a07-Za-e-7002757 Bgh a Sgb Approved

PLANT LOCATION

COSTUMER

JAZAN - SAUDI ARABIA SAUDI ARAMCO PROJECT / UNIT JIGCC – SULFUR RECOVERY UNlT (SRU) - IK-EPC PACKAGE-2

JOB

UNIT

240832

A07

DOC. DOC. NO. NO.:

A07A07-Z ZA-EA-E-70 7002 0275 757_ 7_BG BGH H

NSH NSH DOC. DOC. NO.: NO.:

A07A07-NS NSHH-SC SCAF AF-C -CAL AL-0 -017 17

SH.

REV. A

OF

SUBCONTRACTOR

SUBCONTRACTOR CONTRACT NO.

SUBCONTRACTOR

NSH CORP.

975964

240832

STRUCTURAL DESIGN CALCULATION SUSPENDED SCAFFOLD FOR A07-STR-7105 A 07-STR-7105 / 7205 / 7305 GASIFICATION - SULFUR RECOVERY UNIT

PLANT LOCATION

COSTUMER

JAZAN - SAUDI ARABIA SAUDI ARAMCO PROJECT / UNIT JIGCC – SULFUR RECOVERY UNlT (SRU) - IK-EPC PACKAGE-2

JOB

UNIT

240832

A07

DOC. DOC. NO. NO.:

A07A07-Z ZA-EA-E-70 7002 0275 757_ 7_BG BGH H

NSH NSH DOC. DOC. NO.: NO.:

A07A07-NS NSHH-SC SCAF AF-C -CAL AL-0 -017 17

SH.

REV. A

OF

SUBCONTRACTOR

SUBCONTRACTOR CONTRACT NO.

SUBCONTRACTOR

NSH CORP.

975964

240832

TA BL E

OF

CONTENTS

I.

SCAFF SCAFFOLD OLD PLAN PLAN COMP COMPLET LETEN ENES ESS S CHEC CHECKLIS KLIST T

II. II.

BRIEF BRIEF DESCR DESCRIP IPTI TION ON OF OF WORK WORK TO BE PERF PERFOR ORME MED D & DURATIO DURATION N

III. III.

SCAF SCAFFO FOLD LD DRAWI DRAWING NGS S

IV. STRUC STRUCTU TURAL RAL DESIG DESIGN N CALCULATIO CALCULATIONS NS V.

SUPPO SUPPORT RT INFOR INFORMATI MATION ON / TECH TECHNI NICAL CAL DATA

I. SCAFFOLD PLAN COMPLETENESS CHECKLIST

SCAFFOLD PLA N COMPLETENESS CHECKLIST SUSPENDED SCAFFOLD AT A07‐STR‐7105 / 7205 & 7305, SRU, IGCC, SA Form # 9613 PKG 2, JAZAN, SAUDI ARABIA (DRAWING NO. NSH2017 CVL 019) ‐ ‐ ‐ Scaffold Location / Description: ______________________________________________________________________ SECTION A: FOR SCAFFOLD OVER 12.2 m (40 ft ) TALL , CHECK TO INDICATE IF IN SCAFFOLD PLAN: Scope of Work 1a √ Brief description of work to be performed from scaffold 1b √ Duration of work 1c √ Exact Location where the scaffold will be erected

2a 2b 2c 2d 2e 2f 2g 2h 2i 2j 2k 2l 2m 2n 2o 2p 2q 2r 2s 2t 2u 2v 2w

√ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √ √

Scaffold Drawing s Height of scaffold shown Length and width of scaffold at base shown Type of scaffold (tube & coupler, fabricated tubular, system. Etc.) noted Light-duty, Medium-duty, or Special-duty load rating noted and used for design of scaffold Maximum intended load (personnel, equipment, tools, and materials) per working level noted Total number of planked / platformed levels noted Maximum number of working level noted Tubing size (diameter, wall thickness) and materials specification (including yield stress) noted Platform unit type, size, and materials specified Drawings adequately show complete construction information and details for the scaffold: - Posts, bearers, runners, horizontal (plan) and vertical bracing, etc. - Attachments or ties to buildings or other structures - Ladders or other access to all working levels - Guardrail system locations, dimensions, and top rail, midrail, and toeboard sizes - Base support details, including base plates and sills Drawn to scale on at least "C" size paper and scale noted on drawings Scaffold fully and properly dimensioned Plan views shown complete layout of all horizontal members (bearers, runners, horiz. Bracing, etc.) Elevation views show complete layout of all vertical members (post, brace, etc.) All potential obstructions and references (pipi ng, cable trays, platforms, etc.) shown and cleared All areas to remain free of scaff old obstructions shown (roads, corridors, etc.) If stair are used, adequate handrails are provided and detail Note or signature on drawings to shown they have been checked for accuracy

Other Information 3a √ Manufacturer's specifications and technical data for materials, planks, fittings, etc., included 3b √ Names and contact phone numbers for the proponent organization and scaffolding contractor SECTION B: FOR SPECIAL SCAFFOLDS - including over 38 m (125 ft) tall - CHECK IF IN SCAFFOLD PLAN: Structural Calculations 4a √ Design loads, including uniformly distributed and concentrated loads and locations 4b √ Complete design calculations provided verifying "safety factor of 4" for scaffold and all components 4c Calculations verifying foundation and / or existing support structure capacity If required, wind load analysis for all critical wind directions as per SAES-A-112 4d √ 4e Calculation prepared as per SAES-A-204 (including plots if computer program printouts submitted) 4f √ Calculation legible and in English 4g √ Calculation checked and approved by qualified and degreed structural engineer Support Infor mation / Technical Data 5a √ Load Tables for posts, bearers, planks, etc. 5b √ Coupler Safe Working Loads (SWL) Other: Materials Specifications and Testing Result / Certificate Att ached 5c √ The needed information, shown above, has been verified as being contained within this scaffold plan package by: Scaffolding Contractor

Proponent

Signature Print Name

Engr. Edmar Obligado

Organization

SGB

Date Phone Number

11/3/2017 543433824

Is this scaffold plan complete (Y/N)

Y

Loss Prevention

II. BRIEF DESCRIPTION OF WORK TO BE PERFORMED & DURATION

TITLE : SCAFFOLDING SERVICES

BRIEF DESCRIPTION OF WORK TO BE PERFORMED & DURATION 1. SCOPE OF WORK 1.1.

This scope of work is applicable to all Erection and Dismantling of Scaffolding which being carried out by SGB 1.1.1. The design scaffold plan is for erecting and dismantling scaffolds at Saudi Aramco Jazan. This scaffolding Design is to be Used as a safe working Platform (access) to facilitate insulation works & piping erection at A07-STR-7105 / 7205 & 7305 Structure in Jazan IGCC Project Package-2 1.1.2. This Proposed scaffoldings structure grid sizes was supported by the manufacturer’s specification and data publication. Access stair are shown on the drawings.

2. RESPONSIBILITIES

2.1.

2.2.

It is the responsibility of the “Saudi Aramco Certified Scaffolding Supervisor” to: 2.1.1. Ensure that all Scaffolding Materials are approved for use and in accordance with GI 8.001 requirements 2.1.2. Ensure that all Scaffold Erector are qualified, prior to carrying out any Scaffolding Services 2.1.3. Ensure that on Erection and Dismantling of Scaffolds are in compliance with the client requirements, plans and Saudi Aramco Construction Safety Manual. 2.1.4. Ensure that daily erected and dismantled scaffold report is correctly completed. 2.1.5. To organize and supervise all scaffold workers, as appropriate. 2.1.6. In-case of discrepancies from drawing and site location, report to the designer or project in-charge for proper modification. It is the responsibility of the “Saudi Aramco Certified Scaffolding Inspector” to: 2.2.1. Carry out the final inspection 2.2.2. Records all faulty installed scaffolds and arrange with the supervisor for rectification. 2.2.3. Reclassify and sign all erected scaffolds as per the category of usage.

3. REFERENCE DOCUMENTS

3.1. 3.2. 3.3. 3.4.

Approved and Issued for Construction drawings on site. General Instruction Manual (GI 8.001) Saudi Aramco Construction Safety Manual (SACSM) Saudi Aramco Scaffold Safety Handbook (SASSH)

4. DURATION

4.1. 4.2.

Estimated duration to complete the erection required work is Twenty Two (22) days Estimated duration to complete dismantling required work is Twenty (20) days

5. EXACT LOCATION WHERE THE SCAFFOLD WILL BE ERECTED.

5.1.

Structure in – Sulfur Recovery Unit, Package 2, Jazan Integrated Gasification Combined Cycle Project (JIGCC), Jazan, Saudi Arabia."

A07-STR-7105 / 7205 & 7305

III. SCAFFOLD DRAWINGS

IV. STRUCTURAL DESIGN CALCULATIONS

Project: A07-STR-7105 / 7205 / 7305

Design By:

IGCC PROJECT PACKAGE-2 Location: JAZAN ECONOMIC CITY JAZAN , KSA Load Rating: LIGHT DUTY

Engr. Glenn Aguilar Designer Engineer Checked & Verified By:


Sheet

1

of

Dwg. No.

NSH2017-CVL-019 Calc. Rev. No

1.2 kN/m²

Designer Engineer

18

STRUCTURAL DESIGN CALCULATION

CLIENT

:

SNAMPROGETTI / SAIPEM

SITE

:

INTEGRATED GASIFICATION COMBINED CYCLE (IGCC)

STRUCTURE

:

A07-STR-7105 / 7205 / 7305

DRAWING No.

:

NSH2017-CVL-019

DRAWING TITLE

:

STRUCTURAL DESIGN CALCULATION FOR SUSPENDED SCAFFOLD AT A07-STR-7105 / 7205 / 7305 GASIFICATION - SULFUR RECOVERY UNIT

DESIGNED BY

:

Engr. Glenn Aguilar Designer Engineer SGB

CHECKED BY

:

Engr. Edmar Obligado Designer Engineer SGB

DATE

:

SIGNED AND STAMPED BY SUBCONTRACTOR

CONTRACTOR

COMPANY

NASSER S. AL-HAJRI CORP.

SAIPEM

SAUDI ARAMCO

A

Project: A07-STR-7105 / 7205 / 7305

Design By:



IGCC PROJECT PACKAGE-2 JAZAN ECONOMIC CITY Location: JAZAN , KSA Load Rating: LIGHT DUTY

Designer Engineer

Sheet

2

of

Dwg. No.


1.2 kN/m²

TABLE OF CONTENT SECTION I.

OBJECTIVES

II.

PURPOSED

III.

CODES and REFERENCES:

IV.

DESIGN CRITERIA

V.

DESIGNED ASSUMPTIONS:

VI.

DESIGN PARAMETERS:

VII.

STRUCTURAL DESIGN CALCULATION A.

CHECK FOR SCAFFOLD PLANKS

B.

CHECK FOR INTER-TRANSOM (BOARD BEARER - TUBE : CASE 1)

C. CHECK FOR INTER-TRANSOM (BOARD BEARER - TUBE : CASE 2) D. CHECK FOR LOADING ON RUNNER - LADDER BEAM E.

CHECK FOR LADDER BEAM CONNECTION TO HANGER TUBES

F.

CHECK FOR HANGER TUBES

G. CHECK FOR HORIZONTAL TUBES AT TOP and BOTTOM OF STEEL BEAM H. CHECK FOR HORIZONTAL TUBES CONNECTION TO STEEL BEAM

VIII.

I.

CHECK FOR SPLICE ON LADDER BEAM

J.

CHECK FOR DIAGONAL BRACING

WIND LOAD CALCULATION

18

A

Design By:


Engr. Edmar Obligado Designer Engineer I.

II.

Project: A07-STR-7105 / 7205 / 7305


Sheet

3

of

18

Dwg. No.


1.2 kN/m²

A

OBJECTIVE To provide design analysis and calculation for the designed of Typical Suspended Tube & Coupler Dancing Platform along the structures for inspection and access used only. PURPOSE The Purpose of this designed calculation is to check and verified the safety of the structural adequacy of scaffold elements like tubes, fittings couplers and others scaffolding components as specified in "Saudi Aramco Scaffold Safety Handbook" (SASSH), "Saudi Aramco Construction Safety Manual" (SACSM) and "G.I. 8.001 issued by Saudi Aramco / and Saipem.

III.

CODES and REFERENCES: The Scaffold is designed based on the following Project Specification / and Standards: A. G.I. 8.001 : General Instruction for Safety Requirements For Scaffolds B. SASSH : Saudi Aramco Scaffold Safety Handbook C. SACSM : Saudi Aramco Construction Safety Manual D. BS 5973 : 1993 : COP For Access and Working Scaffold and Special Scaffold Structures E. in Steel F. BS 1139 : Metal Scaffolding. Specification for Prefabricated Mobile Access and Working Tower. G. BS 2482 : Specification For Timber Scaffold Boards H. BS5973 : Code of Practice for Access Scaffolds and Special Scaffold Structures in Steel

IV.

DESIGN CRITERIA A. PLANKS shall be checked for permitted spans and deflection B. INTER-TRANSOM (BOARD BEARER) shall be checked for Maximum Bending and Deflection caused due to Load combination (D + 4*L) C. RUNNER (LADDER BEAM) shall be checked for Maximum Bending and Deflection caused due to Load combination (D + 4*L) D. PLAN BRACING shall be checked for Maximum Axial Forces caused due to Applied Wind Load. E. COUPLERS shall be checked for Applied Safety Factor of 40% on SWL of the couplers for Gravity Load Analysis and Safety Factor of 1.6 for Wind Load Analysis of Bracing and Tie members.

V.

DESIGNED ASSUMPTIONS: A. SCAFFOLD TUBES shall be 48.3 mm Outer Diameter, 3.2mm Wall Thickness, conforming to EN 10219 shall be used for all framing members of "Suspended Tube and Coupler Scaffold". The Minimum Yield Strength of the Scaffold Tubes shall be 320 MPa with Modulus of Elasticity of 210,000 MPa. B.

Scaffold Board shall be as per Project Specification in accordance with BS 2482 : 1981, shall be at least 225 mm wide and 38 mm thick, and as per BS 5973 table 13 (a)

C. All COUPLERS connecting the members of the scaffold shall be in conformance to BS 1139 or EN 74 D. LADDER BEAM 300mm Height, 48.3mm outer diameter, 3.2mm wall thickness conforming to BS EN 10219, Minimum Yield Stress of 320 MPa

Design By:



Project: A07-STR-7105 / 7205 / 7305


Designer Engineer VI.

DESIGN PARAMETERS: Load Rating Of Scaffold 120 kg/m (1.2 kN/m ) ( 25 lb/ft )

= LL = = =

Type of Scaffold

= = OD = t= ID = Fy = A= r = Z= wt = SIF = E= I =

Scaffold Fittings Right-angle Coupler (Double Couplers) Adjustable Coupler (Swivel Couplers) LVL Scaffold Planks Width Thickness Weight 6kg/m or 25 kg/m V.

= = = = = = wp =

L

=

Max. Allowable Span of Scaffold Planks as per the recommendation in SASSH Section 9.8.1 clause D, as determined by the manufacturer in accordance LMAX = with ANSI A10.8-2001 (Appendix C).

18

Dwg. No.


A

1.0 Level 1.0 Lift Suspended Tube and Coupler Conforming to EN 10219 48.3 mm 3.2 mm 41.9 mm 320.0 MPa 453.39 mm 15.99 mm 6,519.8 mm 0.043 kN/m 1.0 210,000 MPa 115,857 mm Conforming to BS 1139 or EN 74 9.4 kN (RATED SWL) 5.3 kN (RATED SWL) HyPLANKS Laminated Veneer Lumber (LVL) 225.0 mm 38.0 mm 0.059 kN/m or 0.245 kN/m

CHECK FOR SCAFFOLD PLANKS: Max. Span of Scaffold Planks

of

Light Duty 1.2 kN/m²

STRUCTURAL DESIGN CALCULATION A.

4

1.2 kN/m²

Total No. of Planked Level Max. Allowed Working Lifts

Type of Scaffold Tubes Outer Diameter Nominal Wall Thickness Inside Diameter Minimum Yield Stress Cross Sectional Area Radius of Gyration Plastic Section Modulus Unit Weight 4.37kg/m Strength Increase Factor Modulus of Elasticity Moment of Inertial

Sheet

1,400 mm

1,800 mm

Project: A07-STR-7105 / 7205 / 7305

Design By:

Sheet



Engr. Edmar Obligado Designer Engineer

5

of

Dwg. No.


1.2 kN/m²

Loading on Scaffold Planks: Dead Load (WT OF PLANKS) Live Load (Light Duty) (Planks Width * LL) n orm ac ore

oa =

D+4*LL

Maximum Moment = Wu * L /8

wp = LL =

0.059 kN/m 0.270 kN/m

Wu =

1.14 kN/m

Mu =

Working Moment of Resistance for 38 x 225 Scaffold Boards as per BS 5973 Table 13 (a)

M=

Therefore, the proposed hyPLANK used for scaffold working platform is structurally sound Safe!!! Maximum Allowable Span = (8*M / Wu)

La =

0.28

18

A

kN-m

468 N-m

or

0.47 kN-m

BENDING MOMENT 0.28 < 0.47 Actual Allowable 1.813

m

IN NO CASE THE SPAN OF LVL SCAFFOLD PLANKS ARE MORE THAN 1.8m B. CHECK FOR INTER-TRANSOM (BOARD BEARER - TUBE : CASE 1):

Max. Span of Inter-Transom Max. Tributary Width of Inter-Transom

L= B=

1.50 m 1.40 m

(spacing of Inter-Transom)

Dead Load: = wp * B = wt * 1 no's TUBES Total Dead Load PLANKS

Dp = Dt = WD =

0.343 kN/m 0.043 kN/m 0.386 kN/m

LL =

1.680 kN/m

Wu =

7.11 kN/m

Ru =

5.33 kN

Live Load: =

LIGHT DUTY

n orm ac ore

LL * B oa =

D +

Max. End Reactions = W * L / 2 ax.

en ng

omen =

LL

Mu =

1.999 kN-m

(RESULT - 001) (RESULT - 002)

Project: A07-STR-7105 / 7205 / 7305

Design By:

Sheet




Check: Mu 2.00 kN-m

<

Mf 2.09

Mf =

kN-m

2.09

of

18

Dwg. No.


1.2 kN/m²

Capacity of Scaffold Tubes in Bending: Mf = SIF x Fy x Z

6

kN-m

A

(RESULT - 003)

Therefore, the proposed scaffold tubes for Inter-Transom are Safe for Flexural

Check for Deflection of Scaffold Tube (Inter-Transom): Max. Deflection = 5 WL / 384 EI

dMAX =

Allowable Deflection = L / 60 Check: Max. Deflection 19.25 mm

D+4L

<

=

Deflection Allowable 25.000 mm

19.25

mm

(RESULT - 004)

25.00 mm

Therefore, the proposed scaffold tubes for Inter-Transom are Safe for Deflection

C. CHECK FOR INTER-TRANSOM (BOARD BEARER - TUBE : CASE 2):

OR

Max. Span of Inter-Transom = (2.50-0.152) Max. Tributary Width of Inter-Transom Dead Load: D PLANKS

L= B=

2.35 m 0.45 m

(spacing of Inter-Transom)

=

wp * B

=

0.110 kN/m

=

wt * 1 no's

=

0.043 kN/m

WD =

0.153 kN/m

WLL =

0.540 kN/m

Uniform Factored Load = W D + 4* W LL

Wu =

2.313 kN/m

Max. End Reactions = Wu * L / 2

Ru =

2.716 kN

D TUBES

Total Uniform Dead Load Live Load: L LIGHT DUTY

=

LL * B

Project: A07-STR-7105 / 7205 / 7305

Design By:

Sheet




2

Mu =

Mf = SIF * Fy * Z Check: M D+4L 1.59 kN-m

<

18


A

1.59 kN-m 2.09

=

Mf 2.09

of

Dwg. No.

1.2 kN/m²

Max. Bending Moment = Wu * L / 8

7

kN-m

(FROM - 003)

Therefore, the proposed scaffold tubes for Inter-Transom are Safe for Flexural

kN-m

Deflection of Scaffold Tube (Inter-Transom): 4

Max. Deflection = 5 WL / 384 EI

=

37.6

Allowable Deflection = L / 60

=

39.13 mm

Check: Max. Deflection 37.63 mm

D+4L

<

Deflection Allowable 39.133 mm

mm

Therefore, the proposed scaffold tubes for Inter-Transom are Safe for Deflection

D. CHECK FOR LOADING ON RUNNER - LADDER BEAM CHECK FOR CAPACITY OF LADDER BEAM IN BENDING: Mf = SIF x Fy x Z Where,

SIF (Strength Increase Factor)

=

Fy (Minimum Yield Stress)

=

1.00 Normal Case 320 N/mm

Properties of Ladder Beam OD Outer Diameter ID Inside Diameter H total height of ladder beam Y1 distance from center (OD-top) to neutral axis Y2 distance from center (OD-bot.) to neutral axis e Distance from neutral axis to outer Part Fy Standard Specified yield strength of pipe E Modulus of Elasticity

48.3 41.9 300 125.85 125.85 150 320 210,000

mm mm mm mm mm mm MPa MPa

Total Area of Ladder Beam

906.79

mm²

A = 2*pi()*(OD^2-ID^2)/4

2

Project: A07-STR-7105 / 7205 / 7305

Design By:

Sheet




8

of

18

Dwg. No.


A

1.2 kN/m²

2nd Moment of Area (I) I = ∑ ( Ii + Aidi²) where: Ii = The Moment of Inertial of the individual segment about its own neutral axis Ai = The area of the individual Segment di = The vertical distance from the centroid of the segment to neutral axis Ic = pi()*(OD^4-ID^4)/64 Moment of inertia for one pipe 2nd Moment of area ( I )

=

1st Moment of Area ( Z ) Plastic Modulus = I / e

=

Moment Capacity of Ladder Beam

Mf

=

31.133

kN-m

(RESULT - 005)

Uniform Load Capacity due to Flexure

Wa

=

6.918

kN / m

=8Mf /L

Load Capacity of 6m Ladder Beam

Pa

=

41.511

kN

= W*6

Load Transferred by Inter-Transom to L/B Span of Ladder Beam Equivalent no of Load P Within the Span L Spacing of inter Transom Total Load on Ladder Beam = P*L/S Safe Working Load of L/B for 6.0 m span as per Minimum Yield Stress of EN 10219 Ladder Beam material Check: Load REQUIRED 22.84 kN

<

SWL (Manufacturer) 41.511 kN

14593643.75 mm⁴ 97290.96

P= L=

5.330 kN 6.000 m

S= L/S = ƩP =

1.4 m 4.29 22.84 kN

Pa =

41.51 kN

mm³

2

(FROM - 001)

Therefore, the proposed Ladder Beam 6.0 m span length are Safe!!!

Project: A07-STR-7105 / 7205 / 7305

Design By:




Designer Engineer

E.

Sheet

9

of

18

Dwg. No.


1.2 kN/m²

A

CHECK FOR LADDER BEAM CONNECTION TO HANGER TUBES

Maximum Tributary Width

B

Length of Ladder Beam Self Weight of Ladder Beam = 10.4kg / m

L = PLB =

6.00 m 0.61 kN

Weight of Bracing & Fittings = 25% of P LB

=

0.15 kN

Weight of Planks = wp * B * L

PP =

2.21 kN

Live Load on L/B = LL * B * L

=

10.80 kN

=

13.77 kN (Unfactored)

Max. Load Acting on the Supports

R

=

1.50 m

The Ladder Beam is Fixed by at least 2 NOS of Right - angle Couplers on Pair of Hanger Tubes SWL (In-Slip) for Right - angle Couplers Factor of Safety (FOS = 40% OF SWL)

= = =

9.40 kN 0.40 3.76 kN

NOS of Couplers Provided on Hangers Tubes

=

4.00 NOS

TOTAL SWL

=

IN-SLIP

15.04 kN

Check: Max. Load 13.77 kN < (unfactored Load)

SWL IN-SLIP 15.040 kN (FOS = 4)

Therefore, the proposed connection using 4 double coupler on Ladder Beam to Hanger Tubes is Safe!!!

Project: A07-STR-7105 / 7205 / 7305

Design By:




F.

Sheet

10

of

Dwg. No.


1.2 kN/m²

CHECK FOR HANGER TUBES

Load Acting in Hanger Tubes: Dead Load: W HANGER TUBES (2)

2.50 m *

wt

=

0.21 kN

W

BEARER (1)

6.00 m *

wt

=

0.26 kN

W

PLAN BRACING

4.00 m *

wt

=

0.17 kN

=

0.03 kN

Self Weight of Ladder Beam + 10% Fittings

PLB =

0.67 kN

Self Weight of Planks

PP =

2.21 kN

Total Dead Load

D

=

3.56 kN

Live Load: Light Duty Rating = LL * L * B

L

=

10.80 kN

5% Extra for Lapping & Fittings

Total Load (P) on 2 Hanger Tubes

D+L

P

=

14.36 kN

(UNFACTORED)

Total Load (P) on 2 Hanger Tubes

D+4*L

Pu =

46.76 kN

(W/ FOS)

Max. Permissible Load of Hanger in Tension, P ALLOW P ALLOW = 0.6 * Fy * A Applied Factor of Safety Pa / 4 Check: 1 Hanger Tube Max. Load 7.18 kN

<

1 Hanger Tube P ALLOW 21.76 kN

Pa =

87.05 kN

= =

4.00 21.76 kN

18

Therefore, the Hanger Tubes are Safe!!!

A

Project: A07-STR-7105 / 7205 / 7305

Design By:




Sheet

11

of

18

Dwg. No.


1.2 kN/m²

A

G. CHECK FOR HORIZONTAL TUBES AT TOP and BOTTOM OF STEEL BEAM Factored Load Pu From Section F Total Load (Pu) on the Hanger Tubes

D+4*L (one Side)

=

46.76 kN 2.00 No's 2.00 No's 11.69 kN

No of Hanger Tube NOS of Horizontal Tubes Load Acting on Each Side of Horizontal Tubes

= = Pu =

Max. Distance of Hanger Tubes to Steel Beam

=

Max. Bending Moment, M HOR. TUBES

=

2.05 kN-m

Mf = SIF * Fy * Z

=

2.09 kN-m

Check: M D+4L 2.05 kN-m

<

Mf 2.09

0.175 m

(FROM - 003)

Therefore, the proposed scaffold tubes for Horizontal Tubes are Safe for Flexural!!!

kN-m

H. CHECK FOR HORIZONTAL TUBES CONNECTION TO STEEL BEAM The Horizontal Tubes are connected to the Steel Beam using PAIR of DROP FORGED GIRDER COUPLER Unfactored Load Acting on Each Horizontal Tubes

=

7.18 kN

SWL FOR PAIR GIRDER COUPLER FOS (40% OF SWL)

= =

30.00 kN 0.40

SWL

=

12.00 kN

CAPACITY OF PAIR GIRDER COUPLER

From Section F

Check: Max. Load 7.18 kN < (unfactored Load)

SWL GIRDER COUPLER 12.000 kN (FOS = 40%)

Therefore, the proposed connection of Horizontal Tube to Steel Beam using PAIR of Girder / Beam Coupler are Safe!!!

Project: A07-STR-7105 / 7205 / 7305

Design By:




Designer Engineer

I.

Sheet

12

of

Dwg. No.


1.2 kN/m²

CHECK FOR SPLICE OF LADDER BEAM Figure

S= L=

Tributary With of Ladder Beam Span of Ladder Beam

Dead Load on Ladder Beam Weight of Planks = wp * S Wp = Weight of Inter Transom = wt * S * 4/L Wt1 = Weight of Bottom Chord = wt * S * 1/L Wt2 = Weigh of Plan Brace = 2.1 * 2wt / L Wt = Weight of Ladder Beam = 10.4 kg / m Wt = Weight of Fitting = 10% (Wt1+Wt2+Wt3+Wt4) = WDL = Total Dead Load

1.5 m 5.48 m

0.368 0.047 0.012 0.033 0.102 0.019 0.581

kN / m kN / m kN / m kN / m kN / m kN / m kN / m

Live Load = Light Duty = LL * S

WLL =

1.80 kN / m

Unfactored Load W DL + W LL

W

=

2.38 kN / m

Factored Load =W DL + 4*W LL

Wu =

7.78 kN / m

Factored Moment = Wu L2 / 8

Mu =

29.21 kN - m

Allowable Bending Moment on Ladder Beam

Mf =

Mu =

29.21 kN - m <

Mf =

31.13

kN - m

31.13 kN - m

(From 005) SAFE

Shear Load at Support = W L / 2

R

=

6.52 kN

Shear Load at Splice = R - W*0.540

Rs =

5.24 kN

18

A

Project: A07-STR-7105 / 7205 / 7305

Design By:




Sheet

13

of

Dwg. No.


1.2 kN/m²

Splice are fixed with 8 double coupler which is 4 double Coupler both side and the couplers are subject to distortion As per Load Test Certificate the Lowest Distortion Load on Double Coupler

=

Safety factor as per Section 39.8.2 BS 5973

=

2

SWL =

15.50 kN

Applied Safety Factor = 40% of SWL

SWLa =

6.20 kN

No's =

No's of coupler on Splice Rs = J.

31.00 kN

Safe Working Load against Distortion

5.24 kN

<

4*SWLa

=

4

24.80 kN

SAFE

CHECK FOR DIAGONAL BRACE Shear Load at Support

R=

6.523 kN

Angle of Inclination

ɸ=

55°

Sin ɸ

=

Tension force on Diagonal Brace = R / Sin ɸ Allowable Tension on Pipe Ta = 0.6*Fy*A T

=

7.97 kN <

Ta /4

=

Double Coupler 40% of SWL T

=

7.97 kN

< 0.4*SWL*3 =

0.819

T=

7.97 kN

Ta =

87.05 kN

21.76 kN 0.4 SW = 11.28 kN

SAFE 3.76

18

kN SAFE

A

Project: A07-STR-7105 / 7205 / 7305

Design By:




Designer Engineer

Sheet

14

of

18

Dwg. No.


1.2 kN/m²

A

VIII. WIND LOAD CALCULATION I.

DESIGNED ASSUMPTION A. The worst case for Wind Analysis is assume to be when the direction of wind incident normal to the maximum projection area of the scaffold with no wind shielding is considered. B. The designed of Plan Bracing shall be purely for Wind Load Only C. Wind Coefficient of 1.20 is considered for Scaffold Tubes and 2.0 is considered for Toe Boards normal to the Wind Direction.

II.

DESIGNED CALCULATION: 3 - sec. Gust Basic W ind Speed for 50 years as specified in SAES-A-112 Table 1 page 12 of 27 Location : Jazan

=

165 km/hr

or

45.83 m/sec

As per the revised recommendations of SSH, the Wind Speed for 10 years MRI as per ASCE 7 - 05 can be used. Conversion Factor for 10 years MRI as per ASCE 7 - 05 Table C6 - 7

=

Wind Velocity

=

0.84 38.50 m / s

As per ASCE 7 - 05, Page 27, Section 6.5.10 Wind Velocity Pressure, q 2

q = 0.613 * K 1 * K 2 * K 3 * V^ * I

(N/m )

K1 = Topographic Factor

=

1.00

K2 = Directionability Factor

=

0.95

I

= Importance Factor

=

1.00

V

= Wind Velocity

=

Zg = K3 = Velocity Pressure Exposure Coef.

= =

38.50 m / s 274.3 Varies as per values indicated in Table 6 - 3 page 79, For Exposure Category "C" Case 2 for different heights of node points of scaffold

Tabulation of Interpolated Values of K3 from Table 6-3 (page 79) of ASCE 7 - 05 K3 at 22.8 m from ground

1.191

2.01 ( H / zg )2 / 9.5

Project: A07-STR-7105 / 7205 / 7305

Design By:

Sheet




15

of

18

Dwg. No.


1.2 kN/m²

A

Calculation of Wind velocity Pressure, q Height from Grd

K1

K2

K3

V

22.8m

1.00

0.95

1.191

38.50

Design Wind Load, F = q * G * Cf * Af

2

I

q = (0.613 * K1 * K2 * K3 * V * I) / 1000

1.00

2

1.028

kN/m

(kN)

2

2

q

=

Wind Velocity Pressure (kN/m )

=

1.03 kN/m

G Af TUBE

=

Gust Effect Factor

=

0.85 As per ASCE 7-05, Section 6.5.8.1

=

Projected Area Normal to Wind

=

0.0483 m

Af TOE BOARD =

Projected Area Normal to Wind

=

0.225 m

Cf

TUBE

=

Wind Force Coefficient

=

1.20 As per recommendation of SSH

Cf

TOE BOARD

=

Wind Force Coefficient

=

2.00 As per recommendation of SSH

Considering Effective Length for one set of Plan Bracing Effective Area (Af) of Scaffold For Transverse Bracing: Length Qty

Area

Hangers

2.00

10

=

0.97 m

2

Runners (L/B)

7.50

5

=

3.62 m

2

Guard Rails

7.50

4

=

1.45 m

2

Bottom Chord

6.00

3

=

0.87 m

2

Bearer Tube

6.00

7

=

2.03 m

2

Splice Tube

1.50

5

=

0.36 m

2

Plan Bracing Total Af TUBE

2.05

8

= =

0.79 m 2 10.09 m

=

10.58 kN

F TUBE

= q * G * Cf TUBE * Af TUBE

2

Project: A07-STR-7105 / 7205 / 7305

Design By:




Designer Engineer

Worst area front to Wind Load

1.2 kN/m²

Sheet

16

of

18

Dwg. No.


A

Project: A07-STR-7105 / 7205 / 7305

Design By:




Toe Boards

7.50

2

= q * G * Cf TOE BOARD * Af TOE BOARD

F (WIND LOAD) =

of


(F

TUBE +

F

TOE BOARD )

* 1.05

2

=

3.38 m

=

5.90 kN

=

17.30 kN

=

8.00 NOS.

Load Shared by Each Plan Bracing

=

2.16 kN

Angle of Transvers Brace Sin (Angle)

= =

43 deg 0.682

Max. Axial Load in Each Transverse Brace P(WL)

= =

Capacity of Plan Bracing Max. Unbraced Length

=

2.05 m

Slenderness Ratio, KL/r Where: K = Constant L = Effective Length r = Radius of Gyration

= = =

1.00 2.05 m 15.99 mm

KL/r

=

128.24

2.16 kN / sin 43 3.17 kN

0.01599 m

Column Slenderness Ratio, CC SQRT [(2 * 3.1416^

Where: E = Fy = SIF =

* E) / (Fy * SIF)]

Modulus of Elasticity Minimum Yield Strength Strength Increase Factor

= = =

18

Dwg. No.

Area

Nos. of Plan Bracing

CC =

17

1.2 kN/m²

Effective Area (Af) of Scaffold For Plan Bracing: Length Qty

F TOE BOARD

Sheet

4

210,000 N/mm 320 1.00

A

Project: A07-STR-7105 / 7205 / 7305

Design By:

Sheet




18

of

Dwg. No.


1.2 kN/m²

CC

=

For KL/r

=

128.24

Fa

=

∏ E / (kL/r)

>

2

18

A

113.815

CC

2

=

126.02 MPa

Cross Sectional Area

=

453.4 mm

Axial Compressive Stress

=

126.02 N/mm

=

57.14

Allowable Axial Compressive Load, Pf Pf

=

Where: A

A * Fa =

Fa = Pf Check: P(WL) 3.17 kN

<

Pf 57.139 kN

2 2

kN

Therefore, the Plan Bracing are Safe on Wind Load

Check Couplers on Plan Bracing: The Bracing is connected using Right - angle Coupler SWL of Right - angle Couplers as per SSH Table II.9.2 SWL

=

RIGHT ANGLE COUPLER

Total WSL (1-nos Right - Angle Couplers)

=

Factor of Safety (FOS)

=

Total SWL for 1 double coupler

=

Check: P(WL) 3.2 kN

<

SWL 5.9

kN

9.40 kN As per recommendation of SSH, for W ind Load Bracing, the SWL of couplers shown in Table II.9.2 of SSH may be used. 9.40 kN 1.60 5.9 kN

Therefore, the Plan Bracing connection with double coupler with FOS of 1.6 is safe

V. SUPPORT INFORMATION / TECHNICAL DATA 1.

ACCESS SCAFFOLD STRUCTURAL DESIGN CRITERIA

2.

LVL SCAFFOLD PLANKS

3.

COUPLER (FITTINGS) TEST CERTIFICATE 3.1. RIGHT ANGLE (DOUBLE) COUPLER 3.2. SLEEVE COUPLER 3.3. SWIVEL COUPLER 3.4. PUTLOG COUPLER 3.5. GIRDER COUPLER 3.6. BOARD RETAINING COUPLER

4.

SAFE WORKING LOAD (SWL) FOR INDIVIDUAL COUPLER

5.

SCAFFOLD TUBE TEST REPORTS

6.

OTHER INFORMATIONS : KWICKSTAGE SYSTEM SCAFFOLD

7.

LADDER BEAM

1.

ACCESS SCAFFOLD STRUCTURAL DESIGN CRITERIA

2. LVL SCAFFOLD PLANKS

TEST REPORT No. :

SHIN161003663CCM

Date :

Nov. 04, 2016

Page:

1 of 6

NASSER SAEED AL-HAJRI CORPORATION

P.O.BOX 495, DHAHRAN AIRPORT 31932, KINGDOM OF SAUDI ARABIA

The following sample(s) was/ were submitted and identified on behalf of the client as: Sample Name

:

LVL SCAFFOLDING PLANK

Sample Number

:

SHIN161003663CCM

Test Required

:

Please see the next page(s)

Test Method

:

OSHA Regulations (Standard-29 CFR)-1926.451

Buyer

:

NASSER SAEED AL-HAJRI CORPORATION

Date of Receipt

:

Oct. 18, 2016

Test Period

:

Oct. 18, 2016 to Oct. 28, 2016

Test result(s)

:

For further details, please refer to the following page(s) ******** To be continued********

Signed for SGS-CSTC Standards Technical Services (Shanghai) Co., Ltd.

Joyce Li Authorized signatory

TEST REPORT No. :

SHIN161003663CCM

Date :

Nov. 04, 2016

Page:

2 of 6

Sample information: Sample No. 1

2

3

Test item Deflection at 25psf (Light duty) Deflection at 50psf (Medium-duty) Deflection at 75psf (Heavy-duty)

Nominal dimension

Actual dimension(mm)

(Length × Width × Height)

(Length × Width × Height)

5950mm× 225mm×38mm

5950mm×226mm×39.8mm

3950mm× 225mm×38mm

3950mm×226mm×39.6mm

2500mm× 225mm×38mm

2500mm×225mm×39.3mm

3000mm ×225mm×38mm

3000mm×226mm×39.9mm

2000mm× 225mm×38mm

2000mm×225mm×40.1mm

3950mm× 225mm×38mm

3950mm×225mm×39.5mm

Deflection at 4

one person-250pounds total Deflection at

5

two person-500 pounds total Deflection at

6

three person-750 pounds total

******** To be continued********

TEST REPORT No. :

SHIN161003663CCM

Date :

Nov. 04, 2016

Page:

3 of 6

Test results: Test item Deflection at 25psf (Light duty) Deflection at 50psf (Medium-duty) Deflection at 75psf (Heavy-duty) Deflection at one person-250pounds total Deflection at two person-500 pounds total Deflection at three person-750 pounds total

Requirement of

Span(m)

Test result

3.05

23.42mm

≤50.83mm

Note 1

Pass

2.44

21.33mm

≤40.67mm

Note 1

Pass

1.83

11.03mm

≤30.50mm

Note 1

Pass

2.44

33.21mm

≤40.67mm

Note 1

Pass

1.83

17.36mm

≤30.50mm

Note

Pass

1.50

13.20mm

≤25.00mm

Note

Pass

OSHA

Conclusion

Note 1: OSHA Regulations (Standard-29 CFR)-1926.451(f) (16): Platforms shall not deflect more than 1 / 60 of the span when loaded. Statement: Unless otherwise stated the results shown in this test report refer only to the sample(s) tested. ******** To be continued********

TEST REPORT No. :

SHIN161003663CCM

Date :

Nov. 04, 2016

Page:

4 of 6

Test photos: Sample 1:

Before test

In test

Before test

In test

Sample 2:


TEST REPORT No. :

SHIN161003663CCM

Date :

Nov. 04, 2016

Page:

5 of 6

Sample 3:

Before test

In test

Before test

In test

Sample 4:


TEST REPORT No. :

SHIN161003663CCM

Date :

Nov. 04, 2016

Page:

6 of 6

Sample 5:

Before test

In test

Before test

In test

Sample 6:

******** End of report ********

3. COUPLER (FITTINGS) TEST CERTIFICATE

3.1 RIGHT ANGLE (DOUBLE) COUPLER

3.2 SLEEVE COUPLER

3.3 SWIVEL COUPLER

3.4 PUTLOG COUPLER

3.5

GIRDER COUPLER

3.6

BOARD RETAINING COUPLER

4

SAFE WORKING LOAD (SWL) FOR INDIVIDUAL COUPLER

N.

Individual couplers shall comply with the rated safe working loads (SWL) shown in Table 2.1. This shall be verified from the technical literature submitted by the manufacturer, as well as by independent sample testing.

O.

Applied gravity loads (unfactored) shall be less than 40% of the rated SWL shown in Table 2.1 to ensure a safety factor of four. See Section 2.5.1. For wind loads in braces, the rated SWL shown in Table 2.1 may be used.

  

  

  

 

Right-angle coupler, also known as double or load-bearing coupler (See Figure 2.4)

Slip along a tube

B

9.4 kN (2,100 lb)

Adjustable coupler, also known as swivel coupler (See Figure 2.5)

Slip along a tube

A

5.3 kN (1,190 lb)

B

9.4 kN (2,100 lb)

End-to-end coupler, also known as sleeve coupler (See Figure 2.6)

Tension bending

B

3.0 kN (675 lb)

B

0.59 kN/m (435 lb/ft)

Force to pull the tube axially out of the coupler

-

0.53 kN (120 lb)

Tension

-

0 kN (0 lb)

Bearer coupler, also known as putlog or single coupler (See Figure 2.7) Joint pin (See Figure 2.8)

* Note: The rated SWL shown is based on a slipping safety factor of only 1.6.

2.4.3

Platform Units A.

Scaffold platform units shall be solid sawn wood planks, laminated veneer lumber (LVL) planks, fabricated planks or fabricated platforms. See Figure 2.9. All recommendations by the platform unit manufacturer or the lumber grading association or inspection agency shall be followed.

B.

Solid sawn wood planks shall be of solid sawn timber and shall be 2 x 10 inches (nominal), 2 x 9 inches (rough), 38 mm x 225 mm (basic) or 50 mm x 225 mm (basic).

C.

Solid sawn wood scaffold planks shall be a “scaffold plank” grade and shall be certified by and bear the grade stamp of the West Coast Lumber Inspection Bureau (WCLIB), Southern Pine Inspection Bureau (SPIB) or other lumber-grading agency approved by the American Lumber Standards Committee (see Certified Agencies and Typical Grade Stamps, published by the American Lumber Standards Committee).

5

SCAFFOLD TUBE TEST REPORTS

6

OTHER INFORMATIONS : KWIKSTAGE SYSTEM SCAFFOLD

7

LADDER BEAM

a07-Za-e-7002757 Bgh a Sgb Approved

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