Building Code Clause(s) ……………
PRODUCER STATEMENT – PS1 – DESIGN (Guidance notes on the use of this form are printed on page 2)
ISSUED BY: ………………… ������������ ����� ������ …………………………………. (Design Firm)
TO: ………………………………………… ������������� ����������� …………….……………………… (Owner/Developer)
TO BE SUPPLIED TO: ………………………… �������� …………………………………… (Building Consent Authority)
IN RESPECT OF: …… ��������������� ������ ��!�"�#��$%� �� �!��"������� %�%�� �����%���""��������#��%���&''(���&&''� � �%)*����"���#�(���!���+�+!�"�(�(�, �-(��$%� �� './01�2� %3� ��#(, �%)*4 %�#5�����+(�"!���*������*�#������������������%��"���+.�$���#%�)�$%"�%�)�������������%$%�)".………………
(Description of Building Work)
AT: ………… �������� �������4 5�� ���� 6 ………………… (Address)
……………………………..………………………………… LOT ………… DP ……………… SO …................ We have been engaged by the owner/developer referred to above to provide ……………………………….. ……………… �������������)%����%�)���…………………………… services in respect of the requirements of
(Extent of Engagement)
Clause(s) ………��&2��&, �&2��7(��#�7���……………………………….…… of the Building Code for � All or � Part only (as specified in the attachment to this statement), of the proposed building work. The design carried out by us has been prepared in accordance with: � Compliance Documents issued by the Ministry of Business, Innovation & Employment �&2��&, �&2��7(�5�-&'&(��5�78-'(�5�-9'-(�5�-7'7(��2�5�&997�&(��&8::(��#��2�5�&&/'���� (verification method / acceptable solution) or� Alternative solution as per the attached schedule …………………………………………………………. The proposed building work covered by this producer statement is described in CCL calculations job�&908;�and�on the drawings titled ……….. �2����……………… and numbered ……… �2��������……………………....; together with the specification, and other documents set out in the schedule attached to this statement.
On behalf of the Design Firm, and subject to: (i) Site verification of the following design assumptions: ��#%�)"�"!����2�5�&&/'.&<8''8(��=��-.-(�+!�������!���+�(�(���#�-���+(� �$%� �� *��%>������%3����#����$���#%�)'./01�2� (��#�%)*? %�#>���!��""�������$���#%�)&.81!�.��#�$���#%�)�$%"�%�)"������������%$%�)".��#�$%"�%�)������������5��%�#%�)��#�����#��#.(ii) All proprietary products meeting their performance specification requirements;
I believe on reasonable grounds that a) the building, if constructed in accordance with the drawings, specifications, and other documents provided or listed in the attached schedule, will comply with the relevant provisions of the Building Code and that b), the persons who have undertaken the design have the necessary competency to do so. I also recommend the following level of construction monitoring/observation: �CM1 �CM2 �CM3 �CM4 �CM5 (Engineering Categories) or � as per agreement with owner/developer (Architectural)
I, …… � @� A �����B����� ………… am: � CPEng …�������8&9&0'……# (Name of Design Professional)
� Reg Arch ……………………. .# I am a Member of : � IPENZ � NZIA and hold the following qualifications: …��������� ��……… The Design Firm issuing this statement holds a current policy of Professional Indemnity Insurance no less than $200,000*. The Design Firm is a member of ACENZ : �
SIGNED BY … @� A �����B����� … ON BEHALF OF …������������� ����� ������ (Design Firm)
Date ... �85 Jan 8'&7� ���.… (signature) …………… �����…….…………………………..…
Note: This statement shall only be relied upon by the Building Consent Authority named above. Liability under this statement accrues to the Design Firm only. The total maximum amount of damages payable arising from this statement and all other statements provided to the Building Consent Authority in relation to this building work, whether in contract, tort or otherwise (including negligence), is limited to the sum of $200,000*.
This form is to accompany Form 2 of the Building (Forms) Regulations 2004 for the application of a Building Consent.
THIS FORM AND ITS CONDITIONS ARE COPYRIGHT TO ACENZ, IPENZ AND NZIA PRODUCER STATEMENT PS1 January 2017
..
( .
C:1-11��13E:� CONSULTANTS LTD
STRUCTURAL CALCULATIONS
FOR
BALUSTRADE HANDRAIL SPAN
FOR GENERAL USE
IN NEW ZEALAND
FOR
VETRO RACCORDI - GLASS FITTINGS
JOB NUMBER:
16523
Jan-17
CHAMBERS CONSULT ANTS LIMITED
A: Suite C, 39 East Tamaki Road, Auckland, New Zealand PA: PO Box 23 641, Hunters Comer, Auckland 2155, New Zealand
M: 021 064 5257 P: (64 9) 278 1072 F: (64 9) 279 0419 E: [email protected]
CUBOID BOX HANDRAIL, OVAL HANDRAIL AND MINI-CAPPING RAIL
CHAMBERS CONSULTANTS LTD
39 EAST TAMAKI ROAD, PO BOX 23 641, HUNTERS CORNER, PH: (64 9) 278 1072 FAX: (64 9) 279 0419
Client: VETRO RACCORDI - JOHN SPENCE Address: FOR GENERAL USE, IN NEW ZEALAND,
Proiect: PROPOSED BALUSTRADE HANDRAIL SPAN
IHANDRAIL DESIGN - MINI CAPPING RAIL HR300. 2205 stainless
code: ,I >tt::4b1iH :.-,.Y , '"' ,:L-e
Balustrade Height =
Balustrade Post Spacing = Handrail Span =
Maximum Handrail Span =
Maximum Balustrade Post S acin
Load Intensity
Unfactored Load On Handrail at Top
Moment reduction factor for continuity/fixity Design Bending Moment
Design Shear
Balustrade Handrail Section Design 25x21 Channel Handrail-Stainless
ULS:
Compression Section Modulus
1.200 m 1.300 m 1.300 m 1.363 m
0.65
kpa
0.390 kn/m
0.67
0.055
knm
0.254 kn
0.505
Slenderness Parameter ;A
�Z,1P(1%i1C Maximum Bending Stress 109.3
Factored Limit State Bendina Stress 450.0
OK
Maximum Handrail Span 2.159
Maximum Bendina CPacitv 0.204
OK
Maximum Handrail Span 2.048
SLS:
Deflection reduction factor for continuity/fixity 0.50
Ix= 0.006
CONSUL TING ENGINEERS
AUCKLAND, NEW ZEALAND EMAi L: [email protected]. nz
b
ff b
ff '& ""
:! �Cf',
0.85 1.20
kpa kpa
0.510 0.720 kn/m kn/m 0.670 0.670 0.072 0,102 knm knm
0.332 0.468 kn kn
0.505 0.505
1 1 143.0 201.8 450,0 450.0
OK OK 1.888 1.589 0.204 0.204
OK OK 1.791 1.507
0.500 0.500
0.006 0.006
Page:
Job No: 16523
Date: Jan-17
By: LP
( lJupco Petresk1 )
Wind Load Factor= 1.00
Live Load Factor= 1.00
Wind Load Coefficient Gp= 1.00
Continuit / Fixit Reduction Factor= 1.00
Maximum Allowable Deflection = 25.4
Maximum Allowable Deflection = S an I 50
b
ff
�Cf',
t, _,
1.00 1.00 0.75 0.60
kpa kpa kn/m kn
0,600 0,600 0.750 0.600 0.750
kn/m kn/m kn/m kn kn/m
0.670 0.670 0,670 0,670
0.085 0.085 0.106 0.131 0.131
knm knm knm knm knm
0.390 0.390 0.488 0.300 0.488
kn kn kn kn kn
0.505 0.505 0.505 0.505 0.505 1 1 1 1 1
168.2 168.2 210.2 258.8 258.8
450.0 450.0 450.0 450,0 450.0
OK OK OK OK OK
1.741 1.741 1.557 1.515 1.515 0.204 0.204 0.204 0.204 0.204
OK OK OK OK OK 1.651 1.651 1.477 1.363 1.363
0.500 0.500 0.500 0.500
0.006 0,006 0.006 0.006 0.006
E= 200002 200002 200002 200002 200002 200002 200002 200002
Maximum Deflection at Midspan 4.260 5.571 7.865 6.554 6.554 11.703 11.523 11.703
=Span / 305 233 165 198 198 111 113 111 OK OK OK OK OK OK OK OK
Maximum Handrail Span 3.771 3.449 3.074 3.267 3.267 2.693 2.762 2.693
BALUSTRADE HANDRAIL:
mm
kn/m
knm
kn
X 10-6 m3
mpa mpa
m knm
m
X 10-6 m4
mpa
mm
m
grade 2205 s/s
CHAMBERS CONSULTANTS LTD CONSUL.TING ENGINEEHS
39 EAST TAMAKI ROAD, PO BOX 23 641, HUNTERS CORNER, AUCKLAND, NEW ZEALAND PH: (64 9) 278 1072 FAX: (64 9) 279 0419 EMAIL: [email protected]
Client: VETRO RACCORDI - JOHN SPENCE Address: FOR GENERAL USE, IN NEW ZEALAND,
Project: PROPOSED BALUSTRADE HANDRAIL SPAN
Page: Job No:
Date: By:
16523 Jan-17
LP
SIMPLY SUPPOR TED Calculations as per AS/NZS 1664.1:1997 Part 1: Limit state design
1 2 3 4 5
Wind Pressure: External Pressure Coefficient
Internal Pressure Coefficient Mullion Spacing:
Uniform Load - UDL = Point Load P1 @ (m) = 0.650
Point Load P2@ (m) = Point Load P3@ m) =
X 10"3 m X 10-9 m3
Axi 1669
1669
rxx = 6.681
ryy = 9.017
0.60
X 10-9 m3
A i1575
1575
X 10"3 m X 10"3 m Total Section Depth Y = i;
Centre Of Section xc =
X- xc= 12.5 X 10·3 m Centre Of Section ye= 12.5 X 10"3 m
x min= 12.5 X 10"3 m x max = 12.5 X 10"3 m
SLENDERNESS:
Elective Length Centroid to Edge Maximum Distance
Compression Section Modulus Slenderness Limits
Slenderness Parameter
FLANGE COMPRESSION CHECK:
Critica Flange Length Critica Flange Thickness
Slenderness Limits Slenderness
Factored Limit State Bending Stress
ULTIMATE LIMIT STATE:
Alloy And Temper Compression Yielding Stress
Maximum Bending Moment Support Reactions
Maximum Bending Stress
Factored Limit State Bending Stress
Strength Reduction Factors Bending Moment Capacity
Shear Capacity Axial Com ression Ca acit
SERVICEABILITY LIMIT STATE:
Compresive Modulus of Elasticity
Maximum Midspan Deflection
R1'=
Ix= E=
"'ws =
Y-yc= y min= y max=
Le= 0.650
Ye= 11.80
Zc;;; 0.50
A,;;; 314
;\, = 88
b
'-t = 6.2
). =bit = 3.33
$FL = 427.5
Code (1-n) ;:::: '>Jt:-.2205 SIS
Fey= 450
Mmax*= 0.195
0.30 R2' = Fb= 386.2
$FL = 427.5
$y = 0.90 q,Mnx= 0.204
4>Mny = 0.352 4>Vnx = 18.02 4>Nnc = 9.01
0.005958 x 10·6 m4
200000 MPa
15.36 mm = L/
SLS
0.75 0.7
0.3
040
X 10-6 m4
A(yc-yi)2
Ix= I
11.8
9.2 9.2
11.8
m X 10-" m X 10
-i::, m"
X., =
88
mm mm
,., =
MPa
MPa
kNm
0.30
MPa
MPa
0.60 kNm
kNm
kN kN
85
Maximum Allowable Deflection = Span / 60
kPa
m kN / m kN kN kN
X 10-6
m4
A(xc-xi)2
0.005958
0.010854
X 10"3 m X 10"3 m X 10"3 m X 10"3 m
9.20 0.65 2494
39
12.4
kN
EXTRUSION 1 25x21 Channel Handrail-on flat 2 3
trapezoidal load
conversion into uniform load L = 1.300 m a= m
a =
w equivalent = I s =
kn/m m
x 10-6 m4 x 10
-6 m4
J 0.008406
0.008406
0.5049 X 10"6 m3
0.8683 X 10"6 m3
HANDRAIL DESIGN - MINI CAPPING RAIL HR300. 2205 stainless Span: 1300mm
Client VETRO RACCORDI - JOHN SPENCE Address: FOR GENERAL USE, IN NEW ZEALAND,
Proiect: PROPOSED BALUSTRADE HANDRAIL SPAN
CONSUL TING ENGINEERS
AUCKLAND, NEW ZEALAND
EMAIL: [email protected]
Page: Job No: 16523
Date: Jan-17 Bv: LP
( Ljupco Petreski )
!SUMMARY - HANDRAIL MAXIMUM SPAN - FOR 0.75 KN/MLOAD, A, 8, E;C3
NOTES:
THESE CALCULATIONS EXCLUDE THE EXISTING STRUCTURE TO WHICH THE BALUSTRADING IS BEING FIXED"
THE EXISTING STRUCTURE NEEDS TO BE CKECKED BY OTHER ENGINEER FOR ALL ADDITIONAL LOADS"
MAINTAIN MINIMUM EDGE DISTANCES FOR ALL FIXINGS AS PER THE CODES AND MANUFACTURERS REQUIREMENTS"
Stainless Steel Grade 2205
450M a
"' -,----�
1M10 Bolts 1 M 10 Chern sets
1M10 Coachscrews
CHAMBERS CONSULTANTS LTD
39 EAST TAMAKI ROAD, PO BOX 23 641, HUNTERS CORNER, PH: (64 9) 278 1072 FAX: (64 9) 279 0419
Client: VETRO RACCORDI - JOHN SPENCE
Address: FOR GENERAL USE, IN NEW ZEALAND, Proiect: PROPOSED BALUSTRADE HANDRAIL SPAN
!HANDRAIL DESIGN - CUBOID BOX HANDRAIL, Aluminium Section
;,;j�}J:::I
Balustrade Height=
Balustrade Post Spacing =
Handrail Span =
Maximum Handrail Span =
(Maximum Balustrade Post Soacina)
Load Intensity
Unfactored Load On Handrail at Top
Moment reduction factor for continuity/fixity
Design Bending Moment
Design Shear
Balustrade Handrail Section Design
40x30 Channel Handrail-Aluminium
ULS:
Compression Section Modulus
1.200 m
1.300 m
1.300 m
1.365 m
b
ff J
0.65
kpa
0.390
kn/m
0.67
0.055
knm
0.254
kn
1.436
Slenderness Parameter ¼F:"<:Xi'Y Maximum Bending Stress 38.4
Factored Limit State Bendina Stress 150.0
OK
Maximum Handrail Soan 2.102
Maximum Bending Cpacity 0.205
OK
Maximum Handrail Soan 2.049
SLS:
Deflection reduction factor for continuity/fixity 0.50
Ix= 0.026
E= 70000
Maximum Deflection at Midspan 2.789
= Span I 466
OK
Maximum Handrail Span 4.343
CONSUL TING ENGINEERS
AUCKLAND, NEW ZEALAND EMAIL: [email protected]
Q.11:•·
Page:
Job No: 16523
Continui
Date: Jan-17 Bv: LP
( Ljupco Petreski )
Wind Load Factor =
Live Load Factor =
Wind Load Coefficient C =
/ Fixi Reduction Factor=
Maximum Allowable Deflection =
1.00
1.00
1.00
1.00
25.4
Maximum Allowable Deflection = S an / 50
b b
ff b ;:,
.if ff :f:c;; :f] ;:,
� :f:c;; �
0.85 1.20 1.00 1.00 0.75 0.60
kpa kpa kpa kpa kn/m kn
0.510 0.720 0.600 0.600 0.750 0.600 0.750
kn/m kn/m kn/m kn/m kn/m kn kn/m
0.670 0.670 0.670 0.670 0.670 0.670
0.072 0.102 0.085 0.085 0.106 0.131 0.131 knm knm knm knm knm knm knm
0.332 0.468 0.390 0.390 0.488 0.300 0.488
kn kn kn kn kn kn kn
1.436 1.436 1.436 1.436 1.436 1.436 1.436 1 1 1 1 1 1 1
50.3 70.9 59.1 59.1 73.9 91.0 91.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 OK OK OK OK OK OK OK
1.838 1.547 1.695 1.695 1.516 1.436 1.436
0.205 0.205 0.205 0.205 0.205 0.205 0.205 OK OK OK OK OK OK OK
1.792 1.508 1.652 1.652 1.478 1.365 1.365
0.500 0.500 0.500 0.500 0.500 0.500
0.026 0.026 0.026 0.026 0.026 0.026 0.026 70000 70000 70000 70000 70000 70000 70000
3.647 5.149 4.291 4.291 7.663 7.545 7.663
356 252 303 303 170 172 170 OK OK OK OK OK OK OK
3.972 3.540 3.762 3.762 3.101 3.413 3.101
mm
kn/m
knm
kn
X 10-6 m3
mpa
mpa
m
knm
m
X 10-6 m4
mpa
mm
m
CHAMBERS CONSULTANTS LTD
39 EAST TAMAKI ROAD, PO BOX 23 641, HUNTERS CORNER, PH: (64 9) 278 1072 FAX: (64 9) 279 0419
Client: VETRO RACCORDI - JOHN SPENCE Address: FOR GENERAL USE, IN NEW ZEALAND, Proiect: PROPOSED BALUSTRADE HANDRAIL SPAN
!HANDRAIL DESIGN - CUBOID BOX / OVAL HANDRAIL 2205 Stainless
code: i,j ,X,W.,S'/. 'i;N;,.;i:;
., '•1?3(\\f@J:
Balustrade Height= Balustrade Post Spacing =
Handrail Span = Maximum Handrail Span =
Maximum Balustrade Post S acin
Load Intensity
Unfactored Load On Handrail at Top
Moment reduction factor for continuity/fixity Design Bending Moment
Design Shear
Balustrade Handrail Section Design 40x30 Channel Handrail-Stainless
ULS:
1.200 m 2.200 m 2.200 m 2.559 m
0.65 kpa
0.390 kn/m 0.67 0.158 knm
0.429 kn
Compression Section Modulus Slenderness Parameter i'i:il':&i1li®&!i!B
Maximum Bending Stress ,, 'f
Factored Limit State BendinQ Stress 450.0 OK
Maximum Handrail Span 3.641 Maximum BendinQ Cpacitv 0.614
OK Maximum Handrail Span 3.549
SLS: Deflection reduction factor for continuity/fixity 0.50
Ix= 0.026
CONSUL TING ENGINEERS
AUCKLAND, NEW ZEALAND EMAIL: [email protected]
b
# b
.if # �
� �<5;
0.85 1.20 kpa kpa
0.510 0.720 kn/m kn/m 0.670 0.670 0.207 0.292 knm knm
0.561 0.792 kn kn
1.436 1.436 1 1
143.9 203.2 450.0 450.0 OK OK
3.184 2.680 0.614 0.614 OK OK
3.104 2.612
0.500 0.500 0.026 0.026
Page: Job No: 16523
Date: Jan-17 Bv: LP
( Ljupco Petresk1)
Wind Load Factor = 1.00 Live Load Factor = 1.00
1.00
Maximum Allowable Deflection = 29.2 Maximum Allowable Deflection = S an I 50
b
#
�<5; t�
1.00 1.00 0.75 0.60 kpa kpa kn/m kn
0.600 0.600 0.750 0.600 0.750 kn/m kn/m kn/m kn kn/m 0.670 0.670 0.670 0.670 0.243 0.243 0.304 0.221 0.304 knm knm knm knm knm
0.660 0.660 0.825 0.300 0.825 kn kn kn kn kn
1.436 1.436 1.436 1.436 1.436 1 1 1 1 1
169.3 169.3 211.6 153.9 211.6 450.0 450.0 450.0 450.0 450.0 OK OK OK OK OK
2.936 2.936 2.626 4.309 2.626 0.614 0.614 0.614 0.614 0.614 OK OK OK OK OK
2.861 2.861 2.559 4.094 2.559
0.500 0.500 0.500 0.500 0.026 0.026 0.026 0.026 0.026
E= 200001 200001 200001 200001 200001 200001 200001 200001 Maximum Deflection at Midspan 8.007 10.470 14.782 12.318 12.318 21.997 12.798 21.997
= Soan / 275 210 149 179 179 100 172 100
OK OK OK OK OK OK OK OK Maximum Handrail SPan 6.163 5.636 5.024 5.338 5,338 4.400 5.769 4.400
mm
kn/m
knm
kn
X 10-6 m3
mpa mpa
m knm
m
X 10-6 m4 mpa mm
m
grade 2205 s/s
CHAMBERS CONSULTANTS LTD
39 EAST TAMAKI ROAD, PO BOX 23 641, HUNTERS CORNER, PH: (64 9) 278 1072 FAX: (64 9) 279 0419
Client: VETRO RACCORDI - JOHN SPENCE
Address: FOR GENERAL USE, IN NEW ZEALAND,
Proiect: PROPOSED BALUSTRADE HANDRAIL SPAN
CONSUL TING ENGINEERS
AUCKLAND, NEW ZEALAND EMAIL: [email protected]
Page:
Job No: 16523
Date: Jan-17
Bv: LP
( Ljupco Petreski )
!SUMMARY - HANDRAIL MAXIMUM SPAN � FOR 0.75 KN/M LOAD, A, B, E
NOTES:
THESE CALCULATIONS EXCLUDE THE EXISTING STRUCTURE TO WHICH THE BALUSTRADING IS BEING FIXED.
THE EXISTING STRUCTURE NEEDS TO BE CHECKED BY OTHER ENGINEER FOR ALL ADDITIONAL LOADS.
MAINTAIN MINIMUM EDGE DISTANCES FOR ALL FIXINGS AS PER THE CODES AND MANUFACTURERS REQUIREMENTS.
I - HANDRAIL 40x30 CHANNEL - MAXIMUM SPAN
1M10 Bolts
A,B,E,C3 0.75 1100 Aluminium Grade 6060-T6 1300 1M10 Chemsets
150 Moa 1M10 Coachscrews
1M10 Bolts A,B,E,C3 0.75 1100 Stainless Steel Grade 2205 2200 1M10 Chemsets
450 Mpa 1M10 Coach screws
or 2 x 14 gauge Screws
or 2 x 14 gauge Screws
24 ±0.2
24
±0.2
R2
R1
32
60 ±0.5
30.
39 ±
0.3
1.5
2.3
5
3.4
15
24 ±0.2
24
±0.2
R2
R1
32
60 ±0.5
30.
39 ±
0.3
1.5
2.3
5
3.4
15
Drawn NO. :SCALE
DATE
RE DATE
Checked by
Auditing by
Approved by
Drawn by Unspec corners
area
perimeter
weight
H6030
Michael
A B C D E F G
3
4
5 5
1
2
4
3
2
1
2016/05/24
1 : 1
2.23kg/m
24
40
30
24
CUBOID BOX BALUSTRADE HANDRAIL
Drawn by
Checked by
Auditing by
Approved by
SCALE
DATE
1 : 1
13/03/13
HR100
5
8
Option A: Stainless Steel grade 2205, fy = 450 MPaOption B: Aluminium grade 6060-T6, fy = 150 MPa
45
35
31
41
20
10
20
45
20
SCALE
DATE
RE DATE
Checked by
Auditing by
Approved by
Drawn by
13/03/14
1 : 1
HR103
CUBOID BOX BALUSTRADE HANDRAIL
1 M10 FIXING
8 Gauge Screws
45
35
41
31
12
5
30
35
SCALE
DATE
RE DATE
Checked by
Auditing by
Approved by
Drawn by
13/03/14
1 : 1
HR104
CUBOID BOX BALUSTRADE HANDRAIL
1 M10 Fixing/OR2 x 14 Gauge Socket ScrewsMin 60mm penetration into solid timber
X
Typical Detail
Fixing to Weatherboards
60 min.
2×12 gaugestainlessfixings
HandrailBracket
Packing
Timber Cavity Batten
Min 45×90 Stud to NZS 3604
24
30
40
45 50
24
45
50
36
SCALE
DATE
RE DATE
Checked by
Auditing by
Approved by
Drawn by
13/03/13
1 : 1
13/05/16
HR109
CUBOID BOX BALUSTRADE HANDRAIL
loktite into place
17 7
40
30
24
24 2
6
36.4
60
SCALE
DATE
RE DATE
Checked by
Auditing by
Approved by
Drawn by
13/03/13
1 : 1
HR102
CUBOID BOX BALUSTRADE HANDRAIL
17
7
loktite grubscrews into place
glassfittings
Cuboid Box & Oval Handrails: Maximum Spans
Max Span:
Glass
*
Glass
HR100 and HR200 is 2200
(Stainless Section)
Max Span:HR101 AL is 1300Mini Capping Rail is 1300
(Aluminium Section)
Max Span:
** WallGlass
(Stainless Section)
Max Span:
(Aluminium Section)
Note: * Any join on a length of handrail must be on the join of a glass panel.
** The handrail must be attached to the wall / structural member.
Mini Capping Rail does not meet NZ Building Code regulations as a handrail for stairs.
Load at Top of Balustrade 0.75kn/mBalustrade height 1100mm
Option A: Cuboid Box Handrail, 40 x 30 Stainless Steel Grade 2205, fy = 450 MPaOption B: Cuboid Box Handrail, 40 x 30 Aluminium Grade 6060-T6, fy = 150 MPaOption C: Oval Handrail, 60 x 30 Stainless Steel Grade 2205, fy = 450 MPaOption D: Mini Capping Rail, 25 x 21 Stainless Steel Grade 2205, fy = 450 MPa
CUBOID BOX & OVAL HANDRAILS
HR100 and HR200 is 2200
CUBOID BOX & OVAL HANDRAILS
HR101 AL is 1300Mini Capping Rail is 1300