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The New and Improved Pultex® Pultrusion Global Design ManualChapter 4

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Chapter 4 Load Tables for Flexural Members and Connections

Beam Deflections - A pultruded beam will be designed for deflection, strength and buckling.

Fiber reinforced composite beams exhibit both flexural and shear deflections. Shear deflections are mostapparent when the span to depth ratios are less than 20. At short spans, the shear deflections comprise asignificant portion of the actual deflections; therefore, the designer should always account for sheardeflections when designing with composites. Reference Pultex® Fiber Reinforced Polymer StructuralProfiles Material Properties Sheets for the appropriate properties of the profiles for which you areutilizing in your design.

Although coupon testing is a good quality control method, composite materials are not homogeneous andwill exhibit different properties in the web and flange areas. Deflection predictions should be made withvalues based on full section testing. Please reference Appendix B per ASTM D198 for full section testingprocedure.

The Allowable Uniform Load Tables were calculated using physical properties that were derived fromfull section testing. The Load Tables are based on simply supported end conditions with uniformlydistributed loads. For beam loadings and end conditions not represented in the Allowable Uniform LoadTables, reference the Beam Deflection Formula and relative design tables.

The following formula was used to predict the deflections in The Allowable Uniform Load Tables:

∆ = 5wL4 + w L2 Where: 384 EI 8A′G A′ = kAw (mm2)

Aw = Shear area of profile (mm2) (Ref. Table 2) k = Shear coefficients (Ref. Table 2)Ex = Modulus of elasticity (GPa)G = Modulus of rigidity (Shear Modulus) (GPa)I = Moment of inertia (mm4)L = Length of span (m)∆ = Deflection (mm)w = Load on the beam (N/m)

Allowable Stresses

Fiber reinforced composite beams exhibit compressive, flexural, and shear stresses under various loadconditions. The dominating failure mode for long span flexural members is typically local buckling ofthe compressive flange, while short spans are dominated by in-plane shear failures.

Safety Factors

The allowable stresses used in The Allowable Uniform Load Tables are based on the ultimatecompressive buckling, flexural and shear strengths with applied safety factors. Specifically, a “2.5”safety factor is used for local buckling and flexural stresses while a “3” safety factor is used for shear. Thefollowing shear and flexure formula were used to predict the Allowable Loads.

V=fv(Aw); where fv = allowable shear stress = 31 MPa = 10.3 MPa (Equation P-4)


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TC

M= fb(Sx); where fb = allowable flexural stress = 227.6 MPa = 91.0 MPa (Equation P-5)

Local Buckling of the Compression Flange for Wide Flange, I-Sections, Square Tube andRectangular Tube Sections

The local compression buckling strength of pultruded wide flange, I-Sections, square tubes andrectangular tubes can be determined by utilizing the following equations. The local bucking equationswere derived from University research. (Reference Step by Step Design Equations for Fiber-reinforcedPlastic Beams for Transportation Structures)Davalos,Barbero and Qiao

Where, σx is the critical stress, and p and q are constants that are defined by the coefficient ofrestraint (ζ) at the junction of the plates:

I/W sections:

Box sections:

Where:

σxcr = Critical buckling stress in (MPa)

b = Half the width of the compression flange for I/W sections (mm)b = The width of the compression flange for box sections, b=bf (mmbf = Width of the compression flange (mm)bw = Height of the section (mm)Ex = Longitudinal modulus of elasticity (GPa)Ey = Transverse modulus of elasticity (GPa)f = FlangeGxy = Modulus of rigidity (Shear Modulus) (GPa)p = Constant defined by the coefficient of restraint (ζ)q = Constant defined by the coefficient of restraint (ζ)t = Thickness of the compression flange (mm) ζ = Coefficient of restraint of the compression platesw = Web

( ) ( )( ) ( ) ( ) ( )( )[ ]fxyfxyfyfyfx

2f

2cr

x G2EpEE2qbt

12++

= νπσ

( )( ) 2

;2

;4.0

065.0025.0;5.0

004.03.0 f

wyf

fyw bb

Eb

Ebqp ==

+

+=

−

+= ζζζ

( )( ) 2

;;2.0

08.00.1;3.1

002.00.2 f

wyf

fyw bb

Eb

Ebqp ==

+

+=

−

+= ζζζ

able ofontents

)

(Equation P-3)


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Stress Calculations of Channels

The Wide Flange-, I- and Box sections mentioned above are loaded in the plane of symmetry and bend inthe plane of loading. Channel sections, however, do not exhibit such behavior unless the loading isapplied through the shear center. In normal construction with channel members, such a loading conditionis seldom observed; therefore, the top flange of channel sections, must be adequately supported to resistrotation due to off shear center loading. The Maximum Uniform Loads in the Allowable Uniform LoadTables were calculated using working stress analysis with the assumption that the members are fullylaterally supported. Reference Equations P-4 and P-5 on page 1. (Note: CPI is currently developing localbuckling and laterally unsupported beam equations for the next update)

Lateral-Torsional Buckling

The Allowable Uniform Loads in the Allowable Uniform Load Tables are derived assuming that adequatelateral support is provided for the flexural members. The degree of lateral support for structures isdifficult to predict. Figures a.– d. represent common bracing scenarios that are considered to provideadequate lateral support. Note that the bracing intervals must be adequate. In the event that lateralsupport is not used, the designer must investigate lateral torsional buckling criteria. The AllowableUniform Load Tables contain a column titled Allowable load, laterally unsupported beam global bucklingcapacity. Please note that the global buckling load tables include a 2.5x safety factor.

For I-Sections or Wide Flange Sections, the lateral torsional buckling load for various loading conditionscan be determined by using the following equation:


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Design Equation for Lateral-Torsional Buckling

Where, for Wide Flange Sections and I-Sections

Cw = Warping constant (mm6) J = Torsion constant (mm4)Cb = Moment variation constant (Ref. Table 1) Mcr = Critical moment (N-m)Lb = Unsupported length between points that have lateral Ey = Modulus of elasticity for bending about minor axis y (Use same value as Ex, for simplicity. Values are veG = Shear modulus (GPa)K = Effective length coefficient (Ref. Table 1)Iy = Moment of Intertia about the minor axis (mm4)

Cb is a moment gradient adjuster, that depends on the type of load and for Cb can be located in Table 1.

(Equation P-1)JGIEIC

KLE

KLCM yyyw

b

y

bbcr +

=

2ππ

( )33231

wf htbtJ +=4

2y

w

IhC =

Table ofContents

restraint (mm)-y (GPa)ry similar) Ey ≈Ex

end restraint conditions. Values

The New an

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Table 1Lateral Buckling Coefficient for Various End Conditions1

Lateral Supportabout y-axis

Moment gradientadjuster (Cb)

Effective lengthcoefficient (K)

None 1.0 1.0

NoneFull

1.130.97

1.00.5

NoneFull

1.300.86

1.00.5

NoneFull

1.351.07

1.00.5

None 1.70 1.0

d Improved Pultex® Pultrusion Global Design ManualChapter 4

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Full 1.04 0.5

6

Beam Deflection Formula

Note: Reference Table 2. Shear Areas and Shear Coefficients for Various Cross Sections A', A'=kAw.

Uniform load on simple beam

( )

( )xlw

wl

wV

wlVisR

xlxlwAG

wlwlwl

x

−=

=

−=

=

+−=∆

′+=∆

=

2xM

8midpoint)(at max. M

x21

2

2 24x

8 384 5 midpoint)(at max.

Load UniformEquiv. Total

x

2

x

323

24

EI

EI

Uniform load on beam fixed at both ends


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Point load on simply supported beam

( )

2Px

21x whenM

4lPload) of point (at max. M

2PV

x4l3 48

Px21x when

AG4Pl

48lP load) of point (at max.

2P Load Uniform Equiv. Total

x

22x

3

=

<

=

=

−=

<∆

′+=∆

=

EI

EI

( )

( )22x

1

x

2

2

x

4

xl xl12wM

24lwmidpoint) (atM

12lwends) (at max. M

xwV

2wlVisR

xll 24

xwAG

wl384

lw midpoint) (at max.

3wl Load Uniform Equiv. Total

66

21

8

2

2

2

2

2

−−=

=

=

−=

=

−=∆

′+=∆

=

EI

EI

T

Point load on beam with fixed ends

( )

( )l x48P

21 x whenM

8lPends) and center (at max. M

2PV

x4l3l 48

Px21 x when

AG4lP

192lP midpoint) (at max.

P Load Uniform Equiv. Total

x

2

2

x

3

−=

<

=

=

−=

<

′+=

=

EI

EI

∆

∆

o

Point load on cantilever beam

( )

( )

( )PxM

lPend fixed at max. MPVisR

xxl3l2 6P

AGlP

3lP end free at max.

8PLoad Uniform Equiv. Total

x

323x

3

===

+−=

′+=

=

EI

EI

∆

∆

Uniform load on cantilever beam


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( )

2xM

2end) fixed(at max. M

VVisR

3 x 4x 24

2 8w end) free(at max.

4 Load UniformEquiv. tal

2

x

2

x

434

24

w

wl

wxwl

llwAG

wllwl

x

=

=

==

+−=∆

′+=∆

=

EI

EI


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Table 2

Two Concentrated Loads Equally Spaced ona Simply Supported Beam

( )

( ) ( )

( ) ( )

( ) xPa x whenMPaloads) (between max. MPVisR

ax3xl3 6Paa) - l( and a x when

xa3al3 6Pxa x when

AGPa

6a

8l

EIPa center at max.

lPa8 Load Uniform Equiv. Total

x

22x

22x

22

=<==

−−=<>

−−=<

′+

−=

=

EI

EI

∆

∆

∆

for calculating A', A' = kAw

Type Shear Area k Type Shear Area k

Rectangular Section Aw= bd 5/6

Channel Section Aw= 2bt 5/6

I or W-Section Aw= 2bt 5/6Channel Section Aw= ht 1

I or W-Section Aw= th 1 Solid Round Aw= π2 8/9

Square Tube Aw= 2th 1 Angle Section Aw= th 1

Rectangular Tube Aw= 2tb 5/6 Circular Tube Aw= 2πRt 1/4

Note: Arrows indicate direction of shear forces k = Shear coefficient Aw = Shear areaNote: Values are approximated for simplicity. For exact shear coefficients reference Timoshenko's Beam Theory.

Cross Section Cross Section

Shear Areas and Shear Coefficients for Various Cross Sections


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Examples of Beam Selection of Pultex® Profiles used as Flexural Members

Example 1.

Design ParametersSelect a Pultex® Wide Flange Section capable of withstanding a uniform load of 1314 N/m, over a simplysupported span of 5m, with a deflection limit of L/180. The beam is laterally supported and has anassumed weight of 7.34 kg/m.SolutionRefer to the Allowable Uniform Load Tables. The load tables do not take into account the weight of thebeam; therefore, add the weight of the section to the design load. From the Allowable Uniform LoadTables, reference the 152mm x 152mm x 9.5 mm (nominal) Wide Flange Section. Locate the spancolumn and find the 5m span and look across the columns to the L/180 column. The number in the spacerepresents a uniform load of 1542 N/m. This load is more than the design load 1386 N/m (includedweight of selected beam). Therefore, the section is adequate. Select a 152 mm x 152 mm x 9.5mmWide Flange Section.

Example 2.

Design ParametersSelect a Pultex® Wide Flange Section that is simply supported and is capable of withstanding a laterallyunsupported load of 2550 N/m at a span of 6.4m with a deflection less than L/240. SolutionReference the Allowable Uniform Load Tables. Select a member size to begin the process. Locate the203mm x 203mm x 9.5mm Wide Flange Section and the span of 6.5m. Locate the Allowable load,laterally unsupported beam, global buckling capacity and locate the 6.5m span and load interface. Themaximum load is 960 N/m and is not adequate; therefore, select a larger Wide Flange Section. Select a254mm x 254mm x 12.7mm Wide Flange Section. Locate the 6.5m span and Maximum Load LaterallyUnsupported column. The maximum load is 2883 N/m with a 2x safety factor. The 2883 N/m load isgreater than the design load plus the weight of the Wide Flange Section; therefore, the 254mm x 254mmx 12.7mm beam is adequate. Scanning across the columns, notice that the 2711 N/m design load is lessthan the 3193 N/m load in the L/240 column; therefore, the deflection will be less than L/240.Select a 254mm x 254mm x 12.7mm Wide Flange Section.

Example 3.

Design ParametersDetermine the maximum allowable point load and deflection of a laterally unsupported 152mm x 152mmx 9.5mm Wide Flange Section that is simply supported at a span of 3.66mm. The beam is to be used in a10% concentration of Potassium Hydroxide.SolutionStep 1. Reference equation (P-1) for lateral-torsional buckling.

Cw = Warping constant (mm6)

J = Torsion constant (mm4)Cb = Moment gradient adjusterMcr = Critical moment (mm-N)L = Unsupported length (mm)

GJIEICKLE

KLCM yyyw

b

y

bbcr +

=

2ππ


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Ey = Modulus of elasticity for bending about minor axis (GPa) Ey ≈E

Example 3 (cont’d)

G = Shear modulus (GPa)K = Effective length coefficient (ref. Table 1)

Step 2. Use equation (P-2) to predict the critical moment Mcr. Obtain the moment variation constant Cbfrom Table 1. Cb is 1.35 for the simply supported beam with no end constraints and a point load (Table 1.)L is the laterally unsupported length of 3.66m or 3660 mm.E is the modulus of elasticity (reference the Pultex® Fiber Reinforced Polymer Structural Profiles MaterialProperties Sheet) E = 27.59 GPa.G is the modulus of rigidity (Shear Modulus) (reference the Pultex® Fiber Reinforced Polymer StructuralProfiles Material Properties Sheet) G = 3.45 GPaCw is the warping constant; a value can be located in the Elements of Section in the Design Manual. Forthe 152mm x 152mm x 9.5mm Wide Flange Section, Cw = 3.218E10mm6.J is torsion constant, a value can be found in the Elements of Section in the Design Manual. For the 152mm x 152mm x 9.5mm Wide Flange Section, J = 131698mm4.Iy is the moment if inertia about the weak axis, Iy = 5542163mm4. (from Elements of Section)K is the effective length coefficient from Table 1., K = 1.

Step 3. Equate Mcr

Mcr = 15,093 N-m

For a simply supported span with a point load at mid span, the maximum moment is given byM= PL/4. Where:P = point load in (N)L = length of span (m), equals Lb in the present case.

Therefore, calculate P.

15093 N-m = P(3.66m)/4P= 16,495 N

Apply the desired safety factor. In this case, use a 2.5 safety factor.Therefore, Pallowable = 6,598N

Step 4. Calculate the allowable deflection with the 6,60N load.

From the beam deflection equations, determine the equation for the simply supported, mid-span, pointload condition.

Where: A' = kAw

∆ = Deflection (in)P = Concentrated load (lbs.);i.e., Pallowable = 6,600NL = length of span (in) 3.66mm

)mm131698)(GPa345)(mm5542163)(GPa59.27()mm5542163)(10E218.3("mm3660)1(

GPa59.27mm3660)1(

35.1M 44462

cr +

=

ππ

'41

481 3

GAPL

EIPL

+=∆


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G = Modulus of rigidity (Shear modulus) (GPa) i.e., 3.45 GPaE = Full section modulus of elasticity (GPa), i.e., 27.59 GPaIx = Moment of inertia (mm4), i.e., 16964344mm4

Example 3 (cont’d)

A′ = kAw, i.e. 1(1,452mm2)=1,452mm2

Aw = Cross sectional area of web 1,452mm2

k = Shear Coefficient Reference Table 2. (Shear area of common cross sections), i.e.,(Table 2)

Step 5. Solve for deflection ∆.

∆ = 15.57mm or L/235

Step 6. Determine if the flexural strength is adequate.

σf = M/Sx

Where: σf = flexural stress (GPa)M = maximum moment (N - m)Sx = Section modulus (mm3)

From the Elements of Section of The New and Improved Design Manual for Pultrusion ofStandard and Custom Fiber Reinforced Polymer Structural Profiles, determine Sx for the 152mmx 152mm x 9.5mm Wide Flange Section. Sx = 222630mm3.From the Pultex® SuperStructural Profiles for Wide Flange Sections and I-Sections MaterialProperties Sheets, determine the ultimate flexural strength and apply the proper safety factor,which in the present case is 2.5.

σf = 227.6 MPa ultimate flexural strength.

(227.6 MPa/2.5) = (3.66mm/4)/222630mm3

Pflexural= 4,983 lbs.

Pflexural > Pallowable therefore, the strength is adequate.

Step 7. Calculate the Critical Buckling load and determine if it is adequate. From equation (P-2):

Where:

σxcr = Critical buckling stress in (MPa)

b = Half the width of the compression flange for I/W sections (mm)b = The width of the compression flange for box sections, b=bf (mm)bf = width of the compression flange (mm)

)mm0015.mm452,1)(GPa45.3()m66.3)(N600,6(

41

)mm16964344)(GPa59.27()m66.3)(N600,6(

481

24

3

−+=∆

( ) ( )( ) ( ) ( ) ( )( )[ ]fxyfxyfyfyfx

fcrx

GEpEEqbt

22*212

22

++

= νπσ

( )( ) 2

;2

;4.0

065.0025.0;5.0

004.03.0 f

wyf

fyw bb

Eb

Ebqp ==

+

+=

−

+= ζζζ


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bw = Height of the section (mm)Ex = Longitudinal modulus of elasticity (GPa)Ey = Transverse modulus of elasticity (GPa)

f = FlangeGxy = Modulus of rigidity (Shear Modulus) (GPa)p = Constant defined by the coefficient of restraint (ζ)q = Constant defined by the coefficient of restraint (ζ)t = Thickness of the compression flange (mm) ζ = Coefficient of restraint of the compression plates

σxcr = 156 MPa

Step 7. The allowable local buckling load is determined by evaluating the critical buckling stress tobending stress and applying the appropriate safety factor. In this case use 2.5.

Use σ =M/Sx where, M=PL/4 Therefore, P =(σx

cr Sx4)/L

Pbuckling=(156 MPa*222638 mm3*4)/3.66mm = 37995 N/2.5

Pallowable =15,198N> Pglobal buckling 6598N; therefore, global buckling governs the design.

The design is governed by Mcr Lateral Torsional Buckling (Global buckling) and is limited to6598N.

Reference the Chemical Compatibility Guide to determine the proper Pultex® Series.

Choose Pultex® 1625 Series.


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Nomenclature

∆ = Deflection (mm)∆ = 1-(νxyνyx)ζ = Coefficient of restraint of the compression platesσc = Compressive stress (GPa)σx

cr = Critical buckling stress in (GPa)νxy = Poisson’s ratio (longitudinal)νyx = Poisson’s ratio (transverse)a = Unsupported length or region over which Nx acts (length of beam) inchesAw = Shear area of profile (Table 2) (mm2)A′ = kAw, Shear coefficient x shear area of profile (mm2)b = Half the width of the compression flange for I/W sections (mm)b = The width of the compression flange for box sections, b=bf (mm)bf = Width of the compression flange (mm)bw = Height of the section (mm)Cb = Moment Variation Constant Cw = Warping Constant (mm6) D = Deflection (mm)D11, D22 = Flexural rigidity in 1, 2 and radial directions ExorEy = Modulus of elasticity of the major or minor axis(GPa)Ey local = Local transverse modulus of Elasticity (GPa)f = Flangefb = Flexural stress (GPa)fv = Shear stress (GPa) G = Shear modulus (modulus of rigidity) (GPa)Gxy = Shear modulus (GPa)h = Depth of section (mm)Ix or y = Moment of Inertia about desired axis (mm4)J = Torsion Constant (mm4)K = Effective length coefficientk = Shear coefficient (Table 2.)L = Length (mm)Lb = Unsupported length between points that have lateral restraint (mm)M = Maximum moment (m -N)Mcr = Critical Moment that causes lateral buckling (m-N)P = Point load (N)p = Constant defined by the coefficient of restraint (ζ)q = Constant defined by the coefficient of restraint (ζ)r = Radius of gyration (mm)Sx = Section modulus (mm3)t = Thickness of compression flange (mm)V = Shear Force (N)Wt. = Weight of profile in N/mWlb = Maximum load governed by critical local buckling (N/m)Wf = Maximum load governed by flexural stress (N/m)Wv = Maximum load governed by shear strength (N/m)Wlu = Maximum laterally unsupported load (N/m)L/D = Ratio of length of the span to the deflection


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Introduction to Pultex SuperStructural Profiles

Product Advantage Summary

When comparing pultruded fiber reinforced polymer composites to traditional building materials such assteel, one will notice that the strengths of the materials are generally comparable while the stiffnesscharacteristics are dissimilar. For example, the modulus of elasticity of steel is approximately 29E6 psi.,while the modulus of elasticity of a typical pultruded Wide Flange Section is 2.5-2.8E6 psi. The stiffnessdifference is 11.5 times between the two materials. In an effort to improve stiffness, Creative Pultrusions,has modified the fiber architecture of selected structural profiles. The result improved the modulus ofelasticity from 2.5-2.8E6 psi to 3.9-4.0E6 psi., an average improvement in E-Modulus of 49%. Pultex

SuperStructural profiles offer the designer the ability to design longer spans with heavier loads. Themost important advantage is a more economical design, as material and labor costs are greatly reduced.

The following example is a comparison of a standard pultruded section to a Pultex® SuperStructuralprofile.

Example 1.0Reference Creative Pultrusions former Design Guide, Volume 2, Revision 1, Allowable Uniform LoadTables, page 3-17. The allowable uniform load of a standard 6" x 6" x 3/8" Wide Flange Section at aspan of 10′ and L/D ratio of 360 is 149 lbs./ft. Referencing The New and Improved Pultex® PultrusionDesign Manual, the allowable uniform load for the same loading, span and deflection criteria is 220lbs./ft. The difference is a 48% increase in E-Modulus. The graph below demonstrates the differencebetween the Pultex SuperStructural 6" x 6" x 3/8" Wide Flange Section and a standard pultruded 6" x6" x 3/8" Wide Flange Section. The graph demonstrates the allowable uniform loads for each beam atvarious spans with the deflection limit of L/D = 360.

Comparison of Standard Structural Profiles and Pultex SuperStructural Profiles

Project example: Plating Tank Cover Design

Pultex® Supe rSt ruct ura l vs Pultex® Standard Structural Allowable Uniform Load Comparison

0

100

200

300

400

8 9 10 11 12 13 14 15Span (ft)

(Uni

form

Loa

d (lb

s./ft

48% increase in E-Modulus

Pultex® SuperStructural Profiles 6" x 6" x 3/8" Wide Flange Section Pultex® Standard Structural Profiles 6" x 6" x 3/8" Wide Flange Section


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1. Standard Structural Project Design FactorsDescription: Plating tank Design load: 80 psfMaximum deflection: L/180 or .67"Service temperature: 80°F5% concentration of Chromic Acid

Step 1. Based on the 80 psf + the 3.46 psf DL of Flowgrip, determine the allowable beam spacing.

Step 2. Reference Creative Pultrusions former Design Guide, Volume 2, Revision 1.For a 6"x6"x3/8" Wide Flange Beam, the allowable uniform load at L/180 is 298 lbs/ft.

Step 3. Determine the allowable spacing by dividing the allowable load by the design load, i.e., (298 lbs/ft)/83.46lbs/ft2= 3.57' O.C.

Step 4. Space the beams @ 3.5' O.C. (Note: beam weight excluded)

Bill of Materials for Standard Structural Project DesignItem Quantity Price $ Total

6"x6"x3/8" W-Section; 1625; Spaced 3.5' O.C. 19 pcs. @11' $24.28/ft $5,074.52Flowgrip Solid Panel 21 pcs. @20' $33.14/ft $13,918.80Misc., i.e., fasteners, adhesive

Total Material Price $18,993.32

2. Pultex® SuperStructural Project Design FactorsDescription: Plating tank cover 10' x 60'Design load: 80 psfMaximum deflection: L/180 or .67"Service temperature: 80°F5% concentration of Chromic Acid

Step 1. Determine the maximum span of Flowgrip Solid Floor Panel.a. Reference page 7 of the Solutions that Work---The Most Complete Line of Grating and

Access Structure Products in the IndustryNote: The Flowgrip® Solid Floor Panel will span 60" and satisfy the above design criteria.

(The beam spacing is based on 5' O.C.)

Pultex SuperStructural Profiles Pultex® Standard Structural Profiles


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Step 2. Determine which Wide Flange Section profile will satisfy the loading condition above.a. 80 psf x 5' panel width = 400 lbs/ft live load on the beams.b. Calculate the dead load. Assume that a 6" x 6" x 3/8" Wide Flange Section profile is

sufficient.c. The weight of the 6" x 6" x 3/8" section is 4.92 lbs/ft.d. Calculate the weight of the Flowgrip 3.46 psf x 5' = 17.3 lbs/ft.

Step 3. Determine the total live load (LL) and dead load (DL) combination.a. 400 lbs/ft LL + 4.92 lbs/ft DL + 17.3 lbs/ft DL = 422.2 lbs./ft.

Step 4. Determine if the 6" x 6" x 3/8" Wide Flange Section profile is adequate.a. Reference the 6" x 6" x 3/8" Wide Flange Section in the Allowable Uniform Load Tables.b. Locate the 10' span row and look across to the l/180 deflection column.c. The Pultex SuperStructural 6" x 6" x 3/8" Wide Flange Section will hold 441 lbs/ft and

deflect less than L/180; therefore, the 6" x 6" x 3/8" Wide Flange Section profile is adequate.

Step 5. Space all beams at 5' O.C. across the 10' section of the span.

Bill of Materials for Pultex SuperStructural Project Design Item Quantity Price $ Total

6"x6"x3/8" W-Section; 1625; Spaced 5' O.C. 13 pcs. @11' $24.28/ft $3,472.04Flowgrip Solid Floor Panel 21 pcs. @ 20' $33.14/ft $13,918.80 Misc., i.e., fasteners, adhesives Total Material Price $17,390.84

$17,391

$18,993

$16,500

$17,000

$17,500

$18,000

$18,500

$19,000

Pultex® SuperStructuralProfiles

Pultex® StandardStructural Profiles

Total Material Cost

Pultex® S u p e r S tr u ctu r a l vs Pultex® Standard Structural ProfilesPrice Advantage Comparison

Pultex® SuperStructuralProfiles

Pultex® StandardStrucural Profiles


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Table ofContents

Span/Deflection Ratio Conversion Table (Metric)

Span Span L/D=80 L/D=100 L/D=150 L/D=180 L/D=240 L/D=360 L/D=500meter mm Deflection (mm)0.25 250 3.13 2.50 1.67 1.39 1.04 0.69 0.500.50 500 6.25 5.00 3.33 2.78 2.08 1.39 1.000.75 750 9.38 7.50 5.00 4.17 3.13 2.08 1.501.00 1000 12.50 10.00 6.67 5.56 4.17 2.78 2.001.25 1250 15.63 12.50 8.33 6.94 5.21 3.47 2.501.50 1500 18.75 15.00 10.00 8.33 6.25 4.17 3.001.75 1750 21.88 17.50 11.67 9.72 7.29 4.86 3.502.00 2000 25.00 20.00 13.33 11.11 8.33 5.56 4.002.25 2250 28.13 22.50 15.00 12.50 9.38 6.25 4.502.50 2500 31.25 25.00 16.67 13.89 10.42 6.94 5.002.75 2750 34.38 27.50 18.33 15.28 11.46 7.64 5.503.00 3000 37.50 30.00 20.00 16.67 12.50 8.33 6.003.25 3250 40.63 32.50 21.67 18.06 13.54 9.03 6.503.50 3500 43.75 35.00 23.33 19.44 14.58 9.72 7.003.75 3750 46.88 37.50 25.00 20.83 15.63 10.42 7.504.00 4000 50.00 40.00 26.67 22.22 16.67 11.11 8.004.25 4250 53.13 42.50 28.33 23.61 17.71 11.81 8.504.50 4500 56.25 45.00 30.00 25.00 18.75 12.50 9.004.75 4750 59.38 47.50 31.67 26.39 19.79 13.19 9.505.00 5000 62.50 50.00 33.33 27.78 20.83 13.89 10.005.25 5250 65.63 52.50 35.00 29.17 21.88 14.58 10.505.50 5500 68.75 55.00 36.67 30.56 22.92 15.28 11.005.75 5750 71.88 57.50 38.33 31.94 23.96 15.97 11.506.00 6000 75.00 60.00 40.00 33.33 25.00 16.67 12.006.25 6250 78.13 62.50 41.67 34.72 26.04 17.36 12.506.50 6500 81.25 65.00 43.33 36.11 27.08 18.06 13.006.75 6750 84.38 67.50 45.00 37.50 28.13 18.75 13.507.00 7000 87.50 70.00 46.67 38.89 29.17 19.44 14.007.25 7250 90.63 72.50 48.33 40.28 30.21 20.14 14.507.50 7500 93.75 75.00 50.00 41.67 31.25 20.83 15.007.75 7750 96.88 77.50 51.67 43.06 32.29 21.53 15.508.00 8000 100.00 80.00 53.33 44.44 33.33 22.22 16.008.25 8250 103.13 82.50 55.00 45.83 34.38 22.92 16.508.50 8500 106.25 85.00 56.67 47.22 35.42 23.61 17.008.75 8750 109.38 87.50 58.33 48.61 36.46 24.31 17.509.00 9000 112.50 90.00 60.00 50.00 37.50 25.00 18.009.25 9250 115.63 92.50 61.67 51.39 38.54 25.69 18.509.50 9500 118.75 95.00 63.33 52.78 39.58 26.39 19.00


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Span/Deflection Ratio Conversion Tables (Metric) - Cont’d

Span Span L/D=80 L/D=100 L/D=150 L/D=180 L/D=240 L/D=360 L/D=500meter mm Deflection (mm)9.75 9750 121.88 97.50 65.00 54.17 40.63 27.08 19.5010.00 10000 125.00 100.00 66.67 55.56 41.67 27.78 20.0010.25 10250 128.13 102.50 68.33 56.94 42.71 28.47 20.5010.50 10500 131.25 105.00 70.00 58.33 43.75 29.17 21.0010.75 10750 134.38 107.50 71.67 59.72 44.79 29.86 21.5011.00 11000 137.50 110.00 73.33 61.11 45.83 30.56 22.0011.25 11250 140.63 112.50 75.00 62.50 46.88 31.25 22.5011.50 11500 143.75 115.00 76.67 63.89 47.92 31.94 23.0011.75 11750 146.88 117.50 78.33 65.28 48.96 32.64 23.5012.00 12000 150.00 120.00 80.00 66.67 50.00 33.33 24.0012.25 12250 153.13 122.50 81.67 68.06 51.04 34.03 24.5012.50 12500 156.25 125.00 83.33 69.44 52.08 34.72 25.0012.75 12750 159.38 127.50 85.00 70.83 53.13 35.42 25.5013.00 13000 162.50 130.00 86.67 72.22 54.17 36.11 26.0013.25 13250 165.63 132.50 88.33 73.61 55.21 36.81 26.5013.50 13500 168.75 135.00 90.00 75.00 56.25 37.50 27.0013.75 13750 171.88 137.50 91.67 76.39 57.29 38.19 27.5014.00 14000 175.00 140.00 93.33 77.78 58.33 38.89 28.0014.25 14250 178.13 142.50 95.00 79.17 59.38 39.58 28.5014.50 14500 181.25 145.00 96.67 80.56 60.42 40.28 29.0014.75 14750 184.38 147.50 98.33 81.94 61.46 40.97 29.5015.00 15000 187.50 150.00 100.00 83.33 62.50 41.67 30.0015.25 15250 190.63 152.50 101.67 84.72 63.54 42.36 30.5015.50 15500 193.75 155.00 103.33 86.11 64.58 43.06 31.0015.75 15750 196.88 157.50 105.00 87.50 65.63 43.75 31.5016.00 16000 200.00 160.00 106.67 88.89 66.67 44.44 32.0016.25 16250 203.13 162.50 108.33 90.28 67.71 45.14 32.5016.50 16500 206.25 165.00 110.00 91.67 68.75 45.83 33.0016.75 16750 209.38 167.50 111.67 93.06 69.79 46.53 33.5017.00 17000 212.50 170.00 113.33 94.44 70.83 47.22 34.0017.25 17250 215.63 172.50 115.00 95.83 71.88 47.92 34.5017.50 17500 218.75 175.00 116.67 97.22 72.92 48.61 35.0017.75 17750 221.88 177.50 118.33 98.61 73.96 49.31 35.5018.00 18000 225.00 180.00 120.00 100.00 75.00 50.00 36.0018.25 18250 228.13 182.50 121.67 101.39 76.04 50.69 36.5018.50 18500 231.25 185.00 123.33 102.78 77.08 51.39 37.0018.75 18750 234.38 187.50 125.00 104.17 78.13 52.08 37.5019.00 19000 237.50 190.00 126.67 105.56 79.17 52.78 38.0019.25 19250 240.63 192.50 128.33 106.94 80.21 53.47 38.5019.50 19500 243.75 195.00 130.00 108.33 81.25 54.17 39.0019.75 19750 246.88 197.50 131.67 109.72 82.29 54.86 39.50


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Allowable Uniform Load Tables (Metric)

76.2 x 76.2 x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform1500/1525/1625 Series Ultimate Flexural Strength (MPa) 227.6 Loads at various L/D ratios

E= 27.5 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 277.7 (N/m)Ix= 1.34E6 mm4 Sx= 3.52E4 mm3 Simply Supported with a Uniform Load Maximum Lb = .61 mAw= 4.83E2

2Wt.= 2.42 kg/lm Laterally Supported beams L/D ratio

Span(m)

Allowable load, laterallyunsupported beam

global buckling capacity,2.5x Safety Factor

(N/m)

Allowableload, local

compressionbuckling

capacity, 2.5xSafety Factor

(N/m)

Allowableload,

flexuralcapacity,

2.5x SafetyFactor(N/m)

Allowable load,In-plane shear

of the webcapacity, 3x

Safety Factor(N/m) 100 150 180 240 360

1.00 20251 31296 25652 15569 13037 9778 65191.25 8903 20029 16417 12456 8551 7126 5345 35631.50 4627 13909 11401 10380 7706 5137 4281 3211 21411.75 2695 10219 8376 8897 4967 3311 2759 2070 13802.00 1703 7824 6413 7785 3379 2253 1877 1408 9392.25 1145 6182 5067 6920 2399 1599 1333 999 6662.50 806 5007 4104 6228 1762 1175 979 734 489

Note: Bold numbers in the Factored Load Tables represent the governing load


E= 27.5 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 156.2 (N/m)Ix= 3.35E6 mm4 Sx= 6.60E4 mm3 Simply Supported with a Uniform Load Maximum Lb = .76 mAw= 6.45E2


Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.25 24389 21118 30773 16607 16081 12061 80411.50 12157 14665 21370 13839 11907 9923 7442 49611.75 6805 10775 15700 11862 7810 6509 4882 32542.00 4148 8249 12021 10380 8066 5378 4481 3361 22412.25 2697 6518 9498 9226 5775 3850 3208 2406 16042.50 1845 5280 7693 8304 4269 2846 2372 1779 11862.75 1315 4363 6358 7549 3241 2161 1801 1351 9003.00 969 3666 5342 6920 2517 1678 1398 1049 6993.25 734 3124 4552 6387 1992 1328 1107 830 553

Pultex® SuperStructural ProfilesWide Flange Sections



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E= 27.5 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 69.4 (N/m)Ix= 1.19E7 mm4 Sx= 1.56E5 mm3 Simply Supported with a Uniform Load Maximum Lb = 1.07 mAw= 9.67E3


Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.75 30684 11324 37128 17794 99822.00 18167 8670 28426 15569 70782.25 11468 6850 22460 13839 51792.50 7615 5549 18193 12456 38912.75 5270 4586 15035 11323 4488 29923.00 3773 3853 12634 10380 3519 23463.25 2780 3283 10765 9581 2807 18713.50 2099 2831 9282 8897 2273 15163.75 1618 2466 8086 8304 1865 12444.00 1271 2168 7106 7785 2065 1549 10334.25 1014 1920 6295 7327 1733 1300 8664.50 821 1713 5615 6920 1468 1101 7344.75 673 1537 5039 6556 1504 1254 940 627




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Span(m)

Allowable load, laterallyunsupported beamglobal buckling capacity,

2.5x Safety Factor(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.75 47707 36334 52945 26690 21604 144032.00 28545 27818 40536 23354 20380 15285 101902.25 18222 21980 32028 20759 17863 14886 11165 74432.50 12243 17804 25943 18683 13406 11172 8379 55862.75 8574 14714 21440 16985 10297 8580 6435 42903.00 6214 12364 18016 15569 12101 8068 6723 5042 33623.25 4634 10535 15351 14372 9648 6432 5360 4020 26803.50 3541 9084 13236 13345 7809 5206 4338 3254 21693.75 2763 7913 11530 12456 6405 4270 3558 2669 17794.00 2196 6955 10134 11677 5316 3544 2953 2215 14774.25 1772 6160 8977 10990 4459 2973 2477 1858 12394.50 1451 5495 8007 10380 3776 2517 2098 1573 10494.75 1202 4932 7186 9833 3225 2150 1791 1344 8965.00 1007 4451 6486 9342 2775 1850 1542 1156 771




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Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

2.50 35405 18489 47896 24911 124312.75 24417 15280 39584 22646 14538 96923.00 17419 12840 33261 20759 11529 76863.25 12787 10940 28341 19162 12375 9281 61883.50 9618 9433 24437 17794 10097 7573 50483.75 7388 8217 21287 16607 8337 6253 41694.00 5780 7222 18709 15569 6958 5219 34794.25 4596 6398 16573 14654 5864 4398 29324.50 3707 5706 14783 13839 4985 3739 24934.75 3028 5122 13268 13111 4272 3204 21365.00 2502 4622 11974 12456 4425 3687 2765 18445.25 2089 4193 10861 11862 3845 3204 2403 16025.50 1760 3820 9896 11323 3361 2801 2100 14005.75 1496 3495 9054 10831 2954 2462 1846 12316.00 1281 3210 8315 10380 2610 2175 1631 10886.25 1105 2958 7663 9964 2317 1931 1448 9666.50 960 2735 7085 9581 2066 1722 1292 8616.75 838 2536 6570 9226 1850 1542 1156 7717.00 736 2358 6109 8897 1663 1386 1039 6937.25 650 2198 5695 8590 1500 1250 938 625




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

2.50 47633 41805 61469 33215 31520 23640 157602.75 33067 34550 50801 30195 29436 24530 18398 122653.00 23754 29031 42687 27679 23308 19424 14568 97123.25 17560 24737 36372 25550 18741 15618 11713 78093.50 13303 21329 31362 23725 15275 12729 9547 63653.75 10293 18580 27320 22143 12602 10502 7877 52514.00 8112 16330 24011 20759 15766 10511 8759 6569 43804.25 6497 14465 21270 19538 13279 8853 7377 5533 36894.50 5277 12903 18972 18453 11283 7522 6268 4701 31344.75 4342 11580 17027 17481 9664 6443 5369 4027 26855.00 3612 10451 15367 16607 8338 5559 4632 3474 23165.25 3036 9480 13939 15817 7242 4828 4024 3018 20125.50 2576 8637 12700 15098 6329 4219 3516 2637 17585.75 2203 7903 11620 14441 5562 3708 3090 2318 15456.00 1899 7258 10672 13839 4913 3276 2730 2047 13656.25 1648 6689 9835 13286 4361 2907 2423 1817 12116.50 1439 6184 9093 12775 3888 2592 2160 1620 10806.75 1265 5735 8432 12302 3481 2321 1934 1450 9677.00 1117 5332 7840 11862 3129 2086 1738 1304 8697.25 991 4971 7309 11453 2822 1881 1568 1176 7847.50 884 4645 6830 11072 2554 1702 1419 1064 7097.75 792 4350 6396 10714 2318 1546 1288 966 6448.00 712 4083 6003 10380 2111 1407 1173 880 5868.25 642 3839 5645 10065 1928 1285 1071 803 535




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254 x 254 x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform1500/1525/1625 Series Ultimate Flexural Strength (MPa) 227.6 Loads at various L/D ratios



Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

3.50 22335 9647 39046 22242 94133.75 17043 8403 34014 20759 78334.00 13243 7386 29895 19462 65804.25 10456 6542 26481 18317 55774.50 8373 5836 23621 17299 47644.75 6790 5237 21200 16389 40995.00 5570 4727 19133 15569 35515.25 4616 4287 17354 14828 30955.50 3861 3906 15812 14154 27135.75 3257 3574 14467 13539 23906.00 2769 3283 13287 12974 3175 21176.25 2371 3025 12245 12456 2824 18836.50 2044 2797 11321 11976 2523 16826.75 1773 2594 10498 11533 2263 15087.00 1546 2412 9762 11121 2037 13587.25 1356 2248 9100 10738 1839 12267.50 1195 2101 8503 10380 1667 11117.75 1057 1967 7964 10045 1515 10108.00 940 1846 7474 9731 1841 1381 921




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Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

3.00 54350 29930 68763 34599 26910 179403.25 39798 25502 58591 31937 21870 145803.50 29857 21989 50520 29656 17985 119903.75 22874 19155 44008 27679 14950 99674.00 17847 16836 38679 25949 16731 12548 83654.25 14151 14913 34262 24423 14168 10626 70844.50 11381 13302 30561 23066 12094 9071 60474.75 9271 11939 27429 21852 10401 7801 52005.00 7639 10775 24755 20759 9005 6754 45035.25 6360 9773 22453 19771 9415 7845 5884 39235.50 5344 8905 20458 18872 8249 6874 5156 34375.75 4530 8147 18718 18051 7267 6056 4542 30286.00 3869 7482 17191 17299 6433 5361 4020 26806.25 3329 6896 15843 16607 5720 4767 3575 23846.50 2883 6376 14648 15969 5109 4257 3193 21296.75 2512 5912 13583 15377 4580 3817 2863 19097.00 2201 5497 12630 14828 4122 3435 2576 17187.25 1938 5125 11774 14317 3722 3102 2327 15517.50 1716 4789 11002 13839 3373 2810 2108 14057.75 1525 4485 10304 13393 3065 2554 1916 12778.00 1362 4209 9670 12974 4190 2793 2328 1746 11648.25 1221 3958 9093 12581 3829 2553 2127 1595 10648.50 1098 3728 8566 12211 3508 2339 1949 1462 9758.75 992 3518 8083 11862 3222 2148 1790 1343 8959.00 898 3326 7640 11533 2966 1977 1648 1236 824




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

3.50 59885 22436 74226 35587 195793.75 45668 19544 64659 33215 164074.00 35463 17178 56829 31139 138684.25 27980 15216 50340 29307 118144.50 22391 13572 44902 27679 15206 101384.75 18146 12181 40300 26222 13137 87585.00 14873 10994 36371 24911 11419 76135.25 12316 9972 32989 23725 9984 66565.50 10294 9086 30058 22646 8775 58505.75 8678 8313 27502 21662 7751 51676.00 7372 7634 25257 20759 6878 45856.25 6308 7036 23277 19929 6130 40876.50 5433 6505 21521 19162 5485 36576.75 4708 6032 19957 18453 4927 32847.00 4103 5609 18556 17794 4441 29607.25 3595 5229 17299 17180 4016 26777.50 3165 4886 16165 16607 4858 3643 24297.75 2799 4576 15139 16072 4420 3315 22108.00 2486 4294 14207 15569 4033 3024 20168.25 2217 4038 13359 15098 3689 2767 18448.50 1985 3804 12585 14654 3383 2537 16928.75 1783 3590 11876 14235 3110 2332 15559.00 1607 3393 11226 13839 2865 2149 14329.25 1454 3212 10627 13465 3174 2645 1984 13239.50 1318 3045 10075 13111 2936 2447 1835 12239.75 1199 2891 9565 12775 2722 2268 1701 1134

10.00 1094 2748 9093 12456 2527 2106 1579 105310.25 1000 2616 8655 12152 2351 1959 1469 97910.50 917 2493 8247 11862 2190 1825 1369 91310.75 842 2378 7868 11587 2044 1703 1278 85211.00 776 2271 7515 11323 1910 1592 1194 796Note: Bold numbers in the Factored Load Tables represent the governing load



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E= 27.5 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 1,009.1 (N/m)Ix= 7.51E5 mm4 Sx= 1.97E4 mm3 Simply Supported with a Uniform Load Maximum Lb = .30 mAw= 4.84E2 mm2 Wt.= 1.58 kg/lm Laterally Supported beams L/D ratio

Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.75 9938 112847 25453 20759 20700 17250 12937 86251.00 3731 63476 14317 15569 14182 9455 7879 5909 39391.25 1791 40625 9163 12456 7550 5033 4194 3146 20971.50 997 28212 6363 10380 4466 2977 2481 1861 12401.75 612 20727 4675 8897 2850 1900 1583 1188 7922.00 403 15869 3579 7785 1926 1284 1070 803 535



E= 27.5 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 567.6 (N/m)Ix= 1.89E6 mm4 Sx= 3.71E4 mm3 Simply Supported with a Uniform Load Maximum Lb = .38 mAw= 6.45E2 mm2 Wt.= 2.14 kg/lm Laterally Supported beams L/D ratio

Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.25 3954 43227 17333 16607 11919 9933 7449 49661.50 2104 30019 12037 13839 10759 7173 5977 4483 29891.75 1250 22055 8844 11862 6943 4628 3857 2893 19282.00 803 16886 6771 10380 4727 3151 2626 1969 13132.25 547 13342 5350 9226 3357 2238 1865 1399 9332.50 389 10807 4333 8304 2467 1645 1371 1028 6852.75 287 8931 3581 7549 1865 1243 1036 777 518


Pultex® SuperStructural ProfilesI-Sections


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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.25 15504 45618 41157 24911 22664 151091.50 7739 31679 28582 20759 18963 14223 94821.75 4338 23275 20999 17794 15099 12582 9437 62912.00 2648 17820 16077 15569 10480 8733 6550 43672.25 1724 14080 12703 13839 11320 7547 6289 4717 31452.50 1181 11405 10289 12456 8405 5603 4669 3502 23352.75 843 9425 8504 11323 6402 4268 3557 2668 17783.00 622 7920 7145 10380 4984 3323 2769 2077 13843.25 472 6748 6088 9581 3953 2635 2196 1647 10983.50 366 5819 5250 8897 3186 2124 1770 1327 8853.75 290 5069 4573 8304 2604 1736 1447 1085 723




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.50 13098 101033 40513 31139 27176 20382 135881.75 7543 74228 29764 26690 21586 17988 13491 89942.00 4722 56831 22788 23354 22436 14957 12464 9348 62322.25 3147 44904 18006 20759 16137 10758 8965 6724 44822.50 2201 36372 14585 18683 11970 7980 6650 4988 33252.75 1600 30059 12053 16985 9111 6074 5062 3796 25313.00 1200 25258 10128 15569 7089 4726 3938 2954 19693.25 924 21522 8630 14372 5620 3747 3122 2342 15613.50 727 18557 7441 13345 4528 3019 2516 1887 12583.75 582 16165 6482 12456 3700 2467 2056 1542 10284.00 474 14208 5697 11677 3062 2041 1701 1276 8514.25 391 12585 5047 10990 2562 1708 1423 1067 7124.50 326 11226 4501 10380 2164 1443 1202 902 601




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.75 19722 77495 55243 35587 29765 198432.00 11929 59332 42296 31139 28131 21098 140662.25 7699 46880 33419 27679 24692 20577 15432 102882.50 5230 37973 27069 24911 18551 15459 11594 77292.75 3702 31382 22371 22646 21390 14260 11883 8912 59423.00 2711 26370 18798 20759 16771 11181 9317 6988 46593.25 2042 22469 16017 19162 13377 8918 7432 5574 37163.50 1575 19374 13811 17794 10832 7221 6018 4513 30093.75 1240 16877 12031 16607 8888 5925 4938 3703 24694.00 994 14833 10574 15569 7379 4920 4100 3075 20504.25 809 13139 9367 14654 6191 4128 3440 2580 17204.50 667 11720 8355 13839 5244 3496 2913 2185 14574.75 556 10519 7498 13111 4479 2986 2488 1866 12445.00 469 9493 6767 12456 3855 2570 2142 1606 10715.25 399 8611 6138 11862 3341 2228 1856 1392 9285.50 343 7846 5593 11323 2915 1943 1619 1214 8105.75 296 7178 5117 10831 2557 1705 1421 1066 710




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

2.00 17098 133623 54048 41518 35495 26621 177482.25 11212 105579 42704 36905 31087 25906 19429 129532.50 7732 85519 34591 33215 23315 19429 14572 97152.75 5551 70677 28587 30195 26848 17899 14916 11187 74583.00 4118 59388 24021 27679 21028 14019 11682 8762 58413.25 3139 50603 20468 25550 16759 11173 9311 6983 46553.50 2448 43632 17648 23725 13561 9041 7534 5650 37673.75 1946 38008 15374 22143 11121 7414 6179 4634 30894.00 1573 33406 13512 20759 9229 6153 5127 3845 25644.25 1291 29591 11969 19538 7740 5160 4300 3225 21504.50 1072 26395 10676 18453 6553 4369 3641 2731 18204.75 900 23689 9582 17481 5596 3731 3109 2332 15545.00 764 21380 8648 16607 4815 3210 2675 2006 13385.25 653 19392 7844 15817 4173 2782 2318 1739 11595.50 564 17669 7147 15098 3639 2426 2022 1516 10115.75 490 16166 6539 14441 3192 2128 1774 1330 8876.00 428 14847 6005 13839 2816 1877 1564 1173 7826.25 377 13683 5534 13286 2496 1664 1387 1040 6936.50 333 12651 5117 12775 2222 1482 1235 926 617




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

2.50 11362 38922 43353 31139 28702 21527 143512.75 7908 32167 35829 28308 26777 22314 16735 111573.00 5696 27029 30106 25949 21185 17654 13241 88273.25 4222 23031 25653 23953 17022 14185 10639 70933.50 3207 19858 22119 22242 13867 11556 8667 57783.75 2488 17299 19268 20759 17152 11435 9529 7147 47654.00 1966 15204 16935 19462 14300 9533 7944 5958 39724.25 1578 13468 15001 18317 12040 8027 6689 5017 33444.50 1285 12013 13380 17299 10227 6818 5682 4261 28414.75 1060 10782 12009 16389 8758 5839 4866 3649 24335.00 884 9730 10838 15569 7555 5036 4197 3148 20995.25 745 8826 9831 14828 6561 4374 3645 2734 18225.50 633 8042 8957 14154 5732 3822 3185 2388 15925.75 542 7358 8195 13539 5037 3358 2798 2099 13996.00 468 6757 7527 12974 4449 2966 2472 1854 12366.25 407 6227 6936 12456 3948 2632 2194 1645 10976.50 356 5758 6413 11976 3520 2347 1956 1467 9786.75 314 5339 5947 11533 3151 2101 1751 1313 8757.00 277 4965 5530 11121 2832 1888 1573 1180 7877.25 247 4628 5155 10738 2554 1703 1419 1064 7097.50 220 4325 4817 10380 2311 1541 1284 963 642




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E= 26.9 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 360.1 (N/m)Ix= 6.10E7 mm4 Sx= 4.80E5 mm3 Simply Supported with a Uniform Load Maximum Lb = 1.07 mAw= 3.22E3 mm2 Wt.= 10.81 kg/lm Laterally Supported beams L/D ratio

Span(m)


global buckling capacity, 2.5x Safety Factor

(N/m)


compressionbucklingcapacity,

2.5x SafetyFactor

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

2.50 15828 88472 55914 41518 36495 27371 182472.75 11135 73117 46210 37744 33992 28326 21245 141633.00 8105 61439 38829 34599 26858 22382 16786 111913.25 6071 52350 33085 31937 21558 17965 13474 89833.50 4658 45139 28527 29656 26319 17546 14622 10966 73113.75 3649 39321 24851 27679 21688 14459 12049 9037 60244.00 2910 34559 21841 25949 18070 12047 10039 7529 50204.25 2358 30613 19347 24423 15206 10138 8448 6336 42244.50 1936 27306 17257 23066 12912 8608 7173 5380 35874.75 1610 24507 15489 21852 11052 7368 6140 4605 30705.00 1353 22118 13978 20759 9531 6354 5295 3971 26475.25 1148 20062 12679 19771 8274 5516 4597 3448 22985.50 982 18279 11552 18872 7228 4819 4015 3012 20085.75 847 16724 10570 18051 6350 4233 3528 2646 17646.00 736 15360 9707 17299 5607 3738 3115 2336 15586.25 643 14155 8946 16607 4976 3317 2764 2073 13826.50 566 13088 8271 15969 4435 2957 2464 1848 12326.75 500 12136 7670 15377 3970 2646 2205 1654 11037.00 445 11285 7132 14828 3567 2378 1982 1486 9917.25 397 10520 6648 14317 3217 2144 1787 1340 8937.50 356 9830 6213 13839 2911 1940 1617 1213 8087.75 320 9206 5818 13393 2642 1761 1468 1101 7348.00 289 8640 5460 12974 2405 1604 1336 1002 668




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E= 26.9 GPa G =3.4 GPa Ultimate Local Buckling Strength (MPa) 250.1 (N/m)Ix= 1.08E8 mm4 Sx= 7.07E5 mm3 Simply Supported with a Uniform Load Maximum Lb = 1.07 mAw= 3.87E3 mm2 Wt.= 13.04 kg/lm Laterally Supported beams L/D ratio

Span(m)


global buckling capacity, 2.5x Safety Factor

(N/m)


compressionbucklingcapacity,

2.5x SafetyFactor

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

3.00 15119 62826 57176 41518 37161 27871 185813.25 11185 53532 48718 38325 36077 30064 22548 150323.50 8480 46158 42007 35587 29556 24630 18473 123153.75 6566 40209 36593 33215 24489 20408 15306 102044.00 5178 35340 32162 31139 30748 20499 17082 12812 85414.25 4150 31304 28489 29307 25977 17318 14431 10824 72164.50 3374 27923 25412 27679 22130 14754 12295 9221 61474.75 2777 25061 22807 26222 18998 12666 10555 7916 52775.00 2312 22617 20584 24911 16424 10949 9125 6843 45625.25 1945 20515 18670 23725 14290 9527 7939 5954 39695.50 1651 18692 17011 22646 12507 8338 6948 5211 34745.75 1413 17102 15564 21662 11006 7337 6114 4586 30576.00 1218 15706 14294 20759 9733 6489 5407 4056 27046.25 1058 14475 13173 19929 8649 5766 4805 3604 24026.50 925 13383 12180 19162 7718 5145 4288 3216 21446.75 813 12410 11294 18453 6916 4610 3842 2881 19217.00 718 11539 10502 17794 6220 4147 3455 2592 17287.25 638 10757 9790 17180 5614 3743 3119 2339 15597.50 569 10052 9148 16607 5084 3389 2824 2118 14127.75 510 9414 8568 16072 4618 3079 2565 1924 12838.00 458 8835 8040 15569 4207 2805 2337 1753 11698.25 414 8308 7561 15098 3843 2562 2135 1601 10688.50 375 7826 7122 14654 3520 2347 1956 1467 9788.75 341 7385 6721 14235 3232 2155 1796 1347 8989.00 310 6981 6353 13839 2974 1983 1652 1239 8269.25 284 6608 6014 13465 2743 1829 1524 1143 762




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E=19.3 GPa Aw=363 mm2

76.2 x 25.4 x 4.8 mm G=2.9 GPa Wt.=0.92 kg/lmPultex® 1500/1525/1625 Series Governed by Deflection (Laterally Supported) (N/m)

Span Maximum Load Laterally Supported L/D(meter) Wb or *Wv 100 150 180 240 360

0.50 *15012 101860.75 *10008 8242 6869 5151 34341.00 *7506 5480 3654 3045 2283 15221.25 4810 2873 1916 1596 1197 7981.50 3341 1685 1123 936 702 4681.75 2454 1070 713 594 446 2972.00 1879 720 480 400 300 2002.25 1485 508 338 282 212 1412.50 1203 371 247 206 155 103

*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure.

E=19.3 GPa Aw=484 mm2

76.2 x 38.1 x 6.4 mm G=2.9 GPa Wt.=1.46kg/lm

Pultex® 1500/1525/1625 Series Governed by Deflection (Laterally Supported) (N/m)Span Maximum Load Laterally Supported L/D

(meter) Wb or *Wv 100 150 180 240 3600.50 *20016 162990.75 *13344 11302 8477 56511.00 *10008 9126 6084 5070 3803 25351.25 *8006 4814 3209 2674 2006 13371.50 5674 2832 1888 1573 1180 7871.75 4168 1802 1201 1001 751 5002.00 3191 1215 810 675 506 3372.25 2522 857 571 476 357 2382.50 2043 627 418 348 261 1742.75 1688 472 315 262 197 1313.00 1418 364 243 202 152 101


Pultex® Standard Structural ProfilesChannels


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E=19.3 GPa Aw=323 mm2

101.6 x 27.0 x 3.2 mm G=2.9 GPa Wt.=.79 kg/lmPultex® 1500/1525/1625 Series Governed by Deflection (Laterally Supported) (N/m)

Span Maximum Load Laterally Supported L/D(meter) Wb or *Wv 100 150 180 240 360

0.75 *8896 7328 48851.00 *6672 5360 4467 3350 22331.25 *5338 4282 2855 2379 1784 11901.50 3871 2534 1689 1408 1056 7041.75 2844 1617 1078 899 674 4492.00 2177 1093 729 607 456 3042.25 1720 773 515 429 322 2152.50 1393 566 377 314 236 1572.75 1152 426 284 237 178 1183.00 968 329 220 183 137 91


E=19.3 GPa Aw=645 mm2


L/DSpan(meter)

Maximum Load Laterally SupportedWb or *Wv 100 150 180 240 360

1.00 *13344 9726 8105 6079 40531.25 10003 7742 5161 4301 3226 21511.50 6946 4571 3047 2539 1904 12701.75 5103 2914 1943 1617 1214 8092.00 3907 1968 1312 1093 820 5472.25 3087 1390 926 772 579 3862.50 2501 1017 678 565 424 2832.75 2067 766 511 426 319 2133.00 1737 592 394 329 247 1643.25 1480 466 311 259 194 1303.50 1276 374 249 208 156 1043.75 1111 304 203 169 127 85




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E=19.3 GPa Aw=484 mm2


L/DSpan(meter)


1.00 *10008 9153 6865 45771.25 *8006 5938 4948 3711 24741.50 *6672 5316 3544 2953 2215 14771.75 *5719 3412 2275 1896 1422 9482.00 4653 2315 1543 1286 964 6432.25 3676 1640 1093 911 683 4562.50 2978 1203 802 668 501 3342.75 2461 908 605 504 378 2523.00 2068 702 468 390 292 1953.25 1762 554 369 308 231 1543.50 1519 444 296 247 185 1233.75 1324 362 241 201 151 1014.00 1163 299 199 166 124 83

*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure

E=19.3 GPa Aw=806 mm2


L/DSpan(meter)


1.00 *16680 15760 11820 78801.25 *13344 10243 8536 6402 42681.50 *11120 9180 6120 5100 3825 25501.75 8454 5896 3931 3276 2457 16382.00 6472 4002 2668 2223 1667 11122.25 5114 2836 1891 1576 1182 7882.50 4142 2081 1387 1156 867 5782.75 3423 1571 1047 873 655 4363.00 2877 1215 810 675 506 3373.25 2451 958 639 532 399 2663.50 2113 769 513 427 320 2143.75 1841 626 418 348 261 1744.00 1618 517 345 287 215 1444.25 1433 431 288 240 180 1204.50 1278 364 243 202 152 1014.75 1147 310 206 172 129 86*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure.



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Aw=968 mm2

152.4 x 41.3 x 6.4 mmE=19.3 GPaG=2.9 GPa Wt.=2.37 kg/lm

Pultex® 1500/1525/1625 Series Governed by Deflection (Laterally Supported) (N/m)L/DSpan

(meter)Maximum Load Laterally Supported

Wb or *Wv 100 150 180 240 3601.00 *20016 19557 130381.25 *16013 14439 10829 72191.50 *13344 10492 8743 6557 43711.75 *11438 10195 6797 5664 4248 28322.00 9574 6960 4640 3867 2900 19332.25 7565 4953 3302 2751 2064 13762.50 6128 3645 2430 2025 1519 10122.75 5064 2758 1839 1532 1149 7663.00 4255 2136 1424 1187 890 5933.25 3626 1687 1125 937 703 4693.50 3126 1355 904 753 565 3763.75 2723 1105 737 614 460 3074.00 2394 912 608 507 380 2534.25 2120 762 508 423 318 212*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure.

E=19.3 GPa Aw=1452 mm2


L/DSpan(meter)


1.00 *30024 27704 184691.25 *24019 20362 15271 101811.50 *20016 14754 12295 9222 61481.75 *17157 14312 9541 7951 5963 39762.00 13362 9758 6506 5421 4066 27112.25 10558 6938 4625 3854 2891 19272.50 8552 5103 3402 2835 2126 14172.75 7068 3859 2573 2144 1608 10723.00 5939 2988 1992 1660 1245 8303.25 5060 2359 1573 1311 983 6553.50 4363 1895 1263 1053 790 5263.75 3801 1545 1030 858 644 4294.00 3341 1275 850 708 531 3544.25 2959 1065 710 592 444 2964.50 2639 899 599 499 374 2504.75 2369 765 510 425 319 2125.00 2138 657 438 364 274 1825.25 1939 568 378 315 237 1585.50 1767 494 329 275 206 1375.75 1617 433 288 240 180 1206.00 1485 381 254 212 159 1066.25 1368 337 225 187 141 94




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E=19.3 GPa Aw= 1048 mm2

177.8 x 50.8 x 6.3 mm G=2.9 GPa Wt.= 2.87 kg/lmPultex® 1500/1525/1625 Series Governed by Deflection (Laterally Supported) (N/m)

L/DSpan(meter)


1.25 *17355 14170 94461.50 *14462 12225 9169 61121.75 *12396 9947 8289 6217 41442.00 *10847 10519 7013 5844 4383 29222.25 *9642 7663 5109 4257 3193 21292.50 *8677 5739 3826 3189 2391 15942.75 7385 4401 2934 2445 1834 12233.00 6206 3444 2296 1913 1435 9573.25 5288 2743 1829 1524 1143 7623.50 4559 2218 1479 1232 924 6163.75 3972 1818 1212 1010 758 5054.00 3491 1508 1006 838 629 4194.25 3092 1265 843 703 527 3514.50 2758 1070 714 595 446 2974.75 2475 914 609 508 381 254

*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure

E=19.3 GPa Aw=1290 mm2


L/DSpan(meter)


1.25 *21350 161441.50 *17792 15138 100921.75 *15250 13356 10017 66782.00 *13344 11104 9253 6940 46272.25 *11681 7985 6654 4991 33272.50 *10675 8884 5923 4936 3702 24682.75 9592 6762 4508 3757 2817 18783.00 8060 5261 3507 2923 2192 14613.25 6868 4170 2780 2317 1738 11583.50 5921 3360 2240 1867 1400 9333.75 5158 2746 1830 1525 1144 7634.00 4534 2272 1515 1262 947 6314.25 4016 1901 1267 1056 792 5284.50 3582 1606 1071 892 669 4464.75 3215 1369 913 760 570 3805.00 2902 1176 784 653 490 3275.25 2632 1018 679 565 424 2835.50 2398 887 591 493 369 2465.75 2194 777 518 432 324 2166.00 2015 685 456 380 285 190*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure.



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E=19.3 GPa Aw=1935 mm2


Span L/D(meter)


1.50 *26688 21312 142081.75 *22875 22495 18764 14060 93732.00 *20016 15550 12958 9719 64792.25 *17792 16748 11165 9304 6978 46522.50 *16013 12407 8271 6893 5170 34462.75 13315 9435 6290 5242 3931 26213.00 11188 7335 4890 4075 3056 20383.25 9533 5811 3874 3229 2421 16143.50 8220 4680 3120 2600 1950 13003.75 7160 3823 2549 2124 1593 10624.00 6293 3162 2108 1757 1318 8784.25 5575 2645 1763 1469 1102 7354.50 4973 2234 1490 1241 931 6214.75 4463 1904 1269 1058 793 5295.00 4028 1636 1091 909 682 4545.25 3653 1415 944 786 590 3935.50 3329 1233 822 685 514 3425.75 3046 1080 720 600 450 3006.00 2797 952 635 529 397 2646.25 2578 843 562 468 351 234




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E=19.3 GPa Aw=3226 mm2

254 x 69.9 x 12.7 mm G=2.9 GPa Wt.=7.83 kg/lmPultex® 1500/1525/1625 Series Governed by Deflection (Laterally Supported) (N/m)

L/DSpan(meter)


1.50 *44480 334581.75 *38126 33770 225142.00 *33360 31569 23677 157852.25 *29653 27484 22903 17177 114522.50 *26688 20520 17100 12825 85502.75 *24262 23546 15697 13081 9811 65403.00 *22240 18391 12260 10217 7663 51093.25 19631 14625 9750 8125 6094 40623.50 16927 11813 7875 6563 4922 32813.75 14745 9673 6449 5374 4030 26874.00 12960 8018 5345 4454 3341 22274.25 11480 6717 4478 3732 2799 18664.50 10240 5682 3788 3157 2368 15784.75 9190 4848 3232 2694 2020 13475.00 8294 4169 2780 2316 1737 11585.25 7523 3611 2407 2006 1505 10035.50 6855 3148 2099 1749 1312 8745.75 6272 2760 1840 1533 1150 7676.00 5760 2434 1622 1352 1014 6766.25 5308 2156 1438 1198 898 5996.50 4908 1920 1280 1066 800 533




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E=19.3 GPa Aw=3548 mm2


L/DSpan(meter)


1.75 *41938 305242.00 *36696 32453 216352.25 *32619 31649 23737 158242.50 *29357 28532 23776 17832 118882.75 *26688 21932 18276 13707 91383.00 *24464 17195 14329 10747 71653.25 *22582 20573 13716 11430 8572 57153.50 *20969 16659 11106 9255 6941 46273.75 18385 13669 9113 7594 5696 37974.00 16159 11349 7566 6305 4729 31524.25 14313 9522 6348 5290 3967 26454.50 12767 8064 5376 4480 3360 22404.75 11459 6888 4592 3827 2870 19135.00 10341 5928 3952 3294 2470 16475.25 9380 5138 3426 2855 2141 14275.50 8547 4482 2988 2490 1868 12455.75 7820 3933 2622 2185 1639 10926.00 7182 3469 2313 1927 1445 9646.25 6619 3075 2050 1708 1281 8546.50 6119 2739 1826 1522 1141 7616.75 5674 2449 1633 1361 1021 6807.00 5276 2199 1466 1222 916 6117.25 4919 1982 1321 1101 826 5517.50 4596 1792 1195 996 747 4987.75 4304 1626 1084 903 678 452*Wv - Maximum Load Governed by Shear. Wb - Maximum Load Governed by Flexure.



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38.1 x 38.1 x 6.4 Ultimate In-Plane Shear Strength (MPa) 48.31500/1525/1625 Series Ultimate Flexural Strength (MPa) 227.6 Simply Supported beam with Uniform

E= 22.1 GPa G =2.9 GPa Ultimate Local Buckling Strength (MPa) 996.5 Loads at various L/D ratios Ix= 1.38E5 mm4 Sx= 7.25E3 mm3 Simply Supported with a Uniform Load (N/m)Aw= 4.83E2 mm2 Wt.= 1.38 kg/lm Laterally Supported beams L/D ratio

Span(m)


2x Safety Factor(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 91935 20999 31139 17191 11461 9551 7163 47750.75 40860 9333 20759 5320 3547 2956 2217 14781.00 22984 5250 15569 2280 1520 1267 950 6331.25 14710 3360 12456 1176 784 653 490 327



E= 22.1 GPa G =2.9 GPa Ultimate Local Buckling Strength (MPa) 183.0 Loads at various L/D ratios Ix= 1.45E5 mm4 Sx= 6.52E3 mm3 Simply Supported with a Uniform Load (N/m)Aw= 2.82E2 mm2 Wt.= .89 kg/lm Laterally Supported beams L/D ratio

Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 15351 19090 18164 11438 9531 7149 47660.75 6823 8484 12110 5483 3655 3046 2285 15231.00 3838 4772 9082 2379 1586 1321 991 6611.25 2456 3054 7266 1234 823 686 514 343


Pultex® Standard Structural ProfilesSquare Tubes


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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 103511 32181 36329 28638 19092 15910 11933 79550.75 46005 14302 24219 9035 6023 5019 3765 25101.00 25878 8045 18164 3900 2600 2167 1625 10831.25 16562 5149 14531 2018 1346 1121 841 5611.50 11501 3576 12110 1175 783 653 490 326




Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 15573 20759 13843 10382 69220.75 6921 11242 13839 5424 4520 3390 22601.00 3893 6323 10380 3560 2373 1978 1483 9891.25 2492 4047 8304 1854 1236 1030 773 5151.50 1730 2810 6920 1083 722 602 451 301




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 104602 42475 41518 28661 23884 17913 119420.75 46490 18878 27679 13845 9230 7691 5769 38461.00 26150 10619 20759 6024 4016 3347 2510 16731.25 16736 6796 16607 3130 2086 1739 1304 8691.50 11622 4719 13839 1826 1217 1014 761 507




Span(m)


global buckling capacity,2x Safety Factor

(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 58120 41043 35042 28440 23700 17775 118500.75 25831 18241 23361 13951 9300 7750 5813 38751.00 14530 10261 17521 6107 4071 3393 2545 16961.25 9299 6567 14017 3182 2122 1768 1326 884




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 114484 72636 51898 46278 34708 231390.75 50882 32283 34599 28170 18780 15650 11738 78251.00 28621 18159 25949 12503 8335 6946 5210 34731.25 18317 11622 20759 6560 4373 3644 2733 18221.50 12720 8071 17299 3848 2565 2138 1603 10691.75 9346 5930 14828 2443 1629 1357 1018 679




Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 120811 110377 62278 56782 378550.75 53694 49056 41518 32387 26989 20242 134951.00 30203 27594 31139 22064 14709 12258 9193 61291.25 19330 17660 24911 11712 7808 6506 4880 32531.50 13423 12264 20759 6915 4610 3842 2881 19211.75 9862 9010 17794 4409 2939 2449 1837 12252.00 7551 6899 15569 2978 1985 1654 1241 827




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Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

0.50 128490 208699 83037 751110.75 57107 92755 55358 44585 297231.00 32122 52175 41518 28417 21313 142081.25 20558 33392 33215 18605 15504 11628 77521.50 14277 23189 27679 11165 9304 6978 46521.75 10489 17037 23725 7191 5993 4495 29962.00 8031 13044 20759 7335 4890 4075 3056 20382.25 6345 10306 18453 5205 3470 2892 2169 14462.50 5140 8348 16607 3823 2549 2124 1593 10622.75 4248 6899 15098 2888 1926 1605 1203 802




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E= 22.1 GPa G =2.9 GPa Ultimate Local Buckling Strength (MPa) 257.7 Loads at various L/D ratios Ix= 1.20E6 mm4 Sx= 2.15E4 mm3 Simply Supported with a Uniform Load (N/m)Aw= 7.38E2


Span(m)




compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.00 17695 15630 23749 12141 10117 7588 50591.25 11325 10003 18999 9696 6464 5387 4040 26931.50 7864 6947 15832 5735 3823 3186 2390 15931.75 5778 5104 13571 3661 2440 2034 1525 10172.00 4424 3907 11874 2474 1649 1374 1031 6872.25 3495 3087 10555 1748 1165 971 728 486





Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.00 15437 21118 24600 14098 10574 70491.25 9880 13516 19680 9133 7611 5708 38051.50 6861 9386 16400 5446 4538 3404 22691.75 5041 6896 14057 3494 2911 2184 14562.00 3859 5280 12300 3554 2369 1974 1481 9872.25 3049 4171 10933 2517 1678 1398 1049 699


Pultex® Standard Structural ProfilesRectangular Tubes


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Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.00 16175 26606 27786 13845 92301.25 10352 17028 22229 10053 7539 50261.50 7189 11825 18524 6026 4519 30131.75 5282 8688 15878 4654 3878 2909 19392.00 4044 6652 13893 3163 2636 1977 13182.25 3195 5256 12349 2244 1870 1402 9352.50 2588 4257 11114 2471 1648 1373 1030 687




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152.4 x 50.8 x 3.4 Multicell Ultimate In-Plane Shear Strength (MPa) 48.31500/1525/1625 Series Ultimate Flexural Strength (MPa) 227.6 Simply Supported beam with



Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.25 12737 23748 24911 11828 78851.50 8845 16491 20759 7193 47951.75 6498 12116 17794 6230 4673 31152.00 4975 9276 15569 4261 3196 21312.25 3931 7330 13839 3644 3036 2277 15182.50 3184 5937 12456 2684 2237 1678 11182.75 2632 4907 11323 2033 1694 1270 8473.00 2211 4123 10380 1575 1313 984 656




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50.8 x 152.3 x 3.4 Multicell Ultimate In-Plane Shear Strength (MPa) 48.31500/1525/1625 Series Ultimate Flexural Strength (MPa) 227.6 Simply Supported beam with Uniform

E= 22.1 GPa G =2.9 GPa Ultimate Local Buckling Strength (MPa) 22.2 Loads at various L/D ratios Ix= 6.71E5mm4 Sx= 3.49E5 mm3 Simply Supported with a Uniform Load (N/m)Aw= 5.54E2


Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.25 8828 12294 14282 5502 3668 3057 2293 15281.50 6131 8537 11902 3237 2158 1798 1349 8991.75 4504 6272 10202 2059 1373 1144 858 5722.00 3449 4802 8926 1389 926 771 579 386




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E= 22.1 GPa G =2.9 GPa Ultimate Local Buckling Strength (MPa) 132.0 Loads at various L/D ratios Ix= 9.29E6mm4 Sx= 1.22E5 mm3 Simply Supported with a Uniform Load (N/m)Aw= 1.93E2mm2 Wt.= 5.15 kg/lm Laterally Supported beams L/D ratio

Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.00 51498 88767 62278 48530 323531.25 32958 56811 49822 27410 182741.50 22888 39452 41518 22405 16804 112031.75 16816 28985 35587 14633 10975 73172.00 12874 22192 31139 12054 10045 7534 50232.25 10172 17534 27679 8612 7177 5382 35882.50 8240 14203 24911 6356 5297 3973 26482.75 6810 11738 22646 4820 4017 3013 20083.00 5722 9863 20759 5609 3739 3116 2337 15583.25 4876 8404 19162 4436 2957 2464 1848 12323.50 4204 7246 17794 3568 2378 1982 1486 9913.75 3662 6312 16607 2911 1941 1617 1213 8094.00 3219 5548 15569 2406 1604 1336 1002 6684.25 2851 4914 14654 2011 1340 1117 838 5584.50 2543 4384 13839 1697 1131 943 707 4714.75 2282 3934 13111 1446 964 803 602 4025.00 2060 3551 12456 1241 828 690 517 345




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E= 22.1 GPa G =2.9 GPa Ultimate Local Buckling Strength (MPa) 129.4 Loads at various L/D ratios Ix= 1.40E7mm4 Sx= 1.57E5 mm3 Simply Supported with a Uniform Load (N/m)Aw= 2.26E2


Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.50 28976 50959 48438 24358 162391.75 21289 37439 41518 16053 107022.00 16299 28664 36329 14786 11089 73932.25 12878 22648 32292 12733 10611 7958 53062.50 10431 18345 29063 9430 7858 5894 39292.75 8621 15161 26421 7169 5974 4481 29873.00 7244 12740 24219 5572 4643 3483 23223.25 6172 10855 22356 4414 3678 2759 18393.50 5322 9360 20759 3554 2962 2221 14813.75 4636 8153 19375 4355 2903 2419 1814 12104.00 4075 7166 18164 3602 2401 2001 1501 10004.25 3610 6348 17096 3012 2008 1673 1255 8374.50 3220 5662 16146 2544 1696 1413 1060 7074.75 2890 5082 15296 2168 1445 1205 903 602




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Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.50 92266 72117 72657 55697 46414 34811 232071.75 67787 52984 62278 36626 30522 22892 152612.00 51900 40566 54493 37893 25262 21052 15789 105262.25 41007 32052 48438 27164 18110 15091 11319 75462.50 33216 25962 43594 20100 13400 11167 8375 55832.75 27451 21456 39631 15271 10181 8484 6363 42423.00 23066 18029 36329 11864 7910 6591 4943 32963.25 19654 15362 33534 9395 6263 5219 3914 26103.50 16947 13246 31139 7562 5042 4201 3151 21013.75 14763 11539 29063 6175 4117 3431 2573 17154.00 12975 10141 27246 5107 3404 2837 2128 14184.25 11493 8983 25644 4270 2847 2372 1779 11864.50 10252 8013 24219 3606 2404 2003 1503 10024.75 9201 7192 22944 3073 2049 1707 1280 8545.00 8304 6491 21797 2639 1760 1466 1100 733




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Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.50 34712 62042 55358 32720 218131.75 25503 45582 47450 21741 144942.00 19526 34898 41518 20141 15106 100702.25 15428 27574 36905 14515 10886 72572.50 12496 22335 33215 10783 8087 53912.75 10328 18459 30195 9860 8217 6163 41093.00 8678 15510 27679 7679 6399 4799 31993.25 7394 13216 25550 6091 5076 3807 25383.50 6376 11395 23725 4911 4092 3069 20463.75 5554 9927 22143 4015 3346 2509 16734.00 4881 8725 20759 3323 2770 2077 13854.25 4324 7728 19538 4172 2781 2318 1738 11594.50 3857 6894 18453 3526 2351 1959 1469 9794.75 3462 6187 17481 3006 2004 1670 1253 8355.00 3124 5584 16607 2583 1722 1435 1076 7185.25 2834 5065 15817 2236 1491 1242 932 6215.50 2582 4615 15098 1948 1299 1082 812 5415.75 2362 4222 14441 1708 1138 949 712 4746.00 2170 3878 13839 1505 1003 836 627 4186.25 1999 3574 13286 1333 889 741 555 370




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Span(m)



(N/m)


compressionbuckling


(N/m)

Allowableload,

flexuralcapacity,




Safety Factor(N/m) 100 150 180 240 360

1.50 111212 88343 83037 75288 62740 47055 313701.75 81707 64905 71174 49913 41594 31196 207972.00 62557 49693 62278 34623 28853 21640 144262.25 49428 39264 55358 37384 24923 20769 15577 103852.50 40036 31804 49822 27748 18498 15415 11562 77082.75 33088 26284 45293 21131 14087 11739 8805 58703.00 27803 22086 41518 16446 10964 9137 6853 45683.25 23690 18819 38325 13042 8694 7245 5434 36233.50 20427 16226 35587 10510 7007 5839 4379 29203.75 17794 14135 33215 8591 5727 4773 3579 23864.00 15639 12423 31139 7109 4740 3950 2962 19754.25 13853 11005 29307 5949 3966 3305 2479 16524.50 12357 9816 27679 5027 3351 2793 2094 13964.75 11090 8810 26222 4285 2857 2381 1785 11905.00 10009 7951 24911 3682 2455 2046 1534 10235.25 9079 7212 23725 3187 2125 1770 1328 885




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E = 13.8 GPa Weight = 5.7 kg/m2

3.2 mm All Allowable Uniform Loads are in N/m2.Pultex® 1500/1525 & 1625 Series Sheet Spanning in Lengthwise Direction

Span L/D(millimeter) 100 150 180 240 360

300 1046 697 581 436 291460 290 193 161 121 81620 119 79 66 49 33


3.2 mm All Allowable Uniform Loads are in N/m2.Pultex® 1500/1525 & 1625 Series Sheet Spanning in Crosswise Direction


300 418 279 232 174 116460 116 77 64 48 32620 47 32 26 20 13




300 8369 5579 4649 3487 2325460 2321 1548 1290 967 645620 948 632 527 395 263




300 3348 2232 1860 1395 930460 929 619 516 387 258620 379 253 211 158 105

Pultex® Standard Structural ProfilesFlat Sheets



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300 26931 17954 14962 11221 7481460 7835 5223 4353 3265 2176620 3200 2133 1778 1333 889760 1737 1158 965 724 483920 979 653 544 408 272




300 11298 7532 6277 4707 3138460 3134 2089 1741 1306 871620 1280 853 711 533 356760 695 463 386 290 193920 392 261 218 163 109



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300 66951 44634 37195 27896 18597460 18571 12381 10317 7738 5159620 7585 5057 4214 3160 2107760 4118 2745 2288 1716 1144920 2321 1548 1290 967 645

1070 1476 984 820 615 4101220 995 664 553 415 277




300 26780 17854 14878 11158 7439460 7429 4952 4127 3095 2063620 3034 2023 1686 1264 843760 1647 1098 915 686 458920 929 619 516 387 258

1070 590 393 328 246 1641220 398 265 221 166 111



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300 130763 87175 72646 54485 36323460 36272 24182 20151 15113 11076620 14814 9876 8230 6173 4115760 8043 5362 4468 3351 2234920 4534 3023 2519 1889 1259

1070 2882 1921 1601 1201 8011220 1944 1296 1080 810 5401370 1373 915 763 572 3811530 986 657 548 411 274




300 52305 34870 29058 21794 14529460 14509 9673 8061 6045 4030620 5929 3950 3292 2469 1646760 3217 2145 1787 1340 894920 1814 1209 1008 756 504

1070 1153 769 640 480 3201220 778 518 432 324 2161370 549 366 305 229 1531530 394 263 219 164 110



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E = 13.8 GPa Weight = 33.9 kg/mm2



300 225959 150639 125533 94149 62766460 62679 41786 34821 26116 17411620 25599 17066 14221 10666 7111760 13898 9265 7721 5971 3861920 7835 5223 4353 3265 2176

1070 4980 3320 2767 2075 13831220 3360 2240 1867 1400 9331370 2373 1582 1318 989 6591530 1703 1136 946 710 473

E = 5.5 GPa Weight = 33.9 mm2



300 90383 60256 50213 37660 25107460 25071 16714 13929 10446 6964620 10239 6826 5689 4266 2844760 5559 3706 3088 2316 1544920 3134 2089 1741 1306 871

1070 1992 1328 1107 830 5531220 1344 896 747 560 3731370 949 633 527 395 2641530 681 454 379 284 189



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300 535605 357070 297559 223169 148779460 148571 99048 82540 61905 41270620 60678 40452 33710 25283 16855760 32943 21962 18302 13726 9151920 18571 12381 10317 7738 5159

1070 11805 7870 6558 4919 32791220 7964 5309 4424 3318 22121370 5624 3749 3124 2343 15621530 4038 2692 2243 1682 1122




300 214242 142828 119023 89268 59512460 59429 39619 33016 24762 16508620 24271 16181 13484 10113 6742760 13177 8785 7321 5491 3660920 7429 4952 4127 3095 2063

1070 4722 3148 2623 1967 13121220 3186 2124 1770 1327 8851370 2250 1500 1250 937 6251530 1615 1077 897 673 449



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Metric Clip Connection Load Tables with Pultex® SuperStructural Angles

The following Clip Connection Load Tables were developed based on full section testing of the Pultex®

SuperStructural angles. The experimental procedure can be located in Appendix A. The load tableswere developed based on the following:

1. Experimental test results2. Room temperature (22.8°C)3. A safety factor has not been applied. All loads are ultimate unless noted.4. An ultimate bearing strength of 228 MPa5. A 4% hole deformation bearing stress of .083 GPa6. No damage to the composite materials7. No chemical exposure8. Bolted connection only; no adhesive. 9. Full section shear strength through angle heel =23.4 MPa (1500/1525 Series); 26.9 MPa (1625 Series)

Note: Clip angle connection dimensions are governed by internal dimensions of beams and externaldimensions of the flanges on the columns.

1500/1525 Series Pultex® SuperStructural Angles

ClipAngle

Thickness(mm)

AngleConnection

Length(mm)

BoltHoleDia.

(mm)

BoltDia.

(mm)

# of Anglesin

Connection

# ofBolts

inShear

# ofBolts

through Beam

Web

# of BoltsConnectedto Column

UltimateShear Load

throughAngle Heels

(N)

UltimateBearingLoad of

Connection(N)

AllowableBearing Loadfor 4% HoleDeformation

(N)

Clip AngleUltimate

Load beforeFailure (N)

9.5 114.3 14.3 12.7 2 4 2 4 51,041 110,088 40,032 51,0419.5 114.3 17.5 15.9 2 4 2 4 51,041 137,610 50,040 51,041

12.7 114.3 14.3 12.7 2 4 2 4 68,054 146,784 53,376 68,05412.7 114.3 17.5 15.9 2 4 2 4 68,054 183,480 66,720 68,054

1500/1525 Series Pultex® SuperStructural Angles

ClipAngle

Thickness(mm)

AngleConnection

Length(mm)

BoltHoleDia.

(mm)

BoltDia.

(mm)

# of Anglesin

Connection

# ofBolts

inShear

# ofBolts

throughBeamWeb


UltimateShear Load

throughAngle Heels

(N)


Connection(N)


(N)

Clip AngleUltimate


9.5 152.4 14.3 12.7 2 4 2 4 68,054 110,088 40,032 68,0549.5 152.4 17.5 15.9 2 4 2 4 68,054 137,610 50,040 68,054

12.7 152.4 14.3 12.7 2 4 2 4 90,739 146,784 53,376 90,73912.7 152.4 17.5 15.9 2 4 2 4 90,739 183,480 66,720 90,739

1500/1525 Series Pultex

ClipAngle

Thickness(mm)

AngleConnection

Length(mm)

BolHolDia

(mm9.5 209.6 14.9.5 209.6 17.

12.7 209.6 14.12.7 152.4.6 1

1625 Series Pultex® Su

ClipAngle

Thickness(mm)

AngleConnection

Length(mm)

BolHolDia

(mm 9.5 114.3 14.9.5 114.3 17.

12.7 114.3 14.12.7 114.3 17.


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® SuperStructural Angles

te.)

BoltDia.

(mm)

# of Anglesin

Connection

# ofBolts

inShear

# ofBolts

throughBeamWeb


UltimateShear Load

throughAngle Heels

(N)


Connection(N)


(N)

Clip AngleUltimate


3 12.7 2 6 3 6 93,575 165,132 60,048 93,5755 15.9 2 6 3 6 93,575 206,415 75,060 93,5753 12.7 2 6 3 6 124,766 220,176 80,064 124,7667.5 15.9 2 6 3 6 124,766 275,220 100,080 124,766

perStructural Angles

te.)

BoltDia.

(mm)

# of Anglesin

Connection

# ofBolts

inShear

# ofBolts

throughBeamWeb


UltimateShearLoad

throughAngle

Heels (N)


Connection(N)


(N)

Clip AngleUltimate Loadbefore Failure

(N)3 12.7 2 4 2 4 58,547 110,088 40,032 58,5475 15.9 2 4 2 4 58,547 137,610 50,040 58,5473 12.7 2 4 2 4 78,062 146,784 53,376 78,0625 15.9 2 4 2 4 78,062 183,480 66,720 78,062


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1625 Series Pultex® SuperStructural Angles

Clip AngleThickness

(mm)

AngleConnection

Length(mm)

BoltHoleDia.

(mm)

BoltDia.

(mm)

# of Anglesin

Connection

# ofBolts

inShear

# ofBolts

throughBeamWeb


UltimateShearLoad

throughAngle

Heels (N)


Connection(N)


(N)


(N)

9.5 152.4 14.3 12.7 2 4 2 4 78,062 110,088 40,032 78,0629.5 152.4 17.5 15.9 2 4 2 4 78,062 137,610 50,040 78,062

12.7 152.4 14.3 12.7 2 4 2 4 104,083 146,784 53,376 104,08312.7 152.4 17.5 15.9 2 4 2 4 104,083 183,480 66,720 104,083

1625 Series Pultex® SuperStructural Angles

Clip AngleThickness

(mm)

AngleConnection

Length(mm)

BoltHoleDia.

(mm)

BoltDia.

(mm)

# of Anglesin

Connection

# ofBolts

inShear

# ofBolts

throughBeamWeb


UltimateShearLoadthroughAngleHeels (N)


Connection(N)


(N)


(N)9.5 209.6 14.3 12.7 2 6 3 6 107,336 165,132 60,048 107,3369.5 209.6 17.5 15.9 2 6 3 6 107,336 206,415 75,060 107,336

12.7 209.6 14.3 12.7 2 6 3 6 143,114 220,176 80,064 143,11412.7 209.6 17.5 15.9 2 6 3 6 143,114 275,220 100,080 143,114

Note: The maximum slip of the connection at failure is approximately 8.9 mm without adhesive. The maximum slip of the connection at failure is approximately 2.6 mm with adhesive. Theadhesive does not affect the ultimate load capacity of the connection, but does affect the amountof slip of the connection.


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Metric Bolt Hole Bearing Capacity of Pultex® SuperStructural Beams and Columns

Tables 3a and 3b represent the bearing capacity of the flange and web sections of various beams andcolumns. The load table is based on the following:

1. The ultimate lengthwise bearing strength of the flange sections is 228 MPa.2. The ultimate crosswise bearing strength of the web section is 207 MPa.3. The 4% hole deformation longitudinal bearing strength of the flange is 83 MPa.4. The 4% hole deformation transverse bearing strength of the web is 78 MPa.5. No safety factors are applied.6. Testing performed at room temperature (23 °C)7. No adhesive is used.8. Bolt torque is not considered.

Table 3aBolt Hole Bearing Capacity of Pultex® SuperStructural Columns and Beams for 1500/1525 Series

Design Chart

MemberThickness

(mm)

BoltDiameter

(mm)# of Bolts

in Column# of Boltsin Beam

4% HoleDeformation BeamWeb Bearing Load

in TransverseDirection (N)

Ultimate BeamWeb Bearing

Load inTransverse

Direction (N)

4% HoleDeformation ColumnFlange Bearing Load

in LongitudinalDirection (N)

Ultimate ColumnFlange Bearing Load

in LongitudinalDirection (N)

6.4 12.7 2 1 4,170 11,398 13,344 36,6966.4 12.7 4 2 8,340 22,796 26,688 73,3926.4 12.7 6 3 12,510 34,194 40,032 110,0889.5 12.7 2 1 9,174 25,020 20,016 55,0449.5 12.7 4 2 18,348 50,040 40,032 110,0889.5 12.7 6 3 27,522 75,060 60,048 165,132

12.7 12.7 2 1 12,232 33,360 26,688 73,39212.7 12.7 4 2 24,464 66,720 53,376 146,78412.7 12.7 6 3 36,696 100,080 80,064 220,1766.4 15.9 2 1 5,213 14,248 16,680 45,8706.4 15.9 4 2 10,425 28,495 33,360 91,7406.4 15.9 6 3 15,638 42,743 50,040 137,6109.5 15.9 2 1 11,468 31,275 25,020 68,8059.5 15.9 4 2 22,935 62,550 50,040 137,6109.5 15.9 6 3 34,403 93,825 75,060 206,415

12.7 15.9 2 1 15,290 41,700 33,360 91,74012.7 15.9 4 2 30,580 83,400 66,720 183,48012.7 15.9 6 3 45,870 125,100 100,080 275,220

Note: Values are representative for bolted connections without adhesives. Transverse bearing stress of 6.4mm Pultex® SuperStructural profiles, Web sections = 141 MPa 4% Elongation = 52 MPa


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Table 3bHole Bearing Capacity of Pultex® SuperStructural Columns and Beams for 1625 Series

Design Chart

MemberThickness

(mm)

BoltDiameter

(mm)

# of Boltsin

Column# of Boltsin Beam

4% Hole DeformationBeam Web

Bearing Load inTransverse Direction

(N)

Ultimate Beam WebBearing Load in

Transverse Direction(N)

4% Hole DeformationColumn Flange

Bearing Load in Longitudinal Direction

(N)

Ultimate ColumnFlange Bearing

Load inLongitudinalDirection (N)

6.4 12.7 2 1 5,226 13,066 15,568 42,2566.4 12.7 4 2 10,453 26,132 31,136 84,5126.4 12.7 6 3 15,679 39,198 46,704 126,7689.5 12.7 2 1 10,550 28,773 23,352 63,3849.5 12.7 4 2 21,100 57,546 46,704 126,7689.5 12.7 6 3 31,650 86,319 70,056 190,152

12.7 12.7 2 1 14,067 38,364 31,136 84,51212.7 12.7 4 2 28,134 76,728 62,272 169,02412.7 12.7 6 3 42,200 115,092 93,408 253,5366.4 15.9 2 1 6,533 16,333 19,460 52,8206.4 15.9 4 2 13,066 32,665 38,920 105,6406.4 15.9 6 3 19,599 48,998 58,380 158,4609.5 15.9 2 1 13,188 35,966 29,190 79,2309.5 15.9 4 2 26,375 71,933 58,380 158,4609.5 15.9 6 3 39,563 107,899 87,570 237,690

12.7 15.9 2 1 17,584 47,955 38,920 105,64012.7 15.9 4 2 35,167 95,910 77,840 211,28012.7 15.9 6 3 52,751 143,865 116,760 316,920

Note: Values are representative for bolted connections without adhesives. Transverse bearing stress of 6.4mm Pultex® SuperStructural profiles 1625 Series, Web sections = 162 MPa, 4% elongation = 65 MPa

Connection Fastener Edge Distance and Torque Level Recommendations2

Ratio of distance to fastener diameterRange Recommended

Edge Distance- End 2.0-4.5 3.0Edge Distance- Side 1.5-3.5 2.0Pitch (Distance between holes) 4.0-5.0 5.0Reference: Structural Plastics Design Manual

Low Torque High TorqueASTM A325 37.5% of Bolt Proof Load 75% of Bolt Proof Load

Bolt Torque TorqueSize ft-lbs. (N m) ft-lbs. (N m)

1/2" -13 29 (39) 57 (77)5/8" - 11 57 (77) 113 (153)

Bolt recommendations based on ASTM A325 grade five coarse threaded boltsConnection testing performed with grade 8 oversized washers (2.5 times hole dia.)Proof strength for ASTM A325 bolt equals 75,000 psi

D


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Design Example Using the Clip Connection Charts

Task Design a connection for a 152mm x 152mm x 9.5mm Wide Flange Section beam that is clipped into a203mm x 203mm x 9.5mm Wide Flange Section column. (Reference drawing below.)

GivenDesign load on connection is a static load of 26688NThe corrosive environment requires 1625 Series.Operating temperature = 23°C.Minimum Safety Factor = 2.5

Solution:1. Reference the 1625 Series of Pultex® SuperStructural angle clip connection charts for the 114.3mm

clip angle length (depth of the 152mm x 152mm x 9.5mm section dictates the 114.3mm angle length).2. First, investigate the 9.5mm thick angles. Looking across to the Ultimate Load Before Failure

Column, the ultimate load of the 9.5mm thick clip angle connection is 13,163 lbs.3. The design load is 26688N(2.5 S.F.) = 66720N; therefore, the 9.5mm section is not adequate.4. Investigate the 12.7mm thick angles. The Ultimate load is 78,062N; therefore, the 12.7mm angle is

adequate.5. Specify the 101.6mm x 101.6mm x12.7mm angle 114.3mm long 1625 Series of Pultex

SuperStructural angle.6. Determine the bearing capacity of the two holes in the web of the 152mm x 152mm x 9.5mm Wide

Flange Section and the bearing capacity of the four holes in the column. 7. Reference the Hole Bearing Capacity of Pultex® Columns and Beams Design Chart. Determine

the row that satisfies the desired bolting condition and member sizes.8. Enter the row for the 9.5mm member thickness and two bolts in the beam. The ultimate beam web

bearing load in the transverse direction is 171,933N for the 15.9m,m diameter bolts. The design loadwith the 2.5 S.F. is 15,000 lbs.; the connection is adequate.

10. From Table 1a, the column bearing load is adequate at 158,460N.


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Moment Capacity of Pultex® SuperStructural Angles

Table 1

Moment capacity is in (N-m/m) per longitudinal inch of angle

Table 2


Moment Capacity of 12.7mm Thick SuperStructural Angles1500/1525/1625 Series

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

0 500 1000 1500 2000 2500 3000 3500 4000

Moment (N-m/m)

Deg

rees

of R

otat

ion

Ultimate Moment at Failure = 4244 N-m/m


0

1

2

3

0 100 200 300 400 500 600 700 800

Ultimate Moment at Failure = 1045 N-/

Deg

rees

of R

otat

ion


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Table 3


Table 4



0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

0 200 400 600 800 1000 1200 1400 1600 1800 2000

Moment (N-m/m)

Deg

rees

of R

otat

ion



0

1

2

0 50 100 150 200 250 300 350 400 450 500

Moment (N-m/m)

Deg

rees

of R

otat

ion



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Designing a Connection With a Coped Flange*Examples Illustrated in Imperial

When designing a connection with a coped flange, block shear must be checked to insure that theconnection is adequate. The two factors affecting block shear are the transverse tensile and shearstrengths of the web section of the beam. Values for transverse tensile strength and in-plane shearstrengths can be located in the Material Properties Sheets of Pultex® Fiber Reinforced Polymer StructuralProfiles and Pultex® SuperStructural Profiles for Wide Flange Sections and I-Sections.

The procedure for determining the block shear (Vblock) allowable load is as follows:

1. Determine the in-plane shear and tensile strengths of the beam profile with which you are designing. (Material Properties Sheets of Pultex®Fiber ReinforcedPolymer Structural Profiles and Pultex® SuperStructural Profiles for Wide FlangeSections and I-Sections).

2. Determine the shear length (Lv) of the bolted connection. (Reference Figure 2.)3. Determine the net tensile length (Lt) of the bolted connection. (Reference Figure 2.)4. Apply the proper safety factors to the connection. (Use “2” for demonstration.)

Determine if Vblock allowable is greater than the design load.

Example

Design a framed connection using a Pultex® SuperStructural 6" x 6" x 3/8" Wide Flange Section copedinto an Pultex® SuperStructural 8" x 8" x 3/8" beam. The holes are 9/16" to accommodate 1/2" bolts.(Reference Figure 1.)

1. Referencing the Material Properties Sheets for Pultex® SuperStructural Profiles, the in-planeshear and tensile strengths of the web section are 7,000 psi and 10,500 psi, respectively.

2. Calculate the shear length (Lv) of the Figure 1. connection, i.e., (.130 + 2 + 1.25 -9/16 - 9/32) = 2.53"

3. Calculate the net tension length (Lt) of the above connection, i.e., (1.5 –.5(9/16)) =1.219"

4. Apply the proper safety factors to the transverse shear and tensile strengths, i.e., (Allowable shear = 7,000/2 = 3,500 psi)(Allowable tension = 10,500/2 = 5,250 psi)

5. Calculate the allowable shear force for block shear Vblock i.e., (5000(1.219)(.375) + 3,500(2.53)(.375) = 5,720 lbs.

Coped Flange ConnectionFig 1. Fig 2.

6. Compare Vblock allowable to the design load.3


72

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Endnotes

1 Task Committee on Design of the Structural Plastics Research Council of the Technical Council

on Research of the American Society of Civil Engineers. Structural Plastics Design Manual

Vol. 2. New York: American Society of Civil Engineers, 1984, pg. 732.

2 Task Committee on Design of the Structural Plastics Research Council of the Technical Council

on Research of the American Society of Civil Engineers. Structural Plastics Design Manual

Vol. 1. New York: American Society of Civil Engineers, 1984, pg. 439.

3 Bank, L.C. “Bolted Connections for Pultruded Frame Structures.” Diss. The Catholic

University of America, 1996, pg. 29.

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