sample calculations to australian standard as1170 for design loads for a post to a barrier

7/22/2019 Sample Calculations to Australian Standard AS1170 for design loads for a Post to a Barrier

1/24

1/8

ROY HARRISON ASSOCIATES REF.:CONSULTING ENGINEERS PAGE:

PO Box 204 DATE:

Para Hills SA 5096 email:[email protected] Author: SCH

Sample and Reference Calculations

SAMPLE ONLY

BARRIERS

AS1657:1992 Fixed platforms, walkways, stairways and ladders - Design, construction and installation.

Appendix C: Testing of guard rails

Fig 1: Post Test Fig 2: Rail Test

1 Testing of posts, only considers the point load requirement for guardrailing, therefore reaction from UDL on top rail is ignored.2

3

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]

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.}

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.

sample

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

20/11/2013

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.

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)}

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.

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.

End PostIntermediate Post

Handrail attached

to adjacent

structure.

(C)Roy Harrison Associates dsgnBalustradePost.xls

sample 01
mailto:email:[email protected]:email:[email protected]


2/24

2/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

Balustrades Rail Height 1800 mm

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) WARNING: Rail too high to function as guardrail

800 height 1000 (hand rail) 4.6.2 WARNING: Rail too high for convenience as handrail

BCA 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}}

AS1428.1 Design for Access and Mobility

6 Handrails and Grabrails

865 height 1000 (hand rail) WARNING: Rail too high for convenience as handrail

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

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

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

B6

B7 People can typically push with more force than they can pull.

B8

{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.}

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

People may be pushing against a barrier at either shoulder or waist height. Such height maybe lower than the top edge of a

barrier.

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.

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 thelocation 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 inf ill loads.


sample 01


3/24

3/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

BARRIERS

Design Loads AS1170.1:2002 3.6 Barriers

Type of Occupancy for part of the building or structure A 4 A1

Domestic and Residential activities

Nominal Unfactored Loads

Top Edge Horizontal 0.35 kN/m Vertical 0.35 kN/m Inwards/OutWards/Downwards 0.60 kN

InFill Horizontal 0.50 kN/m = kPa Any Direction 0.25 kN

Maximum Serviceability deflection: AS1170.1 Supp 1:2002 C3.6 != h/60 +L/240 recommended

h = height of post L = span of handrail = spacing of posts

BALUSTRADE Limits of Deflection

Rail Span 1500 mm Rail height = 1800 mm

Design Load Factors: DLF[Q] = psi[u] = 1.5 DLF[serv] = psi[s] = 1 DLF[DL,u] = 1.2

DLF[DL,s] = 1

Serviceability Deflection Limit

h/60 = 36.3

l/240 = 18.1

!= h/60 +l/240 = 36.3 mm Top edge at any location {commentary to AS1170}

!R = !/2 = 18.13 mm Rail at midpsan, when loaded at midspan

Residual Deflection Permitted by AS1657

Residual L/90 = 16.7 mm Handrail at midspan {combined vertical & horizontal loading effects}Residual L/127 11.8 mm Handrail at midspan {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 = 25 mm but less than 30 mm AS1288 3.3.3 & Table 7.2, 7.3

!G1 = 25 mm

cantilever h/30 = 60 mm but less than 30 mm AS1288 3.3.3 & Table 7.1

!G2 = 30 mm

Coefficients for beam deflection formulae

deflection Coeff' = 5/384 = 0.013 deflection Coeff' = 1/48 = 0.021

All areas within or serving exclusively one dwelling including stairs, landings, etc. but excluding

external balconies and edges roofs (see C3)

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 !, then the rail taken in isolation cannot

be permitted to deflect by the full amount !. The post will experience half the full load, and therefore expect it to contribute !/2 to the

total deflection of the system. Therefore the rail taken in isolation can only be permitted to deflect by a maximum of !/2. If the rail is

permitted to deflect the full !, then the post cannot be permitted to deflect at all: such is impractical.


sample 01


4/24

4/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

ASSESSMENT OF DESIGN WIND SPEED

Site Address : Description:Proposed Balustrade Residential Suburban TC3

Region A1 Zero shielding NS

Terrain Cat 3 Topography T1

Building Risk Assessment Average Building Height = h[avg] = h = 45.0 m (max.)Building Code of Australia (BCA) Part B1 Structural Provisions

STRUCTURAL CATEGORY Importance Level 2 {Normal} Table B1.2a

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

ASSESSMENT OF SITE AND BUILDING HEIGHT AS1170.2:2002

Major Region A SubRegion 1 Region A1 Non-Cyclonic

sensitivity {static analysis acceptable} C[dyn] 1 46/ht = 1.02

Use Directional Wind Speeds

N NE E SE S SW W NW

0 45 90 135 180 225 270 315 degreesTcat 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,,u] = 39.38 39.38 39.38 39.38 39.38 39.38 39.38 39.38 m/s

Maximum Expected wind speed at SITE for strength limit state = [sit,,u] = 39.38 m/s 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 f rom 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

0 90 180 270 degreesV[des,,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[air] ) V[des,,u]

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

qz0 = 0.93 kPa 0.00

qz90 = 0.93 kPa

Maximum Design wind speed for Building for strength limit state = [des,,u] = 39.38 m/s Vp = 32.1

Classification of Wind Loading To AS4055:

Upper wind Class N2 WP33, WU40 Lower wind Class N1 WP28, WU34NB: 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.)

FALSE

V[site] to V[design]

0.00

10.00

20.00

30.00

40.00

50.00

60.00

0 45 90 135 180 225 270 315 360

Site Design


sample 01

45m reference height keepswind loading for building withinscope of static analysis. Withhigh imposed barrierpressures on infill, wind loadseldom critical.


5/24

5/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

Balustrade Infill NB: Design of Infill by Others.

Panel Height = c = 1800 mm Panel Length = b = 1500 mm Area 2.7 m b/c = 0.833

Height to Top of Panel = h = 1800 mm Length of Wing forming corner 0 mm isCorner 0 c/h = 1

Imposed

Point Load PL = 0.25 kN

Uniformly DistributedLoad (UDL) p = 0.50 kPa W = 1.35 kN

Wind Pressure coefficients taken for freestanding hoardings and walls e

Cpe0 = 1.28 qz= 0.93 kPa p= 1.19 kPa W = 3.2 kN 0

Cpe45 = 1.28 qz= 0.93 kPa p= 1.19 kPa W = 3.2 kN dwe= 0 300


Cpe[max] = 1.28 qz= 0.93 kPa p= 1.19 kPa W = 3.2 kN

1 Infill considered to be a single span plate element.

2 Infill spans between posts only.

3 Loads not taken in combination

4 Eccentricity of wind load only considered important for single isolated panel: little relevance for continuous panel.

5

Loads Distributed to Posts Load Width = 1.500 m Internal Post: Rails Both SidesPer metre height of post

0 Assuming load to panels either side of post

by psi_u=1.5

imposed P 0.25 kN 0.14 kN/m 0.21

w 0.75 kN/m 1.13

max: 0.75 kN/m {NB: Imposed to be multiplied by 1.5} 1.13

LoadWidth = 1.5 m Internal Post: Rails Both Sides Assuming wind load to panels either side of post.

wind w 1.78 kN/m {NB: calculated ignoring eccentricity}

M1 = wL^2/2 ; M2 = PL if M1 = M2 then L = 2P/w

Post Height: H = 1.009 m

Panel Width: L = 0.841 m

L = 1.333 m

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

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.

wind load to infill controls over direct point load to post: for given

panel width.

Imposed load to infill controls over direct point load to post: for given

post height.

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.

Wind load to infill controls over direct point load to post: for given

post height.

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.


sample 01


6/24

6/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

STANCHIONSTANCHION {typical internal}

LOADS AS1170.1

Stanchion LoadW idth 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.

Horizontal Loading {typically Ixx}

Load kPa kN/m kN BM[kNm] Reactions [kN]

1 LL 0.53 Ph = 0.95 0.53

2 PL 0.60 Ph = 1.08 0.60

3 Infill (imposed) 0.75 1.35 wh/2 = 1.22 1.35

4 Infill (wind) 1.78 3.21 wh/2 = 2.89 3.21

STRENGTH {Ixx}

Design Bending Moments BM[kNm] Reactions [kN]

Case 1: 1.5LL 1.42 0.79

Case 2: 1.5PL 1.62 0.90

Case 3: 1.5 Infill (imposed) 1.82 2.03

1 ase 4: 1.0 Infill (wind) 2.89 3.21

max 2.89 max 3.21

equivalent Point Load at top of post = M/h = 1.60 kN

SERVICEABILITY {Ixx}


Case 1:1.0LL 0.95 0.53

Case 2:1.0PL 1.08 0.60

Case 3:1.0 Infill (imposed) 1.22

0.68 Case 4:0.7 Infill (wind) 1.95

max 1.95


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: Not all situations require a hand rail, but it may be advisable to provide a guard rail or chair 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.


sample 01


7/24

7/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

ULTIMATE STRENGTH"Msx = 3.97 kNm

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

point x Case 1: Case 2 C ase 3: Case 4: Load Case 4 Case4BM

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

6 0.540 0.99 1.13 0.89 1.42

7 0.630 0.92 1.05 0.77 1.22

8 0.720 0.85 0.97 0.66 1.04

9 0.810 0.78 0.89 0.55 0.87

10 0.900 0.71 0.81 0.46 0.72

11 0.990 0.64 0.73 0.37 0.58

12 1.080 0.57 0.65 0.29 0.46

13 1.170 0.50 0.57 0.22 0.35

14 1.260 0.43 0.49 0.16 0.26

15 1.350 0.35 0.41 0.11 0.18

16 1.440 0.28 0.32 0.07 0.12

17 1.530 0.21 0.24 0.04 0.06

18 1.620 0.14 0.16 0.02 0.03

19 1.710 0.07 0.08 0.00 0.0120 1.800 0.00 0.00 0.00 0.00

65x65x2.0SHS Duragal C450LO

Stanchion Bending Moment

0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

1.600

1.800

2.000

0.00 1.00 2.00 3.00 4.00

Bending Moment [kNm]

Height[m] Case 1:

Case 2:

Case 3:

Case 4:


sample 01

To avoid welding of aluminium tubes,steel spigots are typically inserted toform a connection. If these spigots arestronger than the tube, then they canbe extended to strengthen or reinforcethe tube. If the tube is strong enoughin its own right then the length ofreinforcement is not applicable (#N/A).

When the strength of the spigot is lessthan the post then the spigot controlsthe height and spacing of posts for a

given load.


8/24

8/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

DEFLECTIONS

65x65x2.0SHS Duragal C450LOE 2E+05 MPa = N/mm Ixx mm^4 E.Ixx = Nmm^2 #[sL] 1

Table 1.2 : Deflections (serviceability) k = 3EI/L = N/mm x = F/k

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] 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!

12 1080 6.83 7.80 7.24 17.21

13 1170 7.84 8.96 8.20 19.50

14 1260 8.90 10.17 9.18 21.83

15 1350 10.00 11.43 10.18 24.19

16 1440 11.12 12.71 11.18 26.58

17 1530 12.27 14.02 12.19 28.98

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

NB: Deflections exaggerated relative to height

6.4600E+10

3.2300E+05 6.4600E+10

33.2

Stanchion Deflection

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00

Deflection [mm]

Height[mm]

Case 1:

Case 2:Case 3:

Case 4:


sample 01

NB: Deflections are moredependent on the stiffness ofthe connection, rather than thestiffness of the post. And reallyneeds to be determinined bytesting.


9/24

1/8


PO Box 204 DATE:



SAMPLE ONLY

BARRIERS





3



Types of post:




Issues










sample


20/11/2013




B1 (AS1657)}







Handrail attached

to adjacent

structure.


sample 02


10/24

2/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013









D2.17 Handrails












B1




B5

B6


B8







barrier.











sample 02


11/24

3/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

BARRIERS


Type of Occupancy for part of the building or structure C3 10 C3

Areas without obstacles for moving people and not susceptible to over-crowding









DLF[DL,s] = 1


h/60 = 36.3

l/240 = 18.1








!G1 = 25 mm


!G2 = 30 mm



Stairs, landings, external balconies, edges of roofs, etc.







sample 02


12/24

4/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013













N NE E SE S SW W NW

0 45 90 135 180 225 270 315 degreesTcat 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,,u] = 39.38 39.38 39.38 39.38 39.38 39.38 39.38 39.38 m/s


V[R,s] = 37 V[R,s]/V[R,u] 0.82 (Vs/Vu)^2 = 0.68






V[sector] = 39.38 39.38 39.38 39.38 m/s

0 90 180 270 degreesV[des,,u] = 39.38 39.38 39.38 39.38 m/s

q[ref] = 0.93 0.93 0.93 0.93 kPa




V[des,0,u] = 39.38 m/s

V[des,90,u] = 39.38 m/s

qz0 = 0.93 kPa 0.00

qz90 = 0.93 kPa






FALSE


0.00

10.00

20.00

30.00

40.00

50.00

60.00

0 45 90 135 180 225 270 315 360

Site Design


sample 02


13/24

5/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013




Imposed












5



by psi_u=1.5


w 1.50 kN/m 2.25







L = 0.667 m





panel width.


post height.







post height.




sample 02


14/24

6/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013


LOADS AS1170.1



Horizontal 0.75 kN/m 1.13 kN {reaction: loading on both sides}





Vertical Loading




1 LL 1.13 Ph = 2.03 1.13

2 PL 0.60 Ph = 1.08 0.60


4 Infill (wind) 1.78 3.21 wh/2 = 2.89 3.21

STRENGTH {Ixx}


Case 1: 1.5LL 3.04 1.69

Case 2: 1.5PL 1.62 0.90


1 ase 4: 1.0 Infill (wind) 2.89 3.21

max 3.65 max 4.05




Case 1:1.0LL 2.03 1.13

Case 2:1.0PL 1.08 0.60



max 2.43








sample 02


15/24

7/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013




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






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 0.0120 1.800 0.00 0.00 0.00 0.00



0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

1.600

1.800

2.000

0.00 1.00 2.00 3.00 4.00


Height[m] Case 1:

Case 2:

Case 3:

Case 4:


sample 02


16/24

8/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

DEFLECTIONS



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




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] 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



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


6.4600E+10

3.2300E+05 6.4600E+10

33.2


0

200

400

600

800

1000

1200

1400

1600

1800

2000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00

Deflection [mm]

Height[mm]

Case 1:

Case 2:Case 3:

Case 4:


sample 02


17/24

1/8


PO Box 204 DATE:



SAMPLE ONLY

BARRIERS





3



Types of post:




Issues










sample


20/11/2013




B1 (AS1657)}







Handrail attached

to adjacent

structure.


sample 03


18/24

2/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013









D2.17 Handrails












B1




B5

B6


B8







barrier.











sample 03


19/24

3/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

BARRIERS


Type of Occupancy for part of the building or structure C5 11 C5

Areas susceptible to over-crowding









DLF[DL,s] = 1


h/60 = 36.3

l/240 = 18.1








!G1 = 25 mm


!G2 = 30 mm



Theatres, cinemas, grandstands, discotheques, bars, auditoria, shopping malls, (see also D),

assembly areas, studios, etc.







sample 03


20/24

4/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013













N NE E SE S SW W NW

0 45 90 135 180 225 270 315 degreesTcat 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,,u] = 39.38 39.38 39.38 39.38 39.38 39.38 39.38 39.38 m/s


V[R,s] = 37 V[R,s]/V[R,u] 0.82 (Vs/Vu)^2 = 0.68






V[sector] = 39.38 39.38 39.38 39.38 m/s

0 90 180 270 degreesV[des,,u] = 39.38 39.38 39.38 39.38 m/s

q[ref] = 0.93 0.93 0.93 0.93 kPa




V[des,0,u] = 39.38 m/s

V[des,90,u] = 39.38 m/s

qz0 = 0.93 kPa 0.00

qz90 = 0.93 kPa






FALSE


0.00

10.00

20.00

30.00

40.00

50.00

60.00

0 45 90 135 180 225 270 315 360

Site Design


sample 03


21/24

5/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013




Imposed












5



by psi_u=1.5


w 2.25 kN/m 3.38







L = 0.444 m





panel width.


post height.







post height.




sample 03


22/24

6/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013


LOADS AS1170.1



Horizontal 3 kN/m 4.50 kN {reaction: loading on both sides}





Vertical Loading




1 LL 4.50 Ph = 8.10 4.50

2 PL 0.60 Ph = 1.08 0.60


4 Infill (wind) 1.78 3.21 wh/2 = 2.89 3.21

STRENGTH {Ixx}


Case 1: 1.5LL 12.15 6.75

Case 2: 1.5PL 1.62 0.90


1 ase 4: 1.0 Infill (wind) 2.89 3.21

max 12.15 max 6.75




Case 1:1.0LL 8.10 4.50

Case 2:1.0PL 1.08 0.60



max 8.10








sample 03


23/24

7/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013




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






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 0.0120 1.800 0.00 0.00 0.00 0.00



0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

1.600

1.800

2.000

0.00 5.00 10.00 15.00


Height[m] Case 1:

Case 2:

Case 3:

Case 4:


sample 03


24/24

8/8


PO Box 204 DATE:



SAMPLE ONLY

sample

20/11/2013

DEFLECTIONS



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




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] 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



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


3.5400E+11

1.7700E+06 3.5400E+11

182.1


0

200

400

600

800

1000

1200

1400

1600

1800

2000

0.00 5.00 10.00 15.00 20.00 25.00 30.00

Deflection [mm]

Height[mm]

Case 1:

Case 2:Case 3:

Case 4:

sample 03

sample calculations to australian standard as1170 for design loads for a post to a barrier

Documents