architectural railing division c.r.laurence co., inc. … · architectural railing division...

26 April 2013Architectural Railing DivisionC.R.Laurence Co., Inc.2503 E Vernon Ave.Los Angeles, CA 90058

SUBJ: ARS – ALUMINUM RAILING SYSTEMBS 6180:2011 COMPLIANCE

! SERIES 100, 200, 300, 350 AND 400 SERIES SYSTEMS!

The ARS Aluminum Railing System utilizes aluminum extrusions to construct building guards and rails for decks, balconies, stairs, fences and similar locations. The system is intended for interior and exterior weather exposed applications and is suitable for use in all natural environments. The ARS may be used for residential, commercial and industrial applications. The ARS is an engineered system designed for the following criteria:! The design loading conditions are:On Top Rail (1100mm guard height):! Concentrated load = 0.9kN any direction, any location! Uniform load = 0.74kN/m, perpendicular to rail

On In-fill Panels:! Concentrated load = 0.5kN on 0.1 m2 (100mmx100mm)! Distributed load = 1.0kN/m2 area of in-fill, including spaces! Maximum Wind load = 1.34 kN/m2 on projected surface face area

The ARS system will meet all applicable requirements of the BS 6180:2011 Barriers in and about buildings - Code of practice for barriers in multifamily residential applications.

Edward Robison, P.E. !

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

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

mailto:[email protected]


edwardrobison

Typewritten Text

Signed 04/26/2013

Typical Installations:

Surface mounted with base plates:Rail Height 1,100mm above finish floor.0.74 kN/m top rail loadStandard Post spacing 1,450mm on center maximum.All top rails

Core pocket /embedded posts or stainless steel stanchion mounted:Rail Height 1,100mm above finish floor.0.74 kN/m top rail loadStandard Post spacing 1,830mm on center maximum, series 100 1,919 mm on center Series 200, 300, 350 and 400.

The ARS system is suitable for installations in accordance with BS 6180:2011 occupancy types (i), (ii), (iii), (iv), (v), (viii) and (ix) when installed in accordance with the recommendations herein.

Refer to the ARS System report in English units for component section properties and strengths.

CR LAURENCE ALUMINUM RAIL SYSTEM (ARS) BS 6180:2011 of 84/26/13





LOAD CASES:Glass rail Dead load = 7.3 kg/m + glass for 1,100mm rail height or less.

Loading:Horizontal load to top rail from in-fill:1.0kN/m*H/2 Post momentsMi = 1.0kN/m*H/2*S*H= = 0.5*S*H2

For top rail loads:Mc = 0.9kN*HMu = 0.74kN/m*S*H

NOTES ON BS 6180:2011:The ARS system is suitable for installations in accordance with BS 6180:2011 occupancy types (i), (ii), (iii), (iv), (v), (viii) and (ix) when installed in accordance with the recommendations herein.

For exterior installation the wind loads shall not exceed 1.34 kN/m2 unless system strength is verified

S

H

0.9 kN or 0.74kN/m

WIND LOAD = 1.0kN/mon face areaLL = 1.0 kN/m entire area including spaces

0.1 m

0.5kN

2

2

2






60mm Square Post 6005-T5 (Standard) or 6061-T6Post-Area 663.17mm2

Ixx = Iyy = 361,837.5 mm4

S = 11,991.3 mm3

r = 23.36 mm J = 24.89 mm k ≤ 1 for all applications

Allowable bending stress ADM Table 2-21

S1 = LB SC = LB •11,991.3mm = 8.249 LB 0.5 Iy J 0.5 361837.5•23.36

for LB ≤ 16,311.5 = 1,977mm→ FCB = 131MPa 8.249

Mall = 11,991.3mm3•131MPa = 1.57kN-m

60.32mm square

Δ = PL3/(3EI) = PL3/(3*69,637MPa*361,837.5mm4) = PL3/7.56x1010 Load required to cause 25mm deflection for 1,100mm post heightP1” = Δ3EI/L3 = (25*7.56x1010)/(1,1003) = 1.42kN Maximum post spacing based on post deflection:S = 1.42/0.74 = 1,919mm

Allowable post height for 25mm deflection and 1kN loadL1” = (Δ3EI/P)1/3 = (25*7.56x1010 /1kN)1/3 = 1.236mm






Connection to base plate

Failure modes → screw tension → screw shear → screw withdrawal

For screw withdrawalBase plate to post screws are AISI 4037 steel alloy fabricated in accordance with SAE J429 Grade 8 and coated with Magni 550 corrosion protection.See ADM 5.4Screw slot opening is 62˚, 82.78% of screw enclosed by the slotCheck based on shear strength of cut thread in slotthread shear area = d*π*0.8278*0.8e = (2/3)dπe0.8e used for thread thickness at external root to account for screw thread thickness.e = 25.5mm effective engagement assumed for full thread engagementW = 2/3*e*d*π*Fsy Fsy =137.9 MPaW = 2/3 • 25.5mm • 6.299mm • π • 137.9MPaW = 46.08kNW’ = 46.08 = 15.36kN

3.0 Safety factorAlternative check for screw pullout of screw slots at corners:Pnot = β0.29DLFtu

β = for slots at extrusion corners, Ftu= 289.6MPaL = 35.2mm (full screw length into slot), D = 6.35mm (nominal screw diameter)Pnot = 1.16*0.29*6.35mm*35.2*289.6MPa = 21.78kNPa = 0.75*Pno/1.6= 0.75*21.78kN/1.6 = 10.21kN Controlling pullout strength

Screw tension → Ty = 31.161 mm2 •758.4MPa = 23.63kN Based on screw yielding

FtU = 24.258 • 1,034.2MPa = 25.09kNSafety factors for screws calculated from SEI/ASCE 8-02 Section 5 LRFD factorsFor yielding SF = 1.6/0.75 = 2.13 → 23.63kN/2.13 = 11.09kN

For fracture SF = 1.6/0.65 = 2.46 → 25.09kN/2.46 = 10.2kN

Shear strengthVu = 31.161mm* 310.3MPa = 9.67kN Screw shear strengthFor shear fracture SF = 1.6/(0.9*0.75) = 2.37 → 9.67/2.37 =4.08kN

2 3/8" SQ. AL. TUBE

BUTTON

LOCK NUT

BUTTON WASHER

5x5x3/8 BASE PLATE

BASE PLATE SCREW

3/8 BOLT






Base plate bending stress from ADM Table 2-12 5083 aluminum sheetFt = 165.5MPa→ Smin = 127mm • 9.5252 = 1,920.36 mm3

6Base plate allowable momentMall =165.5MPa•1,920.36 mm3 = 317.8N-m→ Base plate bending stressTB = CM = 20.637mm • TB • 2Tall = 317.8N-m = 7.7kN 2 • 20.637mm

Maximum post moment for base plate strengthMall = 2•7.7kN•111.125mm = 1.71kN-m

For base plate mounted postsLimiting factor is screws to postMult = 2 •21.6kN • 57.912mm = 2.5kN-mMall = 2•10.21kN•57.912mm = 1.183kN-m

For factors of safety refer to Aluminum Design Manual Section 5.3.2.1and SEI/ASCE 8-02 section 5, ASTM E 985-00 would require lesser safety factors.

BASE PLATE ANCHORAGETDes = 1.183kN-m = 5.31kN 2 • 111.125mmadjustment for concrete bearing pressure:a = 2*5.31kN/(2*20.68MPa*120.65mm) = 2.1mmT’Des = 1.183kN-m = 5.35kN Anchor tension at allowable moment. 2 • (111.125mm-2.1mm/2)

For 0.9kN top load and 1,100mm post htT200 = 0.9kN*1.1m = 4.5kN 2 • (111.125mm-2.1mm/2) For 1,100mm post height the maximum top rail live load for base plate mounted post is:Pmax = 1.183kN-m/1,100mm = 1.075kNFor 0.74kN/m live load maximum post spacing is:Smax = 1.075kN/0.74kN/m = 1,453mm For base plate mounted posts.






BASE PLATE MOUNTED TO WOOD – SINGLE FAMILY RESIDENCE

For 0.9kN top load and 1,100mm post height: M = 0.9kN*1,100mm = 0.99kNFor maximum allowable base plate mounted post M = 1.183kN-mT200 = 1.183kN-m = 5.32kN 2*0.111125m Adjustment for wood bearing:a = 2*5.32kN/(1.33*4.31MPa*127mm)= 14.6mmT = 1.183kN/[2*(.111125-.0146/2)]= 5.7kN

Required embed depth:For protected installations the minimum embedment is:Lag screw strength – 10mm diameterFrom National Design Specification for Wood Construction Table 11.2AFor wood with G ≥0.43 W = 42.6N/mmW’ = W*Cd*CM= W’ = 42.6N/mm*1.33*1.0 = 56.6N/mmle = 5700N/56.6N/mm = 100.7mm: +5.6mm for tip = 106.3mm 115mm minimum lag length.

For weather exposed installations the minimum embedment is:le =100.7mm/0.7 = 143.9mm +5.6mm for tip = 149.5

FOR WEATHER EXPOSED INSTALLATIONS USE 160mm LAG SCREWS AND INCREASE BLOCKING TO 150mm MINIMUM THICKNESS.

10mm Stainless steel bolts with heavy washers bearing on the wood may be used through the solid wood blocking with a minimum 75mm nominal thickness.






Core Mounted PostsMounted in either 100mm x 100mm x102mm blockout, or 60mm to 150mm dia by 102mm deep cored hole.

Assumed concrete strength 17.2 MPa for existing concrete and 68.8MPa for the anchoring grout.

Max load – 2m•0.74kN/m = 1.48kN

M = 1.48kN•1,100mm =1,628 kN-mm

Check grout reactionsFrom ΣMPL = 0

PU = 1,628kN-mm + 1.48kN • 85mm = 25.79kN 68mm

fBmax = 25.79kN•2 • 1/0.85 = 19.83MPa post to grout 51mm•60mm19.83 MPa ≤ 0.75*68.8 MPa

fBconc = 19.83MPa •51mm/102mm = 9.915 MPa grout to concrete 9.915MPa ≤ 0.75*17.2MPa okay

Limited to 1919mm based on post strength and stiffness.

MINIMUM EDGE DISTANCE:When 10mm or larger rebar is installed along slab edge between the post and slab edge the minimum edge distance from edge of hole to slab edge is 32mm.When no rebar is present required edge distance: Avco= 4.5(ca1)2 = 4.5(150mm)2 = 101,250ϕed,V= 1.0 (affected by only one edge)ϕc,V= 1.4 uncracked concreteϕh,V= √(1.5ca1/ha) = √(1.5*150/100) =1.5Vb= [7(le/da)0.2√da]λ√f’c(ca1)1.5 = [7(100/60.3)0.2√60.3]1.0√17.2MPa(150)1.5 = 45.8kNVcb = 101,250/104,516*1.0*1.4*1.5*45.8kN = 93.17kN

Avc ≥ 25.79*104,516/(93.17) = 28,931 = (2*1.5*e)+(2*1.5e+85.7”)*e solving for e3e2+88.7e-28,931 = 0 divide through by 3 and use quadratic equation:e = [-29.57 + √(29.572-4*1*(-9,643.5))]/2 = 84.5mm – Distance measured from hole at 30.2mm each side of the center.






architectural railing division c.r.laurence co., inc. … · architectural railing division...

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