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constructive calculation of a model of a steel dome

We define efforts in rods and movings to knots, using a program complex "LYRE-9.4" (schemes of static calculation and the deformed schemes, fig. 4, 4.32-4.34).

Knots of a model of a dome, ordinary and assembly, with boltovymi pair connections are shown in drawings 4.

Selection of sectional views of rod elements of a dome

For a dome calculation of bearing rods is carried out under the settlement scheme of a simple girder on two bearers with settlement length - L and limiting flexibility 180 - 60 and, unreceptive loading on length of a rod;

The factor accepted not less 0,5 (in necessary cases instead of φ it is necessary to apply φe).

Calculation on durability of elements of the one-zone dome subject to the central compression by force N, we carry out under formulas [158]. Settlement characteristics of sectional views are resulted in table 4.6.

Calculation on stability sploshnostenchatyh the elements subject to the central compression by force N, we carry out under the formula for the compressed elements of a framing of hexagonal panels:

Where - stability factor at the central compression which value prisleduet to define under the formula [158]. As llja the compressed

Elements of a framing from hexagonal panels taking into account working conditions of a design [158]:

Taking into account geometrical nonlinearity for the compressed elements of a framing from pentagonal panels with factor to at check of local stability

Calculation on durability of the stretched elements of a dome from steel С245, with sootnosheniemekspluatatsija which it is possible and after achievement

Liquid limit metal, we carry out under the formula

Pressure in the stretched elements do not exceed 12 Mpa.

Calculation of racks of a dome

Calculation on durability of the vnetsentrenno-compressed, is compressed-bent, vnetsentrenno-stretched and is stretched-bent tubular racks of a dome from steel С245, dynamic loadings not exposed to direct impact, we carry out under the formula:

Where N, Mxи My - absolute values according to longitudinal force and moments of flexion at their most adverse combination;

n, cxи cy - the factors accepted under table E.1 [158]. Factors for calculation of elements taking into account development of plastic deformations п=1,5 сху=1.26 at Апс=0,5.

Let's define pressure in a rack without an eccentricity

Taking into account an eccentricity

Check of stability of a rack from a plane of action of a moment of flexion in a sort of symmetry of sectional view of a pipe is not required.

Table 4.6.

Designing and calculation of a supporting pole of a model of a dome

Design ogolovka it is accepted according to drawing 4.23 and.

As height of sectional view 060 of a rack h=60мм, and dome elements betray loading through ridges 100х60х3 mm a strut load we transfer not through a slab ogolovka, and is direct on a rack wall.

Efforts and pressure in rods

Parametres № an element
86 61 64 14 1 2
A, sm2 1,52 1,52 1,52 1,52 5,37 5,37
Ix, см4 1,12 1,12 1,12 1,12 21,88 21,88
1у, см4 3,34 3,34 3,34 3,34 21,88 21,88
ix, sm 0.86 0.86 0.86 0.86 21,88 21,88
іу, sm 21,88 21,88
Wx, sm3 1,12 1,12 1,12 1,12 7,29 7,29
Wу, sm3 1,67 1,67 1,67 1,67 7,29 7,29
L, sm 709 930 918 827 600 574
Lef, sm 709 930 918 827 300 287
N *, N -13405 -10861 -7146 -7978 -2608 - 2264
М*х, Н*м - - - - 594,48 -610,95
М*у, Н*м - - - - -67,49 - 85,56
N, N -13850 -8040 7230 -260 -2608 - 2264
Mh, т*м 600 620
Mu, т*м 7 9
λ 83 108 107 96 60 60
λ ^ 2,80 3,64 3,61 3,24 2,94 2.94
δ 17,84 25,25 24,80 19.91 0.98 0.98
Pressure 96.8 76,4 46,2 34.98 43.16 229.16
Nonlinear naprjazh. 235,0 - - - - -
nedonaprjazh. σ, % 59,6/2,9 65.55 81.08 82.36 40,1 40.1

We accept width of a basic ridge, proceeding from transfer maintenance

Loadings from a dome through a butt end,

Thickness of a wall of a rack, bfl = 60мм - diameter of a supporting pole of a dome.

Thickness of a basic slab of a rack and its sizes in the plan it is appointed structurally, with the account svesov (15... 20 mm) slabs on a contour of a column for placing of welds:

For the base we accept concrete of class В10 with Rb = 0,6кН / sm2. We are set by width of a slab, proceeding from placing on it of a rod of a column, anchor bolts and welds: B = in + 60 = 60+60 = 120мм then the demanded length of a slab is equal:

Where N = 2260Н and M = 620000Н • mm - longitudinal force and a moment of flexion in sectional view 1-1 at the settlement combination of efforts giving the greatest compression at edge of a slab;

- Settlement resistance of concrete

smjatiju, here it is accepted preliminary - factor,

Considering a non-uniform stress distribution in concrete.

We accept a slab the sizes 160х120 mm. We will specify the settlement

Resistance of concrete smjatijuzdes

Also we will check up durability of concrete on

smjatie under a column slab (fig. 4.23)

Durability of concrete of a stiffening plate is provided.

Calculation of basic plates (slabs)

The area of a steel basic slab should meet requirements of calculation of durability of the base (stiffening plate). Transfer of settlement effort to a basic slab can be carried out through a ridge of the leaning
Designs and through welds. We will define zero point position in epjure pressure (fig. 4.23)

Pressure on a compression lot epjury pressure on sides of internal and exterior shelves of a rack

For definition of a thickness of a slab we will calculate moments of flexion on characteristic lots of a slab (fig. 4.23).

Demanded thickness of a slab

[158] for basic slabs in the thickness to 20мм).

On the others to lots of a thickness will be even less. Definitively we accept a slab in the thickness of 4 mm taking into account thickness of seams of 3 mm and not less as much as possible demanded.

Anchor bolts it is counted on a combination of efforts

At calculations it is reduced longitudinal force on 10 %, t.e

Regional pressure in base concrete at this combination of efforts (fig. 4.23):

Zero point position in epjure pressure

282

Stretching stress in anchor bolts

Where d =160/2-130/3 = 37мм - distance from a geometrical axis of a column to a centroid of the compressed working area epjury pressure of concrete under a basic slab; at = 16 - 3-13/3 = 8,7см - distance from an axis of anchor bolts to a centroid of the compressed working area epjury pressure of concrete under a basic slab.

We define a demanded area of cut net an anchor bolt:

Where n=2 - the accepted quantity of anchor bolts on the one hand columns; - settlement resistance to a tensioning

Base bolts from steel ВСт3кп2 [57].

We accept a bolt in diameter of 8 mm (Abn = 36 мм2) with depth zadelki 240мм.

4.3.5.

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A source: Antoshkin Vasily Dmitrievich. is constructive-TECHNOLOGICAL DECISIONS of PRECAST SPHERICAL SHELLS. The dissertation on competition of a scientific degree of a Dr.Sci.Tech. Saransk - 2017. 2017

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