PROJECT NO.:

PROJECT TITLE:

CLIENT:

SITE ADDRESS:

DATE:

elaborated by:

Paul Milewski

Meng (Hons)

CPEng MIPENZ IntPE (NZ/AU)

Ceng MICE (UK)

02-Mar-17

13155

CUBOID GLAZING CHANNEL SYSTEM

Glass Fittings Ltd.

MULTIPLE SITES

PRODUCER STATEMENT PS1 October 2013

Building Code Clause(s)…B1, B2, F2, F4………….

PRODUCER STATEMENT – PS1 – DESIGN (Guidance notes on the use of this form are printed on page 2)

ISSUED BY: ........................................................ExtraMile Consulting Ltd………................................................................. (Design Firm)

TO:………………………………………………………Glass Fittings Ltd………...………………………………………………… (Owner/Developer)

TO BE SUPPLIED TO: ……………………………………various….……………………………….………………….…………… (Building Consent Authority)

IN RESPECT OF:………………..…………….’Cuboid’ glazing channel system…………………………………………………. (Description of Building Work)

AT:…………………………………………………………multiple sites…………………………………….………….…………….. (Address)

…………………………….-……………………………… LOT………-..………… DP ……….-………… SO ……-..…….

We have been engaged by the owner/developer referred to above to provide ……………………………………… ……………Structural Engineering Design…………..… services in respect of the requirements of

(Extent of Engagement)

Clause(s) …B1, B2 (where related to the structure), F2, F4…………………....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……………B1/VM1.………….or (verification method / acceptable solution)

Alternative solution as per the attached schedule…………………….…………………..………………………

The proposed building work covered by this producer statement is described on the drawings titled Cuboid glazing…………..

…Channel systems typical details……………and numbered ………………….…1315555-01 to 03……………………….; 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 .............up to VERY HIGH wind zone as defined in NZS 3604……… (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, ……Paul M. Milewski…………….…… am: CPEng ….1021657...………# (Name of Design Professional)

Reg Arch …………………. .#

I am a Member of : IPENZ NZIA and hold the following qualifications:…MEng(Hons) CPEng MIPENZ IntPE…… 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 ………Paul M. Milewski………………………. ON BEHALF OF ……………ExtraMile Consulting Ltd.… (Design Firm)

Date..3 March 2017. (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

�:tlii1!�' -� I consulting structural engineers

PROJECT: PROJECT NO: 13055 TITlE:

DATE:

Cuboid Glazing Channel System Introduction

2 Mar 2017 lsv, PM IREV,

Background:

PAGE:

0 STATUS: 1 OF:

for consent I

These calculations justify a typical detail of a balustrade glazing channel forming part of 'Cuboid Face Fix' system produced by Glass Fittings Ltd.

Brief:

6

ExtraMile Consulting has been engaged by Glass Fittings Ltd. to provide structural design services for typical arrangement of glass balustrade fixed by a proprietary 'Cuboid' glazing channel.

Channel provides continuous restraint to the balustrade as shown on typical details. Lateral force and bending moment is transferred from balustrade onto the glazing channel which is clamped along its bottom edge. Channel is fixed to the supporting structure by two rows of bolts/screws/anchors which transfer the forces through a push-pull created by pairs of fixings.

Strength and stiffness of the balustrade is justified through calculation in accordance with NZS 4223 part 1 2008. It is recognised that local stress concentrations will occur along the channel at locations where clamping pressure is applied by pairs of grub screws (refer to details). Load testing has been undertaken to confirm that above concentrations are not critical.

Strength of the channel has been justified by calculation.

Fixings of the channel have been designed in three options to cater for steel, concrete and timber supporting structures.

Structures supporting the balustrades are outside the scope of this design and need to be designed on case basis to ensure that they have sufficient strength and stiffness to accommodate balustrade loads.

It is assumed that the durability of, both, glazing and its proprietary fixings meets the requirements.

References:

-AS/NZS 1170 part 0-AS.NZS 1170 part 1-NZS 4223 part 1 2008-DBH 'Guidance on Barrier Design' - March 2012

�:ta:1!.�, ._____ consulting structural engineers

PROJECT:

TlnE:

DATE:

I Live loads:

Cuboid Glazing Channel System loads, typical panel strength

02 March 2017 l sv, PM !Rev,

Imposed loads cater for following occupancy categories as specified

in table 3.3 of AS/NZS 1170.1:2002:

-A 'Domestic and residential activities'

-B/E 'Offices and work areas'

PROJECT NO:

PAGE:

0 STATUS:

C3 'Areas without obstacles for moving people but not subject to overcrowding'

Load Case 1: horizontal or vertical UDL applied to top edge of the balustrade:

Load Case 2: point load applied to the top edge of the balustrade:

Load Case 3: uniform load to infill:

II Wind loads:

Assume ultimate and service wind speeds of 55 and 43m/s which is an equivalent

of 'Extra High' wind zone in the understanding of NZS 3604: 2011

q for ULS: 0.6 x 55"2m/s =

q for SLS: 0.6 x 43"2m/s =

take overall pressure coefficient Cp of:

Load Case 4: wind load:

Ill - Typical glass panel - strength:

ULS:

SLS:

Assume 15mm thick toughened safety glass (grade A) in accordance with

AS/NZS 4667

min. thickness of the glass (table 4):

characteristic tensile strength of the glass, ft= -9.85 x In (14.5mm)+ 71.34Mpa =

glass type factor, cl (table 1):

surface type factor, c2 (table 2):

load duration factor, c3 (table 3):

capacity reduction factor, :

Max. stress under ultimate loads ft x cl x c2 x c 3 x =

2 13055

OF:

for consent

0.75

0.60

1

1.82

1.11

1.3

2.36

1.44

14.5

45.00

2.5

1.0

1.0

0.67

75.37439

[kN/m]

[kN]

[kPa]

[kPa]

[kPa]

[kPa]

[kPa]

[mm]

[MPa]

[MPa]

�:t1;1!� , consulting structural engineers

PROJECT:

nnE:

DATE:

Cuboid Glazing Channel System

typ. panel strength and deflection

2 March 2017 IBY: PM IREV:

INF ILL 't

------------- - - -- - - -- - ----I I

DECK STRUCTURE.11AX 300mm II I

- - - - - - - - - - - - - - - - - - - - - - �----l

I

STRUCTURE SUPPORTING� BALUSTRADE I

I

I

I I I I � - - .....

Max. stress in glass by load case:

Load Case 1: 0.75kN/m x 1.3m / (0.0145"2/6) x 1.5 =

Load Case 2:(assume 1.0m length of balustrade to be active)

0.6kN X 1.3m / (0.0145"2/6) X 1.5 =

Load Case 3: lkPa x lm x 0.8m / (0.0145"2/6) x 1.5 =

Load Case 4: 2.36kPa x lm x 0.8m / (0.0145"2/6) =

0

0

0

0 ..-

'

,,

0

" ' I'

0 0 ..-

All stresses are within acceptable limits, therefore 15mm toughened

safety {A) glass OK

IV - Typical glass panel - deflection:

deflections calculated by FEM.

Max. live load deflection:

Max wind load deflection:

Deflection Satisfactory

PROJECT NO: 13055 PAGE: 3 OF: 6 STATUS: for consent

'

"

0 0

C> C>

0)

'

41.74 [MPa)

33.39 [MPa]

34.24 [MPa]

53.88 [MPa)

28 [mm]

OK

25.8 [mm)

OK

�:t1:1:.� consulting structural engineers

PROJECT: PROJECT NO: 13055 TITlE:

Cuboid Glazing Channel System

glazing channel strength and fixings PAGE: 4 OF:

DATE: 2 March 2017 IBY:

PM IREV: 0 STATUS: for consent

V - Glazing channel - strength:

Load Case 4 governs by inspection.

Max. stress in channel:

2.36kPa x lm x 0.9m / (0.015"2/6) = 56.64 [MPa]

Strength of aluminium channel OK by inspection

VI - Forces for channel fixings:

Live load ( load cases 1, 2 and 3):

Load case 1 governs by inspection

Assume fixings at 400mm c/c

0. 75kN/m x 1.4m x 1.5 / 0.08m x 0.4m = 7.88 [kN]

Wind load (load case 4, extra high wind zone):

2.36kPa x 0.9m I 0.08m x 0.4m = 10.62 [kN]

for very high wind zone this will be reduced to:

10.62kN x (SO / 55)"2 = 8.78 [kN]

and for high wind zone:

10.62kN X (44/55)"2 = 6.80 [kN]

VII - Channel fixings - concrete:

Assume:

- 20MPa concrete

-SOmm edge distance

-80mm spacing

Use M12 Chemset Anchor Stud with Epcon CG resin at 400c/c

as shown on detail

Ultimate capacity 13.SlkN > 10.62kN therefore OK

VIII - Channel Fixings - steel:

Use MlO 8.8 bolts at 400c/c as shown on detail

Ultimate capacity 35.2kN > 10.62kN therefore OK

�:ta:1!� Jconsulting structural engineers

PROJECT:

nnE:

DATE:

Cuboid Glazing Channel System glazing channel fixings and stress concentrations

2 March 2017 lev PM IREV, 0

IX - Channel Fixings - Timber, using bolts:

assuming M10 4.6 bolt with min.GS x 65 x 5 mm washer:

bearing: 0.8 x 0.8 x 1 x 5.3MPa x 0.065"2 =

bolt tension:

Use M10 4.6 bolts with min. 50x50x4 washers.

Ultimate capacity 13.2kN > 10.62kN therefore OK

X - Channel Fixings - Timber, using coach screws:

assuming M12 coach screw in group J4 timber (wet)

withdrawal load per mm: 147 N/mm x 0.7 x 0.8 x 0.85 =

therefore min. embedment: 10620N / 69.97N/mm =

this can be reduced to:

Finally use:

for v. high wind zone: 8.78kN / 10.62kN x 151.77mm =

for high wind zone: 7.88kN / 10.62kN x 151.77mm =

M12x180 coach bolts @400 c/c for Extra High wind zone

M12x 150 coach bolts @400c/c for Very High wind zone

M12x 120 coach bolts@400c/c for High wind zone

XI - Stress concentrations at bolt location:

It is recognised that stress concentrations will occur at locations

of clamping bolts along the channel. To ensure these concentrations are

not critical physical testing was undertaken as described in appendix A.

Below calculation demonstrates that the amount of bending moment

per 1 clamping screw under design loads does not exceed the value that

was justified by tests.

3 no tests were undertaken with max test load of

conservatively assume that this was spread equally between

4 no pairs of clamping screws that were installed in tested specimen

PROJECT NO:

PAGE:

STATUS:

Therefore, with load height of 1.16m, the bending moment per pair of screws

amounts to: 2.18kN x 1.06m / 4 =

13055 5 OF:

for consent

14.3312 [kN]

13.2 [kN]

69.97 [kN]

151.775 [mm]

125.47876 [mm]

112.62 [mm]

2.18 [kN]

0.58 [kNm]

�:t I :1!� � I consulting structural engineers

PROJECT: Cuboid Glazing Channel System PROJECT NO: 13055 TITlE: stress concentrations PAGE: 6 OF: 6 DATE: 2 March 2017 'BY: PM 'REV: 0 STATUS: for consent

Three number of specimens were tested, therefore assuming variation of 10%

safety factor for adjustment of test loads can be taken from table Bl of

AS/NZS 1170.0 as: kt= 1.33

Therefore max. ultimate moment per fixing: 0.63kNm / 1.33 = 0.43 [kNm]

Assuming fixings at 200c/c:

Max moment per fixing due to live load (Load Case 1 governs)

0. 75kN/m x 0.2m x 1.3m x 1.5 = 0.29 [kNm)

�:tlii1!�' -� I consulting structural engineers

PROJECT: Cuboid' Glazing Channel System PROJECT NO: 13055 TITlE:

DATE:

Introduction 2 March 2017 lsv, PM IREV,

Background:

PAGE:

0 STATUS: 1 OF:

for consent I

These calculations justify a typical detail of a balustrade glazing channel forming part of 'Cuboid Face Fix' system produced by Glass Fittings Ltd.

Brief:

6

ExtraMile Consulting has been engaged by Glass Fittings Ltd. to provide structural design services for typical arrangement of glass balustrade fixed by a proprietary 'Cuboid' glazing channel.

Channel provides continuous restraint to the balustrade as shown on typical details. Lateral force and bending moment is transferred from balustrade onto the glazing channel which is clamped along its bottom edge. Channel is fixed to the supporting structure by two rows of bolts/screws/anchors which transfer the forces through a push-pull created by pairs of fixings.

Strength and stiffness of the balustrade is justified through calculation in accordance with NZS 4223 part 1 2008. It is recognised that local stress concentrations will occur along the channel at locations where clamping pressure is applied by pairs of grub screws (refer to details). Load testing has been undertaken to confirm that above concentrations are not critical.

Strength of the channel has been justified by calculation.

Fixings of the channel have been designed in three options to cater for steel, concrete and timber supporting structures.

Structures supporting the balustrades are outside the scope of this design and need to be designed on case basis to ensure that they have sufficient strength and stiffness to accommodate balustrade loads.

It is assumed that the durability of, both, glazing and its proprietary fixings meets the requirements.

References:

-AS/NZS 1170 part 0-AS.NZS 1170 part 1-NZS 4223 part 1 2008-DBH 'Guidance on Barrier Design' - March 2012

�:t1a1!i consulting structural engineers

PROJECT:

TJnE:

DATE:

I Live loads:

Cuboid' Glazing Channel System loads, typical panel strength

2 March 2017 lsv, PM IREV:

Imposed loads cater for following occupancy categories as specified

in table 3.3 of AS/NZS 1170.1:2002:

-A 'Domestic and residential activities'

-B/E 'Offices and work areas'

PROJECT NO:

PAGE:

0 STATUS:

C3 'Areas without obstacles for moving people but not subject to overcrowding'

Load Case 1: horizontal or vertical UDL applied to top edge of the balustrade:

Load Case 2: point load applied to the top edge of the balustrade:

Load Case 3: uniform load to infill:

II Wind loads:

Assume ultimate and service wind speeds of 55 and 43m/s which is an equivalent

of 'Extra High' wind zone in the understanding of NZS 3604: 2011

q for ULS: 0.6 x 55"'2m/s =

q for SLS: 0.6 x 43"'2m/s =

take overall pressure coefficient Cp of:

Load Case 4: wind load:

Ill - Typical glass panel - strength:

ULS:

SLS:

Assume 15mm thick toughened safety glass (grade A) in accordance with

AS/NZS 4667

min. thickness of the glass (table 4):

characteristic tensile strength of the glass, ft= -9.85 x In (14.5mm)+ 71.34Mpa =

glass type factor, cl (table 1):

surface type factor, c2 (table 2):

load duration factor, c3 (table 3):

capacity reduction factor, :

Max. stress under ultimate loads ft x cl x c2 x c 3 x =

2 13055

OF:

for consent

0.75

0.60

1

1.82

1.11

1.3

2.36

1.44

14.5

45.00

2.5

1.0

1.0

0.67

75.37439

[kN/m]

[kN]

[kPa)

[kPa)

[kPa)

[kPa)

[kPa]

[mm)

[MPa]

[MPa]

�:t I ;1!� I

consulting structural engineers PROJECT: Cuboid' Glazing Channel System PROJECT NO: 13055 TITLE: typ. panel strength and deflection PAGE: 3 OF: 6

PMDATE: 2 March 2017 IBY: IREV: 0 STATUS: for consent

'

C)

C)

C) ..-

INFILL� ,,

0 C)

C)

C)

------------ -- - ----------- 0)

I

I

I C)

DECK STRUCTURE.11AX 300mm I 0 I

I

------------ ----------�--� I I

I'

STRUCTURE SUPPORTING� I I ,, BALUSTRADE I 0

I I 0

'-- -- �

Max. stress in glass by load case:

Load Case 1: 0.75kN/m x 1.3m / (0.0145"2/6) x 1.5 = 41.74 [MPa]

Load Case 2:(assume 1.0m length of balustrade to be active)

0.6kN X 1.3m / (0.0145"2/6) X 1.5 = 33.39 [MPa}

Load Case 3: lkPa x lm x 0.8m / (0.0145"2/6) x 1.5 = 34.24 [MPa}

Load Case 4: 2.36kPa x lm x 0.8m / (0.0145"2/6) = 53.88 [MPa]

All stresses are within acceptable limits, therefore 15mm toughened

safety (A) glass OK

IV - Typical glass panel - deflection:

deflections calculated by FEM.

Max. live load deflection: 28 [mm}

OK

Max wind load deflection: 25.8 [mm}

OK

Deflection Satisfactory

:E 0 0 0

-- I

15mm THK. GRADE A TOUGHENED SAFETY GLASS

DECK LEVEL

NOTES:

0 0 C')

DECK STRUCTURE BY OTHERS

PROPRIETARY GLAZING CHANNEL REFER TO MANUFACTURERS DET.

M16 CLAMPING SCREWS

// TOP ROW 200c/c MAX.

� BTM. ROW 400clc MAX

M10 8.8 BOLTS @MAX. 400c/c

STEEL SUPPORTING STRUCTURE BY OTHERS (SHOWN INDICATIVELY)

1. COMPONENTS OF GLAZING CHANNEL SYSTEM SHOWN INDICATIVELYREFER TO MANUFACTURER'S DETAILS AND INSTRUCTIONS

2. SUPPORTING STEEL STRUCTURE TO BE DESIGNED BY OTHERS TO ACCOMODATE BALUSTRADE LOADS

�:t•:J:.� 'ill� consulting structural engineers

client:

Glass Fittings Ltd

job title:

'CUBOID' GLAZING CHANNEL

title:

TYP. FIXING DETAIL TO STEEL SUPPORTING STRUCTURE

CONSENT

, no,: rev:

01 co

TOP RAIL OR HANDRAIL DESIGNED BY OTHERS

ALTERNATIVELY USE MIN. 16mm THK TOUGHENED LAMINATED GLASS WITH CLIPS CONNECTING ADJACENT PANELS

Pawel MilewskiRectangle

NOTES:

0 CX)

:'2 0 0 0

50 MIN. d

DECK LEVEL

7

.

NOTES:

::i: 0 0 0

.... I

0 co

DECK LEVEL

15mm THK. GRADE A TOUGHENED SAFETY GLASS

DECK STRUCTURE BY OTHERS

PROPRIETARY GLAZING CHANNEL REFER TO MANUFACTURERS DET.

M16 CLAMPING SCREWS

/'

/ TOP ROW 200c/c MAX. � BTM. ROW 400c/c MAX.

II M10 4.6 SCREWS WITH 65x65x5 WASHERS @MAX 400c/c

". TIMBER SUPPORTING STRUCTURE BY OTHERS (SHOWN INDICATIVELY)

1. COMPONENTS OF GLAZING CHANNEL SYSTEM SHOWN INDICATIVELY REFER TO MANUFACTURER'S DETAILS AND INSTRUCTIONS

2. SUPPORTING TIMBER STRUCTURE TO BE DESIGNED BY OTHERS TO ACCOMODATE BALUSTRADE LOADS

3. TOP BOLT MAY BE SUBSTITUTED BY:M12 X 180 COACH BOLT FOR EXTRA HIGH WIND ZONEM12 X 150 COACH BOLT FOR VERY HIGH WIND ZONEM12 X 120 COACH BOLT FOR HIGH WIND ZONE

�:t • :1:.� 'j I 1111 consulting structural engineers

client:

Glass Fittings Ltd

job title:

'CUBOID' GLAZING CHANNEL

title:

TYP. FIXING DETAIL TO TIMBER SUPPORTING -----------------

--1

STRUCTURE

sea \:5 Y'

PM

staws: o no.: r;. no.: rev:

CONSENT 13055 03 CO

TOP RAIL OR HANDRAIL DESIGNED BY OTHERS

ALTERNATIVELY USE MIN. 16mm THK TOUGHENED LAMINATED GLASS WITH CLIPS CONNECTING ADJACENT PANELS

Pawel MilewskiRectangle