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Mac and PC step by step instructions

Detailed step by step instructions are presented for a Mac or PC. These assume xsec version 5.7 or later. There are separate step by step instruction for an Android phone or an Apple iPhone.

These instructions do not use the double-click to open the editor for an entity but rather the less convenient Edit item on the main menu. There is a bug associated with that double-click in that it sometimes opens the editor with the wrong entity.

Stage 1

In a precasting factory 16 prestressing strands were jacked to a strain of 0.005 270 and the concrete for the rib was placed about them.

1-1         Start the application

1-2         Click “Files”/”Open”

1-3         On the “Open” dialog that appears navigate to ~MAT1.XSF and click “Open”. That Open dialog should close leaving the main dialog with four list boxes. The Materials list box should contain a number of materials and the other list boxes should be empty.

1-4         Click “Files”/”Save as”

1-5         On the “Save cross-section file” dialog that appears key in the file name “STAGE1”, navigate to a suitable folder and click “Save”. That Save dialog should close.

1-6         Back on the main dialog click “Components”/”Import from another XSF”

1-7         On the “Other XSF files” dialog that appears click “Open other XSF”

1-8         On the “Open” dialog that appears navigate to ~GEOMET.xsf and click “Open”.

1-9         Back on the “Other XSF files” dialog in the list headed “Components to import” select “Rib strand” and then click “Import”. (It may be necessary to scroll the list to see “Rib strand”.) The item “Rib strand” should disappear from the “Components to import” list and appear in the “Other components” list.

1-10       In the list headed “Components to import” select “Rib” and then click “Import”. The item “Rib” should disappear from the “Components to import” list and appear in the “Other components” list.

1-11       Click “Close” to return to the main dialog.

1-12       In the list headed “Components” select “Rib”.

1-13       Click “Components”/”Edit”. The “Shape component” edit dialog should appear.

1-14       On the “Material =” selection box click the down arrow to reveal a list of materials.

1-15       From that list select “Air”. (It may be necessary to scroll the list to see “Air”.) The reason for including the Rib shape is so that the geometry check will allow the use of the computation facilities. The Air will not contribute to the loading.

1-16       Click “Close” to return to the main dialog.

1-17       Click “Load cases”/”Add”. A load case named “Load case 1” should appear in the “Load cases” list.

1-18       Select that “Load case 1” in the list and click “Load cases”/”Edit”. The “Load case” edit dialog should appear.

1-19       Change the name from “Load case 1” to “Jacking”.

1-20       On the “Computation method =” selection box click the down arrow to reveal a list of methods and from that list select “Utility:- Curvatures and one strain”.

1-21       Click “Compute”. A “ Compute – …“  dialog should appear.

1-22       Set the axial strain to 5.27 x10-3 and see that both the curvatures are zero.

1-23       Click “Compute loading”. The output panel should change to display a loading. The axial load shown (1.6639 MN) is the total tension that needs to be sustained by the pretensioning bed.

1-24       Click “Close” to return to the Load case edit dialog, and then click “Close” to return to the main dialog.

1-25       Click “Load cases”/”Adopt stage load”. An “Adopt a stage load in …” dialog should appear indicating that the load case name is “Jacking” and that the result is current.

1-26       Click “Adopt stage distortion”. A note “Load case result adopted as stage distortion in components” should appear and the “Close” button is enabled.

1-27       Click “Close” to return to the main dialog.

1-28       Click “Components”/”Import from another XSF”. The “Other XSF files” dialog should appear.

1-29       Click “Open other XSF” on that dialog and then on the dialog that appears navigate to ~GEOMET.xsf and click “Open”.

1-30       Back on the “Other XSF files” dialog in the list headed “Components to import” select “Rib YD20” and then click “Import”. The item “Rib YD20” should disappear from the “Components to import” list and appear in the “Other components” list.

1-31       Click “Close” to return to the main dialog.

1-32       In the components list select “Rib” and click “Components”/”Edit”. The “Shape component” edit dialog should appear.

1-33       In the ”‘Stage’ and ‘Other’ Distortions” table set the Axial – Stage Distortion to zero. All the content of this table should be zeros as is appropriate for the new concrete to be cast in the rib.

1-34       On the “Material =” selection box click the down arrow to reveal the list of materials. Select “Rib concrete”. (The “Rib concrete” description in ~MAT1.XSF represents the concrete at 18 hours old.)

1-35       Click “Close” to return to the main dialog.

1-36       Click “Files”/”Save”

This completes Stage 1

Stage 2

After 18 hours the rib concrete had set. In the wet environment provided in the factory there was no concrete shrinkage. The newly set concrete had no distortion: the stage distortion was only the 0.005270 in the strands.

The strands were released and the rib was lifted and stacked in the yard supported I m from each end. At 3.100 m from the end the moment from the self weight was 52.7 kNm.

Stage 2 can follow on from stage 1 in which case the initial steps described here are not necessary. Simply go to step 4. Steps 1, 2 and 3 are necessary if computations are to start at stage 2.

2-1         Start the application

2-2         Click “Files”/”Open”

2-3         On the dialog that appears navigate to ~STAGE1.XSF and click “Open”.

2-4         Click “Files”/”Save as”

2-5         On the Save dialog that appears key in the file name “STAGE2” and click “Save”

2-6         Click “Load cases”/”Add”. A load case named “Load case 1” should appear in the “Load cases” list.

2-7         Select that “Load case 1” in the list and click “Load cases”/”Edit”. The “Load case” edit dialog should appear.

2-8         Change the name from “Load case 1” to “Stacked in yard”.

2-9         On the “Computation method =” selection box click the down arrow to reveal a list of methods and from that list select “Utility:- Curvatures and axial load”.

2-10       See that :

• The reference X and Y are zeros and that the reference angle is 180 degrees
• The check box “Account for concrete displaced by bars” is checked.
• The check bos “Curvature about other axis restrained” is checked.
• The maximum iterations is, say 2000.

2-11       Click “Compute”. A “ Compute –“  dialog should appear.

2-12       See that:

• The axial load is zero
• The axial load tolerance is 1.0 N.
• The curvature – other axis is zero (The curvature – reference axis is to be the subject of trial and adjustment).
• The first estimate strain is set to zero for a start and the X and Y are reasonable, say zeros.
• The strain increment is 0.05 x10-3.
• If on a Microsoft Windows platform that the check box “Auto start computations” is checked.
• The check box “Auto close progress dialog” is checked.

2-13       Manual trial and adjustment on the reference axis curvature is required to find the curvature corresponding to the self weight moment of 52.7 kNm.

For each trial:

• set the reference axis curvature to a trial value,
• click “Compute”
• compare the result reference axis bending moment with the 52.7 kNm objective and estimate a reference axis curvature trial value for the next cycle.

If you have a good first estimate for the curvature use it. The following assumes no first estimate is available and so zero is used.

Manual trial and adjustment on the reference axis curvature:-

a             Zero curvature gives a moment of 205.94 kNm which is greater than 52.7 kNm. This positive error suggests the adjustment should be negative.

b             Try -1.0 x10-3/m gives 91.842 kNm still greater than 52.7 kNm. Nevertheless 91.842 kNm is closer to the objective 52.7 kNm than 205.94 kNm indicating that the negative increment in curvature was in the desired direction.

c             Try -2.0 x10-3/m gives 4.17 kNm which is less than 52.7 kNm so the objective is between -1.0 and -2.0 x10-3/m.

d             Try -1.5 x10-3/m gives 38.81 kNm still less than 52.7 kNm

e             Try -1.4 x10-3/m gives 47.825 kNm still less than 52.7 kNm

f              Try -1.3 x10-3/m gives 57.863 kNm which is greater than 52.7 kNm so the objective is between -1.3 and –1.4 x10-3/m.

g             Try -1.35 x10-3/m gives 52.705 kNm which is close to 52.7 kNm

2-14       Click “Close” to return to the Load case edit dialog, and then click “Display result”. A dialog displaying text headed “Utility output” should appear.

2-15       Scroll down through this text to inspect the extreme strains.  (Note that the extreme strains given for each component are the stress-strains where as the overall distortion is the load case distortion.) This display shows that the strain in the strands had reduced to 0.00523 and 0.00469 in the highest and lowest strand respectively. Click “Close” to return to the Load case edit dialog and then “Close” again to return to the main dialog.

2-16       Click “Files”/”Save”

This completes stage 2.

Stage 3

After 28 days stacked in the yard the following time affects had occurred:

• Relaxation in the strand of 8%.
• Shrinkage in the concrete of 0.0001.
• Creep in the concrete with a creep coefficient of 0.96.

Stage 3 can follow on from stage 2 in which case the initial steps described here are not necessary. Simply go to step 4. Steps 1, 2 and 3 are necessary if computations are to start at stage 3.

3-1         Start the application

3-2         Click “Files”/”Open”

3-3         On the dialog that appears navigate to ~STAGE2.XSF and click “Open”.

3-4         Click “Files”/”Save as”

3-5         On the Save dialog that appears key in the file name “STAGE3” and click “Save”

3-6         Click “Time affect sets”/”Add”. A time affect set named “Time affect set 1” should appear in the “Time affect sets” list.

3-7         Select that “Time affect set 1” in the list and click “Time affect sets”/”Edit”. The “Time affect set” edit dialog should appear.

3-8         Change the name from “Time affect set 1” to “Stacked in yard”.

3-9         On the “Creep load =” selection box click the down arrow to reveal a list of load cases and from that list select “Stacked in yard”.

3-10       On the line in the table for the component “Rib strand” key in a creep coefficient of 0.08 to represent the relaxation.

3-11       On the line in the table for the component “Rib” key in a creep coefficient of 0.96 and a shrinkage of 0.1 x10-3.

3-12       Click “Close” to return to the main dialog.

3-13       In the “Time affect sets” list select “Stacked in yard” and click “Time affect sets”/”Apply a set”. A “Apply a time affect set in …..” dialog should appear. This should include a note that the load case result is current and a “Apply time affect set” button should be enabled. If this is not true click cancel to return to the main dialog, select the “Stacked in the yard” load case, click “Load cases”/”Edit”, repeat steps 2-12 to 2-18 then try this step 3-13 again.

3-14       Click the “Apply time affect set” button. A note that the time affects have been applied to components should appear and the “Close” button should be enabled.

3-15       Click “Close” to return to the main dialog.

3-16       During the 28 days the material properties would change. The materials in ~MAT3.xsf represent the materials at that 28 days. Click “Materials”/”Import from another XSF”

3-17       On the “Other XSF files” dialog that appears click “Open other XSF”

3-18       On the dialog that appears navigate to and select The ~MAT3.xsf and click “Open”. The “Other XSF files” dialog should reappear with a number of materials in the “Materials to overwrite” list box.

3-19       Click the “Overwrite all” button. A note “All ‘Materials to overwrite’ have been overwritten” should appear in the status bar at the bottom of the dialog.

3-20       Click “Close” to return to the main dialog.

The rib was moved to site and placed in position with temporary supports 1 m from each end. Then a mid-span temporary prop produced a mid span deflection of 53 mm above the end supports.

The infill panels were put in place and the topping concrete cast.

The bending moment at the subject cross-section (3.100 m from the end) caused by the self weight, the weight of the infill panels and the wet topping concrete was 21.6 kNm. This is of special interest because it was the bending moment at the instant the topping concrete set.

3-21       Click “Load cases”/”Add”. A load case named “Load case 1” should appear in the “Load cases” list.

3-22       Select that “Load case 1” in the list and click “Load cases”/”Edit”. The “Load case” edit dialog should appear.

3-23       Change the name from “Load case 1” to “When topping cast”.

3-24       On the “Computation method =” selection box click the down arrow to reveal a list of methods and from that list select “Utility:- Curvatures and axial load”

3-25       See that :

• The reference X and Y are zeros and the reference angle is 180 degrees
• The check box “Account for concrete displaced by bars” is checked.
• The check bos “Curvature about other axis restrained” is checked.
• The maximum iterations is, say 2000.

3-26       Click “Compute”. A “ Compute – …“  dialog should appear.

3-27       See that:

• The axial load is zero
• The axial load tolerance is 1.0 N.
• The curvature – other axis is zero (The curvature – reference axis is to be the subject of trial and adjustment).
• The first estimate strain is set to zero for a start and the X and Y are reasonable, say zeros.
• The strain increment is 0.05 x10-3.
• The check boxes “Auto start computations” and “Auto close progress dialog” are both checked. (The “Auto start computations” is not visible on the Mac platform but the application will behave as though it is checked.)

3-28       Manual trial and adjustment on the reference axis curvature is required to find the curvature corresponding to the 21.6 kNm bending moment.

For each trial:

1             set the reference axis curvature to a trial value,

2             click “Compute”

3             compare the result reference axis bending moment with the 21.6 kNm objective and estimate a reference axis curvature trial value for the next cycle.

The curvature found in step 2-16 could be a good first estimate. That is -1.35 x10-3/m.

Manual trial and adjustment on the reference axis curvature:-

a             -1.35 x10-3 /m gives a moment of 155.14 kNm which is greater than 21.6 kNm. This positive error suggests the adjustment should be negative.

b             Try -2.00 x10-3/m gives 58.073 kNm still greater than 21.6 kNm. Nevertheless 28.073 kNm is closer to the objective 21.6 kNm than 155.14 kNm indicating that the negative increment in curvature was in the desired direction.

c             Try -3.00 x10-3/m gives -25.135 kNm which is less 21.6 kNm and indicates the objective is between-2.00 and -3.00.

d             Try -2.50 x10-3/m gives 3.7808 kNm which is less 21.6 kNm and indicates the objective is between-2.00 and -2.50. .

e             Try -2.25 x10-3/m gives 25.779 kNm which is greater 21.6 kNm. This indicates the objective is between-2.25 and -2.50. .

f              Try -2.3 x10-3/m gives 20.732 kNm which is less 21.6 kNm but indicates the objective is between-2.25 and -2.30. .

g             Try -2.28 x10-3/m gives 22.711 kNm which is greater than 21.6 kNm

h             Try -2.29 x10-3/m gives 21.719 kNm still greater than 21.6 kNm.

i              Try -2.295 x10-3/m gives 21.229 kNm which is less than 21.6 kNm

j              Try -2.292 x10-3/m gives 21.523 kNm which is less than 21.6 kNm

k             Try -2.291 x10-3/m gives 21.621 kNm which is close to 21.6 kNm

3-29       Click “Close” to return to the Load case dialog then click “Display result” and scroll down to see the extreme strains. This shows that the strain in the strands had reduced to 0.00473 and 0.00385 in the highest and lowest strand respectively. Click “Close” to return to the Load case dialog.

3-30       Click “Close” to return to the main dialog.

3-31       In the Load cases list select “When topping cast” and then click “Load cases”/”Adopt stage load”. A “Adopt stage load in …” dialog should appear indicating that the “When topping cast” result is current and a “Adopt stage distortion” button is enabled. If this is not true click “Cancel’ to return to the main dialog, select the “When topping cast” load case, click “Load cases”/”Edit” then repeat from step 3-23.

3-32       Click on the “Adopt stage distortion” button. A note appears indicating that the result has been adopted as the stage distortion in the components and the “Close” button is enabled.

3-33       Click “Close” to return to the main dialog.

3-34       Click “Files”/”Save”

This completes stage 3

Stage 4

The topping concrete set so that the infill panels, the topping concrete and the steel embedded in them became part of the structural member. At that instant it is assumed there was no stress or distortion in these added components and also they were not subject to any load.

After three days there was shrinkage in the topping concrete of 0.0001. Other time affects during that three days were negligible.

The topping concrete description in the ~MAT3.XSF file was appropriate for the concrete three days old.

On that third day the mid span prop and temporary supports were removed so that the member deflected downwards and the bending moment at the subject cross-section increased to 269.4 kNm. The distortion under this bending moment is of interest because it is used to assess the creep during the next few months.

Stage 4 can follow on from stage 3 in which case the initial steps described here are not necessary. Simply go to step 4. Steps 1, 2 and 3 are necessary if computations are to start at stage 4.

4-1         Start the application

4-2         Click “Files”/”Open”

4-3         On the dialog that appears navigate to ~STAGE3.XSF and click “Open”.

4-4         Click “Files”/”Save as”

4-5         On the Save dialog that appears key in the file name “STAGE4” and click “Save”

4-6         Back on the main dialog click “Components”/”Import from another XSF”

4-7         On the “Other XSF files” dialog that appears click “Open other XSF”

4-8         On the “Open” dialog that appears navigate to ~GEOMET.xsf, select it and click “Open”.

4-9         Back on the “Other XSF files” dialog import the added components. For each component select it in the list headed “Components to import” and then click the “Import” button. The selected component should disappear from the “Components to import” list and appear in the “Other components” list.

Components to import are:

• Right infill
• Left infill
• infill wires
• Topping
• Topping YD12
• Topping 662 mesh

4-10       Click “Close” to return to the main dialog.

4-11       Click “Time affect sets”/”Add”. A time affect set named “Time affect set 1” should appear in the “Time affect sets” list.

4-12       Select that “Time affect set 1” in the list and click “Time affect sets”/”Edit”. The “Time affect set” edit dialog should appear.

4-13       Change the name from “Time affect set 1” to “Before props removed”.

4-14       On the “Creep load =” selection box click the down arrow to reveal a list of load cases and from that list select “No affect”.

4-15       On the line in the table for the component “Topping” key in a shrinkage of 0.1 x10-3.

4-16       Click “Close” to return to the main dialog.

4-17       In the “Time affect sets” list select “Before props removed” and click “Time affect sets”/”Apply a set”. A “Apply a time affect set in …..” dialog should appear. Click “Apply time affect set” button. A note that the time affects have been applied to components should appear and the “Close” button should be enabled.

4-18       Click “Close” to return to the main dialog.

4-19       Click “Load cases”/”Add”. A load case named “Load case 1” should appear in the “Load cases” list.

4-20       Select that “Load case 1” in the list and click “Load cases”/”Edit”. The “Load case” edit dialog should appear.

4-21       Change the name from “Load case 1” to “When props removed”.

4-22       On the “Computation method =” selection box click the down arrow to reveal a list of methods and from that list select “Given bending moment”. Also see that:

• The reference X and Y are zeros and the reference angle is 180 degrees
• The check box “Account for concrete displaced by bars” is checked.
• The check box “Curvature about other axis is restrained” is not checked. (At the time of writing the Given Bending Moment method had not been implemented for the restrained case. As the cross-section is symmetrical this does not affect the result.)
• The maximum iterations is, say 2000.

4-23       Click “Compute”. A “ Compute – …“  dialog should appear.

4-24       See that:

• The axial load is zero
• The axial load tolerance is 1.0 N.
• set the bending moment to 269.4 kNm
• set the bending moment tolerance to 1.0 Nm
• The first estimate strain is set to zero for a start and the X and Y are reasonable, say zeros.
• The strain increment is 0.5 x10-3.
• The first estimate curvature deviation is set to zero and the increment to 5.0 degrees.
• The check boxes “Auto start computations” and “Auto close progress dialog” are both checked. (The “Auto start computations” is not visible on the Mac platform. Nevertheless the application will behave as though it is checked.)

4-25       Click the “Compute” button. A progress dialog should appear for a time (about 220 iterations) and then close automatically returning the focus back to the “Compute” dialog where a result should be displayed in the “Output:” panel.

4-26       Click “Close” to return to the Load case dialog and then click “Display result”. The result display gives some details of the state of the cross-section under the 269.4 kNm bending moment. (Note that the extreme strains given for each component are the stress-strains where as the overall distortion is the load case distortion.) The result display shows that the strain in the strands had changed to 0.004708 and 0.004007 in the highest and lowest strand respectively. Click “Close” to return to the Load case dialog.

4-27       Click “Close” to return to the main dialog.

4-28       Click “Files”/”Save”

This completes stage 4

Stage 5

The final stage in the computations is to assess the behavior several months later. It was assumed that in all the concrete components there was further shrinkage of 0.0002 and creep with a creep coefficient of 1.44. Also the concrete properties changed to represent older concrete. ~MAT5.XSF contains the appropriate material descriptions.

Stage 5 can follow on from stage 4 in which case the initial steps described here are not necessary. Simply go to step 4. Steps 1, 2 and 3 are necessary if computations are to start at stage 5.

5-1         Start the application

5-2         Click “Files”/”Open”

5-3         On the “Open cross-section file” dialog that appears navigate to ~STAGE4.XSF and click “Open”.

5-4         Click “Files”/”Save as”

5-5         On the Save dialog that appears key in the file name “STAGE5” and click “Save”

5-6         Back on the main dialog click “Time affect sets”/”Add”. A time affect set named “Time affect set 1” should appear in the “Time affect sets” list.

5-7         Select that “Time affect set 1” in the list and click “Time affect sets”/”Edit”. The “Time affect set” edit dialog should appear.

5-8         Change the name from “Time affect set 1” to “After props removed”.

5-9         On the “Creep load =” selection box click the down arrow to reveal a list of load cases and from that list select “When props removed”.

5-10       On each line in the table for a concrete component key in a creep coefficient of 1.44 and a shrinkage of 0.200 x10-3. The concrete components are:

• Rib
• Left infill
• Right infill
• Topping

5-11       Click “Close” to return to the main dialog.

5-12       In the “Time affect sets” list select “After props removed” and click “Time affect sets”/”Apply a set”. A “Apply a time affect set in …..” dialog should appear. This should include a note that the load case result is current and a “Apply time affect set” button should be enabled. If this is not true click “Cancel”, select the “When props removed” load case, click “Load cases”/”Edit”, repeat steps 4-22 to 4-25 and then try this step 5-12 again.

5-13       Click the “Apply time affect set” button. A note that the time affects have been applied to components should appear and the “Close” button should be enabled.

5-14       Click “Close” to return to the main dialog.

5-15       Click “Materials”/”Import from another XSF”

5-16       On the “Other XSF files” dialog that appears click “Open other XSF”

5-17       On the dialog that appears navigate to ~MAT5.xsf and click “Open”. The “Other XSF files” dialog should reappear with a number of materials in the “Materials to overwrite” list box.

5-18       Click the “Overwrite all” button. A note “All ‘Materials to overwrite’ have been overwritten” should appear in the status bar at the bottom of the dialog.

5-19       Click “Close” to return to the main dialog.

With a superimposed dead load of 2.5 kPa and a live load of 8.0 kPa the bending moment at the subject cross-section was 546.66 kNm.

5-20       Click “Load cases”/”Add”. A load case named “Load case 1” should appear in the “Load cases” list.

5-21       Select that “Load case 1” in the list and click “Load cases”/”Edit”. The “Load case” edit dialog should appear.

5-22       Change the name from “Load case 1” to “Service G+Q”.

5-23       On the “Computation method =” selection box click the down arrow to reveal a list of methods and from that list select “Given bending moment”. Also see that:

• The reference X and Y are zeros and the reference angle is 180 degrees
• The check box “Account for concrete displaced by bars” is checked.
• The check box “Curvature about other axis is restrained” is not checked. (At the time of writing the Given Bending Moment method had not been implemented for the restrained case. As the cross-section is symmetrical this does not affect the result.)
• The maximum iterations is, say 2000.

5-24       Click “Compute”. A “ Compute – …“  dialog should appear.

5-25       See that:

• The axial load is zero
• The axial load tolerance is 1.0 N.
• set the bending moment to 546.66 kNm
• set the bending moment tolerance to 1.0 Nm
• The first estimate strain is set to zero for a start and the X and Y are reasonable, say zeros.
• The strain increment is 0.5 x10-3.
• The first estimate curvature deviation is set to zero and the increment to 5.0 degrees.
• The check boxes “Auto start computations” and “Auto close progress dialog” are both checked. (The “Auto start computations” check box is not visible on the Mac platform. Nevertheless the application will behave as though it is checked.)

5-26       Click the “Compute” button. A progress dialog should appear for a time. The computations should continue for about 260 iterations and then close automatically returning the focus back to the “Compute” dialog where a result should be displayed in the “Output:” panel.

5-27       Click “Close” to return to the Load case dialog and then click “Display result”. The result display gives some details of the state of the cross-section under the  546.66 kNm bending moment. {Note that the extreme strains given for each component are the stress-strains where as the overall distortion is the load case distortion.) Click “Close” to return to the Load case dialog.

5-28       Click “Close” to return to the main dialog.

5-29       Click “Load cases”/”Add”. A load case named “Load case 1” should appear in the “Load cases” list.

5-30       Select that “Load case 1” in the list and click “Load cases”/”Edit”. The “Load case” edit dialog should appear.

5-31       Change the name from “Load case 1” to “Ultimate”.

5-32       Set the “Computation method” to “Ultimate bending moments”. Also see that:

• The reference X and Y are zeros and the reference angle is 180 degrees
• The check box “Account for concrete displaced by bars” is checked.
• The check box “Curvature about other axis is restrained” is checked.
• The maximum iterations is, say 2000.

5-33       Click “Compute”. A “Compute – …“  dialog should appear. See the following:

• the axial load is zero
• the axial load tolerance is 1.0 N
• The check boxes for “Auto start computation” and “Auto close progress dialog” should both be checked. (The “Auto start computation” check box is not visible on the Mac platform. Nevertheless the application will behave as though it is checked.)

5-34       Click the “Compute ultimate bending moments” button. A progress dialog should appear for about 15 iterations and then close automatically returning the focus back to the “Compute” dialog where a result should be displayed in the “Output:” panel. This should show that the ultimate bending moment is 1.8729 MNm.

5-35       Click “Close” to return to the Load case dialog.

5-36       Click “Close” to return to the main dialog.

5-37       Click “Files”/”Save”.

This completes stage 5