SU1203208A1 - Unheated single-storey building erected on building soil - Google Patents

Description

"

The invention relates to the construction, in particular to the construction of buildings of transformer substations, power distribution points and similar unheated buildings.

The purpose of the invention is the reduction of material consumption and labor intensity of the installation of 5 | ..

, $ 1, 1 shows a building on a putaway soil foundation, cross section; Fig. 2 is a longitudinal external wall of prefabricated panels; Fig. 3 -: uneven base deformation along the length of the wall; in FIG. 4, node G in FIG. 1; in FIG. 5 — P in FIG. 1; in fig. 6 - prefabricated wall panel.

An unheated one-story building erected on heaving soils 5 includes foundations J, the base of which is: located within the seasonal freezing zone of the soil, walls 2 with window 3 and door, (not shown) with bridges 4 and covering 5. The building is equipped with reinforced 6 located at the top level of the foundations 1 and window lintels 4, wherein the cross-sectional area of the reinforcing bars 7 to 6 is determined by the formula

Hi-) Ht

n

-one

)}

, 8 EL 3.8 GF

where g is the design load for 1 pog, m of foundation 1, kN;

 - the coefficient of variability of the basement in the plan is determined by the formula

„F -

 f ft-fAon

where fdop is the maximum permissible deflection (bend) of a building, mm;

f - deflection (bend) of the walls of the building with a length of 2H with uneven

032082

frost heave, mm, is determined

according to the formula

f ftz3§-l | twn, 12., 556 - 1 0,446

5 where is the calculated value of the frost heel of the building under pressure P, mm;

EI (GF) - flexural shear stiffness of walls, kN.

10 I - the distance between the centers of gravity of the stretched and compressed reinforcement 7 to 6, m;

R-a. - the calculated resistance of the reinforcing bars 7 to stretch, kPa,

Reinforced by sa are installed: during the laying of walls 2 from the solution along the entire perimeter of the building and along the internal walls and partitions (not shown), Sa 6 consists of longitudinal reinforcing bars 7 welded to the corners 8 laid in popepek walls 2 in the seams masonry. For anticorrosion protection

25 angles 8 and longitudinal rods 7 they are placed in a layer of cement mortar 9 with a thickness of at least three diameters of the longitudinal rods 7, When making walls 2 of the prefabricated

30 wall panels 10 of the latter are interconnected from below and at the level of floor slabs (not shown) with metal connecting rods 11 through the fixings 12.

With uneven frost heaving of the base 3 in the winter (or its draft in the summer), certain portions of the walls 2 bend upward and others downward. Accordingly, additional tensile or compressive forces appear in these sections of the wall 2, which are perceived by the longitudinal reinforcement bars 7 and, in order to avoid sliding the extended rods 7 and fixing them across the width of the walls 2, the rods 7 are welded to the metal angles 8,

33

40

H

FIG. /

&

2

/ J

U2.J

7 8

 ,,,

7777 /,

.-.-. I. -. 1 .-- H

. P

, . ; ; . about .;,; . ..-about. d. : - BUT

B v .-,. with - -. ft ./:.:,; : -four.

. .about.. . -about-

,

FIG. 6

Compiled by G. Ivanova Editor N. Tupitsa Tehred 0 „Neze Proofreader T.

Order 8395/36 Circulation 799 Subscription VNIIPI USSR State Committee

for inventions and discoveries 113035, Moscow, Zh-35, Raushsk nab., 4/5

1 or GPS Patent, Uzhgorod, st. Project, 4

Claims (2)

UNHEATED ONE-STOREY BUILDING Erected on puchinist soil, including foundations, the sole of which is placed within the zone of seasonal freezing of soil, walls with window and door openings with jumpers and a coating, characterized in that, in order to reduce the material consumption, the building is labor intensive located at the level of the top of foundations and window jumpers, and the cross-sectional area of the reinforcing bars of the belts is determined by the formula Rh ⁿ + 0.556. O.TSTs6 ’where is the design load 1 linear m of foundation, kN; £ - coefficient of variability of heaving of the base in the plan, determined by the formula "= £ ~ ί Aop Where is the maximum permissible deflection (deflection) of the building, mm; f- deflection (arch) of the building length 2 N with non-uniform frost heaving, mm, determined by the formula g 4 _D 36] 0_ +0 _Λ 556 I - E f 'ASh' where h _Mn ~ calculated value of frost heaving ₍ buildings at pressure P, mm; FI (GF) - bending (shear) stiffness of the walls, kN.m ^g ; N - the distance between the centers of gravity of the stretched and compressed reinforcement of the belts, m :, - calculated tensile strength of reinforcing bars, kPa. SU „., 1203208