pole of the vertical distance 1.50m

Scaffolding of a project reference to "norms" and "check standard" structural design and construction. The design of engineering scaffold 36 meters below with floor-double steel scaffolding, 36 meters above the use of cantilever-style steel scaffold. Use of steel scaffolding, fasteners were detected qualified.

Design of steel tubular scaffold floor height of 36 meters, select φ48 × 3.5 pipe, pole of the vertical distance 1.50m, pole of the horizontal distance 1.05m, pole steps away from the 1.80m, with a 2-step 3 piece wall cross, vertical spacing 3.60m, the level spacing of 4.50m. Construction of uniformly distributed load for the 3.0KN / ㎡, the design while construction of two layers. Scaffold with 1.5m × 1m chip pieces of bamboo scaffold, 25 meters below the shop for 6 layers over layers of 25 meters above the shop. Protective railings railings and retaining pin and the frame body of the same material used in the φ48 × 3.5 steel, two steps above the layers of settings. Dense mesh-style safety net with fire-retardant safety net, outside closed set. Bridging the interval set in step 4. Horizontal brace set around the corner, the middle of every 6 to set a cross.

Third, the scaffolding calculated

1. Longitudinal horizontal bar (large bar) is calculated:

Vertical horizontal bar in accordance with the three-span continuous beam intensity and deflection calculations, large bar in a small bar above. Scaffold ledger in accordance with the above films and live load uniform load calculated as a large bar of the moment and deformation.

(1) The value of uniform load

The weight of the standard value of ledger P1 = 0.038KN / m

Scaffold standard value Load film P2 = 0.35 × 1.5 / 3 = 0.175KN / m

Live load standard value Q = 3.0 × 1.5 / 3 = 1.50 KN / m

Static load calculation q1 = 1.2 × (0.038 +0.175) = 0.256 KN / m

Live load calculations q2 = 1.4 × 1.5 = 2.10 KN / m

(2) Strength

Maximum bending moment to consider three-span continuous beam under uniform load moment.

The largest bending moment across M1max = 0.08 q1L2 +0.10 q2L2

= (0.08 × 0.256 +0.10 × 2.1) × 1.52

= 0.519 KN · m

Supports maximum bending moment M2max =- 0.10 q1L2-0.117 q2L2

= (-0.10 × 0.256-0.117 × 2.1) × 1.52

= 0.610 KN · m

Select bearing the maximum bending moment and the strength of bending moment in cross-checking:

σ = M / W = 0.610 × 103/5.08 = 120.1N / mm 2

Strength to meet the requirements.

(3) Deflection

Static load standard value q1 = 0.038 +0.175 = 0.213 KN / m

Live load standard value q2 = 1.5 KN / m

υmax = 0.677 q1L4/100EI +0.990 q2L4/100EI

= (0.677 × 0.213 +0.99 × 1.5) × 15004 / (100 × 206000 × 12900)

= 3.30 mm

The maximum deflection of a large bar with 10 mm less than the 1500/150, meet the requirements.

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