CUBOID GLAZING CHANNEL SYSTEM. Glass Fittings Ltd. MULTIPLE SITES. 02-Mar-17

Transcription

1 PROJECT NO.: PROJECT TTLE: CUBOD GLAZNG CHANNEL SYSTEM CLENT: Glass Fittings Ltd. STE ADDRESS: MULTPLE STES DATE: 2-Mar-17 elaborated by: Paul Milewski Meng (Hons) CPEng MPENZ ntpe (NZ/AU) Ceng MCE (UK)

2 Building Code Clause(s) B1, B2, F2, F4. PRODUCER STATEMENT PS1 DESGN (Guidance notes on the use of this form are printed on page 2) SSUED BY:...ExtraMile Consulting Ltd... (Design Firm) TO: Glass Fittings Ltd... (Owner/Developer) TO BE SUPPLED TO: various... (Building Consent Authority) N 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, nnovation & 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 to 3.; 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 HGH wind zone as defined in NZS 364 (ii) All proprietary products meeting their performance specification requirements; 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. also recommend the following level of construction monitoring/observation: CM1 CM2 CM3 CM4 CM5 (Engineering Categories) or as per agreement with owner/developer (Architectural), Paul M. Milewski. am: CPEng # (Name of Design Professional) Reg Arch..# am a Member of : PENZ NZA and hold the following qualifications: MEng(Hons) CPEng MPENZ ntpe The Design Firm issuing this statement holds a current policy of Professional ndemnity nsurance no less than $2,*. The Design Firm is a member of ACENZ: SGNED BY Paul M. Milewski. ON BEHALF OF ExtraMile Consulting Ltd. (Design Firm) Date..3 March 217. (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 $2,*. This form is to accompany Form 2 of the Building (Forms) Regulations 24 for the application of a Building Consent. THS FORM AND TS CONDTONS ARE COPYRGHT TO ACENZ, PENZ AND NZA PRODUCER STATEMENT PS1 October 213

3 :tlii1! ' - PROJECT: TTlE: DATE: 2 Mar 217 l sv, Cuboid Glazing Channel System ntroduction PM REV, PROJECT NO: PAGE: STATUS: 1 OF: 1355 for consent 6 Background: These calculations justify a typical detail of a balustrade glazing channel forming part of 'Cuboid Face Fix' system produced by Glass Fittings Ltd. Brief: 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 t 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. t is assumed that the durability of, both, glazing and its proprietary fixings meets the requirements. References: -AS/NZS 117 part -AS.NZS 117 part 1 -NZS 4223 part DBH 'Guidance on Barrier Design' - March 212

4 :ta:1!.,. PROJECT: TlnE: DATE: 2 March 217 l sv, Cuboid Glazing Channel System loads, typical panel strength PM! Rev, PROJECT NO: PAGE: STATUS: 2 OF: 1355 for consent Live loads: mposed loads cater for following occupancy categories as specified in table 3.3 of AS/NZS 117.1:22: -A 'Domestic and residential activities' -B/E 'Offices and work areas' 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:.75 [kn/m] Load Case 2: point load applied to the top edge of the balustrade:.6 [kn] Load Case 3: uniform load to infill: 1 [kpa] 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 364: 211 q for ULS:.6 x 55"2m/s = q for SLS:.6 x 43"2m/s = [kpa] [kpa] take overall pressure coefficient Cp of: 1.3 Load Case 4: wind load: ULS: SLS: [kpa] [kpa] ll - Typical glass panel - strength: Assume 15mm thick toughened safety glass (grade A) in accordance with AS/NZS 4667 min. thickness of the glass (table 4): 14.5 [mm] characteristic tensile strength of the glass, ft= x n (14.5mm) Mpa = 45. [MPa] glass type factor, cl (table 1): 2.5 surface type factor, c2 (table 2): 1. load duration factor, c3 (table 3): 1. capacity reduction factor, <j>:.67 Max. stress under ultimate loads ft x cl x c2 x c 3 x <j> = [MPa]

5 :t1;1!, PROJECT: nne: DATE: Cuboid Glazing Channel System typ. panel strength and deflection 2 March 217 BY: PM REV: PROJECT NO: PAGE: STATUS: 3 OF: 1355 for consent 6 ' NF LL 't..- " DECK STRUCTURE.11AX 3mm l BALUSTRADE STRUCTURE SUPPORTNG ',, " ' '..- C> C> ) ' Max. stress in glass by load case: Load Case 1:.75kN/m x 1.3m / (.145"2/6) x 1.5 = Load Case 2:(assume 1.m length of balustrade to be active).6kn X 1.3m / (.145"2/6) X 1.5 = Load Case 3: lkpa x lm x.8m / (.145"2/6) x 1.5 = Load Case 4: 2.36kPa x lm x.8m / (.145"2/6) = [MPa) [MPa] [MPa] [MPa) All stresses are within acceptable limits, therefore 15mm toughened safety {A) glass OK V - Typical glass panel - deflection: deflections calculated by FEM. Max. live load deflection: Max wind load deflection: OK OK 28 [mm] 25.8 [mm) Deflection Satisfactory

6 :t1:1:. PROJECT: TTlE: DATE: Cuboid Glazing Channel System glazing channel strength and fixings BY: 2 March 217 PM REV: PROJECT NO: PAGE: STATUS: 4 OF: 1355 for consent V - Glazing channel - strength: Load Case 4 governs by inspection. Max. stress in channel: 2.36kPa x lm x.9m / (.15"2/6) = [MPa] Strength of aluminium channel OK by inspection V - Forces for channel fixings: Live load ( load cases 1, 2 and 3): Load case 1 governs by inspection Assume fixings at 4mm c/c. 75kN/m x 1.4m x 1.5 /.8m x.4m = 7.88 [kn] Wind load (load case 4, extra high wind zone): 2.36kPa x.9m.8m x.4m = 1.62 [kn] for very high wind zone this will be reduced to: 1.62kN x (SO / 55)"2 = 8.78 [kn] and for high wind zone: 1.62kN X (44/55)"2 = 6.8 [kn] V - Channel fixings - concrete: Assume: - 2MPa concrete -SOmm edge distance -8mm spacing Use M12 Chemset Anchor Stud with Epcon CG resin at 4c/c as shown on detail Ultimate capacity 13.SlkN > 1.62kN therefore OK V - Channel Fixings - steel: Use MlO 8.8 bolts at 4c/c as shown on detail Ultimate capacity 35.2kN > 1.62kN therefore OK

7 :ta:1! J PROJECT: nne: DATE: Cuboid Glazing Channel System glazing channel fixings and stress concentrations 2 March 217 lev PM REV, PROJECT NO: PAGE: STATUS: 5 OF: 1355 for consent X - Channel Fixings - Timber, using bolts: assuming M1 4.6 bolt with min.gs x 65 x 5 mm washer: bearing:.8 x.8 x 1 x 5.3MPa x.65"2 = [kn] bolt tension: 13.2 [kn] Use M1 4.6 bolts with min. 5x5x4 washers. Ultimate capacity 13.2kN > 1.62kN 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.7 x.8 x.85 = [kn] therefore min. embedment: 162N / 69.97N/mm = [mm] this can be reduced to: for v. high wind zone: 8.78kN / 1.62kN x mm = [mm] for high wind zone: 7.88kN / 1.62kN x mm = [mm] Finally use: M12x18 coach c/c for Extra High wind zone M12x 15 coach for Very High wind zone M12x 12 coach bolts@4c/c for High wind zone X - Stress concentrations at bolt location: t 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 2.18 [kn] conservatively assume that this was spread equally between 4 no pairs of clamping screws that were installed in tested specimen Therefore, with load height of 1.16m, the bending moment per pair of screws amounts to: 2.18kN x 1.6m / 4 =.58 [knm]

8 :t :1! PROJECT: TTlE: DATE: Cuboid Glazing Channel System stress concentrations 2 March 217 'BY: PM ' REV: PROJECT NO: PAGE: STATUS: 6 OF: 1355 for consent 6 Three number of specimens were tested, therefore assuming variation of 1% safety factor for adjustment of test loads can be taken from table Bl of AS/NZS 117. as: kt= 1.33 Therefore max. ultimate moment per fixing:.63knm / 1.33 =.43 [knm] Assuming fixings at 2c/c: Max moment per fixing due to live load (Load Case 1 governs). 75kN/m x.2m x 1.3m x 1.5 =.29 [knm) <.48 OK Max moment per fixing due to wind load (Load Case 4) 2.36KPa x lm x.8m x.2m =.38 [knm) <.48 OK Test results show that stress concentrations are not likely to be critical

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11 :tlii1! ' - PROJECT: Cuboid' Glazing Channel System PROJECT NO: 1355 TTlE: ntroduction PAGE: 1 OF: 6 DATE: 2 March 217 l sv, PM REV, STATUS: for consent Background: These calculations justify a typical detail of a balustrade glazing channel forming part of 'Cuboid Face Fix' system produced by Glass Fittings Ltd. Brief: 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 t 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. t is assumed that the durability of, both, glazing and its proprietary fixings meets the requirements. References: -AS/NZS 117 part -AS.NZS 117 part 1 -NZS 4223 part DBH 'Guidance on Barrier Design' - March 212

12 :t1a1!i PROJECT: TJnE: DATE: Cuboid' Glazing Channel System loads, typical panel strength 2 March 217 lsv, PM REV: PROJECT NO: PAGE: STATUS: OF: for consent Live loads: mposed loads cater for following occupancy categories as specified in table 3.3 of AS/NZS 117.1:22: -A 'Domestic and residential activities' -B/E 'Offices and work areas' 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:.75 [kn/m] Load Case 2: point load applied to the top edge of the balustrade:.6 [kn] Load Case 3: uniform load to infill: 1 [kpa) 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 364: 211 q for ULS:.6 x 55 "' 2m/s = q for SLS:.6 x 43 "' 2m/s = [kpa) [kpa) take overall pressure coefficient Cp of: 1.3 Load Case 4: wind load: ULS: SLS: [kpa) [kpa] ll - Typical glass panel - strength: Assume 15mm thick toughened safety glass (grade A) in accordance with AS/NZS 4667 min. thickness of the glass (table 4): 14.5 [mm) characteristic tensile strength of the glass, ft= x n (14.5mm) Mpa = 45. [MPa] glass type factor, cl (table 1): 2.5 surface type factor, c2 (table 2): 1. load duration factor, c3 (table 3): 1. capacity reduction factor, <j>:.67 Max. stress under ultimate loads ft x cl x c2 x c 3 x <j> = [MPa]

13 :t ;1! PROJECT: TTLE: DATE: Cuboid' Glazing Channel System typ. panel strength and deflection 2 March 217 BY: REV: PM PROJECT NO: PAGE: STATUS: 3 OF: 1355 for consent 6 ' C) C) C)..- NFLL,, C) C) ) C) DECK STRUCTURE.11AX 3mm ',, BALUSTRADE '---- STRUCTURE SUPPORTNG C) Max. stress in glass by load case: Load Case 1:.75kN/m x 1.3m / (.145"2/6) x 1.5 = [MPa] Load Case 2:(assume 1.m length of balustrade to be active).6kn X 1.3m / (.145"2/6) X 1.5 = [MPa} Load Case 3: lkpa x lm x.8m / (.145"2/6) x 1.5 = [MPa} Load Case 4: 2.36kPa x lm x.8m / (.145"2/6) = [MPa] All stresses are within acceptable limits, therefore 15mm toughened safety (A) glass OK V - 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

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19 TOP RAL OR HANDRAL DESGNED BY OTHERS ALTERNATVELY USE MN. 16mm THK TOUGHENED LAMNATED GLASS WTH CLPS CONNECTNG ADJACENT PANELS :E -- 15mm THK. GRADE A TOUGHENED SAFETY GLASS DECK LEVEL DECK STRUCTURE BY OTHERS PROPRETARY GLAZNG CHANNEL REFER TO MANUFACTURERS DET. C') M16 CLAMPNG SCREWS / / TOP BTM. ROW ROW 2c/c 4clc MAX. MAX M c/c STEEL SUPPORTNG STRUCTURE BY OTHERS (SHOWN NDCATVELY) NOTES: 1. COMPONENTS OF GLAZNG CHANNEL SYSTEM SHOWN NDCATVELY REFER TO MANUFACTURER'S DETALS AND NSTRUCTONS 2. SUPPORTNG STEEL STRUCTURE TO BE DESGNED BY OTHERS TO ACCOMODATE BALUSTRADE LOADS :t :J:. 'ill client: Glass Fittings Ltd job title: 'CUBOD' GLAZNG CHANNEL title: TYP. FXNG DETAL TO STEEL SUPPORTNG STRUCTURE CONSENT, no,: rev: 1 co

20 TOP RAL OR HANDRAL DESGNED BY OTHERS ALTERNATVELY USE MN. 16mm THK TOUGHENED LAMNATED GLASS WTH CLPS CONNECTNG ADJACENT PANELS :'2 15mm THK. GRADE A TOUGHENED SAFETY GLASS DECK LEVEL 7 DECK STRUCTURE BY OTHERS PROPRETARY GLAZNG CHANNEL REFER TO MANUFACTURERS DET / / M16 CLAMPNG SCREWS TOP ROW 2c/c MAX. BTM. ROW 4c/c MAX. 5 MN. d.., d ,-.-. -, <J. d CX) , :,_ -- d, <1 d 5 MN..<l. <l M12 CHEMSET STUD ANCHORS ON EPCON C6 RESN 125mm MN. 4c/c 25 MN. 125 MN. CONCRETE SUPPORTNG STRUCTURE,, BY OTHERS (SHOWN NDCATVELY) MN. CONCRETE STRENGTH 2MPa NOTES: 1. COMPONENTS OF GLAZNG CHANNEL SYSTEM SHOWN NDCATVELY REFER TO MANUFACTURER'S DETALS AND NSTRUCTONS 2. SUPPORTNG CONCRETE STRUCTURE TO BE DESGNED BY OTHERS TO ACCOMODATE BALUSTRADE LOADS :t: i : 1:. l,, client: Glass Fittings Ltd job title: 'CUBOD' GLAZNG CHANNEL title: TYP. FXNG DETAL TO CONCRETE SUPPORTNG STRUCTURE date: PM 1 13 ro. no. rev: 2 co

21 TOP RAL OR HANDRAL DESGNED BY OTHERS ALTERNATVELY USE MN. 16mm THK TOUGHENED LAMNATED GLASS WTH CLPS CONNECTNG ADJACENT PANELS ::i:... 15mm THK. GRADE A TOUGHENED SAFETY GLASS DECK LEVEL DECK STRUCTURE BY OTHERS PROPRETARY GLAZNG CHANNEL REFER TO MANUFACTURERS DET. /' M16 CLAMPNG SCREWS / TOP ROW 2c/c MAX. BTM. ROW 4c/c MAX. co M1 4.6 SCREWS WTH 65x65x5 4c/c ". TMBER SUPPORTNG STRUCTURE BY OTHERS (SHOWN NDCATVELY) NOTES: 1. COMPONENTS OF GLAZNG CHANNEL SYSTEM SHOWN NDCATVELY REFER TO MANUFACTURER'S DETALS AND NSTRUCTONS 2. SUPPORTNG TMBER STRUCTURE TO BE DESGNED BY OTHERS TO ACCOMODATE BALUSTRADE LOADS 3. TOP BOLT MAY BE SUBSTTUTED BY: M12 X 18 COACH BOLT FOR EXTRA HGH WND ZONE M12 X 15 COACH BOLT FOR VERY HGH WND ZONE M12 X 12 COACH BOLT FOR HGH WND ZONE :t :1:. 'j 1111 client: Glass Fittings Ltd job title: 'CUBOD' GLAZNG CHANNEL title: TYP. FXNG DETAL TO TMBER SUPPORTNG STRUCTURE sea \:5 Y' PM staws: o no.: r;. no.: rev: CONSENT CO