LiteSpan Composite Panel — Load / Span Design Tables

Self-supporting double-skin sandwich panels · design to SANS 54509 : 2014 (EN 14509) · EPS core & IBR section calibrated to Omega Test House ITT OTH-T-2309-04 ·

How to read this. The steel faces are fixed by the tested panel; two things change the span — the core (EPS / Stone Wool / PIR) and the profile (IBR / Standing Seam / Flat wall). Only the 125 mm IBR EPS panel is physically tested TEST. Stone Wool & PIR core properties are PROVISIONAL (peer-reviewed EN 14509 tests on near-identical-density analog cores); the Standing-Seam and Flat sections are ±15% estimates from the profile drawings. Everything below is editable and recomputes live — drop in real test numbers when you have them.

1 · Calibration & assumptions

Faces (constant)

Face modulus E_f230 GPa

Face yield f_y230 MPa

Face thickness t0.5 mm

e @125 mm (IBR)134.82 mm

Declared in OTH-T-2309-04. e scales as e = d + offset per profile.

EPS anchors TEST

M_u mid (125mm IBR)11.1 kN·m

M_u over support ↓/↑5.43 / 6.51 kN·m

G_c / f_Cv3.188 / 0.077 MPa

f_Cc @10%0.110 MPa

Report exec-summary prints f_Cv=0.77; §13.1 (result) is 0.077. Screw-calc sheet carried the typo.

Design rules

γ_F wind / dead1.5 / 1.35

γ_M material1.25

Deflection roof ST / LTspan/200 · span/100

Deflection wallsspan/100

Bearing · min core75 mm · 50 mm

SANS 54509 E.5.4. Creep φ=0.079 magnifies long-term shear deflection.

Core properties — EPS test-fixed; edit Stone Wool & PIR, tables recompute

Core	Conf.	ρ kg/m³	λ W/mK	E_c MPa	G_c MPa	f_Cv MPa	f_Cc MPa	r =(E_cG_c)^⅓

Core	Source / basis

Profile sections — IBR test-anchored; SS & Flat are ±15% estimates

Profile	Cover mm	Top face	A_top mm²	σ_w,mid EPS MPa	e = d + mm	Basis

σ_w,mid is the mid-span compression-face wrinkling stress for an EPS core. Profiled IBR top = 191 MPa (tested); flat faces follow EN 14509 A.20: σ_w = 0.5·(E_f·E_c·G_c)^1/3 ≈ 70 MPa — that is why the flat wall panel spans far less than IBR under downward load. Scales with core as (E_c·G_c)^1/3.

2 · Span tables — maximum unsupported span (m)

Profile Load basis Support

3 · Interactive check — one panel, one span

Core Profile Thickness mm Span m Support Wind suction kPa Imposed kPa

4 · Density → shear estimator

Derive provisional core stiffness from density, per the fitted model. Use only inside the validity band shown — mineral-wool shear is fibre-grade governed (weak density dependence) and PIR follows ρ² over wide ranges, so these are local fits, not laws.

Core type Density kg/m³

5 · Fastener schedule (wind uplift / suction)

Through-fixed (IBR / flat)

Screws / panel / support3

Governing caseinternal support

Screws pass through the full panel into the purlin.

Standing-Seam (hidden clip)

Screws / clip2

Clip spacing≤ 500 mm

Seamed on site; ~4 screws/m².

Zap #14×125 Class 4

Axial tensile / shear19.7 / 10.9 kN

Pull-out 1.5 / 1.9 mm purlin4.68 / 6.5 kN

Design cap (÷γ_M)—

Uplift governs by purlin pull-out. Steel fixings only, ≥1.6 mm, stainless rivets.

Open items — must be closed before these tables are issued for construction.