Railing Sample Calculation

3

ROTARY ENGINEERING LIMITED

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

DOC NO: N1864-2CL4-00-066

DOC TITLE: DESIGN OF HANDRAIL AND CHEQUERED PLATE

Page 3 of 14

4


2.0 DESIGN INFORMATION 2.1 Introduction 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.

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 i) Structural Steel Yield strength of steel, py

2 275 N/mm

ii) Structural Plates Yield strength of plates, py

2 275 N/mm

iii) Structural Bolts ( Grade 8.8) Shear Strength of Bolt, ps Bearing Strength of Bolt, pbb Tension Strength of Bolt, pt

2 375 N/mm 2 1000 N/mm 2 560 N/mm

iv) Structural Bolts ( Grade 4.6) Bearing Strength of Bolt, pbb

2 160 N/mm 2 460 N/mm

Tension Strength of Bolt, pt

2 240 N/mm

Shear Strength of Bolt, ps

iv) Weld (AWS D1.1/D1.1 M E70XX ) Design strength of fillet weld, pw

DOC NO: N1864-2CL4-00-066


2 225.5 N/mm

Page 4 of 14

5

ROTARY ENGINEERING LIMITED 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

Height Support interval

L 50x50x5 D=b = t = H = L =

Weld strength Horizontal force

pw P

= =

Weld thickness a = Total vertical load V = Design Load PD Design Moment MD Vertical Post Design -L 50x50x5 Design strength Moment capacity, Design vertical load Design Lateral load Design Moment

DOC NO: N1864-2CL4-00-066

Mcap

50 5 1.16 1.2

mm mm m m 2 225 N/mm 0.36 kN/m BS 6399:Part 1, Table 4. Type of occupancy B & Light Traffic 5 mm 13.1 kg = =

1.6*P*l PD *H

= =

Zx

=

= =

P yp 1.2pyZx

= =

=

1.4*V

= = =

0.691 kN 0.802 kNm 3 3050 mm 2 275 N/mm 1.007 kNm > MD , OK ! 0.183 kN 0.691 kN 0.802 kNm


Page 5 of 14

6


Handrail - HFCHS 42.4x3.2 Length of the Top Handrail

=

Selfweight of Handrail Lateral Load

DL LL

= =

3.1 kg/m 0.36 kN/m

Design Dead Load Design Live Load

1.4DL 1.6LL

= =

0.043 kN/m 0.576 kN/m

= =

0.01 kNm 0.10 kNm

Vertical Bending Moment Horizontal Bending Moment

Mv Mh

1.2 m

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

DOC NO: N1864-2CL4-00-066


Page 6 of 14

7

ROTARY ENGINEERING LIMITED 3.1 Design of Handrail Type 1 Connection to Steel Beam Bolt Strength gr 4.6

Bolt Grade Shear strength

ps

=

Bearing strength

pbb

=

160 N/mm2 (Table30, BS5950-1:2000) 460 N/mm2 (Table31, BS5950-1:2000)

Tensile strength

pt

=

240 N/mm2

(Table34, BS5950-1:2000) Steel Details Structural Steel Grade = py

Design strength of steel Ultimate Tensile Strength Bearing strength of steel

Us pbs

= =

S275JR 275 N/mm2 410 N/mm2 460 N/mm2 (Table32, BS5950-1:2000)

Weld Strength Ultimate Tensile Strength Design strength of fillet welds

Welding Electrode Grade = Ue = pws

E70 XX 480 N/mm2 225.5 N/mm2 (Table37, BS5950-1:2000)

FORCES Vertical Load Lateral Load Moment

FV FL M

=

0.183 kN

=

0.691 kN

=

0.802 kNm

FV FL T

=

183 N

=

691 N

=

802 Nm

d S A bs A nb D Nb C A E e H B Gt

= = = = = = = = = = = = =

12 mm 5 mm 113 mm2 88 mm2 13 mm 2 30 mm 60 mm 30 mm 160 mm 120 mm 20 mm 10 mm

DESIGN FORCES Design Vertical Shear force Axial force Torsion in Bolt

GENERAL DATA Nominal diameter of the bolt Weld Size Area bolt shank Net area of the bolt Diameter of the hole Total number of the bolts Vertical Edge Distance (Bottom) Vertical c/c distance between bolts Vertical Edge Distance (Top) Bolt Eccentricity from Gusset End Depth of Gusset plate Angle Horiz. Edge Distance Gusset thickness

DOC NO: N1864-2CL4-00-066


(Ref: BS4190-2001,Table 16) (Ref: BS5950-part1, Table33) >1.4D >2.5d >1.4D

Page 7 of 14

8

ROTARY ENGINEERING LIMITED Maximum stresses on bolt Vertical shear: due to F v

Tv1 = Fv/Nb

=

183 / 2

Horizontal shear: due to F hl

Th1 = Fhl/Nb

=

Shear due to moment on bolt

T h2 = T/A

= = =

691 / 2 345.5 N 802/ (60*0.001) 13366.67 N

91.5 N

Shear vector sum on Bolt ,

2

St =

2 0.5

[(Tv1) +(Th1+Th2) ]

A.) CHECK FOR SHEAR Shear capacity of one bolt

Ps = ps·Anb

= =

Check for shear

St < Ps

-->

B.) CHECK FOR BEARING Web padding Bearing capacity of one bolt

wp

=

P bb = Bd·twb·pbb

Bearing capacity of connected ply

Pbs = Bd·twb·pbs

= = = = = =

but ≤ 1/2·MIN(C,E)·Gt·pbs (for Fin plate check) Check for bearing capacity of beam

Pbs > St

C.) HORIZONTAL TEARING THROUGH WEB HOLES Ed = B-D/2 Minimum clear edge distance Pt = Nb·Ed·twb·py

SQRT[(345.5+ 13366.67)² + (91.5)²] 13712 N 160 x 88 14080 N 13712 < 14080

0

0.5 x MIN(30,30) x 10 x 460 69000 N

--> 55200 > 13712

= =

13.5 mm

--> 74250 > 691

D.) GUSSET CHECK Vertical shear force

Svs

=

Shear area of Gusset

Av

= = = = =

Therefore,

Pv

Check for shear

Pv > Svs

DOC NO: N1864-2CL4-00-066

OK

2 x 13.5 x 10 x 275 74250 N

Pt > Fhl

Avnet

mm

12 x 10 x 460 55200 N 12 x 10 x 460 55200 N

Check for Horizontal tearing

Net Shear Area 0.85*Av / Ke

OK

OK

183 N

0.9*A 0.9*(120*10) 1080 mm²

820 mm2 765 mm2

0.6 x 275 x 1080 178200 --> 178200 > 183

Avnet > 0.85*Av/Ke

= =


OK

Page 8 of 14

9

ROTARY ENGINEERING LIMITED Total Moment

M

Elastic Section Modulus

Z

Capacity

1.2*py*Z

= = = = = =

T + F v*e 802+183*0.16 831.28 Nm G t*H² / 6 mm³ 24000 mm³ 7920 Nm

Check for moment

1.2*py*Z > M

--> 7920 > 831.28

Throat Size of Weld

a

Area of Weld

A

Centroid of Weld in X-X axis

ry

Moment of Inertial about X-X Axis

Iwx

= = = = = = =

OK

E.) CHECK FOR WELDING

0.707*S 3.535 2*a*H 848.4 H/2 60 (a*H³/6) 1018080

mm mm² mm 4

mm

Shear Stress Parallel to Weld Direction

=

0.216 N/mm²

Normal Stress vertical to Weld Direction

=

48.991 N/mm²

= <

48.991 N/mm² 225.50 N/mm²

Combined Stress

DOC NO: N1864-2CL4-00-066

S w      II 2

2


OK

Page 9 of 14

10

ROTARY ENGINEERING LIMITED 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 Structural Steel Grade = py

Design strength of steel

S275JR 275 N/mm2

= =

410 N/mm2 2 460 N/mm (Table32, BS5950-1:2000)

Welding Electrode Grade = Ue = pws

E70 XX 480 N/mm2 2 225.5 N/mm (Table37, BS5950-1:2000)

Ultimate Tensile Strength Bearing strength of steel

Us pbs

Weld Strength Ultimate Tensile Strength Design strength of fillet welds

FORCES Vertical Load Lateral Load Moment

FV FL M

=

0.183 kN

=

0.691 kN

=

0.802 kNm

FV FL M

=

183 N

=

691 N

=

802 Nm

d S D Nb C A E g H B Gt

= = = = = = = = = = =

12 mm 5 mm 14 mm 2 50 mm 110 mm 50 mm 30 mm 100 mm 170 mm 10 mm

DESIGN FORCES Design Vertical Shear force Axial force Moment

GENERAL DATA Nominal diameter of the bolt Weld Size Diameter of the hole Total number of the bolts Vertical Edge Distance (Bottom) Horizontal c/c distance between bolts Vertical Edge Distance (Top) Horizontal Edge Distance Depth of Gusset plate Width of Gusset Plate Gusset thickness For Design Report, refer Annexure A.

DOC NO: N1864-2CL4-00-066


Page 10 of 14

11


CHECK FOR WELDING

Throat Size of Weld

a

Area of Weld

A

Centroid of Weld in X-X axis

ry

Moment of Inertial about X-X Axis

Iwx

= = = = = = =

0.707*S 3.535 2*a*H 707 H/2 50 (a*H³/6) 589166.7

mm mm² mm mm4

Shear Stress Parallel to Weld Direction

=

0.259 N/mm²

Normal Stress vertical to Weld Direction

=

68.062 N/mm²

= <

68.062 N/mm² 225.50 N/mm²

Combined Stress

DOC NO: N1864-2CL4-00-066

S w      II 2

2


OK

Page 11 of 14

12

ROTARY ENGINEERING LIMITED 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

Height Support interval

CHS 42.4X3.2 D=b = 42.4 t = 3.2 H = 1.30 L = 1.00

Weld strength Horizontal force

pw P

= =

mm mm m m 2 225 N/mm 0.36 kN/m BS 6399:Part 1, Table 4. Type of occupancy B & Light Traffic

Weld thickness a = 5 mm Total vertical load V = 19.932 kg Design Load PD = Design Moment MD = Vertical Post Design -CHS 42.4X3.2 Design strength Moment capacity, Design vertical load Design Lateral load Design Moment

Mcap

1.6*P*l PD *H

= =

Zx

=

= =

P yp 1.2pyZx

= =

=

1.4*V

= = =

0.576 kN 0.749 kNm 3 3590 mm 2 275 N/mm 1.185 kNm > MD , OK ! 0.279 kN 0.576 kN 0.749 kNm

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

DOC NO: N1864-2CL4-00-066


Page 12 of 14

13

ROTARY ENGINEERING LIMITED 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,

 * q * b² t²   * q *b4  E * t³

Maximum Bending stress

 MAX   b 

Maximum Deflection

YMAX

DOC NO: N1864-2CL4-00-066


Page 13 of 14

14


Young's Modulus Thickness of Plain Plate Live Load Density of Steel Plate Dimension Plate Dimension Yield strength

E t LL

From above Table, for a/b =4.5 (after interpolation)

Dead Load Live Load Total Load

a b Py

= = = = = = =

205000 10 5 78.5 4500 1000 275

a/b

=

4.5



=

0.7443



=

0.1409

DL LL q

= = =

0.824 5 5.824

kN/m² kN/m² kN/m²

= =

1.4 DL + 1.6 LL 9.154

kN/m²

= =

68.133 330 HENCE, SAFE

N/mm² N/mm²

= =

4.003 5.000 HENCE, SAFE

mm mm

Design load for calculating bending stress

Maximum Bending stress Allowable Bending Stress

Maximum Deflection Allowable Deflection

DOC NO: N1864-2CL4-00-066

(1.2*Py)

Min(L/180,5)

N/mm² mm kN/m² kN/m³ mm mm N/mm²


Page 14 of 14

15


ANNEXURE A.

EXPANSION BOLT DESIGN REPORT

16 Profis Anchor 2.4.6

www.hilti.com.sg Company: Specifier: Address: Phone I Fax: E-Mail:

ROTARY ENGINEERING LIMITED 17 TUAS AVENUE 20 |

Page: Project: Fastening Point: Date:

1 TOTAL LLOBP CONCRETE FLOOR 8/29/2014

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; fyk = 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, , fcc = 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]

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


www.hilti.com.sg




Company: Specifier: Address: Phone I Fax: E-Mail:

17 TUAS AVENUE 20 |

y

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 1 9.370 0.092 0.000 2 9.370 0.092 0.000 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]

Shear force y 0.092 0.092

1

Tension

x

Compression

3 Tension load (ETAG, Annex C, Section 5.2.2) Load [kN] 9.370

Capacity [kN] 30.000

Utilisation bN [%] 32

Status OK

Pull-out failure*

9.370

10.119

93

OK

Concrete cone failure**

18.740

22.159

85

OK

N/A

N/A

N/A

N/A

Steel failure*

Splitting failure** * most unfavourable anchor

**anchor group (anchors in tension)

3.1 Steel failure NRk,s [kN] 45.000

gM,s 1.500

NRd,s [kN] 30.000

NSd [kN] 9.370

yc 1.265

gM,p 1.500

NRd,p [kN] 10.119

Ac,N [mm2] 65600

A0c,N [mm2] 44100

ccr,N [mm] 105

scr,N [mm] 210

ec1,N [mm] 0

yec1,N 1.000

ec2,N [mm] 0

yec2,N 1.000

N0Rk,c [kN] 26.669

gM,c 1.500

NRd,c [kN] 22.159

NSd [kN] 18.740

3.2 Pull-out failure NRk,p [kN] 12.000

NSd [kN] 9.370

3.3 Concrete cone failure


ys,N 0.986

yre,N 0.850

k1 7.200

2


www.hilti.com.sg





17 TUAS AVENUE 20 |

4 Shear load (ETAG, Annex C, Section 5.2.3) Load [kN] 0.092

Steel failure (without lever arm)* Steel failure (with lever arm)*

Capacity [kN] 28.000

Utilisation bV [%] 1

Status OK

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] 35.000

gM,s 1.250

VRd,s [kN] 28.000

VSd [kN] 0.092

Ac,N [mm2] 65600

A0c,N [mm2] 44100

ccr,N [mm] 105

scr,N [mm] 210

k-factor 2.200

ec1,V [mm] 0

yec1,N 1.000

ec2,V [mm] 0

yec2,N 1.000

ys,N 0.986

gM,c,p 1.500

VRd,c1 [kN] 48.750

VSd [kN] 0.183

a 0.084

b 0.065

yec,V 1.000

4.2 Pryout failure

yre,N 0.850

N0Rk,c [kN] 26.669

4.3 Concrete edge failure in direction y+ lf [mm] 70

dnom [mm] 12.0

k1 1.700

c1 [mm] 100

Ac,V [mm2] 61500

A0c,V [mm2] 45000

ys,V 1.000

yh,V 1.000

ya,V 1.000

ec,V [mm] 0

V0Rk,c [kN] 17.479

gM,c 1.500

VRd,c [kN] 22.295

VSd [kN] 0.183

yre,V 1.400

5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4) bN 0.926

bV 0.008

a 1.000

Utilisation bN,V [%] 78

Status 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!







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!



www.hilti.com.sg





17 TUAS AVENUE 20 |

8 Installation data Anchor type and size: HST, M12 Baseplate, steel: S275JR; E = 205000.00 N/mm2; fyk = 275.00 N/mm2 Profile: Flat bar; 100 x 50 x 0 mm Installation torque: 0.060 kNm Hole 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 mm Recommended plate thickness: calculated Minimum thickness of the base material: 140 mm Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

8.1 Required accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit

Cleaning • Manual blow-out pump

Setting • Torque wrench • Hammer

y

110

Coordinates Anchor [mm] x -55 55

y 0 0

c-x -

50

2

30

Anchor 1 2

50

1

50

85

50

85

c+x -

c-y 210 210

c+y 100 100


30






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.


Railing Sample Calculation

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