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Contractor: EL SEIF Project: Consultant:
ENGINEERING Project Future New Riyadh
CONTRACTING CO. Head Office
P.O. Box 2774, Riyadh 11461
Kingdom of Saudi Arabia
Employer:
TECHNICAL/ DOCUMENT SUBMISSION FORM (TS)
Project: Project Future New Riyadh Head Office Project No.: P142
Title : GF Scaffolding for Lobby Area Submittal No. : SABB-CAL-A-0001-00-ART-ARC
SABB-CAL-S-0003-00-ART-ARC
To : ARCADIS Design & Consultancy Revision : 00
Attention : Mr. Mohammed Hassan Date :
From : Mr. Patrick Moran Submittal Package:
TYPE OF SUBMITTAL DISCIPLINE
Pre-qualification Civil LEED
Method Statement, ITP & Checklist 2 Architectural Fire Fighting
Shop Drawing & Schedule Structural Interior Design
2 Calculations Electrical Excavation
Reports Mechanical Cladding
Variation Plumbing
Test Reports /or Inspection & Test Results HVAC
O & M Manuals Low Current
Programme Landscaping
Procedures/Plan Vertical Transportation
Others (Please specify) General
Enclosures :
Submitted for :
2 No Objection Acknowledged/ for Information Coordination
Signature : Date :
Name :
Consultants Comments :
No objection, Tem porary works are sole responsibility
of the contractor and part of CDP (Contractor's Design
liability).
Signature : Date :
Name :
RRK
Result :
A No Objection B- No Objection C- Rejected D- Acknowledged/
W ith comments
X For Information
Signature :
Name : Date :
Note1: Consultants review shall not relieve the Contractor of its obligations and liabilities under the Contract or constitute authorization of any
change to Contract Documents, and therefore, shall not imply any recognition whatsoever of additional time or cost to the Con tract.
Note 2: Consultants comments on submittals which are not in alignment with Co ntract IFC stamped documents will be ignored unless
accompanied with a corresponding Authorized Engineers Instruction.
Form no. SABB-QF-ENGG-02 REV. 3 Date: April 7, 2018
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M ANAR AL ESKAN CO
FOR SCAFFOLDING & FORMWORK
MAO - CUPLOCK SCAFFOLDING SYSTEM
CALCULATION SHEETS
EXTERNAL SCAFFOLDING
CONTRACTOR : ART GROUND CO,
PROJECT : ACCESS SCAFFOLDING
PREPARED BY : ENG. HUSSAM
CHECKED BY : ENG. FATHY
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Manar Al ESKAN NO. OF SHEETS:24
(INCLUDING THIS NO.OF ATTACHED :12
CR No. 4030008606 PAGE)
P.O. Box 46217
Jeddah 21532 PROJECT: ACCESS SCAFFOLDING
Tel.: (02) 620-4582, SUBJECT:CALCULATION SHEET FOR EXTERNAL SCAFFOLDING.
620-0613 CLIENT: Prepared by: Eng. Hussam Date:
Fax: (02) 280-3645 ART GROUND CO, 27/06/2020
CALCULATION SHEET
CHECKED: ENG. FATHY Rev. 0
(STRUCTURAL)
Scaffolding elements technical data
1.CUP- LOCK VERTICAL STANDARD :
2.Standard scaffold tube :
Tube diameter = 48.3 mm
Tube thickness = 3.2 mm
Safe working load :
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3. Uhead & Basejack:
M aximum length of jack 670 mm (Hollow) jack
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4. Ledger size and safe working load:
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General Design Constraints:
1-The Scaffold System which will be used is M-Lock scaffold system.
2-The scaffold will be erected as dependent scaffold because it will be tied with the
building.
3-The scaffold will be erected as light duty scaffold which should be design to carry
2
without failure its own weight, wind load and 1.2 kn/m as a live load.
4-Maximum Number of working platform at the same time will be 2 ( two ) levels.
DESIGN CRITERIA:
Grid Size : 1.25 m x 2.5 m
Scaffold Height : 28.0 m
Scaffold W idth : 1.25 m
Vertical lift height of Ledger / Transom : 2.5 m
Design Live Load for Light Duty Scaffold : 1.2 KN/m2
CALCULATION OF DESIGN LOAD
a) Dead load (DL) calculation for one standard Leg.
Item Description Qty (Pcs) Unit W eight ( Kg ) Total W eight
1 M-Lock Standard 3.00m 9 14.30 128.7
2 Spigot with Bolt / Nuts. 8 0.75 6.0
3 M- Lock Ledger 1.25 m 14/2 4.15 29.05
4 M- Lock Ledger 2.5 m 14 8.3 116.2
5 Adjustable Base Jack 67cm Length. 1 3.60 3.6
6 Anchoring Plate 2.00m Length 5 7.50 37.5
7 Swivel Coupler 10 1.11 11.1
2
8 Scaffolding Board (1.25 x2.5)/2 X 11 LEVELS 17.16 m 25.00 429
9 Scaffolding Pipe 3.00m 10 9.9 99
Total Dead Load on one Standard Leg. 860.15 kg
= 860.15 x 9.81/1000 8438.1
= 8,438.1 N/1000 8.44 KN
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b) Live Load = 1.2 x 0.625 x 2.5 KN/m = 1.875 KN.
CHECK SCAFFOLD CABACITY UNDER VERTICAL LOAD:-
AS per IBC (2009) code of practice- Scaffolding will be safe if it is fit to take
without failure its dead load plus (+) 4 tim es the life load. (attached the
docum ent).
So,
8.44 kn + 4 x1.875 = 15.94 KN < 29.75 KN. ࡕࡕ..OK. ( next page).
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SAFE W ORK LOAD ON CUPLOCK STANDARD (Max lift of Hz Ledger = 2000 m m )
DESIGN ACCORDING TO AISC/ASD (Allowable Stress Design) METHOD
Load Carry Capacity of Standard per Vertical Leg:
Properties of the Standard (Vertical) Pipe
Outer Diameter (OD) = 48.3mm.
W all Thickness ( t) = 3.20mm.
2
C/S Area A = 453mm
Moment of Inertia l = 1.16x 105 mm 4
Radius of gyration r = 16mm.
2
Yield Strength ( Fy) = 235 N/mm
5 2
Modulus of Elasticity (E) = 2.0 x 10 N/mm .
1) Max Lift Ht of Hz Ledger = 2000mm c/c (Intermediate Lifts Ht Unsupported Length)
K=1.0
Effective Length of Standard ( Leff) = KL = 2000mm
Slenderness Ratio H = KL/r= 2000/16 = 125
2
Euler critical Stress Cc = Sqrt (2x(3.142) x E)/ Fy
2
= Sqrt ( 2 x (3.142) x 200000)/235
2
=129.63 N/mm .
Leff/rmin < Cc
Allowable Axial Stress ( Corresponding to Leff/rmin = 125 )=
2
Fa = Fy { 1-1/2 [ (Leff/rmin)/Cc] }
3
5/3 +3/8 (Leff/rmin)/Cc-1/8[ (Leff/rmin)/Cc]
2
=65.60N/mm
Allowable Axial Load Carry Capacity per Vertical Standard (P) = Fa x A
= 65.60 x 453.45 = 29.75 Kn.
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C.1 - Design Check Scaffold Planks (LVL Boards Hyplank)
M ax. Span of M ain Scaffold Planks =
1250mm
The maximum allowable span of Scaffold Planks, as
recommended in CSM II section 2.4.3D,
as determined by the manufacturer in accordance with
ANSI A10.8-2001 (Appendix C)
M ax. Allowable span of Scaffold Plank =
1800mm
(Scaffold Planks for 3 Persons, see Att
M ax. Span of Scaffold Plank, L = 1250mm < 1800mm
OK
Size of Scaffold plank = 230mm (W idth) x 42mm (Thk)
߰
W t of Scaffold Plank = 0.25KN/m
Modulas of Elasticity Ep = 10563Mpa.
Area of Cross Section Ab = 9660mm߰
3
Section Modulus Sp = 67620 mm
4
Moment of Inertia Ip = 1420020mm
Safe Bending Capacity M p = 1.03 KN-m
Allowable Deflection
= Allowable deflection.= L/60 as per CSM II Section 2.5.1 (I) )
2
Light Duty Rating = 1.20 kN/m
2 2
Dead Load, DL = 0.25 kN/m ; Live Load, LL = 1.20 kN/m ; Span of Transoms = 0.9m
߰
Loading W = DL + 4LL = 0.25 + 4x 1.20 = 5.05 kN/m
Considering a single plank width 230mm wide strip
Loading per meter run = 0.23 x 5.05 = 1.162 kN/m
Max Bending Moment Mp = W l߰ /8 2
= 1.162 x (1.25) /8 = 0.23KN-m.< M b=1.03KN-m
߰
Loading W d (unfactored) = DL + LL = 0.25 + 1.20 = 1.45 kN/m (as per CSM II Section 2.5.1 (I))
Considering a single plank width 230mm wide strip
Loading per meter run = 0.23 x 1.45 = 0.334 kN/m
(M ax) = 5W l4/384 EI = 5 x0.334 x (1250)4/ 384 x10563x1420020 = 0.71 mm.
Allow = L/60 = 1250/60 = 20.00mm .
(actual) < Allow OK Safe .
M ax. Span of Scaffold Plank, L = 1250mm < 1800mm
OK
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CHECK HORIZONTAL LEDGER OF CUPLOCK SYSTEM
Check Ledger :
FY = 235 N/mm2
Live Load (Light Duty Scaffolding) = 1.50KN/m2
Scaffold Platform Rating = 0.25KN/m2
2.42 kn/m "
1.25 m .
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1- DEAD LOAD
Self wt of Ledger = 0.0228KN/M
Scaffold Platform Rating = 0.25x0.9 = 0.22 KN/M
2- Live Load = 2.4x 0.9 = 2.16 KN/M
_________________________________________________
Total Load ( W ) = 2.4 KN/M
PROPERTIES OF PIPE (LEDGER)
MATERIAL
1) MAO CUPLOCK specification
Out Diameter side OD = 48.3mm.
Wall Thickness t = 3.20mm.
߰
Yield Strength (min) Fy = 250N/mm
Physical Properties of Tube
Inner Diameter ID = OD-2( THICKNESS ) = 48.3-2(3.20) = 41.90mm
Area of Cross Section A = 3.142 [(OD) 2-(ID) 2]/4 = 453.16 mm ߰
Plastic Section Modulus Z = (OD3/6) (ID3/6) = 6519.75 mm3
Moment of Inertia I = 3.142[(OD4) (ID4)]/64 = 115,797.77 mm4
Radius of Gyration r = Sqrt I/A = 16.00mm
OD = 48.3mm Ø
ID = 41.9mm Ø
Fy = 235N/mm2
Fb = Bearing Bending Stress
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Fb = 0.66 Fy (permissible) = 0.66 x 235 = 155N/mm2
2
Max m om ent bending M = W L /10
2
= 2.4 x (1.25) /10 = 0.47 KN.M
6
Required Sections modulusS= Moment / Fb =0.47x10 /155 = 3032 mm3
Provided Section Modulus Z = 6519.75 mm3
Z > S SAFE (OK )
2
The ledger is safe for 2.4 KN/M live load & Span 1.25 m
STABILITY AND SCAFFOLDING UNDER HORIZONTAL LOAD:
To facilitate determining the conceptual shape of the structure, and in order to provide a sufficient shaped
system, the lateral force resisting system is considered as cantilevered column. As for all cantilevers, the
most economical shape shall be a tapered section with the wide base lying on the ground and the narrow
section at the tip of cantilever. Such approach will increase the lever arm at the base and produce a lesser
couple forces in comparison with a narrow prismatic section.
Despite the additional scaffolds and the larger required ground area to accommodate the wide base of the
tapered section, the scaffolds heights are significantly dropped. Also, the structure will require much less
counterweights in comparison with the prismatic section.
AND BECAUSE OF THAT THE SCAFFOLDING HIEGHT IS LESS THAN 4 TIMES
SCAFFOLDING W IDTH , THEN NO NEED FOR CALCULATING THE LATERAL FORCE
AND THE STRUCTURE W ILL BE STABLE.
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