Checked by P. Keerty in partnership with Design Calculations Calculation Number AL3768-KIT-XX-XX-C-S-0001 020 3005 1572 |design@kitall.co.uk | www.kitall.co.uk 3768 M. Cox-Carder Date Scaffolding Contractor Project Title Location Project Number Prepared by ALANDALE PLANT AND SCAFFOLDING DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2026-02-06 Doc. No. Date 2026-02-06 Title: Revision C06 Location: i Project scope The scope of the design is described in the Brief ii Project documents Type Doc. No. Revision Design Brief N/A N/A Drawing AL3768-KIT-XX-XX-D-X-0001 C02 AL3768-KIT-XX-XX-D-X-0002 C02 AL3768-KIT-XX-XX-D-X-0003 C02 AL3768-KIT-XX-XX-D-X-0004 C04 AL3768-KIT-XX-XX-D-X-0005 C05 AL3768-KIT-XX-XX-D-X-0006 C06 AL3768-KIT-XX-XX-D-X-0007 C02 AL3768-KIT-XX-XX-D-X-0008 C02 AL3768-KIT-XX-XX-D-X-0009 C06 AL3768-KIT-XX-XX-D-X-0010 C02 AL3768-KIT-XX-XX-D-X-0100 SS AL3768-KIT-XX-XX-D-X-0011 C01 AL3768-KIT-XX-XX-D-X-0012 SS AL3768-KIT-XX-XX-D-X-0013 SS iii Design assumptions AL3768-KIT-XX-XX-D-X-0014 C01 Staircase to be installed according to manufacturing instructions. iv References v Revision history Revision Date Brief description Completed Checked C01 06/08/2025 CONSTRUCTION ISSUE MCC AK C02 22/10/2025 MCC AK C03 14/11/2025 Section 3.6 - Updated MCC AK C04 04/12/2025 UPPER PLENUM LEVELS UPDATED MCC AK C05 03/02/2026 ROOF TUNNEL ADDED SECTION A.01 MCC PK C06 06/02/2026 ROOF TUNNEL TIE DOWN UPDATED A.2 MCC PK DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE All references are from TG20:21 unless otherwise stated. All references displayed The ground and structure upon which the scaffold is found is capable of sustaining the loads imposed by the scaffold structure. The structures to which the scaffold is tied are capable of sustaining the loads imposed by the scaffold ties. Imposed loadings as noted on design drawings are correct, sufficient for the work to be carried out and will not be exceeded at any one time. Environmental loads on the structure are calculated in accordance with Eurocodes 1991-1-3 (snow loading) and 1991-1-4 (wind loading) and the associated UK national annexes. Stability will be maintained by the self weight of the scaffold and ties using M12 through bolts Wind load on gantry/buttress removed. Asbestos protection calculation for first plenum level added Doc. No. Date 2026-02-06 Title: Revision C06 Location: 1.0 Loading conditions References 1.1 Dead load (DL) Mass of Type 4 scaffold tube = 4.37 kg/m Table 5.1 Mass of 38mm scaffold board = 25.00 kg/m² Mass of drop forged coupler = 1.12 kg 1.2 Live load (LL) Load applied on main platform (UDL) = 2.00 kN/m 2 Load applied on cantilevered platform (UDL) = 0.75 kN/m 2 Load applied on main platform (CL) = 1.00 kN 1.2 Live load (LL) - Hoist Load applied on loading platform (UDL) = 5.00 kN/m 2 Heaviest steel loaded = 305 x 305 x283 Max length of hoist = 2.50 m Max load of steel = 707.50 kg 7.08 kN Load applied on main platform (CL) (per pump truck wheel) = 3.54 kN Manual handling factor = 1.10 BS5975 Factored (CL) = 4.00 kN DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE Doc. No. Date 2026-02-06 Title: Revision C06 Location: 1.3 Environmental loads - Main Access Scaffold 1.3.1 Wind load (BS EN1991-1-4:2005 + A1:2010) Fundamental value of basic wind velocity (v b,o ): v b,map (London)= 21.50 m/s Figure NA.1 Height above ground (z) = 120.00 m Altitude (A) = 10.00 m Altitude correctinal factor ( calt ) = if z ≤ 10 m → c alt = 1+ 0.001A Exp. (NA.2a) if z ≥ 10 m → c alt = 1+ 0.001A (10/z) 0.2 Exp. (NA.2b) c alt = 1.01 Fundamental value of basic wind velocity (v b,o ) = v b,map . c alt Exp. (NA.1) Directional Factor v b,o = 21.63 m/s Angle 0 90 180 270 c dir 0.78 0.74 0.85 0.99 Seasonal Factor Scaffold erection month = January Hire period (as advised) = 24.00 months c season = 1.00 Table NA.2 Probability factor Period of exceedance (p o ) = 50.00 years EN 1991-1-6 Table 3.1 Probability of exceeedance (p) = 1/p o p = 0.02 Shape parameter (K) = 0.20 NA.2.8 Exponent (n) = 0.50 NA.2.8 Probability factor (c prob ) = Exp.(4.2) c prob = 1.00 DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE Basic wind velocity (v b ): Basic wind velocity (v b ) = Exp. (4.1) Angle 0 90 180 270 v b (m/s) 16.87 16.01 18.39 21.41 Basic velocity pressure (q b ) Density of air ρ = 1.226 kg/m 3 NA.2.18 Basic velocity pressure q b = 0.5 . ρ . v b 2 Exp. (4.10) q b = 0.17 kN/m 2 Angle 0 90 180 270 q b (kN/m 2 ) 0.17 0.16 0.21 0.28 Terrain orography (c o ): Annex A.3 Orography condition is flat terrain + Table A.2 Orography factor c o = 1.00 Exp. (A.2) Upwind slope ( Φ ) = N/A Orographic location factor s = N/A c o = 1.00 Terrain roughness (c r ): Correction factor c r,T = 0.88 Figure NA.4 Roughness factor c r (z) = 1.50 Figure NA.3 Mean wind velocity (v m ): Mean wind velocity (v m ) = Angle 0 90 180 270 v m (m/s) 22.27 21.13 24.27 28.27 Wind Turbulence (I v ): Wind turbulance (I v ) = 0.11 NA.5 Tubulence correction factor (k I,T ) = 1.50 NA.6 c dir . c season . v b,o . c prob c r . c r,T . v b . c o Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE Peak velocity pressure (q p (z)) Peak velocity pressure q p (z) = z > 50m → Exp. (NA.4a) Angle 0 90 180 270 q p (z) (kN/m 2 ) 0.68 0.61 0.81 1.09 Pressure coefficients for sheeted scaffold Cl. 7.2.2 Height of scaffold (H) = 120.00 m Length of scaffold (L) = 40.80 m H / L = 2.94 Width of scaffold (B) = 41.10 m H/B = 2.92 Scaffold structure - 180 Zones A B C D E Units Table NA.4 c pe -1.20 -0.80 -0.50 0.80 -0.70 w e -0.97 -0.65 -0.40 0.65 -0.56 kN/m 2 Scaffold structure - 270 Zones A B C D E Units Table NA.4 c pe -1.20 -0.80 -0.50 0.80 -0.70 w e -1.31 -0.88 -0.55 0.88 -0.77 kN/m 2 Force coefficient for structural elements Force coefficient for scafffold tube TG20:21 Force coefficient (c f ) = 1.20 cl.4.2.3.4 Force coefficient for scafffold board Force coefficient (c f ) = 1.30 TG20:21 Structural coefficient cl.4.2.3.4 Structural coefficient for individual member (c s c d ) = 1.00 Wind force Wind force (F w ) = Exp. (5.3) Wind force on scaffold tube = 1.31 kN/m 2 Wind force on scaffold board = 1.42 kN/m 2 [1+3 . I v (z)] 2 . 0.5 . ρ . v m 2 c s c d . c f . q p (z e ) Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 1.3.2 Snow load (BS EN1991-1-3:2003 + A1:2007) Top boarded platform is exposed to snow loads and will be treated as flat roof. Exposure coefficient (C e) Exposure coefficient C e = 1.00 NA.2.15 Thermal coefficient (C t) Thermal coefficient C t = 1.00 NA.2.16 Snow load shape factor ( μ i ) Cl. 5.3.2 It can be safely assumed that top platform is flat Shape factor μ i = 0.80 Figure 5.1 Characteristic value of snow load on the ground (s k) NA.2.8 Zone no. = 3 zone Figure NA.1 Snow load on the ground s k = [0.15 + (0.1 Z + 0.05)] + [(A-100)/525) Exp. (NA.1) s k = 0.31 kN/m 2 Adjustment according to return period (s n) Annex D Period of exceedance (p o) = 50.00 years Probability of exceeedance (p) = 0.02 Adjustment according to return period s n = 0.31 kN/m 2 Annex D Snow load for persistent/transient situations (s) Snow load s = C e C t s k μ i s = 0.25 kN/m 2 Doc. No. Date 2026-02-06 Title: Revision C06 Location: 2.0 Structural Analysis - Scaffold 2.1 Boards Cl. 5.4 Load supported by scaffold board = DL + LL = 2.25 kN/m 2 Effective width of scaffold board = 0.225 m Cl. 5.4.3 Maximum transom spacings (t cc) = 0.90 m UDL on board (W) = 0.51 kN/m Bending moment (W x t cc 2 / 8) = 0.05 kNm BM capacity of a 38mm scaffold board = 0.48 kNm Cl. 5.4.1 0.48 kNm ≥ 0.05 kNm OK Shear load (W x t cc / 2) = 0.23 kN SF capacity of a 38mm scaffold board = 4.60 kN Table 5.8 4.60 kN ≥ 0.23 kN OK Concentrated Load Self-weight of scaffold board (SW) = 0.25 kN/m 2 Load supported by scaffold board (W) = 1.00 kN Maximum transom spacings (t cc) = 0.90 m Bending moment (W x L /4 + SW x t cc 2 / 8) = 0.25 kNm BM capacity of a 38mm scaffold board = 0.48 kNm Cl. 5.4.1 0.48 kNm ≥ 0.25 kNm OK Shear force (W) = 1.00 kN SF capacity of a 38mm scaffold board = 4.60 kN Table 5.8 4.60 kN ≥ 1.00 kN OK DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.2 Transoms 0.9 kN/m A B Main transom span (L)= 1.00 m Transom cantilever (L c) = 0.50 m UDL applied to main span = 2.03 kN/m UDL applied to cantilever = 0.90 kN/m Reaction at support A (R a) = 0.90 kN Reaction at support B (R b) = 1.58 kN Bending moment (W x L 2 / 8) = 0.25 kNm BM capacity of Type 4 scaffold tube = 1.12 kNm Table 5.9 1.12 kNm ≥ 0.25 kNm OK Shear force (W x L / 2) = 1.01 kN SF capacity of Type 4 scaffold tube = 29.10 kN Table 5.9 29.10 kN ≥ 1.01 kN OK Concentrated Load 1 kN A B Load applied to transom = 1.00 kN Reaction at support A (R a) = -0.50 kN Reaction at support B (R b) = 1.50 kN Bending moment (W x L) = 0.50 kNm 1.12 kNm ≥ 0.50 kNm OK Shear force (W) = 1.00 kN 29.10 kN ≥ 1.00 kN OK 2.03 kN/m Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.3 Ledger A B C Maximum ledger span (L)= 1.80 m Load applied to ledger (P) = 1.58 kN Reaction at support A (R a) = C (R c) = 2.07 kN Reaction at support B (R b) = 3.74 kN Bending moment ( 0.188 x P x L )= 0.53 kNm BM capacity of Type 4 scaffold tube = 1.12 kNm Table 5.9 1.12 kNm ≥ 0.53 kNm OK Shear load (11 x W / 16) = 1.08 kN SF capacity of Type 4 scaffold tube = 29.10 kN Table 5.9 29.10 kN ≥ 1.08 kN OK Capacity of Class 'B' fitting = 9.10 kN No. of fittings = 1.00 no. 9.10 kN ≥ 3.74 kN OK Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.4.1 Fan 0.68 kN/m A B Maximum transom span (L)= 1.45 m UDL applied to transom (W x t cc)= 0.68 kN/m Reaction at support A (R a) = B (R b) = 0.49 kN Bending moment (W x L 2 / 8) = 0.18 kNm BM capacity of Type 4 scaffold tube = 1.12 kNm Table 5.9 1.12 kNm ≥ 0.18 kNm OK Shear force (W x L / 2) = 0.49 kN SF capacity of Type 4 scaffold tube = 29.10 kN Table 5.9 29.10 kN ≥ 0.49 kN OK Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.4.2 Fan Ledger A B C Maximum ledger span (L)= 1.80 m Load applied to ledger (P) = 0.49 kN Reaction at support A (R a) = C (R c) = 0.64 kN Reaction at support B (R b) = 1.16 kN Bending moment ( 0.188 x P x L )= 0.17 kNm BM capacity of Type 4 scaffold tube = 1.12 kNm Table 5.9 1.12 kNm ≥ 0.17 kNm OK Shear load (11 x W / 16) = 0.34 kN SF capacity of Type 4 scaffold tube = 29.10 kN Table 5.9 29.10 kN ≥ 0.34 kN OK Capacity of Class 'B' fitting = 9.10 kN No. of fittings = 1.00 no. 9.10 kN ≥ 1.16 kN OK Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.4.3 Fan Brace Capacity - Vertical No of braces = 1 Vertical load onto each braces = 1.16 kN Approx. brace angle (from vertical) = 35.00 ⁰ Axial load per brace (load/cos( θ )) = 1.42 kN Capacity of Class 'A' fitting = 6.10 kN No. of fittings = 1.00 no. 6.10 kN ≥ 1.42 kN OK Effective length of scaffold tube = 3.63 m Table 5.10 Axial capacity in 3.63 m scaffold tube = 11.06 kN 11.06 kN ≥ 1.42 kN OK Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.4.4 Fan Scaffold Tube and Fittings Weight Length T. Weight 0.0437 1.80 0.08 0.0437 1.35 0.12 0.0437 3.08 0.13 0.0112 --- 0.07 0.40 kN/m m kN No of fans = 4 Total (kN) = 1.59 kN Boarded area: Length Width Weight No. T. Weight 1.80 2.03 0.25 4.00 3.65 m m kN/m² no. kN Live Load Length Width Load No. T. Weight 1.80 2.03 0.75 1.00 2.74 m m kN/m² no. kN Total Load Total dead load = 5.24 kN Main Platform Units Main Platform Fittings 6.00 Total: Units no. No. Ledgers 1.00 Transoms 2.00 Units L.Braces 1.00 Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.5.1 Standards - Typical Element No. Length (m) Total (m) No. Length Total (m) Standards 1.00 120.00 120.00 1.00 120.00 120.00 1.00 111.76 111.76 1.00 88.00 88.00 1.00 91.52 91.52 1.00 50.70 50.70 Ledgers 69.00 1.80 124.20 69.00 1.80 124.20 Transoms 69.00 0.50 34.50 69.00 0.50 34.50 20.00 1.00 20.00 20.00 0.50 10.00 L. Braces 33.00 0.90 29.70 33.00 0.90 29.70 39.00 1.00 39.00 39.00 1.00 39.00 F. Braces 33.00 1.40 46.20 33.00 1.40 46.20 39.00 1.28 49.73 39.00 1.28 49.73 P. Brace 9.00 2.06 18.53 9.00 2.06 18.53 Guardrail 73.00 1.80 131.40 103.00 1.80 185.40 816.54 795.96 35.68 34.78 Element No. SW (kN) Total (kN) No. SW (kN) Total (kN) Fitting 387.00 0.011 4.33 417.00 0.011 4.67 Area Length(m) Width (m) Area (m²) Length(m) Width (m) Area (m²) Main Plat. 1.80 0.45 0.81 1.80 0.68 1.22 Cant. Plat. 1.80 0.45 0.81 - - - 0.41 0.30 4.86 3.65 Area Length(m) Width (m) Area (m²) Length(m) Width (m) Area (m²) Main Plat. 1.80 0.50 0.90 1.80 0.50 0.90 Cant. Plat. 1.80 0.50 0.90 - - - 2.48 1.80 3.71 2.70 Scaffold Fittings Inside Standard Outside Standard Total Length (m) Total Length (m) Total Weight per lift (kN) Total Weight per lift (kN) Outside Standard Boarded Area Inside Standard Outside Standard Self-weight of boards = 0.25 kN/m² Self-weight of tubes = 0.0437 kN/m² Total Weight (kN) Total Weight (kN) LL on MP = 2kN/m² ; LL on CP = 0.75 kN/m² Total Weight per lift (kN) Total Weight per lift (kN) No. of working lifts = 1.5 Total Weight (kN) Total Weight (kN) Live Load Inside Standard Scaffold Tube Inside Standard Outside Standard No. of boarded lifts = 12 Total Weight (kN) Total Weight (kN) Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 44.88 48.34 48.59 53.78 2.70 2.70 18.02 18.02 3.00 3.00 54.06 54.06 OK OK Axial Capacity (kN) Axial Capacity (kN) No of Standards No of Standards Total (kN) Total (kN) Effect Length of Standards (m) Total Load (kN) Total Load (kN) Effect Length of Standards (m) Total DL (kN) Total DL (kN) Inside Standard Outside Standard + Fan Total Vertical Load Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.5.2 Standards - check on single standard top lift - conservatively Element No. Length (m) Total (m) No. Length Total (m) Standards 1.00 20.24 20.24 1.00 20.24 20.24 Ledgers 12.00 1.80 21.60 12.00 1.80 21.60 Transoms 21.00 1.00 21.00 21.00 0.50 10.50 L. Braces 11.00 1.12 12.30 11.00 1.12 12.30 F. Braces 11.00 1.35 14.80 11.00 1.35 14.80 P. Brace 0.00 2.06 0.00 0.00 2.06 0.00 Guardrail 16.00 1.80 28.80 16.00 1.80 28.80 118.74 108.24 5.19 4.73 Element No. SW (kN) Total (kN) No. SW (kN) Total (kN) Fitting 72.00 0.011 0.81 72.00 0.011 0.81 Area Length(m) Width (m) Area (m²) Length(m) Width (m) Area (m²) Main Plat. 1.80 0.45 0.81 1.80 0.68 1.22 Cant. Plat. 1.80 0.45 0.81 - - - 0.41 0.30 2.43 1.82 Area Length(m) Width (m) Area (m²) Length(m) Width (m) Area (m²) Main Plat. 1.80 0.50 0.90 1.80 0.50 0.90 Cant. Plat. 1.80 0.50 0.90 - - - 2.48 1.80 3.71 2.70 8.43 11.41 12.14 14.11 Total Weight (kN) Total Weight (kN) Total Vertical Load Inside Standard Outside Standard + 1 Fan Total DL (kN) Total DL (kN) Total Load (kN) Total Load (kN) Total Weight (kN) Total Weight (kN) Live Load Inside Standard Outside Standard LL on MP = 2kN/m² ; LL on CP = 0.75 kN/m² Total Weight per lift (kN) Total Weight per lift (kN) No. of working lifts = 1.5 Inside Standard Outside Standard Boarded Area Inside Standard Outside Standard Self-weight of boards = 0.25 kN/m² Total Weight per lift (kN) Total Weight per lift (kN) No. of boarded lifts = 6 Scaffold Tube Inside Standard Outside Standard Total Length (m) Total Length (m) Self-weight of tubes = 0.0437 kN/m² Total Weight (kN) Total Weight (kN) Scaffold Fittings Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 3.00 3.00 15.10 15.10 1.00 1.00 15.10 15.10 OK OK Effect Length of Standards (m) Effect Length of Standards (m) Axial Capacity (kN) Axial Capacity (kN) No of Standards No of Standards Total (kN) Total (kN) Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.5.3 Standard - Inside standard at double width scaffold Scaffold Tube and Fittings Weight Length T. Weight 0.0437 7.50 0.33 0.0437 1.80 0.39 0.0437 0.50 0.13 0.0437 1.01 0.15 0.0437 1.35 0.21 0.0437 2.06 0.00 0.0437 0.00 0.00 0.0112 --- 0.24 1.45 kN/m m kN Boarded area: Length Width Weight No. T. Weight 1.80 0.90 0.25 2.00 0.81 m m kN/m² no. kN Live Load Length Width Load No. T. Weight 1.80 0.50 2.00 1.00 1.80 m m kN/m² no. kN Total Load Total vertical load = 4.06 kN Effective length of scaffold tube = 2.80 m Table 5.10 Number of standards = 1.00 no. Axial capacity in 2.8 m scaffold tube = 16.95 kN 16.95 kN ≥ 4.06 kN OK Units Units no. Main Platform Units Main Platform F.Braces 3.50 P.Braces 0.00 Guardrails 0.00 Fittings 21.00 Total: No. Standards 1.00 Ledgers 5.00 Transoms 6.00 L.Braces 3.50 Doc. No. Date 2026-02-06 Title: Revision C06 Location: DESIGN CALCULATIONS AL3768-KIT-XX-XX-C-S-0001 DEMOLITION SCAFFOLD 1 UNDERSHAFT, LONDON, EC3A 8EE 2.6 Puncheons - South Beam REV P08 Element No. Length (m) Total (m) No. Length Total (m) Standards 1.00 109.00 109.00 1.00 109.00 109.00 1.00 97.00 97.00 1.00 88.00 88.00 1.00 69.60 69.60 1.00 40.50 40.50 Ledgers 58.00 1.80 104.40 58.00 1.80 104.40 Transoms 57.00 0.50 28.50 57.00 0.50 28.50 30.00 1.50 45.00 30.00 0.50 15.00 L. Braces 57.00 1.12 63.73 57.00 1.12 63.73 F. Braces 57.00 1.35 76.69 57.00 1.35 76.69 P. Brace 9.00 2.06 18.53 9.00 2.06 18.53 Guardrail 64.00 1.80 115.20 86.00 1.80 154.80 727.65 699.15 31.80 30.55 Element No. SW (kN) Total (kN) No. SW (kN) Total (kN) Fitting 335.00 0.011 3.75 357.00 0.011 4.00 Area Length(m) Width (m) Area (m²) Length(m) Width (m) Area (m²) Main Plat. 1.80 0.45 0.81 1.80 0.68 1.22 Cant. Plat. 1.80 0.45 0.81 - - - 0.41 0.30 3.65 2.73 Area Length(m) Width (m) Area (m²) Length(m) Width (m) Area (m²) Main Plat. 1.80 0.50 0.90 1.80 0.50 0.90 Cant. Plat. 1.80 0.50 0.90 - - - 2.48 1.80 3.71 2.70 Live Load Inside Standard Outside Standard LL on MP = 2kN/m² ; LL on CP = 0.75 kN/m² Total Weight per lift (kN) Total Weight per lift (kN) No. of working lifts = 1.5 Total Weight (kN) Total Weight (kN) Scaffold Tube Inside Standard Outside Standard Total Length (m) Total Length (m) Self-weight of tubes = 0.0437 kN/m² Total Weight (kN) Total Weight (kN) Scaffold Fittings Inside Standard Outside Standard Boarded Area Inside Standard Outside Standard Self-weight of boards = 0.25 kN/m² Total Weight per lift (kN) Total Weight per lift (kN) No. of boarded lifts = 9 Total Weight (kN) Total Weight (kN)