25 FEB 2009 Architectural Railing Division Los Angeles, CA ......EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 [email protected]

EDWARD C. ROBISON, PE10012 Creviston Dr NWGig Harbor, WA 98329

253-858-0855/Fax 253-858-0856 [email protected]

25 FEB 2009Architectural Railing DivisionC.R.Laurence Co., Inc.2503 E Vernon Ave.Los Angeles, CA 90058(T) 800.421.6144(F) 800.587.7501www.crlaurence.com

SUBJ: TAPER-LOC LAMINATED™ SYSTEM DRY-GLAZELAMINATED GLASS 25.5mmGRS – GLASS RAIL SYSTEM (SI)

The Taper-Loc Laminated™ System with the GRS Glass Rail System utilizestapered nylon plates to lock laminated tempered glass in an aluminum extrudedbase shoe to anchor and support structural glass balustrades which support avariety of top rails and grab rails to construct guards and dividers. The system isintended for interior and exterior weather exposed applications and is suitablefor use in all natural environments. The Taper-Loc-Laminated™ system with theGRS may be used for residential, commercial and industrial applications. This isan engineered system designed for the loading conditions criteria from the BS6399-1:1999 “Barriers in and about buildings- Code of practice”:

The base shoe and Taper-Loc-Laminated™ system with the GRS will meet orexceed the loading indicating in BS6399-1:1996 Table 4 for all occupancy types(except where subject to vehicle impacts) when secured with appropriateanchorage for the use and substrate.

The Taper-Loc-LaminatedTM system with the GRS system will meet or exceed allrequirement of BS 6180:1999 “Barriers in and about buildings- Code of practice”as to system performance when properly installed.

Edward Robison, P.E.

Attachments -Calculations 17 pages

edwardrobison

Text Box

Signed 04/26/2010

C.R. Laurence Taper-Loc-LaminatedTM System 25.5mm Laminated Glass Guards

Revised 02/26/2009 2 of 18

Typical Installations:

Surface mounted to steel with anchors @ 300mm o.c.:Residential, Commercial and Industrial Applications:Rail Height 1,100mm above finish floor.14mm cap screw to steelBase Shoe Allowable uniform load Load @ top of glassBottom mounted 7.1kN/m2 3.9kN/mSide mounted 7.47kN/m2 4.56kN/mAllowable load may be limited by glass stress

16mm anchors to concrete @ 300mm o.c.Rail Height 1,100mm above finish floor.Base Shoe Allowable uniform load Load @ top of glassBottom mounted 5.71kN/m2 3.14kN/mSide mounted 4.62kN/m2 3.0kN/m -limited by glass

Embedded base shoe:Glass strength controls for all cases

ALLOWABLE LOADS ON GLASSSafety factor = 4.0Rail Height 1,100mm above finish floor.

For Taper-Loc™ installation:Glass thickness Allowable uniform load Conc load @ top 25.5mm 5.67kN/m2 3.14kN/m

Maximum glass height above top of base shoe for 3kN/m top rail load:H = 1,274mm

Maximum glass height above top of base shoe for 1.5kN/m top rail load:H = 2,000mm (deflection limited)


Revised 02/26/2009 3 of 18

LOAD CASES:Dead load =

0.026kN/m top rail 0.130kN/m base shoe

Loading:Horizontal load to base shoe3.0kN/m2*H or W*HBalustrade momentsMi = 3.0kN/m2*H2/2 orMw = W kN/m2* H2/2

For top rail loads:Mc = 3.0kN*HMu = 3.0kN/m*H

25.5mm glass, laminated glass (2*12mm + 1.5mminterlayer), weight = 0.633kN/m2

For 1,100mm rail height:h = 1100-121mm = 979mm


Revised 02/26/2009 4 of 18

121mm x 85mm GLASS BALUSTRADE BASE SHOEFOR 25.5mm LAMINATED GLASS6063-T52 Aluminum extrusion

Fully tempered glass glazed in place with Taper-Loc-Laminated™ dry-glaze.

Shoe strength – Vertical legs:Glass reaction by bearing on legs to form couple.Allowable moment on legs:Ma = Sl*Ft or FcFt = Fc = 86.18MPa (12.5 ksi) (ADM Table 2-23, Sec3.4.4)Sl = 1000mm*(19mm)2/6= 60,167mm3

Ma = 60,167mm3*86.18MPa = 5.185kNm/mAllowable moment limited by glass strength.Leg shear strength @ bottomtmin = 19mm (0.75”)Fv= 58.6 MPa 8.5 ksi (ADM Table 2-24, Sec 3.4.20)Vall = 19mm*1,000*58.6 MPa = 1,113kN/m


Revised 02/26/2009 5 of 18

GLASS BALUSTRADE GUARD RAILGLASS STRENGTH

All glass is toughened (fully tempered) laminated glass conforming to the specificationsof BS6206:1981, BS6262 and BS6262-4. The minimum Modulus of Rupture Fr is 165.5MPa. The actual Fr for the tempered glass is 165.5 MPa to 179.3 MPa..E = 71,705 MPa = 71.7 x109 N/m2

Allowable glass bending stress: 165.5 MPa/4 = 41.375 MPa. – Tension stress calculated.For laminated glass with short duration loads the effective glass thickness, t, is two timesthe glass ply thickness:

t = 2*12mm = 24 mm for 25.5mm laminated glassBending strength of glass for the given thickness:

I = 1,000mm* (t)2 = 83.3* (t)2 mm3/m 12

S = 1,000mm* (t)2 = 166.7* (t)2 mm3/m 6For cantilevered elements basic beam theory for cantilevered beams is used. Mw = W*L2/2 for uniform load W and span L or Mp = P*L for concentrated load P and span L,Need to check deflection:

Δ = wl4/(8EI) orΔ = Pl3/(3EI)Δall ≤ l/65 = 1100/65 = 16.9mm ≤ 25 mm

For 25.5mm laminated glass.I = 83.3*(24)3 = 1,151,539mm4/mS = 166.7*(24)2 = 96,019mm3/m

Mall = 41.37MPa *96,019/108 = 3.97kN-m/mFrom stress: Top load = 3.97kN-m/0.989m = 4.01kN/m

Glass uniform load = 2*3.97kN-m/0.989m2 = 8.12kN/m2

From deflectionsInfill ω = 16.9mm*(8*71.7x109N/m2*1,151,539mm4/m)/(989mm)4= 11.67kN/m2

Top P = 16.9mm*(3*71.7x109N/m2*1,151,539mm4/m)/(989mm)3= 4.33kN/m

NOTE: FOR THE TAPER-LOC SYSTEM INSTALLED WITHOUT WET GLAZINGGLASS LOADS BASED ON STRESS SHALL BE ADJUSTED FOR THE STRESSCONCENTRATION FACTORS AS SHOWN LATER IN THIS REPORT.

C = 1/1.13 = 0.88


Revised 02/26/2009 6 of 18

Taper-Loc-LaminatedTM System Typical Installation

25.5mm Fully Tempered Glass and typical clear glass height = 979mm (1100mm railheight):Edge Distance: 51mm ≤ A ≤ 219mmCenter to center spacing: 178mm ≤ B ≤ 356mm ;

Panel Width/Required quantity of Taper-Loc Plates:152 to 356mm (6” to 14”) 1 TL Plate356 to 711 mm (14” to 28") 2 TL Plates711 to 1,067 mm (28" to 42") 3 TL Plates1,067 to 1,422 mm (42" to 56") 4 TL Plates1,422 to 1,778 mm (56" to 70”) 5 TL Plates1,778 to 2,134 mm (70" to 84") 6 TL Plates

Minimum Glass Lite Width =152mm when top rail/guardrail is continuous, weldedcorners or attached to additional supports at rail ends.

NOTES:1. For glass light heights over 1,000mm Amax and Bmax shall be reduced proportionally.

Amax = 219*(1,000/h)mm;Bmax = 356*(1,000/h)mm;

2. For glass light heights under 1,000mm Amax and Bmax shall not be increased.3. Amin and Bmin are for ease of installation and can be further reduced as long as properinstallation is achieved.

Amax and Bmax shall be reduced proportionally for heights over 1,000mm.


Revised 02/26/2009 7 of 18

CRL TAPER-LOC-LaminatedTM SYSTEM

Glass is clamped inside the aluminum base shoe by the Taper-Loc Shoe Setting Plate (Lshaped piece on the back side) and multiple piece Taper-Loc Shim Plates (front side).The glass is locked in place by the compressive forces created by the Taper-Loc shimplates being compressed together by the installation tool. Use of the calibratedinstallation tool assures that the proper compressive forces are developed. Until the shimplates are fully installed the glass may be moved within the base shoe for adjustment.

Glass may be extracted by reversing theinstallation tool to extract tapers.

The Taper-Loc setting plate is bonded to the glassby adhesive tape to hold it in place duringinstallation and to improve glass retention in thebase shoe.

Surface area of the setting plate adhered to the glass:A = 71.3mm*92.7mm = 6,610mm2

adhesive shear strength ≥ 551.6 kN/m2 (80 psi)

3MTM VHB TapeZ = 6,610mm2*551.6 kN/m2= 3.646kN

Setting plates lock into placein the base shoe by frictioncreated by the compressiongenerated when the shimplates are locked into place.

Installation force:Tdes = 28.2Nm (250#”)design installation torqueTmax = 33.9Nm (300#”) maximum installation torqueCompressive force generated by the installation torque:C = (0.2*28.2Nm/25.4mm)/sin(1.76˚)C = 7.24kN (1,628#)

Frictional force of shims and setting plate against aluminum base shoe:coefficient of friction, µ= 0.65f = 2*(7.24kN*0.65) = 9.37kN

Frictional force of shims against glass:µ = 0.20f = 7.24kN*0.20 = 1.448kN

Resistance to glass pull out:


Revised 02/26/2009 8 of 18

U = (3.646kN+2*1.448kN)/3 = 2.18kN

Safety factor for 890N (200#) pullout resistance = 2*2.18/0.89 = 4.90Minimum recommended installation torque:4/4.9*28.2Nm = 23.0Nm

Extraction force required to remove tapers after installation at design torque:T = 28.2Nm*(0.7/0.2) = 98.7Nm

Glass anchorage against overturning:Determine reactions of Taper-Loc plates on the glass:Assuming elastic bearing on the nylon parts the reactions will have centroids atapproximately 1/6*71.3mm from the upper and lower edgesof the bearing surfaces:RCU @ 1/6*71.3mm = 11.88mm

From ∑M about RCU = 00 = M+V*(11.88mm+24.3mm) - RCB *59.4mmWhere M = V*1,100mmsubstitute and simplify:0 = V*1136.18mm - RCB*59.4mmSolving for - RCB

RCB = V*1136.18mm/59.4mm = 19.13VFor CB = 20.68MPa (3,000 psi):RCB = 92.7mm*(71.3mm/2)*20.68MPa/2 = 34.17kNVa = 34.17kN/19.13 = 1.786kNMa = RCB*(2/3*59.4mm) = 1.353kNm eachRCU = RCB +V = 34.17kN+1.786kN = 35.956kN

At maximum allowable moment determine bending in baseshoe legs:

Ms = RCU *5/6*71.3mm=Ms = 35.926kN*71.3mm = 2.562kN-m

Base shoe tributary length of leg that resists bending from load:L = 92.7mm+8*19mm+2*(100.4mm) = 445.5mm > 360mm. The maximum allowablespacing = 360mm represents the maximum spacing condition.

Strength of leg 360mm length = 5.185kN-m/m*0.36m = 1.867kN-m controls

Adjustment to allowable load based on base shoe strength:Ma = 1.8670kN-m*(1m/S)

Allowable Moment per lineal meter of glass rail:Ma = 1.867kN-m*(1000mm/0.36m = 5.186kN-m Base shoe strength will not control.


Revised 02/26/2009 9 of 18

GLASS STRESS ADJUSTMENTS FOR THE TAPER-LOC SYSTEMThe Taper-Loc System provides a concentrated support:Stress concentration factor on glass based on maximum 356mm glass width to eachTaper-Loc set.

Moment concentration factorCM = [1+(1-a/b)2(1-c/b)3(1-t/b)1/3]1/2

a = 63.5mm (2.75”) (bottom of glassto top of bearing)b = center to center spacing ofsupports or width of glass.c = length of bearingglass thickness will have less than 1% change in the stress concentration so can beignored for the glass thicknesses used.CM = [1+(1-63.5/356)2(1-89/356)3(1-12.7/356)1/3]1/2 = 1.13Fb = 41.37MPa (6,000psi)Fb’ = 0.88*41.37MPa = 36.4MPa

Shear concentration factor:CV = 356/89*(2-89/356) = 7.0FVa = 20.68MPa (3,000 psi) maximum allowable shear stress

Since shear load in all scenarios is under 10% of allowable it can be ignored indetermining allowable bending since it has less than 1% impact on allowable bendingloads or rail heights.

WHEN USING THE TAPER-LOC SYSTEM WITHOUT WET GLAZING THEALLOWABLE LOADS BASED ON STRESS SHALL BE MULTIPLIED BY:

C = 1/1.13 = 0.88Allowable glass loadsMa’ = 3.97kN-m/m*0.88 = 3.49kN-m/mAdjustments to allowable loads based on stress for 1100mm height:Thickness Uniform load Top load25.5mm 0.88*8.12=7.15kN/m2 0.88*4.01=3.53kN/m

For fascia mounted case, glass height = 1,110mm (1,100mm above top of shoe).25.5mm 5.67kN/m2 3.14kN/m

Maximum height based on glass stress for 3 kN/m top rail load:Hg = (3.49kN-m/m)/3kN = 1.163mH = 1,163mm+111mm = 1,274mm

Maximum height based on glass stress for 1.5 kN/m top rail load:Hg = (3.49kN-m/m)/1.5kN = 2.327mH = 2.327mm+111mm = 2,438mm (limited to 2,000mm glass height based on deflection)


Revised 02/26/2009 10 of 18

121mm x 85mm GLASS BALUSTRADE BASE SHOEFOR 25.5mm LAMINATED GLASS

Base shoe anchorage:Typical rail section: 1,100mm highMp = 1.1m*P kN; P = concentrated load on top railMt = 1.1m*U kN/m; U = uniform load along top railMw = 1.12m/2*W kN/m2;W = Wind load or uniform load on glass

Typical Anchor load – 300mm o.c. –Ta = (MNm/m)*.30m/0.0425m = 7.059*M (N)M14 DIN 933-A2 304 SS hex bolt to tapped steelAts = 115.44mm2

Tn = Asn*tc*0.6*Ftuwhere tc = 6.7mm ; Asn =31.10mm andFtu = 400MPa (58 ksi) (A36 steel plate)

Plate thread stripping: Tn =31.1mm*6.7mm*0.6*400MPa = 50.0kN for screw thread stripping: Ass = 28.27mm and Ftu = 689.5MPaTn =28.27mm*6.7mm*0.6*689.5MPa = 78.37kNBolt tension strength = 689.5MPa*115.44mm2= 79.6kN bolt strength controlsrequired plate thickness = 78.37/50*6.7mm = 10.5mmMaximum service load: 0.75*79.6kN/1.6 = 37.3kN

Check bottom tear through at anchor:For inset bolt M14tmin = 7.25mm thickness under bolt headd = 28mm diameter of bolt head washerøRnv = Fsu*(Av)Av = t*d*π = 7.25mm*π*28mm = 637.7mm2

øRnv = 0.85*90MPa*(637.7mm2) = 48.78kNTs = 48.78kN/1.6 = 30.5kN Controls bolt service load

Maximum allowable moment for 300mm on center spacing and direct bearing of baseshoe on steel:Ma = 30.5kN*[42.5mm-0.5*30.5kN/(206.8MPa*300mm)]= 1.289kN-m per anchorM/m = 1.289Nm*1/.3 = 4.296kN-m/m Glass stress may control

ALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHTPa = 4.296kN-m/m/1.1m = 3.9kNUa = 4.296kN-m/m/1.1m = 3.9kN/mWa = 4.296kN-m/m/0.605m = 7.1kN/m2

May be limited by glass stress


Revised 02/26/2009 11 of 18

Bottom mounted to steel:Maximum rail height for 3kN/m top rail loads:H = (4,296N-m/m)/3kN/m = 1,432mm

Side mounted base shoe:Strength is the same for both base shoe sizes.Verify Anchor Pull through

For inset bolt:Service load for connection is the same as for thebottom mounted bolt case:

For standard installation, 1,100mm guard heightmeasured from top of base shoe:Moment calculated about bottom of base shoe,H = 1,100mm+121mm =1,221mmMp = 1.221m*P kN; P = concentrated load on top railMt = 1.221m*U kN/m; U = uniform load along top rail

Mw = 1.2212m/2*W = 0.745*W kN/m2;W = Wind load on uniform load on glass

Typical Anchor load – 300mm o.c. –Ta = (MNm/m)*.30m/0.055m = 5.455*M (N)for 1100mm rail height and 3kN/m top rail load:Treq = 3kN*1.221m*5.455 = 19.98kN < 30.5kN okay

Determine maximum service moment:Ma = 30.5N*[55mm-0.5*30.5kN/(205MPa*300mm)]= 1,670N-m per anchorM/m = 1,670N-m*1/.3 = 5,566N-m/mALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHTPa = 5,566N-m/m /1.221m = 4.56kNUa = 5,566N-m /m /1.221m = 4.56kN/mWa = 5,566N-m /m /(0.5*1.2212m) = 7.47kN/m2

Will be limited by glass stress

Maximum rail height for 3kN/m top rail loads:H = (5,566N-m/m)/3kN/m = 1,855mmWill be limited by glass stress.


Revised 02/26/2009 12 of 18

CHECK ALTERNATIVE ANCHORS FOR CONNECTION THROUGH BOTTOM:Check bottom tear through at anchor:For inset bolt M16Treq= 24.5kNdetermine minimum thickness of bottom of base shoe:Pnov = 25kN*3= 205MPa/√3*(Avmm2) = 75kNsolve for Av:Av = 75000N/(205MPa/√3) = 633.7mm2

Av = t*d*π = t*π*21mm = x mm2

solve for tmin = thickness under bolt head:t = Av/(dπ)d = 40mm diameter of bolt head or washert = 633.7mm2/(40mmπ) = 5.05mm

Standard Concrete Anchor:Hilti HSL-3 Heavy Duty Sleeve Anchor Zinc –plated carbon steel.Try M16 size for required strength.Design values from ESR-1545 Complies with ICC-AC193

Allowable tension loadfor f’c = 27.6 MPa(4,000 psi) concrete,uncracked, case B:T = 24.5 kN (5,505#)Anchor spacing =300mmEdge distance > 160mm(6-1/4”)


Revised 02/26/2009 13 of 18

Will plot above and to right of line can usefull allowable tension load.

Conclusion:Hilti HSL-3 Heavy Duty Sleeve Anchor will work to anchor the base shoe to concretein uncracked concrete with a minimum strength of 27.6 MPa (4,000 psi) and crackedconcrete with a minimum strength of 27.6 MPa (4,000 psi).SPECIAL INSPECTION IS REQUIRED.


Revised 02/26/2009 14 of 18

ALLOWABLE LOADS USING HILTI HSL-3 M16 ANCHORS AT 300MM ONCENTER

Ma = 24.5kN*[42.5mm-0.5*24.5kN/(205MPa*300mm)]= 1,036N-m per anchorAllowable moment per meter:Ma= 1,036N-m/0.3m/bolt = 3,455N-m

Base shoe 85mm x121mm Bottom Mounted:ALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHTPa = 3,455N-m/m/1.1m = 3.14kNUa = 3,455N-m/m/1.1m = 3.14kN/mWa = 3,455N-m/m/0.605m = 5.71kN/m2

Maximum allowable height for 3 kN/m load on top rail:H = 3,455N-m/3,000N = 1,152mm

For side mounted base shoes:REQUIRES MINIMUM CONCRETE STRENGTH f’c = 27.6MPaTa = 28.3kNMinimum edge distance is 66mmCe = (66+160)/(160*2) = 0.71Ta’= 0.71*28.3kN = 20.1kNMa = 20.1kN*[55mm-0.5*20.1kN/(205MPa*300mm)]= 1.1kN-m per anchorAllowable moment per meter:Ma= 1.1kN-m/0.3m/bolt = 3.67kN-m

ALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHTPa = 3,670N-m/m/1.221m = 3.0kNUa = 3,670N-m/m/1.221m = 3.0kN/mWa = 3,670N-m/m/0.745m = 4.62kN/m2


Revised 02/26/2009 15 of 18

Cap RailsGuard applications require a top rail or handrail. The rail shall have adequate strength tosupport the live load concentrated or distributed load assuming the failure of one glasslite at the location of the loading.

Connector SleevesThe sleeves fit tight (radial compression required)inside the rail and are secured with adhesive. Thesleeve provides shear transfer between railsections, vertically and horizontally. The sleevescan be used to connect straight or curved railsections to corners and other rail sections.

Minimum shear strength of connectors:For stainless steel:

Fyv = 289.6MPa (42 ksi) t = 1.27mm, h = 74.9mm (for 51mm rail)

Vn = 0.95*(289.6MPa*1.27mm*120mm) = 41.9kNVs = øVn/1.6 = 0.85*41.9kN/1.6 = 22.3kN

Welded CornersConstructed from the standard rail sections. Corners are welded all around full thicknessof metal.

Load on corner is limited to shear andtension at corner.

Shear strength is same as the connectorsleeve (weld length is same as connectorperimeter)

Tension: = 1/0.6*V = 1.667VTss = 1.667*22.3kN = 37.17kN

Strength of the 63.5mm grab rail connections are similar and therefore okay by inference.


Revised 02/26/2009 16 of 18

CRL GR 2” SERIES CAP RAIL (51mm)Used as the top rail on glass balustrade panel guardrails.Use with 25.5mm laminated glass balustrades

Area: 327.8 mm2

Ixx: 46,497 mm4

Iyy: 97,573 mm4

rxx: 11.91mmryy: 17.25mmCxx: 22.469mmCyy: 25.4mmSxx: 2,069.4 mm3

Syy: 3,841.5 mm3

t = 1.27mmAllowable stresses:For stainless steel options: design using SEI/ASCE 8-02From Table A1, Fy = 344.7MPa for 1/4 hard 304 stainless steel cold formed sheetFcr = π2kηE0 (eq 3.3.1.1-9)

12(1-µ2)(w/t)2

η = 0.49 (from table A8a)k = 3(Is/Ia)1/3+1<4.0 = 4.0 for circular shapeµ = 0.3E0 = 186,200 MPaFcr = π2*4.0*0.49∗186,200MPa = 419.8MPa but ≤ Fy

12(1-0.32)(35.6/1.27)2

Mn = SeFy = 2,069.4 mm3*344.7MPa = 713.3N-m Vertical loading 3,841.5 mm3*344.7MPa = 1,324N-m Horizontal load

Use load factor of 1.6 and resistance factor of 1.0 (round shape using section modulus)

Determine allowable rail loads (ignoring deflection) for a maximum span of 1.5mRail is continuous over multiple glass lights (M = wl2/10) Vertical → uniform → w= (713.3N-m• 10/(1.6*(1.5m)2)) = 1,981N/m

concentrated →P = 713.3N-m*5/(1.6*1.5m) = 1,486NMaximum length for 1.5kN/m or 1.5kN concentrated load (will control):

L1.5kN = 713.3N-m*5/(1.6*1,500N) = 1.486m

Horizontal → uniform → w= (1,324N-m• 10/(1.6*(1.5m)2)) = 3,678N/m concentrated →P = 1,324N-m*5/(1.6*1.5m) = 2,760N

This top rail is not suitable for the 3kN load case.


Revised 02/26/2009 17 of 18

CRL GR 2.5” SERIES CAP RAIL (63.5mm)Used as the top rail on glass balustrade panel guardrails

Use with 25.5mm glass balustrades

Area: 397.8 mm2

Ixx: 110,801 mm4

Iyy: 172,403 mm4

rxx: 16.69mmryy: 20.82mmCxx: 28.64mmCyy: 31.75mmSxx: 3,869 mm3

Syy: 5,430 mm3

t = 1.27mmAllowable stresses:For stainless steel options: design usingSEI/ASCE 8-02From Table A1, Fy = 344.7MPa for 1/4 hard 304 stainless steel cold formed sheetFcr = π2kηE0 (eq 3.3.1.1-9)

12(1-µ2)(w/t)2

η = 0.49 (from table A8a)k = 3(Is/Ia)1/3+1<4.0 = 4.0 for circular shapeµ = 0.3E0 = 186,200 MPaFcr = π2*4.0*0.49∗186,200MPa = 419.8MPa but ≤ Fy

12(1-0.32)(35.6/1.27)2

Mn = SeFy = 5,430mm3*344.7MPa = 1,872N-m Horizontal loading 3,869 mm3*344.7MPa = 1,334N-m Vertical load

Use load factor of 1.6 and resistance factor of 1.0 (round shape using section modulus)

Determine allowable rail loads(ignoring deflection) for a maximum span of 1.5mRail is continuous over multiple glass lights (M = wl2/10) Vertical → uniform → w= (1,334N-m• 10/(1.6*(1.5m)2)) = 3,706N/m

concentrated →P = 1,334N-m*5/(1.6*1.5m) = 2,779NMaximum length for 3.0kN/m or 3.0kN concentrated load (will control):

L1.5kN = 1,334N-m*5/(1.6*3,000N) = 1.390m

Horizontal → uniform → w= (1,872N-m• 10/(1.6*(1.5m)2)) = 5,200N/m concentrated →P = 1,872N-m*5/(1.6*1.5m) = 3,900N


Revised 02/26/2009 18 of 18

Stabilizing End CapUsed to attach cap rail to wall or post to provideone anchor point.

End cap sized to match rail:Maximum load to End Cap:P = Full concentrated load orFor distributed load P = U*L/2 (from broken end lite) whereU = distributed load and L = lite lengthCap thickness is 3.175mmAnchor size is 6mmBearing pressure on end cap:FB = P/(6*3.175) =P/19.05mm2

Allowable bearing stresses for all material types used:304 SS = 2*0.65*517.1MPa/1.6 = 420.1MPa6063 T6 AL = 213.7MPaBrass = 2*0.65*296.5/1.6 = 240.9MPa

Maximum allowable load based on anchor bearing:Pmax = 19.05*213.7MPa = 4kN

Anchor strength will control most applications:Anchor to be designed for P as calculated above.

Documents

25 FEB 2009 Architectural Railing Division Los Angeles, CA ......EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 [email protected]