Structural Model Verification Report - Summary
Automated Structural Model Verification Tool for ETABS - SQVE-MV-ET-01 - Version 2.0
Model File: 3-Tall building-drift_check
Report Generated On: 27-Aug-2026 | 14:59:44
Introduction
This document provides a consolidated summary of the key results, observations and information extracted from the detailed Structural Model Verification Report generated by the Automated Structural Model Verification Tool for ETABS. It is intended to provide a quick overview of the model verification results and to help the user identify sections requiring further attention or engineering review. This summary report shall be read in conjunction with the detailed report. The detailed report contains the applicable assumptions, methodology, extracted data, detailed results, recommendations and engineering review notes associated with each individual verification section.
Interpretation of Symbols
✓PASS – The implemented check is satisfied based on the available model information.
⚠WARNING – The implemented check identifies a condition requiring review.
ℹSUMMARY – Information is extracted and presented for user verification; no independent pass/fail determination is made by the tool for that item.
Verification Summary
Section Summary / Verification Result Status
1. Introduction This report presents automated Phase-2 structural model verification checks to assist engineers in identifying potential modelling issues and reviewing model consistency. Future versions will incorporate additional verification and engineering checks. ℹ
2. Model Units Units considered in the model: kN, m ℹ
3. Story Geometry Database 30 stories with Point Objects (Nodes) are present in the model. Story heights observed: 3.5 m (30 stories). ℹ
4. Overall Building Dimensions Overall height of the analytical model is 105 m. Maximum plan dimension in the global X direction is 32 m at Story30. Maximum plan dimension in the global Y direction is 32 m at Story30. ℹ
5. Duplicate Point Object Verification No duplicate Point Objects are detected within the specified duplicate node tolerance. ✓
6. Duplicate Beam Verification No duplicate beams are detected in the analytical model. ✓
7. Collinear Overlapping Beam Verification No collinear overlapping beams are detected in the analytical model. ✓
8. Duplicate Column Verification No duplicate Column Objects are detected in the analytical model. ✓
9. Overlapping Column Verification No collinear overlapping Column Objects are detected in the analytical model. ✓
10. Floating Column Verification No floating columns are detected in the analytical model. ✓
11. Support Restraint Verification All identified bottom joints have valid restraint assignments (61 joints are supported). ✓
12. Support Restraint Classification And Consistency Verification All supported bottom joints have consistent restraint assignments. All supports are Pinned. ✓
13. Unexpected Joint Restraint Assignments No unexpected joint restraint assignments were identified. All restraint assignments are located at the bottom of the structure (foundation level). ✓
14. Material Properties The analytical model contains 1 concrete grade (M30), 2 reinforcement grades (HYSD415, HYSD500), and 1 structural steel grade (Fe345), and 1 other material (Tendon). ℹ
15. Beam Cover Summary TC represents Top Cover and BC represents Bottom Cover for beams (Cover to Longitudinal Rabar Group Centroid). All concrete beam properties have the same cover combination- 3 beam properties (TC : 60 mm, BC : 60 mm). ℹ
16. Column Cover Summary Clear cover for confinement bars. All concrete column properties have the same cover value - 2 column properties (Cover : 40 mm). ℹ
17. Beam Material Summary All concrete beam section properties are assigned the same material grade (M30) - 3 beam properties (M30). ℹ
18. Beam Stiffness Modifier Summary The analytical model contains 2 different beam stiffness modifier sets: 2 beam properties (AMod = 1, A2 = 1, A3 = 1, J = 1, I33 = 0.35, I22 = 0.35, Mass = 1, Weight = 1); 1 beam property (AMod = 1, A2 = 1, A3 = 1, J = 1, I33 = 1, I22 = 1, Mass = 1, Weight = 1). ℹ
19. Column Material Summary All concrete column section properties are assigned the same material grade (M30): 2 column properties. ℹ
20. Column Stiffness Modifier Summary The analytical model contains 2 different column stiffness modifier sets: 1 column property (AMod = 1, A2 = 1, A3 = 1, J = 1, I33 = 0.7, I22 = 0.7, Mass = 1, Weight = 1); 1 column property (AMod = 1, A2 = 1, A3 = 1, J = 1, I33 = 1, I22 = 1, Mass = 1, Weight = 1). ℹ
21. Beam And Column Property Assignment Verification All identified beam members (3690) have been assigned valid beam section properties and all identified column members (570) have been assigned valid column section properties. No incorrect property assignments were detected in the analytical model. ✓
22. Slab Material Property Summary All slab section properties are assigned the same material grade (M30): 3 slab properties. ℹ
23. Slab Modeling Type Summary All slab section properties are assigned the same modeling type (Shell-Thin): 3 slab properties. ℹ
24. Slab Stiffness Modifier Summary The analytical model contains 2 different slab stiffness modifier sets: 2 slab properties (f11 = 1, f22 = 1, f12 = 1, m11 = 1, m22 = 1, m12 = 1, v13 = 1, v23 = 1, Mass = 1, Weight = 1); 1 slab property (f11 = 0.25, f22 = 0.25, f12 = 0.25, m11 = 1, m22 = 1, m12 = 1, v13 = 1, v23 = 1, Mass = 1, Weight = 1). ℹ
25. Wall Material Property Summary All wall section properties are assigned the same material grade (M30): 3 wall properties. ℹ
26. Wall Modeling Type Summary All wall section properties are assigned the same modeling type (Shell-Thin): 3 wall properties. ℹ
27. Wall Stiffness Modifier Summary The analytical model contains 3 different wall stiffness modifier sets: 1 wall property (f11 = 0.7, f22 = 0.7, f12 = 1, m11 = 1, m22 = 1, m12 = 1, v13 = 1, v23 = 1, Mass = 1, Weight = 1); 1 wall property (f11 = 0.35, f22 = 0.35, f12 = 1, m11 = 1, m22 = 1, m12 = 1, v13 = 1, v23 = 1, Mass = 1, Weight = 1); 1 wall property (f11 = 1, f22 = 1, f12 = 1, m11 = 1, m22 = 1, m12 = 1, v13 = 1, v23 = 1, Mass = 1, Weight = 1). ℹ
28. Diaphragm Assignment Verification The analytical model contains 30 area objects: 30 area objects (Rigid diaphragm). ℹ
29. Frame Member End Length Offset Summary All 4260 frame members are assigned Auto End Length Offsets. ℹ
30. Insertion Point / Cardinal Point Summary All 3690 beam members are assigned the same cardinal point (8 (Top Center)). All 570 column members are assigned the same cardinal point (5 (Middle Center)). The "Do not transform frame stiffness" option is enabled for all 3690 beam members, and the option is enabled for all 570 column members. ℹ
31. Frame Auto Mesh Options Summary Auto Mesh, At Intermediate Joints and At Intersections are enabled for all 4260 frame members. ✓
32. Member Release Summary No member end releases are assigned to any frame member. ℹ
33. Slab And Wall Property Assignment Verification No inadvertent RCC slab-to-wall or RCC wall-to-slab section property assignments were detected in the analytical model. ✓
34. Floor Meshing Strategy Summary All 30 floor areas are assigned the same floor meshing strategy (Default). ℹ
35. Floor Meshing Auto Cookie Cut Configuration No floor area object has been assigned the Auto Cookie Cut meshing strategy in the analytical model. ℹ
36. Floor Meshing Add Restraints Review The Add Restraints option is not enabled for any floor area object. All 30 floor area objects are assigned with the Add Restraints option disabled. ✓
37. Wall Meshing Strategy Summary Engineering review is recommended to verify that the 1170 wall areas are intentionally and adequately meshed in accordance with the intended structural modelling approach. ⚠
38. Wall Meshing Add Restraints Review The Add Restraints option is enabled for 1170 wall area objects and disabled for 0 wall area objects. ⚠
39. Auto Edge Constraint Summary Auto Edge Constraint has been assigned to all 1200 floor and wall area objects identified in the analytical model. ℹ
40. Wall Pier Label Assignment Verification No Pier Labels were identified in the analytical model. ⚠
41. Spandrel Label Summary No Spandrel Labels were identified in the analytical model. ⚠
42. Gravity Udl Sign Convention Verification All 3690 distributed force load assignments in the Gravity direction pass the sign convention check and have positive Force A and Force B values. ✓
43. Gravity Point Load Sign Convention Verification No concentrated point loads assigned in the Gravity direction are found in the analytical model. Hence, no Gravity Point Load sign verification is required. ℹ
44. Shell Uniform Load Set Sign Convention Verification No Shell Uniform Load Sets are found in the analytical model. Hence, no Shell Uniform Load Set sign convention verification is required. ℹ
45. Area Uniform Load Sign Convention Verification All 30 Area Uniform Load assignments with Direction specified as Gravity pass the sign convention check and have positive Load Values. ✓
46. Gravity Load Joint Displacement Summary 9542 joint displacement records are reviewed for gravity load deflection, including internal mesh joints. The maximum joint displacements identified for the individual gravity load cases (without load combinations) are UX = 10.0 mm, UY = -36.0 mm, and UZ = -33.6 mm. ℹ
47. First Natural Time Period The first natural time period of the analytical model is 3.73 seconds. ℹ
48. Static Earthquake Load Direction Verification Auto Seismic Load Patterns are identified in both the global X and global Y directions. ✓
49. Static Earthquake Load Story Range Verification For the static earthquake load patterns EQX & EQy : Top Story = Story30, Bottom Story = Base. ℹ
50. Static Earthquake Force Time Period Definition Verification All identified Auto Seismic Load Patterns are defined using User Defined Period Type. For the static earthquake load patterns (EQX), the User Defined Time Period is 2.2 sec in the global X direction. For the static earthquake load patterns (EQy), the User Defined Time Period is 2.2 sec in the global Y direction. ℹ
51. Static Earthquake Force Input Parameter Verification For the static earthquake load patterns (EQX) in the global X direction, the seismic input parameters are (Z = 0.36, Site Type = II, I = 1.2, R = 5); For the static earthquake load patterns (EQy) in the global Y direction, the seismic input parameters are (Z = 0.36, Site Type = II, I = 1, R = 5). ℹ
52. Seismic Mass Source Verification The seismic mass obtained from the Static Earthquake Load Pattern and the ETABS Joint Mass Table are matching within the specified 2% tolerance in the program. ✓
53. Mass Source Direction Check Vertical mass is absent. ⚠
54. Story Mass And Adjacent Story Mass Difference Check No intermediate adjacent story mass difference is identified after excluding the first and last adjacent story pairs. ℹ
55. Static Earthquake Base Shear In the X direction, the governing static earthquake Base Shear is 9432.5 kN, which is 2.7% of the gravity load. In the Y direction, the governing static earthquake Base Shear is 8476.9 kN, which is 2.4% of the gravity load. ℹ
56. Response Spectrum Load Cases Detected 4 Response Spectrum Load Cases are detected in the analytical model (RSX, RSY, RSX-DR, RSY-DR). ℹ
57. Response Spectrum Base Shear - X Direction All 2 Response Spectrum Load Cases are unscaled in the X direction (RSX, RSX-DR). ⚠
58. Response Spectrum Base Shear - Y Direction Out of 2 Response Spectrum Load Cases having predominant Y-direction base reaction, 1 is scaled to meet or exceed the governing static earthquake Base Shear (RSY), while 1 is below the governing static earthquake Base Shear (RSY-DR). ⚠
59. Response Spectrum Base Shear - Vertical Direction No Response Spectrum Load Case having predominant vertical (Z-direction) base reaction was identified. ⚠
60. 65% Mass Participation Check | Torsion Mode Check 65% cumulative translational mass participation is achieved in both the global UX and UY directions, mixed mode behaviour is detected, and the torsional mode does not occur before the required translational modes. ⚠
61. Closely Spaced Modes Check The modal separation is greater than the minimum separation criterion of 10%. ✓
62. 90% Mass Participation Check Horizontal mass participation is adequate in both the UX and UY directions, while vertical mass participation is absent. ⚠
63. Torsional Eccentricity Override Check Diaphragm-specific torsional eccentricity override values are not available in both the X and Y directions. ⚠
64. Eccentricity Ratio Summary The maximum absolute Ex/Lx ratio is 0.11 at Storey: Story30, while the maximum absolute Ey/Ly ratio is 0.23 at Storey: Story8. ℹ
65. Response Spectrum Storey Shear Summary The maximum absolute cumulative storey shear in the X direction is 9417.2 kN at Storey: Story1, while the maximum absolute cumulative storey shear in the Y direction is 9227.1 kN at Storey: Story1. ℹ
66. Seismic Drift Summary The maximum seismic drift in the X direction is 0.0009 (Δ/H) at Story12 (RSX-DR), while the maximum seismic drift in the Y direction is 0.0008 (Δ/H) at Story13 (RSY-DR). ℹ
67. Scope And Limitations This summary report provides a quick automated review of selected aspects of the ETABS structural model and highlights items requiring further attention. It is intended as preliminary guidance only and does not replace detailed engineering review and engineering judgement. ℹ
Structural Model Verification Tool for ETABS | SQVE-MV-ET-01 - Version 2.0
Model: 3-Tall building-drift_check | Report Generated: 27-Aug-2026 | 14:59:44
This summary shall be read in conjunction with the detailed Structural Model Verification Report.