Project Job No.Part of Structure Sheet no. Rev. TOWER CRANE FOUNDATION 1 C Calc. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref. Calculations Output INDEX 1. Introduction 2. Reference Documents and Drawings 3. Design Codes used 4. Material Properties 5. Soil bearing capacity 6. Design methodology 7. Design Loads 8. Foundation Design 9. Reinforcement sketch 10. Appendix- A :Manufacturers tower crane data sheet base tower section= 12. TOWER CRANE FOUNDATION 2 C Calc. H = 85 kN Vertical Load. M = 4781 kN-m Horizontal force.00m. Part of Structure Sheet no. Project Job No. SOIL BEARING CAPACITY 2 The allowable soil bearing capacity is taken as 210 kN/m (based on soil investigation report) 6.80m Tower section= 4.1986 : Code of practice for foundations BS 449 – 2005 : Steel for the reinforcement of concrete 4.00m.5 Checking for sliding stability and soil bearing capacity Calculations for steel reinforcement required Checking for punching shear 7. Calculations Output 1. . the most critical design loads are considered (crane in operations) as follows: Case 1: radius 70. 2. The data sheet is included in appendix -A 3.42m Moment. M = 4354 kN-m Horizontal force. MATERIAL OF PROPERTIES Concrete compressive strength at 28 days Blinding concrete C20 : 20 Mpa Footing C40 : 40 Mpa Reinforcement: steel bars of yield strength not less than 460 Mpa 5. H = 91 kN Vertical Load. Hook height = 52. Tower section= 4.14m.14m. DESIGN METHODOLOGY The footing dimensions are estimated based on overturning moment calculations with factor of safety 1. Rev. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref. Hook height =43. DESIGN LOADS As per manufacturer’s data sheet. V = 948 kN Both cases are designed. REFERENCE DOCUMENTS AND DRAWINGS The following drawings and documents have been referred for establishing design forces Foundation reaction forces data sheet – for 36m high tower crane with 70m and 60m boom length.00m. INTRODUCTION This design report covers the structural analysis and design of foundation for tower crane to be installed. V = 902 kN Case 2: radius 70. DESIGN CODES USED BS 8110.1997 : Structural use of concrete BS 8004. base tower section= 12.42m Moment. 198) = 202 kN/m < 215 kN/m (/ c) (c.3-1.198– (6.95 < L/3 = 6.3 x 6.13m Vertical force Vfoundation = 6.3 x 1. Calculations Output 8. Part of Structure Sheet no. hF=1.40m.3 x 1.15– 1.98m.27m. L=6.198) ((1.198 m Soil pressure 2 x Vtotal/ (3 L c) 2 2 = 2 x2291 / (3 x 6.3 /3 = 2.952 = 1. Project Job No. h1=0.40 x 25 = 1389 kN Vcrane = = 902 kN Vtotal = = 2291 kN Moment at base MB = M + H x hf = 43541 +85 x 1.40 = 4473 kN-m Eccentricity. Hook height =43.00m. h2=1.80m b= 1. FOUNDATION DESIGN - Case -1: Radius 70. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref.(L-b)/6) 2 = (202/ 1. e = MB / Vtotal = 4473 / 2291 = 1.10 m c= L/2 –e = 3. Rev. TOWER CRANE FOUNDATION 3 C Calc.98/6)) = 81 kN/m .30m. Reinforcement Fy=460 d= 1400. Part of Structure Sheet no. Rev.81) x 2.16 /2) = 378 kNm /m Reinforcement calculations Factored moment.30m x 1.75 -25. spacing at 200mm c/c 2 Area provided =490 *1000 /200 = 2450 mm /m Provide 25 dia bars at 200 mm c/c Foundation size 6.50 x 378 = 567 kNm / m Grade of concrete M40.09 Minimum % of steel = 0.98) /2 = 2.25/2 = 1388 mm 2 6 2 2 Mu/ bd = 567x 10 / (1000 x 1288 ) = 0. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref.4 x 25 x 2.16 x 1000 x 1288 /100 2 = 2060 mm /m Use 25mm dia bars.16 As = 0. Mu = 1.34 N/mm per meter width From BS 8110-3 : chart 1 100 As/ bd = 0.16 /3 – (1. Project Job No.16 m 2 2 2 Max M1 = (81 x 2. TOWER CRANE FOUNDATION 4 C Calc.30m x 6.30 – 1.16 /2 ) + (202.40m . Calculations Output = (d / 2 ) + ( x (d /3) – (hF x 25 x d /2) 2 2 2 Max M1 d= (L-b) /2 = ( 6. Calculations Output Check for force at foundation anchors The largest tensile and compressive forces per foundation anchor are Max Df = .1780 kN ----------compressive force Max. Zf = + (M/ (b sqrt(2)) – (V/4)= (4354/ 1. 2 Area of steel required = 1152 x 1000 / 460 = 2504 mm Using dia 20 bars. Part of Structure Sheet no. cos 30) = 1330/ (2 x cos 30) = 768 kN Factored force =1. .Tensile force Tensile force. Rev. max Z = Zf/ (2 . by Date Chck’d by Date App'd by Date LG 24-10-16 Ref.(M/ (b sqrt(2)) – (V/4)= -(4354/ 1. TOWER CRANE FOUNDATION 5 C Calc. Number of bars required = 2504 / 314 = 8 bars Provide 8 nos of dia 20 bars in both directions at each anchor location.98 x sqrt (2)) – (902/4) = 1330 kN------------.98 x sqrt (2)) – (902/4) = . Project Job No.50 x 768 = 1152 kN Using 460 grade steel. b= 1.40m. Calculations Output Checking for Punching shear Punching force = 1780 kN Factored punching force = 1.50m. TOWER CRANE FOUNDATION 6 C Calc.40 x 25 = 1479 kN Vcrane = = 948 kN . provide 10 nos of dia 16 mm bars Case -2 Radius 70.5 x 6. Rev. Project Job No. Part of Structure Sheet no.27m.00m. L=6. Hook height = 52.5 x 1. h2=1. h1=0.05 N/mm >> 1.13m Vertical force Vfoundation = 6. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref.00m.48 N/mm Nominal steel for punching shear is provided at each column locations.98m. hF=1. Each plate is of approximately 350mm x 350mm Punching stress under support = 2670 x 1000 / (4 *350 x 1288) 2 = 1.8 sqrt (fcu) = 0.5 x 1780 = 2670 kN The leg is fixed using several plates welded to the main shaft .8 x sqrt (40) 2 2 = 5.48 N/mm Allowable shear stress = 0. 26 /2) = 412 kNm /m Reinforcement calculations Factored moment.40 = 4908 kN-m Eccentricity.26 /3 – (1.5-1. Rev.25/2 = 1388 mm . e = MB / Vtotal = 4908 / 2427 = 2.022 < L/3 = 6.166 m c= L/2 –e = 3.50 – 1.227) = 203 kN/m < 215 kN/m (/ c) (c.98) /2 = 2.227– (6.227 m Soil pressure 2 x Vtotal/ (3 L c) 2 2 = 2 x 2427 / (3 x 6.26 /2 ) + (203.75 -25. Project Job No.78) x 2.4 x 25 x 2.227) ((1.(L-b)/6) 2 = (203/ 1. Calculations Output Vtotal = = 2427 kN Moment at base MB = M + H x hf = 4781 + 91 x 1. Mu = 1. TOWER CRANE FOUNDATION 7 C Calc.50 x 412 = 618 kNm / m Grade of concrete M40. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref.5 /3 = 2. Reinforcement Fy=460 d= 1400.5 x 1.26 m 2 2 2 Max M1 = (78 x 2.25– 2.022 = 1. Part of Structure Sheet no.98/6)) = 78kN/m = (d / 2 ) + ( x (d /3) – (hF x 25 x d /2) 2 2 2 Max M1 d= (L-b) /2 = ( 6. 37 N/mm per meter width From BS 8110-3 : chart 1 100 As/ bd = 0.50 x 849 = 1274 kN Using 460 grade steel. Part of Structure Sheet no.Tensile force Tensile force. Zf = + (M/ (b sqrt(2)) – (V/4)= (4781/ 1. Rev. spacing at 200mm c/c 2 Area provided =490 *1000 /200 = 2450 mm /m Provide 25 dia bars at 200 mm c/c Foundation size 6. TOWER CRANE FOUNDATION 8 C Calc.(M/ (b sqrt(2)) – (V/4)= -(4781/ 1.16 x 1000 x 1288 /100 2 = 2060 mm /m Use 25mm dia bars.1945 kN ----------compressive force Max. Calculations Output 2 6 2 2 Mu/ bd = 618 x 10 / (1000 x 1288 ) = 0.10 Minimum % of steel = 0.50m x 6. max Z = Zf/ (2 .50m x 1. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref. cos 30) = 1471/ (2 x cos 30) = 849 kN Factored force =1.16 As = 0.40m Check for force at foundation anchors The largest tensile and compressive forces per foundation anchor are Max Df = .98 x sqrt (2)) – (948/4) = 1471 kN------------. Project Job No. 2 Area of steel required = 1274 x 1000 / 460 = 2770 mm .98 x sqrt (2)) – (948/4) = . 8 x sqrt (40) 2 2 = 5. Part of Structure Sheet no.62 N/mm Nominal steel for punching shear is provided at each column locations. Number of bars required = 2770 / 314 = 8. Each plate is of approximately 350mm x 350mm Punching stress under support = 2918 x 1000 / (4 *350 x 1288) 2 = 1. Checking for Punching shear Punching force = 1945 kN Factored punching force = 1. TOWER CRANE FOUNDATION 9 C Calc.5 x 1945 = 2918 kN The leg is fixed using several plates welded to the main shaft . provide 10 nos of dia 16 mm bars .8 bars Provide 9 nos of dia 20 bars in both directions at each anchor location. Rev.05 N/mm >> 1.8 sqrt (fcu) = 0. Project Job No.62 N/mm Allowable shear stress = 0. Calculations Output Using dia 20 bars. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref. Part of Structure Sheet no.4 m Dia 25 @ 200 c/c .30M x 1.40m .z --0· -65- �s- ·130- -160- ·50· -SO- N 9 @ 10 x 0 16 .30M x 6. REINFORCMENT SKETCH Concrete: B 25 C40 460500 S Structural steel: BSt BSt 500 M A393 MESH 1.00M HOOK HEIGHT.80M HOOK HEIGHT. Project Job No. TOWER CRANE FOUNDATION 10 C Calc. Calculations Output 9. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref..50M x 1.0 m per anchor = total 4 x 1 O 40 pieces NOTES: FOR 43. Rev.50M X 6.40m FOR 52. FOUNDATION SIZE 6. 5. FOUNDATION SIZE 6.See note .. by Date Chck’d by Date App'd by Date LG 24-10-16 Ref. Rev. Project Job No. TOWER CRANE FOUNDATION 11 C Calc. Part of Structure Sheet no. Calculations Output 10. APPENDIX –A MANUFACTURERS TOWER CRANE DATA SHEET .