technical installation - edgesmith€¦ · - the boss range balustrade has been designed based on...

T H E B O S S

Producer Statement [ PS1 ]

W W W . F E N C E L A B . C O M / / T E C H N I C A L I N S T A L L A T I O N S P E C S [ P S 1 ]

TECHNICALINSTALLATION

STRUCTURAL CALCULATIONS

EDGESMITH LTD.

FOR

STRUCTURAL CALCULATIONS & DETAILS

FOR BOSS RANGE BALUSTRADE DESIGN (COMMERCIAL LANDSCAPE & POOL)

PROJECT NO. 1522.9

PLANNING & DESIGN. STRUCTURAL. CIVIL. RESIDENTIAL. COMMERCIAL. ENGINEERING

TEL: 09 972 0109 EMAIL: [email protected] WEBSITE: www.OBDconsultants.com

Structural Calculations | 1522.9

CONTENTS PAGE

1. DESIGN FEATURES REPORT ......................................................................................................................... 4 2. PRODUCER STATEMENT DESIGN (PS1) ....................................................................................................... 7 3. STRUCTURAL CALCULATIONS ................................................................................................................... 10

3.1. COMMERCIAL LANDSCAPE BALUSTRADE DESIGN ............................................................................ 11

3.2. COMMERCIAL POOL BALUSTRADE DESIGN ........................................................................................ 24

4. DRAWINGS & SKETCHES ........................................................................................................................... 36 5. ATTACHMENTS .......................................................................................................................................... 44


1. DESIGN FEATURES REPORT


Design Features Statement

1. General

1.1 Objective The Design Features Statement is a document defining the structure’s design criteria. It outlines the structure, compliance and design loading.

1.2 Scope In general terms, the scope of work is as follows: Provide structural calculations of the Boss Range (Commercial Landscape & Pool) balustrade with panel heights of 0.95m and 1.22m from the top rail to bottom rail. The Boss Range balus-trade will be either top and side-fixed to concrete and timber using steel bolts/studs.

1.3 Means of Compliance The design of the structure is in compliance with the New Zealand Building Code (NZBC), sec-tion B1 and F4 with specific conditions. The following standards have been used:

y AS/NZS 1170.1:2002 y NZS 3603:1993 y AS/NZS 3404:1997 y NZS 8500:2006

2. The Structure

2.1 General The Boss Range commercial balustrade has 2 types:

y Commercial Landscape Balustrade – panel size of 950mm high x 2380mm wide y Commercial Pool Balustrade – panel size of 1220mm high x 2380mm wide

The Boss Range commercial landscape and pool balustrade uses SHS65x65x2.5mm steel post, SHS40x40x1.6mm top and bottom rail and SHS16x16x1.6mm palings.

3. Design Loads

3.1 General For the purposes of consideration of loading, this structure is of Importance Level 2 in accord-ance with AS/NZS 1170.0:2002. The Boss Range balustrade will be designed in accordance to the minimum imposed design ac-tion for barriers from Table 3.3 of AS/NZS1170.1:2002 for occupancy types A, B, E and C3 and NZS 8500:2006, Safety Barriers and Fences around Swimming Pools, Spas and Hot Tubs.

4. Construction Monitoring The design is based on the verification of specific design aspects of the construction by a suitably qualified Chartered Professional Engineer in accordance with ACENZ/EngNZ level CM2.

TABLE 7: CONSTRUCTION MONITORING SERVICE

LEVEL REVIEW COMMENT

CM2 REVIEW, PREFERABLE AT THE EARLIEST

OPPORTUNITY, A SAMPLE OF EACH IMPORTANT

WORK PROCEDURE, MATERIAL OF CONSTRUCTION

AND COMPONENT FOR COMPLIANCE WITH THE

REQUIREMENTS OF THE PLANS AND

SPECIFICATIONS AND REVIEW A REPRESENTATIVE

THIS LEVEL OF SERVICE IS APPROPRIATE FOR

SMALLER PROJECTS OF A ROUTINE NATURE BEING

UNDERTAKEN BY AN EXPERIENCED AND COMPETENT

CONSTRUCTOR AND WHERE A HIGHER THAN NORMAL

RISK OF NON-COMPLIANCE IS ACCEPTABLE. IT

PROVIDES FOR THE REVIEW OF A REPRESENTATIVE


SAMPLE OF EACH IMPORTANT COMPLETED WORK

PRIOR TO ENCLOSURE OR COMPLETION AS

APPROPRIATE. BE AVAILABLE TO PROVIDE THE

CONSTRUCTOR WITH TECHNICAL INTERPRETATION

OF THE PLANS AND SPECIFICATION.

SAMPLE OF WORK PROCEDURES AND MATERIALS OF

CONSTRUCTION. THE ASSURANCE OF COMPLIANCE OF

THE FINISHED WORK IS DEPENDENT UPON THE

CONSTRUCTOR COMPLETING THE WORK TO AT LEAST

THE SAME STANDARD AS THE REPRESENTATIVE

SAMPLE REVIEWED.

4.1 Temporary Support and Shoring The design of temporary propping shoring and support during construction has not been undertaken and is not included in our engagement. This work is the responsibility of the contractor undertaking the construction of the building.

5. Limitations

5.1 General This report has been prepared for the particular project described to us and its extent is limited to the scope of work agreed between the Edgesmith Ltd. and OBD Consultants Ltd. No responsibility is accepted by OBD Consultants Ltd or its directors, servants, agents, staff or employees for the accuracy of information provided by third parties and/or the use of any part of this report in any other context or for any other purposes.

2. PRODUCER STATEMENT DESIGN (PS1)

PRODUCER STATEMENT PS1 October 2013

Building Code Clause(s) B1, F4

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

ISSUED BY: OBD Consultants Ltd

(Design Firm)

TO: Edgesmith Ltd. (Owner/Developer)

TO BE SUPPLIED TO: Relevant Local Authority (Building Consent Authority)

IN RESPECT OF: Boss Range (Commercial Landscape & Pool) Balustrade Design (Description of Building Work)

AT: Throughout New Zealand (Address)

LOT DP SO

We have been engaged by the owner/developer referred to above to provide Structural Engineering Design (Extent of Engagement)

Services in respect of the requirements of Clause(s) B1 (Structure) & F4 (Safety from falling) 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 VM1 or (verification method / acceptable solution)

Alternative solution as per the attached schedule AS/NZS 3604 The proposed building work covered by this producer statement is described on the drawings titled Boss Range Balustrade

and numbered S01 to S07 and Calculation pages as per attached summary of Contents;

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:

- Barrier supporting structures sufficient to take barrier design loads;

- The Boss Range Balustrade spacing is designed based on strength only & for situations that fall strictly within the

limitations set out in clause F4 of the building code.

- Components exposed to environments that do not adversely affect the durability of steel bolts along with washers & nuts.

- The Boss Range Balustrade has been designed based on occupancy A, B, E, and C3 of Table 3.3 AS/NZS 1170.1 and

NZS 8500:2006, Safety Barriers and Fences around Swimming Pools, Spas and Hot Tubs.

(ii) All proprietary products meeting their performance specification requirements; (iii) This producer statement replaces all previously issued producer statements which are no longer applicable

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, Tony O’Brien Author No: 1966 am: CPEng 251875 # Reg Arch #

(Name of Design Professional) I am a Member of: ENGINEERING NEW ZEALAND NZIA

and hold the following qualifications BSc (Eng) Dip Eng MIEI CMEngNZ CPEng IntPe(NZ)

The Design Firm issuing this statement holds a current policy of Professional Indemnity Insurance no less than $200,000*.

3. STRUCTURAL CALCULATIONS

3.1. COMMERCIAL LANDSCAPE BALUSTRADE DESIGN

Project: Boss Range Balustrade Design Project No.: 1522.9 Page:Client: Edgesmith Ltd. Revision:

Subject: Commercial Landscape Balustrade Prepared by: J.MEJICA Date:Design & Connections Checked by: TOB Date:

Approved by: TOB Date:Note: Input values in the yellow colored cells ONLY!

1.0 COMMERCIAL LANDSCAPE BALUSTRADE LOADINGS

Minimum imposed actions for barriers from Table 3.3 of AS/NZS 1170.1:2002 for Occupancy Types A, B, E and C3. Refer to Attachment-1.

TOP EDGE LOADINGSHorizontal uniform load = 0.75 kN/m

Vertical uniform load = 0.75 kN/mInwards, Outwards or Downwards = 0.60 kN

INFILL LOADINGSHorizontal load = 1.00 kN/m2

Any direction = 0.50 kN (applied over a panel of 2000mm2 or over two adjacent vertical balustrade)

2.0 COMMERCIAL LANDSCAPE BALUSTRADE DESIGN

2.1. COMMERCIAL LANDSCAPE BALUSTRADE SKETCH

2.2. TOP & BOTTOM RAIL DESIGN (SHS 40x40x1.6) 2.2.1 Uniform load, "W" Applied Horizontally at the Top Rail.

Bending moment, M1* on top rail;M1* = Wu x L2/8 (assumed as simply supported beam)

uniform load, W = 0.75 kN/mspan, L = 2.455 m

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Level 1, 65-69 Forge Road (P.O. Box 390) Silverdale Auckland 0932, New Zealand

Telephone/Fax: (09) 972 9612 Email: [email protected] Website: www.obdconsultants.com

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JOB NO.: 1522.9 DATE: 06/12/2018 SUBJECT: COMMERCIAL LANDSCAPE BALUSTRADE DESIGN PAGE: 1 of 12

OBD CONSULTANTS LTD. WWW.OBDCONSULTANTS.COM P.O. BOX 390, SILVERDALE




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factored load, Wu = 1.5 x WWu = 1.125 kN/mM1* = 0.85 kN.m

Shear force, V1* at supports;V1* = Wu x L/2 (assumed as simply supported beam)V1* = 0.92 kN

2.2.2 Concentrated load, "P" Applied Horizontally at the Middle of Top Rail.

Bending moment, M2* on top rail;M2* = Pu x L/4 (assumed as simply supported beam)

concentrated load, P = 0.60 kNspan, L = 2.455 m

factored load, Pu = 1.5 x PPu = 0.90 kN/m

M2* = 0.55 kN.m

Shear force, V2* at supports;V2* = Pu / 2 (assumed as simply supported beam)V2* = 0.45 kN

2.2.3 Top & Bottom Rail Capacity Check (SHS 40x40x1.6)3.2.3.1 Bending moment capacity, ΦMn;

ΦMn > M*M* = max (M1*,M2*)M* = 0.85 kN.m

ΦMn = Φ x fy x Zreduction factor, Φ = 0.90

yield strength, fy = 320 N/mm2

section modulus, Z = (a4 - b4) / 6aa = 40.0 mmb = 36.8 mmZ = 3025.14 mm3

ΦMn = 0.87 kN.m > M*, PASS!






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3.2.3.1 Shear capacity, ΦVn;ΦVn > V*V* = max (V1*,V2*)V* = 0.92 kN

ΦVn = Φ x 0.60 x fy x Av

shear area, Av = a2 - b2

Av = 245.76 mm2

ΦVn = 42.47 kN > V*, PASS!

2.3. PALINGS/INFILL DESIGN (SHS 16x16x1.6) 2.3.1 Concentrated load, "P" Spread Over 2 Paling Members.

concentrated load = 0.50 kN (spread over 2 members)load per member, P = 0.25 kN

factored load, Pu = 1.5 x PPu = 0.375 kN

Bending moment, M3* on paling;M3* = Pu x L/4 (assumed as simply supported beam)

span, L = 0.95 mM3* = 0.089 kN.m


2.3.2 Infill load of 1.0 kPa to palings spaced @ 105mm centers.

infill load = 1.00 kN/m2

uniform load, W = infill load x spacingpaling spacing = 0.105 m centers

W = 0.105 kN/mfactored load, Wu = 1.5 x W

Wu = 0.158 kN/m

Bending moment, M4* on paling;M4* = Wu x L2/8 (assumed as simply supported beam)M4* = 0.018 kN.m

Shear force, V3* at supports;V4* = Wu x L/2 (assumed as simply supported beam)V4* = 0.07 kN






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2.3.3 Palings Capacity Check (SHS 16x16x1.6)3.2.3.1 Bending moment capacity, ΦMn;

ΦMn > M*M* = max (M3*,M4*)M* = 0.09 kN.m








Av = 92.16 mm2

ΦVn = 15.93 kN > V*, PASS!

2.4. POST DESIGN (SHS 65x65x2.5) 2.4.1 Uniform Load, W, Acting Horizontally on Top Rail (Top-Fixed Post)

uniform load, W = 0.75 kN/mpost spacing/span L = 2.455 m

Height, H = 1.05 m (See Sketch for total height of post)

factored load, Wu = 1.5 x WWu = 1.125 kN/m

factored load, Pu = Wu x LPu = 2.76 kN

Bending moment, M5* at the base;M5* = Pu x H (assumed as cantilever post)M5* = 2.90 kN.m

Shear force, V5* at the base;V5* = Pu (assumed as cantilever post)V5* = 2.76 kN






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2.4.2 Concentrated Load, P, Acting Horizontally on Top Rail (Top-Fixed Post)

concentrated load, P = 0.60 kN




2.4.3 Uniform Load, W, Acting Horizontally on Top Rail (Side/Face-Fixed Post)


Height, H = 1.1 m (See Sketch for total height of post)





2.4.4 Concentrated Load, P, Acting Horizontally on Top Rail (Side/Face-Fixed Post)

concentrated load, P = 0.60 kN









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2.4.5 Post Capacity Check (SHS 65x65x2.5)3.4.3.1 Bending moment capacity, ΦMn;

ΦMn > M*M* = max (M5*,M6*,M7*,M8*)M* = 3.04 kN.m


yield strength, fy = 400 N/mm2 (Refer to Attachment-3)section modulus, Z = (a4 - b4) / 6a

a = 65.0 mmb = 60.0 mmZ = 12540.06 mm3


3.2.3.1 Shear capacity, ΦVn;ΦVn > V*V* = max (V5*,V6*, V7*, V8*)V* = 2.76 kN



Av = 625.00 mm2

ΦVn = 135.00 kN > V*, PASS!

2.4.6 Post Deflection CheckFrom AS/NZS 1170.1 SUPP 1:2002, Section C3.6, allowable deflection of handrail to;

Allowable Deflection = H/60 + L/240Height, H = 1100 mm

span, L = 2455 mmAllowable Deflection = 28.56 mm

Actual Deflection = P x H3 / 3EI (considered as cantilever post)service load, P = Pu / 1.5

Pu = max (V5*,V6*, V7*, V8*)Pu = 2.76 kN

service load, P = 1.84 kNmodulus of elasticity, E = 200 GPa

moment of inertia, I = a4 - b4 /12I = 407552 mm4

Actual Deflection = 10.02 mm < Allow Def, PASS!

3.1. TOP & BOTTOM RAIL TO POST CONNECTIONΦVn > V*V* = max (V1*, V2*) / 2V* = 0.46 kN (reactions at both ends of the top rail)ΦVn = capacity of 12G Tek Screw (Refer to Attachment-4)ΦVn = 8.8 kN > V*, PASS!

3.0 COMMERCIAL LANDSCAPE CONNECTION DESIGN






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3.2. POST CONNECTION TO CONCRETE (TOP-FIXED) (CONNECTION TYPE - 1A & 1B)

3.2.1 Plate Bending Capacity Check

Critical bending moment, M*cr at the base;M*cr = max (M5*,M6*)M*cr = 2.90 kN.m

Base plate dimensions;plate width, b = 150.00 mm Location of Plate Yield Line;

plate thickness, t = 10.00 mmbolt edge distance, e = 20.00 mmcolumn/post width, c = 65.00 mm

bolt gauge distance, g = b - 2eg = 110.00 mm

bolt center to yield line, m = [(b - c)/2] - em = 22.50 mm

Tension, T*ab on the anchor bolts;T*ab = M*cr / g T*ab = 26.36 kN

Bending moment, M*pl on the plate;M*pl = T* x mM*pl = 0.593 kN.m

Plate bending moment capacity, Mnp;Mnp = x fyp x Zp

= 0.90 plate yield strength, fyp = 250 N/mm2

plastic modulus, Zp = b x t2 / 4Zp = 3750 mm3

Mnp = 0.844 kN.m > M*pl, PASS!






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3.2.2 Anchor Bolt/Stud Capacity Check3.2.2.1 Using Ramset EPCON C8 Chemical Injection & Chemset Anchor (Connection Type - 1A):

Anchor Grade: 5.8Anchor size, db = M12 - 90mm min. embedment into concrete

Steel tension capacity, Nus = 33.8 kN > T*ab, PASS!Concrete tension capacity, Nuc = 29.9 kN > T*ab, PASS!

Steel shear capacity, Vus = 21.0 kN > V5, PASS!

3.2.2.2 Using Ramset WERCS Ankascrew (Connection Type - 1B):Anchor size, db = M12

Concrete tension capacity, Nuc = 20.3 kN > T*ab, PASS!Concrete shear capacity, Vuc = 29.8 kN > V5, PASS!

Tension, T*ab per anchor bolt;T*ab = (M*cr / g) / 2 T*ab = 13.18 kN

3.2.3 Fillet Weld Capacity CheckWeld Properties;

tensile strength, fuw = 410.00 N/mm2

fillet weld leg size, tw = 3.00 mmweld length, Lw = c x 2

Lw = 130.00 mm

Weld Capacity, Vw = x 0.707 x tw x fuw x Lw

reduction factor, = 0.60Vw = 67.83 kN > V*, PASS!

Critical shear, V* at the base;V* = max (V5*, V6*)V* = 2.76 kN

3.3. POST CONNECTION TO TIMBER (TOP-FIXED) (CONNECTION TYPE - 1C)Tension, T* per bolt;

T* = 13.18 kN

Capacity of M10 bolts connected to timber;Qn > T*Qn = x fpj x Aw

bolt diameter, db = 10 mmwasher width = 50 mm

reduction factor, = 0.70fpj = 12.9 N/mm2 (from Table 4.11 NZS 3603)

bearing area, Aw = area of washer - area of bolt holeAw = 2386.90 mm2

Qn = 21.55 kN > T*, PASS!

(Refer to Attachment-5)

(Refer to Attachment-6)






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3.4. POST CONNECTION TO CONCRETE (SIDE/FACE-FIXED) (CONNECTION TYPE - 2A)Critical bending moment, M*cr at the connection;

M*cr = max (M7*,M8*)M*cr = 3.04 kN.m

Tension, Tab* on the anchor bolts;T*ab = M*cr / La

lever arm, La = 100 mmT*ab = 30.38 kN

Using Ramset EPCON C8 chemical Injection & Chemset Anchor:Refer to Attachment-5 for capacity of anchor:

Anchor Grade: 5.8Anchor size, db = M12 - 150mm min. embedment into concrete


Steel shear capacity, Vus = 21.0 kN > Pu = 2.76kN, PASS!

3.5. POST CONNECTION TO TIMBER USING BOLTS (SIDE/FACE-FIXED) (CONNECTION TYPE - 2B)Critical bending moment, M*cr at the connection;

M*cr = 3.04 kN.m

Tension, T* on the bolts;T* = M*cr / La

lever arm, La = 180 mmT* = 16.88 kN





Qn = 21.55 kN > T*, PASS!






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3.6. POST CONNECTION TO TIMBER RETAINING WALL (SIDE/FACE-FIXED) (CONNECTION TYPE - 3A)Critical bending moment, M*cr at the connection;

M*cr = 3.04 kN.m







Qn = 21.18 kN > T*, PASS!

3.7. POST CONNECTION TO TIMBER RETAINING POLE (SIDE/FACE-FIXED) (CONNECTION TYPE - 3B)Critical bending moment, M*cr at the connection;

M*cr = 3.04 kN.m

Force, F acting on the bolts;F = M*cr / La

lever arm, La = 300 mmF = 10.13 kN

Shear Capacity of Retaining Wall Pole, Vn;Vn > FVn = x k1 x k4 x k5 x fs x As

reduction factor, = 0.80modification factor, k1 = 1.00modification factor, k4 = 1.00modification factor, k5 = 1.00

shear stress, fs = 3.10 N/mm2

shear plane area, As = 4/3 x pi x r2 x 1/2 of shear plane areapole diameter, dp = 125 mm

As = 8181.23 mm2

Vn = 10.14 kN > F, PASS!






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3.8. POST CONNECTION TO TIMBER RETAINING WALL (SIDE/FACE-FIXED) (CONNECTION TYPE - 3C)Critical bending moment, M*cr at the connection;

M*cr = 3.04 kN.m

Tension, T* on coach screws;T* = M*cr / La


Withdrawal capacity of M12 coach screw connected to timber;Qn > T*Qn = x n x k x p x Qk

reduction factor, = 0.70no. of screws, n = 1.00

modification factor, k = 0.70penetration depth, p = 50.00 mm

withdrawal strength, Qk = 118.00 N/mm (from Table 4.16 NZS 3603)Qn = 2.89 kN > T*, PASS!

3.9. POST CONNECTION TO TIMBER USING BOLTS (SIDE/FACE-FIXED) (CONNECTION TYPE - 4)For this type of connection, the SHS 65x65x2.5 post is connected to 2/190x45 boundary joist of the deck.Based on NZS 3604 Details for Barrier Fixing, Section 7.4. (Post spacing @ 1000mm max.)


Height, H = 1.1 m (Refer to sketch for total height of post)



Critical bending moment, Mcr* at the base;Mcr* = Pu x H (assumed as cantilever post)Mcr* = 1.24 kN.m







Qn = 21.55 kN > T*, PASS!






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3.10. POST EMBEDDED INTO CONCRETE (CONNECTION TYPE - 5)For this type of connection, the SHS 65x65x2.5 post is embedded into 300mm dia. x 900mm deep concrete.




Design Parameters:pile shaft diameter, Ds = 0.30 m

distance above ground where horizontal load is applied, f = 1.05 mpile shaft length, L = 0.90 m

pile shaft length assumed to be unsupported in cohesive soil, fo = 1.5 x Ds

fo = 0.45 multimate undrained shear strength, su = 75.0 kPa (assumed to be Good Ground)

Strength Reduction Factors (From NZ Building Code - B1/VM4):

spacing reduction factor, s = 1.00 (Clause 4.6.1)soil properties reduction factor, pc = 0.50 (Clause 4.7.1)combined reduction factor, s x pc = 0.50

reduced undrained shear strength, su = 37.5 kPa

Free Head Pile in Cohesive Soil(calculations based on New Zealand Building Code - Verification Method B1/VM4, Section 4.3 UltimateLateral Strength of Single Piles - January 2017. Strength reduction factors are applied as noted above)

Short PileHu = 9 x su x Ds x { [ 2(f + L)2 + 2(f + fo)

2 ]0.5 - (L + 2f + fo) }Hu = 2.96 kN > Pu, PASS!



3.2. COMMERCIAL POOL BALUSTRADE DESIGN


Subject: Commercial Pool Balustrade Prepared by: J.MEJICA Date:Design & Connections Checked by: TOB Date:


1.0 COMMERCIAL POOL BALUSTRADE LOADINGS

Pool balustrade load is based on NZS 8500:2006 Safety Barriers ad Fences Around Swimming Pools, Spas and Hot Tubs, Section 4.4. Refer to Attachment-2.

POST, TOP & BOTTOM RAIL, PALINGS LOADConcentrated load = 0.330 kN

2.0 COMMERCIAL POOL BALUSTRADE DESIGN

2.1. COMMERCIAL POOL BALUSTRADE SKETCH

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2.2. TOP & BOTTOM RAIL DESIGN (SHS 40x40x1.6) 2.2.1 Concentrated load, "P" Applied Horizontally at the Middle of Top Rail.

Bending moment, M1* on top rail;M1* = Pu x L/4 (assumed as simply supported beam)

concentrated load, P = 0.33 kNfactored load, Pu = 1.5 x P

Pu = 0.50 kNspan, L = 2.455 m

M1* = 0.30 kN.m


2.2.2 Top & Bottom Rail Capacity Check (SHS 40x40x1.6)2.2.2.1 Bending moment capacity, ΦMn;

ΦMn > M1*M1* = 0.30 kN.m





2.2.2.2 Shear capacity, ΦVn;ΦVn > V1*

V1* = 0.25 kN



Av = 245.76 mm2

ΦVn = 42.47 kN > V*, PASS!






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2.2.2.3 Deflection CheckActual deflection should be less than 10mm.

Actual Deflection = P x L3 / 48EI (considered as simply supported beam)service load, P = 0.33 kN

modulus of elasticity, E = 200 GPamoment of inertia, I = a4 - b4 /12

I = 60503 mm4

Actual Deflection = 8.41 mm < 10mm, PASS!

2.3. PALINGS/INFILL DESIGN (SHS 16x16x1.6) 2.3.1 Concentrated load, "P" Acting Horizontally on Palings.

concentrated load, P = 0.33 kN factored load, Pu = 1.5 x P

Pu = 0.50 kNspan, L = 1.22 m

Bending moment, M2* on paling;M2* = Pu x L/8 (assumed as fixed on both ends)M2* = 0.08 kN.m

Shear force, V2* at supports;V2* = Pu / 2V2* = 0.17 kN

2.3.2 Palings Capacity Check (SHS 16x16x1.6)2.3.2.1 Bending moment capacity, ΦMn;

ΦMn > M2*M2* = 0.08 kN.m





2.3.2.2 Shear capacity, ΦVn;ΦVn > V2*

V2* = 0.17 kN



Av = 92.16 mm2

ΦVn = 15.93 kN > V*, PASS!






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Actual Deflection = P x L3 / 192EI (considered as fixed on both ends)service load, P = 0.33 kN


I = 3224 mm4


2.4. POST DESIGN (SHS 65x65x2.5) 2.4.1 Concentrated Load, P, Acting Horizontally on Top Rail (Top-Fixed Post)

factored load, Pu = 0.50 kNpost height, H = 1.32 m



2.4.2 Concentrated Load, P, Acting Horizontally on Top Rail (Side/Face-Fixed Post)

factored load, Pu = 0.50 kNpost height, H = 1.37 m

Bending moment, M4* at the connection;M4* = Pu x H (assumed as cantilever post)M4* = 0.68 kN.m

Shear force, V4* at the connection;V4* = Pu (assumed as cantilever post)V4* = 0.50 kN

2.4.3 Post Capacity Check (SHS 65x65x2.5)2.4.3.1 Bending moment capacity, ΦMn;

ΦMn > M*M* = max (M3*,M4*)M* = 0.68 kN.m


yield strength, fy = 400 N/mm2 (Refer to Attachment-3)section modulus, Z = (a4 - b4) / 6a

a = 65.0 mmb = 60.0 mmZ = 12540.06 mm3







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Av = 625.00 mm2

ΦVn = 135.00 kN > V*, PASS!


Actual Deflection = P x H3 / 3EI (considered as cantilever post)service load, P = 0.33 kN


I = 407552 mm4


3.1. TOP & BOTTOM RAIL TO POST CONNECTIONΦVn > V*V* = max (V1*, V2*) / 2V* = 0.12 kN (reactions at both ends of the top rail)ΦVn = capacity of 12G Tek Screw (Refer to Attachment-4)ΦVn = 8.8 kN > V*, PASS!

3.2. POST CONNECTION CONCRETE (TOP-FIXED) (CONNECTION TYPE 1A & 1B)

3.2.1 Plate Bending Capacity Check

Critical bending moment, M*cr at the base;M*cr = M3*M*cr = 0.65 kN.m

3.0 COMMERCIAL POOL BALUSTRADE CONNECTION DESIGN






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Base plate dimensions;plate width, b = 150.00 mm Location of Plate Yield Line;

plate thickness, t = 10.00 mmbolt edge distance, e = 20.00 mmcolumn/post width, c = 65.00 mm

bolt gauge distance, g = b - 2eg = 110.00 mm

bolt center to yield line, m = [(b - c)/2] - em = 22.50 mm

Tension, T*ab on the anchor bolts;T*ab = M*cr / g T*ab = 5.94 kN

Bending moment, M*pl on the plate;M*pl = T* x mM*pl = 0.134 kN.m

Plate bending moment capacity, Mnp;Mnp = x fyp x Zp

= 0.90 plate yield strength, fyp = 250 N/mm2

plastic modulus, Zp = b x t2 / 4Zp = 3750 mm3

Mnp = 0.844 kN.m > M*pl, PASS!

3.2.2 Anchor Bolt/Stud Capacity Check 3.2.2.1 Using Ramset EPCON C8 Chemical Injection & Chemset Anchor (Connection Type - 1A):

Anchor Grade: 5.8Anchor size, db = M12 - 90 min. embedment into concrete.


Steel shear capacity, Vus = 21.0 kN > V3, PASS!

3.2.2.2 Using Ramset WERCS Ankascrew (Connection Type - 1B):Anchor size, db = M12

Concrete tension capacity, Nuc = 20.3 kN > T*ab, PASS!Concrete shear capacity, Vuc = 29.8 kN > V3, PASS!

Tension, T*ab per anchor bolt;T*ab = (M*cr / g) / 2 T*ab = 2.97 kN

Refer to Attachment-5

Refer to Attachment-6






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3.2.3 Fillet Weld Capacity CheckWeld Properties;

tensile strength, fuw = 410.00 N/mm2

fillet weld leg size, tw = 3.00 mmweld length, Lw = c x 2

Lw = 130.00 mm

Weld Capacity, Vw = x 0.707 x tw x fuw x Lw

reduction factor, = 0.60Vw = 67.83 kN > V*, PASS!

Critical shear, V* at the base;V* = V3*V* = 0.50 kN

3.3. POST CONNECTION TO TIMBER (TOP-FIXED) (CONNECTION TYPE - 1C)Tension, T* per bolt;

T* = 2.97 kN





Qn = 21.55 kN > T*, PASS!

3.4. POST CONNECTION TO CONCRETE (SIDE/FACE-FIXED) (CONNECTION TYPE - 2A)Critical bending moment, M*cr at the connection;

M*cr = M4*M*cr = 0.68 kN.m

Tension, T* on the anchor bolts;Tab* = M*cr / La

lever arm, La = 100 mmTab* = 6.78 kN

Using Ramset EPCON C8 chemical Injection & Chemset Anchor:Refer to Attachment-5 for capacity of anchor:

Anchor Grade: 5.8Anchor size, db = M12 - 150 min. embedment into concrete.


Steel shear capacity, Vus = 21.0 kN > Pu = 0.50kN, PASS!






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3.5. POST CONNECTION TO TIMBER USING BOLTS (SIDE/FACE-FIXED) (CONNECTION TYPE - 2B)Critical bending moment, M*cr at the connection;

M*cr = 0.68 kN.m







Qn = 21.55 kN > T*, PASS!

3.6. POST CONNECTION TO TIMBER RETAINING WALL (SIDE/FACE-FIXED) (CONNECTION TYPE - 3A)Critical bending moment, M*cr at the connection;

M*cr = 0.68 kN.m







Qn = 21.18 kN > T*, PASS!








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3.7. POST CONNECTION TO TIMBER RETAINING POLE (SIDE/FACE-FIXED) (CONNECTION TYPE - 3B)Critical bending moment, M*cr at the connection;

M*cr = 0.68 kN.m

Force, F acting on the bolts;F = M*cr / La

lever arm, La = 300 mmF = 2.26 kN

Shear Capacity of Retaining Wall Pole, Vn;Vn > FVn = x k1 x k4 x k5 x fs x As

reduction factor, = 0.80modification factor, k1 = 1.00modification factor, k4 = 1.00modification factor, k5 = 1.00

shear stress, fs = 3.10 N/mm2

shear plane area, As = 4/3 x pi x r2 x (1/2 of shear plane area)pole diameter, dp = 125 mm

As = 8181.23 mm2

Vn = 10.14 kN > F, PASS!

3.8. POST CONNECTION TO TIMBER RETAINING WALL (SIDE/FACE-FIXED) (CONNECTION TYPE - 3C)Critical bending moment, M*cr at the connection;

M*cr = 0.68 kN.m

Tension, T* on coach screws;T* = M*cr / La


Withdrawal capacity of M12 coach screw connected to timber;Qn > T*Qn = x n x k x p x Qk

reduction factor, = 0.70no. of screws, n = 1.00

modification factor, k = 0.70penetration depth, p = 50.00 mm

withdrawal strength, Qk = 118.00 N/mm (from Table 4.16 NZS 3603)Qn = 2.89 kN > T*, PASS!






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3.9. POST CONNECTION TO TIMBER USING BOLTS (SIDE/FACE-FIXED) (CONNECTION TYPE - 4)For this type of connection, the SHS 65x65x2.5 post is connected to 2/190x45 boundary joist of the deck.Based on NZS 3604 Details for Barrier Fixing, Section 7.4. (Post spacing @ 1000mm max.)

factored load, Pu = 0.50 kNHeight, H = 1.35 m (Refer to sketch for total height of post)

Critical bending moment, Mcr* at the connection;

Mcr* = Pu x H (assumed as cantilever post)Mcr* = 0.67 kN.m







Qn = 21.55 kN > T*, PASS!

3.10. POST EMBEDDED INTO CONCRETE (CONNECTION TYPE - 5)For this type of connection, the SHS 65x65x2.5 post is embedded into 300mm dia. x 900mm deep concrete.

factored load, Pu = 0.50 kNpost spacing/span L = 2.455 m

Design Parameters:pile shaft diameter, Ds = 0.30 m

distance above ground where horizontal load is applied, f = 1.32 mpile shaft length, L = 0.90 m

pile shaft length assumed to be unsupported in cohesive soil, fo = 1.5 x Ds

fo = 0.45 multimate undrained shear strength, su = 75.0 kPa (assumed to be Good Ground)






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Strength Reduction Factors (From NZ Building Code - B1/VM4):

spacing reduction factor, s = 1.00 (Clause 4.6.1)soil properties reduction factor, pc = 0.50 (Clause 4.7.1)combined reduction factor, s x pc = 0.50

reduced undrained shear strength, su = 37.5 kPa

Free Head Pile in Cohesive Soil(calculations based on New Zealand Building Code - Verification Method B1/VM4, Section 4.3 UltimateLateral Strength of Single Piles - January 2017. Strength reduction factors are applied as noted above)

Short PileHu = 9 x su x Ds x { [ 2(f + L)2 + 2(f + fo)

2 ]0.5 - (L + 2f + fo) }

Hu = 2.56 kN > Pu, PASS!



4. DRAWINGS & SKETCHES

CONCRETE WITH CHEMSET ANCHORCONNECTION TYPE 1A - TOP FIXING TO

CONCRETE WITH RAMSET WERCS ANKASCREWCONNECTION TYPE 1B - TOP FIXING TO

A-

A-A

B-

B-B

BOSS RANGE BALUSTRADE

1522.904 DECEMBER 2018

S01

A

CONNECTION TYPE 1A & 1B

JOB NO.: 1522.9 DATE: 06/12/2018 SUBJECT: BOSS RANGE BALUSTRADE CONNECTION TYPES PAGE: S01


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TIMBER JOIST WITH BOLTSCONNECTION TYPE 1C - TOP FIXING TO

C-

C-C


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CONNECTION TYPE 1C



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CONCRETE WITH CHEMSET ANCHORCONNECTION TYPE 2A - SIDE FIXING TO

BOUNDARY JOIST (240x45 TIMBER MIN.)CONNECTION TYPE 2B - SIDE FIXING TO


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ACONNECTION TYPE 2A & 2B



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TIMBER RETAINING WALLCONNECTION TYPE 3A - SIDE FIXING TO

D - D -

D-D

ELEVATION VIEW (FRONT)


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CONNECTION TYPE 3A



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TIMBER RETAINING WALL SED POST CONNECTION TYPE 3B - SIDE FIXING TO

E - E -

E-E F-F


F-

F-


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TIMBER RETAINING WALLCONNECTION TYPE 3C - SIDE FIXING TO

G - G -

G-G



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DECK BOUNDARY JOIST (2/190x45 TIMBER)CONNECTION TYPE 4 - SIDE FIXING TO

POST EMBEDDED INTO CONCRETECONNECTION TYPE 5


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CONNECTION TYPE 4 & 5



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5. ATTACHMENTS

..: A2 QI ... ::J c. E 0 u QI Ci c: 'iii co c: 0 ... c: QI E ::J u 0

"C l/J :c c: ... 0 QI .... >-0 c. ... 0 l/J u 0 ... QI QI c: u 0 c: c: QI '(ij .!::! QI .... l/J "C ::J c: QI co - ... Cl c: c: 't: 'iii c. co >-"C co QI E l/J l/J co ... ..c: c: u co .... ... ::J -c. l/J c: ... 0 c: (.) co ... 0 :; al l/J 0 c: 0 (.) 0 al 0 :E Q. M

M c M ...... c N iD c c c: 0 ..

ASINZS 1170.1 :2002 14

TABLE 3.3

MINIMUM IMPOSED ACTIONS FOR BARRIERS

Type of occupancy for part of the building or structure

A Domestic and residential activities

B,E Offices and work areas not included elsewhere including storage areas

C Areas where people may congregate

C l/C2 Areas with tables or fixed seating

C3 Areas without obstacles for moving people and not susceptible to over-crowding

cs Areas susceptible to over-crowding

D Retail areas

Top edge

Inwards, Specific uses Horizontal Vertical outwards or

downwards

kNlm kN/m kN

All areas within or serving exclusively one dwelling includ ing stairs, landings, etc. but 0.35 0.35 0.6 excluding external balconies and edges of roofs (see C3)

Other residential, (see 0.75 0.7S 0.6 also C)

Light access stai rs and gangways not more than 0.22 0.22 0.6 600 mm wide

Fixed platforms, walkways, stairways and 0.35 0.35 0.6 ladders for access (see Note I)

Areas not susceptible to overcrowding in office and institutional 0.7S 0.7S 0.6 buildings al so industrial and storage buildings

Areas with fixed seating adjacent to a balustrade, 1.5 0.75 0.6 restaurants, bars, etc.

Stairs, landings, external balconies, edges of roofs, etc. 0.7S 0.7S 0.6

Theatres, cinemas, grandstands, di scotheques, bars, 3.0 0.75 0.6 auditoria, shopping mall s (see also D), assembly areas, studios, etc.

All retail areas including public areas of banks/building societies, 1.5 0.75 0.6 (see CS for areas where overcrowding may occur)

COPYRIGHT

Infill

Any

Horizontal direction (see

Note 2)

kPa kN

0.5 0.2S

1.0 0.S

NIA NIA

NIA NIA

1.0 0.5

1.5 1.5

LO 0.S

1.5 1.5

1.5 1.5

(continued)

JOB NO.: 1522.9 DATE: 06/12.2018 SUBJECT: BOSS RANGE BALUSTRADE CALCULATION ATTACHMENTS PAGE: 1 of 7


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ATTACHMENT-1

.... c: . · - Q) ... E c. ·->. .... "' Q) E g 'C >. c: c: "' "' c 1U QI E E ._ B .2 0 'C

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SAFETY BARRIERS AND FENCES AROUND SWIMMING POOLS, SPAS AN D Hor TUBS NZS 8500:2006

4 Performance tests for safety barriers/fences and closing latching devices

4.1 General This section provides practical means for measuring the performance of the safety barriers/ fences/gates/doors and latchings used by pool owner(s) or person(s) in possession of the property .

4.2 Strength and rigidity of openings When any opening in the barrier/fence is tested in accordance with Appendix C, the test object shall not pass through.

4.3 Strength of posts and footings When test ed in accordance with Appendix D, t here shall be no permanent damage to any post. The footings shall not loosen to impair the effectiveness of the barrier and any gate shall meet the requirements of 3.4 .

4.4 Strength of barrier/fencing components

4.4.1 Rigid components

When tested in accordance with Appendix E, structural components, such as panel infills, top and bottom rails, rods, palings, pickets and the like, shall be capable of:

(a) Sustaining a force of 250 N (25 kg) without any component becoming permanently deformed; and

(b) Sustaining a force of 330 N (33 kg):

(i) Without breaking

(ii) Without showing signs of fracture, or

(iii) Without becoming permanently deformed by more than 1 O mm over their length .

4.4.2 Flexible material and components

When tested in accordance with Appendix F, flexible barrier/fencing material and components shall not break or tear or the fixings loosen.



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ATTACHMENT-2

1

I

Rb URSINE STEEL CO.,LTD. MANUFACTURER TEST CERTIFICATE

SOLD TO: MARUBENI-ITOCHU STEEL OCEANIA PTY LTD COMMODITY: PRE-GALVANIZED C350 ZINC COATING MASS Z275GIM2 PIPE TO AS 1163-2009

SPECIFICATION: AS/NZS 1163-2009 C350

N0.36, BENGONG W Rd., GANGSHAN DIST .• KAOHSUJNG CITY 82059, TAIWAN ( RO.C ) TEL: 886 (07) 624-1288 FAX: 886 (07) 624-6899 • 624-1299

CERTIFICATE NO.: 177145

ISSUE DATE: 2017/717

DELIVERY DATE: 2017/7/3

ORDER NO.: 8013 ) INVOICE: PR26273100

!IBM LOT -

SIZE DESCRIPTION ______________ Nwnber TENSILE TEST HEAT COIL

·' .'.7);. _ _ CHEMICAL COMPOSffiON (%) cm\:QNG (; J Si 1°¥n P S Al Mo Cr Ni Cu Ti Nb V B Micto-Alk>:.ins CE

NO. NO. OUTSIDE THICKNESS 1.ENOTH

DIAMETER mm mm mm

1 P2175170 SHS 25 x 25 1.60 8000

2 P2175172 SHS 25 x 25 2.00 8000

3 P2175130 SHS 30 x 30 1.60 8000

or Pieces

300

200

200

NO. SUPPLIER Y.S. (MPa)

5ZU99 CHINA STEFJ..io: .L\M9 ;:.· ..

, ,cz;{

·< .;J';;i:INC"J:- xtOO (%) '\ :·,

·.•. ·;··'11 .

xlOOO i

1 ......

xlOO xlOOO

.. -;;f:;..

275 1 · l>4 15 4 40 l 4 2 2 1 Tr 1 <0.8

17 1 59 14 4 37 1 5 1 2 1 Tr I <0.8

275 16 2 68 13 S 39 1 3 1 1 I Tr 1 <0.1!

4 P3174104 SHS 65 x 65 1.60 8000 26 275 18 l 64 15 5 38 1 S 2 1 I Tr 1 <0.ti

5 P3176131 SHS 65 x 65 2.50 8000

I .Micro-Alloying Elements=Ti+Nb+ V 2,CE=C+Mn/6-t-(Cr+Mo+ V}/S+(Ni+Cu)/15

NOTE 3. Tr= Trace elements with its content conforming to the specification requirements.

499 27

4.All steel sourced are fine-grained. fully killed, continuously cac;t steels by basic oxygen process.

275 18 2 69 16 4 40 l 5 2 2 l Tr I

xlOOO

Tr

Tr

Chief of Quality Division We bereby certify that the material descnbed herein has been manufactured and tested with satisfactory results in accordance with

the requirement of the above material specification. N.H.. Che.Yv

xIOC

28

28

28

30

31



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ATTACHMENT-3

STRENGTH PROPERTIES

Ultimate Average Pullout Loads

Buildex® TEKS® Screws & Roofzips Fixing to Grade G450

Gauge/TPI 1.0mm 1.2mm 1.6mm 1.9mm 2.4mm 3.2mm

10-16 2819N 3519N 4563N - 7823N -

12-14 2826N 3174N 4428N 5525N 7620N 11140N

12-24 - - 3945N - 7375N 10420N

14-10 3010N 3441N 4594N 6260N 8650N -

Buildex® Roofzips

M6-11 TP 1 3200N 4800N

Buildex® Type 17 Screws & Roofzips Fixing to F5 (F5/JD4 Timber - Radiata Pine)

Embedment Depth

Screw Type 20mm 25mm 30mm 35mm 50mm

12g - -12-11x45mm Hex 5400N

12-11x50mm Hex 6300N

-

14g - -14-10x50mm

Hex 6500N14-10x50mm

Hex 6900N14-10x75mm

Hex 9700N

M6 Roofzip 5400N 6300N

Fixing to F17 J3 (Timber - Seasoned Hardwood)

Embedment Depth

Screw Type 20mm 25mm 30mm 35mm 50mm

12g - -12-11x45mm Hex 6400N

12-11x50mm Hex 7900N

-

14g - -14-10x50mm

Hex 7100N14-10x50mm

Hex 9100N14-10x75mm Hex 13500N

M6 Roofzip 6300N 7200N

Mechanical Properties

Screw Type Single Shear Strength Axial Shear Strength Torsional Strength

Buildex® TEKS® Screws

10g 6.8kN 11.9kN 8.4Nm

12g 8.8kN 15.3kN 13.2Nm

14g 10.9kN 19.7kN 18.5Nm

Buildex® Type 17 Screws

12g 8.4kN 13.9kN 13.4Nm

14g 10.2kN 17.9kN 18.5Nm

14g Stainless Steel 10.2kN 12.6kN 12.7Nm

Buildex® Roofzips

M6 8.5kN 15.4kN 14.0Nm

Note: All values are ultimate averages obtained under laboratory conditions (N.A.T.A approved). Appropriate safety factors should be applied for design purposes. These figures apply to Buildex® (BX Head marked) products only.

2.2.3.1.4

June 2018



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ATTACHMENT-4

54 www.ramset.com.au 1300 780 063 www.ramset.co.nz 0800 RAMSET

Chem

ical A

ncho

ring

- Anc

hor

Stud

sEPCON™ C8CHEMICAL INJECTION ANCHORING

Anchor size, db

Installation details Optimum dimensions*

(mm) Drilled hole diameter, Fixture hole diameter, Anchor effective Tightening torque, Tr Edge distance, ec Anchor spacing, ac Substrate thickness bm

dh (mm) df (mm) depth, h (mm) (Nm) (mm) (mm) (mm) M8 10 10 80 10 35 50 100

M10 12 12 90 20 40 60 120

M12 14 15 110 40 50 75 140

M16 18 20 125 95 65 100 160

M20 24 24

150 180 80 120

190

170 220

M24 26 28

160 315 100 145

200

210 270

M30 32 32 280 650 120 180 350

Installation and performance details: EPCON™ C8™ and ChemSet™ Anchor Studs

*Note: For shear loads acting towards an edge or where these optimum dimensions are not achievable, please use the simplified strength limit state design process to verify capacity.

Reduced Characteristic Capacity#

Anchor size, db Grade 5.8 Steel Studs Grade 8.8 Steel Studs AISI 316 Stainless Steel Studs Concrete

(mm)

Tension, ØNuc (kN)** Shear, ØVus(kN) Tension, ØNus(kN)*** Shear, ØVus(kN) Tension, ØNus(kN)*** Shear, ØVus(kN) Tension, ØNus(kN)*** Concrete compressive strength, f’c 20 MPa 32 MPa 40 MPa

M8 8.9 14.3 14.5 23.4 10.7 14.9 17.9 18.8 19.6

M10 14.1 22.7 23.0 37.1 17.0 23.8 25.0 26.6 27.9

M12 21.0 33.8 33.5 54.0 25.3 35.3 36.6 39.4 41.4

M16 39.7 64.7 62.3 100.5 49.6 69.3 38.7 49.0 54.8

M20 59.9 97.6 97.2 156.8 74.9 104.6

50.9 64.4 72.1

61.4 77.7 87.0

M24 86.8 141.3 140.1 225.9 108.5 151.4

56.0 70.9 79.4

84.2 106.6 119.4 M30 - - 222.6 359.0 - - 129.7 164.2 183.9

8.2 DESCRIPTION AND PART NUMBERS Description Cartridge Size Part No.

EPCON™ C8 450 ml C8-450

*Note: For shear loads acting towards an edge or where these optimum dimensions are not achievable, please use the simplified strength limit state design process to verify capacity.

**Note: Reduced characteristic ultimate concrete tensile capacity = ØNuc where Ø = 0.56 and Nuc = Characteristic ultimate concrete tensile capacity. For conversion to Working Load Limit MULTIPLY ØNuc x 0.60***Note: Reduced characteristic ultimate steel tensile capacity = ØNus where Ø = 0.8 and Nus = Characteristic ultimate steel tensile capacity (carbon steel). For conversion to Working Load Limit MULTIPLY ØNus x 0.45#Note: Design Tensile Capacity ØNur = minimum of ØNuc and ØNus

Data is based on a service temperature limit of -40°C to +40°C WET HOLES: Multiply ØNuc x 0.5

8.3 ENGINEERING PROPERTIESRefer to “Engineering Properties” for ChemSet™ Anchor Studs on page 43.

Effective depth, h (mm)

Preferred h = hn otherwise,

h = Le - th * 6 * dh

t = total thickness of material(s) being fastened.

Substrate thickness, bm (mm)

bm = greater of: 1.25 x h, h + (2 x dh)

Drilled hole depth, h1 (mm)h1 = hh = Effective depth

8.2-3



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ATTACHMENT-5

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Callout

See next page for reduced concrete capacity due to 90mm embedment instead of 110mm.


Chem

ical A

ncho

ring

- Anc

hor

Stud

sEPCON™ C8STRENGTH LIMIT STATE DESIGN

Verify concrete tensile capacity - per anchorSTEP 2 Table 2a Reduced characteristic ultimate concrete tensile capacity, ØNuc (kN), Øc = 0.56, f’c = 32 MPaCombined pull-out and concrete cone resistance - ØNucp

Anchor size, db M8 M10 M12 M16 M20 M24 M30Drilled hole dia, dh (mm) 10 12 14 18 25 28 35Effective depth, h (mm)

65 15.2 70 16.4 20.7 80 18.8 23.7 90 21.1 26.6 32.3

100 23.5 29.6 35.9 110 25.8 32.6 39.4 50.2 120 28.1 35.5 43.0 54.8 125 29.3 37.0 44.8 57.1 140 32.8 41.4 50.2 63.9 150 35.2 44.4 53.8 68.5 81.4 160 37.5 47.4 57.4 73.1 86.8 98.5 170 50.3 61.0 77.6 92.2 104.6 180 53.3 64.5 82.2 97.6 110.8 190 56.2 68.1 86.7 103.1 116.9 200 59.2 71.7 91.3 108.5 123.1 210 62.2 75.3 95.9 113.9 129.2 165.8240 86.1 109.6 130.2 147.7 189.5 280 127.8 151.9 172.3 221.1 320 146.1 173.6 196.9 252.7 350 189.9 215.4 276.4 400 217.0 246.1 315.8 450 276.9 355.3 480 295.4 379.0 550 434.3 600 473.8

Concrete Cone Resistance -

ØNucc

18.420.525.129.935.040.446.149.058.064.470.977.784.691.899.1

106.6130.3164.2200.6229.4280.3334.5368.5452.0515.0

Table 2b-2 Concrete compressive strength effect, tension, Xnc

Concrete compressive strength effect, tension, Xnc

where ØNuc = ØNucp (from Table 2a)Anchor size, db M8 M10 M12 M16 M20 M24 M30

f'c (MPa) Concrete compressive strength effect, tension, Xnc

20 0.95 0.94 0.93 0.92 0.90 0.88 0.8625 0.97 0.97 0.96 0.95 0.95 0.94 0.9232 1.00 1.00 1.00 1.00 1.00 1.00 1.0040 1.04 1.05 1.05 1.07 1.09 1.10 1.1250 1.06 1.08 1.09 1.11 1.14 1.16 1.21

Table 2b-1 Concrete service temperature limits effect, tension, Xns

Service temperature limits effect, tension, Xns

where ØNuc = ØNucp (from Table 2a)Anchor size, db M8 M10 M12 M16 M20 M24 M30

Service temperature (ºC) Service temperature limits effect, tension, Xns

-40˚C to +40˚C 1.00 1.00 1.00 1.00 1.00 1.00 1.00-40˚C to +80˚C 0.56 0.56 0.56 0.57 0.57 0.58 0.54

Xns

where ØNuc = ØNucc

(from Table 2a)1.001.00

If Service temperature limit is -40°C to +80°C then ØNuc = ØNucp

If Service temperature limit is -40°C to +40°C then Refer to Checkpoint 2

Xnc

where ØNuc = ØNucc

(from Table 2a)0.790.881.001.121.25

Bold values are at ChemSet™ Anchor Stud nominal depths.Note: Effective depth, h must be * 6 x drilled hole diameter, dh for anchor to achieve tabled shear capacities. Wet holes: Multiply ØNuc x0.5

8.4JOB NO.: 1522.9 DATE: 06/12.2018 SUBJECT: BOSS RANGE BALUSTRADE CALCULATION ATTACHMENTS PAGE: 6 of 7


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ATTACHMENT-5.1


Mec

hanic

al An

chor

ingWERCS AnkaScrew™

SCREW IN ANCHORS

Anchorsize, db

Effective length, Le(mm)

Part No. Zn Hex Head Gal Hex Head

5 28 AS05030 -

644 AS06050W100 AS06050WGM10069 AS06075W100 AS06075WGM10094 AS06100W100 AS06100WGM100



1269 AS12075W50 AS12075WGM5094 AS12100W50 AS12100WGM50

144 AS12150W20 AS12150WGM20

16115 AS16115 -140 AS16140 -160 AS16160 -

Anchorsize, db (mm)

Installation details Optimum dimensions* Reduced Characteristics Capacity

Drilled hole diameter, dh

(mm)

Fixture hole diameter, df

(mm)

Anchor effective

depth, h (mm)

Tightening torque, Tr (Nm)

Edge distance, ec (mm)

Anchor spacing, ac

(mm)

Shear (concrete) Tension (concrete), ØNuc (kN)**

ØVuc (kN)*** f’c > 20 MPa

Concrete compressive strength, f’c

20 MPa 25 MPa 32 MPa5 5 7 25 5 15 15 0.9 2.1 2.3 2.5

6 6 830

15 60 356.8 # 3.7 4.0 4.3

37 7.5 4.7 5.0 5.545 7.5 5.8 6.3 6.9

8 8 1040

40 80 4512.6 # 5.5 5.9 6.4

50 13.3 7.3 7.9 8.660 13.3 9.3 10.0 10.9

10 10 1250

55 100 6020.7 7.9 8.5 9.3

62 20.7 10.6 11.5 12.575 20.7 13.9 15.0 16.3

12 12 1560

80 120 7025 # 11.2 12.1 13.2

75 28.4 # 15.5 16.8 18.390 29.8 20.3 21.9 23.9

16 16 1990

- 160 10053.0 20.7 24.1 28.4

105 53.0 25.4 29.5 34.8120 53.0 30.3 35.2 41.5

* Note: For shear loads acting towards an edge or where these optimum dimensions are not achievable, please use the simplified strength limit state design process to verify capacity.**Note: Reduced characteristic ultimate concrete tensile capacity = ØNuc where Ø = 0.60 and Nuc = Characteristic ultimate concrete tensile capacity. For conversion to Working Load Limit MULTIPLY ØNuc x 0.55*** Note: Values are for shear load direction away from concrete edge - Reduce characteristic ultimate concrete edge shear capacity = ØVuc where Ø = 0.6 and Vuc = Charecteristic ultimate concrete edge shear capacity.# Note: Values for shear limited by steel - Reduced characteristic ultimate steel shear capacity = ØVus where Ø = 0.80 and Vus = Characteristic ultimate steel shear capacity.

30.2 DESCRIPTION AND PART NUMBERS

Installation and performance details

30.3 ENGINEERING PROPERTIES

Substrate thickness, bm (mm)

bm = greater of: 1.25 x h, h + (3 x dh)

Effective depth, h (mm)

h = Le - t,t = total thickness of material(s) being fixed

Anchorsize, db (mm)

Stress area, As (mm2)

Yield strength, fy

(MPa)

UTS, fu (MPa)

5 15.9 600 800

6 22.9 640 800

8 42.4 640 800

10 69.4 640 800

12 84.1 640 800

16 186.3 640 800

Drilled hole depth, h1 (mm)h1 = h + dhh = Effective depth

30.2-3



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ATTACHMENT-6

950

2380

Post Centre: 2458

Ant

i Sca

le 9

10

89

100

mm

MAX

SHS 40

Post:SHS 65 x 2.5 mm

SHS 16

A

Rail of Fence

Post

BT40SE-2h Ali

Option A

B

BT40-R-H

Rail of Fence

Post

Option B

Stainless steel bolts(M5) or tek screws(12g-14g)

DESCRIPTION:

DATE: FINISH:

PRODUCT CODE:

Boss 0.95m, 2 Rail Panel (Rakable upto 30 Degrees) 31/08/2018

BL-0.95 250MPA Pre-Galvanised Steel Z110

Suggested :- Epoxy Powder Coated Finish

REVISION:

MATERIAL:

1

SPECIFICATION SHEET

PANEL WEIGHT: REFERENCES:

22.68 kg

PRODUCT CODE :

BL-0.95

MATERIAL :

Pre-galvanised Steel

SHS 16 x 1.0mm Pickets

SHS 40 x 1.6mm Rails

FINISH :

Epoxy Powder Coated

PANEL WEIGHT :

23 kg

FIXINGS SUPPLIED :

Brackets and Tek Screws

RECOMMENDED POST :

Fence Inground 1.6mH

50 x 1.5mm

Fence Flanged 1.1mH

50 x 1.5mm

Balustrade Inground 2.0mH

65 x 2.5mm

Balustrade Flanged 1.1mH

65 x 2.5mm

Balustrade Face 1.3mH

65 x 2.5mm

T H E B O S S

Post Size: SHS 65

Flange Thickness: 10mm

Post Size: SHS 50


Steel Raking Panel

Post to post distance 2390mm (includes 10mm clearance)

89

870

2455mm post centres (for 65 x 65 posts)2440mm post centres (for 50 x 50 posts)

10501000

500

INGROUND POST

On Concrete : M12x75 sleeve anchor

On Structural Timber : M12x75 coach bolt

Check PS1 for Balustrade Fixings

200

100

50

Fenc

e : 6

50m

m |

Bal

ustr

ade

: 105

0mm

FLANGE POST

FIXINGS

Balustrade Fence Panel

125

125

85

85 13

150

150 11

5

115 16

Allow extra 10mm between posts

BRACKET ALTERNATE BRACKET

W W W . F E N C E L A B . C O M / / S P E C S H E E T

2380

Post Centre: 2455

122

0

Ant

i-sca

le: 1

180

89

100

mm

MA

X

SHS 40

Post:SHS 65 x 2.5 mm

SHS 16

A

B

Post

BT40SE-2h Ali

Rail of Fence

Option A

Post

BT40-R-H

Rail of Fence

Option B

Stainless steel bolts(M5 or tek screws(12g-14g)

DESCRIPTION:

DATE: FINISH:

PRODUCT CODE:

Boss 1.2m, 2 Rail Panel (Rakable up to 30

Degrees) 31/08/2018

BP-1.2 250MPA Pre-Galvanised Steel Z110

Suggested :- Epoxy Powder Coated Finish

REVISION:

MATERIAL:

1

SPECIFICATION SHEET

PANEL WEIGHT: REFERENCES:

2 . kg

PRODUCT CODE :

BP-1.2-2R

MATERIAL :

Pre-galvanised Steel

SHS 16 x 1.0mm Pickets

SHS 40 x 1.6mm Rails

FINISH :

Epoxy Powder Coated

PANEL WEIGHT :

27 kg

FIXINGS SUPPLIED :

Brackets and Tek Screws

RECOMMENDED POST :

Fence Inground 2.0mH

50 x 1.5mm

Fence Flanged 1.3mH

50 x 1.5mm

Balustrade Inground 2.2mH

65 x 2.5mm

Balustrade Flanged 1.3mH

65 x 2.5mm

Balustrade Face 1.5mH

65 x 2.5mm

T H E B O S S

Allow extra 10mm between posts

Steel Raking Panel

BRACKET ALTERNATE BRACKET

INGROUND POST

200

100

50

Fenc

e : 8

00m

m |

Bal

ustr

ade

: 100

0mm

Post to post distance 2390mm (includes 10mm clearance)

89

1120

2455mm post centres (for 65 x 65 posts)

2440mm post centres (for 50 x 50 posts)

13001250

500

Post Size: SHS 65


Post Size: SHS 50


On Concrete : M12x75 sleeve anchor

On Structural Timber : M12x75 coach bolt

Check PS1 for Balustrade Fixings

FLANGE POST

FIXINGS

Balustrade Fence Panel

125

125

85

85 13

150

150 11

5

115 16

W W W . F E N C E L A B . C O M / / S P E C S H E E T

F E N C E L A B

N O R T H A U C K L A N D

S O U T H A U C K L A N D

09 427 4980

[email protected]

www.fencelab.com

20 Anvil Road, Silverdale Auckland 0932

B R A N C H

B R A N C H

20 Kerwyn Ave, East Tamaki Auckland 2013

P E R I M E T E R A R C H I T E C T U R E

W W W . F E N C E L A B . C O M / / T E C H N I C A L I N S T A L L A T I O N S P E C S [ P S 1 ]