Sub-station

 16 years manufacturer for metal truss, mobile stage, aluminium scaffolding, barriers, etc,.

To reinforce the scaffolding and calculation method Industry dynamic - - aluminum alloy scaffolding manufacturer Focus - aerial work platform Jiangsu shizh

by:Shizhan     2020-09-08
The engineering scaffold through inspection of steel pipe scaffold fastener percent of pass is 10%, will now of the project to reinforce the scaffolding, scaffolding to 12 meters below the double stud, 12 meters is still ChanLi rod. In increasing poling place corresponding fasteners, and in each brace endpoint increase fasteners to reinforcement. Now will be presented calculation is as follows: the calculation of steel pipe scaffold with reference to the construction fastener type steel pipe scaffold safety technical specifications '( JGJ130 - 2001). 。 Calculation of the scaffold for the double row scaffolding, erection of height is 18. 0 m, 12. 0 meters using double tube poling, 12. 0 meters using single pipe vertical pole. The erection size for: poling of longitudinal distance of 1. 80 meters, vertical horizontal distance of 1. 20 meters, the stud from step 1. 80 meters. Use of steel pipe type of 48 x 3. 5, even the wall with 2 step 3, the vertical spacing of 3. 60 meters, 5 horizontal spacing. 40 meters. The construction of the uniformly distributed load is 2. 0 kn/m2, construction layer 2 at the same time, scaffolding, a total of 4 layer. A, the calculation of the ledger: main rail according to the strength of three spans continuous beams and deflection calculation, the top of the main rail in a small bar. According to the big of scaffold board and live loads above the ledger as uniformly distributed load calculation of ledger maximum bending moment and deformation. 1. Uniformly distributed load value calculation of ledger standard weight of P1 = 0. 038 kn/m scaffolding load standard values of P2 = 0. 350×1. 200/3 = 0. 140 kn/m live load standard values of Q = 2. 000×1. 200/3 = 0. The calculated value of static load of 800 kn/m q1 = 1. 2×0. 038 + 1. 2×0. 140 = 0. The calculated value of live load 214 kn/m q2 = 1. 4×0. 800 = 1. 120 kn/m main rail diagram calculation load combination ( Across different maximum bending moment and the maximum deflection) Main rail diagram calculation load combinations ( Bearing the maximum bending moment) 2. Strength calculation of maximum bending moment considered three spans continuous beam under the action of uniformly distributed load bending moment across the largest bending moment calculation formula is as follows: across the maximum bending moment of M1 = ( 0. 08×0. 214 + 0. 10×1. 120). ×1. 8002 = 0. 418 kn。 M computation formula of maximum bending moment is as follows: support maximum bending moment of the M2 = - ( 0. 10×0. 214 - 0. 117×1. 120). ×1. 8002 = - 0. 494 kn。 M we choose to support strength and checking calculation of maximum bending moment and bending moment in the across: = 0. 494×106/5080. 0 = 97. 231 n/was the calculation of the ledger strength less than 205. 0 n/was, meet the requirements! 3. Deflection calculation of the maximum deflection considered three spans continuous beam under the action of uniformly distributed load deflection calculation formula is as follows: static load standard values q1 = 0. 038 + 0. 140 = 0. 178 kn/m live load standard values q2 = 0. 800 kn/m three span continuous beam under the action of uniformly distributed load the maximum deflection of V = ( 0. 677×0. 178 + 0. 990×0. 800). ×1800. 04 / ( 100×2. 06×105×121900. 0) = 3. 816 mm of ledger maximum deflection is less than 1800. 0/150 to 10 mm, meet the requirements!
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