PRODUCER STATEMENT – PS1 – DESIGN - Merit Glassmeritglass.co.nz/.../11/PS1-HANDRAILS-25JAN2017.pdf · producer statement – ps1 ... balustrade handrail span for general use in

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


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,



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



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


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



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



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


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



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



Client: VETRO RACCORDI - JOHN SPENCE

Address: FOR GENERAL USE, IN NEW ZEALAND,




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


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


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


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


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