Sample Calculations to Australian Standard AS1170 for design loads for a Post to a Barrier

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BARRIERS

AS1657:1992 Fixed platforms, walkways, stairways and ladders - Design, construction and installation. Appendix C: Testing of guard rails

When testing Posts it is permitted to have three posts with railings between, test load is to be applied to end post {Not as shown in Fig B1 (AS1657)}

Fig 1: Post Test

Fig 2: Rail Test

P

1 Testing of posts, only considers the point load requirement for guardrailing, therefore reaction from UDL on top rail is ignored. 2 Testing of guardrail only two posts are used, therefore UDL along handrail not considered to be on adjacent spans at the same time. Testing typically by application of point load, therefore UDL replaced by point load producing equivalent bending moment in the rail. 3 No magnification of the prescribed nominal loads for testing purposes, but does place constraints on residual deflection of handrails after test load removed. No acceptance criteria is provided for posts. Constraint on residual deflection for handrail: L/90 from vectorial combination of horizontal and vertical loading. ADOPT: Similar deflection constraint at top of post. [eg. load applied to handrail at post]

M

These residual deflections are difficult to determine by calculation, since most design theory is based on linear elastic properties of materials, rather than non-linear plastic properties. However from a calculation viewpoint the deflection under load has to be greater than or equal to the residual. Since the loads used for the tests are unfactored they are here taken to be serviceability loads with psi[s]=1, and therefore the residual deflection limit is a serviceability criteria. Types of post: 1) End Post {one incoming handrail} 2) Intermediate Post {incoming handrails to both sides} 3) Corner Post {two incoming handrails at 90° to each other on plan.} Intermediate Post

Handrail attached to adjacent structure.

A

End Post

Issues

1 Handrail can be loaded along entire length 2 Handrail can be pattern loaded 3 Configuration of a given installation unknown 4 System to be designed to cater for variety of installations 5 Handrail deflects horizontally and so does post (compatibility of deflections) 6 Vertical deflection of posts assumed negligible 7 Constraints on horizontal deflections are taken to be at point of applied load. (eg. handrail/guardrail level) 8 Structural sections not symmetrical about vertical or horizontal axes. 9 Outwards loads expected to be greater than inwards loads for barrier placed at edge of floor.

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Para Hills SA 5096 Sample and Reference Calculations

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Para Hills SA 5096 Sample and Reference Calculations

sample 01

Balustrades Primary purpose, protect people falling from a free edge to a floor below. AS1657-1992 Distinguishes between guardrail and handrail 900 ≤ height ≤ 1100 (top rail) §3.4.1 (a) 800 ≤ height ≤ 1000 (hand rail) §4.6.2 BCA

sample

Rail Height

1800 mm

WARNING: Rail too high to function as guardrail WARNING: Rail too high for convenience as handrail

D2.16 Balustrades and Other Barriers 865 ≤ height (stairs & ramps) 1000 ≤ height (else where) 865 ≤ height (adjacent openable window) D2.17 Handrails 865 ≤ height (no upper limit provided) 665 ≤ height ≤ 750 (additional hand rail: primary school) {BCA appears to permit handrail installed higher than would be of practical use}}

WARNING: Rail too high for convenience as handrail

A M P

AS1428.1 Design for Access and Mobility §6 Handrails and Grabrails 865 ≤ height ≤ 1000 (hand rail)

Barriers versus: Partitions, Walls, Doors, Windows, Balustrades, Guard Rails, Hand rails, Grab Rails

Codes provide no real guidance regarding classification of a structure as a barrier or a wall. AS1170.1 specifies barrier loadings to the top edge of the barrier: this doesn't always make sense. {NB: AS1170.1 does not identify imposed loads for vertical surfaces or plate elements. AS1170.0 identifies a need for robustness, and gives requirements for minimum lateral resistance, but this is based on gravity loads bearing on the structural element. No consideration of a direct lateral load to face of vertical element.}

A1 When does a full height glass panel become a wall of light weight construction ? {BCA: Specification C1.8: LL=0.25kPa} A2 When does a plasterboard on stud wall framing become a barrier ? {BCA: Specification C1.8: LL=0.25kPa} A3 When does a cantilever brick wall become a barrier? B1 A barrier has to have a minimum height to minimise chances of a person toppling over the barrier. {This would be related to the centre of gravity (COG) of a human body, this varies with position (standing, sitting, leaning etc...). When standing, COG B2 A guardrail has to have a maximum height so that people cannot pass under it. B3 A barrier that is not a simple rail, does not need a maximum limit on its functional height, only a lower limit. B4 Guardrails and handrails may or may not be one and the same component of a barrier system. B5 People may be pushing against a barrier at either shoulder or waist height. Such height maybe lower than the top edge of a barrier. B6 People can only pull horizontally against a barrier, which is within reach of their arms. The higher the reach to the barrier top edge, the lower the lateral pull which can be exerted. B7 People can typically push with more force than they can pull. B8 A barrier guarding a floor edge cannot be loaded from either direction with equal loading, compared to barrier accessible from both directions used to control flow of traffic. ∴

Applying barrier loads to top edge of barrier is not sensible in all cases. Such position does not always match the location where load is likley to be experienced by the barrier: irrespective of whether the barrier is cantilevered framing or a plate, or a simply supported panel.

∴

For current situation, adopt the handrail as a guardrail. The glazing behind is therefore only an infill panel and not the principal restraining element. The top edge loading therefore is only applied at the height of the handrail/guardrail and not the top edge of the glazing. The glazing only experiences infill loads.

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BARRIERS Design Loads

§3.6 Barriers

AS1170.1:2002

Type of Occupancy for part of the building or structure A 4 Domestic and Residential activities All areas within or serving exclusively one dwelling including stairs, landings, etc. but excluding external balconies and edges roofs (see C3) Nominal Unfactored Loads Top Edge

Horizontal

0.35 kN/m

InFill

Horizontal

0.50 kN/m² = kPa

Vertical

Maximum Serviceability deflection: AS1170.1 Supp 1:2002 §C3.6

0.35 kN/m

Δ=

L = span of handrail = spacing of posts

BALUSTRADE Limits of Deflection Rail Span 1500 mm

Rail height =

Design Load Factors:

1.5

DLF[Q] = psi[u] =

A1

Inwards/OutWards/Downwards

0.60 kN

Any Direction

0.25 kN

h/60 +L/240

A M P

h = height of post

SCH

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Para Hills SA 5096 Sample and Reference Calculations

recommended

1800 mm

DLF[serv] = psi[s] =

1

DLF[DL,u] = DLF[DL,s] =

1.2 1

Serviceability Deflection Limit

h/60 = l/240 = h/60 +l/240 =

Δ=

36.3 18.1 36.3 mm

Top edge at any location

{commentary to AS1170}

The barrier could be a wall or plate type structure, so no posts and guardrails to refer to. Therefore h/60 is not taken to be a limit on post, with l/240 for rail. If a post is taken in isolation, and permitted to deflect the full deflection Δ, then the rail taken in isolation cannot be permitted to deflect by the full amount Δ. The post will experience half the full load, and therefore expect it to contribute Δ/2 to the total deflection of the system. Therefore the rail taken in isolation can only be permitted to deflect by a maximum of Δ/2. If the rail is permitted to deflect the full Δ, then the post cannot be permitted to deflect at all: such is impractical. ΔR =

Δ/2 = 18.13 mm

Rail at midpsan, when loaded at midspan

Residual Deflection Permitted by AS1657 Residual Residual

L/90 = L/127

16.7 mm 11.8 mm

Handrail at midspan Handrail at midspan

{combined vertical & horizontal loading effects} {max. for individual load case}

NB: The maximum residual for individual loadcase is assuming, a symmetrical section, and equal loads applied in each direction. Deflection constraints imposing by glazing code simple span L/60 = ΔG1 =

25 mm 25 mm

but less than

30 mm

AS1288 §3.3.3 & Table 7.2, 7.3

cantilever h/30 = ΔG2 =

60 mm 30 mm

but less than

30 mm

AS1288 §3.3.3 & Table 7.1

Coefficients for beam deflection formulae deflection Coeff' = 5/384 = 0.013

(C)Roy Harrison Associates

deflection Coeff' = 1/48 = 0.021

dsgnBalustradePost.xls

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ASSESSMENT OF DESIGN WIND SPEED Site Address :

Description: Residential Suburban Zero shielding Topography

Proposed Balustrade Region A1 Terrain Cat 3

TC3 NS T1

A M P

Building Risk Assessment Average Building Height = h[avg] = h = 45.0 m (max.) Building Code of Australia (BCA) Part B1 Structural Provisions Importance Level 2 {Normal} Table B1.2a STRUCTURAL CATEGORY Annual probability of Design Wind Event being exceeded for Strength 1/500 = 0.002 R = Mean Return Period 500 Serviceability 1/20 = 0.05 R = Mean Return Period 20 AS1170.2:2002 ASSESSMENT OF SITE AND BUILDING HEIGHT Major Region A SubRegion 1 Region A1 Non-Cyclonic C[dyn] = 1 46/ht = 1.02 sensitivity {static analysis acceptable} Use Directional Wind Speeds FALSE N NE E SE S SW W NW β 0 45 90 135 180 225 270 315 degrees Tcat 4 4 4 4 4 4 4 4 45m reference height keeps V[R,u] = 45 45 45 45 45 45 45 45 m/s wind loading for building within M[d] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 scope of static analysis. With M[z,cat] = 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 high imposed barrier M[s] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 pressures on infill, wind load M[t] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 seldom critical. M[z,cat].M[s].M[t] = 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 V[sit,β,u] = 39.38 39.38 39.38 39.38 39.38 39.38 39.38 39.38 m/s V[sit,β,u] = 39.38 m/s Maximum Expected wind speed at SITE for strength limit state = relative to building V[R,s] = 37 V[R,s]/V[R,u] 0.82 (Vs/Vu)^2 = 0.68 ASSESSMENT OF BUILDING ORIENTATION AlternateValue 360 Bearing of Northern Most Face 0 (degrees from North, less than 90°) Orientation Treated as Unknown 1 Building Face 1 2 3 4 Face Bearing 0 90.0 180 270 degrees Sector Bdry 0 0 0 0 0 0 0 0 degrees V[sector] = 39.38 39.38 39.38 39.38 m/s Θ 0 90 180 270 degrees V[des,Θ,u] = 39.38 39.38 39.38 39.38 m/s q[ref] = 0.93 0.93 0.93 0.93 kPa q[ref] = (0.5 ρ[air] ) V[des,Θ,u]² Strength Limit State Design simplified to two orthogonal directions: V[des,0,u] = 39.38 m/s V[des,90,u] = 39.38 m/s

V[site] to V[design]

60.00 50.00 40.00 30.00 20.00 10.00 0.00

qz0 = qz90 =

0

45

90

135

180

Site

225

270

315

0.93 kPa 0.93 kPa

0.00

360

Design

Maximum Design wind speed for Building for strength limit state =

V[des,Θ,u] = 39.38 m/s

Vp =

32.1

Classification of Wind Loading To AS4055:

N2

Upper wind Class WP33, WU40 Lower wind Class N1 WP28, WU34 NB: The Lower wind class is only relevant for pre-engineered structures designed to the AS1170 wind speed calculated above, and is therefore designed to a lower wind speed than the AS4055 classification of the site would require: the upper wind class shown above. (eg. An AS4055 classified N2 building is not suitable for a N3 site. But the AS1170 designed building is suitable for the AS1170 assessed site.) (C)Roy Harrison Associates

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Balustrade Infill

NB: Design of Infill by Others.

Panel Height = c = Height to Top of Panel = h =

1800 mm 1800 mm

Panel Length = b = Length of Wing forming corner

Imposed Point Load Uniformly DistributedLoad (UDL)

PL = p=

0.25 kN 0.50 kPa

W=

1500 mm 0 mm

Area 2.7 m² isCorner

b/c = c/h =

0

0.833 1

1.35 kN

Pressure coefficients taken for freestanding hoardings and walls 1.28 qz= 0.93 kPa p= 1.19 kPa 1.28 qz= 0.93 kPa p= 1.19 kPa 1.00 qz= 0.93 kPa p= 0.93 kPa 1.28 qz= 0.93 kPa p= 1.19 kPa

e

W W W W

= = = =

3.2 3.2 2.5 3.2

kN kN kN kN

dwe= dwe=

0 0

0 300 0

Infill considered to be a single span plate element. Infill spans between posts only. Loads not taken in combination Eccentricity of wind load only considered important for single isolated panel: little relevance for continuous panel. Balustrades typically do not have free edges. Balustrade typically flush with wall of building or has a return wing, and the wing intersects the building wall.

A M P

1 2 3 4 5

SCH

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Para Hills SA 5096

Cpe0 = Cpe45 = Cpe90 = Cpe[max] =

20/11/2013

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Sample and Reference Calculations

Wind

sample

Loads Distributed to Posts

Load Width = 1.500 m

Internal Post: Rails Both Sides

Per metre height of post 0 Assuming load to panels either side of post

imposed

P w

0.25 kN

max:

LoadWidth = wind w

1.5 m

Internal Post: Rails Both Sides 1.78 kN/m

M1 = wL^2/2 ; M2 = PL Post Height:

Panel Width:

0.14 kN/m 0.75 kN/m 0.75 kN/m

by psi_u=1.5 0.21 1.13 1.13

{NB: Imposed to be multiplied by 1.5}

Assuming wind load to panels either side of post. {NB: calculated ignoring eccentricity}

if M1 = M2 then L = 2P/w

H= wind load to infill controls over direct point load to post: for given panel width. L= Wind load to infill controls over direct point load to post: for given post height. Imposed load to infill controls over direct point load to post: for given L = post height.

1.009 m 0.841 m 1.333 m

NB: Ignores wind buffeting and turbulence which maybe experienced at the top of a tall building. Largely beyond scope of wind loading code and requires testing, to assess fatigue resistance of glazing. NB: Depending on the location of the balustrade within the building, it may be considered as similar to an external wall surface and subject to local pressure magnification. Such however not considered a realistic model of the wind action on the free edge at top of plate. The balustrade may be considered as a parapet, but AS1170.2 only partially considers the turbulence and potential stagnation of airflow behind a parapet wall. Further balustrades are typically vented near floor level {though should be some adjacent kerb or kickplate}. Therefore pressure coefficients for free standing walls considered most appropriate.

Cfig = Cpn.Kp

(C)Roy Harrison Associates

Kl and Ka do not appear as taken to be equal to 1. AS1190.2 D2.1

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STANCHION STANCHION {typical internal} LOADS AS1170.1 LoadWidth Stanchion

1500 mm {length of rail contributing to total load on post} Load Height 1800 mm Nominal Unfactored loading: Q Equivalent Point Load at Post Horizontal 0.35 kN/m 0.53 kN {reaction: loading on both sides} Vertical 0.35 kN/m 0.53 kN {reaction: loading on both sides} Inwards/OutWards or Downwards 0.60 kN 0.60 kN {direct} NB: UDL's are applied to handrail, both sides of post. {eg. intermediate or internal post}

Rail span at which reaction from rail controls

1.714 m

0.60 kN

Base Moment

1.08 kNm

Vertical Loading NB: Axial buckling capacity of post not considered critical. Therefore not checked.

kN 0.53 0.60 1.35 3.21

BM[kNm] 0.95 1.08 1.22 2.89

A M P

{typically Ixx} Horizontal Loading Load kPa kN/m 1 LL 2 PL 3 Infill (imposed) 0.75 4 Infill (wind) 1.78

Ph = Ph = wh²/2 = wh²/2 =

STRENGTH {Ixx} Design Bending Moments Case 1: 1.5LL Case 2: 1.5PL Case 3: 1.5 Infill (imposed) 1Case 4: 1.0 Infill (wind)

equivalent Point Load at top of post = M/h =

BM[kNm] 1.42 1.62 1.82 2.89 max 2.89

Reactions [kN] 0.79 0.90 2.03 3.21 max 3.21

BM[kNm] 0.95 1.08 1.22 1.95 max 1.95

Reactions [kN] 0.53 0.60

1.60 kN

SERVICEABILITY {Ixx} Design Bending Moments Case 1:1.0LL Case 2:1.0PL Case 3:1.0 Infill (imposed) 0.68 Case 4:0.7 Infill (wind)

equivalent Point Load at top of post = M/h =

Reactions [kN] 0.53 0.60 1.35 3.21

1.08 kN

NB: Base Moments generated by loads on infill panels, are based on the maximum of the post height and the panel height NB: Load height for top edge loads are limited to 1100mm, the maximum height in AS1657 for a functional guard rail. NB: To function has both hand rail and guard rail, the rail needs to be between 900mm and 1000mm high. If lower it will not function as a guard rail, if higher it will not serve as a hand rail. NB: Not all situations require a hand rail, but it may be advisable to provide a guard rail or chair rail.

(C)Roy Harrison Associates

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sample 01

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ULTIMATE STRENGTH ΦMsx = 3.97 kNm

sample

65x65x2.0SHS Duragal C450LO

A M P

STANCHION: BENDING MOMENT VARIATION WITH HEIGHT Table 1.1 Bending Moments inc 0.09 m Height H 1.800 1.800 1.800 1.800 m load w 1.13 1.78 kN/m P 0.79 0.90 kN Maxima 1.42 1.62 1.82 2.89 kNm Max: 2.89 kNm Load Case 4 Case4BM point x Case 1: Case 2:Case 3: Case 4: 0 0.000 1.42 1.62 1.82 2.89 Reinforcement Length #N/A mm Table row #N/A 1 0.090 1.35 1.54 1.64 2.61 NB: Loads typically applied at guard rail height. 2 0.180 1.28 1.46 1.48 2.34 Infill loads may extend above guard rail height 3 0.270 1.20 1.38 1.32 2.09 4 0.360 1.13 1.30 1.17 1.85 5 0.450 1.06 1.22 1.03 1.62 To avoid welding of aluminium tubes, 6 0.540 0.99 1.13 0.89 1.42 steel spigots are typically inserted to 7 0.630 0.92 1.05 0.77 1.22 form a connection. If these spigots are 8 0.720 0.85 0.97 0.66 1.04 stronger than the tube, then they can 9 0.810 0.78 0.89 0.55 0.87 10 0.900 0.71 0.81 0.46 0.72 be extended to strengthen or reinforce 11 0.990 0.64 0.73 0.37 0.58 the tube. If the tube is strong enough 12 1.080 0.57 0.65 0.29 0.46 in its own right then the length of 13 1.170 0.50 0.57 0.22 0.35 reinforcement is not applicable (#N/A). 14 1.260 0.43 0.49 0.16 0.26 15 1.350 0.35 0.41 0.11 0.18 When the strength of the spigot is less 16 1.440 0.28 0.32 0.07 0.12 than the post then the spigot controls 17 1.530 0.21 0.24 0.04 0.06 the height and spacing of posts for a 18 1.620 0.14 0.16 0.02 0.03 given load. 19 1.710 0.07 0.08 0.00 0.01 20 1.800 0.00 0.00 0.00 0.00

Stanchion Bending Moment

2.000 1.800 1.600

Height [m]

1.400

Case 1: Case 2: Case 3: Case 4:

1.200 1.000 0.800 0.600 0.400 0.200

0.000 0.00

1.00

2.00

3.00

4.00

Bending Moment [kNm]

(C)Roy Harrison Associates

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SAMPLE ONLY DEFLECTIONS 65x65x2.0SHS Duragal C450LO E 2E+05 MPa = N/mm² Ixx

SCH

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Para Hills SA 5096 Sample and Reference Calculations

3.2300E+05 mm^4

E.Ixx =

6.4600E+10 Nmm^2

Ψ[sL] =

1

A M P

Table 1.2 : Deflections (serviceability) k = 3EI/L³ = x = F/k 33.2 N/mm load w 0.75 1.78 kN/m = N/mm P 0.53 0.60 kN Maxima 15.80 18.06 15.23 36.22 mm 0 x[mm] Case 1: Case 2:Case 3: Case 4: 0 0 0.00 0.00 0.00 0.00 NB: Deflection is for post only 1 90 0.06 0.07 0.07 0.18 Deflections not modified for heights above, load. 2 180 0.23 0.26 0.28 0.68 3 270 0.51 0.58 0.62 1.47 4 360 0.88 1.01 1.06 2.53 isUseTest 0 5 450 1.36 1.55 1.61 3.82 E.Ixx[calc] 6.4600E+10 Nmm^2 6 540 1.92 2.19 2.23 5.31 E.Ixx[test] Nmm^2 7 630 2.56 2.93 2.94 6.98 8 720 3.29 3.76 3.71 8.81 9 810 4.08 4.66 4.53 10.76 Maximum Recommended: 36.3 mm 10 900 4.94 5.64 5.40 12.83 Maximum Calculated: 36.2 mm 11 990 5.85 6.69 6.30 14.98 ok! NB: Deflections are more 12 1080 6.83 7.80 7.24 17.21 dependent on the stiffness of 13 1170 7.84 8.96 8.20 19.50 the connection, rather than the 14 1260 8.90 10.17 9.18 21.83 stiffness of the post. And really 15 1350 10.00 11.43 10.18 24.19 16 1440 11.12 12.71 11.18 26.58 needs to be determinined by 17 1530 12.27 14.02 12.19 28.98 testing. 18 1620 13.44 15.36 13.20 31.39 19 1710 14.61 16.70 14.22 33.81 20 1800 15.80 18.06 15.23 36.22

Stanchion Deflection

2000 1800 1600

Height [mm]

1400

Case 1: Case 2: Case 3: Case 4:

1200 1000 800 600 400 200

0 0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

Deflection [mm]

NB: Deflections exaggerated relative to height

(C)Roy Harrison Associates

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BARRIERS

AS1657:1992 Fixed platforms, walkways, stairways and ladders - Design, construction and installation. Appendix C: Testing of guard rails

When testing Posts it is permitted to have three posts with railings between, test load is to be applied to end post {Not as shown in Fig B1 (AS1657)}

Fig 1: Post Test

Fig 2: Rail Test

A M P

1 Testing of posts, only considers the point load requirement for guardrailing, therefore reaction from UDL on top rail is ignored. 2 Testing of guardrail only two posts are used, therefore UDL along handrail not considered to be on adjacent spans at the same time. Testing typically by application of point load, therefore UDL replaced by point load producing equivalent bending moment in the rail. 3 No magnification of the prescribed nominal loads for testing purposes, but does place constraints on residual deflection of handrails after test load removed. No acceptance criteria is provided for posts. Constraint on residual deflection for handrail: L/90 from vectorial combination of horizontal and vertical loading. ADOPT: Similar deflection constraint at top of post. [eg. load applied to handrail at post] These residual deflections are difficult to determine by calculation, since most design theory is based on linear elastic properties of materials, rather than non-linear plastic properties. However from a calculation viewpoint the deflection under load has to be greater than or equal to the residual.

Since the loads used for the tests are unfactored they are here taken to be serviceability loads with psi[s]=1, and therefore the residual deflection limit is a serviceability criteria.

Types of post: 1) End Post {one incoming handrail} 2) Intermediate Post {incoming handrails to both sides} 3) Corner Post {two incoming handrails at 90° to each other on plan.}

End Post

Intermediate Post

Handrail attached to adjacent structure.

Issues

1 Handrail can be loaded along entire length 2 Handrail can be pattern loaded

3 Configuration of a given installation unknown

4 System to be designed to cater for variety of installations

5 Handrail deflects horizontally and so does post (compatibility of deflections) 6 Vertical deflection of posts assumed negligible

7 Constraints on horizontal deflections are taken to be at point of applied load. (eg. handrail/guardrail level) 8 Structural sections not symmetrical about vertical or horizontal axes.

9 Outwards loads expected to be greater than inwards loads for barrier placed at edge of floor.

(C)Roy Harrison Associates

SCH

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Para Hills SA 5096 Sample and Reference Calculations

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Para Hills SA 5096 Sample and Reference Calculations

sample 02

Balustrades Primary purpose, protect people falling from a free edge to a floor below. AS1657-1992 Distinguishes between guardrail and handrail 900 ≤ height ≤ 1100 (top rail) §3.4.1 (a) 800 ≤ height ≤ 1000 (hand rail) §4.6.2 BCA

sample

Rail Height

1800 mm

WARNING: Rail too high to function as guardrail WARNING: Rail too high for convenience as handrail

D2.16 Balustrades and Other Barriers 865 ≤ height (stairs & ramps) 1000 ≤ height (else where) 865 ≤ height (adjacent openable window) D2.17 Handrails 865 ≤ height (no upper limit provided) 665 ≤ height ≤ 750 (additional hand rail: primary school) {BCA appears to permit handrail installed higher than would be of practical use}}

WARNING: Rail too high for convenience as handrail

A M P

AS1428.1 Design for Access and Mobility §6 Handrails and Grabrails 865 ≤ height ≤ 1000 (hand rail)

Barriers versus: Partitions, Walls, Doors, Windows, Balustrades, Guard Rails, Hand rails, Grab Rails

Codes provide no real guidance regarding classification of a structure as a barrier or a wall. AS1170.1 specifies barrier loadings to the top edge of the barrier: this doesn't always make sense. {NB: AS1170.1 does not identify imposed loads for vertical surfaces or plate elements. AS1170.0 identifies a need for robustness, and gives requirements for minimum lateral resistance, but this is based on gravity loads bearing on the structural element. No consideration of a direct lateral load to face of vertical element.}

A1 When does a full height glass panel become a wall of light weight construction ? {BCA: Specification C1.8: LL=0.25kPa} A2 When does a plasterboard on stud wall framing become a barrier ? {BCA: Specification C1.8: LL=0.25kPa} A3 When does a cantilever brick wall become a barrier? B1 A barrier has to have a minimum height to minimise chances of a person toppling over the barrier. {This would be related to the centre of gravity (COG) of a human body, this varies with position (standing, sitting, leaning etc...). When standing, COG B2 A guardrail has to have a maximum height so that people cannot pass under it. B3 A barrier that is not a simple rail, does not need a maximum limit on its functional height, only a lower limit. B4 Guardrails and handrails may or may not be one and the same component of a barrier system. B5 People may be pushing against a barrier at either shoulder or waist height. Such height maybe lower than the top edge of a barrier. B6 People can only pull horizontally against a barrier, which is within reach of their arms. The higher the reach to the barrier top edge, the lower the lateral pull which can be exerted. B7 People can typically push with more force than they can pull. B8 A barrier guarding a floor edge cannot be loaded from either direction with equal loading, compared to barrier accessible from both directions used to control flow of traffic. ∴

Applying barrier loads to top edge of barrier is not sensible in all cases. Such position does not always match the location where load is likley to be experienced by the barrier: irrespective of whether the barrier is cantilevered framing or a plate, or a simply supported panel.

∴

For current situation, adopt the handrail as a guardrail. The glazing behind is therefore only an infill panel and not the principal restraining element. The top edge loading therefore is only applied at the height of the handrail/guardrail and not the top edge of the glazing. The glazing only experiences infill loads.

(C)Roy Harrison Associates

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BARRIERS Design Loads

§3.6 Barriers

AS1170.1:2002

Type of Occupancy for part of the building or structure C3 Areas without obstacles for moving people and not susceptible to over-crowding Stairs, landings, external balconies, edges of roofs, etc.

Nominal Unfactored Loads Top Edge

Horizontal

0.75 kN/m

InFill

Horizontal

1.00 kN/m² = kPa

Vertical

Maximum Serviceability deflection: AS1170.1 Supp 1:2002 §C3.6

0.75 kN/m

Δ=

L = span of handrail = spacing of posts

BALUSTRADE Limits of Deflection Rail Span 1500 mm

Rail height =

Design Load Factors:

1.5

DLF[Q] = psi[u] =

10 C3

Inwards/OutWards/Downwards

0.60 kN

Any Direction

0.50 kN

h/60 +L/240

A M P

h = height of post

SCH

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Para Hills SA 5096 Sample and Reference Calculations

recommended

1800 mm

DLF[serv] = psi[s] =

1

DLF[DL,u] = DLF[DL,s] =

1.2 1

Serviceability Deflection Limit

h/60 = l/240 = h/60 +l/240 =

Δ=

36.3 18.1 36.3 mm

Top edge at any location

{commentary to AS1170}

The barrier could be a wall or plate type structure, so no posts and guardrails to refer to. Therefore h/60 is not taken to be a limit on post, with l/240 for rail. If a post is taken in isolation, and permitted to deflect the full deflection Δ, then the rail taken in isolation cannot be permitted to deflect by the full amount Δ. The post will experience half the full load, and therefore expect it to contribute Δ/2 to the total deflection of the system. Therefore the rail taken in isolation can only be permitted to deflect by a maximum of Δ/2. If the rail is permitted to deflect the full Δ, then the post cannot be permitted to deflect at all: such is impractical. ΔR =

Δ/2 = 18.13 mm

Rail at midpsan, when loaded at midspan

Residual Deflection Permitted by AS1657 Residual Residual

L/90 = L/127

16.7 mm 11.8 mm

Handrail at midspan Handrail at midspan

{combined vertical & horizontal loading effects} {max. for individual load case}

NB: The maximum residual for individual loadcase is assuming, a symmetrical section, and equal loads applied in each direction. Deflection constraints imposing by glazing code simple span L/60 = ΔG1 =

25 mm 25 mm

but less than

30 mm

AS1288 §3.3.3 & Table 7.2, 7.3

cantilever h/30 = ΔG2 =

60 mm 30 mm

but less than

30 mm

AS1288 §3.3.3 & Table 7.1

Coefficients for beam deflection formulae deflection Coeff' = 5/384 = 0.013

(C)Roy Harrison Associates

deflection Coeff' = 1/48 = 0.021

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ASSESSMENT OF DESIGN WIND SPEED Site Address :

Description: Residential Suburban Zero shielding Topography

Proposed Balustrade Region A1 Terrain Cat 3

TC3 NS T1

A M P

Building Risk Assessment Average Building Height = h[avg] = h = 45.0 m (max.) Building Code of Australia (BCA) Part B1 Structural Provisions Importance Level 2 {Normal} Table B1.2a STRUCTURAL CATEGORY Annual probability of Design Wind Event being exceeded for Strength 1/500 = 0.002 R = Mean Return Period Serviceability 1/20 = 0.05 R = Mean Return Period AS1170.2:2002 ASSESSMENT OF SITE AND BUILDING HEIGHT Major Region A SubRegion 1 Region A1 Non-Cyclonic C[dyn] = 1 46/ht = 1.02 sensitivity {static analysis acceptable} Use Directional Wind Speeds FALSE N NE E SE S SW W NW β 0 45 90 135 180 225 270 315 degrees Tcat 4 4 4 4 4 4 4 4 V[R,u] = 45 45 45 45 45 45 45 45 m/s M[d] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M[z,cat] = 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 M[s] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M[t] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M[z,cat].M[s].M[t] = 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 V[sit,β,u] = 39.38 39.38 39.38 39.38 39.38 39.38 39.38 39.38 m/s

500 20

V[sit,β,u] = 39.38 m/s Maximum Expected wind speed at SITE for strength limit state = relative to building V[R,s] = 37 V[R,s]/V[R,u] 0.82 (Vs/Vu)^2 = 0.68 ASSESSMENT OF BUILDING ORIENTATION AlternateValue 360 Bearing of Northern Most Face 0 (degrees from North, less than 90°) Orientation Treated as Unknown 1 Building Face 1 2 3 4 Face Bearing 0 90.0 180 270 degrees Sector Bdry 0 0 0 0 0 0 0 0 degrees V[sector] = 39.38 39.38 39.38 39.38 m/s Θ 0 90 180 270 degrees V[des,Θ,u] = 39.38 39.38 39.38 39.38 m/s q[ref] = 0.93 0.93 0.93 0.93 kPa q[ref] = (0.5 ρ[air] ) V[des,Θ,u]² Strength Limit State Design simplified to two orthogonal directions: V[des,0,u] = 39.38 m/s V[des,90,u] = 39.38 m/s

V[site] to V[design]

60.00 50.00 40.00 30.00 20.00 10.00 0.00

qz0 = qz90 =

0

45

90

135

180

Site

225

270

315

0.93 kPa 0.93 kPa

0.00

360

Design

Maximum Design wind speed for Building for strength limit state =

V[des,Θ,u] = 39.38 m/s

Vp =

32.1

Classification of Wind Loading To AS4055:

N2

Upper wind Class WP33, WU40 Lower wind Class N1 WP28, WU34 NB: The Lower wind class is only relevant for pre-engineered structures designed to the AS1170 wind speed calculated above, and is therefore designed to a lower wind speed than the AS4055 classification of the site would require: the upper wind class shown above. (eg. An AS4055 classified N2 building is not suitable for a N3 site. But the AS1170 designed building is suitable for the AS1170 assessed site.) (C)Roy Harrison Associates

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Balustrade Infill

NB: Design of Infill by Others.

Panel Height = c = Height to Top of Panel = h =

1800 mm 1800 mm

Panel Length = b = Length of Wing forming corner

Imposed Point Load Uniformly DistributedLoad (UDL)

PL = p=

0.50 kN 1.00 kPa

W=

1500 mm 0 mm

Area 2.7 m² isCorner

b/c = c/h =

0

0.833 1

2.7 kN

Pressure coefficients taken for freestanding hoardings and walls 1.28 qz= 0.93 kPa p= 1.19 kPa 1.28 qz= 0.93 kPa p= 1.19 kPa 1.00 qz= 0.93 kPa p= 0.93 kPa 1.28 qz= 0.93 kPa p= 1.19 kPa

e

W W W W

= = = =

3.2 3.2 2.5 3.2

kN kN kN kN

dwe= dwe=

0 0

0 300 0

Infill considered to be a single span plate element. Infill spans between posts only. Loads not taken in combination Eccentricity of wind load only considered important for single isolated panel: little relevance for continuous panel. Balustrades typically do not have free edges. Balustrade typically flush with wall of building or has a return wing, and the wing intersects the building wall.

A M P

1 2 3 4 5

SCH

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Para Hills SA 5096

Cpe0 = Cpe45 = Cpe90 = Cpe[max] =

20/11/2013

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Sample and Reference Calculations

Wind

sample

Loads Distributed to Posts

Load Width = 1.500 m

Internal Post: Rails Both Sides

Per metre height of post 0 Assuming load to panels either side of post

imposed

P w

0.50 kN

max:

LoadWidth = wind w

1.5 m

Internal Post: Rails Both Sides 1.78 kN/m

M1 = wL^2/2 ; M2 = PL Post Height:

Panel Width:

0.28 kN/m 1.50 kN/m 1.50 kN/m

by psi_u=1.5 0.42 2.25 2.25

{NB: Imposed to be multiplied by 1.5}

Assuming wind load to panels either side of post. {NB: calculated ignoring eccentricity}

if M1 = M2 then L = 2P/w

H= wind load to infill controls over direct point load to post: for given panel width. L= Wind load to infill controls over direct point load to post: for given post height. Imposed load to infill controls over direct point load to post: for given L = post height.

1.009 m 0.841 m 0.667 m

NB: Ignores wind buffeting and turbulence which maybe experienced at the top of a tall building. Largely beyond scope of wind loading code and requires testing, to assess fatigue resistance of glazing. NB: Depending on the location of the balustrade within the building, it may be considered as similar to an external wall surface and subject to local pressure magnification. Such however not considered a realistic model of the wind action on the free edge at top of plate. The balustrade may be considered as a parapet, but AS1170.2 only partially considers the turbulence and potential stagnation of airflow behind a parapet wall. Further balustrades are typically vented near floor level {though should be some adjacent kerb or kickplate}. Therefore pressure coefficients for free standing walls considered most appropriate.

Cfig = Cpn.Kp

(C)Roy Harrison Associates

Kl and Ka do not appear as taken to be equal to 1. AS1190.2 D2.1

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STANCHION STANCHION {typical internal} LOADS AS1170.1 LoadWidth Stanchion

1500 mm {length of rail contributing to total load on post} Load Height 1800 mm Nominal Unfactored loading: Q Equivalent Point Load at Post Horizontal 0.75 kN/m 1.13 kN {reaction: loading on both sides} Vertical 0.75 kN/m 1.13 kN {reaction: loading on both sides} Inwards/OutWards or Downwards 0.60 kN 0.60 kN {direct} NB: UDL's are applied to handrail, both sides of post. {eg. intermediate or internal post}

Rail span at which reaction from rail controls

0.800 m

0.60 kN

Base Moment

1.08 kNm

Vertical Loading NB: Axial buckling capacity of post not considered critical. Therefore not checked.

kN 1.13 0.60 2.70 3.21

BM[kNm] 2.03 1.08 2.43 2.89

A M P

{typically Ixx} Horizontal Loading Load kPa kN/m 1 LL 2 PL 3 Infill (imposed) 1.50 4 Infill (wind) 1.78

Ph = Ph = wh²/2 = wh²/2 =

STRENGTH {Ixx} Design Bending Moments Case 1: 1.5LL Case 2: 1.5PL Case 3: 1.5 Infill (imposed) 1Case 4: 1.0 Infill (wind)

equivalent Point Load at top of post = M/h =

BM[kNm] 3.04 1.62 3.65 2.89 max 3.65

Reactions [kN] 1.69 0.90 4.05 3.21 max 4.05

BM[kNm] 2.03 1.08 2.43 1.95 max 2.43

Reactions [kN] 1.13 0.60

2.03 kN

SERVICEABILITY {Ixx} Design Bending Moments Case 1:1.0LL Case 2:1.0PL Case 3:1.0 Infill (imposed) 0.68 Case 4:0.7 Infill (wind)

equivalent Point Load at top of post = M/h =

Reactions [kN] 1.13 0.60 2.70 3.21

1.35 kN

NB: Base Moments generated by loads on infill panels, are based on the maximum of the post height and the panel height NB: Load height for top edge loads are limited to 1100mm, the maximum height in AS1657 for a functional guard rail. NB: To function has both hand rail and guard rail, the rail needs to be between 900mm and 1000mm high. If lower it will not function as a guard rail, if higher it will not serve as a hand rail. NB: Not all situations require a hand rail, but it may be advisable to provide a guard rail or chair rail.

(C)Roy Harrison Associates

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sample 02

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65x65x2.0SHS Duragal C450LO

A M P

STANCHION: BENDING MOMENT VARIATION WITH HEIGHT Table 1.1 Bending Moments inc 0.09 m Height H 1.800 1.800 1.800 1.800 m load w 2.25 1.78 kN/m P 1.69 0.90 kN Maxima 3.04 1.62 3.65 2.89 kNm Max: 3.65 kNm Load Case 3 Case3BM point x Case 1: Case 2:Case 3: Case 4: 0 0.000 3.04 1.62 3.65 2.89 Reinforcement Length #N/A mm Table row #N/A 1 0.090 2.89 1.54 3.29 2.61 NB: Loads typically applied at guard rail height. 2 0.180 2.73 1.46 2.95 2.34 Infill loads may extend above guard rail height 3 0.270 2.58 1.38 2.63 2.09 4 0.360 2.43 1.30 2.33 1.85 5 0.450 2.28 1.22 2.05 1.62 6 0.540 2.13 1.13 1.79 1.42 7 0.630 1.97 1.05 1.54 1.22 8 0.720 1.82 0.97 1.31 1.04 9 0.810 1.67 0.89 1.10 0.87 10 0.900 1.52 0.81 0.91 0.72 11 0.990 1.37 0.73 0.74 0.58 12 1.080 1.22 0.65 0.58 0.46 13 1.170 1.06 0.57 0.45 0.35 14 1.260 0.91 0.49 0.33 0.26 15 1.350 0.76 0.41 0.23 0.18 16 1.440 0.61 0.32 0.15 0.12 17 1.530 0.46 0.24 0.08 0.06 18 1.620 0.30 0.16 0.04 0.03 19 1.710 0.15 0.08 0.01 0.01 20 1.800 0.00 0.00 0.00 0.00

Stanchion Bending Moment

2.000 1.800 1.600

Height [m]

1.400

Case 1: Case 2: Case 3: Case 4:

1.200 1.000 0.800 0.600 0.400 0.200

0.000 0.00

1.00

2.00

3.00

4.00

Bending Moment [kNm]

(C)Roy Harrison Associates

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Sample and Reference Calculations

ULTIMATE STRENGTH ΦMsx = 3.97 kNm

sample

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SAMPLE ONLY DEFLECTIONS 65x65x2.0SHS Duragal C450LO E 2E+05 MPa = N/mm² Ixx

SCH

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Para Hills SA 5096 Sample and Reference Calculations

3.2300E+05 mm^4

E.Ixx =

6.4600E+10 Nmm^2

Ψ[sL] =

1

A M P

Table 1.2 : Deflections (serviceability) k = 3EI/L³ = x = F/k 33.2 N/mm load w 1.50 1.78 kN/m = N/mm P 1.13 0.60 kN Maxima 33.85 18.06 30.47 36.22 mm 0 x[mm] Case 1: Case 2:Case 3: Case 4: 0 0 0.00 0.00 0.00 0.00 NB: Deflection is for post only 1 90 0.12 0.07 0.15 0.18 Deflections not modified for heights above, load. 2 180 0.49 0.26 0.57 0.68 3 270 1.09 0.58 1.24 1.47 4 360 1.90 1.01 2.13 2.53 isUseTest 0 5 450 2.91 1.55 3.21 3.82 E.Ixx[calc] 6.4600E+10 Nmm^2 6 540 4.11 2.19 4.47 5.31 E.Ixx[test] Nmm^2 7 630 5.50 2.93 5.88 6.98 8 720 7.04 3.76 7.41 8.81 9 810 8.74 4.66 9.05 10.76 Maximum Recommended: 36.3 mm 10 900 10.58 5.64 10.79 12.83 Maximum Calculated: 36.2 mm 11 990 12.55 6.69 12.60 14.98 ok! 12 1080 14.63 7.80 14.48 17.21 13 1170 16.81 8.96 16.40 19.50 14 1260 19.08 10.17 18.36 21.83 15 1350 21.42 11.43 20.35 24.19 16 1440 23.83 12.71 22.36 26.58 17 1530 26.29 14.02 24.38 28.98 18 1620 28.79 15.36 26.41 31.39 19 1710 31.32 16.70 28.44 33.81 20 1800 33.85 18.06 30.47 36.22

Stanchion Deflection

2000 1800 1600

Height [mm]

1400

Case 1: Case 2: Case 3: Case 4:

1200 1000 800 600 400 200

0 0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

Deflection [mm]

NB: Deflections exaggerated relative to height

(C)Roy Harrison Associates

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BARRIERS

AS1657:1992 Fixed platforms, walkways, stairways and ladders - Design, construction and installation. Appendix C: Testing of guard rails

When testing Posts it is permitted to have three posts with railings between, test load is to be applied to end post {Not as shown in Fig B1 (AS1657)}

Fig 1: Post Test

Fig 2: Rail Test

A M P

1 Testing of posts, only considers the point load requirement for guardrailing, therefore reaction from UDL on top rail is ignored. 2 Testing of guardrail only two posts are used, therefore UDL along handrail not considered to be on adjacent spans at the same time. Testing typically by application of point load, therefore UDL replaced by point load producing equivalent bending moment in the rail. 3 No magnification of the prescribed nominal loads for testing purposes, but does place constraints on residual deflection of handrails after test load removed. No acceptance criteria is provided for posts. Constraint on residual deflection for handrail: L/90 from vectorial combination of horizontal and vertical loading. ADOPT: Similar deflection constraint at top of post. [eg. load applied to handrail at post] These residual deflections are difficult to determine by calculation, since most design theory is based on linear elastic properties of materials, rather than non-linear plastic properties. However from a calculation viewpoint the deflection under load has to be greater than or equal to the residual.

Since the loads used for the tests are unfactored they are here taken to be serviceability loads with psi[s]=1, and therefore the residual deflection limit is a serviceability criteria.

Types of post: 1) End Post {one incoming handrail} 2) Intermediate Post {incoming handrails to both sides} 3) Corner Post {two incoming handrails at 90° to each other on plan.}

End Post

Intermediate Post

Handrail attached to adjacent structure.

Issues

1 Handrail can be loaded along entire length 2 Handrail can be pattern loaded

3 Configuration of a given installation unknown

4 System to be designed to cater for variety of installations

5 Handrail deflects horizontally and so does post (compatibility of deflections) 6 Vertical deflection of posts assumed negligible

7 Constraints on horizontal deflections are taken to be at point of applied load. (eg. handrail/guardrail level) 8 Structural sections not symmetrical about vertical or horizontal axes.

9 Outwards loads expected to be greater than inwards loads for barrier placed at edge of floor.

(C)Roy Harrison Associates

SCH

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Para Hills SA 5096 Sample and Reference Calculations

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Para Hills SA 5096 Sample and Reference Calculations

sample 03

Balustrades Primary purpose, protect people falling from a free edge to a floor below. AS1657-1992 Distinguishes between guardrail and handrail 900 ≤ height ≤ 1100 (top rail) §3.4.1 (a) 800 ≤ height ≤ 1000 (hand rail) §4.6.2 BCA

sample

Rail Height

1800 mm

WARNING: Rail too high to function as guardrail WARNING: Rail too high for convenience as handrail

D2.16 Balustrades and Other Barriers 865 ≤ height (stairs & ramps) 1000 ≤ height (else where) 865 ≤ height (adjacent openable window) D2.17 Handrails 865 ≤ height (no upper limit provided) 665 ≤ height ≤ 750 (additional hand rail: primary school) {BCA appears to permit handrail installed higher than would be of practical use}}

WARNING: Rail too high for convenience as handrail

A M P

AS1428.1 Design for Access and Mobility §6 Handrails and Grabrails 865 ≤ height ≤ 1000 (hand rail)

Barriers versus: Partitions, Walls, Doors, Windows, Balustrades, Guard Rails, Hand rails, Grab Rails

Codes provide no real guidance regarding classification of a structure as a barrier or a wall. AS1170.1 specifies barrier loadings to the top edge of the barrier: this doesn't always make sense. {NB: AS1170.1 does not identify imposed loads for vertical surfaces or plate elements. AS1170.0 identifies a need for robustness, and gives requirements for minimum lateral resistance, but this is based on gravity loads bearing on the structural element. No consideration of a direct lateral load to face of vertical element.}

A1 When does a full height glass panel become a wall of light weight construction ? {BCA: Specification C1.8: LL=0.25kPa} A2 When does a plasterboard on stud wall framing become a barrier ? {BCA: Specification C1.8: LL=0.25kPa} A3 When does a cantilever brick wall become a barrier? B1 A barrier has to have a minimum height to minimise chances of a person toppling over the barrier. {This would be related to the centre of gravity (COG) of a human body, this varies with position (standing, sitting, leaning etc...). When standing, COG B2 A guardrail has to have a maximum height so that people cannot pass under it. B3 A barrier that is not a simple rail, does not need a maximum limit on its functional height, only a lower limit. B4 Guardrails and handrails may or may not be one and the same component of a barrier system. B5 People may be pushing against a barrier at either shoulder or waist height. Such height maybe lower than the top edge of a barrier. B6 People can only pull horizontally against a barrier, which is within reach of their arms. The higher the reach to the barrier top edge, the lower the lateral pull which can be exerted. B7 People can typically push with more force than they can pull. B8 A barrier guarding a floor edge cannot be loaded from either direction with equal loading, compared to barrier accessible from both directions used to control flow of traffic. ∴

Applying barrier loads to top edge of barrier is not sensible in all cases. Such position does not always match the location where load is likley to be experienced by the barrier: irrespective of whether the barrier is cantilevered framing or a plate, or a simply supported panel.

∴

For current situation, adopt the handrail as a guardrail. The glazing behind is therefore only an infill panel and not the principal restraining element. The top edge loading therefore is only applied at the height of the handrail/guardrail and not the top edge of the glazing. The glazing only experiences infill loads.

(C)Roy Harrison Associates

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BARRIERS Design Loads

§3.6 Barriers

AS1170.1:2002

Type of Occupancy for part of the building or structure C5 Areas susceptible to over-crowding Theatres, cinemas, grandstands, discotheques, bars, auditoria, shopping malls, (see also D), assembly areas, studios, etc. Nominal Unfactored Loads Top Edge

Horizontal

3.00 kN/m

InFill

Horizontal

1.50 kN/m² = kPa

Vertical

Maximum Serviceability deflection: AS1170.1 Supp 1:2002 §C3.6

0.75 kN/m

Δ=

L = span of handrail = spacing of posts

BALUSTRADE Limits of Deflection Rail Span 1500 mm

Rail height =

Design Load Factors:

1.5

DLF[Q] = psi[u] =

11 C5

Inwards/OutWards/Downwards

0.60 kN

Any Direction

1.50 kN

h/60 +L/240

A M P

h = height of post

SCH

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Para Hills SA 5096 Sample and Reference Calculations

recommended

1800 mm

DLF[serv] = psi[s] =

1

DLF[DL,u] = DLF[DL,s] =

1.2 1

Serviceability Deflection Limit

h/60 = l/240 = h/60 +l/240 =

Δ=

36.3 18.1 36.3 mm

Top edge at any location

{commentary to AS1170}

The barrier could be a wall or plate type structure, so no posts and guardrails to refer to. Therefore h/60 is not taken to be a limit on post, with l/240 for rail. If a post is taken in isolation, and permitted to deflect the full deflection Δ, then the rail taken in isolation cannot be permitted to deflect by the full amount Δ. The post will experience half the full load, and therefore expect it to contribute Δ/2 to the total deflection of the system. Therefore the rail taken in isolation can only be permitted to deflect by a maximum of Δ/2. If the rail is permitted to deflect the full Δ, then the post cannot be permitted to deflect at all: such is impractical. ΔR =

Δ/2 = 18.13 mm

Rail at midpsan, when loaded at midspan

Residual Deflection Permitted by AS1657 Residual Residual

L/90 = L/127

16.7 mm 11.8 mm

Handrail at midspan Handrail at midspan

{combined vertical & horizontal loading effects} {max. for individual load case}

NB: The maximum residual for individual loadcase is assuming, a symmetrical section, and equal loads applied in each direction. Deflection constraints imposing by glazing code simple span L/60 = ΔG1 =

25 mm 25 mm

but less than

30 mm

AS1288 §3.3.3 & Table 7.2, 7.3

cantilever h/30 = ΔG2 =

60 mm 30 mm

but less than

30 mm

AS1288 §3.3.3 & Table 7.1

Coefficients for beam deflection formulae deflection Coeff' = 5/384 = 0.013

(C)Roy Harrison Associates

deflection Coeff' = 1/48 = 0.021

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Para Hills SA 5096 Sample and Reference Calculations

sample 03

SAMPLE ONLY

ASSESSMENT OF DESIGN WIND SPEED Site Address :

Description: Residential Suburban Zero shielding Topography

Proposed Balustrade Region A1 Terrain Cat 3

TC3 NS T1

A M P

Building Risk Assessment Average Building Height = h[avg] = h = 45.0 m (max.) Building Code of Australia (BCA) Part B1 Structural Provisions Importance Level 2 {Normal} Table B1.2a STRUCTURAL CATEGORY Annual probability of Design Wind Event being exceeded for Strength 1/500 = 0.002 R = Mean Return Period Serviceability 1/20 = 0.05 R = Mean Return Period AS1170.2:2002 ASSESSMENT OF SITE AND BUILDING HEIGHT Major Region A SubRegion 1 Region A1 Non-Cyclonic C[dyn] = 1 46/ht = 1.02 sensitivity {static analysis acceptable} Use Directional Wind Speeds FALSE N NE E SE S SW W NW β 0 45 90 135 180 225 270 315 degrees Tcat 4 4 4 4 4 4 4 4 V[R,u] = 45 45 45 45 45 45 45 45 m/s M[d] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M[z,cat] = 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 M[s] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M[t] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M[z,cat].M[s].M[t] = 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 V[sit,β,u] = 39.38 39.38 39.38 39.38 39.38 39.38 39.38 39.38 m/s

500 20

V[sit,β,u] = 39.38 m/s Maximum Expected wind speed at SITE for strength limit state = relative to building V[R,s] = 37 V[R,s]/V[R,u] 0.82 (Vs/Vu)^2 = 0.68 ASSESSMENT OF BUILDING ORIENTATION AlternateValue 360 Bearing of Northern Most Face 0 (degrees from North, less than 90°) Orientation Treated as Unknown 1 Building Face 1 2 3 4 Face Bearing 0 90.0 180 270 degrees Sector Bdry 0 0 0 0 0 0 0 0 degrees V[sector] = 39.38 39.38 39.38 39.38 m/s Θ 0 90 180 270 degrees V[des,Θ,u] = 39.38 39.38 39.38 39.38 m/s q[ref] = 0.93 0.93 0.93 0.93 kPa q[ref] = (0.5 ρ[air] ) V[des,Θ,u]² Strength Limit State Design simplified to two orthogonal directions: V[des,0,u] = 39.38 m/s V[des,90,u] = 39.38 m/s

V[site] to V[design]

60.00 50.00 40.00 30.00 20.00 10.00 0.00

qz0 = qz90 =

0

45

90

135

180

Site

225

270

315

0.93 kPa 0.93 kPa

0.00

360

Design

Maximum Design wind speed for Building for strength limit state =

V[des,Θ,u] = 39.38 m/s

Vp =

32.1

Classification of Wind Loading To AS4055:

N2

Upper wind Class WP33, WU40 Lower wind Class N1 WP28, WU34 NB: The Lower wind class is only relevant for pre-engineered structures designed to the AS1170 wind speed calculated above, and is therefore designed to a lower wind speed than the AS4055 classification of the site would require: the upper wind class shown above. (eg. An AS4055 classified N2 building is not suitable for a N3 site. But the AS1170 designed building is suitable for the AS1170 assessed site.) (C)Roy Harrison Associates

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Balustrade Infill

NB: Design of Infill by Others.

Panel Height = c = Height to Top of Panel = h =

1800 mm 1800 mm

Panel Length = b = Length of Wing forming corner

Imposed Point Load Uniformly DistributedLoad (UDL)

PL = p=

1.50 kN 1.50 kPa

W=

1500 mm 0 mm

Area 2.7 m² isCorner

b/c = c/h =

0

0.833 1

4.05 kN

Pressure coefficients taken for freestanding hoardings and walls 1.28 qz= 0.93 kPa p= 1.19 kPa 1.28 qz= 0.93 kPa p= 1.19 kPa 1.00 qz= 0.93 kPa p= 0.93 kPa 1.28 qz= 0.93 kPa p= 1.19 kPa

e

W W W W

= = = =

3.2 3.2 2.5 3.2

kN kN kN kN

dwe= dwe=

0 0

0 300 0

Infill considered to be a single span plate element. Infill spans between posts only. Loads not taken in combination Eccentricity of wind load only considered important for single isolated panel: little relevance for continuous panel. Balustrades typically do not have free edges. Balustrade typically flush with wall of building or has a return wing, and the wing intersects the building wall.

A M P

1 2 3 4 5

SCH

L E

Para Hills SA 5096

Cpe0 = Cpe45 = Cpe90 = Cpe[max] =

20/11/2013

email:[email protected] Author:

Sample and Reference Calculations

Wind

sample

Loads Distributed to Posts

Load Width = 1.500 m

Internal Post: Rails Both Sides

Per metre height of post 0 Assuming load to panels either side of post

imposed

P w

1.50 kN

max:

LoadWidth = wind w

1.5 m

Internal Post: Rails Both Sides 1.78 kN/m

M1 = wL^2/2 ; M2 = PL Post Height:

Panel Width:

0.83 kN/m 2.25 kN/m 2.25 kN/m

by psi_u=1.5 1.25 3.38 3.38

{NB: Imposed to be multiplied by 1.5}

Assuming wind load to panels either side of post. {NB: calculated ignoring eccentricity}

if M1 = M2 then L = 2P/w

H= wind load to infill controls over direct point load to post: for given panel width. L= Wind load to infill controls over direct point load to post: for given post height. Imposed load to infill controls over direct point load to post: for given L = post height.

1.009 m 0.841 m 0.444 m

NB: Ignores wind buffeting and turbulence which maybe experienced at the top of a tall building. Largely beyond scope of wind loading code and requires testing, to assess fatigue resistance of glazing. NB: Depending on the location of the balustrade within the building, it may be considered as similar to an external wall surface and subject to local pressure magnification. Such however not considered a realistic model of the wind action on the free edge at top of plate. The balustrade may be considered as a parapet, but AS1170.2 only partially considers the turbulence and potential stagnation of airflow behind a parapet wall. Further balustrades are typically vented near floor level {though should be some adjacent kerb or kickplate}. Therefore pressure coefficients for free standing walls considered most appropriate.

Cfig = Cpn.Kp

(C)Roy Harrison Associates

Kl and Ka do not appear as taken to be equal to 1. AS1190.2 D2.1

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Para Hills SA 5096 Sample and Reference Calculations

sample 03

SAMPLE ONLY

STANCHION STANCHION {typical internal} LOADS AS1170.1 LoadWidth Stanchion

1500 mm {length of rail contributing to total load on post} Load Height 1800 mm Nominal Unfactored loading: Q Equivalent Point Load at Post Horizontal 3 kN/m 4.50 kN {reaction: loading on both sides} Vertical 0.75 kN/m 1.13 kN {reaction: loading on both sides} Inwards/OutWards or Downwards 0.60 kN 0.60 kN {direct} NB: UDL's are applied to handrail, both sides of post. {eg. intermediate or internal post}

Rail span at which reaction from rail controls

0.200 m

0.60 kN

Base Moment

1.08 kNm

Vertical Loading NB: Axial buckling capacity of post not considered critical. Therefore not checked.

kN 4.50 0.60 4.05 3.21

BM[kNm] 8.10 1.08 3.65 2.89

A M P

{typically Ixx} Horizontal Loading Load kPa kN/m 1 LL 2 PL 3 Infill (imposed) 2.25 4 Infill (wind) 1.78

Ph = Ph = wh²/2 = wh²/2 =

STRENGTH {Ixx} Design Bending Moments Case 1: 1.5LL Case 2: 1.5PL Case 3: 1.5 Infill (imposed) 1Case 4: 1.0 Infill (wind)

equivalent Point Load at top of post = M/h =

BM[kNm] 12.15 1.62 5.47 2.89 max 12.15

Reactions [kN] 6.75 0.90 6.08 3.21 max 6.75

BM[kNm] 8.10 1.08 3.65 1.95 max 8.10

Reactions [kN] 4.50 0.60

6.75 kN

SERVICEABILITY {Ixx} Design Bending Moments Case 1:1.0LL Case 2:1.0PL Case 3:1.0 Infill (imposed) 0.68 Case 4:0.7 Infill (wind)

equivalent Point Load at top of post = M/h =

Reactions [kN] 4.50 0.60 4.05 3.21

4.50 kN

NB: Base Moments generated by loads on infill panels, are based on the maximum of the post height and the panel height NB: Load height for top edge loads are limited to 1100mm, the maximum height in AS1657 for a functional guard rail. NB: To function has both hand rail and guard rail, the rail needs to be between 900mm and 1000mm high. If lower it will not function as a guard rail, if higher it will not serve as a hand rail. NB: Not all situations require a hand rail, but it may be advisable to provide a guard rail or chair rail.

(C)Roy Harrison Associates

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Para Hills SA 5096

sample 03

SAMPLE ONLY

100x100x3.0SHS Duragal C450LO

A M P

STANCHION: BENDING MOMENT VARIATION WITH HEIGHT Table 1.1 Bending Moments inc 0.09 m Height H 1.800 1.800 1.800 1.800 m load w 3.38 1.78 kN/m P 6.75 0.90 kN Maxima 12.15 1.62 5.47 2.89 kNm Max: 12.15 kNm Load Case 1 Case1BM point x Case 1: Case 2:Case 3: Case 4: 0 0.000 12.15 1.62 5.47 2.89 Reinforcement Length #N/A mm Table row #N/A 1 0.090 11.54 1.54 4.93 2.61 NB: Loads typically applied at guard rail height. 2 0.180 10.94 1.46 4.43 2.34 Infill loads may extend above guard rail height 3 0.270 10.33 1.38 3.95 2.09 4 0.360 9.72 1.30 3.50 1.85 5 0.450 9.11 1.22 3.08 1.62 6 0.540 8.51 1.13 2.68 1.42 7 0.630 7.90 1.05 2.31 1.22 8 0.720 7.29 0.97 1.97 1.04 9 0.810 6.68 0.89 1.65 0.87 10 0.900 6.08 0.81 1.37 0.72 11 0.990 5.47 0.73 1.11 0.58 12 1.080 4.86 0.65 0.87 0.46 13 1.170 4.25 0.57 0.67 0.35 14 1.260 3.65 0.49 0.49 0.26 15 1.350 3.04 0.41 0.34 0.18 16 1.440 2.43 0.32 0.22 0.12 17 1.530 1.82 0.24 0.12 0.06 18 1.620 1.22 0.16 0.05 0.03 19 1.710 0.61 0.08 0.01 0.01 20 1.800 0.00 0.00 0.00 0.00

Stanchion Bending Moment

2.000 1.800 1.600

Height [m]

1.400

Case 1: Case 2: Case 3: Case 4:

1.200 1.000 0.800 0.600 0.400 0.200

0.000 0.00

5.00

10.00

15.00

Bending Moment [kNm]

(C)Roy Harrison Associates

SCH

L E

email:[email protected] Author:

Sample and Reference Calculations

ULTIMATE STRENGTH ΦMsx = 13.90 kNm

sample

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sample 03

SAMPLE ONLY DEFLECTIONS 100x100x3.0SHS Duragal C450LO E 2E+05 MPa = N/mm² Ixx

SCH

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Para Hills SA 5096 Sample and Reference Calculations

1.7700E+06 mm^4

E.Ixx =

3.5400E+11 Nmm^2

Ψ[sL] =

1

A M P

Table 1.2 : Deflections (serviceability) k = 3EI/L³ = x = F/k 182.1 N/mm load w 2.25 1.78 kN/m = N/mm P 4.50 0.60 kN Maxima 24.71 3.29 8.34 6.61 mm 0 x[mm] Case 1: Case 2:Case 3: Case 4: 0 0 0.00 0.00 0.00 0.00 NB: Deflection is for post only 1 90 0.09 0.01 0.04 0.03 Deflections not modified for heights above, load. 2 180 0.36 0.05 0.16 0.12 3 270 0.79 0.11 0.34 0.27 4 360 1.38 0.18 0.58 0.46 isUseTest 0 5 450 2.12 0.28 0.88 0.70 E.Ixx[calc] 3.5400E+11 Nmm^2 6 540 3.00 0.40 1.22 0.97 E.Ixx[test] Nmm^2 7 630 4.01 0.53 1.61 1.27 8 720 5.14 0.69 2.03 1.61 9 810 6.38 0.85 2.48 1.96 Maximum Recommended: 36.3 mm 10 900 7.72 1.03 2.95 2.34 Maximum Calculated: 24.7 mm 11 990 9.16 1.22 3.45 2.73 ok! 12 1080 10.68 1.42 3.96 3.14 13 1170 12.27 1.64 4.49 3.56 14 1260 13.93 1.86 5.03 3.98 15 1350 15.64 2.09 5.57 4.42 16 1440 17.40 2.32 6.12 4.85 17 1530 19.19 2.56 6.67 5.29 18 1620 21.02 2.80 7.23 5.73 19 1710 22.86 3.05 7.78 6.17 20 1800 24.71 3.29 8.34 6.61

Stanchion Deflection

2000 1800 1600

Height [mm]

1400

Case 1: Case 2: Case 3: Case 4:

1200 1000 800 600 400 200

0 0.00

5.00

10.00

15.00

20.00

25.00

30.00

Deflection [mm]

NB: Deflections exaggerated relative to height

(C)Roy Harrison Associates

dsgnBalustradePost.xls