NativeBIM / Demos / Wood frame over a concrete podium
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IFC showcase: Wood frame over a concrete podium
A four-storey wood-frame apartment building over a concrete podium, built from a script, with drawings, a frame analysis of the transfer beams and a code screen.
This model is illustrative. It is built from a script with the dimensions listed under Sources, and it does not represent an existing or as-built building.
3D model
The viewer opens multifamily-podium.glb, the glTF that NativeBIM writes from the IFC file. The IFC file is multifamily-podium.ifc.
What is in the model
| Item | Count or value |
|---|---|
| Walls | 1005 |
| Doors | 837 |
| Windows | 126 |
| Slabs | 79 |
| Roofs | 5 |
| Columns | 63 |
| Spaces | 812 |
| Storeys | 6 |
Requirements
The model does not yet meet every requirement of a dwelling. Each is measured on the model’s geometry by casting rays at it from sample points 2.146 m apart.
| Requirement | What it asks | Result |
|---|---|---|
| Every enclosed area has a floor | Rooms are walked on: an area walls close in at a storey level and nothing to stand on is not a room. | Met |
| The interior is closed in | Walls, doors and windows close every interior floor on all sides; a gap in the walls is a hole in the building. | Not yet: 1111 of 5692 samples fail |
| Rain from above is kept off every floor | A roof over every floor, with no gaps between its planes, at its hips and valleys, or where it meets a wall. | Not yet: 468 of 5828 samples fail |
| Wind-driven rain does not reach the interior | Rain at 30 degrees from the vertical, from 8 directions, meets the roof or walls before an interior floor. | Met |
| There is a way in | At least one door in the envelope. | Met |
Drawing set
Draft drawing set generated from the model: multifamily-podium-drawings.pdf (PDF, 67 sheets).
- G-001 COVER SHEET AND SHEET INDEX
- A-101 GARAGE LEVEL 1 FLOOR PLAN
- A-102 LEVEL 1 FLOOR PLAN
- A-103 LEVEL 2 FLOOR PLAN
- A-104 ROOF FLOOR PLAN
- A-601 DOOR SCHEDULE
- A-602 DOOR SCHEDULE
- A-603 DOOR SCHEDULE
- A-604 DOOR SCHEDULE
- A-605 DOOR SCHEDULE
- A-606 DOOR SCHEDULE
- A-607 DOOR SCHEDULE
- A-608 DOOR SCHEDULE
- A-609 DOOR SCHEDULE
- A-610 DOOR SCHEDULE
- A-611 DOOR SCHEDULE
- A-612 DOOR SCHEDULE
- A-613 DOOR SCHEDULE
- A-614 DOOR SCHEDULE
- A-615 DOOR SCHEDULE
- A-616 DOOR SCHEDULE
- A-617 DOOR SCHEDULE
- A-618 DOOR SCHEDULE
- A-619 DOOR SCHEDULE
- A-620 DOOR, WINDOW AND ROOM FINISH SCHEDULES
- A-621 ROOM FINISH SCHEDULE
- A-622 ROOM FINISH SCHEDULE
- A-623 ROOM FINISH SCHEDULE
- A-624 ROOM FINISH SCHEDULE
- A-625 ROOM FINISH SCHEDULE
- A-626 ROOM FINISH SCHEDULE
- A-627 ROOM FINISH SCHEDULE
- A-628 ROOM FINISH SCHEDULE
- A-629 ROOM FINISH SCHEDULE
- A-630 ROOM FINISH SCHEDULE
- A-631 ROOM FINISH SCHEDULE
- A-632 ROOM FINISH SCHEDULE
- A-633 ROOM FINISH SCHEDULE
- A-634 ROOM FINISH SCHEDULE
- A-635 ROOM FINISH SCHEDULE
- A-636 ROOM FINISH SCHEDULE
- A-637 ROOM FINISH SCHEDULE
- A-638 ROOM FINISH SCHEDULE
- A-639 ROOM FINISH SCHEDULE
- A-640 ROOM FINISH SCHEDULE
- A-641 ROOM FINISH SCHEDULE
- A-642 ROOM FINISH SCHEDULE
- A-643 ROOM FINISH AND AREA SCHEDULES
- A-644 AREA SCHEDULE
- A-645 AREA SCHEDULE
- A-646 AREA SCHEDULE
- A-647 AREA SCHEDULE
- A-648 AREA SCHEDULE
- A-649 AREA SCHEDULE
- A-650 AREA SCHEDULE
- A-651 AREA SCHEDULE
- A-652 AREA SCHEDULE
- A-653 AREA SCHEDULE
- A-654 AREA SCHEDULE
- A-655 AREA SCHEDULE
- A-656 AREA SCHEDULE
- A-657 AREA SCHEDULE
- A-658 AREA SCHEDULE
- A-659 AREA SCHEDULE
- A-660 AREA SCHEDULE
- A-661 AREA SCHEDULE
- A-662 AREA SCHEDULE
Elevations are not generated yet, so this drawing set has plans and schedules only. Sections are not generated yet, so this drawing set has plans and schedules only.
Podium frame analysis and code screen
This showcase shows a preliminary structural screening of the podium frame of an illustrative building: member forces, deflections and support reactions from a linear elastic frame model under simplified loads based on ASCE 7-22. It is not engineering, not a structural design and not a check against any building code, and it is not for construction. A licensed professional engineer designs and takes responsibility for any real structure. Outputs are drafts for review by the licensed professional of record.
| Dimension | This model | Range used | Where the range comes from |
|---|---|---|---|
| Building height above grade (ft) | 59 | at most 70 (Type V-A, Group R, sprinklered) | IBC 2021 Table 504.3 (secondary transcription) |
| Wood storeys above the podium | 4 | 3 to 5 (4 under Type V-A with the area limit in Table 504.4) | IBC 2021 Table 504.4; WoodWorks podium code path (4-over-1 and 5-over-1) |
| Wood floor area per storey (sf) | 31680 | at most 36000 (Group R-2, Type V-A, sprinklered) | IBC 2021 Table 506.2 (secondary transcription) |
| Podium height to the deck (ft) | 15 | 10 to 25, one or two levels of retail and parking | Convention, no single published figure; the engine uses 15 ft with retail |
| Wood floor to floor (ft) | 10.5 | 9.5 to 11 | Convention for wood-frame multifamily; no published figure checked |
| Podium column spacing along the bars (ft) | 30 | 24 to 32, three 9 ft parking stalls or one 30 ft bay | Convention for parking-level podiums; no published figure checked |
| Transfer beam span (m) | 9.144 | 6 to 12 | Convention; no published figure checked |
| Podium deck thickness (in) | 12 | 8 to 14 for a cast-in-place deck carrying wood walls | Convention; ADAPT TN512 treats the podium slab as the load collector |
| Transfer beam depth (mm) | 1200 | 600 to 1500, about span/8 to span/10 | Convention; chosen for this sample |
| Dwelling units | 88 | 40 to 200 for a mid-rise podium building | Convention; engine output for the parcel |
| Load | Value | Unit | Source |
|---|---|---|---|
| Deck slab, 12 in concrete (dead) | 7.174 | kPa | Density 2400 kg/m3 x g x 0.3048 m |
| Finish and partitions on the deck under the wood bars (dead) | 1.2 | kPa | Chosen for this sample |
| Pavers, soil and drainage on the courtyard deck (dead) | 2.4 | kPa | Chosen for this sample |
| Wood floor system, Levels 2 to 4 (dead) | 1.3 | kPa | Chosen for this sample |
| Partitions, Levels 2 to 4 (dead) | 0.72 | kPa | Chosen for this sample (15 psf) |
| Wood roof (dead) | 1 | kPa | Chosen for this sample |
| Exterior wall and corridor wall (dead, per m2 of wall) | 0.7 and 0.55 | kPa | Four levels of wall of 3.2 m; chosen for this sample |
| Live load, dwelling floors and the deck under the bars | 1.92 | kPa | ASCE 7-22 Table 4.3-1, 40 psf, no live load reduction |
| Live load, courtyard deck | 4.79 | kPa | ASCE 7-22 Table 4.3-1, 100 psf, no live load reduction |
| Roof live load | 0.96 | kPa | ASCE 7-22 Table 4.8-1, 20 psf |
| Grid line | Deck width (m) | Wood width (m) | Deck dead | Wood dead | Deck live | Wood floors live | Roof live |
|---|---|---|---|---|---|---|---|
| A | 5.029 | 4.572 | 42.1 | 41.2 | 9.7 | 26.3 | 4.4 |
| B | 10.058 | 10.973 | 84.2 | 91.5 | 19.3 | 63.2 | 10.5 |
| C | 8.687 | 4.572 | 77.1 | 41.2 | 27.2 | 26.3 | 4.4 |
| D | 7.315 | 0 | 70 | 0 | 35 | 0 | 0 |
| E | 8.687 | 4.572 | 77.1 | 41.2 | 27.2 | 26.3 | 4.4 |
| F | 10.058 | 10.973 | 84.2 | 91.5 | 19.3 | 63.2 | 10.5 |
| G | 5.029 | 4.572 | 42.1 | 41.2 | 9.7 | 26.3 | 4.4 |
| Grid line | Kind | Member | Span (m) | N at i | Vz at i | My at i | N at j | Vz at j | My at j | Max hogging My | Max sagging My |
|---|---|---|---|---|---|---|---|---|---|---|---|
| A (y 3.048 m) | Transfer beam | TB-A1-A2 | 9.144 | 114.5 | 707 | -285.9 | -114.5 | 986.7 | 1564.4 | 1564.4 | -1061.1 |
| B (y 13.106 m) | Transfer beam | TB-B1-B2 | 9.144 | 231 | 1426.2 | -576.7 | -231 | 1990.3 | 3155.8 | 3155.8 | -2140.6 |
| C (y 23.165 m) | Transfer beam | TB-C1-C2 | 9.144 | 157.8 | 974.4 | -394 | -157.8 | 1359.8 | 2156.1 | 2156.1 | -1462.5 |
| D (y 30.48 m) | Courtyard beam | CB-D1-D2 | 9.144 | 175.3 | 619.1 | -459.9 | -175.3 | 801.4 | 1293.5 | 1293.5 | -772.5 |
| E (y 37.795 m) | Transfer beam | TB-E1-E2 | 9.144 | 157.8 | 974.4 | -394 | -157.8 | 1359.8 | 2156.1 | 2156.1 | -1462.5 |
| F (y 47.854 m) | Transfer beam | TB-F1-F2 | 9.144 | 231 | 1426.2 | -576.7 | -231 | 1990.3 | 3155.8 | 3155.8 | -2140.6 |
| G (y 57.912 m) | Transfer beam | TB-G1-G2 | 9.144 | 114.5 | 707 | -285.9 | -114.5 | 986.7 | 1564.4 | 1564.4 | -1061.1 |
| Grid line | Kind | Live load (mm) | Live load ratio | D + L service (mm) | D + L service ratio |
|---|---|---|---|---|---|
| A | Transfer beam | 0.4 | L/20867 | 1.7 | L/5344 |
| B | Transfer beam | 1 | L/9101 | 3.4 | L/2687 |
| C | Transfer beam | 0.7 | L/14035 | 2.4 | L/3890 |
| D | Courtyard beam | 1 | L/8786 | 3.5 | L/2613 |
| E | Transfer beam | 0.7 | L/14035 | 2.4 | L/3890 |
| F | Transfer beam | 1 | L/9101 | 3.4 | L/2687 |
| G | Transfer beam | 0.4 | L/20867 | 1.7 | L/5344 |
| Grid line | Columns | D + L max | D + L min | D + L sum | LRFD 2.3.1-2: 1.2D + 1.6L + 0.5Lr max | LRFD 2.3.1-2: 1.2D + 1.6L + 0.5Lr min | LRFD 2.3.1-2: 1.2D + 1.6L + 0.5Lr sum | Axial at column top, largest compression (negative) |
|---|---|---|---|---|---|---|---|---|
| A | 9 | 1443.1 | 567.5 | 10559.4 | 1898.4 | 744.3 | 13884.9 | -1861.1 |
| B | 9 | 2839.2 | 1097.9 | 20723.7 | 3791.7 | 1463.5 | 27668.2 | -3754.4 |
| C | 9 | 1971 | 768 | 14402.6 | 2602.3 | 1011.7 | 19009.4 | -2565 |
| D | 9 | 1189 | 501.7 | 8907.2 | 1564.4 | 657.9 | 11713.9 | -1525.6 |
| E | 9 | 1971 | 768 | 14402.6 | 2602.3 | 1011.7 | 19009.4 | -2565 |
| F | 9 | 2839.2 | 1097.9 | 20723.7 | 3791.7 | 1463.5 | 27668.2 | -3754.4 |
| G | 9 | 1443.1 | 567.5 | 10559.4 | 1898.4 | 744.3 | 13884.9 | -1861.1 |
| Column | D + L | LRFD 2.3.1-2: 1.2D + 1.6L + 0.5Lr |
|---|---|---|
| C-B2 | 2839.2 | 3791.7 |
| C-B8 | 2839.2 | 3791.7 |
| C-F2 | 2839.2 | 3791.7 |
| C-F8 | 2839.2 | 3791.7 |
| C-B4 | 2598.6 | 3470 |
| C-B6 | 2598.6 | 3470 |
| Case or combination | Applied (solver) | Reactions | Residual | Applied (hand total) |
|---|---|---|---|---|
| Dead | 72548.6 | 72548.6 | 0 | 72548.6 |
| Live | 27730 | 27730 | 0 | 27730 |
| Roof live | 2825.4 | 2825.4 | 0 | 2825.4 |
| D + L (service) | 100278.6 | 100278.6 | 0 | n/a |
| LRFD 2.3.1-2: 1.2D + 1.6L + 0.5Lr | 132839 | 132839 | 0 | n/a |
| Check | Model | Table value | Result | Clause or note |
|---|---|---|---|---|
| Type V-A height | 59 ft | 70 ft | Meets the item | Table 504.3, R, V-A, S; 510.2 item 7 (smaller of the two buildings, from grade plane) |
| Type V-A storeys above the podium | 4 | 4 | Meets the item | Table 504.4, R-2, V-A, S; stories counted above the 510.2 horizontal assembly |
| Type V-A area per storey | 31680 sf | 36000 sf | Meets the item | Table 506.2, R-2, V-A, SM (tabular At; the 506.3 frontage increase is not applied) |
| Podium, 510.2 item 1 | Requirement to design for | Separated by a horizontal assembly with a fire-resistance rating of not less than 3 hours (vertical offsets and their supports also 3 hours). | ||
| Podium, 510.2 item 2 | I-A | Meets the item | The building below, including the horizontal assembly, is of Type IA construction. | |
| Podium, 510.2 item 3 | Requirement to design for | Shaft, stairway, ramp and escalator enclosures through the horizontal assembly not less than 2 hours, opening protectives per Section 716 (with the stated 1-hour exception above the assembly). | ||
| Podium, 510.2 item 4 | Requirement to design for | Interior exit stairways in the Type IA building may be combustible where the building above is Type III, IV or V and the stairway is enclosed by 3-hour construction. | ||
| Podium, 510.2 item 5 | R-2 | Meets the item | The building above may be Group A (each under 300 occupants), B, M, R or S. | |
| Podium, 510.2 item 6 | NFPA 13 (903.3.1.1) | Meets the item | The building below is sprinklered throughout per Section 903.3.1.1 (NFPA 13) and may be any occupancy except Group H. | |
| Podium, 510.2 item 7 | 59 | 70 | Within the table value | The building height in feet does not exceed the Section 504.3 limit of the building with the smaller allowable height, measured from the grade plane. |
| Bar | Check | Model | Table value | Result | Clause |
|---|---|---|---|---|---|
| B1 | occupant-load | 320 persons | Calculated, no table value | OSSC 2025 / IBC 2024 Table 1004.5 (floor area per occupant) and 1004.3, 1004.4 (secondary source) | |
| B1 | exits-required | 2 exits | 2 exits | Within the table value | OSSC 2025 / IBC 2024 Table 1006.3.3, 1006.2.1.1 and 1006.3.4 (single exits) (secondary source) |
| B1 | exit-separation | 220 ft | 83 ft | Within the table value | OSSC 2025 / IBC 2024 1007.1.1 (secondary source) |
| B1 | travel-distance | 115 ft | 250 ft | Within the table value | OSSC 2025 / IBC 2024 Table 1017.2, 1017.2.2 (Groups F-1 and S-1 increase) and 1017.3 (measurement) (secondary source) |
| B1 | corridor-width | 72 in | 44 in | Within the table value | OSSC 2025 / IBC 2024 1020.3 and Table 1020.3 (secondary source) |
| B1 | corridor-dead-end | 0 ft | 50 ft | Within the table value | OSSC 2025 / IBC 2024 1020.5 (secondary source) |
| B2 | occupant-load | 320 persons | Calculated, no table value | OSSC 2025 / IBC 2024 Table 1004.5 (floor area per occupant) and 1004.3, 1004.4 (secondary source) | |
| B2 | exits-required | 2 exits | 2 exits | Within the table value | OSSC 2025 / IBC 2024 Table 1006.3.3, 1006.2.1.1 and 1006.3.4 (single exits) (secondary source) |
| B2 | exit-separation | 220 ft | 83 ft | Within the table value | OSSC 2025 / IBC 2024 1007.1.1 (secondary source) |
| B2 | travel-distance | 115 ft | 250 ft | Within the table value | OSSC 2025 / IBC 2024 Table 1017.2, 1017.2.2 (Groups F-1 and S-1 increase) and 1017.3 (measurement) (secondary source) |
| B2 | corridor-width | 72 in | 44 in | Within the table value | OSSC 2025 / IBC 2024 1020.3 and Table 1020.3 (secondary source) |
| B2 | corridor-dead-end | 0 ft | 50 ft | Within the table value | OSSC 2025 / IBC 2024 1020.5 (secondary source) |
| Code | Severity | Finding |
|---|---|---|
| NB_GEN_MF_PARKING_SHORT | warn | 84 stalls of 88 wanted |
Model: 119 members (63 columns, 56 beams) and 63 fixed supports, derived from the IFC file with columns and beams only. The wood bars above are not modelled as structure: their weight reaches the beams as line loads from the tributary widths in the table above. Walls and the deck slab are not in the analytical model, so the deck's weight is also a line load on each grid line, spread one way between beam lines.
Combinations are the simplified ASCE 7-22 section 2.3.1 set without wind, snow, seismic, flood, ice and tornado terms. Lateral loads, the diaphragm action of the deck, column slenderness, punching, shear transfer and foundations are not analysed. The numbers reported are forces, deflections and reactions.
Method: Linear elastic 3D frame, small displacements, no P-delta effects. Euler-Bernoulli beam-column elements, columns fixed at the base. Solved 3 load cases and 4 combinations. Solver diagnostics: 0. Derive diagnostics: 1.
The analysis data is also written in this showcase's own JSON (analysis.json, field data). The viewer overlay format is the follow-up once the exporter is on main.
Stairs and the elevator: the generator places stair and circulation spaces at the bar ends and does not model stair flights or an elevator; the code screen reads the layout, not an elevator.
Sources
Where each dimension comes from. Anything marked as chosen for the sample is an assumption, not a measurement.
- Construction types and limits: Type V-A wood frame (4 storeys, 70 ft, 36000 sf per storey for Group R-2 with a sprinkler system) over a Type I-A podium. International Building Code 2021, Table 504.3, Table 504.4 and Table 506.2 (read from the Oregon Structural Specialty Code 2022 transcription, a secondary source).
- Podium: the wood building and the Type I-A building below are separated by a horizontal assembly rated 3 hours and are treated as separate buildings. International Building Code 2021, section 510.2; WoodWorks, code path and requirements for podium projects.
- Live loads: 40 psf for private dwelling rooms and the corridors serving them, 100 psf for the courtyard deck (areas of public assembly), 20 psf for an ordinary flat roof. ASCE 7-22, Table 4.3-1 and Table 4.8-1 (the values are the same in ASCE 7-16).
- Podium slab load path: the slab collects loads from the wood bearing walls above as line loads, which reach columns and walls below. RISA ADAPT-Builder technical note TN512, podium slab design example (light framed superstructure); City of San Jose building division note on concrete slabs supporting light-frame construction.
- Concrete unit weight 2400 kg/m3, modulus 30 GPa (normal-weight concrete). Defaults of the NativeBIM analytical model (packages/core/src/structural/analytical_sections.js).
- Parcel 260 ft by 200 ft, 10 ft setbacks, 88 units in a studio, one and two bedroom mix, 12 in deck, 10 in exterior walls, 3 ft doors, 5 ft windows. Chosen for this sample, or the multifamily test-fit engine defaults (packages/core/src/generative/build_multifamily.js, ASSUMPTIONS). No real building is represented..
- Podium column grid (30 ft), column 600 mm, transfer beam 750 x 1200 mm, wood floor, partition, roof and wall dead loads, courtyard finish load. Chosen for this sample. They are not a design and not a recommendation for a real building..
Built 2026-10-27 with node tools/showcase/build.js multifamily-podium. Re-running the command gives the same bytes.
Notices
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