railing sample calculation

7/24/2019 Railing Sample Calculation

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CONTENTS

1.0 CONTENTS 3

2.0 DESIGN INFORMATION 4

3.0 DESIGN OF HANDRAIL - TYPE 1 5

4.0 DESIGN OF HANDRAIL - TYPE 2 12

5.0 DESIGN OF CHEQUERED PLATE 13

ANNEXURE

A EXPANSION BOLT DESIGN REPORT

ROTARY ENGINEERING LIMITED

DOC NO: N1864-2CL4-00-066 DOC TITLE: DESIGN OF HANDRAIL AND CHEQUERED PLATE Page 3 of 14

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2.0 DESIGN INFORMATION

2.1 Introduction

2.2 Design Codes & Reference Documents

BS 5950:2000 Structural use of Steelwork in Building N1864-2SP4-00-001 Design Basis for Civil & Structural Works

N1864-2DW1-00-004 General Notes for Steel Structure

2.3 Materials Specification

This document covers the design of Handrail for all platforms and chequered plate for Steel Floor inside Production of TOTAL

LUBE OIL BLENDING PLANT, SINGAPORE PROJECT.


i) Structural Steel

Yield strength of steel, py 275 N/mm2

ii) Structural PlatesYield strength of plates, py 275 N/mm

2

iii) Structural Bolts ( Grade 8.8)

Shear Strength of Bolt, ps 375 N/mm2

Bearing Strength of Bolt, pbb 1000 N/mm2

Tension Strength of Bolt, pt 560 N/mm2

iv) Structural Bolts ( Grade 4.6)

Shear Strength of Bolt, ps 160 N/mm2

Bearing Strength of Bolt, pbb 460 N/mm2

Tension Strength of Bolt, pt 240 N/mm2

iv) Weld (AWS D1.1/D1.1 M E70XX )

Design strength of fillet weld, pw 225.5 N/mm2


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3.0 DESIGN OF HANDRAIL - TYPE 1

Type 1 Handrails are provided in all around the steel platforms, Concrete floors and steel stairs inside the plant. The

fall protection height of 1.1 m is provided all around the platforms level and access stairs. The typical details of

the handrail post is as shown below


Angle Post L 50x50x5

D=b = 50 mm

t = 5 mm

Height H = 1.16 m

Support interval L = 1.2 m

Weld strength pw = 225 N/mm2

Horizontal force P = 0.36 kN/m

Weld thickness a = 5 mmTotal vertical load V = 13.1 kg

Design Load PD = 1.6*P*l = 0.691 kN

Design Moment MD = PD *H = 0.802 kNm

Vertical Post Design -L 50x50x5

Zx = 3050 mm3

Design strength = P yp = 275 N/mm2

Moment capacity, Mcap = 1.2pyZx = 1.007 kNm

> MD , OK !

Design vertical load = 1.4*V = 0.183 kN

Design Lateral load = 0.691 kN

Design Moment = 0.802 kNm

BS 6399:Part 1, Table 4. Type of occupancy B & Light Traffic


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Handrail - HFCHS 42.4x3.2

Length of the Top Handrail = 1.2 m

Selfweight of Handrail DL = 3.1 kg/m

Lateral Load LL = 0.36 kN/m

Design Dead Load 1.4DL = 0.043 kN/m

Design Live Load 1.6LL = 0.576 kN/m

Vertical Bending Moment Mv = 0.01 kNm

Horizontal Bending Moment Mh = 0.10 kNm

Design is carried out in Staad.Pro and its result is as follows


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3.1 Design of Handrail Type 1 Connection to Steel BeamB o l t S t r e n g t h

gr 4.6

Shear strength ps = 160 N/mm2

(Table30, BS5950-1:2000)

Bearing strength pbb = 460 N/mm2

(Table31, BS5950-1:2000)

Tensile strength pt = 240 N/mm2

(Table34, BS5950-1:2000)

Steel Details

S275JR

Design strength of steel py = 275 N/mm2

Ultimate Tensile Strength Us = 410 N/mm2

Bearing strength of steel pbs = 460 N/mm2

(Table32, BS5950-1:2000)

W eld St rengt h

E70 XX

Ultimate Tensile Strength Ue = 480 N/mm2

Design strength of fillet welds pws = 225.5 N/mm2

(Table37, BS5950-1:2000)

Bolt Grade

Structural Steel Grade

Welding Electrode Grade


FORCES

Vertical Load FV = 0.183 kN

Lateral Load FL = 0.691 kN

Moment M = 0.802 kNm

DESIGN FORCES

Design Vertical Shear force FV = 183 N

Axial force FL = 691 N

Torsion in Bolt T = 802 Nm

GENERAL DATA

Nominal diameter of the bolt d = 12 mmWeld Size S = 5 mm

Area bolt shank Abs = 113 mm2

Net area of the bolt A nb = 88 mm2 (Ref: BS4190-2001,Table 16)

Diameter of the hole D = 13 mm (Ref: BS5950-part1, Table33)

Total number of the bolts Nb = 2

Vertical Edge Distance (Bottom) C = 30 mm >1.4D

Vertical c/c distance between bolts A = 60 mm >2.5d

Vertical Edge Distance (Top) E = 30 mm >1.4D

Bolt Eccentricity from Gusset End e = 160 mm

Depth of Gusset plate H = 120 mm

Angle Horiz. Edge Distance B = 20 mm

Gusset thickness G = 10 mm


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Maximum stresses on bolt

Vertical shear: due to Fv Tv1 = Fv/Nb = 183 / 2

91.5 N

Horizontal shear: due to Fhl Th1 = Fhl/Nb = 691 / 2

345.5 N

Shear due to moment on bolt Th2 = T/A = 802/ (60*0.001)

= 13366.67 N

= SQRT[(345.5+ 13366.67)² + (91.5)²]

13712 N

A.) CHECK FOR SHEAR

Shear capacity of one bolt Ps = ps·Anb = 160 x 88

= 14080 NCheck for shear St < Ps --> 13712 < 14080 OK

B.) CHECK FOR BEARING

Web padding wp = 0 mm

Bearing capacity of one bolt Pbb = Bd·twb·pbb = 12 x 10 x 460

= 55200 N

Shear vector sum on Bolt , S = [(Tv1)2+(Th1+Th2)

2]

0.5

Bearing capacity of connected ply Pbs = Bd·twb·pbs = 12 x 10 x 460

= 55200 N

but ≤ 1/2·MIN(C,E)·Gt·pbs = 0.5 x MIN(30,30) x 10 x 460

(for Fin plate check) = 69000 N

Check for bearing capacity of beam Pbs > S --> 55200 > 13712 OK

C.) HORIZONTAL TEARING THROUGH WEB HOLES

Minimum clear edge distance Ed = B-D/2 = 13.5 mm

Pt = Nb·Ed·twb·py = 2 x 13.5 x 10 x 275

74250 N

Check for Horizontal tearing Pt > Fhl --> 74250 > 691 OK

D.) GUSSET CHECK

Vertical shear force Svs = 183 N

Shear area of Gusset Av = 0.9*A= 0.9*(120*10)

= 1080 mm²

Net Shear Area Avnet = 820 mm2

0.85*Av / Ke = 765 mm2 Avnet > 0.85*Av/Ke

Therefore, P v = 0.6 x 275 x 1080

= 178200

Check for shear Pv > Svs --> 178200 > 183 OK


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Total Moment M = T + F v*e

= 802+183*0.16= 831.28 Nm

Elastic Section Modulus Z = G t*H² / 6 mm³

= 24000 mm³

Capacity 1.2*py*Z = 7920 Nm

Check for moment 1.2*py*Z > M --> 7920 > 831.28 OK

E.) CHECK FOR WELDING

Throat Size of Weld a = 0.707*S

= 3.535 mm

Area of Weld A = 2*a*H= 848.4 mm²

Centroid of Weld in X-X axis ry = H / 2= 60 mm

Moment of Inertial about X-X Axis Iwx = (a*H³/6)

1018080 mm4

Shear Stress Parallel to Weld Direction = 0.216 N/mm²

Normal Stress vertical to Weld Direction = 48.991 N/mm²

Combined Stress = 48.991 N/mm²

< 225.50 N/mm² OK

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II wS


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3.2 Design of Handrail Type 1 Connection to Concrete Floor

The Handrail supported on the concrete floor are by means of Plate with expansion bolt. The design

is carried out using "Hilti PROFIS Anchor 2.4.6" by HILTI ANCHORS.

Steel Details

S275JR

Design strength of steel py = 275 N/mm2

Ultimate Tensile Strength Us = 410 N/mm2

Bearing strength of steel pbs = 460 N/mm2

(Table32, BS5950-1:2000)

Wel d St r engt h

E70 XX

Ultimate Tensile Strength Ue = 480 N/mm2

Design strength of fillet welds pws = 225.5 N/mm2

(Table37, BS5950-1:2000)

FORCES

Vertical Load FV = 0.183 kN

Structural Steel Grade

Welding Electrode Grade


Lateral Load FL = 0.691 kN

Moment M = 0.802 kNm

DESIGN FORCES

Design Vertical Shear force FV = 183 N

Axial force FL = 691 N

Moment M = 802 Nm

GENERAL DATA

Nominal diameter of the bolt d = 12 mm

Weld Size S = 5 mm

Diameter of the hole D = 14 mm

Total number of the bolts Nb = 2

Vertical Edge Distance (Bottom) C = 50 mm

Horizontal c/c distance between bolts A = 110 mm

Vertical Edge Distance (Top) E = 50 mm

Horizontal Edge Distance g = 30 mm

Depth of Gusset plate H = 100 mm

Width of Gusset Plate B = 170 mm

Gusset thickness Gt = 10 mm

For Design Report, refer Annexure A.


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CHECK FOR WELDING

Throat Size of Weld a = 0.707*S= 3.535 mm

Area of Weld A = 2*a*H= 707 mm²

Centroid of Weld in X-X axis ry = H / 2= 50 mm

Moment of Inertial about X-X Axis Iwx = (a*H³/6)

589166.7 mm4

Shear Stress Parallel to Weld Direction = 0.259 N/mm²

Normal Stress vertical to Weld Direction = 68.062 N/mm²

Combined Stress = 68.062 N/mm²

< 225.50 N/mm² OK

22

II wS


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4.0 DESIGN OF HANDRAIL - TYPE 2

Type 2 Handrails are provided in Ancillary office Building concrete stairs. The fall protection height of 1.1 m

is provided from concrete stair pitch line. The typical details of Type 2 Handrail is as shown below.


Pipe Post CHS 42.4X3.2

D=b = 42.4 mm

t = 3.2 mm

Height H = 1.30 m

Support interval L = 1.00 m

Weld strength pw = 225 N/mm2

Horizontal force P = 0.36 kN/m

Weld thickness a = 5 mm

Total vertical load V = 19.932 kg

Design Load PD = 1.6*P*l = 0.576 kNDesign Moment MD = PD *H = 0.749 kNm

Vertical Post Design -CHS 42.4X3.2

Zx = 3590 mm3

Design strength = P yp = 275 N/mm2

Moment capacity, Mcap = 1.2pyZx = 1.185 kNm

> MD , OK !

Design vertical load = 1.4*V = 0.279 kN

Design Lateral load = 0.576 kN

Design Moment = 0.749 kNm

The connection between handrail and concrete stair shall be same as Type 1 Handrail to concrete floor.

BS 6399:Part 1, Table 4. Type of occupancy B & Light Traffic


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5.0 DESIGN OF CHEQUERED PLATE

The Chequered plates are used for flooring in Steel platform inside the Production Building. The live load for the

design is considered as 5 kN/m². The support spacing for the chequered plate is 1.0 m interval. The yield strength

of the chequered plates is 275 N/mm². The steel floor arrangment is as shown below.


The Design of chequered plate is done based on "ROARK'S FORMULAS FOR STRESS AND STRAIN -

Chapter 11 Flat Plates" by Warren C. Young and Richard G. Budynas.

As per Table 11.4, Case 1 having Loading case 1a,

Maximum Bending stress

Maximum Deflection

²

²**

t

bqb MAX

³*

** 4

t E

bqY MAX


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Young's Modulus E = 205000 N/mm²

Thickness of Plain Plate t = 10 mm

Live Load LL = 5 kN/m²

Density of Steel = 78.5 kN/m³

Plate Dimension a = 4500 mm

Plate Dimension b = 1000 mm

Yield strength Py = 275 N/mm²

a / b = 4.5

From above Table, for a/b =4.5

(after interpolation) = 0.7443

= 0.1409

Dead Load DL = 0.824 kN/m²

Live Load LL = 5 kN/m²

= ²

.

Design load for calculating bending stress = 1.4 DL + 1.6 LL

= 9.154 kN/m²

Maximum Bending stress = 68.133 N/mm²Allowable Bending Stress (1.2*Py) = 330 N/mm²

HENCE, SAFE

Maximum Deflection = 4.003 mm

Allowable Deflection Min(L/180,5) = 5.000 mm

HENCE, SAFE


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A. EXPANSION BOLT DESIGNREPORT

ANNEXURE


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www.hilti.com.sg Profis Anchor 2.4.6

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:

Address:Phone I Fax:E-Mail:


17 TUAS AVENUE 20 |

Page:Project:Fastening Point:Date:

1TOTAL LLOBPCONCRETE FLOOR8/29/2014

Specifier's comments:

1 Input data

Anchor type and size: HST M12

Effective embedment depth: hef = 70 mm, hnom = 80 mm

Material:

Approval No.: ETA 98/0001

Issued I Valid: 5/8/2013 | 2/20/2018

Proof: design method ETAG (No. 001 Annex C/2010)

Stand-off installation: eb = 0 mm (no stand-off); t = 10 mm

Baseplate: S275JR; E = 205000.00 N/mm2; f yk = 275.00 N/mm2

lx x ly x t = 170 mm x 100 mm x 10 mm; (Recommended plate thickness: calculated)

Profile: Flat bar; (L x W x T) = 100 mm x 50 mm x 0 mm

Base material: cracked concrete, , f cc = 40.00 N/mm2; h = 300 mm

Reinforcement: Reinforcement spacing < 150 mm (any Ø) or < 100 mm (Ø <= 10 mm)

with longitudinal edge reinforcement d >= 12 + close mesh (stirrups, hangers) s <=

Reinforcement to control splitting according to ETAG 001, Annex C, 5.2.2.6 present.

Geometry [mm] & Loading [kN, kNm]

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Company:Specifier:



17 TUAS AVENUE 20 |



2 Load case/Resulting anchor forces

Load case: Design loads

Anchor reactions [kN]

Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 9.370 0.092 0.000 0.092

2 9.370 0.092 0.000 0.092

max. concrete compressive strain: 0.42 [‰]max. concrete compressive stress: 12.72 [N/mm2]resulting tension force in (x/y)=(0/0): 18.740 [kN]resulting compression force in (x/y)=(0/-44): 18.049 [kN]

Tension

Compression

1 2x

y

3 Tension load (ETAG, Annex C, Section 5.2.2)

Load [kN] Capacity [kN] Utilisation bbbbN [%] Status

Steel failure* 9.370 30.000 32 OK

Pull-out failure* 9.370 10.119 93 OK

Concrete cone failure** 18.740 22.159 85 OK

Splitting failure** N/A N/A N/A N/A

* most unfavourable anchor **anchor group (anchors in tension)

3.1 Steel failure

NRk,s [kN] gM,s NRd,s [kN] NSd [kN]

45.000 1.500 30.000 9.370

3.2 Pull-out failure

NRk,p [kN] yc gM,p NRd,p [kN] NSd [kN]

12.000 1.265 1.500 10.119 9.370

3.3 Concrete cone failure

Ac,N [mm2] A0c,N [mm2] ccr,N [mm] scr,N [mm]

65600 44100 105 210

ec1,N [mm] yec1,N ec2,N [mm] yec2,N ys,N yre,N k1

0 1.000 0 1.000 0.986 0.850 7.200

N0Rk,c [kN] gM,c NRd,c [kN] NSd [kN]

26.669 1.500 22.159 18.740

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Company:Specifier:



17 TUAS AVENUE 20 |



4 Shear load (ETAG, Annex C, Section 5.2.3)

Load [kN] Capacity [kN] Utilisation bbbbV [%] Status

Steel failure (without lever arm)* 0.092 28.000 1 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout failure** 0.183 48.750 1 OK

Concrete edge failure in direction y+** 0.183 22.295 1 OK

* most unfavourable anchor **anchor group (relevant anchors)

4.1 Steel failure (without lever arm)

VRk,s [kN] gM,s VRd,s [kN] VSd [kN]

35.000 1.250 28.000 0.092

4.2 Pryout failure

Ac,N [mm2] A0c,N [mm2] ccr,N [mm] scr,N [mm] k-factor

65600 44100 105 210 2.200

ec1,V [mm] yec1,N ec2,V [mm] yec2,N ys,N yre,N N0Rk,c [kN]

0 1.000 0 1.000 0.986 0.850 26.669

gM,c,p VRd,c1 [kN] VSd [kN]

1.500 48.750 0.183

4.3 Concrete edge failure in direction y+

lf [mm] dnom [mm] k1 a b

70 12.0 1.700 0.084 0.065

c1 [mm] Ac,V [mm2] A0c,V [mm2]

100 61500 45000

ys,V yh,V ya,V ec,V [mm] yec,V yre,V

1.000 1.000 1.000 0 1.000 1.400

V0Rk,c [kN] gM,c VRd,c [kN] VSd [kN]

17.479 1.500 22.295 0.183

5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4)

bN bV a Utilisation bN,V [%] Status0.926 0.008 1.000 78 OK

(bN + bV) / 1.2 <= 1

6 Displacements (highest loaded anchor)

Short term loading:

NSk = 6.941 [kN] dN = 0.122 [mm]

VSk = 0.068 [kN] dV = 0.013 [mm]

dNV = 0.122 [mm]

Long term loading:

NSk = 6.941 [kN] dN = 1.461 [mm]

VSk = 0.068 [kN] dV = 0.019 [mm]

dNV = 1.461 [mm]

Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements are valid without friction between the concrete and the baseplate! The gap due to the drilled hole and clearance hole tolerances are not included in this calculation!

The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!

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Company:Specifier:



17 TUAS AVENUE 20 |



7 Warnings

• To avoid failure of the baseplate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the baseplate are not considered. The baseplate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading!

• Checking the transfer of loads into the base material is required in accordance with ETAG 001, Annex C(2010)Section 7! The software considers that the grout is installed under the baseplate without creating air voids and before application of the loads.

• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of ETAG 001, Annex C! For larger diameters of the clearance hole see Chapter 1.1. of ETAG 001, Annex C!

• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation.

Fastening meets the design criteria!

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Company:Specifier:



17 TUAS AVENUE 20 |



Coordinates Anchor [mm]

Anchor x y c-x c+x c-y c+y

1 -55 0 - - 210 1002 55 0 - - 210 100

8 Installation data

Baseplate, steel: S275JR; E = 205000.00 N/mm2; f yk = 275.00 N/mm2 Anchor type and size: HST, M12

Profile: Flat bar; 100 x 50 x 0 mm Installation torque: 0.060 kNmHole diameter in the fixture: df = 14 mm Hole diameter in the base material: 12 mm

Plate thickness (input): 10 mm Hole depth in the base material: 95 mmRecommended plate thickness: calculated Minimum thickness of the base material: 140 mmCleaning: Manual cleaning of the drilled hole according to instructions for use is required.

8.1 Required accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump •

Torque wrench

• Hammer

1 2

30 110 30

5 0

5 0

y

85 85

5 0

5 0

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Company:Specifier:



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9 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

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