L100m*W20m*H8m Steel Structure Warehouse For High Wind Loading Areas

 

 

Project Parameters: Building Area: 2000㎡

Eaves Height: 8m

Wind Pressure: 250km/h

Seismic Resistance: Grade 8

Adaptable regions：Philippines, New Credonia, Tonga,Virgin Islands, Reunion Island...

 

 

For the proposed steel frame workshop project (W20m x L100m x H8m, extremely high wind speed, high seismic fortification, no snow load), this is a typical design scenario characterized by "high wind pressure, high seismic resistance, and low roof load."

Due to the specific wind load conditions (250km/h, equivalent to a Typhoon Level 14), this will be the controlling load for the entire structural design. Typically, the steel consumption of a light workshop is controlled by wind suction for stability. However, in this case, the enormous wind pressure and seismic forces will dominate the section design of steel beams and steel columns.

Below is the most reasonable, economical, and safe structural design scheme we suggest, along with a steel consumption estimate.

 

 

To cope with the 8-degree seismic fortification and 250km/h wind speed, and considering the 8m height does not require crane beams, the scheme should focus on "strong columns, weak beams" and "rigid connections."

 

1. Main Structural System (Lateral Force Core)

Frame Type: Customized H-section Steel Frame.

Reason: Although the wind load is high and requires thicker webs, a tapered section can effectively utilize material strength. It increases the section height at beam-column joints (where force is greatest) and reduces it at the mid-span, making it more steel-efficient than a constant section.

Connection Type: Rigid Connection (Moment Connection) between beams and columns.

Reason: 8-degree seismic fortification requires the structure to have good energy dissipation capacity and integrity. Rigid joints effectively resist the bending moments generated by earthquakes, reduce lateral displacement, and are safer than pinned connections (sway column schemes). They also result in less deformation under high wind pressure.

Column Base Type: Rigid Column Base.

Reason: To resist the enormous overturning moment (from wind and earthquakes), the column base must be firmly connected to the foundation to transfer bending moments.

 

2. Secondary Structure and Bracing System (Stability Key)

Roof Purlins: Continuous Z-section Steel Purlins (with tension rods).

Reason: 250km/h wind speed generates enormous wind suction (lifting the roof up). Continuous Z-section steel has a more reasonable force distribution than C-section steel and must be equipped with double-layer tension rods or struts to ensure the stability of the compression flange.

Wall Girts: C-section Steel Girts (with diagonal tension rods).

Reason: Walls mainly bear wind pressure and suction. C-section steel is sufficient. However, under 250km/h wind speed, the spacing of wall girts needs to be densified (recommended @1.0m - 1.2m), and diagonal tension rods must be installed to resist horizontal forces.

Bracing System:

Roof Horizontal Bracing: Install transverse horizontal bracing in the gable bays and the middle to form a stable horizontal truss, transferring wind forces to the inter-column bracing.

Inter-column Bracing: Install in the gable walls and the middle. It must use section steel bracing (not just round steel) to meet the ductility requirements of 8-degree seismic fortification.

 

3. Enclosure Structure

Roof Cladding: Customized 900 type or 750 type corrugated color steel panel.

Reason: Under 250km/h wind speed, ordinary screw-fixed panel types are easily lifted off. Hidden-snap lock panels must be used, relying on mechanical interlocking to lock the panels in place. This offers the strongest wind uplift resistance.

Wall Cladding: Customized 900-type or 750 type corrugated Color Steel Panels.

Reason: Panels with higher wave peaks have greater stiffness and are suitable for high wind pressure areas.

 

 

This is a critical indicator. Due to required extremely high wind load (250km/h) and zero snow load, this will result in much larger beam and column sections than ordinary workshops, while secondary components like purlins will have lower stress.

 

1. Estimation Basis

Wind Load Conversion: A wind speed of 250km/h converts to an extremely high wind pressure value (far exceeding the conventional 0.35-0.55kN/m²). This requires the webs of beams and columns not to be too thin and the sections to be sufficiently high.

8-degree Seismic Resistance: Requires strengthened joint design, resulting in thicker and larger connection plates.

No Snow Load: This is the only "weight reduction" factor, meaning the roof dead load is light, and the stability requirements for the compression flange of beams are lower.

 

2. Estimated Steel Consumption per Component

 

Structural Component	Estimated Index (kg/㎡)	Description
Main Frame (Beams + Columns)	20 - 25 kg/㎡	Although the eaves height of 8m is not high, due to the high wind, the column and beam-end sections need to be thickened (e.g., web thickness increased from 4mm to 6-8mm).
Crane Beams/Cow Legs	0 kg/㎡	Typically, no crane is required at an 8m height, so this item is 0.
Roof Purlins + Tension Rods	7 - 9 kg/㎡	Due to the huge wind suction, purlin specifications need to be increased (e.g., C200 or Z200) and tension rod density increased.
Wall Girts + Tension Rods	4 - 5 kg/㎡	High wind pressure requires denser girt spacing and thicker wall thickness.
Bracing System (Inter-column + Roof)	3 - 4 kg/㎡	8-degree seismic requirements demand a stiff bracing system.
Others (Gutters, Canopies, etc.)	2 - 3 kg/㎡	Includes connection plates, bolts, and material loss.
Total Steel Consumption	36 - 46 kg/㎡	Key reference range

 

3. Total Steel Consumption Calculation

Workshop Projected Area: 20m×100m=2000㎡

Conservative Total Steel Consumption: 2000㎡×45kg/㎡=90,000kg.

Note: If the wind load calculation is extremely strict, it may exceed 48~50kg/㎡, resulting in a total weight of around 100 tons.

 

 

For this special "high wind, high seismic" project, to ensure the rationality of the scheme, CBC suggest you focus on the following points during design and construction:

Foundation Design is Paramount:

At 250km/h wind speed, enormous uplift force (lifting the roof) and pushing force (toppling the building) are generated. Your isolated foundations must be built very large, or you should consider pile foundations. Furthermore, the anchor bolts must be thick enough, long enough, and deeply anchored.

Details of Panel Connections:

Under 250km/h wind speed, "details determine life and death." Roof panels must use thickened aluminum alloy clips (T-clips), and the connection screws between the clips and purlins must be densified. It is strictly forbidden to use screw-fixed roof panels in edge areas.

Utilization of "No Snow Load":

Although there is no snow load, when calculating the roof live load, it cannot be lower than the minimum value specified by the code (usually 0.5kN/m²). However, you can utilize this point to slightly relax the design of lateral support for the compression flange of beams, which can help save a little steel consumption.

 

Summary: For this kind of warehouse project, the most reasonable scheme is a customized H-section steel rigid frame + snap-lock roof panels. The estimated reasonable steel consumption is between 36-46 kg/㎡. Please be sure to have a professional structural engineer review the wind load in detail, as 250km/h is an extreme condition that may require special wind uplift test reports for support.

 

 

Notes: The weights listed below are theoretical net weights. A 3–5% allowance for waste should be added during procurement.

1. Primary Structure System (Main Load-Bearing Frame)

Core components resisting wind and seismic loads. Material: Q355B.

No.	Component	Specification	Material	Quantity	Unit Weight (kg)	Total Weight (kg)	Remarks
1	Columns	H450-500x250x8x12	Q355B	40 pcs	~610	24,400	Variable-depth welded H-beams
2	Rafters	H400-500x200x6-8x10-12	Q355B	36 pcs	~680	24,480	2 pieces per frame, 17 frames total
3	Column Braces	H200x200x8x12	Q235B	16 pcs	~310	4,960	Installed at both ends and mid-section
4	Struts	Φ159x6	Q235B	20 pcs	~30	600	Continuous at ridge and eaves

Subtotal – Primary Structure: Approx. 54.44 tons

 

2. Secondary Structure System (Cladding Support Frame)

Components primarily resisting wind uplift. Material: Q235B Galvanized Steel (Zinc Coating ≥275g/m²).

No.	Component	Specification	Material	Length (per pc)	Quantity	Total Weight (kg)	Remarks
1	Roof Purlins	Z250x75x20x2.5	Galvanized	6.0m	374 pcs	19,100	Spacing @1.2m, includes overlaps
2	Wall Girts	C200x70x20x2.5	Galvanized	6.0m	334 pcs	12,485	Spacing @1.5m, double-slope walls
3	Tie Rods / Bracing Rods	Φ12 / Φ50x3	Q235	-	-	3,200	Double-direction roof tie rods with struts
4	Knee Braces	L50x5	Q235	1.0m	200 pcs	800	Connects beam-to-column joints

Subtotal – Secondary Structure: Approx. 35.585 tons

 

3. Cladding System (Color-Coated Steel Sheets)

Standard single-layer profiled steel sheets are used as per request for "color-coated single panels".

No.	Component	Specification	Thickness	Area (㎡)	Weight (kg)	Remarks
1	Roof Sheets	YX35-125-750	0.5mm	2100	1,050	Effective width: 0.75m, includes waste
2	Wall Sheets	HV-760 (High Rib)	0.5mm	1600	800	Height: 8m, excludes doors/windows
3	Edge Trims & Flashings	Custom Bent Parts	0.5mm	-	200	For ridge, eaves, and wall corners

Subtotal – Cladding System: Approx. 2.05 tons

 

4. Fasteners & Connectors

High-wind regions require sufficient and reliable connections.

No.	Material	Specification	Unit	Quantity	Remarks
1	High-Strength Bolts	10.9 Grade M22	Set	500	For beam-column connections
2	Ordinary Bolts	4.8 Grade M16	Set	1000	For braces and struts
3	Self-Drilling Screws	Φ5.5x13	Pc	5000	For fixing color sheets (dense spacing)
4	Anchor Bolts	M30	Set	72	Rigid base connections

 

5. Corrosion Protection & Fireproofing

No.	Material	Specification	Coats	Area (㎡)	Remarks
1	Epoxy Zinc-Rich Primer	-	2 coats	2500	Dry film thickness ≥70μm
2	Polyurethane Topcoat	-	2 coats	2500	Color as per owner's request

 

6. Material Summary Table

Category	Total Weight (kg)	Total Weight (tons)	Remarks
Primary Structure	54,440	54.44	Columns, rafters, braces
Secondary Structure	35,585	35.585	Purlins, girts, tie rods
Cladding	2,050	2.05	Sheets and trims
Subtotal (Net Weight)	92,075	92.075	Theoretical net weight
Waste Allowance (5%)	4,604	4.6	For transport and cutting loss
Total Procurement Quantity	96,679	96.679	Approx. 97 tons

Note: All data is for reference only. Final quantities subject to approved construction drawings.