load entry as follows:
1 - Design span
Since the minimum bearing length is not known, the situation is the same as for unknown bearing, the program does not know the minimum bearing, clear span, or actual length of the member, and adjusts the load location based once design is performed.
2 - Clear span
In this case, the program is able to determine the actual span, and a line load is considered to span the entire member both before and after design, and one can place a point load on the support outside of the design span from the start
3 - Actual span
In this case also the length of the beam is known and a line load extends the full length both before and after design, and that the location of point loads and partial loads is also invariant.
iii. Change of span type after load entry
The program makes the necessary adjustments to the loads if the span type is changed after the load entry.
1 - Uniform line loads
The program adjusts the loads so they extend the length of the input span type when the actual beam length is not known, and the full length of the beam when it is known.
2 - Partial loads and Point Loads
These loads just maintain their start and end points, or the point load location, with respect to the start of the new span type. This can cause a point load that was over a support to move to be within the design span if it is not adjusted manually.
i. Determination of Design Span
For spans, the program considers the design span to be the clear span between support edges plus:
1 - Interior supports
For interior supports, ˝ the actual bearing length is added, whether it is user input or designed by the program.
2 - End supports
For end supports, it is ˝ the lesser of the following:
- the minimum required bearing length
- the user input actual bearing length.
ii. Minimum Required Bearing Length
The minimum required bearing length is calculated the program currently does. . In addition, a setting has been added to provide a minimum absolute bearing length regardless of the force on the support, and another to indicate that that minimum should override the calculated minimum based on force when determining the design spans. See A.1.a)x above for these settings.
Unless Design span is chosen as the span choice, the calculation of minimum bearing length affects the design span length. This in turn affects the reactions that are on the supports, which in turn affects the min required bearing length, which in turn affects the design span…
Similarly, if Unknown bearing length is selected, the reactions determined affect the bearing length required, which in turn affect the position of the edge of the support from which design span is measured, which affects the design span, which affects the reactions used for bearing design…
For these reasons, the program now performs iterative analysis and bearing design on the member, first determining reactions with the longest span possible given the bearing and span choices, then determining the bearing lengths required, then calculating design span, then readjusting. The program iterates until the difference in design span between two iterations is not noticeable (0.1 mm). Generally 3-4 iterations are required.
iv. Loads Directly over Supports
1 - Point Loads
A load that is within the design span, but over a portion of a known support that is within the span, is treated as a point load within the design span and analysed for shear, moment, bearing, etc, as before.
Point loads that are applied outside of the design span, that is, to the left of the support point of known bearing at a left end support and to the right of the support point of a right end support, are applied directly to the bearing design of the support and are not considered part of the design span.
2 - Line loads
The portion of the line load that is within the design span, but over a portion of a known support that is within the span, is still treated as a load within the design span and analysed for shear, moment, bearing, etc., as before.
Sizer can now apply the portion of the line load that extends outside of the design span, that is, to the left of the support point of known bearing at a left beam end, directly to the bearing design of the support.
This is implemented for all line loads – full, partial, uniform, trapezoidal, triangular.
You can disable this capability via an option ion the load
input view – Line loads applied to design
span only.
v. CSA O86 5.5.7.3 – Effect of point loads near support
Sizer version 8 implemented clause 5.5.7.3 for the Effect of point loads within distance d of a support by arbitrarily assuming that the Lb2 for member transferring the point loads to the main member was ˝ the minimum required bearing length of the main member. Now Sizer allows you to enter this value, and to accommodate unknown bearing lengths, to specify that it is one of:
- ˝ the eventual design bearing length,
- equal to the design bearing length,
- greater than twice the design bearing length.
1 - Point Load >= 2Lb
If this option is chosen the limit of 1.5 Lb is reached, so all values greater than 2Lb have the same bearing resistance. Clause 5.5.7.2 for all loads resolves to the same equation as 5.5.7.3 does for point loads only, so that in effect you are disabling the 5.5.7.3 check for point loads by selecting this.
2 - Measurement of Distance d from Support
CSA O86 5.5.7.3 says to use the distance d from the “centre” of the support. This is shown in the second of the three diagrams below. Sizer measures it from the support point at the minimum required bearing length, as shown in the first diagram. It is possible using this approach to include a load that would not be included using a literal interpretation of the design code, as shown in the figure.
This approach is taken to avoid the possibility for shallow members and wide supports that a load that is over the support would not be included, as shown in the third of the diagrams.
3 - Bearing Width and Average Area
Sizer also allows input of bearing width b. The design code says to use the average A, which it defines as the average length multiplied by the average width. However the average of one set of distances multiplied by the average of another set of distances, is not the same s the average of the areas derived by multiplying each corresponding distance together. We think the intent is to average the areas, so referring the average area is the average of the light gray and darker gray regions, not the average of the bearing lengths shown multiplied by the average of the bearing widths.
vi. Size Factor Kzcp for Supporting Member
The size factor Kzcp depends on the member width to depth ratio, and in general the member depth is not known, so that the size factor Kzcp is set to one, assuming the support is deeper than wide. Exceptions are made in the following cases:
1 - Size Factors Not Equal to 1.0
All glulam supporting members are assigned a member depth of 1.5 inches, corresponding to the depth of a lamination. Glulam members thus have a size factor greater than one, unless the bearing length for beams or the column width is less than 1.5”.
Sill plates made from dimension lumber are assumed to have a depth of 1.5”. These will have a size factor greater than one, unless the bearing length for beams or the column width is less than 1.5”.
Wall bottom plates made from dimension lumber are assumed to have a depth of 1.5 so these will invariably have a size factor greater than one.
2 - Unknown Bearing Length
For glulam beams, and for lumber sill plates supporting beams and joists, the size factor cannot be computed when the bearing length is unknown. Therefore the size factor is set to 1.0 when determining the minimum required bearing length. The size factor is then computed when the bearing length is established.
For this reason, the strength ratio can be less than 1.00 even when you choose to show the exact minimum required bearing length as your support length.
Unknown bearing lengths do not affect column and wall calculations, as the supporting member width dimension is not the same as the bearing length dimension.
vii. Notches
The uses the designed or user-input bearing length as the width of tension edge notches, rather than the minimum required bearing length, as before.
The terminology Min. has been dropped, as it is now the actual length of the notch.
According to CSA O86 5.5.5.2 line loads within a distance d of a support do not contribute to shear, Formerly Sizer measured d from the reaction point; now the program measures the distance d from the edge of the support, for both end supports and interior supports.
i. Bearing and Reactions Table
1 - Title
If the full detailed bearing results are shown, it is now called
Maximum Reactions (unit), Bearing Capacities (unit), and Bearing Lengths
(unit).
All the section titles in the output, e.g. LOADS, are to be changed to title case from all caps.
2 - Capacity
The program shows the factored bearing for both the beam and the support. This capacity is in the same units as the bearing reaction, that is, if the user has selected Express reactions as UDL, it is in plf, using the joist spacing to convert.
3 - Anal/Des
This is the lowest value of factored reaction / factored capacity for any load combination, for both the Beam and Support capacity.
It now says “Joist” if it is a joist member.
4 - Load Combination
This applies to the critical load combination used for the Anal/Des
5 - Length
This is the designed or user-input bearing length along the main member, taking into account user settings for rounding bearing lengths.
If the program uses the minimum bearing length from the Design Settings, an asterisk appears along with the following note below the table, using ˝” as an example input:
*Minimum bearing length setting used: ˝” for
end supports [ and ˝” for exterior supports]
6 - Min req’d
In most cases, the minimum required bearing length for capacity to equal reaction.
Exception: If the design setting that indicates you use
the absolute minimum allowed bearing (also input in the design settings) to
calculate design span, and that value is greater than the calculated minimum,
it appears here. An asterisk is placed
by the number, referring to the same note indicated above for Length, as shown below
7 - Width
This line is shown only if one or more of the bearing widths are not the same as the main member width. For those supports that have “Same as beam” selected as the bearing width the output shows the actual width of beam
8 - KB
This is the bearing factor KB for the main member bearing length.
9 - KB min
This is the bearing factor Cb applied to the minimum bearing length, which can be different than the designed bearing length.
10 - KB support
This is the bearing bearing factor Cb applied to the main member bearing width for beams and sill plates that are assumed to run perpendicular to the main member.
11 - fc/fcp sup
This is the fcp value for support beams, sill plates and walls.
12 - Non-wood supports
For “Hanger” and “Other non-wood” supports, the program prints a dash in place of capacity, Cb factor, and Anal/Des for supports
13 - Point load near supports
If CSA O86 5.5.7.3 for point loads bear supports governs, it is indicated by a caret (^) appearing by the anal/design, length, and min req’d fields, and a note under the table indicating so.
ii. Show Detailed Bearing Results Setting
A
checkbox setting has been added to the Settings Page under Preferences | Beam
and Column Mode Options named
Include detailed bearing results
If
unchecked then, in the Bearing subsection of he
Reactions and Bearing Table, only the length, width ( if
applicable) and minimum length is output.
If checked, the bearing subsection contains additional information including capacity of beam and supports, the load combination number, and Cb factors.
iii. Minimum Bearing Length Note
When the supporting member governs, a note with two asterisks appears saying
Minumum bearing length governed by required width
of the supporting member.
This note appears only when “unknown’ is chosen for bearing length.
The materials for the supports are shown below the main member materials as a list within a sentence below the main material specification.
It shows the specific material like Glulam Unbalanced or Lumber n-ply rather
than the general class of material like Lumber or Glulam.
If any of the bearing capacities are greater than resistance, i.e. the Anal/Design ratio is greater than 1.005, the program displays a bearing warning along with the other design criterion messages.
2. Column / Wall Bearing Design (Feature 100)
This feature allows for the input of support type and bearing length for columns and particularly wall studs, and allows for the design of the supporting member, which for a wall is the wall bottom plate.
There are choices for columns – Beam, Non-wood, and Sill plate. There are two possibilities for walls – None and Bottom plate.
The default for columns is Non-wood and for wall studs it is Bottom plate.
1 - Non wood
This is chosen to indicate that the supporting member is made of concrete, steel or some other material not designed by WoodWorks.
2 - Sill Plate
This choice is for a 2-inch thick wooden member which is assumed to lie on the flat, usually affixed to a concrete or block foundation. The program implements a special set of sill plate database materials, using essentially joist database files. The bearing length information is taken from the “d” dimension of the sill plate materials.
3 - Beam
The supported member is assumed to be a beam, so that the material, species, grade, and bearing length information come from our beam database files.
4 - Bottom plate
The supported member is assumed to be a bottom plate of the wall, so that the information comes from the wall database files. It may be different than the wall stud material.
ii. Material, Species, and Grade
These fields operate as described for beams in 1.a)iii, except that these fields can be disabled when the user checks the Same Materials as Wall Stud, described below.
iii. Same Materials as Wall Stud
If this item is checked, then the wall bottom plate uses the same Material, Species and Grade as the main member.
These fields are greyed out in this case. The Material
shown is the same as the one for the stud, and the Species and Grade, which
can be unknown for the main member, read Same
as wall stud.
This is a drop list that does not allow the user to enter their own values. For columns, the choices are Column width and Column depth. For walls, there is only one possibility - Stud width.
There is no bearing width input. For columns, it is assumed to be the other of Column width and Column depth than that which is selected for bearing length. For walls, it is assumed to be the wall stud depth.
The checkbox “Bearing at Support End” indicates that the supporting beam, sill plate, or wall bottom plate ends at the column or wall, so that the bearing length factor CB is not applied.
Refer to the corresponding item for beams for more details ( 1.a)vi ).
The column drawing has been rearranged to accommodate the support bearing as follows
There is no attempt to draw special symbols for columns as we do for beams.
A description of column support is added to the column width or depth drawing according to the selection for bearing length. The description is similar to the descriptions for beams described in 1.b)iv.
A description of the main member has been added at top centre similar to the one added for beams.
The lateral support description for full and continuous has been moved to the top of the drawing from the bottom, and the Lateral support title is moved down slightly.
A line has been added describing the support.
ii. Analysis vs Allowable Stress
A line for Support Bearing has been added, giving the allowable and actual fcp/Fcp values for the support.
iii. Additional Data Factor Table
A line has been added giving the factors that are applicable to the support, similar to other design criteria
iv. Additional Data Support Line
A line has been added giving
- The load combination number
- The load combination ( not shown in the above figure, but will be in final version)
- The reaction at the support R
- The capacity of the support in pounds
- The bearing length
- The bearing factor KB.
If the member fails due to insufficient support capacity, the design criterion “support bearing” is added to the failure message note.
B. Update to CSA 086-09 from CSA 086-01
The program has been updated for the CSA 086-09 Engineering design in wood design standard. The previous version was based on CSA 086-01.
The 086-09 implemented is the 2010 reprint that includes Update No. 1.
These changes are reflected in the program Welcome box, and the About Sizer box. \
2. Permanent vs. Long-term Nomenclature in Analysis Results
O86 4.3.2.3 for the permanent load factor KD now refers to long term loads PL rather than specified dead load D. Accordingly, in the output of the calculations for KD for each relevant load combination in the Analysis Results, the terminology D/Ps has been changed to PL/PS.
3. Amplified Moments for Combined Axial and Bending Resistance
The expression for combined axial and bending resistance in O86 5.5.10 has changed to raise the first term Pf/Pr to the second power, and to explicitly include the expression 1 (1 – Pf/PE) for amplification of the moment force Mf due to secondary moments. However, since CSA O86-01 and previous editions said that the inclusion of amplified moments was required, Sizer had always used the expression now in CSA 086-09 for combined axial and bending design, as it is derived from recognised engineering mechanics. No changes to the calculation were made.
4. No. 3 Grade Dimension Lumber Compression Strength Values
The compressive strength fc for No. 3 dimension lumber used in columns in walls, has been increased for all four species, as follows, in MPa: D.Fir-L, 4.6 to 7.3; Hem-Fir, 7.0 to 9.2; S-P-F 7.0 to 9.0; Northern Species 4.5 to 5.2.
1. Workspace (project) file (Feature 39)
The program now allows you to create a
workspace file, called a Project
file, that consists of one Concept mode file and any number of beam and column
files. It allows you to save the project files and all its members as a group.
The ability to manage the files within a project has been added to the Project
Settings page.
(Note that those individual beam and
column files that were previously referred to as “projects” are now referred to
as member files, the word “member” meaning both a building member, and a member
of a project.)
The ability to view any number of beam
and column files at once is not limited to the workspace feature. Sizer also
has the ability to have a number of disconnected files open. In either case, it
has added the capability of being able to open, save, and close multiple files
simultaneously. (The number of files is
of course limited by computer memory constraints.)
The Project
Settings page has been expanded to allow you to manage the files within a
project. The four line description in that page now applies to all files within
a project; the program has added a Member Description input in beam load view
to distinguish between member files within the project.
a) Menus, Toolbars, and File Operations
This feature involves numerous complex
and interconnected changes to the program toolbars and File menu, and to the
file operations that they control. These are best described by reference to the
illustrations from the program, so you are referred to the document Sizer Version 9 Features that is
included with the Sizer installation for a complete description of these
changes to program operation.
b) Project Management in Project Dialog
You can view and manage which files are in the project by clicking on the new Project button on a toolbar or by navigating in the menu bar to Settings | Change | Project Description property page. In both cases, the Project Settings page comes up, which now includes the following inputs. .
i. Absolute maximum no of files
When a project is opened through Open or Open Project it also opens up files in the project. The maximum number of files that a project can open is set in the Maximum number of files to open when opening project spin control. The upper limit of the maximum number of files to open is 30.
The default maximum number of files that are open when a project is open is different depending on the project. It is at least 1, but can be at most 30, the absolute maximum number of files.
The Project Description dialog page also provides a multi-select list box that allows you to view files in the project, as well as files that do not have a file location and are unsaved.
First listed are files that have been previously saved to disk and have a file location. The rules of how this file is displayed are as follows:
Files that are currently open in the program are indicated with a *
Only the filename is used if the file resides in the same folder as the project file.
If the file resides in a different folder than the project file, the absolute file path (including the file location) is used to display in the list box
Next listed are files that are new files that have not been saved to disk (and thus do not have a file location). These files are displayed with the title of the document e.g. Beam1 enclosed in square brackets [].
Since this listbox allows the selection of multiple items, operations related to managing a project can be applied to multiple files at a time.
This button is enabled only when there is an item selected in the Project Description listbox. For each file that is selected in the list box it will:
Close each file, prompting only if it has been modified, the same as Close File.
For each file closed this way, the file will also be removed from the project. Note that new files that have not yet been saved will simply be closed (since they were never part of the project).
If the user clicks ‘cancel’ in any of the prompts, the process of removing from the project will halt.
This button is enabled only when there is an item selected in the Project Description listbox. For each file that is selected in the list box it will open each file if the file has not yet already been opened.
The first file that is selected in the list box (that is, the topmost file), regardless of whether or not it was opened prior to the user clicking on the open button, will be activated.
This button is enabled only when there is an item selected in the Project Description listbox and that is also open (this can either be a file marked with a * or a file enclosed in square brackets []).
For each file that is selected in the list box, it will close each file, prompting only if it has been modified.
If the user clicks ‘cancel’ in any of the prompts, the process of closing files from the project will halt.
In previous versions, you modified project description for a file in the Project Description settings. When generating a Design Result output or Design Check output, the project description was displayed in the top upper left corner. Each file had maintained its own project description.
The project description is now identical for all files in a project. This is enforced in several ways when a project is open:
- Each new file that is created or existing file that is opened when a project is open, or file that is imported into a project, inherits the project description from the project.
- Whenever the project description changes, which is done by modifying Line 1, Line 2, Line 3 and Line 4 of the Project Description dialog page, all open documents will be modified with the new project description.
Files that are part of the project, but not opened, will not have the Project Description changed.
There is no warning when the project description is be erased and replaced with the new one.
When a project is not open, program operation is identical to existing behaviour and the project description can be different for each individual member file that is open.
2. Member Description (Feature 45)
In previous versions, the Project Description in the Design Settings was unique to a file that represents a single building member. You could use this input to describe the building project then describe the particular building member.
Now, all files in a project to share the same project description, so an input has been added to distinguish individual beams or columns from the rest of the project. A Description field has been placed into each of Beam Mode and Column Mode materials input screen. It is used to enter text that appears in the Design Results and Design Check output..
There is no member description for concept mode.
The limit for a member description is 70 characters in order to display properly on a single line in each of the output reports. The output appears in slightly larger font above the line that gives the material specification for the member.
3. Database Editor Button (Feature 59)
WoodWorks Database Editor was not visible to many users when accessed only from the Windows Start menu. To increase the visibility and use of this tool it was placed in the main Sizer toolbar.
4. Help File Activation from Sizer (Bug 2330)
5. Save Prompt for Unmodified New Beam Files (Bug
2118)
When a new
beam mode document is created and then immediately closed, Sizer prompted with
a warning message asking whether the file should be saved. This has been
corrected, and the program closes the file without prompting.
6. Custom Version Web Page Link (Change 59)
A link has
been added to the Help menu called Custom Versions of Sizer, that leads to the
WoodWorks web page for custom versions of Sizer.
7. Notch Points of Interest (Change 55)
Notches that were created then deleted created Points of Interest at the notch locations that were not cleared out. This has been corrected.
a) Design Codes and Standards
The program designs steel beams according to the 2009 CSA-S16-09 design standard. Note that this standard is referenced by the National Building Code of Canada, and is the only reference in the NBC to steel structure design.
b) Member Types
Only beams are modified to allow for steel design. There are no steel columns, joists or wall studs.
c) Materials
The program implements a subset of W shapes that are listed for beams in the CISC Handbook of Steel Construction.
In Sizer, for steel design, Species is renamed “Strength” and has one selection corresponding to 300 Mpa steel. The
designation “Grade” changes to “Shape”, and includes just one – “W”.
“Width” and “Depth” are replaced by “Depth” and “Mass”
and includes the choices for nominal depth and mass from the W shapes.
d) Material Properties and Database Editor
The WoodWorks Database Editor allows for user modifications of the Steel Database file supplied with the program.
The Database Editor interface is modified to input depth and mass instead of width b and depth d. for steel. In addition, the following inputs are added.
- Bending resistance Mrx for each unbraced length listed in the S16-01. This is resistance for loading in the vertical (x) direction only.
- self weight (dead load in tables) for each section, similar to custom I-joists
- Flange thickness needed for drawing
- Shear resistance for loading in the x-direction Vrx
- Moment of Inertia about the x-axis Ix
e) Loads Analysis
The load combinations used for shear and bending design are from in NBC table 4.1.3.2 for ultimate limit states (strength) design.
Load combinations used for deflection are the generalised load combinations from NBC Commentary 12, with principal load factor equal to one as per Commentary 16.
Load combinations used for permanent and live deflection are these combinations with the appropriate non-permanent and non-live types removed. Permanent load combos use the loads types in Commentary Table A-3 that are permanent; live combos use the loads in the Table A-3 that are classified as variable. Live storage/fluid loads are classified as both.
Design for steel beams is for vertical loading only; there are no axial or transverse components.
f) Design
The program designs for shear, bending and deflection design criteria.
The values of Mr, Vr, and I needed for bending, shear, and deflection design are taken from the Beam Selection Tables in the CISC Handbook of Steel Construction, using the values of unsupported length Lu input in the Beam Input view to select Mr. It interpolates for intermediate values of Lu .
The program does not include the effect of transverse stiffeners for shear design (S16-01 13. 4 and 14.5)
The program does not allow for oblique angle beams and y-axis bending.
The user has to manually change deflection limits if they are not appropriate for steel. There are no default deflection limits for steel materials.
Bearing design is for the supporting wood
member only; neither the compressive strength of the steel contact area (S16-01 13.10) or web yielding (14.3.2) are checked.
g) Drawings
The program draws a steel beam to scale, like a wood I-joist but with steely gray colour.
h) Output
The output may contain items that are not applicable to steel, with blank spaces or dashes in place of data.
2. Absolute Deflection Check (Feature 8)
This feature allows you to specify an absolute value for deflection limit as well as the usual proportion of beam length. This is often required for example for special types of cladding on wall or floor surfaces which cannot withstand more than a certain absolute deflection.
It applies to all member types and all material types.
In the Deflection box of the Beam Load View, there is a checkbox with label saying
and <=
followed an edit box giving the maximum absolute total deflection value.
For each span the program compares the span ratio distance to the absolute distance when determining the design value used for both live deflection and total loads on that span, and it will use the absolute or span ratio deflection for deflection design according to which one was dominant.
If the absolute deflection was dominant for a span, the program indicates so with (absolute) in the output.
3. Vibration Design Criterion (Feature 10)
Vibration design was modified to act as a design criterion for single span lumber joists. Previously the program checked vibration, and reported a failure in the Warnings section of the output, but did not consider it when evaluating candidate sections, that is, designing for unknown parameters.
The Design Check output now shows the Vibration length vs design length ratio in the analysis/design table and reports vibration if it is a failing design criterion. The Suggested Sections output for unknown design now also shows the Vibration/Allowable design ratio along side the other design criteria’s ratios.
4. Custom SCL Sections (Feature 151)
The program now allows the input of custom sizes for Structural Composite Lumber (SCL), that is LVL and PSL products. Previously it allowed only the section sizes in the material database.
5. Lumber n-ply Stud Database for Walls (Feature 33)
Lumber n-ply studs are now available for wall design. When this material is selected, the plies become active and the program designs a multi-ply wall stud, similar to multi-ply columns or beams.
6. Number of Deflection Points (Change 50)
The number of points for each span that are used to determine the maximum deflection within that span and that are used to plot the deflection diagram has been increased from 5 to 25. Occasionally this can result in slightly increased accuracy in determining the point of maximum deflection. Previously, deflection not occurring at the mid-span of the member could be neglected in favour of the mid-span deflection (the one at the 3rd of 5 evaluation points)
7. Inconsistency in Shear Design Search vs Design Check (Change 101)
Unknown design searches would sometimes report sections as passing, but performing a full design on the section results in a failed design. This was because Sizer was assuming the same load combination would be critical for the design of all sections. However, sometimes the section size does influence the critical loading, such as the distance d for which one ignores the effect of loads in determining critical shear (O86 5.5.5.2), and the wood volume that is used to determine glulam shear resistance ( CSA O86 6.5.7.2.1). In rare cases they can cause the critical load combination to change from one section size to another, so that the program is designing for a non-critical combination. This has been corrected and the program determines the critical combination for each section considered.
8. Weak Axis Glulam Values (Bug 2358)
There were a number of following problems with the values used for design of glulam when loading was parallel to the wide faces of the laminations, such as with oblique angle beams and columns loaded on the “d” face. Note that in this case, according to CSA O86 6.5.2 and 6.5.3, design should be performed as a built-up member using No.2 grade, which is significantly weaker than design using glulam values.
The following problems have been corrected
a) Fc , Kzc and Kc Used for Axial Design and Combined Axial and Bending Design
The Kzc value in 6.5.8.4.2 and the Kc derived from it in 6.5.8.5 were using the sawn lumber values from 5.5.8. The fc value was also from sawn lumber, although it appeared in the Additional Data table as the glulam value. This resulted in extremely conservative design. It has been corrected, and the axial design values and axial component of combined axial bending now use the glulam values.
b) Kzv Used for Shear Design
The size factor Kzv was calculated using glulam values when it should have been using sawn, a non-conservative error.
c) KH Values for Moment and Shear
The program was mistakenly applying a KH value of 1.0, corresponding to glulam, when it should have been applying the system factor for built-up members, a conservative error.
d) fv Displayed for Shear Design
In the Additional Data table for shear design, the fv displayed was from glulam, but the programming was correctly designing using sawn lumber.
e) E Displayed for Moment and Shear Design
In the Additional Data table for deflection, the E displayed was from glulam, but the programming was correctly designing using sawn lumber.
9. Maximum Shear in the Span of Member Warning (Bug 2172)
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 program in this case did not perform bearing design, despite the fact that reactions were calculated correctly.
The max shear in span is now detected and used for shear during shear design. The warning no longer appears. Bearing design is performed.
10. Strength Adjustment for Members Loaded on Narrow Face (Bug 2178)
11. Point Loads used in Bearing Design (Change 73)
When implementing CSA O86 5.5.7.3, Effect of Point Loads Applied near a Support, for bearing resistance, if point loads were applied at two different locations, both of which were within a distance d of the support, the program only included loads from one of the locations. Note that such a scenario would rarely occur in practice, and was revealed through testing, not a user report.
12. Shear Response Ratio for Point Load Near Support (Bug1801)
When a large point load is located near a support, the program can design for a load combination other than the critical combination in the design search, but design for the critical load combination in the design check. This can result in passing sections in the design search failing the design check, and vice-versa.
13. Ignore Cantilever Deflection Setting Default (Bug 1381)
The default setting in the program was to ignore cantilever deflections when designing, however, since this was non-conservative, the default setting has been changed to not ignore cantilever deflections.
E. Loads and Analysis
1. Adding Moments Directly to Members (Feature 20)
It is now possible to enter externally applied moments at specific locations along beams and members, for all the Sizer load types. This feature allows you to model situations where a member with a rotationally fixed connection is connected to the member being designed, and imparts a moment to the member. It also allows you to model the case where a column supports a beam at midspan, resulting in an eccentric axial load that imparts a moment.
Applied moments can be added to both beams and columns, but not in Concept mode.
In both Beam Column Load view, the selection Applied Moment is added to the end of the Distribution drop list, as shown below for beam loads view.
The activation of the various input fields is similar to that for point loads, with the magnitude showing the kN-m, lbs-ft, or kip-ft.
Moments are shown by a small semi-circular arc with an arrow on the end. Positive moments are clockwise, negative moments are counterclockwise. Each moment is dimensioned similar to point loads.
The moments are not scaled as to magnitude; all moment symbols in a drawing have the same size.
In Beam load view, the applied moment is always drawn on top of the member, regardless of whether the applied moment is negative or positive.
In Column load view, a negative applied moment is to the right of the member, and a positive moment is to the left of the member, similar to point loads.
The Loads table that appears in all the output reports has been modified as to show the Moment type and the force-distance magnitudes.
The program includes the effect of the applied moment in the analysis of members, combining the moments appropriately with other loads in the load combination. The effects of applied moments are evident in the analysis diagrams.
The program currently determines the design moment, that is point of maximum moment, by using taking the moment wherever the shear crosses the axis, on the assumption that moment is a continuous function and that it is maximised where its first derivative, that is, shear, is zero.
This is no longer the case if there are jumps in the moment due to applied moment, so the program now inspects the locations of applied moments, as well as where the shear crosses the axis, to determine the point of maximum moment.
2. User-defined Default Loads (Feature 24)
Certain applications, like floor loading, have a standard set of loads e.g. 40 Live, 15 dead, that are mandated by design codes and standards for certain types of buildings. This feature allows you to apply standard loads that are activated upon creation of new files and initial change of member type, to avoid the repetitive task of entering these loads for every new file created.
Different default loads can be entered for each member type in Sizer. This feature applies to Beam mode and Column mode. There are no default loads in Concept Mode.
A new binary file has been created in
the Sizer installation folder called Sizer.wss to contain the default loads. It is automatically
generated when the user creates default loads.
The program is not delivered with
“factory” default loads. Any default loads will be created by the user.
The usual Sizer load input screen is used for default loads. Any number and type of loads shown in this screen can be saved as defaults. When you press the "Save as default loads" button, all loads on that member are saved to the Sizer.wss file.
You can eliminate default loads by pressing
Save as default loads for a blank set of loads.
If repeating loads are included, the
program includes only those repeating loads that were applied to the original
member when default loads are saved.
Default loads are applied when a new file is created of a type for which default loads exist, or if you subsequently change the member type (e.g. from Beam to Floor Joist). The original default loads will be removed and replaced with the default loads of the changed type. Existing loads that are not default loads remain and appear after the newly added default loads.
Default loads are automatically created for members that have not been saved to disk. Once a member has been saved, no loads will be automatically created or deleted.
Therefore, if you wish to suppress the behaviour of creating default loads when member type changes, you can save the file.
If a default load has been modified by pressing the modify button in Loads view, the load is no longer considered a default load. This implies that when a default load is modified, it will not be erased if you change the type of the member.
The beam configuration (member length and bearing length and design span settings will in general be different on the actual member than on the default member for which the loads..
Uniformly distributed line and area loads are extended or shortened to be the length of the new member.
Partial loads whose endpoint is after the end of the member will be shortened to end at the member. Partial loads which start on or after the end of the member will not be applied.
iii. Trapezoidal or triangular loads
The magnitude of trapezoidal or triangular loads that are shortened is the magnitude at the end of the longer member. The program does not truncate the load magnitude using equal triangles.
Point loads that are at the end of the member will be placed at the end of the shortened member. Point loads that are between the end of the shortened member and the longer member will not be applied.
Note that “end of member” means anywhere within the bearing area of the member. For unknown bearing length, it is the end of the beam.
3. Factor for Area Load on Continuous Support (Feature 63)
This feature allows you to specify the configuration of the floor or roof area that is assumed to create an area load that is entered on a beam, so that the load from that area load is distributed to the supports via engineering mechanics rather than simple tributary width.
The program previously allowed for a checkbox in the load view only indicating that the beam supported an area load from continuous members, so that the resulting line load is 1.25 times what it would be if tributary width was assumed, as for joists that are broken at the support.
Now you can select 2 spans for the supported joists, or some other configuration. If two spans is selected, then you enter the ratio of the span lengths, and the program calculates the percent of the area load that is used to create the line load on the beam, and shows that value in the grayed out percentage input.
If “Other” is selected, the program enables the % of area load on the beam control and then you enter the percentage.
Previously, the conversion to the line load from the area load was not reflected in the diagram, which showed the resulting line load as if it was due to tributary width. It is now shown as the one converted using the engineering mechanics of the selected configuration, rather than tributary width.
The note that appears in the loads table has been updated to indicate the percentage of area load applied.
Previously, the checkbox was checked, when area loads were converted to line loads, the conversion was area load intensity x tributary width x 1.25, which is twice the proportion of load taken by the centre beam support of a joist with two equal spans ( noting that the tributary width is half the full length of the supported joist. )
In order to apportion the load to the centre span for uneven spans, it was necessary to express the proportion of the reaction on the centre span in terms of the ratio of the length of the two spans, which we will term r.
The equations for the circumstance we are modelling are found in NDS Design Aid 6, Beam Design Formulas with Shear and Moment Diagrams. These equations were adjusted to show the center reaction R2 as a ratio of the two spans:
R2 = (r3 + 4r2
+ 4r + 1) / ( 8r (r+1) )
The line load intensity is then 2 x R2, x tributary width x area load intensity, noting that R2 is the proportion of the load on the full length that is taken up by the support, and the tributary width is half that length.
4. Load Combinations in Presence of Concentrated Load (bug 2353)
a) Since version 7 of the program, when a concentrated load is on the member, and for load combinations other than the ones with the concentrated load in them, the following calculations were incorrect p
- Permanent live and total deflection
- Kd factor calculations
- Unfactored bearing reactions reported in the design check output.
b) They could be less or greater than the correct value, by amounts as much as 30%.
5. Importance Factor in Unfactored Reactions (Bug 2286)
6. Snow Point Loads at Supports (Bug 2199)
Snow point
loads located at a support were sometimes being increased by 50% for bearing
calculations. This occurred only when the snow load is a very small distance
past the edge of the support into the beam span.
1. Copy Building Levels (Feature 112)
When creating a new level in Concept Mode, you are now afforded the option of copying all the beams, columns, joists, walls and loads from another level when creating a new level. Unlike Shearwalls, which can only extend the first level upwards, this feature allows for insertion of levels in between existing levels or as a ground floor level.
To ensure members are supported on the new level, the program can only insert adjacent levels, for example, it cannot copy level 1 and place it on level 3, as there is no guarantee the members on level 2 would properly support level 3. Two identical levels will always be supported if they are adjacent.
This feature revives and improves upon the copying of levels that existed in Version 1 of Sizer, but was thence dropped.
A checkbox reading Copy selected level when adding has been placed in the Floor and Roof Levels dialog, which is accessed via the Change Level button in the Concept mode toolbar.
If you click the Add button in the Floor and Roof Levels dialog with this checkbox selected, a level is added at a position defined by the value of the Elevation entered. It includes duplicates of all members and loads from the selected level.
The new members are named by the default naming mechanism as if they were entered by hand, that is, if the columns on floor 1 are c1, c2, c3 and c4, those on the copied level on floor 2 are c5, c6, c7 and c8.
b) Roof joists vs floor joists
The program does not attempt to convert roof joists to floor joists if a roof level is copied from below, or floor joists to roof joists if a level from below is copied to the roof. The best approach is to create a ground level, create a roof, and then copy the ground level to the intermediate levels.
Grid point elevations are not copied, so that a sloped beam on one level will become flat when copied to another level. However, there are few if any practical circumstances where one would want to copy sloped members or surfaces.
A live roof load copied to a level below remains a live roof load and must be changed manually.
2. Loads after Insertion of Level (Bug 2152)
In Concept
Mode, if a level was inserted in between existing levels, then all loads on
levels above the newly inserted level were moved to the top level (the
roof). This occurred even if the level
above the inserted level is not the roof level, and thus all loads above the
inserted level which is not the roof level has no loads after the level is
inserted.
This
problem has been corrected
3. Level Control in Toolbar (Change 39)
In Concept
Mode, a drop list allowing you to choose the level you are viewing has been
added to the toolbar at the top of Plan View.
Previously,
the only way of doing this is by going to the Floor and Roof Levels dialog, accessed from the toolbar, and the
only way of knowing the level you are on is through the status bar at the
bottom right corner.
Version 1 of the software allowed users to change levels from a menu item, which is a bit faster than the dialog, but this was dropped for version 2. This restores this functionality, if somewhat belatedly, for version 9.
4. Warning on Deletion or Insertion of Level
(Change 40)
The
message that appears when inserting or deleting a level has been clarified and
some spelling and grammar errors corrected.
5. Service Conditions on Import from Concept to
Beam Mode (Bug 2181)
Beams when
transferred from concept mode to beam mode were assigned the default service
conditions rather than those set in the concept mode Group dialog for that
beam. This has been rectified.
1. Validating Partial Line Loads (Change 44)
Previously,
when adding, removing, or changing spans, if the start point of a partial line
load was at or past the new end of the member, the start point would be
adjusted to be at the new member end. This results in a meaningless load with
zero length.
The
program now deletes any line load whose start point is at or past the new
member end. The program continues to
shift line loads past the old member end to the new member end location, in
order to capture point loads at the right support.
2. Concentrated Live Load Default Name (Change 37)
The
default name of the concentrated live load when the Add moving concentrated live load is checked is now Concentrated. In previous versions, the name given to the
load was CL. This name can be changed
in the Load Input View.
3. Width Input for Moving Concentrated Beam Loads
(Bug 2081)
When 'Add
moving concentrated live load' is checked in Load view for a beam, the unit
label for Width is 'in' in imperial, and 'mm' in metric, but values entered
were actually measured in 'ft' and 'm', respectively. Now the values are
entered in mm and inches, as it says in the label.
4. Span, Load Input When Not Allowing In
Ft.In.16ths (Bug 2073)
If
"Allow span, load input in ft.in.16ths (e.g. 120608)" under Setting
is unchecked, distances entered for spans and loads did not appear as entered
once added. Depending how distance is formatted (under
Settings->Format->Distance), parts or all of the value entered appeared
as 0. Changing views caused it to appear as entered.
5. Glulam Nominal Sections (Change 78)
Starting
with version 2002, the program no longer put “nominal” after the “in.” label
for glulam sections that had the same actual and nominal dimensions, which most
do. This functionality has been restored, in order to indicate that the section
is a standard glulam section.
6. Database Editor Weak Axis Input (Bug 2346)
7. Database
Editor E05 Note (Bug 2346)
1. Print Banner in Design Check (Change 89)
A print banner has been added to the Design Check output on pages after the first page, similar to the banner that appears in all other output reports on all pages. It shows the program version, date, time, and page number.
2. Actual/Nominal Size in Materials Specification (Feature 66)
This improvement to the Design Results output shows both nominal and actual size in the materials specification and deals with the complexities regarding unit formatting choices and regarding members whose actual size is the same as a nominal size.
3. Multi-ply Width in Materials Specification (Feature 90)
This improvement to the Design Results output shows both the per-ply width and the total width for multi-ply members and deals with the complexities regarding actual vs. nominal size, unit formatting choices and members whose actual size is the same as a nominal size.
4. Column Lateral Reactions (Change 60)
The Maximum Reactions table for columns was using terminology and some calculations that had been transferred directly from beams, without considering the different circumstances for columns. This has been corrected as follows:
It is titled “Maximum Reactions” but refers only to Lateral Reactions. As this might mislead one into thinking that this section is about axial reactions as well. It has been renamed Lateral Reactions. Note that the diagram has includes all types of reactions and is appropriately titled “Reactions”.
b) Label of Factored Reactions
The lateral reactions for columns are marked Uplift and Total, when they really refer to reactions in the L->R and R->L directions. The word Uplift is inherited from beams, and for columns is misleading, it leads one to believe it is an axial reaction, when it is not.
It is not apparent what load combination the reactions are from. This has been added to the table, to make it consistent with the beam output. It is done separately for L-R and R->L reactions if they both exist.
d) Unfactored Negative Reactions
Negative (right to left) values were not being included in the “unfactored” portion of the output. This was true for unfactored uplift reactions for beams as well, and has been corrected for both.
The self-weight for columns had the same eccentricity as for other loads. It should not have any eccentricity. This created a small horizontal reaction, typically a few pounds at most, but has been removed, nonetheless.
5. KD Factor Table in Analysis Output (Bug 2136)
The KD
factor table in the Analysis Output sometimes reported a single KD
value when it instead should say "See table below” and output a table of
differing KD values for each span and design criterion.
It reported
the full table when CSA 4.2.3.2 for high permanent loads was invoked, but there
are other reasons that KD's can be different on different spans and
for different design criteria, particularly pattern loads. In those cases, the
full table was not output, and a result, KD for a particular combo could be
different than the single value that was output in the design report. This has
been corrected.
6. Self-weight Note and Self-weight in Loads Table (Change 80)
The line
about self-weight has been removed from the material description, and self weight appears as a load in the loads table
instead. The message was sometimes misinterpreted.
7. Effect of Point Loads on Vertical Reactions in
Analysis Table (Change 38)
In
previous versions, point loads at supports were not included in the Vertical Reactions table of the Analysis
report, and a warning below stated this fact. Now, the effect of point loads is
included in the vertical reactions table, and the warning has been removed.
8. Interior Spans Cantilever Deflection Reporting (Bug 2320)
If a cantilever governs deflection design overall but the interior spans govern one or more of the deflection checks (permanent, live, total), then in the output report the cantilever deflections were incorrectly reporting the interior span deflection values for those checks that were not governed by the cantilever. This has been corrected.
9. Modification Factors for I-joists (Bug 2218)
10. Vertical Reaction Table for Concentrated Load (Bug 2141)
If a
concentrated live load was added to a beam with other non-dead loads, then in
the Vertical Reactions" table of
the analysis report the reactions from all the of load combinations other than
dead-only and those containing a concentrated live load were zero.
The
program now reports the actual vertical reactions for these load
combinations.
Note that
this is a reporting issue only, confined to this table. The program designed
for the correct reactions, and the correct reactions appeared in the analysis
diagrams and bearing results table.
11. Concentrated Beam Load Width Units (Bug 2240)
For beams, the text output shows the tributary width of a load in feet or m. For concentrated loads, the number displayed is actually inches. The program now shows an inch symbol (") or "mm" after the concentrated load width to differentiate it from area loads that may also be on the beam.
12. SCL System Factor KH Reporting (Bug 2043)
Sizer 7 was reporting a KH (system factor) of 1.04 in the factors table for the Vr (shear resistance) of SCL beams and columns but was correctly not being including in the shear calculation, as per CSA 086.1 clause 13.4.5.4.
13. Units for f/E Values in Factors Table (Change 90)
The units (psi or MPa) for the f and E values in the Factors table of the Design Check are now shown next to f/E, for all materials except I-joists, for which the Mr, Vr, and EI values have different units.
14. Additional Data Note for Live Deflection
(Change 33)
In the
Design Check report, in the Additional Data section, in the line before the
line Total Deflection =, a new line
has been added saying
"Live" deflection = Deflection from
all non-dead loads (live, wind, snow…)
15. Spelling, Formatting, and Nomenclature Changes (Change 99)
-
“Loadface” changed to “load
face”.
-
“Supports” changed to “Support” in Bearing table.
-
Removed unnecessary capitals in All load combinations (LCs) are listed in the Analysis output.
-
Adjust placement of Vf, Mf, Vr, Mr
slightly.
-
Accuracy of deflection in inches increased to 3 from 2
digits.
-
The capital “F” in the Modification Factors table
heading has been changed to a small f in accordance with O86 nomenclature (Bug
2219)
1. Beam View Load Drawing
The
following problems with beam mode load drawing have been resolved
a) Load View Printing (Change 42, Bug
1564)
When
printing the beam load view, the drawing area occupied by the beam and its
loads is now adjusted depending on how many load types are present to make sure
drawing looks reasonable. Previously the drawing was covering the entire page
even if only a single load was being drawn on the beam.
This
feature was not implemented for column mode, a column drawing still takes up
the entire width of the printed area.
b) Negative Loads Drawing (Change 42)
A problem
where the presence of negative loads on a known- width member was causing the
loads to be drawn too large extending outside of the view area has been fixed.
This problem affected only the screen display output, not the printed output
c) Load Type in Diagram for Point Loads (Change 48)
In previous versions of Sizer, the load type string did not show up in the load diagram for beams if only a point load was present. This change makes the load type string appear if only a point load is present in the same way line loads are done.
The following problems with column mode load
drawing have been resolved
a) Horizontal Scale (Bug 2170)
The
horizontal scale indicating the magnitude of the lateral loads does not always
appear if the window is maximized.
b) Axial and Point Load Type (Bug 2170)
Axial and point loads did not show the load
type if only point loads or axial loads existed for that type. All load types except axial loads show the type of
load to the left of all loads of that type if positive and to the right if
negative. Axial load type is shown below
the load arrow.
c) Combining Axial Loads (Bug 2170)
If Combine loads of same type was selected, and
two or more axial loads of the same type are combined, and one of the axial
loads is selected, the axial load was drawn to the left of the column rather
than the top, and no magnitude was shown.
The program should now shows the combined load at the top of the column
as well as the magnitude of the combined load.
Axial loads are always combined in the drawing
for column loads view, regardless of whether "Combine loads of same type" is checked
d) Axial Load Magnitude (Bug 2170)
The diagram did not print the magnitude of
unselected axial loads if the axial load is not the selected load. Now all axial load magnitudes are shown.
e) Negative Point Loads (Change 43)
Point
loads with a negative magnitude are now drawn with the end point of the drawn
arrow to be to the right of the start of the arrowhead. In previous versions of Sizer, point loads
with negative magnitudes were drawn with an arrow such that the end point of
the arrow was to the left of the arrowhead, and the arrow would often cross the
column.
f) Negative Loads (Bug 980)
When
negative loads were placed on beam, the drawing was misplaced and not entirely
visible. This has been corrected.
g) Eccentricity vs. Section Size (Bug 1492)
The
program now shows the eccentricity of the selected load type as proportional to
the member width. Previously it was shown an arbitrary distance from the centre of the member. Axial loads that are not of the same
load type as the selected appear with the rest of the loads of that type,
remote from the member.
h) Display of Units (Change 82)
The units were not displayed, even though they are
displayed in the beam diagram. In particular, axial UDLs did not indicate they
are in plf or kN/m, even
though the corresponding joist loads are in pounds. The program now shows plf or kN/m by those loads, and
beside the scale at the bottom of the diagram.
3. Number of Deflection Points (Change 50)
The number of points for each span that are used to determine the maximum deflection within that span and that are used to plot the deflection diagram has been increased from 5 to 25. This creates a smoother graph than before.
The program shows every fifth point, and also the maximum if it occurs at another point than the 5th points.
4. Number of Shear and Bending Moment Points (Change 51)
The number of points that are used to create diagrams for shear and bending moment has been increased from 12 to 24. This does not affect the calculation of maximum shear, which is at the support, nor of maximum bending moment, which uses discontinuities, supports, and the intercept of the shear diagram. The number was increased only to enhance the graph quality.
5. Load Combination Description in Deflection
Diagram (Bug 2134)
When Critical results was selected, the Total Deflection diagram did not include
the full description of the load combination, giving only the load combination
number. Other analysis results show the
full description in this case. Now the description for Total Deflection is
shown as well.
6. Design Shear for Non-critical Supports in Shear Diagram (Change 56)
Small blue dots have been added to the shear diagram to show the design shear at each support.
In version 8.3, only the maximum design shear is shown as a big red dot.
7. Shear Diagram with Notches (Change 57)
The presence of notches on a member was causing the shear diagram's dotted line representing the shear @ d line to draw randomly within distance "d" of the support. It was not properly including self weight near supports in the drawing when notches were present.
The program no longer shows the shear-at-d dotted line for notched supports.
8. Oblique Angle Deflections in Analysis Diagrams (Bug 2176)
The deflections shown in the analysis diagram for oblique angles were the ones that would occur on an un-rotated beam. The maximum deflections show in the upper left of the diagram are for the rotated beam, were for a rotated beam, thus different than the maxima shown in the diagram and creating confusion.
The diagram now shows the same deflection as those calculated for the maximum deflection shown in the diagram and in the design results, which is the vector sum of the deflections in the x- and y- directions.
9. End Notch Drawing Upon Opening Project (Bug
2065)
After a
file is saved and later reopened, notched ends are no longer drawn notched as
they should be. Instead, a label "Notched" appeared next to the
notched end(s). This has been corrected.
10. Sloped Beam Drawing for Shallow Slopes (Change 78)
The sloped member drawing for slightly sloped members no longer draws in the wrong direction.
1. Apply Settings to Concept Mode (Change 49)
As some of the settings can be changed only via input fields in beam and column modes, a button has been added to beam and column load view saying “Apply Options to Concept Mode.”. This button then applies these settings to the open concept mode file. The settings affected are
- Self-weight
- Line Loads applied over design span only
2. Separate Settings for Individual Open Files (Change 49)
Previously, a beam, column and concept mode file opened simultaneously would share the same set of settings; and if one was opened when another was already open, the program would ask which set of settings would be used for all of the open files. A file saved at this point would possibly have its settings permanently altered by the ones from another open file.
As the program now allows many files to be open, and these files to be all part of a single project, the program allows all but the company settings (and Project if a project file is open) to be unique to each file. Then when a setting is changed, it applies to the currently selected file only.
a) Setting that can be different for each file
Any setting that can be saved to its member file can be set separately for each open file. These settings are
Project Description (if a Project is not open)
Design Notes
- Note itself
- Whether it is active
From Design Settings:
- Ignore Cantilever Deflection in Design
- Minimum Bearing length
- Use minimum bearing length in design span calculations.
- Modification factor options for KL and KB
From Format Settings:
- Unit System
- Allow Ft, Inch, 16 input (moved here from Preferences)
All “Settings” and options found in Load Input View
b) Settings that are the same for each file
Settings that are not saved to project file will change for each open file when they are changed in one file. These settings can also be changed when no files are open and will apply to any file that is later opened. These are
Company Information
All Preference Settings
From Design Settings:
- Report Dead load Deflection
- Report interior and cantilever deflections separately
- Default deflection limits.
Format Settings
- All Imperial formatting options,
- Font size,
- Fit to print on one page
3. Warning message on Save as Default and Restore Factory Settings (Change 47)
Several items that operate as settings are in the to the main screen for accessibility, and it was not apparent that the Save as Default and Restore Factory settings items from the Settings menu applied to these. Therefore, the warning message that appears when one of these items is selected has been changed to indicate what items from beam and column mode are updated.
It was also not apparent that merely restoring factory settings will not persist when closing a file unless you press Save as Default. Therefore, the explanation for Restore Factory Settings now indicates that it is a two-step process to then save the restored settings as a default for new files.
The warnings list the options affected. These are
All Settings except Project Information
From Load View:
- Self-weight
- Line Loads applied over design span only
From Beam View:
- Span Type
New line has also been added to the warning explaining that Save as default is needed to be invoked after Restore Factory Settings for the action to apply to new files in the future.
4. Save to File Note in Settings Input (Change 58)
Messages were added to the bottom of the settings pages indicating which ones are saved with the project files. In addition, the View settings were given the message about saving as default for new files that the other ones had.
5. Order of Beam and Column Mode Preference Settings (Change 52)
The order of the Beam and Column Mode preferences settings has been changed and wording of a few have them has changed to make them more accurate.
The setting Allow span, load input in ft.in.16ths (e.g 120608) has been moved to the Format settings, as it behaved differently than the others in that it was saved to file, and is more appropriately a Format item.
6. Restore Factory Settings for Column Self-weight
(Bug 2093)
Selecting
"Restore" under the Settings menu did not restore
"Self-weight" radio buttons in Loads View for Column mode to the
factory default values. This has been corrected.
7. Tool Tip for Settings in Toolbar (Bug 2050)
The Settings toolbar icon now includes a "tool tip" that appears when you hover over it saying "Settings".
8. Load and Span Input in Sixteenths Setting Location (Change 29)
The
settings checkbox "Allow span, load input in ft.in.16ths" has been
moved from the Preferences settings to the Format settings, as it is related to
unit formatting.
The WoodWorks setup program has been upgraded for compatibility with newer operating systems. The setup runs more quickly than previous editions.
2. Program Data File Locations (Bug 2265)
Because Windows 7 and Windows Vista operating systems do not allow write access to the Program Files folders to those users who are not running the program as Administrator, making it impossible for them to save changes to the material database, settings, and default loads, these files are now placed in a new location by WoodWorks.
It was also necessary for those users who were not administrators on their computers to enter a keycode each time the program was run.
These restrictions were more severe on Windows 7 than Vista.
The program now stores the support files for the program in the following folders
Windows
7/Vista:
C:\Users\[username]\AppData\Local\WoodWorks\CWC\Canada\8\
Windows
XP:
C:\Documents and
Settings\[username\]Local Settings\Application Data\WoodWorks\CWC\ Canada\8\
The program also saves the files to
the following folders:
Windows
7/Vista:
C:\ProgramData\WoodWorks\CWC\Canada\8\
Windows
XP:
C:\Documents and Settings\All
Users\Application Data\WoodWorks\CWC\Canada\8\
These are
repositories for the files to be copied to each new users’s
data folders when they first use the program. This allows a system
administrator to install the program, but others to use it without
restrictions.
A more
complicated set of procedures for network installations is described in the
Sizer Read Me file.
Sizer 7.3 – February 9, 2010 - Design Office 7,
Service Release 3
This version is compatible with StrucSoft’s MWF Design and which allows for communication between Revit© and WoodWorks® Sizer.
Sizer 7.2 –
July 30, 2009 - Design Office 7, Service Release 2
This service release provides the following fixes and changes to the program:
1. MSR and MEL Shear Values Fv (Bug 1905)
Shear values fv for MSR and MEL lumber have been updated for the 2005 Supplement to the CSA O86 01, using Table 5.3.1-A, as specified by 5.3.2. Note that this was not done when the rest of the CSA O86 2005 supplement changes were made for version 7.0, so Sizer was designing with a shear capacity approximately 50% too low for these materials since that time.
2. Dead Line Load Reactions on Sloped Beams (Bug 2023)
Starting with version 7, released in Dec, 2007, the reactions due to dead line loads on sloped members were lower than they should be. The discrepancy was small ( less than 1%) or angles 20 degrees and less, less than 5% for angles less than 30 degrees and less than 10% for angles less than 40%. However for larger angles, the shortfall increased such that for 60 degrees the reported reactions are only 63% of the expected reactions and for 80 degrees only 20%. Note that dead load reactions for a UDL on sloped members increases with the slope angle because the dead load intensity is measured per unit foot along the slope.
These incorrect reactions appeared in the reaction diagram and in the reactions table of the design check report. They resulted in inadequate minimum bearing length design, and incorrect reactions transferred into supporting members in Concept Mode. This has been corrected.
a) Manual Self-weight in Bearing Length Calculation (Bug 1906)
When self-weight was set to "Manual" it was nonetheless being used in the calculations that determine minimum bearing length. The reactions reported in the Design Results were not including it, however.
b) Critical Bearing Load Combination Note (Change 27)
We have elaborated on the note under the Maximum Reactions table that appears when the critical bearing load combination is not the same as the one for maximum reaction. It now indicates that the reason is the Kd factor, that the critical bearing combination is the one shown, and that the reason for going to the Analysis results is to see the reaction for the critical bearing combo.
c) Sloped Member Compressive Resistance Nr (Bug 2029)
As design proceeded through load combinations and supports on a sloped beam, the calculation of Nr, the compressive resistance in CSA O86-01 5.5.8, mistakenly tended closer and closer to the value of Qr, the resistance perpendicular to the grain. This results in incorrect minimum bearing length values for sloped members.
d) Size Factor for Bearing Kzcp Calculation (Bug 1979)
The following items refer to size factor for bearing Kzcp calculation using
- CSA O86 5.5.7.5 for sawn lumber, which bases it on the ratio of member width b to depth d,
- 6.5.9.2 for glulam, which references 5.5.7.5, but uses the lamination width in place of member depth for d
- 3.4.5.7.2 for SCL, which merely references 5.5.7.5
e) Kzcp for Built-up Beams
The program was using the gross member width for the member width for the size factor Kzcp for bearing for built-up beams. It now uses the width of an individual ply.
f) Kzcp for Members Rotated 90ş
For members rotated 90 degrees (plank design), the program was not properly interchanging the width and depth of the member to be used in the calculation of Kzcp, nor was it correctly considering the configuration of built-up plies or glulam laminations for 90-degree members.
g) Kzcp for Oblique Members Other Than 90ş
For oblique angle members, other than zero or ninety degrees, the program was using the member b and d for the calculation, however it has been decided to use 1.0 for these members instead. This is because the Commentary says that the rule I based on grain orientation, with 45 degrees being the worst case, and that Clause 5.5.7.5 makes use of a higher factor optional.
h) Bearing Width for Minimum Bearing Length Lb Calculation (Bug 1989)
The program was using the "b" face for the minimum bearing length calculation for a 90-degree oblique angle (plank design) when the d face is actually the bearing face. This has been corrected
i) Bearing Width for Members Rotated 90ş
The program was using the "b" face for the minimum bearing length calculation for a 90-degree oblique angle (plank design) when the d face is actually the bearing face. This has been corrected.
j) Bearing Width for Oblique Members Other Than 90ş
The program continues to use the "b" face for the minimum bearing length calculation oblique members rotated other than 90ş, as the program does not input the actual bearing width in this case. You must adjust the resulting bearing length for the actual bearing width compared to b.
k) Note for Oblique Members Other Than 90ş (Bugs 1979,1989)
A note has been added under the Reactions and Bearing table indicating that Kzcp is always one for these members, and that b is always used as the bearing width.
l) Summary of Changes (Bugs 1979,1989)
As a result, the width and depth used for Kzcp and Lb has changed as listed in the following table (changed values in bold). b and d refer to the values entered by the user , “lam” means glulam lamination , Lb is bearing length.
Oblique Angle |
|
Glulam |
Built-up |
Solid Sawn / LVL |
||||||||
|
|
Version: |
7.1 |
7.2 |
7.1 |
7.2 |
7.1 |
7.2 |
|||||
0 degrees |
Width for Kzcp |
b |
b |
b*ply |
b
|
b |
b |
|||||
Depth for Kzcp |
blam |
blam |
d |
d
|
d |
d |
||||||
Width for min Lb |
b |
b |
b*ply |
b*ply
|
b |
b |
||||||
90 degrees |
Width for Kzcp |
b |
blam
|
b*ply |
d
|
b |
d
|
|||||
Depth for Kzcp |
blam |
b
|
d |
b
|
d |
b
|
||||||
Width for min Lb |
b |
d
|
b*ply |
d
|
b |
d
|
||||||
Oblique angle other than 90 |
Width for Kzcp |
b |
Kzcp = 1
|
b*ply |
Kzcp = 1 |
b |
Kzcp = 1 |
|||||
Depth for Kzcp |
blam |
Kzcp = 1 |
d |
Kzcp = 1 |
d |
Kzcp = 1 |
||||||
Width for min Lb |
b |
b
|
b*ply |
b*ply
|
b |
b
|
||||||
4. Upper Joist Area Support for Walls (Bug 1884)
In Concept mode, when a wall should have been supported by a joist area, and there were also joist areas below the wall on levels further down the structure, the wall carried through until it meets the lowest joist area, and was supported by that area instead of the one immediately below the wall. If there was a non-supporting joist area on a lower level, the wall was disqualified by that area, when it should be supported by the upper area. All walls are now supported by joist areas immediately below the walls. Note that this problem has always been in the software.
5. Design Code Information in About Box (Change 26)
The program now gives the most recent design codes implemented in the Help About box, under the version number.
Sizer 7.1 – July 18, 2008 - Design Office 7, Service
Release 1
This is a service release update to address issues submitted by our users since the release of version 7.0 in December 2007, and also to implement non-critical bug fixes and small improvements which previously had been deferred. The links below lead to descriptions of the changes for version 7.1.
3. Maximum Plies for Built-up Columns
4. Include Secondary Moment for Combined Axial and
Bending Check
5. KL for Deep Members (Bug 957)
8. Force vs. Resistance Results Title
1. Concentrated Live Load for Beams
2. Maximum 20 Loads Per Span (Bug 1807)
3. Repeating Point Loads at Supports (Bug 1828)
4. Triangular Load Invalid Location (Bug 1835)
5. Point Load Display Problems
1. Previous Version Concept Mode Project Causes Crash
(Bug 1812)
2. Duplicate Depth Input (Bug 1830)
3. Scroll Bar in Concept Mode Design Results Screen
(Bug 1814)
1. Show on Wood Textures for Print and Screen
Separately
3. Beam Member Graphic - Range of Depths (Bug 1749)
4. Negative Deflections in Column Analysis Diagram
(Bug 1774)
The following bearing design problems were introduced with version 7.0 of the software.
a) Unfactored Bearing Reactions (Bug 1823)
Starting with Version 7, when point loads exist over a support, the unfactored reactions in the reactions in the bearing and reactions table were incorrect in an unpredictable way, but generally too high.
b) Bearing Design - Point Loads at Supports with Self-weight (Bug 1825)
When beams were loaded with dead point loads over top of supports with self-weight enabled, the effect of the self-weight on the bearing reactions was too large.
c) Point Loads over Supports in Patterned Combinations (Bug 1820)
Point loads directly on top of supports were not being included in the bearing reaction design for patterned load combinations.
d) Unfactored Bearing Reactions for Permanent Load Factor (Bug 1823)
When point loads at supports are present and the permanent load factor (Kd) is used for bearing design (CSA O86-01 clause 4.3.2.3), the values for Ps and L are incorrect
Refer also to the item Fcp for 2.0E LVL Built Up (Bug 1668) in the LVL Design section below.
a) Notch Length Equals Minimum Bearing Length Feature
i. Input
Added new Minimum bearing length checkbox to Notches section of Beam Input view. The Minimum bearing length checkbox is available when bottom notches are specified and is unselected by default.
ii. Notch Length Adjustment
If the Minimum bearing length checkbox is selected then the notch length will be adjusted to be the same as the minimum designed bearing length after bearing design but before shear design.
iii. Sawn Lumber Design
Note that specifying the minimum bearing length allows you to implement the note in O86 5.5.5.4 for sawn lumber that allows use of minimum bearing length instead of actual bearing length, even when the notch is in fact the length of the actual bearing.
b) Interpretation of Notch Length Input
i. Previous Interpretation of Input for Glulam and Sawn
Formerly, for glulam, the program expected the user to enter the unsupported length “e” from O86 6.5.7.2.2. For sawn lumber, the length input is the notch length, and half the minimum bearing length subtracted to arrive at the different definition of “e” from O86 5.5.5.4.
ii. Output Description (Bug 1672)
In version 7.0, the program was mistakenly reporting “unsupported length e” in the output for both glulam and sawn lumber, whereas it applied to glulam only.
iii. New Interpretation of Input for Glulam
In order to make this input always mean the same thing, for both glulam and sawn lumber the input is now the total notch length. For glulam design, the program subtracts the minimum bearing length to arrive at “e”. Sawn lumber has not changed.
c) Zero Unsupported Length
To preserve the ability to enter zero unsupported length for glulam design, you can now specify that the notch length is the minimum bearing length, as described above.
Refer also to Notch Scaling item in the Graphics section below.
3. Maximum Plies for Built-up Columns
a) User Input (Bug 1792)
The maximum number of plies available for built-up columns was mistakenly reduced from 5 to 4 in Sizer 7.0. This has been corrected; Sizer 7.1 allows 5 plies for built-up columns again, as CSA O86 5.5.6.4.1 allows for a maximum of 5-ply compression members.
b) Warning Message
The warning message that used to appear in the special Warnings section of the Design Check report in the case of 5-ply columns has been changed to read that these columns are not recommended, not that they are not allowed, and to refer to the design note for more details.
c) Design Note
A design note appears under the same circumstances as the warning message described above. It says:
5 plies may be impractical due to O86
5.5.6.4.2 requirement that all nails penetrate at least ľ of the
thickness of the last piece; a 5-ply 2x built-up column requires 7.125”
nails. Nailing individual plies together with smaller nails has not been
tested to determine if the published resistance values of the built-up member
are achieved.”
d) Conditions for Appearance of Note and Message
This warning appears only when the column meets the following conditions.
i. Nailed, rather than bolted
The reason for the note is that nails long enough to comply with 5.5.6.4.2 are not practical and not listed elsewhere in the CSA O86.
ii. Not fully laterally supported
The exclusion for full lateral support is because, according to 5.5.6.4.1, it is possible to design using the combined resistance of the individual members, which will be the case for full lateral support and KL = 1. So the requirements for nailing in 5.5.6.4.2 do not apply.
iii. Composed of members more than 1.25” thick
Note that the program does not attempt to prevent design with custom built-up ply sizes of less than 38 mm, however an existing design note says that built-up members should be at least 38 mm to comply with 5.5.6.4.2.
4. Include Secondary Moment for Combined Axial and Bending Check
A Design Setting has been added to allow you a choice of whether to include the effect of secondary moment in the combined axial and bending check for columns. This means that the the expression Mf/Mr in CSA O86-01 13.4.5.10 is factored by 1/(1-Pf/Pe) if the design setting is checked.
Note that the secondary effect had been included automatically in previous versions of Sizer, and the default setting for new files is to include this effect. This default can be changed and saved via Settings/ Save as default. The status of this setting is saved with project files, so that the design method is reproduced when it the file is reopened.
5. KL for Deep Members (Bug 957)
If the depth to width ratio exceeds 9:1, CSA O86 01 5.5.4.2.1 indicates that you cannot assume KL = 1 regardless of how the beam is supported .If a beam size is input or chosen by Sizer that exceeds 9:1, the program now overrides the user Design Setting that sets KL = 1 based on lateral support type. The program displays the existing design note saying we are calculating KL using 6.5.6.4 when this happens.
a) LVL Custom Sections
It is now possible to enter a custom LVL section size in order to analyse a ripped – down LVL member. The program applies the size factor KZb = (305/d)1/9 for these sections, so custom sections should not be used for custom LVL materials that do not have this size factor.
b) Fcp for 2.0E LVL Built Up (Bug 1668)
The compressive strength perpendicular to grain Fcp for 2.0E 2950Fb for LVL built up was 8.65 MPa but the strength for all surrounding materials in the database is 7.21. This created a non-conservative design value if the default database is used for LVL built-up (note that user is expected to modify this database). Updated fcp for 2.0E LVL to 7.21.
a) Permanent Deflection Reporting
Removed the setting Report permanent (dead) load deflection from the Settings dialog. The permanent deflection is now always output in the design report.
b) Default "Report separate deflections" Setting
The Design setting Report interior and cantilever deflections separately can now be saved as default for new files.
c) Deflection Load Combinations reporting for Concentrated Load (Bug 1855)
In Version 7 of Sizer, when the moving concentrated load is added and is critical for design, the critical load combination shown in the Design Check results was always -1. This occurred for permanent, live, and total deflection. The load combination description was correct, and design was not affected in any way.
8. Force vs. Resistance Results Title
The title to Force vs.Resistance section of the Design Check report did not include units for moment. Now the units for force, moment, and deflection are all placed at the end of the title.
1. Concentrated Live Load for Beams
Concentrated live load (safe load) previously applied only to floor joists, can now be applied to beams. The program assumes that the entire concentrated load that you input in the Magnitude field is applied to the beam, over the distance along the beam given in the Width field.
2. Maximum 20 Loads Per Span (Bug 1807)
Entering more than 20 loads per span could sometimes crash the program or cause unpredictable results for load analysis. This has been fixed, the number of loads per span is now limited to 100 loads per span. This limitation is now imposed during user input of loads on the member.
3. Repeating Point Loads at Supports (Bug 1828)
When repeating point loads are added and a repeating point load is created directly over top of a support, sometimes the point load was incorrectly being included in the shear analysis values and also therefore the moment values. The load drawing would also show these loads as contributing to the point load over other supports than the ones they were on.
4. Triangular Load Invalid Location (Bug 1835)
Trying to add a triangular load with zero magnitude at the end point caused an “invalid load location” message and the load was not created.
5. Point Load Display Problems
a) Display of Point Load Entry in Kips (Bug 1811)
After point loads are added in Beam or Column Mode Load View, with the “Force” set to “Kips” in the Format Settings, when displaying the load in the load list, the program interprets the input magnitude as pounds, and then shows the equivalent number of kips in the load list. In other words, the program divides the input by 1000 when displaying it in the load list below.
This is only a display issue, and does not affect design of the member in any way.
b) Point Load Magnitude Display upon Member Transfer from Concept Mode using Non-default Units (Bug 1838)
In the case that the default force unit (kips, kN, or lbs) for new files is not the same as the unit used when a project is saved, point loads on members transferred from Concept Mode to Beam or Column Mode show up with a very small or zero magnitude, as the program is formatting the load for display using the wrong unit. However, internally the loads are represented correctly and design of the member is not affected.
1. Previous Version Concept Mode Project Causes Crash (Bug 1812)
After opening a concept mode project that was created with a previous version of Sizer in version 7.0, when a load is selected, Sizer crashes. This has been rectified for Version 7.1, which can open all files from previous versions.
2. Duplicate Depth Input (Bug 1830)
In Beam View, when a range of widths was selected sometimes duplicate depths were listed in the Depth selection boxes.
3. Scroll Bar in Concept Mode Design Results Screen (Bug 1814)
When the information in a concept mode output report exceeds the height of the screen, no scroll bar was present.
1. Show on Wood Textures for Print and Screen Separately
In the Preferences Settings, you can now choose to turn off the display of wood textures on the beam diagram separately for screen display and printed output, as some printers malfunction when trying to display the textures. The default setting for printed output is to have the textures turned off, and for screen output, to have them on.
Notches were being drawn too long in the beam diagram so that a space appeared between bearing and notches when the notch should have been the length of bearing. This was increasingly so for larger notches.
3. Beam Member Graphic - Range of Depths (Bug 1749)
When a range of more than one depth is entered in beam view, the beam drawing in Beam Mode was showing a beam that has a depth equal to the minimum depth entered. It should show as a thin line as if the beam depth was unknown.
4. Negative Deflections in Column Analysis Diagram (Bug 1774)
The deflection diagram for columns no longer shows negative numbers, which have no meaning for columns.
Sizer 7.0 - December 21, 2007 – Design Office 7
This version of WoodWorks Sizer has undergone extensive changes, primarily to implement the 2005 National Building Code of Canada and the January 2005 Supplement to the CSA O86-01. (Note that there was no Canadian Sizer version 6, the previous version was 5.41)
Below is a list of highlights with links to more information, then there is an index to the changes, then the full description of the changes.
Highlights
Load Types
Sizer now includes earthquake, dead loads due to soil, and sustained live loads due to storage and to controlled fluids, in Beam, Column, and Concept modes, and hydrostatic loads in Column mode. Concept mode has also added wind and snow loads.
Load Combinations
Sizer implements the new load combinations from NBCC 2005 and the CSA O86-01 2005 Supplement, including separate serviceability combinations, a complete set of dead-load-resisting-failure combinations, pattern combinations, user-specified importance categories.
Load Distribution
In Concept Mode, point loads and uplift loads are now included, and all load types are tracked separately through the structure.
Sizer also allows more flexibility in beam load distribution, including area loads on continuous support, live and snow loads on an exterior surface, joist reactions as UDLs, and unfactored reactions for all load types.
Load Duration
Sizer has improved its treatment of the load duration factor KD and the permanent load factor for KD (O86 4.3.2.3), and now outputs extensive tables in the Analysis Results showing KD for each combination, span, and design criterion.
Deflection Design
Sizer has added a new permanent deflection criterion (O86 4.5.3), allows you to specify default deflection limits for new projects, and shows analysis diagrams and critical design results for live, permanent, and total deflection separately.
Other Design Features
Sizer now allows notching at either end of the member, improved bearing design, free column top design, and a table of modification factor values in the design results.
Documentation
An up-to-date version of the On-line CSA-O86-01 design standard in .pdf format has been provided, the on-line help has been updated to reflect the current program, and the current design codes are displayed in the user interface and design reports.
Bugs
Problems with program operation in the following areas have been resolved: Load Distribution and Analysis, Engineering Design, Input and Program Operation, Drawings and Diagrams, and Output . You may need to re-examine past projects in light of these issues.
Index
The following is a full index to the changes, which can be used to navigate to the descriptions below.
1. Ultimate Limit State Combinations
2. Serviceability Combinations
3. Dead Load Resisting Failure Combinations
6. Live and Snow on Exterior Surface
1. Area Loads on Continuous Support
3. New Load Types in Concept Mode
4. Point Loads in Concept Mode
5. Uplift Loads in Concept Mode
6. Load Distribution and Analysis Bugs
3. Permanent Load Factor for KD
1. Sawn Lumber Shear Strength fv
2. Glulam Negative Bending Strength fb-
5. Live and Snow Loads on Exterior Surface
6. Area Loads on Continuous Support
8. Other Load View Improvements
10. Beam and Column View Improvements
12. Input and Program Operation Bugs
4. Load Combinations in Analysis Results
5. Shear and Bending Table in Analysis Results
6. KD Factor Tables in Analysis Results
7. Load Combinations in Additional Data
8. Factors Table in Additional Data
9. Calculations Section in Additional Data
10. Force vs. Resistance Table
12. Materials Specification, Warnings and Design Notes
4. Load Combination Description
The changes to Sizer for Version 7 listed below take into account the changes in the National Building Code of Canada (NBCC) for the 2005 Edition vs. NBCC 1995. These and other changes are also taken from the January 2003 Update and the January 2005 Supplement to the CSA O86-01 Standard. Further information was taken from the NBCC Structural Commentaries.
Other changes, not related to new design codes, are also listed.
Sizer now includes all load types from NBCC 2005 4.1.2.1 and CSA O86-01 4.2.3.1. The following load types have been added or modified:
The earthquake (E) load type has been added to Beam, Column, and Concept modes.
The load Type selection Earthquake has been added the input forms, and appears in the output load tables.
– Earthquake loads have a factor of 1.0, as per NBCC Table 4.1.3.2, NBCC Commentary Table A3, and CSA O86 4.2.4.1.
– Companion load factors for live loads, storage loads, and snow loads of 0.5, 1.0, and 0.25, respectively, have been implemented for earthquake combinations. .
Importance factors for earthquake loads have been implemented – see section on Importance Factor below.
The earthquake load is a short-term load with KD = 1.15, as per CSA O86 4.3.2.2. Design for all load combinations containing earthquake loads uses this factor.
– The earthquake load combination given in NBCC Table 4.1.3.2 and CSA O86 Table 4.2.4.1 has been implemented.
– Serviceability combinations are not created containing earthquake loads
– Combinations that include earthquake loads are not patterned.
– Combinations with the 0.9D factor for dead loads resisting failure are not created for earthquake loads, as per NBCC Commentary A3, note 3
– Combinations with and without hydrostatic loads H are created in Column mode.
– Dead loads due to soil Ds are factored by a factor of 1.0 when combined with earthquake loads.
Deflection design is not performed for load combinations containing earthquake loads.
Earthquake loads added to sloped members in Beam mode or sloped surfaces in Concept mode are analysed the same way as dead loads, with line load spread along the slope, and the force directed vertically.
The Hydrostatic ( H ) load type has been added to Column mode only, to design for permanent load due to lateral earth pressure, including groundwater , as per NBCC 4.1.2.1 (1) and CSA 4.2.3.1.
The load Type selection Hydrostatic has been added the input forms, and appears in the output load tables.
– A load factor of 1.5 is used for H, as per NBCC 4.1.3.2 3). It is treated as a principal load.
– Hydrostatic loads are always combined with 1.25D , even when D and H are the only loads (i.e (not 1.4D).
– In serviceability combinations, a factor of 1.0 is used for H.
– The hydrostatic load is a short-term load with KD = 0.65, as per CSA O86 4.3.2.2.
– Design for all load combinations that contain only the hydrostatic load and other permanent loads in the direction of loading (lateral) use this factor.
– Sustained live loads are now used in the calculation of D for the permanent load factor in CSA O86 4.3.2.3
– When H loads are added to a member, otherwise identical sets of load combinations with H and without H are generated.
– Dead-load resisting failure combinations ( 0.9D ) are created with and without H, with a load factor of 1.5 for H.
A special load type we have named Ds for has been added to Beam, Column, and Concept modes to implement ( H ) load type has been added to Column mode only, to implement NBCC 4.1.3.2 7) and Table 4.2.4.1 Note✝.
The load Type selection Dead (soil) has been added the input forms, and appears in the output load tables.
– A load factor of 1.5 is used for Ds, as per NBCC 4.1.3.2 7).
– Sizer does not implement the adjustment for soil greater than 1.2 m given in that clause.
The dead load due to soil is a permanent load, with KD = 0.65.
– Ds loads are included in all load combinations except the D-only combination ( 1.4D ).
– A combination containing just D and Ds is generated, using the factors 1.25D + 1.5 Ds.
– Ds loads are not included in the dead load resisting uplift combinations ( 0.9D ) to comply with NBCC 4.1.4.1 6) and A4.1.4.1 6).
– Pattern load combinations include the Ds load fully loaded
Loads referred to as “Permanent live” loads in Beam and Column nodes are now called “Sustained live” for storage or controlled fluids (Ls and Lf, respectively). They have also been added to Concept mode.
– The load Type selection Perm live has been renamed Sustained live
– A selection has been added for controlled fluids vs. storage and equipment sustained live loads. See the User Input section below.
– Sizer does not allow both storage loads and controlled-fluids loads on the same member.
– The principal load factor for controlled fluid loads is 1.25 to comply with NBCC 4.1.3.2 5) and CSA O86 Table 4.2.4.1 Note ‡.
– The companion load factor for storage loads is 1.0, to comply with NBCC 4.1.3.2 6) and CSA O86 Table 4.2.4.1 Note **
– These are permanent loads with a KD of 0.65, as per CSA O86 4.3.2.2.
– The program no longer includes permanent live loads with KD = 0.65 and live load factor of 1.5, i.e. all permanent live loads are either storage or controlled fluids loads.
– Sustained live loads are now used in the calculation of D for the permanent load factor in CSA O86 4.3.2.3
– These loads are combined with other loads as the Permanent Live loads currently are, that is, in any combination in which a live load appears.
– In addition, certain load combinations with Ls or Lf and without L are created. See the sections on Ultimate Limit States combinations and on the KD factor below for more details.
– In addition, permanent live loads are placed in combination with live and snow loads together.
They appear in the output load list as Live (fluids) or Live (storage).
These loads are tracked through the structure separately from other live loads.
– You can now input snow loads directly in Concept Mode; previously they were created on the assumption that live loads entered on the roof are snow loads.
– The program now tracks snow loads and reactions separately through all levels of the structure. Previously snow and live reactions were combined.
Snow loads on sloped surfaces in Concept Mode are treated the same way as live loads – the intensity spread out along the horizontal projection, and with the force directed vertically.
Wind loads have been added to Concept mode.
Wind loads on sloped surfaces treated in Concept Mode are as loads that whose intensity is spread over the sloped surface, and whose force is orthogonal to the surface. This is true for no other load type.
An importance factor of 0.8 has been implemented for live loads on low-hazard structures, as per 4.1.5.1 (1) and (2).
Live loads are no longer combined with both wind and snow loads as per NBCC 2005 Table 4.1.3.2 and Commentary A23.
The following changes have been made to the existing feature that allows for moving concentrated live loads for joist design, as per 4.1.5.10, and table A- 4.1.5.10.
Changes to the input format described in the section on Input below
Symbol changed to Lc from CL.
Clarifications to the output in the Additional Data section described in the section on Output below.
All combinations that have been added to the program that have a live load include load combinations with the live load replaced by the concentrated load
Dead-load-resisting-failure combinations now include concentrated loads.
Ultimate limit state (strength) combinations implemented according to NBCC 2005 4.1.3.2 , including A-4.1.3-2, and Structural Commentaries A 12-15, also in conformance with CSA O86-01 Supplement No 1 (Jan 2005) 4.2.4 and Table 4.2.4.1.
Changed dead load factor to 1.4 from 1.5 when it is the only load on the member, and from 0.85 to 0.9 when counteracting failure (see Section 3).
Changed wind load factor to 1.4 from 1.5.
Removed load combinations with 0.7 load factor for combining at least two of wind, live and snow, and replaced them with the principal/companion factor load combinations, e.g. 1.25D + 1.5L + 0.4W, 1.25D + 1.5L + 0.5S, and 1.25D + 1.5S + 0.4W. Refer to online help for a complete list.
– Removed load combination combining all of wind, live, and snow ( W + L + S ) to comply with NBCC Structural Commentary A23.
– Retained combinations containing wind, snow, and sustained live ( W + Ls/f + S).
– Refer to online help for more details. .
To comply with NBCC 4.1.5.5, a setting allows you to create a set of load combinations without live and snow loads in the same combination. Refer to the section below dedicated to this feature for a complete description.
The program now creates separate load combinations for D (+ Ds + H ) + Ls or D( +Ds + H ) + Lf, in addition to the combinations D + ( Ds + H ) + Ls/f + L, when occupancy live loads and sustained loads are on the same member. Refer to the section on KD factor for the reason, and on the on-line help for a complete explanation.
Added all appropriate ULS load combinations containing hydrostatic, earthquake, and dead (soil) loads. Refer to online help for a complete list.
Serviceability limit state (deflection) combinations are implemented according to CSA O86 4.2.4.2 and Table 4.2.4.1, also in conformance CSA O86 4.1.3 and 4.5 and with NBCC 2005 4.1.3.4-5, and NBCC Structural Commentaries A16, A27, A28, and Tables A-4 and A-5.
This is a major departure from Sizer 2002, which used “unfactored” loads for deflection design.
Removed load combinations with 0.7 load factor for combining at least two of wind, live and snow, and replaced them with the principal/companion factor load combinations, e.g. 1.0D + 1.0L + 0.4W. Refer to online help for a complete list.
Added all appropriate serviceability load combinations containing hydrostatic H and dead (soil) Ds loads. Refer to online help for a complete list.
The same comment as for Ultimate Limit States applies as to the combinations generated.
Serviceability combinations are not created for Earthquake loads.
Serviceability combinations are not created for dead load resisting failure (0.9D) – see below.
The program excludes combinations combining all of wind, live, and snow; and for loads on exterior surfaces, those with live and snow, for serviceability design as for ultimate limit state design described in the above section. .
The program has a more comprehensive treatment of the case where a special dead load factor is used when dead load resists failure, normally when counteracting uplift wind loads. This is implemented according to NBCC 4.1.3.2 4), Table 4.1.3.2, and CSA O86 Section 4.2.4.1 and Table 4.2.4.1. NBCC Structural Commentaries A19, 20, and 23 also consulted.
The program will create a second load combination using the 0.9 factor corresponding to all load combinations, with exceptions noted below. Previously, the program limited this factor to the case where wind uplift is detected for the D + W combination only.
The program will therefore apply the 0.9D factor to counteract cases of mechanically induced uplift on an individual span.
The program now creates load combinations with the 0.9D factor for all pattern loads, and these combinations come into play when counteracting critical induced uplift.
The program will apply the 0.9D factor to dead loads, such as those due to eccentric moments, counteracting L, W or H lateral loads on a column. Previously, the program applied the factor to counteract only W axial loads.
In accordance with NBCC 4.1.4.1 6) all combinations created with the 0.9 D factor will not include the Ds component.
No dead-load-resisting-failure combinations are created for earthquake load combinations.
Hydrostatic loads are included in load combinations created with the 0.9D factor, but they themselves are still factored at 1.5. Combinations with and without H are created, so that the critical combination has only 0.9D resisting failure.
Serviceability combinations are not generated for the dead-load-resisting-failure combinations.
Because importance factors are now different for strength and serviceability, Sizer no longer relies on the user to include the importance factor when specifying the loads on the member. The program now assumes loads are unfactored, and applies the importance factors according to the following design code provisions:
– Categories: NBCC 4.1.2.1. 3), Table 4.1.2.1;
– Factors: NBCC Structural Commentary Table A-2; CSA O86 4.2.3.2 and Table 4.2.3.2
– Live Loads: NBCC 4.1.5.1 2) and 4.1.5.2 2)
– Snow loads: NBCC 4.1.6.2 and Table 4.1.6.2
– Wind loads: NBCC 4.1.7.1 –Table 4.1.7.1
– Earthquake loads: NBCC 4.1.8.5, Table 4.1.8.5
– Further background: NBCC Structural Commentaries A9, A10, J115-119.
The program incorporates the factors when generating load combinations, as follows:
A 0.8 factor is applied to live loads for the Low importance category for ultimate limit states. A factor of 1.0 is applied for all other categories, and for serviceability states.
Factors of 0.8, 1.0, 1.15 and 1.25 are applied to wind and snow loads for strength design, for low, normal, high, and post-disaster structures, respectively.
A factor of 0.75 is applied for all categories to wind loads for deflection design.
A factor of 0.9 is applied for all categories to snow loads for deflection design.
Factors of 0.8, 1.0, 1.3 and 1.5 are applied to earthquake loads for strength design, for low, normal, high, and post-disaster structures, respectively.
There is no serviceability design for earthquake load combinations.
The means of input of importance categories and output of importance factors are given in the sections below pertaining to input and output.
Pattern loading in Sizer has been re-evaluated and re-implemented in light of the following design code provisions: NBCC 4.1.5.3, 4.1.6.3, and 4.1.7.3; and NBCC structural commentary A23.
The program now patterns the combinations that have a 0.9D factor if the same combination with 1.25D is patterned. The program previously implemented 0.9D combinations for wind loads only, which are not patterned.
– The program will continue to pattern loads containing D, L, and Ls or Lf (formerly PL), patterning the Ls and L in unison.
– In addition, the program will create patterns for those load combinations with just D and Ls/f. Refer to the on-line help.
– Note that you can turn the patterning for individual loads off if you do not wish storage or controlled fluid loads to be patterned.
– Dead loads due to snow are in the patterned combinations as dead loads. They themselves are not patterned.
– Hydrostatic loads apply to columns only thus are not patterned.
Patterns are not created for any combination containing wind or earthquake loads, even if they also contain live and or snow loads, because wind loads would not be patterned on a span-by-span basis to comply with NBCC 4.1.7.3 (1) b.
To comply with NBCC 4.1.5.5, a new setting allows you to create a set of load combinations without live and snow loads in the same combination. This is used to model a member supporting a surface such as a roof terrace or parking area, that can be expected to have direct live and snow loading.
The operation of the checkbox in Load Input View is described in the section on Input, and the reporting of its state in the section on Output.
– When the setting is checked, the program will omit those combinations that have both live (L, Ls or Lf) loads and S loads.
– If when the setting is not checked, the program creates combinations with L + S together but not separately, when is checked the L-only or S-only combination is created.
– Refer to the on-line help for the precise load combinations created when this setting is checked.
It is now possible to specify in Beam Mode that area loads entered on beams are distributed to the beam on the assumption that the beam is the centre support in an evenly spaced array of three beams supporting a loaded joist area.
The checkbox used to activate this is described in the section on Input, below.
When this checkbox is checked and an area load a and a tributary width s are entered, the line load used in the Sizer analysis to compute stresses is w = 5/4 a / s. When it is not checked, the line load is w = a/s.
– The unfactored reactions are now output for each load type separately, so these reactions can be transferred manually to a supporting member as loads.
– The snow and live reactions are the ones from the critical combinations, taking patterns into account.
– Total unfactored reactions are no longer displayed, as they have no use.
A new setting allows you to output bearing reactions on joists as a UDL, assuming that the point reaction is distributed over the distance of the joist spacing.
Concept mode now shows the reactions at base of columns for all load types, not just live and dead.
Concept Mode now accepts input of all load types input into Beam mode, including the new load types. See section on Input below for details.
Sizer records the unfactored component of the reaction at supports of beams and joist areas due to each load type, and transfers these as separate loads to the supporting members. Load combinations are reconstructed on supporting members using these loads, for design purposes.
The direct transfer mechanism from columns and walls to their supporting members is implemented for all load types separately.
Concept mode no longer assumes loads on the roof level are snow loads, and no longer combines live and snow loads into one reaction transferred to lower levels. Live and snow reactions are transferred separately.
Live and snow loads entered on the roof level of the structure will not be combined in any load combinations, to conform to NBCC 4.1.5.5.
Unfactored reactions at the column bases of the structure are now output for each load type, not just live and dead.
Input of point loads is now possible in concept mode, as described in section on Input below.
Point loads are possible for any load type
Point loads can be applied to beams only.
A point load added at the intersection of beams will be applied to the beam with the highest load transfer number.
A point load added to a beam at a column support point will be transferred first to the beam, then to the column.
Point loads are distributed to supporting members via the contribution of the load to reactions at supports.
Uplift loads are now possible via the input of a negative number, for any load type and any distribution.
Uplift loads area distributed to supporting members via the same mechanisms as downward loads. Unfactored uplift reactions for each type are distributed to the supports.
The addition of dead-load-resisting-failure combinations, as described in the section on Load Combinations above, means that the correct factors will be used for the critical design case when uplift live, wind, or snow loads are applied, or when they are mechanically induced.
For any non-symmetric live or snow load on a sloped member, such as a point load not at mid-span or the supports, an unbalanced partial load, or a trapezoidal load, the program was giving incorrect distribution of reactions to the supports, and also incorrect moment and shear values. The program placed too much of the load on the support on the side of the beam with the heaviest loading. The ability to enter such loads was removed and replaced with an error message starting in June 2004. This problem has now been rectified, and the warning message and restrictions removed.
An additional problem applying only to point loads that are very close to the leftmost support in sloped spans was discovered when addressing Bug 713, above. The point load magnitude was diminished when analysing the member, causing the shear force diagram not to close properly, also causing a conservative over-estimate of the maximum design moment and its location.
The following changes to Sizer’s engineering design procedures arise from or are related to the changes needed to implement the new load combinations in the NBCC and CSA O86.
The Live deflection check is done using the load combinations for total deflection, with D, Ds, and H component of deflection removed and L, Ls or Lf, W and S retained.
Sizer now performs a separate design check for permanent deformation according to CSA O86 4.5.3. It
– calculates the permanent component of deflection using sustained live (Ls or Lf), hydrostatic (H), dead (D) and dead (soil) Ds loads.
– allows input separate allowable permanent deflection limit, using L/360 as the default
– compares actual to allowable permanent deflection as a separate deflection criterion
– reports permanent deflection results n the Design Results and in the Analysis Diagrams.
Previously, the program reported dead load deflection, but did not include permanent live loads and did not compare it with an allowable value in design
Refer to the online help for design assumptions used in this check.
The critical deflection results for each deflection criterion separately - live, dead, and permanent - are now reported in the Design results, rather than all the results for load combination for the critical deflection criterion .
Deflection design is not performed for load combinations containing Earthquake loads.
Deflection design is no longer performed for load combinations created for dead load resisting failure (0.9D). Previously, the “wind uplift” combination could govern for deflection.
Sizer now allows input of default deflection limits in the Design Settings for each combination of member type and deflection criterion (live, permanent, and total). Refer to section on User Input below for the input mechanism
The default limits when the program is shipped or the limits are reset are as follows
– Beams, solid floor joists: Live = L/360, Permanent = L/360, Total = L/180
– Floor I-joists: Live = L/480, Permanent = L/360, Total = L/240
– Roof Joists: Live = L/240, Permanent = L/360, Total = L/180
– Columns, studs: Live = L/180, Permanent = L/360, Total = L/180
The sources for these recommended deflection limits are:
– Live deflection, beams and solid joists: NBCC Table 9.4.3.1, roofs not plastered or gypsum.
– Live deflection, columns and wall studs - CWC Wood Design Manual, Table 2.1
– Permanent deflection: CSA O86 4.5.3
– Total deflection, except I-joists CSA O86 4.5.2.
– I-joists – Recommendations of an I-Joist manufacturer.
Note that the live and total limits are the same as those currently implemented as hard defaults in the program.
The total deflection limit has changed from 240, which was an error introduced for version 2002 (Bug 1767).
The program now allows you to view live, total, and permanent deflection results separately in the Analysis Diagrams. See the section on Graphs and Diagrams below for details.
The following changes were made to implement the load duration factor KD according to CSA O86 4.3.2.2 and 4.3.2.4 in light of the new load types and new load combinations in the program. Changes relating to and the Permanent Load Factor ( 4.3.2.3) are in the next section.
Previously, Sizer did not consider load combinations with permanent live loads (PL) and live (L) loads separately, thus ignoring combinations that could govern due to lower KD factor. For sustained loads, the program now includes D + Ls/f combinations with KD factor of 0.65 when there are also D + Ls/f + L combinations with a factor of 1.0. Refer to the online help for more detail.
– Load combinations including H and/or Ds and D use the same KD factor as the corresponding combination without H or Ds.
– Load combinations with H and/or Ds plus only short-term and standard-term loads use the same KD factor as the D plus short-term and standard-term loads, that is, 1.15 or 1.0, respectively.
– All load combinations containing E use the short-term 1.15 factor.
– The Permanent Load factor is never applied to combinations containing E
– When only standard and permanent term loads are on a column, the program will now use only those loads with effects in the lateral direction when calculating the KD factor for Mr, and only those loads in the axial direction when calculating Pr.
– This creates a possibly different KD for each direction, which is a change from the current program operation, which uses the axial KD in both directions.
– If short-term loads exist in either direction, a Kd factor of 1.15 is used.
The program now a table of the KD value used for each load combination in the Analysis Results. The table is described more fully in the section on Analysis Output.
The on-line help now contains a thorough explanation of the design assumptions used for the selection of KD factors for load combinations with multiple loads on the member, particularly the combined-axial and bending case.
The following changes were made to implement the Permanent Load Factor for KD according to CSA O86 4.3.2.3 in light of the new load types and new load combinations in the program.
Previously, Ps was calculated using live L, permanent live PL, and snow S loads. Since 4.3.2.3 now refers to “standard term” loads instead of “live” loads, the program does not include the sustained live Ls/f load type in Ps.
– As per 4.3.2.3, the program will use S + 0.5L when calculating Ps for combinations that have a 0.5L companion factor, and L + 0.5S for combinations that have a 0.5S companion factor.
– The companion factor for the Ls storage load is 1.0. For the Lf controlled fluid load it is 0.5.
Although the code refers to D as “specified dead load”, we believe the intention is to use all permanent loads, so the program includes D, Ds, Ls or Lf and H in the calculation of D.
KD is now be calculated using 4.3.2.3 for column compression or tension design when the dead axial load is greater than the live axial. Previously, Permanent Load Factor was not applied in this case.
The program now includes KD tables in the Analysis Results for each load combination that implements 4.3.2.3, showing the KD used for each span and each design criterion. The tables are described more fully in the section on Analysis Output.
The on-line help now contains a thorough explanation of the design assumptions used for in the determination of the value of Ps and D used in the calculation KD using 4.3.2.3.
The program outputs a note if the load combination for the maximum reaction is different than that for the longest bearing length.
The program now reports the KD factor used for bearing design at each support.
The Repetitive member field has been disabled, and the system factor KH set to 1.0, to comply with CSA O86-01 13.2.4.4
The input field that allows you to change the I-joist flange material to allow for different system factors has been removed.
An input field now allows you to notch either end or both ends. The notch factor for sawn lumber from CSA 5.5.5.4 has been implemented at the notched end(s) of the member only.
Note that for glulam members, the program implements clause 6.5.7.3, which uses the total load on member and is independent of the end being notched.
Members with notch depths greater than 25% now fail the design check according to CSA 086-01-5.5.5.1. Previously a message was output to the screen but no indication of design failure was output to the Design Results. Now, the design fails for reason of Invalid notches.
Design for fixed base, free column top has been added to allow design of columns and walls that are unsupported at the top.
Sizer’s analysis engine has been modified to calculate moment, shear, and deflection for this condition.
The recommended effective length factor for Ke, from O86 Table A5.5.6.1, or 2.0, appears as the default value in the Column View input screen when this condition is selected.
Since version 2002a, released in Oct 2004, the program has failed to include the member self-weight in the loads to be neglected between the distance d and the support, leading to a conservative design shear value. This has been corrected.
The design shear force for notched members was calculated at the distance d from the support using the full depth of the beam rather than the net depth, creating a lower design shear than is actually required and non-conservative design.
The program now uses the shear value at span length l/2 rather than d as the design shear when the span length is less than 2d.
For cantilever spans, the program uses the shear value at the end of the member rather than at distance d when the cantilever span is less than d.
The axial tension design check for SCL columns always failed, as the resistance value Tr was 0.
The bearing area factor KB was being compounded on each support from left to right, causing allowable bearing lengths to be increasingly smaller than they should on the rightmost supports.
The moment stress Mf and Mr resistance used to calculate the ratio Mf/ Mr to determine whether a KB factor should be applied (according to O86 5.5.7.6 (b) and the Design Setting for this), were from the critical bending combination, not from the load combination used for bearing design. The program now uses the values from the load combination being designed for bearing length.
– The service condition Ks factor for built-up Lumber, MSR and MEL materials, using CSA O86 01 Table 5.4.2, is now based on constituent member thickness rather than gross section thickness.
– Exception: the Kse factor was reported and deflection design was performed using individual member thickness, but Kse used in calculations for KL factor was based on gross thickness.
– Individual plies are used because drying time depends on individual plies rather than gross section.
The program was sometimes giving the message “Can’t find section” instead of the correct, more informative message when a design was attempted with an SCL section smaller than the minimum in the database.
When a range of plies beginning with one ply is entered, the program did not cycle through the number of plies greater than 1 and failed to find multi-ply solutions that pass the design check when a specific number of plies is selected.
Designing six-span beams without right cantilever was crashing the application when trying to "Run Design"; it also was crashing when changing the cantilever setting for these members
The program did not cycle through the number of plies in the design search when the range of 1 to any number is entered in beam view.
All sawn lumber and timber materials in the database have substantial increases to the specified strength for longitudinal shear fv given in CSA O86-01 Supplement No 1 (Jan 2005), Tables 5.4A to D.
There has been a change in the negative bending moment specified strength fb- for the following glulam combinations:
– Douglas fir-larch 24f-E – from 14.0 to 23.0 MPa
– Douglas fir-larch 20f-E – from 14.0 to 19.2 MPa
– Spruce-pine 20f-E - from 9.8 to 19.2 MPa
– Hem-fir and Douglas fir-larch 24f-E - 10.6 to 23.0 MPa
given in the CSA O86-01 Supplement No 1 (Jan 2005) Table 6.3.
The program now includes the MSR materials choice for wall design.
All values in the generic sample PSL database file have been updated. No changes have been made to the sample LVL file.
The following changes have been made to the input of load Type in the Load Input view for Beam and Column modes or the Load Input Data Bar for Concept Mode.
Appended Earthquake and Dead (soil) load types to existing list of loads available for selection. .
Appended Hydrostatic, Earthquake and Dead (soil) load types to existing list of loads available for selection.
Made Type input indicate Load Type only, not type and distribution, e.g. Dead instead of Dead Line
Added Snow, Wind, Sustained live, Earthquake, and Dead (soil) load types. Previously allowed for dead and live loads only.
Changed Perm. live to Sustained live in Beam and Column modes.
– Added the Distribution input field, with the choices Line, Area, and Point.
– Point loads could not previously be input in Concept Mode
– Unit label changes to lbs, kips, or kN when point loads selected
– Point loads are entered by clicking on a beam at a gridpoint location with the Distribution field set to Point. A single- or double- click is used according to a Preferences setting.
– Double-clicking is the only way to add another point load to a point where a point load already exists.
– The program shows the point load as a coloured circle, blue if not selected, red if selected.
– Point loads are selected by clicking on an existing point.
– Cycle through coincident points by repeated clicks, or by selecting the point load from the load list.
For Concept Mode, we now allow input of negative numbers in the Magnitude field for uplift loading. These loads were not previously possible in Concept mode.
Double clicking now always creates a full UDL on a beam in Concept Mode. Previously, this was dependent on a Preference setting.
A dropdown box called Importance Category and Factor has been added to the Load Input view for Beam and Column modes, and to the Data Bar for Concept Mode, where it is called Importance..
The dropdown contains the selections Low, Normal, High, and Post-disaster. The selection applies to all loads on the member, and all members in the structure in Concept Mode.
In Beam and Column modes, the selections also show the ultimate limit state factor as e.g. (ULS = 1.3) corresponding to the load currently selected in the load list, or selected by the user from the Load Type dropdown.
In Beam and Column modes, the dropdown is disabled if a load type such as dead or hydrostatic for which there are no importance factors, is selected via the load list or the Load Type selection.
In Beam and Column modes, underneath the dropdown, there is an explanatory message:
Importance factor is not included in the input load Magnitude – the program applies this factor later.
Several of the checkbox settings regarding load entry and processing have been grouped in a data group box called Options and data labels have been expanded to be more explanatory.
A nested data group called Load Entry has been created for beam mode only. It contains:
- The existing Concentrated load check checkbox. It has been renamed to
Add
moving concentrated load
- A new checkbox called
Enter
point load as UDL, using spacing to convert
whose functionality is described in a section below.
A nested data group called Load Entry has been created for beam mode only. It contains:
- A new checkbox called
Area loads on continuous support (two equal spans)
whose functionality is described in a below.
- A new checkbox called
Live and snow loads come directly from exterior surface
whose functionality is described in a below.
The existing Add loads of same type checkbox has been added to the Options group and renamed to
Combine loads of same type in drawing
The checkbox for Live and snow loads come directly from exterior surface has the following properties
Active whenever there is both a live or sustained live load and a snow load on the member.
Defaults to unchecked, and it is not possible to set a different default
Saved when project file is saved
The checkbox for Area loads on continuous support (two equal spans) has the following properties
Active for beams only (not joists), and regardless of the loads that have been entered on the member
Applies to all area loads on member, not just the one selected
Defaults to unchecked, and it is not possible to set a different default
State is saved when project file is saved
The consequence of checking this box is described in the section on Engineering Design.
An input field called
Enter point load as UDL, using spacing to convert
has been added to the Options data group, with the following properties.
Acts individually on each load, according to setting when the load created or modified.
– Distribution changes in load list changes to “Point UDL” from “Point Load” when load created or modified with setting checked.
– Distribution in input field always says “Point Load”.
Magnitude label changes from kN, lb, kip, to kN/m, lb/ft, kip/ft.
Existing data in Magnitude input field is converted when button is checked
Must click Modify to convert existing load.
All column eccentricity input is now displayed in decimal format regardless of the Format page setting for Section bxd when using Imperial units.
Pattern loading input is now available only for multi-span members.
The warning regarding change in tributary width no longer appears when selecting different member types, even if the default joist spacing is different in the new member types.
A new feature allows users to enter default deflection limits in the Design Settings, in order that the program starts up with the deflection limits appropriate to structures you most often design. A total of 12 limits are set for the combination of
– Beams and solid floor joist
– Floor I-joists
– Roof joists
– Columns and wall studs
and
– Live
– total
– permanent
deflection criteria.
These limits are imposed upon opening a new project or change in member type.
The program comes with default limits, given in the section on above, that are reset when “Restore Original Settings” is checked.
You can now specify on which end of the member is notched, by selecting one of Both ends, Right end, or Left end from the drop down box immediately to the right of the drop down box to select the presence of end notches at top or bottom. A top notch on one end and bottom notch on the other is not possible.
New radio buttons have been added for column top fixity – Pinned and Free. If the base fixity is Pinned then only Pinned is available for the top, if the base is Fixed, then both are available.
Placed an asterisk (*) beside the Width, Depth, Lateral Support, Joist Spacing, and Bearing Length fields. And added a note at the bottom of the view saying *You can select these items or enter your own value.
d) Spans (c/c)*
A setting has been added called
Express bearing reactions on joists as UDL.
It’s effect is described in the section on Design Output.
The setting Report dead load deflection has been changed to Report deflection due to permanent loads.
Its default setting is now to be “on”
This Preferences setting has been revised slightly to say
Double-click to create gridlines, columns, and point loads.
Its effect has changed slightly, see section on Point Loads in Concept Mode above.
When the stud spacing was changed on walls with existing trapezoidal or triangular loads, the end load magnitude was made the same as the start magnitude, creating a UDL .
Loads are no longer deleted when switching from Joist member type to Beam member type in Beam View.
Upon changing Material Type, the Service conditions and Treatment input fields were being reset to default values. They now stay the same as they were.
When Sizer was started up with metric units as the default and a project file that was saved in imperial units was opened, or vice-versa:
- point loads, bearing reactions, etc, were being displayed in kips or N instead of lbs or kN.
- any new point loads entered were magnified or reduced by 1000.
- labels and titles also showed the wrong units.
Changed the Section Bearing Capacity data group label in the Bearing Capacity dialog in Database Editor to read kN instead of N.
For the Standard database files, the Material Type radio buttons and Multi-ply checkbox are no longer enabled.
Starting with version 5.3 notches were mistakenly activated for SCL and I-joist materials. These input fields have once again been disabled. According to CSA 086-01 clauses 13.4.5.3 and 13.2.5.3 respectively, there are no specific provisions for notch design for these materials.
This refers to the list of input loads that appears in the Design Results, the Design Check Calculation Sheet, and the Analysis Results in Beam and Column modes.
Added the following load type identifiers to table for beams and columns
– Dead (soil),
– Earthquake,
– Live (storage)
– Live (fluids)
Also added for columns:
– Hydrostatic
– Added Unit for all members (previously Units was limited to single span members).
– The units have been removed from the title to the table.
– Pattern column is now next to Distribution
– Magnitude column now comes after Location.
– Placed Units beside the Magnitudes they refer to.
– Load name column reduced slightly, but still fits maximum allowable load name (15 chars.)
– Distribution text now lines up with border, like all other columns
– Corrected problems with certain data not fitting within columns.
– Changed e.g. (Eccentricity = 100.00 mm ) to (Ecc. = 100 mm) and made it fit within the “Location” column
– If at least live and one snow load is on the member, this note appears for the setting “Live and snow on exterior surface”
Live and snow loads come directly from exterior surface.
– If there is at least one area load this note appears for the setting “Area loads on continuous span”
Beam is a continuous support
for all area loads (two equal spans).
Axial loads are now reported in plf in the output for wall stud applications, as they are input as plf loads on the wall. The program was previously reporting the point load on each stud.
This refers to the material that appears in the Analysis Results before the load combination list and in the Additional Data section of the Design Results.
– Added heading “Load types” and removed brackets
– Reorganised to group similar loads.
Added descriptions H=earth,groundwater E=earthquake to first line.
– includes (use, occupancy) in the description of L loads that are not sustained or concentrated.
– Shows Ls=live(storage,equipment) or Lf=live(controlled fluids) for sustained loads.
– Now always shows Lc=concentrated live load definition
Pattern load explanation changed to reflect the new patterning policy described in the section on Pattern Loads above. Now says Load Pattern: s=S/2 L=L+Ls. (or L=L+f)
The following refers to the symbols used wherever a load combination is displayed in the program output.
New H, E, and Ds symbols for new hydrostatic, earthquake, and dead (soil) loads
Changed PL symbol for “permanent live” to Ls for storage loads and Lf for controlled fluid loads.
Changed concentrated load symbol from CL to Lc.
The following changes are made to the section of the Analysis Results called LOAD COMBINATIONS.
Removed line - “Based on FACTORED LOADS: 1.25 D, 1.5 other
– Moved to top of table from bottom.
– Implemented changes described in the .
Placed the self-weight explanation in legend under definition of other symbols, instead of next to the self-weight load combination.
– Ultimate and serviceability limit states are now in separate columns, showing the appropriate load factors for those states.
– Serviceability only appear when applicable, otherwise a dash is shown.
– An explanation at the head of each column says what importance factors are included for each load type.
– The factors are only output for those load types that exist on the member.
– Importance factors not included in each load combination string
– Load factors now shown in each load combination string.
– added a space before and after the “+” sign for readability.
– Remove spaces as necessary to make long strings fit.
– A column has been added to show pattern loading characters rather than including them in load combination string
– Shows dash when combination not patterned.
– Remove brackets and word “pattern” from each pattern descriptor.
– Removed combination with all spans loaded (LLLL or SSSS); instead it is listed as a non-patterned combination.
– The title line referring to 1.25D (0.85 uplift) has been removed
– The combinations with D = 0.9 are included as separate combinations in the list of ultimate limit states combinations
– Not included in the serviceability combinations
The following change has been made to the Shear and Bending table of the Analysis Results
The self-weight results presented in column 0 are the ones to be added to the D-only combination, or factored by 1.4. Self-weight multiplied by 0.5 is added to the other load combinations.
For any beam with a left cantilever, the governing bending moment was reported as zero magnitude at location zero. Now it is non-zero and at the support location. This did not affect design or appear this way in the moment diagram.
The program now outputs tables at the end of the Analysis Results showing the KD factors used for each load combination generated for the project.
– The first table lists the load combination numbers, the combination, and the KD factor for that combination that is used in
– For a particular load combination, if the KD factor for any design criterion on any span is arrived at by calculations in CSA O86 4.3.2.3, the following appears in place of a factor
Uses CSA O86 4.3.2.3 - see below
For columns, two columns of KD factors appear in the table, on for axial and one for lateral design.
For each load combinations that uses CSA O86 4.3.2.3 for any design criterion on any span, a separate table is output showing
– The design criteria as rows – Shear, Mom+, Mom-, Axial, and Bearing.
– The span numbers as columns (these are actually supports for the bearing criteria )
– A top sub-table showing values of KD for each criterion/span
– A bottom sub-table showing D/Ps for each criterion/span
A dash appears when D/ Ps is not calculated due to the absence of Ps load effects.
Refer to the on-line help for an explanation of how the program determines the magnitudes of the load effects needed for the D and Ps calculations.
The following changes have been made to the load combination descriptors that appear in the Additional Data section of the Design Results.
– Each load combination placed on its own line without other information
– Removed headings about strength and serviceability design
– Added heading called CRITICAL LOAD COMBINATIONS
– Load factors now shown in each load combination, for both strength and serviceability design.
– added a space before and after the “+” sign for readability.
– Some long ones do not have spaces due to limitations in Analysis report
– Pattern loads still appear in brackets after the load combination with the word “Pattern:”.
– Dead load resisting uplift combinations no longer have the word “uplift” and the resulting spill-over
– Importance factor shown in brackets beside load factor, if applicable.
– Only shown for live loads if the importance is low;
– Always shown for wind, snow, and earthquake.
– Implemented changes described in the Loads and Analysis section above. .
– Made to line up with load combinations, and “All load combinations…” line also made to line up.
– Moved Pattern load line to before the “All load combinations…” line
– Concentrated load description has been placed on its own line and reformatted
The formerly ragged output in Additional Data showing selected modification factors (K-factors) has been replaced by a table showing all relevant factors for each design criterion.
The factors shown in the table are
– KD – Duration factor
– KH – System factor
– KZ – Size factor
– KL – Lateral stability factor
– Kc - Slenderness factor, (columns only)
– KT – Treatment Factor
– KS – Service Factor
– KN – Notch factor (beams only)
The symbols Fv, Fb+, Fb-, etc are used for the criteria rather than the words Shear, Moment (+), etc. The full words appear in the lines “Critical Load Combinations”
The criteria are
– Fv
– Fb+
– Fb-
– Fby- - (oblique beams only)
– Fby+ - (oblique beams only)
– Fcp (beams only)
– Es
– Fc (Columns only)
– Comb'd Fb (Columns only)
– Comb'd Fc (Columns only)
The combined axial and bending check now gives factors for both components of check to show KD factors used in each direction.
The table also shows the specified (unfactored) strength under the first column “f/E”
– A dash is shown if the factor does not apply to the member because It is not applicable to the design criterion
– A value of 1.0 is shown if the factor could apply but the calculations or design code rules yield a factor of 1.0.
– The Notch factor KN is newly output in this version.
– For notches, a dash appears if the member is not notched, and a 1.0 if a notched member does not have a notch reduction factor for shear.
A small section at the end of the Additional Data called CALCULATIONS has been added to show any additional calculations. These have been taken from the lines showing load combinations and factors for various design criteria.
A line showing the value of the stiffness EI is output.
For combined axial and bending, a line showing the value of 1/(1-Pf/Pe) is shown.
The line in the Force vs Resistance table previously dedicated to dead deflection now shows permanent deflection, and includes an analysis/design ratio.
The deflection results for the critical combination for each design criterion, live, dead, and permanent, are now shown in the Force vs Resistance table. Previously, the deflection results for the critical load combination for the critical deflection criterion were reported for the other criteria as well.
The program now outputs a line for each deflection criterion, live, dead, and permanent, showing the critical load combination for that criterion.
Reversed the order of the moment and shear output in the Additional Data section of the Design Check output to make it consistent with the ordering elsewhere in the text output.
The following changes have been made to the Bearing and Reactions table of the Design Check report:
– The unfactored reactions are now output on a separate line for each load type.
– The total unfactored reaction line has been removed, as this has no use.
– A line is added showing the duration factor KD for the critical load combination for bearing length design at each support.
– A line showing the bearing factor KB is output even when they are all 1.0.
– Joist reactions can now be expressed as plf, kips/ft, or kN/m, that is, as line loads, using the joist spacing to convert from point reactions to line loads.
– Renamed and moved load combination row; added a '#' in front of the load combination number, (eg. #2)
– The following note is output if the load combination for maximum reaction is different from the critical load combination for bearing length design:
Reaction on at least one support is from a different load combination than the critical one for bearing design. See Analysis results.
The list of reactions at base that is shown in the Plan View when Reactions at Base is selected in the View menu, has been expanded to show all load types, using the symbols for those types used elsewhere in the program.
All references to the NBCC design code have been updated to NBCC 2005.
The design criteria failure message in the Design Check output is now displayed in bright red.
The existing design note in Concept Mode that says
ROOF LIVE LOAD: treated as a snow load with corresponding duration factor…
has been changed to
Live and snow loads entered on roof level are considered
on exterior surface and not combined…
Design Check report now specifies whether the joist is being used as a floor or roof joist.
In the section details description in the output reports, the words “Unsupported length e” for notches, which do not apply to the Canadian version, have been replaced with “Length”
The precision of the feet-decimal-inch length display is increased from one- to two-digit precision. It effects decimal formatting only, not fractional formatting. The display of span lengths, load locations points of interest in beam view, load view, and point of interest view, will have two-digit precision.
Built-up fastener specification is no longer output for one-ply members in Design Check output material details section.
Added Dead (soil), Earthquake, Sustained live load types in input drawing, with distinctive colours for each. They appear above the existing load types.
Added Dead (soil), Earthquake, Sustained live and Hydrostatic load types in input drawing, with distinctive colours for each. They appear to the left of the existing load types.
The permanent or sustained live load no longer says Constr. That was an error. Its colour has been changed from grey to a more printable khaki green.
The column drawing in the Design Check report, which is oriented horizontally, now shows “Base” and “Top” on the left and right ends.
Columns can now show a top without any support, to indicate free column top fixity condition.
– Load combination includes load factors
– Shows ultimate load combination for bending, shear, and bearing, and serviceability combination for deflection.
– Shows importance factors in brackets
– Removed “factored loads” and “unfactored loads” lines
– Load combination string moved up so as not to interfere with drawing
– Now shows location of critical load for concentrated live loads.
The program now allows you to view Live, Total, and Permanent Deflection graphs separately:
– a dropdown box called Deflection results allows you to choose the deflection criterion shown
– Title of the graph reflects the diagram shown, e.g. LIVE DEFLECTION
– The deflection graph that first appears is the one for the critical load criterion.
– The deflection graph is not shown for earthquake load combinations
– Deflection graph not shown for dead-load-resisting-failure combinations ( 0.9D ).
In the Analysis Diagrams, a small dotted line now connects the design shear value at a distance d from the support with that value at the support, to indicate the design shear those points. Previously a dotted line appeared erratically in that region.
Drawing of support has been moved upwards to fill out notch cavity. Notch text in diagram repositioned and reformatted.
The drawing of the support triangles in beam view were not being centered properly in the bearing area. They have been moved over slightly to the correct position.
The magnitude of the maximum point on the deflection diagram for columns often did not match the maximum reported above the diagram.
The on-line help has been completely reviewed and revised to become up-to-date with current program operation and current design code references. In particular, the subsections under the Settings menu and the Concept mode load input have been extensively changed.
Extensive documentation is provided for the Canadian Load Combination section. A new section has also been added for Load Settings and Options, and Canadian material added to the Pattern Loading section
A section has been added for CSA O86-01 and NBCC 2005 Implementation by moving in subsections pertaining to Canadian design, and by adding the following subsections; Deflection Design, and Duration Factor KD.
Some topics have been moved between the sections on Engineering Design, Loads and Analysis, and Materials, to where they are more appropriately placed.
Extensive Release notes describing all changes to the program have been added for this version, as have notes for each of the Service releases since version 2002 was released.
The Help system used is now HTML help, which is compatible with the Windows Vista operating system, as well as previous versions of Windows.
The on-line CSA O86 -01 design standard in .pdf format supplied with WoodWorks Sizer has been updated and includes the January 2003 Update No 1 1 and the January 2005 Supplement.
The on-line design code now works with the most recent versions of Adobe Acrobat.
A design note has been added to both the Welcome box and to the Design Results design notes giving the editions of the NBCC and CSA O86 used in the program. All program references to design codes have been updated.
1. Load Table Units
For single span members, the units "lbs", "psf" and "plf" were placed in the final column of the Loads Table in all output forms for point, line, and area loads respectively. Version 5.4 had mistakenly output "psi" instead of "plf".
2. Pattern Loads for Single Spans
The pattern load checkbox in the Loads view and the Pattern load column of the Loads Table in all output forms no longer appear when a single-span beam is input.
1. Slenderness Factor Kc for Column Load Face d
The program used the lateral support input for load face b when calculating the slenderness factor Kc factor for load face d according to CSA O86 5.5.6.2.3 This caused an error when face d governs for Kc, in turn causing a mistake of as much as several hundred percent in the compressive resistance Pr. In other words, the program was not considering buckling in the weak axis when it should have been.
2. Weak-axis glulam design
The calculation of weak-axis moment resistance Mry for glulam members contained an erroneous calculation of the size factor Kzb, such that the factor 1.7 for for the smallest depth in CSA O86-01 Table 5.4.5 was being applied for glulam widths up to 175 mm, which should have a factor of 1.24, yielding non-conservative errors to as much as 40%.. Note that the program interpolates table 5.4.5 to achieve lamination depths corresponding to glulam member widths for weak-axis design according to O86 6.5.3. This problem was in the program since version 99, released in December of 1998.
3. Notches
1. Changed input field name from "Unsupported length e (comp)" to "Notch Length". The program has erroneously been showing the input length to be "e" since Version 97, released in October, 1997. The program in fact expects the user to enter the total bearing length, and calculates "e" , the distance from the centre of the support to the notch edge, using the calculated minimum bearing length. Refer to CSA 086 Figure 5.5.5.4.
2. In the beam drawing, bottom notches are given the minimum required bearing length if the user input length proves to be less than this.
3. Drawing of support has been enlarged to fill out notch cavity.
4. Notch text in diagram repositioned, reformatted, and changed from "Max Notch:" to "Notch:"
5.
*Members
with notch depths greater than 25% now fail the design check, according to CSA
086-01 -5.5.5.1. Previously a message was output to the screen but no
indication of design failure was output to the report.
A. Engineering Design
1. Column Size Factor Kzc and Slenderness Factor Kc
When calculating the slenderness ratio Kc in CSA O86 5.5.6.2.2, the slenderness ratio Cc for the wrong axis was being used. In these cases, the program was also incorrectly using the limiting value of 1.3 instead of the calculated value when less than 1.3 for the size factor Kzc for compressive resistance parallel to grain. These effects created an error in the compressive resistance Pr of about 5% for typical wall studs. Furthermore, the program always output the weak axis single - ply Kzc factor, even for strong axis or multi-ply applications.
2. Bearing Length Factor KB Restrictions
a. The bearing lengths for the bearing factor KB were not being applied within the range of unfactored lengths from 6" to 6-3/8", which create factored lengths less than 6".
b. The bearing length was not being considered in the distance-from-end restriction, according to CSA 5.5.7.6.
3. Minimum Bearing Length
Minimum bearing length in required bearing length calculation changed from 1" to 0.5".
4. Absolute Minimum Bearing Length Reporting
The program now indicates when a minimum bearing length has been used rather than the calculated minimum bearing length with an asterisk and a note at the bottom of the bearing table.
5. Bearing Resistance for Sloped Members
Combined perpendicular- and parallel-to-grain bearing resistance for sloped members is now calculated according to Clause 5.5.8 of the CSA O86. Previously it was using the bearing length calculated as if the force was completely perpendicular to grain.
6. Mf / Mr Ratio for KB Default Value
In the Design Settings, the "factory" default value of the | Mf/Mf | ratio required to apply the KB factor is now to 0.5. Previously it was zero, effectively shutting off the KB factor feature for those users who did not change it.
7. Mf / Mr Ratio for KB Factor Persistence
After a design run for which the "Apply Kb if Mf<Mr < ..." restriction was not met, then all following designs did not apply the KB factor regardless of the Mf/Mr ratio.
B. Analysis of Loads
1. Self-weight in Load Combinations
The self-weight used for bearing design
reactions was not being factored according to the load combination factor
2.
Governing
Moment on the Left Cantilever*
For any beam with a left cantilever ,
the governing bending moment was reported as zero magnitude at location zero in
the analysis results. Now it is non-zero and at the support location. This did
not affect design or appear this way in the moment diagram.
C. Member Graphics
1.
Drawing
of Supports and Spans
We changed drawing of supports in Beam
Mode to show both triangular support symbol and cross-section of bearing plate,
in both Beam View and the Design Report. Bearing plate lengths are drawn to
scale and depth is fixed, once a design has been performed. Extended the
drawing of the member to the end of the support instead of to the center of
bearing as before. The triangular symbol shows the end of the design span at
half the minimum bearing length from the inside edge of the bearing plate. The
makes it clear to the user what is meant by the input span length.
2. Self-weight in Analysis Report and Analysis Diagram Reactions
When self-weight is set to automatic, the reaction diagrams for the individual load combinations included a large, arbitrary self-weight for unknown sections, when no self weight should be included. In the analysis results, the same arbitrary value appeared in the special load combination reserved for self-weight. Now, there is a note in the diagrams indicating if self-weight is included, and the analysis results report "unknown" in this case
3. Units in Analysis Load Envelope
The analysis load envelope diagram now
shows the line load units on the left of the diagram.
4. Precision of Analysis Deflection Diagram Values*
In the analysis deflection diagram,
a. Analysis values now show full precision, not rounding off when there are trailing zeroes.
b. Deflection precision for mm is now one digit
5. Supports In Column Design Report Drawing*
The drawing of the column supports in
the Column Design Report were drawn as beam supports instead of as column
supports showing fixity conditions.
D. Program operation
1. Load Input in Ft-In-16ths
The Ft-In-16ths input format that previously was allowed only for spans is now implemented for load extents and points of interest.
2. Analysis Envelope with Area Loads
When area loads exist, the analysis load envelope was greatly amplifying the magnitude of the corresponding line load.
3. Span Input in Sixteenths of Inch Label
Setting that read "Span Input in Sixteenths of Inch" is now titled "Allow span input in ft.in.16ths (e.g. 120608)".
E. Data Input
1. Deflection Limit Update Between I-Joists and MSR
When changing from I-joists to MSR lumber and vice-versa, the deflection limits were not changed accordingly.
2. Self-weight Default
The self-weight option now defaults to automatic.
3. "Depth To" Precision
The "Depth to" field of the Beam View and Column View input now has whole mm precision instead of 1/10 mm, in accordance with all other section size input.
4.
Editable
Beam View Fields
Placed an asterisk (*) beside the Width, Depth, Lateral Support, Joist Spacing, and Bearing Length fields. And added a note at the bottom of the view saying *You can select these items or enter your own value.
5. Span Modification Focus*
When a new span is selected in Beam View, the focus now remains on the edit field for quick modifications.
F. Text Output
1. Reporting of Load Factors
The program did not report load factors (CSA 4.2.4.2) in the design results and analysis diagrams, giving the same load combination expression for strength and deflection, when they represent different quantities. In the analysis results, the load factor was given only for the dead uplift case, which is inconsistent. We renamed the 0.85D+W load combo to D+W uplift in all of the program input and output. The Analysis results titles say "ANALYSIS RESULTS Based on FACTORED LOADS 1.25D (0.85 uplift), 1.5 other". In the Analysis diagram, added:
a. In the load envelope diagram added "Factored Loads 1.25 dead, 1.5 other" or "Factored Loads 0.85 dead 1.5 other"
b. In the shear and moment and reaction diagrams added "Factored loads"
c. In the deflection diagram added "Unfactored loads"
In the Additional Data section, added the lines "Strength design, factored loads, 1.25 dead (0.85 uplift), 1.5 other:" and "Serviceability design, unfactored loads"
2. Sign of Deflection Values Displayed
Upward and downward deflections were both reported as positive values in the design report and analysis diagrams. Upward deflections are now reported as negative values.
3. Self-weight in Output
a. Design output now says 'Self-weight of ... included in loads'" The word "automatically" has been dropped and self-weight is spelled correctly.
b. When no dead loads were present in the load combination, and the self weight was set to automatic, load combinations that include dead loads were not including the "D" in the title of the load combinations. (Eg. "D+L" showed as "L" )
4.
Order
of Moment and Shear
Reversed the order of the moment and shear output in the Additional Data section of the Design Check output to make it consistent with the ordering elsewhere in the text output.
5.
Coloured
Failed Design Message
The design criteria failure message in the the Design Check output is now displayed in bright red.
6.
Load
Combination Reporting
Renamed and moved load load combination row in the Reactions table, added a '#' in front of the load combination number, (eg. #2), and reformatted the load combinations in the Additional Data accordingly (e.g. LC #2).
7. Load Combination Reporting in the Diagram View
The governing load combination description and number indicated beside each of the shear, bending and deflection diagrams when viewing the critical results in Diagram were not always displayed.
8. Notch Description in Design Results
a. The program now indicates in the materials output of the Design Check report what end of the beam the notch is on
b. The output that used to say "Length = Lb,in" now says, e.g. "unsupp. length = 1.25"
9. Negative Kb value
The bearing factor, KB, value for
required unfactored bearing lengths less than 3/8" were reported as
negative values. The program now imposes a 1/2" minimum required bearing
length.
10. Load Table Alignment in Analysis Results*
In the loads table of the analysis
results, the load name is truncated, and the columns were no longer aligned
with their headings..
11. Location of Stock Length Warning*
In Beam and Column mode, in "Design
Check" output, a warning about member length exceeding typical stock
length shows up in an awkward spot, before the section descriptions and away
from the other warnings. It has been moved to where the other warnings are.
12. Self-weight in Materials Output*
Self-weight was misspelled in the
materials output section of the design check output. It was spelled "Self
Weight", it should be "Self-weight.
This Service Release consists of a review of all known problems and user issues with Sizer and a resolution to any of these that were significant and/or simple to resolve.
a. MEL
databases added
New floor
joist and built-up beam databases created using values from O86-01 Table 5.3.3
b. SCL
databases
Databases
updated with re-calculated values of the size factor in bending, Kzb, using the
formula Kzb = (305/d)^(1/9). The value can be changed in the section properties
dialog in DbEdit.
New PSL
column database added.
c. MSR
databases
Databases
updated to incorporate the new fcp values for Hem-Fir species as per O86-01
table 5.3.2 Note*
Missing
grades from table 5.3.2 were added to the databases.
d. Self-weight
All
databases updated with the correct self-weight according to material type.
DATABASE
EDITOR
Size factor
relabeled in section properties
I-Joists
system factor KHB
·
An input field was added to the Species Properties dialog so
that you can change the flange material for I-Joists. This will reset the value
of the system factor KHB as per O86-01 Clause 13.2.4.4
Glulam
maximum lamination width
·
New field added to the Section Properties dialog shows the
value of the maximum lamination width B (used in the calculation of Kzbg), as
per the Wood Reference Handbook
Not known what changes were made for this version.
Sizer
released with redesigned user interface, designed specifically for Windows. Now
longer uses the XVT multi-platform system for Windows, MacIntosh, and UNIX.
Among the features of the new interface are.
a. Create New
Databases
DbEdit 97
allows you to create entire custom databases from scratch. Custom databases can
exist for all types of materials, not just Structural Composite Lumber(SCL) as
before.
b. Create New
Species, Grades, and Sections
DbEdit 97
allows you to create new materials for your custom databases, not just modify
the ones supplied with WoodWorks.
c. Edit
Materials, Species, and Grades
You can
modify all material, species, and grade properties for your custom databases,
not just section properties, as with DbEdit 1.0.
d. Material
Selection
DbEdit 97
displays a list of materials and their associated database files. You can open
the files for viewing or modification by simply selecting from the list. Separate
material lists are available for beam, column, wall, and joist databases; and
for custom and standard databases
e.
Double Clicking-
You can view
or modify the material, species, section, or grade properties after double
clicking the name in the appropriate list.
f. Including
Materials in SIZER
You now
specify whether a material should be listed in WoodWork.INI for use by SIZER by
checking its name in the materials list the same way you turn on species,
grades, and sections.
Added technical notes and errata for user guide.
Original version using XVT platform for multiple operating systems