PART 1: GENERAL I OVERVIEW Package CW1 The package CW1 have bridge including Bon Tong bridge + Total length of Bon Tong bridge: L = 30 m Pier P1 dimension - Dimension of Pier column P1 Lb= + Length 12.00 Bb= + Width 4.80 Hb= + Height 0.50 m m m 3000 3000 General layout of scaffold for Temporary bridge 6750 6750 8000 5300 8000 30000 6750 6750 Figure General layout of scaffold (1/2) 800 Figure General layout of scaffold (2/2) SPECIFICATIONS Specifications used for calculation sheet are: - Bridge design standard 22TCN 272-05 - Bridge construction standard 22TCN 200-1989 - Design document of Bon Tong bridge - Other documents (spectify when using) Page MATERIAL 4.1 Steel for structure - Steel grade (according to the TCVN 5709: 2009) - Yield strength - Calculated strength - Density - Elastic module 4.2 Concrete - Compressive strength at 28 days old - Density of reinforcement concrete - Elastic module Fy= R = 0.8*fy = gs = Es = fc= gc = 1.5 Ec =0.043gc fc = CT38 250 Mpa 1600 kg/cm2 7850 kg/m3 210000 Mpa 30 Mpa 2500 kg/m3 29440 Mpa 4.3 Material property a Shape steel H350 b Shape steel H350 c Shape steel U150 d Shape steel I200x100 e Shape steel L100x100 PART 2: STRUCTURE CHECKING FORMULA STRENGTH CHECKING 1.1 Flexural member a Conditional of normal stress - Checking formulation of normal stress as follows:  N My Mz   R F Wy Wz Where: σ = Maximum normal stress Page R= N= F= My = Mz = Wy = Wz = Strength calculation of steel material Axial force Cross section area Bending moment about y axis Bending moment about z axis Modulus of section about y axis Modulus of section about z axis b Conditional of shear stress - Checking formulation of shear stress as follows: Where: = [] = Q= S= I= b=  QS    Ib Maximum shear stress Allowable shear stress, t = 0.58R Shear force Static moment of cutting area about neutral axis Moment of inertia Thickness of web 1.2 Compression member a Axial compression (6.9.4.1, 22TCN 272-05 ) - For members that satisfy the width/thickness requi rements specified in Article 6.9.4.2 , the nominal compressive resistance, Pn, shall be taken as: If  ≤ 2.25 then Pn = 0.66* FyAs (6.9.4.1-1, 22TCN 272-05 ) If  ≥ 2.26 then Pn = 0.88*FyAs/ (6.9.4.1-2, 22TCN 272-05 ) In which:  Kl  Fy   rs  E   As = Gross cross-sectional area Fy = Specif ied minimum yield strength As = Modulus of elasticity E = Effective length factor K = Unbraced length rs = Radius of gyration about the plane of buckling b Combined axial compression and flexure (6.9.2.2, 22TCN 272-05 ) - The axial compressive load; Pu and concurrent moments, Mux and Muy, calculated for the factored loading by elastic analytical procedures shall satisfy the following relationship: If If In which: Pr = Mry = Mrz = Muy = Muz = Pu  0, Pr Pu  0, Pr , , M Pu M  ( uy  uz )  Pr M ry M rz (A6.9.2.2-1-TCN272-05) Pu M uy M uz  (  ) 1 Pr M ry M rz (A6.9.2.2-2-TCN272-05) Factored compressive Factored flexural resistance about the y-axis Factored flexural resistance about the z-axis Factored flexural moment about the y-axis caculated Factored flexural moment about the z-axis caculated 1.3 SERVICE CHECKING - Formulation for displacement checking as follows: f1≤ [f1] f2 ≤ [f2] Page Where: f1, f2 = Maximum displacement at middle span and the end of free cantilever span, corresponding [f1] = L/400= Allow displacement at middle span (Article 3.36, 22TCN 18-79) [f2] = L/250= Allow displacement at the end of free cantilever span (Article 3.36, 22TCN 18-79) L= Length of span PART 3: CALCULATION LOAD AND LOAD FACTOR 1.1 Load and load factor Loads and respective load factors are as follows: Load factor No Load Strength Service Super T girder load, hbt 1.30 1.00 Load of Vehicle transport girder 1.30 1.00 Self weight 1.20 1.00 Wind load, η4 1.00 1.00 Reference Article 2.23, table 13 22TCN 200-1989 Article 2.23, table 13 22TCN 200-1989 Article 2.23, table 13 22TCN 200-1989 Article 2.23, table 13 22TCN 200-1989 1.2 Calculation content of scaffold - Check strength - Deflection checking 1.3 Checked items - Horizontal beam I200x100 - Temporary bridge H350 - Truss H350 and its bracings - Temporary columns D1000x10mm and its bracing - Scaffolding system at hollow section - Formwork component LOAD CALCULATION 2.1 Concrete load 6750 3000 3000 a Distribution of load on cross-section of Temporary bridge 6750 Figure Load distribution on cross-section of Temporary bridge b Divide concrete block for calculating loads: Temporary bridge shall be constructed into stages - Load S1 is a concentrated load impacting on Temporary bridge Load's value is: (calculated for 1m) bt P 1i = Bi*Di*γc (T) In which Bi : Width effection to beam (m) Di : Distribution thickness of load S1 impacting on respective Temporary bridge, m (It's distance from center to center of consecutive cross beams) γc : Density of concrete, T/m3 Loads- Load factors: - Load of Super T girder, unit weight 2.50 T/m3 Page - Load factor n=1,1 (Table 13 - 22TCN200-1989) - Load of Vehicle transport girder - Load factor n=1,3 (Table 13 - 22TCN200-1989) - Selfweight of structure - Load factor n=1,2 (Table 13 - 22TCN200-1989) + Vertical wind load (kg/m2) shall be calculated as following formula qH = qo.k.c = 22 (kg/m2) qo - Pressure of dynamic wind; value is as 55 kg/m2 (Refer Table 4.1 Page 263 QCXDVN 02:2008/BXD) c - Aerodynamic factor, c = 0,4 k - Factor considered for changing of wind pressure, depends on the height , k = (h< 10m) ( Point 2.17 -22TCN 200: 1989) - Load factor n=1,00.(Table 13 - 22TCN200-1989) - Standard concrete loads impacting on Temporary bridges are: ( At location have not web) No Name of Load Super T girder Vehicle transport girder Selfweight of structure Wind load Unit Value T T T T 75.000 8.900 P1 Left P2 Left P2 Left (P1 Right) (P2 Right) (P2 Right) Note 12.500 12.500 12.500 1.483 1.483 1.483 CACULATED IN MIDAS Vertical wind load effected on structual c Horizontal wind load effected on supporting system - Horizontal wind load on the supporting system is calculated by the formula: - Value of static component of standard wind load perpendicular by calculated surface of temporary structure is calculated by: + Horizontal load (kg/m2) shall be calculated as following formula qH = qo.k.c = 22 (kg/m2) qo - Pressure of dynamic wind; value is as 55 kg/m2 (Refer Table 4.1Page 263 QCXDVN 02:2008/BXD) c - Aerodynamic factor, c = 0,4 k - Factor considered for changing of wind pressure, depends on the height , k = (h< 10m) ( Point 2.17 -22TCN 200: 1989) - Load factor n=1,00 (Table 13 - 22TCN200-1989) Page PART CHECKING SCAFFOLDING STRUCTURE 4.1 Calculating diagram of Pailey bridge 11590 9000 3050 1300 5060 12000 9000 9000 4.2 Model and analyse 3D structure by Midas Civil 4.3 Materials description Materials properties Page Shape steel V100 Shape steel H350 Shape steel I200 Shape steel I300 Page Shape steel 2U150x75 Shape steel 2U100x50 4.4 Loads effect on structual Vehical transport super T girder Super T girder load Page Load combinations effect Pailey bridge 4.5 Result Using program Midas version 7.01 to calculated Stress of Pailey birdge Page Stress of shape steel I300 Stress of shape steel I200 Stress of supporting system ( Shape steel H350) 4.6 Reaction of supporting system Maximum reaction of supporting system is R= 12.86 T Page 10 - Stress checking table of Pailey bridge and supporting system No Temporary bridge Material Pailey bridge Shape steel I300 I300 Shape steel I200 I200 Support system 4.7 Checking connection - Location connection Stress (kg.cm2) Allowed Stress (kg.cm2) Check 1067.930 8.000 542.229 165.292 1600 1600 1600 1600 OK OK OK OK Note - Moment diagrame (T.m) - Shear diagrame (T) Page 11 * Applied load: - Shear load acting on the embedded item: Q= 1.831 (T) * Characteristic of welding: - h : Depth of welding h= 10.0 (mm) - msc: Factor depend of face welding 0.7 (Table 3-15 22TCN-18-79) - hsc : Depth welding calculate hsc=msc.h= 7.0 (mm) - Rh : Shearing strength of fillet weld Rh= 0.75*R0 = 1500 (kg/cm2) - m : Work condition factor of welding m= 0.900 * Checking welding connect H400 and embedded items: - L : Total length welding connect H300 and embedded items L= 43.2 (cm) - Af1 : Total area welding calculate connect H300 and embedded items Af1 = 30.240 (cm2) - Maximun stress in the weld caused by shear: τ = 60.54894 (kg/cm2) < Rh= 1500 (kg/cm2) (OK) => Conclusion: PC30 in wedge steel ensure bearing capacity Page 12 ... girder Super T girder load Page Load combinations effect Pailey bridge 4.5 Result Using program Midas version 7.01 to calculated Stress of Pailey birdge Page Stress of shape steel I300 Stress of... supporting system is R= 12.86 T Page 10 - Stress checking table of Pailey bridge and supporting system No Temporary bridge Material Pailey bridge Shape steel I300 I300 Shape steel I200 I200 Support... (Table 13 - 22TCN200-1989) Page PART CHECKING SCAFFOLDING STRUCTURE 4.1 Calculating diagram of Pailey bridge 11590 9000 3050 1300 5060 12000 9000 9000 4.2 Model and analyse 3D structure by Midas