LECTURE 6 ARC

1.

LECTURE 6
Multi-Storey
Industrial Buildings
Standardized reinforced-concrete frames, braced frames, and two special erection methods for tiered production
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OVERV IEW
Eight sheets, four structural systems
Hinged frame, ≤ 2.5 tf/m² · 5.01 – 5.03
Braced frame, ≤ 1.25 tf/m² · 5.04 – 5.06
Series III-20: a multi-tier RC frame with hinged rigel-column joints, stabilized by steel ties,
for a 6×6 or 6×9 m grid.
Series III-04: the same light-duty frame idea, stabilized instead by through-height RC
stiffness diaphragms.
Floor-lifting method, ≤ 0.5 tf/m² · 5.07
Inter-truss floors, ≤ 0.5 tf/m² · 5.08
Floors are cast in a stack at ground level, then jacked up columns to their design elevation
— no tower crane needed.
Trussless RC roof/floor trusses enlarge the column grid, freeing a shallow inter-truss level
for services.
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ECON OMICS
Costlier per floor, but land-efficient
• Material and labour per square metre of a multi-storey industrial building run 1.5–2
times higher than a single-storey building carrying the same load — smaller floor
plates and the extra floor structure both add cost.
1.5–2×
material & labour vs. single-storey
• Even so, multi-storey construction remains common for light, food, chemical, and
electrical/instrument-making industries: precision, light-duty processes that suit a
compact footprint on constrained urban sites.
• Vertically stacking a process also lets material move floor-to-floor by gravity, and
concentrates auxiliary and utility functions instead of spreading them across a large
single-storey plan.
up to 12
storeys, on the lightest-loaded frame
≤ 60 m
temperature-section length
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SHEET 5.01 — PARAMETERS
Two unified column grids cover most cases
• A 6×6 m grid carries up to 2.5 tf/m² over 3–5 floors and 2–10 spans; a 6×9 m grid carries up to 1.5
tf/m² over 3–4 floors and 2–7 spans.
• Floor heights are standardized at 3.6, 4.8, or 6.0 m, with an extra 7.2 m allowed at the ground floor
and 7.2–10.8 m at the top floor.
• A top floor on a 6×24 m grid can carry a suspended crane to 5 t or a supported bridge crane to 10
t.
• Temperature sections run up to 60 m; building width is normally 2–3 spans.
Fig. 1. Unified section parameters for the ≤2.5 tf/m² frame (Series III-20).
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SHEET 5.01 — THE FRAME IDEA
A hinged frame, stiffened by steel ties
• Rigel-to-column joints are welded but practically behave as hinges — the connection cannot resist the bending moments wind loads would
introduce, so the frame carries vertical load only.
• Longitudinal and lateral stability instead comes from vertical steel tie bracing, concentrated in the middle temperature bay of each column row,
working together with the rigid horizontal disc formed by the grouted floor plates.
• Columns are spliced roughly every two floors, with the splice set about 1 m above floor level — high enough to keep it clear of the erection crew's
working level.
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SHEET 5.01 — GEOMETRY
The frame, from foundation to roof deck
• Every column console has the same 0.6 m overhang, whatever the element it supports — a single
detail that simplifies formwork and erection alike.
• Vertical steel ties run at the middle bay of the row shown here; angle brackets carry the intercolumn plates.
• Footings bear on undisturbed ground through a levelling sand cushion, stepping down at the
deformation-joint axis.
Fig. 2. Isometric of the frame, tie bracing, and stepped foundation (Sheet 5.01).
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SHEET 5.01 — DIMENSIONS
An 0.8 m rigel, prestressed for point loads
0.8 m
rigel height, 6 or 9 m span
≤ 15 tf
point load the rigel can take
1.5 / 0.75 m
main / inter-column plate width
• Rigels are prestressed, letting them absorb concentrated point loads up to 15 tf from heavy handling equipment without extra depth.
• Column sections are 0.4×0.4 m for lighter rows and 0.4×0.6 m where loads are greater — both spliced at the same 1 m-above-floor datum.
• Plate spans of 6 or 9 m are covered by the same two standard widths, keeping the mould inventory small across a wide range of layouts.
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5.02
SHEET 5.02
Elements and assembly joints of the frame
• Sheet 5.02 sets out the exact envelope of every column and rigel, the cross-sections of the standard floor plates, and the
joints used to connect them on site.
• Two families of joint exist, matched to two rigel types: plates bearing on the rigel's projecting flanges (a rectangularsection rigel), and plates bearing on top of the rigel (a tee-section rigel).
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SHEET 5.02 — ENVELOPE
Column and rigel envelope dimensions
• Column heights are dimensioned floor by floor and referenced to floor level, so the same drawing serves
every storey height in the unified range.
• Column faces step in by 60 mm at each splice, giving a clean seat for the rigel and plate above without extra
formwork.
• Floor and footing marks (±0.00, −0.15, −0.75, −1.15 m) fix exactly how the ground-floor slab, footing top,
and column base relate.
Fig. 3. Column and rigel gabarits, floor-height stack, and footing
marks (Sheet 5.02).
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SHEET 5.02 — SECTIONS
Two rigel profiles, one family of plates
• The rectangular-section rigel carries plates on its flanges; the tee-section rigel carries plates resting
directly on its top — the choice depends on whether a smooth soffit or extra headroom matters
more.
• The end (крайняя) inter-column plate is cut differently from the ordinary field plate, since it also
closes the building's edge.
• Rigels carry ⌀50 mm holes on a 600 mm module for services to pass through the web without extra
coring on site.
Fig. 4. Plate types, plate cross-sections, and rectangular / tee rigel sections (Sheet
5.02).
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SHEET 5.02 — CONNECTIONS
Cantilever brackets and welded, grouted splices
• Column splices are made with welded splice bars inside a steelmesh-reinforced grout jacket (обойма) — a compact, siteweldable joint that needs no bolts.
• A short cantilever bracket, cut from angle steel, is welded to
the column to seat the rigel or plate before the permanent
connection is completed.
• Where large openings for suspended equipment are needed,
the version with plates bearing on the rigel top is preferred,
since it leaves the flange line clear.
Fig. 5. Main assembly joints for plates bearing on rigel flanges and on the rigel top (Sheet 5.02).
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5.03
SHEET 5.03
The stair cell for the 2.5 tf/m² frame
• A dedicated stair cell fits within the standard 6×6 m column grid, so it drops into the frame without disturbing the
structural bay layout.
• Flight rise is built from a 1.2 m module, matched to the frame's own floor-height options.
• The same cell can also carry a lift shaft — enlarged, if needed, for a lift of up to 5 t.
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SHEET 5.03 — SECTION
Two or three flights, by floor height
• At floor heights of 3.3 or 3.6 m the stair is two-flight, with a half-landing between; at 4.2 m it becomes threeflight, so no single flight rises more than the 1.2 m module allows.
• Where a floor takes an odd number of flights, the entry doors on alternating floors are placed on opposite
landings.
• A roof-access hatch and its own short flight sit above the top landing, closing the cell at parapet level.
Fig. 6. Longitudinal section through the stair cell, with roofaccess hatch (Sheet 5.03).
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SHEET 5.03 — PLAN AND NUMBERS
A 6×6 m cell, with room for a goods lift
6×6m
stair-cell structural bay
≤5t
capacity of an enlarged lift
• The stairwell, lift shaft, and landings all fit inside one structural bay, so the cell can be dropped into the frame at
any column line without a special-width bay.
• Where a heavier goods lift is required, the shaft can be widened within a 6×9 m bay instead, up to a 5 t capacity.
• Entrance vestibules at ground level are built in brick, closed off by shortened plates at the end walls and
expansion joints.
Fig. 7. Plan of a typical floor, within the 6×6 m structural bay (Sheet
5.03).
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5.04
SHEET 5.04
The braced frame, for loads up to 1.25 tf/m²
• Series III-04 covers lighter-duty administrative, auxiliary, and production buildings — up to 1.25 tf/m² live load, on a 6×6,
6×4.5, or 6×3 m grid, and up to 12 storeys.
• Instead of steel ties, this frame gets its stability from through-height reinforced-concrete stiffness diaphragms built into the
frame itself.
• The rigel-column joint is only partially embedded — practically a hinge, exactly as in the 2.5 tf/m² frame, so all lateral
resistance still comes from the diaphragms.
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SHEET 5.04 — GEOMETRY
A residential-scale frame for light industry
• Floor heights of 3.3, 3.6, or 4.2 m sit over a basement 2.9–3.8 m tall; a 2.4 m technical floor can top the building.
• Up to 12 storeys and 2–3 spans are standard, within the same ≤60 m temperature-section length used elsewhere
in this chapter.
• Expanded-clay-concrete (keramzitobeton) wall and parapet panels close the frame, hung directly on the columns.
Fig. 8. Unified parameters and isometric of the braced frame, with
the stiffness-diaphragm joint detail (Sheet 5.04).
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SHEET 5.04 — DIAPHRAGMS & JOINTS
A 140 mm RC panel does the bracing
140 mm
stiffness-diaphragm panel thickness
3.96 m
diaphragm panel width
1040 / 1200 mm
expansion-joint insert width
• Diaphragm panels are welded to embedded plates and to each other at vertical joints, then the joint is grouted with grade-300 concrete.
• Diaphragms can sit in the plane of the frame's rigels or out of it, and are often combined with stair, lift-shaft, or partition walls rather than added as extra
elements.
• The wider 1200 mm expansion-joint insert is used with 320 mm-thick exterior walls, the narrower 1040 mm insert with 240 mm walls.
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SHEET 5.04 — COLUMNS & FOUNDATIONS
Column axes sit on the grid — at a cost
• Unlike the other frames in this chapter, this system aligns each column's own geometric axis with the grid axis, which cuts the number of distinct element
types needed overall.
• The trade-off is a need for extra trim (доборный) elements — angled panels at building corners and at deformation joints — to close the wall line cleanly.
• Columns are typically 400×400 mm (buildings to 5 storeys) with 300×300 mm consoles projecting 150 mm, bearing on stepped monolithic footings (Series
1.412) or, for non-standard cases, on precast cup-type sub-columns over an individually designed footing.
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5.05
SHEET 5.05
Elements and assembly joints of the braced frame
• Two standard layouts cover most plans: a "plate-like" building on a (6+3+6)×6 m grid, and a "corner" building on a (6+6)×6
m grid.
• The sheet also sets out how the stiffness diaphragms are fixed — in or out of the frame's own plane — and the layered
make-up of the exterior wall panel, from roof edge down to the basement.
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SHEET 5.05 — LAYOUTS
Plate-like and corner building variants
• The plate-like layout runs a lift shaft and a diaphragm-braced stair core through the
middle of a long, straight block.
• The corner layout turns the same idea around an L-shaped plan, with its own stair core
near the inside corner.
• Where the rigel direction changes at a building corner, columns are stiffened with extra
steel consoles welded to embedded plates, since the standard bracket alone won't do.
Fig. 9. Plate-like layout, (6+3+6)×6 m grid, and corner layout, (6+6)×6 m grid (Sheet 5.05).
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SHEET 5.05 — BRACING SCHEMES
In-plane and out-of-plane diaphragm fixing
• Diaphragm panels are welded to the exposed rebar outlets of the frame at each
floor, then the joint is grouted with grade-300 concrete — the same detail
whichever orientation is used.
• Monolithic RC foundation beams tie the diaphragm columns together at the base,
carrying the diaphragm's load straight into the footings.
Fig. 10. Fixing schemes for through-height stiffness diaphragms, out of plane and in plane of the
frame (Sheet 5.05).
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SHEET 5.05 — WALL BUILD -UP
A layered keramzitobeton wall, roof to basement
The column splice sits 640 mm above floor level and is made by underwater ("bath") welding of the exposed rebar stubs — no steel jacket is needed at
this lighter frame.
Rigels are tee-sectioned, 450 mm deep, with one or two flanges depending on whether they carry a stair landing or an ordinary floor plate, connected to
the column by a hidden cantilever.
Exterior wall panels are expanded-clay concrete, hung on the columns and fixed at the top to resist wind suction; the basement wall changes to a denser
grade-200 concrete panel.
Fig. 11. Full-height wall
section: parapet, panel
joints, column splice, and
plinth (Sheet 5.05).
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5.06
SHEET 5.06
The stair cell for the braced frame
• A second stair-cell design, matched to the 1.25 tf/m² braced frame's own floor heights and grid options.
• Flights are 1150 mm wide, with two half-landings per main flight, and a PVC handrail throughout.
• The roof is reached through an insulated hatch and a short fixed ladder, closed by a galvanized-steel apron at the parapet.
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SHEET 5.06 — CONSTRUCTION
From roof hatch to basement flight
• Steel stringers carry precast RC treads faced with a moulded nosing; the railing is a welded steel frame with a
PVC handrail (GOST 19111-73).
• A boot-cleaning grille sits at the building entrance, framed in angle steel over the entrance vestibule slab.
• The basement flight is built to the same geometry as the flights above, just poured with a half-landing insert to
reach the lower floor level.
Fig. 12. Full-height isometric of the stair cell, with roof hatch,
railing, and foundation details (Sheet 5.06).
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SHEET 5.06 — DIMENSIONS
Support projections carry the inter-column plate
1150 mm
clear flight width
5770 mm
overall stair-flight length
1385 mm
half-landing depth, each end
• Inter-column plates rest on cast-in support projections (опорные выступы), keeping the plate seated without a separate bracket at every column.
• A three-layer roll-roofing membrane over cement screed and expanded-clay-concrete insulation caps the roof, matching the wall build-up on Sheet 5.05.
• Below grade, a clay barrier and hot-bitumen waterproofing protect the basement flight and its foundation beam.
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5.07
SHEET 5.07
Erected by the floor-lifting method
• For light loads up to 0.5 tf/m², the entire floor package can be cast as a stack at ground level, then raised up the columns to design
elevation by hydraulic jacks mounted on the columns themselves.
• No tower or mobile crane is needed to place the floors — only to erect the columns — which lets the method reach any building
outline, including sloped ramps, without disturbing the site's existing relief or planting.
• Site work on the ground floor and surroundings can continue directly underneath the stack while it waits to be lifted.
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SHEET 5.07 — THE LIFTING MECHANISM
Jacks and collars climb the column together
• Lifting collars (воротники) — cast steel fittings with matched threaded holes — are threaded onto each column,
one per floor to be lifted, before the column is even erected.
• Hydraulic jacks pass vertical tie rods through the collars; as the rods advance, each collar (and the floor bolted to it)
climbs the column in step with its neighbours.
• A 5–8 mm clearance between collar bushing and column keeps the lift sliding freely without binding.
Fig. 13. Floor package in its cast and lifted positions, with
the column-to-plate connection detail (Sheet 5.07).
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SHEET 5.07 — LIFTING NUMBERS
About 2.5 metres of climb per hour
2.5 m/h
average lifting speed
10–15 tf·m
peak bending moment at the column base
5–8 mm
collar-to-column sliding clearance
• During lifting, columns and their footings must resist far larger horizontal forces than an ordinary frame — the footing socket is made deeper, with horizontal grooves
cast in to key the grout in place.
• Column verticality is checked instrument by instrument during erection: a small position error in plan doesn't affect the lift, but any lean prevents the stack from
sliding smoothly.
• Once at design elevation, plates are locked to a steel обойма (collar jacket) on the column and permanently welded.
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SHEET 5.07 — SPANS & ADVANTAGES
Coffered plates for the longer spans
• Column spacing runs 6–12 m; spans beyond about 8 m are cast as coffered plates up to 1.2 m on a side, built up from stacked box forms, rather than as
a flat slab.
• Perimeter consoles up to 3 m long even out span and support moments across the plate and cut down the number of lifting collars needed.
• Because the structure allows a free column layout, the method suits complex or irregular plans that a crane-erected frame would find awkward — at
the cost of the heavier, purpose-built footings the lifting forces demand.
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5.08
SHEET 5.08
An enlarged grid, with inter-truss floors
• Replacing the ordinary floor structure with trussless (безраскосные) RC trusses lets a production floor span 12 or even 18 m instead of
6 m, with no diagonal bracing to clutter the space below.
• Moving from a 6 m to a 12 m span alone increases usable equipment capacity by 8–10%, simply by cutting the number of columns
interrupting the floor.
• The shallow inter-truss space this creates becomes its own 3.6 m-high level — useful for administrative rooms, labs, design offices,
ventilation plant, and service corridors serving a sealed production floor below.
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SHEET 5.08 — GEOMETRY
Trussless RC trusses on a widened column line
• Edge columns are 0.3×0.6 m, middle columns 0.3×0.8 m, both sized to carry the trussless roof trusses spanning 12
m across the production floor.
• The top floor can instead be covered by a 24 m-span trussless RC truss, fitted with an overhead crane track for
heavier handling.
• Standard floor plates from Sheets 5.01–5.03 bear directly on the truss's own flange, so no separate rigel is needed
at this level.
Fig. 14. Frame isometric with truss-bearing detail and column
foundations (Sheet 5.08).
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SHEET 5.08 — BEARING & STABILITY
A shear key at every truss-chord joint
12 / 24 m
production floor / top-floor truss span
8–10%
equipment capacity gained, 6→12 m span
3.6 m
clear height of the inter-truss floor
Truss chords are tee-sectioned with a stepped face that forms a concrete shear key once the joint is grouted; chord reinforcement is tensioned electrothermally.
Longitudinal stability comes from steel ties erected floor-by-floor in the first bay of each block, backed by rigid inter-column plate joints and the rigid disc of the grouted floor and
roof.
• Partial continuity of the deck is achieved by running reinforcement cages through the longitudinal joints over the truss chords, with U-shaped cages welded to the chords at
transverse joints before erection.
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SHEET 5.08 — WALLS & DAYLIGHT
Glass-RC bands light the production floor
• Translucent wall bands are built from glass-reinforced-concrete panels fitted with opening steel vents for ventilation, sealed carefully at the panel
joints to keep the wall airtight.
• Glass blocks set into the same bands give an even spread of natural light across the workstations below — useful where the enlarged grid has
pushed columns (and their shadows) further apart.
• Together with the inter-truss floor above, this wall system suits production floors that need a sealed, climate-controlled environment.
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SUMMARY
Eight sheets at a glance
5.01
Hinged RC frame, steel-tie bracing (III-20)
≤ 2.5 tf/m², 6×6/6×9 m
5.02
Frame elements & assembly joints (III-20)
—
5.03
Stair cell for the III-20 frame
5.04
Braced RC frame, diaphragm bracing (III-04)
5.05
Frame elements, layouts & wall build-up (III-04)
5.06
Stair cell for the III-04 frame
5.07
Erected by the floor-lifting method
≤ 0.5 tf/m², free plan
5.08
Enlarged grid via inter-truss floors
≤ 0.5 tf/m², 12/24 m truss
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6×6 m bay
≤ 1.25 tf/m², ≤ 12 storeys
(6+3+6)×6 / (6+6)×6 m
1150 mm flights
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CHAPTER 5 · CLOSING
One family of standard elements,
four ways to put up a frame
• Hinged frames with steel ties and braced frames with RC diaphragms cover almost all light-to-medium industrial loads on a compact 6 m-based
grid, each with its own matched stair cell.
• Where the site or the process calls for something unconventional, the floor-lifting method and inter-truss floors show how far the same precast
vocabulary can stretch — to a crane-free erection sequence, or to a doubled column grid.
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