Overview

Connect to MIDAS Gen and view model summary

API Connection

Story Data

Fetch and display building story definitions from MIDAS Gen

Fetch from API
Manual Entry If API fetch fails, enter story data manually matching your MIDAS model

No story data

Click "Fetch Story Data" to load from API, or use Manual Entry to define stories yourself.

Story Drift & Displacement

Plot story drift ratios or story displacements for multiple load cases

Result Type
Parameters

ASCE 41-17 LDP — Data Extraction

Linear Dynamic Procedure (§7.4.2) component DCR pipeline. Verify settings → extract demands → input capacities → QA/QC.

Workflow: (1) confirm RSA + load combos match ASCE 41 — if §A or §D are wrong, every demand is invalid. (2) Extract analysis results. (3) Fill in capacity inputs (auto-populated from /db/sect & /db/matl where possible). (4) Review QA/QC summary before running the Python pipeline.
1. Settings Verification (verify before extraction)

These items are configuration, not extracted data. If any are wrong, re-run RSA before extracting demands.

Load Case & Combination Settings — required values per ASCE 41-17
#SettingRequired ValueStatus
ARSA spectrum functionBSE-1E or BSE-2E target spectrum (NOT NSCP)— not checked —
BDirectional combination100% RSX + 30% RSY and 30% RSX + 100% RSY (§7.2.5)— not checked —
CAccidental torsion ±5%Required if torsional irregularity (§7.3.1.1.4)— not checked —
DGravity load combinationQG = 1.1·(D + 0.25·L) per §7.2.2 (NOT 1.2D + 1.6L)— not checked —
ETotal combo for LDP demandsQUD = QG ± QE (combine post-export)— not checked —
2. Demand-Side Data (analysis results)

Per the spec doc, items #1–#8. Pulled from /post/TABLE. Items not exposed in the REST API are stored as PLACEHOLDER with an assumed value — flagged for review in §4.

Demand-Side Items #1–#8 (ASCE 41-17 §7.4.2)
#Data ItemSourceASCE ClauseStatus
1Story shear (modal-combined)STORY_SHEAR_RS§7.3.1.1.3—
2Per-column V2, V3, M2, M3, PBEAMFORCE§7.3.1.1.3 / .4—
3Per-beam V, M (face of supports)BEAMFORCE (filter)§7.5—
4Wall element forces (M, V, P)WALLFORCE§10.7—
5Centre of mass per storySTORY_MASS§7.3.1.1.4—
6Centre of rigidity per storyderived (computed)§7.3.1.1.4—
7Story drifts ΔSTORY_DRIFT_X/Y§7.3.1.1.1 / .2—
8Modal periods & mass participation (≥ 90%)VIBRATION_MODE§7.4.2.1.2—
3. Capacity-Side Inputs (model definition)

Items #9–#15. Manual override grids (Handsontable). Empty cells will be back-filled with assumed values from Table 10-1 (expected strengths) and §10.4.2.3 defaults — flagged in §4 for engineer review.

ASCE 41 §6.2.4 — multiplier on Vn, Mn
Table 10-1: 1.5 default
Table 10-1: 1.25 default
#13 Materials — nominal strengths (f'c, fy)
#9-#11 Columns — section, longitudinal & transverse reinforcement, clear height (#14)
#12 Beams — top/bottom As, stirrups
5. Capacities & DCR (ACI 318 §22.3 / §22.5 + ASCE 41 expected strengths)

Per §3 inputs + §2 BEAMFORCE demands. Capacity = κ · Mn(fce, fye) for flexure; κ · (Vc + Vs) for shear. Columns also get a 4-point P-M envelope (Pure-Comp / Balanced / Pure-Flexure / Pure-Tension) and a radial DCR. Gate clause (§7.3.1.1): DCR < min(3.0, m). Status: PASS · EXCEED m · FAIL gate.

Populated after Fetch All Demands. Pick the LDP combo (QUD = QG ± QE) for code-correct DCR.
Column Capacities & DCR (with P-M envelope)
P-M Interaction Diagram
Beam Capacities & DCR
4. QA/QC Summary — Review Flags
OK
—
Placeholder
—
Missing
—
Total
—

Control-Node Drift & Displacement

Manual 4-corner-node input per floor → nodal displacement & drift per static earthquake load case

1. Static Earthquake Load Cases Pick 4 from static cases (ST), load combinations (CB), or response-spectrum cases (RS). Auto-filled from /db/stld + /db/lcom-gen + /db/splc.
2. Corner Nodes per Floor
0 floors

Floor names are matched to the Story Data tab to look up elevation & height. Node values must be numeric IDs that exist in the model. Duplicates within a row are flagged.

3. Run
Formula: ΔM = 0.7 · R · ΔS
Scale: 0.7 × 8.5 = 5.95 × elastic
UBC 97 §1630.10: 0.025 if T<0.7s, else 0.020

Note: DISPLACEMENTG returns the elastic response ΔS. UBC 97 requires amplification by 0.7·R to obtain the maximum inelastic response displacement ΔM used for drift checks. Common R values: 8.5 (SMRF), 5.5 (IMRF), 4.5 (OMRF), 7.0 (Dual System), 5.5 (Concentrically Braced Frame). Set R = 1/0.7 ≈ 1.43 to disable scaling.

Reaction Forces

Extract and visualize support reaction forces (2D plan + 3D bar chart)

Parameters

No reaction data

Configure parameters and click "Get Reactions" to extract and visualize support reaction forces.

Beam Results

RC beam design based on beam_solver.py - ACI shear & flexure

Beam Design Parameters

No beam data

Configure design parameters and click "Run Beam Design" to compute ACI beam design results.

Column Results

Vertical column elements with section data

Column Parameters

No column data

Click "Get Column Data" to fetch vertical column elements with section dimensions.

Loads & Combinations

Extract static load cases and load combinations from the model

Actions

No load data

Click "Fetch Load Data" to extract static load cases and load combinations from the model.

Sections

Define rectangular DBUSER sections (beams & columns) and write to MIDAS via API or MGT

Beam Sections (B)
Name Width (mm) Depth (mm)
Column Sections (C)
Name Width (mm) Depth (mm)
Write to MIDAS
Alternative: MGT Command paste into MIDAS → Tools → MCT/MGT Command Shell

Define Floor Load Type

Define superimposed dead load (SDL) and live load (LL) per occupancy and write to MIDAS

Superimposed Dead Load (kPa)
Floor Level Occupancy Color Topping & Tiles Duct Ceiling Others Total
Live Load (kPa)
Floor Level Occupancy Color Live Load
Write to MIDAS
← must match existing load case names in your model
Alternative: MGT Command paste into MIDAS → Tools → MCT/MGT Command Shell
Send Feedback to Claude type a message, click Copy, paste it back into chat

Vibration Mode Shape

Modal analysis result table — periods, frequencies, mass participation per mode

Parameters
Fetches Eigenvalue (period & mass %) + Participation Vector together.
Mode Shape Screenshots Captures via /view/capture — requires MIDAS Gen running locally with Open API enabled.
×

No mode data

Click "Fetch Modes" to retrieve eigenvalue (with mass participation %) and participation vector results. Run modal analysis in MIDAS first.

Irregularity Check — NSCP 2015

Runs every irregularity table the MIDAS Gen API exposes for the selected country code. Native checks: Torsional (1a/1b), Stiffness/Soft Story (1a/1b), Weight/Mass (2), and Capacity/Weak Story (5a/5b).

Parameters
Direction
Filters drift panels and the Direction column in Torsional / Stiffness / Capacity checks. Mass panels are always shown (mass is direction-invariant).
Capacity Irregularity / Weak Story — NSCP 208.4.5.2 (Type 5a / 5b)
Manual input required. Gen NX does not return per-story shear strength via API. Enter the sum of column nominal shear capacities (ΣφVn) per story per direction below. Stories auto-populate after Run All Checks. NSCP Type 5a if Vi < 0.8·Vabove; 5b (extreme) if Vi < 0.65·Vabove.
Run All Checks first to populate the story list, then either fill manually, paste from MIDAS, and click Compute.
StoryStrength X (kN)Strength Y (kN)
Not covered by the API
NSCP 2015 also defines plan irregularities the API does not check automatically — these still require manual review: Type 2 Re-entrant corners (projection > 15% of plan dim), Type 3 Diaphragm discontinuity (open area > 50% gross, or stiffness change > 50%), Type 4 Out-of-plane offsets in vertical seismic-resisting elements, Type 5 Nonparallel systems, and vertical Type 3 Vertical geometric irregularity (horizontal dim > 130% of adjacent), Type 4 In-plane discontinuity in vertical lateral elements.

Irregular Plotter

Visualize vertical geometric irregularity (Type 3) and in-plane discontinuity (Type 4) by analyzing the model geometry directly. Critical elements rendered in red; others halftone.

Parameters

Fiber Automation — Inelastic Material Properties

Mander's confined concrete (1988) + Park steel model. Define multiple sections; unconfined concrete is auto-derived from f'c.

Concrete Materials
Name f'c (MPa)

Define concrete grades here; section rows below reference them by name. Renaming refreshes the dropdowns.

Reinforcing Steel (Park Model)
Name fy (MPa) fu (MPa) Es (MPa) εsh εsu
Concrete Sections (Mander Confined Model)
Name Concrete Mat Tie Steel b (mm) h (mm) Cover (mm) dmain (mm) dtie (mm) stie (mm) nx ny legsx legsy

Concrete Mat picks the f'c from the Concrete Materials table. Tie Steel picks fyt from the Reinforcing Steel table. nx/ny = total longitudinal bars on x/y face (corner bars counted once). legsx/legsy = number of tie legs crossing the section in each direction. Cover is to outer face of tie.

Calculate
Computes f'cc, εcc, εcu per section (Mander) and yields the stress-strain curves for confined / unconfined concrete and steel.

API Log

Monitor all API requests and responses in real-time

Request Log
Waiting for connection...