Design Project1

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

INDEX OF CONTENT S.NO 1. 2. 3. 4. 5. 6. 7. 8. 9. 10.

INDEX OF CONTENT SCOPE OF WORK   DESIGN PARAMETERS DESIGN CHECK FOR SCAFFOLD PLANK   DESIGN CHECK FO FOR TRANSOMS/BEARERS DESIGN CHECK FOR RUNNER   DESIGN CHECK FOR RAKERS DESIGN CHECK FO FOR VERTICAL STANDARD LATERAL STABILITY CHECK FOR CAPACITY OF BRACE COUPLER  ATTACHMENT

1

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

SCOPE OF WORK  • • • •

EREC ERECTIO TION/ N/ DISM DISMAN ANTL TLING ING AND AND PERIO PERIODI DIC C INSPE INSPECT CTIO ION N OF TH THE E EREC ERECTE TED D SCAFFOLDING FOR ACCESS OF CONSTRUCTION OF JUBAIL MOSQUE – DOME LOCATION : JUBAIL SYSTEM OF SCAFFOLDING : MAO CUPLOCK SYSTEM. REFERENCES : (a) SAUDI ARAMCO ARAMCO SCAFFOLD SCAFFOLD SAFETY HANDBOOK(SSH HANDBOOK(SSH)) (b) SAES-A-112 SAES-A-112 METEROLOGICA METEROLOGICAL L AND SEISMIC DATA (c) AISC(ASD),ASC AISC(ASD),ASCE-7,BS11 E-7,BS1139,EN74 39,EN74 etc.

Height of structure MAO cuplock system scaffolding Grid Size Scaffolding height Vertical lift of ledger/transom Maximum no of plank level Maximum no of working platforms Live Load

DESIGN PARAMETERS MATERIAL 1) MAO Cuplo Cuplock’ ck’ syste system m scaffol scaffolding ding BS 1139 1139 Outside Diameter'OD' = Wall thickness,t = Yield strength = Inner diameter = Area of tube = Plastic section modulus = Radius of Gyration = Moment of Inertia =

: : : : : : : :

7.5m(approx from peak point) independent run façade 1.8m/1.25 x 1.0m (Maximum) 6m + 1.5m 2.00m

2.4 kN/m2 (As per ACI 347-6)

48.3mm 3.2mm 235 N/mm² (48.3-3.2-3.2) = 41.9mm π/4 x (48.3²- 41.9²) = 453.45 mm² (48.3^3 – 41.9^3)/6 = 6519.76 mm3 Sqrt I/A = 16 mm π/64 x (48.34 - 41.94 ) = 115856.5mm4

2

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan 2)

Tube as per Bs 1139 Tube 1139 specifi specificat cation ion Outside Diameter'OD' Wall thickness,t Yield strength Weight of tube

= = =

Date: 01-10-2012

Date: 01-10-2012

48.3mm 3.2mm 235 N/mm² = 0.035 KN/m

Physical properties of Tube Inner diameter = (48.3-3.2-3.2) = 41.9mm Area of tube = π/4 x (48.3²- 41.9²) = 453.45 mm² Plastic section modulus = (48.3^3 – 41.9^3)/6 =6519.76 mm3 Radius of Gyration = Sqrt I/A = 16 mm Moment of Inertia = π/64 x (48.34 - 41.94 ) =115856.5mm4 3) Scaffold Plank (LVL Boards),Hy Boards),Hy Plank Plank 42mm 42mm x 230mm as per OSHA STANDARD STANDARD (See attachment)

Weight of scaffold plank Bending stress,Fb Shear stress,Fv Youngs Modulus,Eb Area of Cross section,(Ab) Section Modulus Moment of Inertia Safe Bending capacity Safe Shear Capacity 4) LOADING Rating of Scaffolding Dead Dead load oad (DL) DL) Live load(L.L)

= = = = = = = = =

0.25 KN/m2 15.23 MPa. 0.863 MPa. 10563 MPa. 9660 mm2 67620 mm3 1420020 mm4 1.03 KN-m 3.34 KN

= = =

Medium Duty Rating Wt of scaf scaffo folld plan plank k + wt of ledge edger  r  2 2.4 kN/m

5) LOAD LOAD COMB COMBINA INATI TION ONS. S. Gravity Loads DL + 4 (LL) < Failure (as per SSH) Used to check flexural members. • (scaffold plank,bearers,transom,runners, posts(standards) etc.). P(DL + LL) < Pf/4; Pf  = Ag x Fa (for vertical standards or posts). • DL+ LL (gravity loads) to check capacity of couplers & fittings ref 9.7.2L SSH • (Multiply the rated SWL listed in SSH table II. 9.2 by 0.4 to obtain a safety factor of 4 ans also to check the deflection in scaffold boards,Transom/Bearer a Runners).

Wind loads DL + LL + WL for vertical posts,braces (compression members). • 3

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

6) ALLOWABLE ALLOWABLE FLEXURAL FLEXURAL MOMENT MOMENT (Bearer, (Bearer, Transom, Transom, & Runner). Runner).

Mf  Mf  SIF Z Fy

= SIF x Fy (min) x Z = allowable flexural moment. = Strengt Strength h increas increasee factor factor (Max (Max SIF SIF : 1.20, 1.20, actua actuall Yield Yield stren strength gth as as per test test resu result lt is 375 MPa) MPa) = Plastic se section modulus = Minimum yield strength = 235 N/mm2

Mf  = 1.20 x 235 6520 = 1.838 KN-M 7) ALLOWABLE ALLOWABLE SHEAR SHEAR FORCE FORCE CAPACIT CAPACITY Y (Bearer, (Bearer, Transom, Transom, & Runner). Runner). Vc Fy A

= Allowable shear capacity = 0.4 x Fy x SIF x A = Minimum yield strength = 235 N/mm2 = Area of C/S of tube.

Vc = 0.4 x 235 x 1.2 x (453.45/1000) = 51.15 KN. 8) Load carry carry capacity capacity of MAO ‘Cuplock ‘Cuplock standard standard per per vertical vertical leg. leg. P = 59.376 KN

(See Item no :19 )

9) Check Check Scaffol Scaffold d Plan Plank k (Boar (Boards) ds) Dead Load (DL) = Live Load(LL) light duty =

0.25 KN/m 2 2.40 KN/m 2

Loading ‘W’ = DL + 4 LL

0.25 + 4 x 2.4 =9 = 9.85 KN/m2

=

Considering a single plank of 230mm wide strip. Loading /m = 9.85 x 0.23 = 2.2655 KN/m. Spac Spacin ing g of tran transo som/ m/be bear arer er suppo support rtin ing g scaf scaffo fold ld plank plank = 2 Maximum bending moment = wl /8 = Maximum shear force = wl/2 = Allowable deflection(as per SSH)= L/60 = 4 Maximum deflection = 5wl /384 EI =

1.25m 1.25m c/c c/c max max (fro (from m grid grid size) size) 2 2.2655 x 1.25 /8 = 0.443 KN-m 2.2655 x 1.25/2 = 1.42 KN. 1250/60 = 20.833 mm 4 5 x 2.2655 x 1250 = 4.83mm(safe) 384 x 10563 x 1420020

(10) Check Transom/Bearer (for cantilever 2)

4

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan Dead Load (DL (DL) = 0.2 0.25 x 0.5 0.5(tri tribu buttary ary width = Self weight ght of trans ansom/ om/bea bearer = = Live Load (LL) = Live Load/m (2.4 x 0.5) = Load combination • DL + 4 LL. =0.162 + 4(1.2) = 4.97 KN/m

Maximum bending moment = Maximum shear force

=

Date: 01-10-2012

Date: 01-10-2012

0.12 .125 KN/m 0.037 KN/m 0.162 KN/m 2.4 KN/m 2 1.2 KN/m

wl2/8 = 4.97 x 1.252/8 = 0.9692 < 1.838 KN-m (Mf refer item no 6) wl/2 = 4.97 x 1.25/2 = 3.1 KN < 51.15 KN (Vc,refer item no 7).

(11) Check Runner ledger 1.25m(for cantilever 2)

Maximum bending moment = Maximum shear force

=

wl2/8 = 0.37 x 1 2/8 = 0.0049 < 1.838 KN-m (Mf refer item no 6) wl/2 = 0.037 x 1/2 = 0.00195 KN < 51.15 KN (Vc,refer item no 7).

(12) Check Transom/Bearer (for cantilever 1)

5

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan Dead Load (DL) = 0.25 x 0.375(trib width Self weight ght of trans ansom/ om/bea bearer

Live Load (LL) Live Load/m (2.4 x 0.375) Load combination • DL + 4 LL. =0.13075 + 4(0.9) = 3.74 KN/m Maximum bending moment = Maximum shear force

=

= = = = =

Date: 01-10-2012

Date: 01-10-2012

0.09375 KN/m 0.037 KN/m 0.13075 KN/m 2.4 KN/m2 0.9 KN/m

wl2/8 = 3.74 x 1.82/8 = 1.52 KN-m KN-m < 1.838 KN-m (Mf refer item no 6) wl/2 = 3.74 x 1.8/2 = 3.37 KN < 51.15 KN (Vc,refer item no 7)

(13) Check Runner ledger 1.0m(for cantilever 1)

Maxi Maximu mum m bendi bending ng mom momen entt =wl/ =wl/8 8 + Wl Wl = 0.85 0.85 < 1.838 1.838 KN-m KN-m (Mf refer item no 6) Maximum shear force = wl/2 + W= 3.27KN < 51.15 KN (Vc,refer item no 7).

(14) Check Capacity of Raker Tube(for cantilever 1)

6

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

(a) Total load acting acting on a raker = self wt of tubes,scaffold platform platform + live load Dead load = 0.25 KN/m2 , Live load = 2.4 KN/m2 Tributary area,A = 0.9m x 1m = 0.9m2 Used cantilever platform 1 no at a time S No.

1

Item

M AO ‘M-lock’ Std Std + Cups @ 500mm 0mm c/c.

Qty. No.s

U.Wt KNs

Total Wt KNs.

1

0.051KN/m

0.051

0.068 0.068 0.038 0.038 0.068

0.034 0.068 0.019 0.038 0.136

(1Nos 1.5)

2

3

4 5

MAO ‘M ‘M-lock’ Le Ledger + Transom 1.80m Ledger  1.80m ledger handrail 1.0m Ledger  1.0m ledger handrail 1.8m Intermediate transom Raker Tube 3m 1m Double coupler Putlog coupler

1/2 2/2 1/2 2/2 2 1 4/2

0.1 0.039

6 0.016 2 0.016 Total Dead Wt other Planks = Add 5% for Bracing & Fitting = Scaffold Board (0.25Kn/m2 x0.9x1) @ 1 cantilever= Toe board (0.25 x 0.23 x 1) @ 1st cantilever= Total Dead Load W1=

0.1 0.078 0.066 0.032 0.622KN 0.0311 0.225 0.0575 0.94KNs

7

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

(b) Live load load = 2.4 KN/m2 = 2.4 x 0.9 0.9 (tributary (tributary area) area) x 1(working 1(working level) = 2.16 2.16 KN (c) Total Load = DL + LL = 0.94 + 2.16 = 3.1KN 3.1KN

8

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

Total load at first raker(cantilever 1) = DL + LL = 3.1 KN Axial Load in Raker = P/sin(48) P/sin(48) = 3.1/0.743 = 4.18 KN < 9.627 KN(see KN(see attachment )

(15) Check the capacity of double coupler SWL in slip of double coupler = 9.4 KN Allowable carrying capacity of coupler = 0.4 x 9.4 = 3.76 KN Axial Load in Raker = p/sin(48) = 4.18/0.743 = 5.62 KN < 2 No’s (0.4 x 9.4 = 3.76 KN) Used 2 No’s Double coupler at a raker joint connection. (16) Check Capacity of Raker Tube(for cantilever 2)

9

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

S No.

1

Item

M AO ‘M-lock’ Std Std + Cups @ 500mm 0mm c/c.

Qty. No.s

U.Wt KNs

1

0.051KN/m

0.255

0.068 0.068 0.038 0.038 0.045 0.045

0.068 0.136 0.038 0.152 0.135 0.09

Date: 01-10-2012

Date: 01-10-2012

Total Wt KNs.

(2Nos 1.5m, 1 Nos 2m)

2

3

4 5

MAO ‘M ‘M-lock’ Le Ledger + Transom 1.8m Ledger  1.8m ledger handrail 1.0m Ledger  1.0m ledger handrail 1.25m Ledger  1.25m ledger handrail

1 2 2/2 8/2 6/2 4/2

Raker Tube 2.5m 1m

1 4/2

Double coupler Putlog coupler

0.085 0.039

6 0.016 4 0.016 Total Dead weight= Add 5% for Bracing & Fitting = Scaffold Board (0.25Kn/m2 x2.425x1) @ 2nd cantilever= Toe board (0.25 x 0.23 x 1) @ 2nd cantilever= Total Dead Load W1=

0.085 0.078 0.066 0.064 1.167KN 0.058 0.61 0.0575 2.41KNs

10

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

(a) Live load load = 2.4 KN/m2 = 2.4 x 2.425 2.425 (tributary (tributary area) area) x 1(working 1(working level) = 5.82 KN (b) Total Load = DL + LL = 2.41 + 5.82 = 8.23KN

Check the capacity of double coupler SWL in slip of double coupler = 9.4 KN Allowable carrying capacity of coupler = 0.4 x 9.4 = 3.76 KN

11

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

Axial Load in Raker = p/sin(58) = 8.23/0.0.85 = 9.7 KN. Used 2 No’s Raker with Double coupler at a raker joint connection at middle support.

(17) Check Vertical post(MAO cuplock standard)

12

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

S No.

1

Item

M AO ‘M-lock’ Std Std + Cups @ 500mm 0mm c/c.

Qty. No.s

U.Wt KNs

1

0.051KN/m

4

0.005

Date: 01-10-2012

Date: 01-10-2012

Total Wt KNs.

0.3825

(3Nos 2m, 1 Nos 1.5m)

2 2

3

4 5

Spigot with nuts/bolts attach to standard MAO ‘M ‘M-lock’ Le Ledger + Transom 1.0m Ledger  1.0m ledger handrail 1.25m Ledger  1.25m ledger handrail

6/2 4 6/2 4

Bracing Tube 2.5m 2m

3/2 1/2

Double coupler Putlog coupler

0.038 0.038 0.045 0.045

0.085 0.071

1 0.016 4 0.016 Total Dead weight= Add 5% for Bracing & Fitting = Scaffold Board (0.25Kn/m2 0.625x1) = Toe board (0.25 x 0.23 x 1) = Total Dead Load W1=

0.02 0.114 0.152 0.135 0.18

0.085 0.078 0.066 0.064 1.28KN 0.064 0.16 0.0575 2.019KNs

13

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

(a) Live load = 2.4 KN/m2 KN/m2 = 2.4 x 0.625 0.625 (tributa (tributary ry area) area) x 1(working 1(working level) level) = 1.5 KN Load on standard = (DL + LL) + = 2.019 + 1.5 = 3.52KN

Total load on standard = load on standard + load from cantilever 2 = 3.52 + 8.23 = 11.75 KN P (DL+LL) = Total load on standard = load on standard + load from cantilever 2 = 3.52 + 8.23 = 11.75 KN

(18)Check for Buckling of Compression Member (MAO ‘M-Lock’ Vertical)

Assumption P(DL+LL) = Load due to (Dead Load + Live Load) Per Leg. Pf  = Allowable Load due to Allowable Stress S tress (Fa) per Leg. P(DL+LL)

= 3.52 + 8.23 = 11.75 KNs.

Pf  = Fa Fa xA xA

= 129 129.3 .33 3 x 453 453.4 .45= 5= 58.6 58.645 45K KNs. Ns.

Pf  /4

= 58.645/4 = 14.66 KNs

** P (DL+LL)< Pf  /4 Hence Safe in Buckling of Compression Member .

14

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

(19) Load Carry Capacity of MAO ‘Cuplock’ Standard per vertical Leg. Properties of vertical Standard pipes Fy (Min Yeid Strength) = 235 N/mm2

Un braced Length ‘L’

= 2000mm.

Effective Length ‘Leff ’=KL

= 1. 1.0 x 20 2000= 00=2000m 00mm

Slenderness Ratio Leff  /r min min

= 2000/16=125.

Euler critical Stress Cc

= Sqrt (2x(π)2xE)/Fy Sqrt (2x(3.142)2x210000)/235 = 132.83N/mm2.

Leff /r  /r min min < Cc. Allowable Stress (Corresponding to Leff /r  /r min min = 125) 2 2 Fa = {1-( Leff  /r min min) /2 Cc }x Fy

15

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

= {1-(125)2/2 (132.83)2} x 235 = 130.94 N/mm2.

Allowable Load Carry Capacity per vertical ‘Pf ’= ’= Fa x A = 130.94 x 453.45=59,376.72N ‘Pf ” = 59.376 KNs

20) Lateral Stability Stability of Scaffold Wind Load Analysis as per ASCE 7-05 Design wind pressure ‘P’ V = Basic Wind Speed (3-second gust) = 93mph = 150km/h=41.67m/s Exposure 'C' for Jubail as per SAES-A-112 As per ASCE-7 (Table C6-3),the 10-year MRI Wind Speed is 0.84times the 3-second gust. Hence Wind Velocity V = 41.67m/s x 0.84 = 35.01m/s 2 Velocity Pressure q z = 0.613 K z K zt zt K d V I

K z = Velocity Pressure Exposure Coefficient Table 6-3 Exposure C ASCE 7-05 K zt zt = Topographic factor = 1.00 as per section 6.5.7 ASCE7-05 K d = wind directionality Factor = 0.95 table 6.4

16

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

I= Importance Factor = 1.0 As per SSH Addendum #2 section 5.0 Wind Load Wind Pressure P = q z x G x Cf  G

= Gu Gust Response onse factor tor = 0.85 .85 as as pe per 6.5 6.5.8 .8.1 .1

Cf

= Force Coefficient

Cf = 1.2 for round sections, 2.0 for Rectangular Sections (Toe Boards & Planks) As per SSH Addendum #2 section 5.0 Wind Load Ac = Area of Circular section (consider Impact area of wind Load). Ar = Area of Rectangular section (consider Impact area of wind load). Pc = Wind Pressure on Circular Sections. Pr = Wind Pressure on Rectangular Sections. Wind tributary area increased by 5% to allow for overhangs, overlaps etc Wind Force ‘F’ = Pc x (Ac x 1.05) + Pr x (Ar x1.05)

Horizontal Surface Area@ every 2.0m consider: Ac = Area of {(HZ Ledger Runner + Hand Rails) + Vertical Standard + Bracing tube} = (3x 2 x 0.0483) + 3 x 2 x 0.0483 + 3x 2x 0.0483 + 1 x 2.5 x 0.0483 = 0.90 Sq.m Ar = Area of Toe board =

0.23 0.23 x 2x2= 2x2= 0.92 0.92 Sq Sq.m .m

17

Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

H  t   m 10m 12m 15.m

K z

 V

K  N  q  /   m z 

 G

2 

1.000 1.039 1.073

35.01 35.01 35.01

0.714 0.741 0.765

 (   r   o  C  u f   n  d 

0.85 0.85 0.85

1.2 1.2 1.2

 (   r   e   C  c   t    a f   n  g -

2.0 2.0 2.0

A  c  x 1   .  0   5  0.945 0.945 0.945

A r  x 1   .  0   5  0.966 0.966 0.966

K K  N P   N P   /   m  c   /   m r  2 

0.728 0.756 0.780

2 

1.214 1.260 1.30

Date: 01-10-2012

Date: 01-10-2012

‘   F  F  ’    o r  K  c   N  e  1.87 1.94 2

Horizontal Lateral Wind Force F1 = 1.87 KN @ every 2.0m level F2 = 1.94 KN @ every 2.0m level F3 = 2.0. KN @ every 2.0m level

Main Brace requirement Brace Angle = Tan-1 (2/1)= 63.44 deg.

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Manar Al Omran Co

Job Title : JUBAIL MOSQUE Dome R.C. Project

CR. No. 4030177499

Subject: Design of external Access Scaffolding - Dome  P.O. Box 46217  Prepared by:  Jeddah 21532 21532 S M Ali Tel.: (02) 620-4582, 620-0613 Client:Royal Commission J & Y  Fax: (02) 620-7194 620-7194 Contractor:PITCO Approved by: CALCULATION SHEET (STRUCTURAL) M. S. Khan

Date: 01-10-2012

Date: 01-10-2012

V1= Axial Force in Brace / leg = 1.87/Cos (63.44 deg) = 4.18KN< 5.3KN (SWL of Swivel Coupler) V2= Axial Force in Brace / leg = 1.94/Cos (63.44 deg) = 4.34KN< 5.3KN (SWL of Swivel Coupler) V3= Axial Force in Brace / leg = 2/Cos (63.44 deg) = 4.473KN< 5.3KN (SWL of Swivel Coupler)

Total Axial Force in Brace transfer to Standards ‘V’ = (4.18+4.34+4.473) = 12.993 KN. Total Axial Force Transfer in 3 No’s Vertical Standard = 12.993KN/3 = 4.331KN per leg of a Standard.

Therefore Load Combination = DL+LL+WL DL/ leg = 2.41 KN from Page 7. LL/leg = 5.82 KN from Page 7. WL (Axial Force/ leg)= 4.331KN. Therefore DL+LL+WL = 2.41 + 5.82 + 4.331 = 12.71KN < Pf ( Safe.) Check Couplers on Vertical Bracing The Vertical Bracing is connected to the Vertical Standard using Swivel Coupler SWL of Swivel Coupler in Slip = 5.3 KN. As per the recommendation of SSH, for wind load in bracing tube, the SWL of couplers shown in table II 9.2 of SSH may be used. SWL in Slip available at the connection = 5.3 KN

**Max Load in brace due to wind load = 4.473 KN < 5.3 KN SWL at Connection Safe.

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