The bonding system in coatings industrial buildings
The connections in the coatings are designed to provide spatial rigidity, stability and immutability of the building frame, to absorb horizontal wind loads acting on the ends of the building and lanterns, horizontal braking forces from bridge support and overhead cranes and transferring them to the frame elements.
Relationships are divided into horizontal(longitudinal and transverse) and vertical. The connection system depends on the height of the building, the span, the pitch of the columns, the presence of overhead cranes and their lifting capacity. In addition, the design of all types of connections, the need for their installation, the location in the coating is determined by the calculation in each case and depends on the type of load-bearing structures of the coating.
This section considers examples of the arrangement of a bonding system in coatings with planar load-bearing structures metal, reinforced concrete and wood.
Connections in coatings with metal planar supporting structures
The system of connections in the coatings of buildings with metal farms depends on the type of farms, step roof structures, conditions of the construction area and other factors. It consists of horizontal ties in the plane of the upper and lower chords roof trusses and vertical links between farms.
Horizontal links along the upper belts truss trusses are most often provided only in the presence of lanterns and are located in the under-lantern space.
Horizontal connections in the plane of the lower chords There are two types of truss trusses. Connections first type consist of transverse and longitudinal braced trusses, struts and stretch marks. Connections second type consist only of transverse truss trusses, struts and stretch marks.
Cross-link trusses located at the ends of the temperature compartment of the building. With a temperature compartment length of more than 96 m, intermediate cross-braced trusses are installed every 42-60 m.
Longitudinal horizontal braced trusses along the lower belts of truss trusses for ties of the first type, they are located in one-, two- and three-span buildings along the extreme rows of columns. In buildings with more than three spans, longitudinal braced trusses are also located along the middle rows of columns so that the distance between adjacent braced trusses does not exceed two or three spans.
Connections first type are mandatory in buildings:
a) with overhead cranes that require the installation of galleries for passage along the crane tracks;
b) with truss trusses;
c) with an estimated seismicity of 7 - 9 points;
d) with a mark of the bottom of the truss structures of more than 24 m, (for single-span buildings - more than 18 m);
e) in buildings with roofs reinforced concrete slabs equipped with overhead cranes general purpose with a load capacity of more than 50 tons at a truss step of 6 m and a load capacity of more than 20 tons at a truss step of 12 m;
f) in buildings with a roof on a steel profiled flooring -
in one- and two-span buildings equipped with overhead cranes with a lifting capacity of more than 16 tons and in buildings with more than two spans with overhead cranes with a lifting capacity of more than 20 tons.
In other cases, links should be applied second type, while with a pitch of truss trusses of 12 m and the presence of longitudinal half-timbered racks along the columns of the extreme rows, longitudinal truss trusses should be provided.
Vertical connections are located at the locations of transverse truss trusses along the lower chords of truss trusses at a distance of 6 (12) m from each other.
Mounting fasteners connections to the coating structures are taken on bolts or welding, depending on the magnitude of the force effects. Link elements are designed from hot-rolled and bent-welded profiles.
Figures 5.2.1 - 5.2.10 show the layout of the bonds in the roof with trusses from paired corners. Bonds in coatings using wide-shelf tees, wide-shelf I-beams and round pipes are resolved in a similar way. Structural solution vertical connections with a span of 6 and 12 m are shown in Figure 5.2.11, 5.2.12
Connections in the roof with trusses from closed bent-welded profiles of the Molodechno type are shown in Figures 5.2.13 - 5.2.16.
Based on the immutability of the coating in horizontal plane a solid disk is adopted, formed by a profiled flooring, fixed along the upper chords of the trusses. The flooring unties the upper chords of the trusses from the plane along the entire length and perceives all horizontal forces transmitted to the floor.
The lower chords of the trusses are untied from the plane by vertical braces and spacers, which transfer all forces from the lower chord of the trusses to the upper disk of the cover. Vertical connections are established through 42 - 60 m along the length of the temperature compartment.
In buildings with roof structures of the "Molodechno" type with a slope of the upper chord of 10%, the arrangement of vertical braces and struts is similar to that shown in Figures 5.2.14 - 5.2.16. The vertical connection in this case is performed by a V-shaped span of 6 m (Fig. 5.2.11).
Fig.5.2.5. Schemes of arrangement of vertical bonds in coatings
using profiled flooring
(sections are marked in Fig. 5.2.1, 5.2.2)
Fig.5.2.8. Scheme of arrangement of vertical ties in coatings using reinforced concrete slabs
H o ≥ H 1 + H 2;
H 2 ≥ H k + f + d;
d = 100 mm;
Total column height
Lantern dimensions:
· H f = 3150 mm.
Horizontal dimensions
< 30 м, то назначаем привязку а = 250 мм.
< h в = 450 мм.
where B 1 \u003d 300 mm according to adj. one
· 
< h н = 1000 мм.
-
- lantern connections;
- fachwerk connections.
3. 
Collection of loads on the frame.
3.1.1.
Loads on the crane beam.
Crane beam with a span of 12 m for two cranes with a lifting capacity of Q = 32/5 tons. The operation mode of the cranes is 5K. Building span 30 m. Beam material C255: R y = 250 MPa = 24 kN/cm 2 (with thickness t≤ 20 mm); R s \u003d 14 kN / cm 2.
For a crane Q = 32/5 t medium duty acc. 1 the greatest vertical force on the wheel F k n = 280 kN; bogie weight G T = 85kN; crane rail type - KR-70.
For medium-duty cranes, the transverse horizontal force on the wheel, for cranes with flexible suspension of cranes:
T n \u003d 0.05 * (Q + G T) / n o \u003d 0.05 (314 + 85) / 2 \u003d 9.97 kN,
where Q is the nominal lifting capacity of the crane, kN; G t – bogie weight, kN; n o - the number of wheels on one side of the crane.
Estimated values of forces on the crane wheel:
F k \u003d γ f * k 1 * F k n \u003d 1.1 * 1 * 280 \u003d 308 kN;
T k \u003d γ f * k 2 * T n \u003d 1.1 * 1 * 9.97 \u003d 10.97 kN,
where γ f = 1.1 - reliability factor for crane load;
k 1 , k 2 \u003d 1 - dynamic coefficients, taking into account the impact nature of the load when the crane moves along track irregularities and at rail junctions, table. 15.1.
Table
| Load number | Loads and Force Combinations | Ψ 2 | Rack sections | ||||||||||||||||||||||
| 1 - 1 | 2 - 2 | 3 - 3 | 4 - 4 | ||||||||||||||||||||||
| M | N | Q | M | N | M | N | M | N | Q | ||||||||||||||||
| Constant | -64,2 | -53,5 | -1,4 | -56,55 | -177 | -6 | -177 | +28,9 | -368 | -1,4 | |||||||||||||||
| snowy | -67,7 | -129,9 | -3,7 | -48,4 | -129,6 | -16 | -129,6 | +41,5 | -129,6 | -3,7 | |||||||||||||||
| 0,9 | -60,9 | -116,6 | -3,3 | -43,6 | -116,6 | -14,4 | -116,6 | +37,4 | -116,6 | -3,3 | |||||||||||||||
| Dmax | on the left side | +29,5 | -34,1 | +208,8 | -464,2 | -897 | +75,2 | -897 | -33,4 | ||||||||||||||||
| 0,9 | +26,5 | -30,7 | +188 | -417,8 | -807,3 | +67,7 | -807,3 | -30,1 | |||||||||||||||||
| 3 * | on the right side | -99,8 | -31,2 | +63,8 | -100,4 | -219 | +253,8 | -219 | -21,9 | ||||||||||||||||
| 0,9 | -90 | -28,1 | +57,4 | -90,4 | -197,1 | +228,4 | -197,1 | -19,7 | |||||||||||||||||
| T | on the left side | ±8.7 | ±16.2 | ±76.4 | ±76.4 | ±186 | ±16.2 | ||||||||||||||||||
| 0,9 | ±7.8 | ±14.6 | ±68.8 | ±68.8 | ±167.4 | ±14.6 | |||||||||||||||||||
| 4 * | on the right side | ±60.5 | ±9.2 | ±12 | ±12 | ±133.3 | ±9 | ||||||||||||||||||
| 0,9 | ±54.5 | ±8.3 | ±10.8 | ±10.8 | ±120 | ±8.1 | |||||||||||||||||||
| wind | left | ±94.2 | +5,8 | +43,5 | +43,5 | -344 | +35,1 | ||||||||||||||||||
| 0,9 | ±84.8 | +5,2 | +39,1 | +39,1 | -309,6 | +31,6 | |||||||||||||||||||
| 5 * | on right | -102,5 | -5,5 | -39 | -39 | +328 | -34,8 | ||||||||||||||||||
| 0,9 | -92,2 | -5 | -35,1 | -35,1 | +295,2 | -31,3 | |||||||||||||||||||
| +M max N resp. | Ψ2 = 1 | No. loads | - | 1,3,4 | - | 1, 5 * | |||||||||||||||||||
 efforts | - | - | - | +229 | -177 | - | - | +787 | -1760 | ||||||||||||||||
| Ψ2 = 0.9 | No. loads | - | 1, 3, 4, 5 | - | 1, 2, 3 * , 4, 5 * | ||||||||||||||||||||
| efforts | - | - | - | +239 | -177 | - | - | +757 | -682 | ||||||||||||||||
| -M ma N resp. | Ψ2 = 1 | No. loads | 1, 2 | 1, 2 | 1, 3, 4 | 1, 5 | |||||||||||||||||||
| efforts | -131,9 | -183,1 | -105 | -306,6 | -547 | -1074 | -315 | -368 | |||||||||||||||||
| Ψ2 = 0.9 | No. loads | 1, 2, 3 * , 4, 5 * | 1, 2, 5 * | 1, 2, 3, 4, 5 * | 1, 3, 4 (-), 5 | ||||||||||||||||||||
| efforts | -315,1 | -170,1 | -52,3 | -135 | -294 | -542 | -1101 | -380 | -1175 | ||||||||||||||||
| Nma +M resp. | Ψ2 = 1 | No. loads | - | - | - | 1, 3, 4 | |||||||||||||||||||
| efforts | - | - | - | - | - | - | - | +264 | -1265 | ||||||||||||||||
| Ψ2 = 0.9 | No. loads | - | - | - | 1, 2, 3, 4, 5 * | ||||||||||||||||||||
| efforts | - | - | - | - | - | - | - | +597 | -1292 | ||||||||||||||||
| N mi -M resp. | Ψ2 = 1 | No. loads | 1, 2 | 1, 2 | 1, 3, 4 | - | |||||||||||||||||||
| efforts | -131,9 | -183,1 | -105 | -306,6 | -547 | -1074 | - | - | |||||||||||||||||
| Ψ2 = 0.9 | No. loads | 1, 2, 3 * , 4, 5 * | 1, 2, 5 * | 1, 2, 3, 4, 5 * | - | ||||||||||||||||||||
| efforts | -315,1 | -170,1 | -52,3 | -135 | -294 | -472 | -1101 | - | - | ||||||||||||||||
| N mi -M resp. | Ψ2 = 1 | No. loads | 1, 5 * | ||||||||||||||||||||||
| efforts | +324 | -368 | |||||||||||||||||||||||
| N mi +M resp. | Ψ2 = 0.9 | No. loads | 1, 5 | ||||||||||||||||||||||
| efforts | -315 | -368 | |||||||||||||||||||||||
| Qma | Ψ2 = 0.9 | No. loads | 1, 2, 3, 4, 5 * | ||||||||||||||||||||||
| efforts | -89 | ||||||||||||||||||||||||
3.4. Calculation of a stepped column of an industrial building.
3.4.1. Initial data:
The connection between the crossbar and the column is rigid;
Estimated forces are shown in the table,
For the top of the column
in section 1-1 N = 170 kN, M = -315 kNm, Q = 52 kN;
in section 2-2: M = -147 kNm.
For the bottom of the column
N 1 \u003d 1101 kN, M 1 \u003d -542 kNm (bending moment loads the crane branch);
N 2 \u003d 1292 kN, M 2 \u003d +597 kNm (bending moment loads the outer branch);
Qmax = 89kN.
The ratio of the rigidity of the upper and lower parts columns I in / I n = 1/5;
column material - steel grade C235, concrete foundation class B10;
load safety factor γ n =0.95.
base of the outer branch.
Required slab area:
A pl.tr \u003d N v2 / R f \u003d 1205 / 0.54 \u003d 2232 cm 2;
R f \u003d γR b ≈ 1.2 * 0.45 \u003d 0.54 kN / cm 2; R b \u003d 0.45 kN / cm 2 (concrete B7.5) table. 8.4..
For structural reasons, the overhang of the slab from 2 should be at least 4 cm.
Then B ≥ b k + 2c 2 \u003d 45 + 2 * 4 \u003d 53 cm, we take B \u003d 55 cm;
L tr \u003d A square tr / B \u003d 2232/55 \u003d 40.6 cm, we accept L \u003d 45 cm;
A sq. \u003d 45 * 55 \u003d 2475 cm 2\u003e A square tr \u003d 2232 cm 2.
Average stress in concrete under slab:
σ f \u003d N v2 / A pl. \u003d 1205/2475 \u003d 0.49 kN / cm 2.
From the condition of the symmetrical arrangement of the traverses relative to the center of gravity of the branch, the distance between the traverses in the light is:
2(b f + t w - z o) \u003d 2 * (15 + 1.4 - 4.2) \u003d 24.4 cm; with a traverse thickness of 12 mm with 1 \u003d (45 - 24.4 - 2 * 1.2) / 2 \u003d 9.1 cm.
· Determine the bending moments separate sections plates:
plot 1(cantilever overhang c = c 1 = 9.1 cm):
M 1 \u003d σ f s 1 2 / 2 \u003d 0.49 * 9.1 2 / 2 \u003d 20 kNcm;
plot 2(cantilever overhang c = c 2 = 5 cm):
M 2 \u003d 0.82 * 5 2 / 2 \u003d 10.3 kNcm;
plot 3(plate supported on four sides): b / a \u003d 52.3 / 18 \u003d 2.9\u003e 2, α \u003d 0.125):
M 3 \u003d ασ f a 2 \u003d 0.125 * 0.49 * 15 2 \u003d 13.8 kNcm;
plot 4(plate supported on four sides):
M 4 \u003d ασ f a 2 \u003d 0.125 * 0.82 * 8.9 2 \u003d 8.12 kNcm.
We accept for calculation M max \u003d M 1 \u003d 20 kNcm.
· Required slab thickness:
t pl \u003d √6M max γ n / R y \u003d √6 * 20 * 0.95 / 20.5 \u003d 2.4 cm,
where R y \u003d 205 MPa \u003d 20.5 kN / cm 2 for steel Vst3kp2 with a thickness of 21 - 40 mm.
We accept t pl \u003d 26 mm (2 mm - allowance for milling).
The height of the traverse is determined from the condition of placing the seam of fastening the traverse to the branch of the column. As a margin of safety, we transfer all the force in the branch to the traverses through four fillet welds. Welding semi-automatic wire brand Sv - 08G2S, d = 2 mm, k f = 8 mm. The required seam length is determined by:
l w .tr \u003d N v2 γ n / 4k f (βR w γ w) min γ \u003d 1205 * 0.95 / 4 * 0.8 * 17 \u003d 21 cm;
l w< 85β f k f = 85*0,9*0,8 = 61 см.
We accept h tr = 30cm.
The strength check of the traverse is carried out in the same way as for the centrally compressed column.
Calculation of anchor bolts for fastening the crane branch (N min \u003d 368 kN; M \u003d 324 kNm).
Force in anchor bolts: F a \u003d (M-N y 2) / h o \u003d (32400-368 * 56) / 145.8 \u003d 81 kN.
Required cross-sectional area of bolts made of Vst3kp2 steel: R VA =18.5 kN/cm 2 ;
A v.tr \u003d F a γ n / R va \u003d 81 * 0.95 / 18.5 \u003d 4.2 cm 2;
We accept 2 bolts d \u003d 20 mm, A v.a \u003d 2 * 3.14 \u003d 6.28 cm 2. The force in the anchor bolts of the outer branch is less. For structural reasons, we accept the same bolts.
3.5. Calculation and design of a truss truss.
Initial data.
The material of the truss rods is steel grade C245 R = 240 MPa = 24 kN / cm 2 (t ≤ 20 mm), the material of the gussets is C255 R = 240 MPa = 24 kN / cm 2 (t ≤ 20 mm);
Farm elements are made from corners.
Load from the mass of the cover (excluding the weight of the lantern):
g cr ’ = g cr - γ g g background ′ \u003d 1.76 - 1.05 * 10 \u003d 1.6 kN / m 2.
The mass of the lantern, in contrast to the calculation of the frame, is taken into account in the places where the lantern is actually supported on the truss.
The mass of the lantern frame per unit area of the horizontal projection of the lantern g background ' = 0.1 kN / m 2.
The mass of the side wall and glazing per unit length of the wall g b.st = 2 kN / m;
d-calculated height, the distance between the axes of the belts is taken (2250-180 \u003d 2.07m)
Nodal forces (a):
F 1 \u003d F 2 \u003d g cr ’ Bd \u003d 1.6 * 6 * 2 \u003d 19.2 kN;
F 3 \u003d g cr 'Bd + (g background '0.5d + g b.st) B \u003d 1.6 * 6 * 2 + (0.1 * 0.5 * 2 + 2) * 6 \u003d 21.3 kN;
F 4 \u003d g cr 'B (0.5d + d) + g background 'B (0.5d + d) \u003d 1.6 * 6 * (0.5 * 2 + 2) + 0.1 * 6 * ( 0.5 * 2 + 2) = 30.6 kN.
Support reactions: . F Ag \u003d F 1 + F 2 + F 3 + F 4 / 2 \u003d 19.2 + 19.2 + 21.3 + 30.6 / 2 \u003d 75 kN.
S \u003d S g m \u003d 1.8 m.
Nodal Forces:
1st option snow load(b)
F 1s \u003d F 2s \u003d 1.8 * 6 * 2 * 1.13 \u003d 24.4 kN;
F 3s \u003d 1.8 * 6 * 2 * (0.8 + 1.13) / 2 \u003d 20.8 kN;
F 4s \u003d 1.8 * 6 * (2 * 0.5 + 2) * 0.8 \u003d 25.9 kN.
Support reactions: . F As \u003d F 1s + F 2s + F 3s + F 4s / 2 \u003d 2 * 24.2 + 20.8 + 25.9 / 2 \u003d 82.5 kN.
2nd snow load option (c)
F 1 s ’ = 1.8 * 6 * 2 = 21.6 kN;
F 2 s ’ = 1.8 * 6 * 2 * 1.7 = 36.7 kN;
F 3 s ’ \u003d 1.8 * 6 * 2/2 * 1.7 \u003d 18.4 kN;
Support reactions: . F′ As \u003d F 1 s ’ + F 2 s ’ + F 3 s ’ \u003d 21.6 + 36.7 + 18.4 \u003d 76.7 kN.
Load from frame moments (see table) (g).
First combination
(combination 1, 2, 3*, 4, 5*): M 1 max = -315 kNm; combination. (1, 2, 3, 4*, 5):
M 2 respectively = -238 kNm.
Second combination (excluding snow load):
M 1 \u003d -315 - (-60.9) \u003d -254 kNm; M 2 respectively \u003d -238- (-60.9) \u003d -177 kNm.
Calculation of seams.
| Rod No. | cross section | [N], kN | Seam on the butt | Feather seam | ||||
| N about, kN | K f , cm | l w , cm | N p, kN | k f , cm | l w , cm | |||
| 1-2 2-3 3-4 4-5 5-6 | 125x80x8 50x5 50x5 50x5 50x5 | 282 198 56 129 56 | 0.75N = 211 0.7N = 139 39 90 39 | 0,6 0,6 0,6 0,6 0,6 | 11 8 3 6 9 | 0.25N = 71 0.3N = 60 17 39 17 | 0,4 0,4 0,4 0,4 0,4 | 6 6 3 4 3 |
LIST OF USED LITERATURE.
1. Metal structures. ed. Yu.I. Kudishina Moscow, ed. c. "Academy", 2008
2. Metal structures. Textbook for universities / Ed. E. I. Belenya. – 6th ed. M.: Stroyizdat, 1986. 560 p.
3. Examples of calculation of metal structures. Edited by A.P. Mandrikov. - 2nd ed. Moscow: Stroyizdat, 1991. 431 p.
4. SNiP II-23-81 * (1990). Steel structures. – M.; CITP Gosstroy USSR, 1991. - 94 p.
5. SNiP 2.01.07-85. Loads and impacts. – M.; CITP Gosstroy USSR, 1989. - 36 p.
6. SNiP 2.01.07-85 *. Additions, Section 10. Deflections and displacements. – M.; CITP Gosstroy USSR, 1989. - 7 p.
7. Metal structures. Textbook for universities / Ed. V. K. Faibishenko. – M.: Stroyizdat, 1984. 336 p.
8. GOST 24379.0 - 80. Foundation bolts.
9. Guidelines on course projects "Metal structures" Morozov 2007.
10. Design of metal structures of industrial buildings. Ed. A.I. Aktuganov 2005
Vertical Dimensions
We start designing the frame of a one-story industrial building with the choice of a structural scheme and its layout. Height of the building from the floor level to the bottom of the construction truss N o:
H o ≥ H 1 + H 2;
where H 1 is the distance from the floor level to the head of the crane rail according to the instructions H 1 = 16 m;
H 2 - the distance from the head of the crane rail to the bottom of the building structures of the coating, calculated by the formula:
H 2 ≥ H k + f + d;
where H k - height overhead crane; H k \u003d 2750 mm according to adj. one
f is the size that takes into account the deflection of the coating structure depending on the span, f = 300 mm;
d - gap between top point crane trucks and building structure,
d = 100 mm;
H 2 \u003d 2750 +300 +100 \u003d 3150 mm, accepted - 3200 mm (because H 2 is taken as a multiple of 200 mm)
H o ≥ H 1 + H 2 \u003d 16000 + 3200 \u003d 19200 mm, accepted - 19200 mm (because H 2 is taken as a multiple of 600 mm)
Column top height:
N in \u003d (h b + h p) + H 2 \u003d 1500 + 120 + 3200 \u003d 4820 mm., We will finally specify the size after calculating the crane beam.
The height of the lower part of the column, when the column base is deepened 1000 mm below the floor
H n \u003d H o - H in + 1000 \u003d 19200 - 4820 + 1000 \u003d 15380 mm.
Total column height
H \u003d H in + H n \u003d 4820+ 15380 \u003d 20200 mm.
Lantern dimensions:
We accept a lantern with a width of 12 m with glazing in one tier, a height of 1250 mm, a side height of 800 mm and a cornice of 450 mm.
N fnl. = 1750 +800 +450 =3000 mm.
· H f = 3150 mm.
The structural scheme of the building frame is shown in the figure:
Horizontal dimensions
Since the spacing of the columns is 12 m, the load capacity is 32/5 t, the height of the building< 30 м, то назначаем привязку а = 250 мм.
h in \u003d a + 200 \u003d 250 + 200 \u003d 450mm
h in min \u003d N in / 12 \u003d 4820/12 \u003d 402 mm< h в = 450 мм.
Let us determine the value of l 1:
l 1 ≥ B 1 + (h in - a) + 75 \u003d 300 + (450-250) + 75 \u003d 575 mm.
where B 1 \u003d 300 mm according to adj. one
We accept l 1 \u003d 750 mm (a multiple of 250 mm).
Section width of the lower part of the column:
· h n \u003d l 1 + a \u003d 750 + 250 \u003d 1000 mm.
h n min \u003d H n / 20 \u003d 15380/20 \u003d 769 mm< h н = 1000 мм.
The section of the upper part of the column is assigned as a solid-walled I-beam, and the lower part is solid.
Industrial Building Steel Frame Ties
The spatial rigidity of the frame and the stability of the frame and its individual elements is ensured by setting up a system of connections:
Connections between columns (below and above the crane beam) necessary to ensure the stability of the columns from the planes of the frames, the perception and transfer to the foundations of the loads acting along the building (wind, temperature) and the fixation of the columns during installation;
- ties between trusses: a) horizontal cross ties along the lower chords of trusses, perceiving the load from the wind acting on the end of the building; b) horizontal longitudinal ties along the lower chords of trusses; c) horizontal cross ties along the upper chords of trusses; d) vertical links between farms;
- lantern connections;
- fachwerk connections.
3. Calculation and design part.
Collection of loads on the frame.
3.1.1. Calculation scheme of the transverse frame.
The lines passing through the centers of gravity of the upper and lower parts of the column are taken as the geometric axes of the stepped columns. The mismatch of the centers of gravity gives the eccentricity "e 0", which we calculate:
e 0 \u003d 0.5 * (h n - h in) \u003d 0.5 * (1000-450) \u003d 0.275m
The metal frame consists of many load-bearing elements (truss, frame, columns, beams, crossbars), which must be “linked” to each other to maintain the stability of the compressed elements, the rigidity and the geometric invariability of the structure of the entire building. To connect the structural elements of the frame are used metal ties. They perceive the main longitudinal and transverse loads and transfer them to the foundation. The metal ties also distribute loads evenly between the trusses and frame frames to maintain overall stability. Their important purpose is to counteract horizontal loads, i.e. wind loads.
The Saratov Reservoir Plant manufactures connections from hot-rolled sectional angles, bent angles, bent profile pipes, hot-rolled profile pipes, round pipes, hot-rolled and bent channels and I-beams. The total mass of the metal used should be approximately 10% of the total mass of the steel structure of the building.
The main elements that connect links are trusses and columns.
Metal connections of columns
Column connections provide transverse stability of the metal structure of the building and its spatial immutability. Connections of columns and racks are vertical metal structures and structurally represent struts or disks that form a system of longitudinal frames. The purpose of hard drives is to fasten columns to the foundation of a building. Spacers connect columns in a horizontal plane. Spacers are longitudinal beam elements, for example, interfloor ceilings, crane beams.
Inside the connections of the columns are distinguished ties of the upper tier and ties of the lower tier of columns. The connections of the upper tier are located above the crane beams, the connections of the lower tier, respectively, below the beams. Main functional purposes loads of two tiers are the ability to transfer the wind load to the end of the building from the upper tier through the transverse links of the lower tier to the crane beams. Top and bottom ties also help keep the structure from tipping over during installation. The connections of the lower tier also transfer loads from the longitudinal braking of cranes to the crane beams, which ensures the stability of the crane part of the columns. Basically, in the process of erecting the metal structures of the building, the connections of the lower tiers are used.
Scheme of vertical connections between columns
Metal truss ties
To give spatial rigidity to the structure of a building or structure metal trusses are also linked. A truss connection is a spatial block with adjacent truss trusses attached to it. Adjacent farms along the upper and lower belts are connected horizontal truss ties, and along the racks of the lattice - vertical truss ties.
Horizontal truss ties along the lower and upper chords
Horizontal truss ties are also longitudinal and transverse.
The lower truss belts are connected by transverse and longitudinal horizontal ties: the first ones fix vertical ties and stretch marks, thereby reducing the vibration level of the truss belts; the latter serve as supports for the upper ends of the racks of the longitudinal fachwerk and evenly distribute the load on adjacent frames.
The upper chords of the trusses are connected by horizontal cross braces in the form of spacers or girders to maintain the designed position of the trusses. Cross ties unite the upper chords of the truss into single system and become the "closing edge". The struts just prevent the trusses from moving, and the transverse horizontal trusses / ties prevent the struts from moving.
Vertical connections of farms are necessary in the process of erecting a building or structure. They are often referred to as mounting links. Vertical connections contribute to maintaining the stability of trusses due to the displacement of their center of gravity above the supports. Together with intermediate trusses, they form a spatially rigid block at the ends of the building. Structurally, vertical truss ties are disks consisting of spacers and trusses, which are located between the racks of truss trusses along the entire length of the building.
Vertical connections of columns and trusses
Structures of metal ties of a steel frame
By design, metal bonds are also:
cross-links, when the elements of the links intersect and connect to each other in the middle
angular bonds, which are located in several parts in a row; are mainly used for the construction of low-span frames
portal connections for U-shaped frames (with openings) have a large surface area
The main type of connection of metal ties is bolted, since this type of fastening is the most effective, reliable and convenient during installation.
Specialists of the Saratov Reservoir Plant will design and manufacture metal connections from any profile in accordance with the mechanical requirements for the physical and chemical properties of the material, depending on the technical and operational conditions.
Reliability, stability and rigidity metal frame Your building or structure largely depends on quality workmanship metal bonds.
How to order the production of metal ties at the Saratov Reservoir Plant?
To calculate the cost of metal structures of our production, you can:
- contact us by phone 8-800-555-9480
- write on email technical requirements to metal structures
- use the form "", specify contact information, and our specialist will contact you
Plant specialists offer complex services:
- engineering surveys at the operation site
- design of oil and gas facilities
- production and installation of various metal structures
The forces from the wind load acting on the outer walls are collected in the planes of the floors and roofs and then transferred to vertical elements load-bearing frame. In most cases, the load-bearing structures of floors and roofs form hard drives capable of transmitting wind loads from the outer walls to the frame of the building. Otherwise, special horizontal connections are required. AT high-rise buildings it is enough to have horizontal connections in the plane of every second or third overlap. Load bearing capacity columns, in most cases, is sufficient to absorb the wind load from the cargo area with a height of two or three floors.
Floor slabs can perform the functions of horizontal wind braces only after they acquire the required strength after concreting, therefore, temporary braces are necessary for the frame installation period, which can later be removed.
Wind ties are not required over the entire area of coverage or interfloor overlap, and their placement should be such that the transfer of horizontal forces to vertical ties is ensured.
1. Vertical links are arranged around staircase in three planes. The horizontal truss truss in the longitudinal direction of the building is formed by placing braces between the rand beams and the belt parallel to the outer wall. The transverse horizontal braced truss is formed between two floor beams serving as its belts.
2. Vertical connections in the planes of the end walls and between two internal columns. The horizontal braced truss in the longitudinal direction of the building is formed between rand beams and girders running in the plane of vertical ties. The belts of the transverse truss truss are two floor beams.
3. Vertical connections in the planes of the end walls and between two internal columns. The horizontal truss in the longitudinal direction of the building is formed between two rows of internal columns ( good decision when planning a centrally located corridor).
The transverse horizontal braced truss is formed between two middle rows of floor beams.
4. Horizontal connections in the plane of the upper chords of floor beams and rand beams Corner braces. The gusset and bolt heads may interfere with the installation of corrugated decking sheets.
5. Ties are installed in the plane of the lower chord of the floor beam.
6. Fastening of braces from the corners in the junction of the end beam and floor beam to the column.
7. In the absence of a longitudinal beam, which is also the belt of a truss truss, an additional element is required (here, one channel).
8. Fastening of intersecting tie rods to the floor beam.
9. If the floor beams lie on the runs, then best solution there will be placement of ties in the plane of the lower chords of the beams.
The metal frame, as many people know, is the main structure of frame-panel buildings. It includes a variety of structural elements: , beams, trusses, half-timbered houses, spacers and others. In this review, we will consider such constructive elements as connections.
Metal ties are designed for the overall stability of the metal frame in the longitudinal and transverse directions, so their value is quite large. It is they who counteract the main horizontal load on the frame, which comes from the wind. The greatest effect here is noticeable when using anti-corrosion materials. What factors and materials should be taken into account? Siding series "Mitten" and all types of siding from the manufacturer. Fiberglass septic tanks are also important for the sewerage of the residential sector or country house, where repairs and arrangements are provided. Thanks to them, positive results can be achieved. And, of course, foundation work, preceded by land activities, is important. Which of them to highlight? Water well drilling, water treatment and water supply all year round- all this is relevant for an industrial building. However, any real estate objects are interesting. Fashion for real estate allows you to buy an apartment in a new building at convenient conditions. What is the rationale for this? Huge selection. New buildings in Moscow from developers. No commission.
There are three types of connections in a metal frame: cross, corner and portal. Today it is easy to purchase such products not only from industrial manufacturing enterprises, equipment of the Eurostandard brand stands out in particular. These products are also available on the Internet. According to experts, the cost of creating a construction online store is low, therefore hardware it's very good to buy there. An energy audit will help to estimate the cost, regardless of the calculations.
Cross ties are the classic and simplest option, when the elements of the ties intersect and are attached to each other in the middle of the length. Such technologies, as professionals notice, are often used in the installation of utility rooms and structures. What can be noted? Cabins and containers with dry closets. Toilet cabins, according to experts, have a wide range. They are very popular at the moment. As practice shows, it is only necessary here. Installation durable metal doors with the existing modernization in 4 hours it will be an excellent technological solution for these structures. This is also true for the facade. Hurry up to buy, with a rational approach, facade thermal panels with clinker and light tiles at a special price! Order a car for this. Forward! A car loan is almost like buying a car. Lawyer consulting are also relevant here.
Angular connections, as a rule, are used for small spans and are arranged in a row in several parts. They are smaller in height than cross links. Of course, it is recommended to use insulating materials. Today this is not a problem. It is enough to look at the advertisements of some companies that require the purchase of "technological" insulation on favorable conditions- only with the best content! And this, according to experts, the right approach to construction.
Portal connections are the largest in terms of the size of the working area. They have a U-shaped appearance and are used in those spans of a metal frame where window or door openings or furniture elements are provided. Learn all the secrets of furniture makers: custom-made kitchens with custom-made furniture individual orders. An excellent repair of a one-room and complex apartment to order is also provided.
If we talk about, which are used to make connections, then most often it is a corner or a bent square or rectangular profile, less often - a channel or an I-beam.
Of the existing frames for connections, bolted connections are most applicable, as they are technologically and structurally the most efficient and convenient for installation.
In accordance with the rules of the metal frame, the connections are located both in the longitudinal direction of the designed structure, and in the transverse direction - along its ends. AT this case we are talking about vertical metal bonds. They are used in many systems, even in everyday life. What can be taken as an example? electrical system steam generators and air conditioners unique combination. This is a very popular modern technological device.
Sometimes the structural scheme of the metal frame also requires the use of horizontal ties. For the most part, this takes place on a large scale, with long spans and significant heights for typical columns. Horizontal links here are usually of a cross type and are arranged several modules in a row in longitudinal spans between trusses, which are always designed for large-sized metal frames.
As for the designations of metal bonds in a metal frame, a thick dash-dotted line is usually used for them.
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