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Picture 1. Elevation of building madrasah “Kukal-
dosh” 
Picture 2. Through crack on second floor western 
part (western part of facade – first khudjra) 
Picture 3. Fragment of crack on ceiling first khudjra 
Yard of the madrasah represents rescheduled 
area, which is currently plant with trees. All waste 
removed from the eastern wing and the area was 
developed. 
As noted above after cleaning and garbage col-
lection foundation soils were exposing to 0.3 m. 
At present, the exposed surface of the blind area 
paved. 
Specialists conducted a survey of the rotary 
and the building Kukaldosh madrasah. Surveying 
of the territory is conducted by visual reconnoiter-
ing, by study of foundation soils, underground 
development and by georamas GPR, SIR, System 
-2. 
On the sidewalk along the street Beruni at a 
distance of 5 m from the retaining wall of the ex-
ternal input courtyard, madrasah has a failure of 
up to 1.0 m and is noticeable as a part of the side-
walk slipped. 
Apparently, there were conducted works on re-
laying or repairing track communications and 
backfilling, which gives the draft. 
Portal of madrasah is exposing to wind, sun 
and water - in some places lined beginning to 
crumble. 
The western part of the main facade is expose 
to the greatest deformations, there is a crack up to 
12 cm on the II floor (photo 2, 3). On the, I floor 
crack size up to 2 cm. A little noticeable of distor-
tion in hujras door on the ground floor. 
According to eyewitnesses, the 1995 crack size 
was 2 cm. After the purification of the west wing 
additions were not carried out work to divert water 
flows down from the roof and on the north side. 
Tap water was organized only in January 2000. 
In recent years, all of the water flowing down 
from the roof and from the (mostly from the 
northern part of the territory) went directly under 
the base closer to the western minaret. This con-
tributed to further subsidence of the west wing. 
Further provoking factor was the October 1999 
earthquake. Because, of the earthquake in 1992, 
adjoined the ceiling in one of the hujras collapsed 
on the west wing. The probability that the vibra-
tion of an earthquake amplifies deformation, be-
cause the western part the facade of the west wing 
and arranged to water saturated soils. 
Research planning is located in the central part 
of Tashkent in Navoi street. 
In geomorphologic relation, the sight section is 
confine to the surface, of the fourth-term above 
the flood plain terrace of Chirchik river, folded 
with provial deposits of Tashkent complex. 
Primers base of the madrasah folded up soils 
with broken structure, ie, bulk soils. Below 
opened loess Tashkent complex. 
Reflective border on all profiles of geo-radar 
probing shows the structure of strata in bulk as 
well as in natural soils. Power bulk soil ranges 
from 2 to 8 m or more. In the western and north-
ern parts of the madrasah power of bulk soil more 
than 6-8 m, this may correspond of bombarded 
pits or trenches. 
The results of geo-radar sensing have shown 
that the bottom surface of the madrassah is com-
posed of a bulk soils, ranging from 0.5 to 8.0 m. If 

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Проблемы архитектуры и строительства 
2016, №2 
72 
the front side bulk soils make up the foundation of 
building a solid cover of capacity from 2.9 to 4.0 
m, then the left and right sides of the building ca-
pacity in the range of from 0.5 to 8.0 m. 
According to the results of sensing reconstruc-
tion of the basement of the madrassah was con-
duct. 
Groundwater in the study period (December, 
1999) opened at a depth of 5,4-8,8 m from the 
ground, depending on the terrain that at an altitude 
423,5-424,5 m. 
According to long-term regime observations, 
the maximum level of groundwater is observed in 
August-September, and the minimum - in Janu-
ary-March. Opened groundwater level is close to 
the minimum level. 
The amplitude of the fluctuations in the level 
of the multitude of years is 2.0 meters. The esti-
mated maximum groundwater can be expected at 
absolute elevations of 426.5. 
Mineralization groundwater characterized by 
containing the solid residue equal soluble salts 
766.48 mg/l. of sulfate ions at a content of 307.72 
mg/L, chlorine ion 70 mg/l. according to [7] un-
derground water estimated to be slightly aggres-
sive to concrete permeability normal portland ce-
ment. 
Soils contain a base composition water-soluble 
salt. According to chemical analysis of the aque-
ous extract from the solid residue soil quantity of 
water-soluble salts in the dry soil is from 1772 to 
9687 mg/kg, the content of sulfate ions from 852 
to 6485 mg/kg, and the chloride ion of 87 to 96 
mg/kg. 
According to [7] primers forming the portion, 
the degree of exposure to the aggressive concrete 
and reinforced concrete structures are evaluated as 
portland cement are strongly aggressive. Corro-
sion activity soil activity to steel (cathode current 
density, A/m
2
is estimated as the average (cathode 
current density exceeds 0.05 A/m
2
), to aluminum 
and lead-sheathed cables, it is estimated as high 
(humus content exceeds 4000 mg/kg [4]. 
Within the area of research, to scout out a 
depth of 9.0m, revealed two layers. 
The first layer is a bulk ground-loam broken 
structures incorporating residential, construction 
waste (organic residues, brick rubble, pebbles and 
so on up to 20%). Bulk soil of heterogeneous 
composition, density and sometimes unconsoli-
dated. Soils subsidence at P = 0.3 MPa. 
Bulk soils occur in the upper part of the section 
(Figure 4). Power bulk soil ranges from 1.9 to 
8,0m. from the surface of the earth, dry soil den-
sity varies from 1.18 to 1.53 t / m
3
at standard 
value of 1.36 t/m
3
wet ground natural do1,90 of 
1.48 t/m
3
at standard value of 1.69 t/m
3
. 
Sagging properties of soils characterized by 
values comparative subsoil at P = 0.3 MPa from 
0.008 to 0.068, while the natural pressure of 0.001 
to 0.024. 
The initial pressure drawdown ranges from 
0.04 to over 0.30 MPa. 
The initial and final subsidence of moisture 
and humidity in full water saturated: Wsl = 0,204; 
Weq = 0,241; Wsat = 0,315. 
Mechanical properties of soils are character-
ized by the values of the specific adhesion, meas-
uring, Misia from 4.0 to 13.0 kPa and the internal 
friction angle of 27° to 28°. 
Deformation properties of soils by laboratory 
data are characterized by the values of someone 
compressive module of total deformation of 2.2 to 
15.8 MPa, standard value of 7.1 MPa. When the 
total value of the saturated soil deformation varies 
from 1.7 to 7.4 MPa, the standard value of 3.5 
MPa. 
The second layer is represented by loess-like 
loams, light brown, macroporous, wet and water-
saturated. Loam lumpy in places, mainly subsi-
dence at P = 0.3 MPa. 
Soils overlie the second layer under the bulk 
soils at a depth of 1,9-6,2 m, sometimes deeper. 
The density of the second layer of dry soil var-
ies from 1.48 to 1.66 t/m
3
at standard value of 1.55 
t/m
3
, natural moist soil from 1.74 to 2.00 t / m
3
at 
standard value 1.85 t/m
3
. 
Sagging properties of soils characterized by 
values corresponded subsidence at P = 0.3 MPa 
from 0.008 to 0.046. When the natural pressure of 
0.002 to 0.032. 
The initial pressure drawdown varies from 0.03 
to 0.3 MPa. 
Initial, final millet-sedimentary moisture and 
humidity at full water saturation up: Ws, = 0,150; 
Weq = 0,178; Wsat = 0,233. 
Specific adhesion and internal friction angle 
respectively vary from 4.0 to 10.0 kPa, and from 
27 ° to 28 °. 
Deformation properties of soils of the second 
layer, on laboratory data characterizing quantities, 
form a compression module of total deformation 
of 3.0 to 26.9 MPa, standard value of 9.6 MPa. 
When, the total value of the saturated soil defor-
mation modulus varies from 2.5 to 8.9 MPa, the 
standard value of 5.2 MPa. 
Conclusions and recommendations 
1. The base of the Kukaldosh madrasah build-
ing piled loess soils – sandy clay overlain by bulk 
soils. Power overlying bulk soils varies from 1.9 - 

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