1. Main Menu:  This menu allows for selection of reinforcement type, type of design (ASD, LRFD, NCMA). Selection of units, project ID, design mode (given factors of safety, let MSEW produce length of reinforcement) or analysis mode (given layout of reinforcement, let MSEW produce the respective factors of safety), and direct access of input data. Input data is organized into groups, each accessed by a click of a button.   

2. Design Objectives:  When in the design mode, the user is prompted to input the target safety factors as well as the maximum allowable eccentricity.  MSEW will determine the reinforcement layout attempting to satisfy the design objectives (excluding the global stability which requires user intervention).  This screen is for LRFD so rather than factors of safety the objective here is to match the load with the resistance.

3. Simple Wall Geometry:  This dialog allows for quick input of the geometry of the wall.  The figure on the right adjusts automatically to the input data.  The user can input the leveling pad embedment as well as a variety of surcharge loads. 

4. Strip Load:  This dialog allows for input of up to three different strip footings.  Live loads can be specified as well. Live load through a footing enables one to represent, for example, traffic load over a lane located away from the back of the wall.  This reduces the connection load in a rational way when backslope exists and live load cannot act immediately behind the wall facing. 

5. Complex Geometries: Rather than selecting a simple geometry, the user can select a complex one.   The menu for these geometries is limited to bridge abutments, two-tiered wall, wall with trapezoidal reinforcement layout, and back-to-back wall.  All these walls are restricted to zero batter.

6. Bridge Abutment: Upon selecting the abutment geometry option, relevant data can be input using this dialog.  Calculations are modified according to special criteria related to abutments.  Note that the bridge foundation can be selected to rest on the reinforced soil or ignore its effects by setting it on piles.

7. Two-tiered Geometry: Selecting superimposed wall will invoke this dialog.  The user can set the offset as well as the height of each tier.  Calculations follow AASHTO/ASD rules related to two-tiered walls and results will depend on the offset.  These rules are limited to a zero batter wall. 

8. Soil Profile:  Through sequence of screens and spreadsheet-like tables, the coordinates of 11 sections describing the top of each soil layer is input.  The figure to the right adjusts accordingly.  The soil strata are limited to 5 soils; however, the retained and reinforced soils are in addition.  Note that data is this screen is used only for global stability; it is not used for internal or external stability analysis.

9. Facing Block Data:  In case frictional connection is specified, the block dimensions and unit weight must be input so as to assess the hinge height and the resulting pressure between stacked blocks confining the embedded geosynthetic layer.  This enables the calculation of the connection capacity.

10. Database:  For each of the reinforcement type, the user can insert into a table the values of specific products.  Up to 100 values can be saved for each reinforcement category.  This data can then be retrieved when specifying reinforcing and facia by a click of a button.  We do not provide the information saved in the database; we only provide the generic framework and tools for the user to input his/her own specific data.

11. Reduction Factors at Facing:  Reduction factors at the facing can be different than those in soil.  The user can account for it by properly inputting the data.  The dialog here is for geosynthetics; for metallic it would include different relevant elements.

12. Connection Strength:  Frictional connection may fail by rupture or by pullout of the reinforcement.  The data input in this dialog enables MSEW to calculate the corresponding rupture and pullout strengths for each confining stress.  The lower of the two at each elevation prevails and determines the connection strength.

13. Soil Properties and Foundation:  Note that cohesion of the reinforced or retained cannot be considered in AASHTO or NCMA.  To assess bearing capacity, the foundation properties are input using this dialog.  Note that while in slope stability the actual soil profile is specified, in bearing capacity the foundation soil is idealized as uniform (i.e., to be used by Meyerhof bearing capacity for eccentric load method).   The user may select presumptive bearing pressures thus skip the traditional calculations if deemed to be overly conservative for a base of flexible wall which is treated as footing. However, this option is beyond AASHTO guidelines.

14. Seismicity:  This dialog allows the user to invoke a pseudo static analysis.  The allowable design objectives for such short-term event can be different from those for the static conditions.  In global stability, FHWA allows for the maximum ground acceleration actually used in the stability analysis to be half its maximum value; MSEW allows the user to select this option. Also, MSEW allows for a displacement-base (empirically) coeffecient to be used.

14a. Ka Displacement-based: Following AASHTO guidelines, the user can utilize an empirical approach to be considered in selecting the design seismic coeffecient.

15. Geogrid-Design:  This submenu is in the Design mode in response to selecting Geogrid (or Geotextile) as the reinforcing material.  The user may require uniform or minimum length of each layer, select the type of reinforcement and its spacing, the interaction parameters, minimum specified lengths (e.g., L>0.7H), and types of lateral earth pressures.  It also allow for access to the database.

16. Geosynthetic Data:  The ultimate strength can be selected.  Reduction factors related to installation damage, aging, and creep need to be specified.  In addition, the coverage ratio and the desired factor of safety can be input.  Up to five different types of reinforcements can be specified in one wall.  To use allowable long term strength rather than ultimate strength, insert the ultimate strength as the long term strength and set all reduction factors to 1.0.  

17. Interaction Parameters:  Interaction parameters related to pullout capacity and direct sliding are input in this dialog. The user can lock the data to AASHTO's default values or simply input an overriding data.

18. K/Ka Variation:  Upon selecting this dialog, the user can change the distribution of K with depth, all relative to Ka based on Rankine's or Coulomb's.  For geosynthetics the default ratio is set to one.  For metallic the default is for values larger than one down to 6 m below the crest.  User control of K could be useful in a forensic study.

19. Results Menu in Design: Once run in Design mode is complete, a menu allowing access of results appears.  The user can look at each individual stability analysis (intermediate results) to realize the particular layout requirements considering only the respective design criterion.  Such information can be useful if certain stability analysis yields excessive requirements; use of this option will quickly display the culprit. The user can select to view the synergistic layout and its corresponding results.

20. Synergistic Results:  At a glance, the designer can see whether all design objectives could be satisfied for the selected reinforcement and resulted layout.  Checkmarks indicate whether the results exceed the target values.  Detailed results including graphics for each mode of failure are accessible by a click of a button in the upper left side of this dialog.

21. Bearing Capacity: Clicking on the bearing capacity button leads to detailed results including eccentricity, factor of safety (in ASD), and graphical view of force vectors.  The results are for static and seismic conditions.

22. Direct Sliding:  Entering this dialog provides both the static and seismic factors of safety (in ASD) for direct sliding along all reinforcement layers as well as along the interface with the foundation.  These factors correspond to the synergistic layout.

23. Force Vectors in Direct Sliding: Clicking on any interface number (see previous screenshot) leads to force vectors used in assessing the factor of safety for a particular reinforcement interface.  The vectors will be different for static and seismic cases.  If any surcharge load renders resultant force acting on the mass, it will appear accordingly.

24. Force Vectors in Eccentricity: This dialog appears when clicking on any interface number in the Results of Eccentricity dialog.  It is similar to that for direct sliding.  However, since eccentricity and factor of safety against overturning are interrelated, this dialog shows the equivalent overturning safety factor (ASD).  Geotechnical designers, especially those designing conventional retaining walls, are familiar with this factor.

25. Results of Internal Stability:  This screen shows the level of mobilization of reinforcement strength.  It produces the actual factors of safety on reinforcement strength in ASD [i.e., T(long-term)/Tmax].

26. Stress Distribution:  Clicking on a particular reinforcement invokes this window.  The user can see the horizontal stress distribution along the internal failure surface.  The reactive reinforcement force, Tmax, is related to this stress and its tributary area.  Effects of surcharge are included in this distribution.

27. Connection Results:  The designer can view through this dialog the factor of safety (ASD) for connection as related to three possible modes: pullout, rupture because of reduced strength due to damage of the confining blocks, and rupture of the reinforcement embedded in soil, just next to the block.  The lowest value prevails. 

28. Hinge Height: By click of a button, the user can review the hinge heights used to calculate the confining pressures between stacked blocks and the subsequent interpolation to assess the rupture and pullout parameters of the reinforcement at the connection.   Users who prefer to ignore the impact of hinge height may set the center of gravity of the block to zero.

29. Pullout:  This dialog shows the factors of safety against pullout for the synergistic layout.  Results are tabulated for the static and seismic cases.

30. Tabulated Results for Global Stability:  After running slope stability using Bishop's analysis, the tabulated results appear.  Each row in this table represents a critical circle which emerges at, or passing through, a prescribed point.  For each such case, a refined individual search can be conducted by clicking on the rerun button.  Such a search should ascertain that the displayed minimum is indeed genuine.

31. Overview of Critical Circles:  The user can view all critical circles corresponding to the specified search domains, each emerging through a different point.  Such a presentation is useful in assessing whether the entire 'area' of feasible failure was evaluated.

32. Critical Slip Surface:  Detailed drawing of each critical slip surface can be viewed and printed.  The one depicted in this dialog represents the circle producing the absolute minimum Fs of all critical circles for the particular problem. Note that each critical circle is characterized by a prescribed point through which the circle passes; there are many such prescribed points and therefore, many critical circles; however, there is only one genuine minimum.

33. Reinforcement Contribution to Global Stability: The designer can assess the contribution of each reinforcement layer to stability considering its intersection with a particular circle and its available long-term strength at that location.

34. Available Strength:  The available long-term strength of the reinforcement and its corresponding strength at the intersection with the circle in global stability are depicted in this screen.  It can be reviewed for each layer actively involved in global stability.  Note that the strength at the front end is dictated by the long term strength of the connection.  The long term strength at the rear end is dictated by the pullout resistance.  The strength along the reinforcement cannot exceed the long term strength of the reinforcement. 

35. Results in Analysis Mode:  Upon switching from Design mode to Analysis mode, MSEW retains all data including the reinforcement layout.  After modifying the data (reinforcement length and spacing) and running the program, this screen appears.  The tabulated results include all the safety factors (ASD) and eccentricity related to the given problem.

36. Internal Stability in Analysis:  Note that unlike the results in the Design mode, the graphical representation here shows the magnitude of safety factors (ASD).  The user specified reference to what constitutes "acceptable" is shown as a reference green line.

37. Connection in Analysis:  Similar to the previous screenshot, here also the corresponding factors of safety (ASD) are displayed. The user specified reference to what constitutes "acceptable" is shown as a reference green line.

38. Input - Metal Strips:  Note that in addition to horizontal and vertical spacing of reinforcement, the corroded area of the reinforcement at the end of the life of the structure is input.

39. Corrosion 'Calculator':  MSEW includes a calculator suitable for mildly corrosive soils allowing the designer to assess the corroded area of a specific metallic strip (or mat) for a selected design life.

40a. Input of Vertical Spacing:  This dialog allows the user to input vertical spacing using a spreadsheet-like table.  This option is available only for geosynthetic reinforcement when the spacing varies with height.

40b. Input of Horizontal Spacing:  This dialog allows the user to input horizontal spacing as well as vertical (elevation) spacing using a spreadsheet-like table.  This option is available only for metallic reinforcement when the spacing (vertical and/or horizontal) varies with height.

41. K/Ka for Metal Strips:  The distribution shown in this screen is the default by AASHTO.  The user can override it and use different distribution to explore design scenarios or to conduct a forensic study.  Normalization relative to Coulomb's Ka rather than to Rankine's can be used.

42. Horizontal Stress-Metal Strips:  When at the Strength dialog in Results, clicking on any reinforcement numeral displays the horizontal stress distribution along the internal slip surface.  This stress includes the effects of surcharge and when multiplied by the tributary area, it yields Tmax for each layer.  Note the bilinear shape of internal slip surface in metals.  Also note the nonlinear stress distribution - it is a consequence of the specified K/Ka which decreases with depth.

43. Pullout:  The pullout resistance is calculated away from the assumed bilinear wedge defining the internal slip surface.

44. Input for Metal Mats:  This dialog allows for input of metallic mats including the corroded area at the end of the life of the structure.  A "corrosion calculator" is available by a click of a button.  The dimensions of the mat are also used to determine the default values of the interaction parameters.

45. Horizontal Stress- Metal Mats: In results, when at the Strength dialog and clicking on any reinforcement numeral, the horizontal stress distribution along the internal slip surface is displayed.  This stress includes the effects of surcharge and when multiplied by the tributary area, it yields Tmax for each layer.  Note the bilinear shape of internal slip surface in metals.  Also note the nonlinear stress distribution - it is a consequence of the specified K/Ka which decreases with depth.

46. Main Menu - NCMA: The layout of Main Menu in Version 3.0 was changed to accommodate the AASHTO 98 (ASD), AASHTO 02 (ASD). AASHTO 04 (LRFD) and NCMA design methods.  Also, if a bilingual computer uses Korean, Chinese or Japanese, one can select "Asian Pacific" to ensure proper display of dialogs.  The user needs to select the reinforcement type and other elements in this menu.  Note that NCMA is limited to the Analysis mode only.

47. Blocks Resistance to Shear Data:  When selecting NCMA method, the sequence and type of input data follows NCMA guidelines. In this dialog, experimental data for calculating bulging is input in a tabulated fashion; data is also displayed graphically.  Up to five data points can define each curve.

48. Main Dialog of Results: All the results in NCMA are summarized in one table.  Alternatively, the user can select to view more detailed results for each aspect of analyzed stability. The user can also print the designed layout or create a DXF file.

49. Results of Connection:  NCMA results are displayed numerically and graphically.  From this connection screen the user can select to view the resistance to bulging or hinge heights.   

50. Resistance to Shear/Bulging:  This NCMA dialog shows the tabulated results for bulging considering peak and service state.  If the factor of safety is lower than the desired value, the respective numbers are highlighted in red background.

51. Maximum Unreinforced Height: The stability of the upper (unreinforced) blocks is assessed in NCMA.  The various relevant safety factors are displayed.

52. Create DXF File:  Regardless of design method, the user can create a DXF file for use with AutoCAD®. This option is available in several dialogs of MSEW.  As seen in this dialog (menu), the user can select the items to be included in the graphic file.

53. Design Objectives:  In the Design mode, LRFD, the user inputs the Capacity to Demand Ration (CDR) - essentially the desired ratio between supply and demand - as the target value for which MSEW calculates the required length of reinforcement.  The default value is one; however, the user may override this value.

54. LRFD Input - Internal Stability:  In this dialog the user can override the load and resistance factors for calculations related to strength, pullout and connection.  Factors related to earthquake loading are also input here.

55. LRFD Input - External Stability:  In this dialog the user can override the load and resistance factors for calculations related to sliding, eccentricity, and bearing capacity.  Factors related to earthquake loading are also input here.

56. Printout Menu:  After running MSEW, the user can access the Print or Print-Preview button on the toolbar and select the content of the printed report.  If the user has PDF writer software installed (can be downloaded off the Internet for free), the printout can be converted into a PDF file.