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3.2.2 The sector 27+000km- 62+234 km belongs to the Mara-Iza hydrographic
basin ,tributary on the left in Vad town of Iza river. Iza river emanates under
the Iezurile tops of Igni Mountain,at 1040m and flows into Iza in Vadu Izei town
at 281m.It has an hydrographic basin of 406 km2
and a length of 40
km.Hydrographic regime is the main component of rainfall, which has high
values throughout the basin and can reach 1350 mm.Leakage is between 450
and 850mm and evapotranspiration is around 500mm.
Spring high waters occur, usually in April, and represents about 40% of the total
volume. Autumn are found the lowest values,but the river is never dry out.The
freezing phenomens are present in the second decade of November until the
last decade of March.
The ice bridge can have a duration of 40 days.
In chemical terms, Mara rivers waters have a low mineralization and are not
aggressive on concrete.
Particular for Mara river are jams floes that are forming in the early spring and
are producing upstream floodings ,and to unlock the bed it was necessary to be
dynamited on several times. This blockages usually occurs especially in areas that
are strong meandreted of the river(Giuleti).
The main tributaries of the Mara River upstream to downstream:
-on the right: Valea Izvorul Alb, Valea esului, Valea Hobia (Mara town),
Valea Mare (Deseti), Valea Breboaia (Hrniceti), Valea Dreasca ( ugatag
village), Valea Srat (Giuleti), Valea Cosului (in Berbeti), Iza (Vadu Izei).
-on the left:: Izvorul Negru,rul Runcu, Mara (in Mara town), Zvoare
(Deseti), Valea Glodului (Hrniceti), Valea Tulburea i Valea Cheii (ugatag
village), Valea Poiana (Giuleti), Valea Lazului (Berbeti).
Main hydrological characteristics of Mara river in Mara section(without
measurements),after prof. I. Haidu.
Average annual flow of various insurance:
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Nr.
crt
River-
Place
Q %, m2/s q % l / s*km
2
Q q Cv Cs
5% 10% 50% 90% 95% 5% 10% 50% 90% 95%
1 Mara-
Mara
6,3 6,0 4,1 2,9 2,7 40,9 39,1 27,0 18,8 18,1 4,31 27,99 0,25 0,40
2 Iza
Vadu
Izei
24,4 23,6 16,7 9,9 9 21,7 20,9 14,8 8,7 8 16,77 14,86 0,30 0,50
Parameters of flow variability:
Maximum flow exceeded annual probability of 1%:
Nr.
crt
River -
Section
Q 1%m3 / s
q 1%l/s*m2 Q q
Cv Cs
1 Mara-Mara 106,6 692 48,9 317 0,39 1,01
2 IzaVadu Izei 648,0 574 288 225 0,47 0,66
Annual average daily flow of more than 99% probability:
Nr.
crt
River -
Section
Q 99%m3 / s
q 99%l/s*m2 Q q
Cv Cs
1 Mara-Mara 0,07 0,45 0,57 3,71 0,50 0,06
2 IzaVadu Izei 0,24 0,21 1,97 1,74 0,50 0,63
Minimum monthly average flow annual with exceeding probability of 99%:
Nr.
crt
River -
Section
Q 99%
m3 / s
q 99%
l/s*m2 Q q Cv Cs
1 Mara-Mara 0,21 1,36 1,08 7,02 0,43 0,45
2 IzaVadu Izei 0,80 0,71 3,32 2,94 0,47 0,78
Nr.c River - Average annual flow minimum monthly average flow minimum daily
minimum
maximum
maximum
Nr.
crt
River -
Section
Daily variability Monthly variability Seasonal variability Kvy
Kzmax
Kzmin
Kz Ktmax
Ktmin
Kt Ksmax
Ksmin
Ks
1 Mara-Mara 11,3 0,13 87 2,3 0,43 5,3 1,6 0,62 2,6 2,07
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rt. Section Average annual flow minimum mean monthly flow daily average flow annual flows
Q m / s q
[l/ s. km2]
Q 99%
m3
/ s
q 99%
[l/s. km2]
Q 99%
m3
/ s
q 99%
[l/s. km2]
Q1%
m3
/ s
q 1%
[l/s. km2]
1 Ruor -
Mara
1,03 27,3 0,96 0,020 0,53 34,
77
921
4.Seismological data
Seismic zoning of one territory consists of regions mapping in isoseistes
areas-namely in areas where earthquakes are developing with the
same intensity.The operation is performed in two stages. It starts withmacrozoning. This consist of corroboration,processing and filtering
documentation obtained on the field. Documentation includes answer of
population which was affected by the earthquake to a questionnaire about how
the earthquake was felt.The documentation also includes notes of engineering
team who investigated and inventoried damaged buildings in the area. In
addition there must be specified the records obtained in seismic station and are
reliant on the M.S.K scale -81(according to SR 11.100/1/93 Seismic zonation-
Macrozoning of Romanian territory).The second stage focuses on the basementbased on geological and geotechnical studies.The aim of this is to correct the
macrozoning. For this purpose are surveys and thickness measurements of
sediment package,of shear waves speed,of tamping state,of the groundwater
level.
According to seismic design code ,part I,indicative P.100-1/2006,the country is
fited in the following way:
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Seismic zoning of Romania according to SR 11100 / 1 in 1993:
control period (corner) of the spectrum response Tc = 0.7 sec
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Seismically,the studied section of DN Baia Mare-Sighetu Marmatiei km
0+000-km 62+234, is divided into two seismic zones,namely:
4.1. Section Baia Mare (km 0 +000)-Vadu Iza (km 56 000)
Seismically,this section is situated in seismic intensity macrozone
VII(according to SR 11.100/1/93 Seismic zoning- Macrozoning of Romanian
territory).
Consonant to P100/1-2006 is rendered representation of design seismic
action by seismic hazard and control period value according to which seismic
hazard described by peak horizontal ground acceleration ag determined for the
average IMR recurrence, concordant with Ultimate Limit State, is ag=0.12g,
and the value of the control period(corner)of the spectrum response for the
emplacement area is Tc=0.7sec.
4.2.Section Vadu Izei (km 56+000)- Sighetu Marmaiei (km 62+234)
Seismically,this section is situated in seismic intensity macrozone
VII(according to SR 11.100/1/93 Seismic zoning- Macrozoning of Romanian
territory).
Consonant to P100/1-2006 is rendered representation of design seismic
action by seismic hazard and control period value according to which seismic
hazard described by peak horizontal ground acceleration ag determined for the
average IMR recurrence, concordant with Ultimate Limit State, has value
ag=0.16g.
Control period (corner) Tc of spectrum response represents the
boundary between the maximum value in the range of absolute acceleration
and the maximum value in the range of relative speeds. For this section ofroad,the corner period is Tc=0.7 seconds.
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5. Climatological data
Climatological,on the route of the road reminded can be distinguish 3
sectors differentiated by climate,namely:
Average annual amounts of precipitation in the region studied
(1961-2000) in Maramure county.
5.1. Baia Mare Depression sector km 0 +000- km 15 000
Climatic, the study area falls in the moderate-continental climates
section,manifested in terms of reducing the amplitude of meteorologicalparameters variation.
As for the general circulation of the atmosphere,it was remarked the
frequency almost throughout the year,advection of moist airmasses(horizontal movement),from the west and north,and a pronounced
frontal activity.
The average annual temperature of the air has a value of 9.6 C
and average monthly values varies between -2 to 4 C in January and 20.1 C inJuly, resulting in an annual average amplitude of 22.5 C.
Absolute extremes have values of -30.0 C and 38.5 C.
Frosty days varies on average between 120-130, and days with snow
cover are on average less than 75 annually.
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Maximum depth of frost in the ground does not exceed 0,9 m.
Yearly are, on average, more than 50 sunny days and with tropical
temperatures are 10-20days.
Atmospheric precipitation
Average annual value of rainfall in the area is 862mm,from which a
quantity of 479 mm are falling during the vegetation season(IV-IX)and the
remaining quantity of 383mm are falling during the cold period(X-III).
The values of monthly average quantities vary from month to month,
ranging between 49.9mm in March and 106 mm in June.
The values of monthly and annual average quantities during 1951-1997,and the maximum quantities of rainfall in 24 hours, 48 hours and
72 hours,between 1961-1997 are presented in the tables below:
Rainfall values which have fallen at various time intervals ranged from:
Were calculated maximum values of the quantities of precipitation,fallen
in different time intervals,for different probabilities of production(insurance).
Time
hours
Average monthly precipitation,mm Maximum monthly precipitation,mm
Thesmallest
month Thebiggest
month Thesmallest
month Thebiggest
month
24h 12,8 March 27,6 July 31,6 March 121,4 May
48h 17,8 February 34,8 July 43,0 February 129,0 May
72h 20,0 March 40,1 July 46,0 March 135,0 May
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In this way have resulted the following values:
Probability % Maximum precipitation, mm
24 h
cv=0,4; cs= 1,6
48 h
cv=0,3; cs=1,2
72 h
cv=0,3; cs=1,2
1% 105,0 110,0 121,0
5% 79,5 89,2 98,7
Winds
Wind regime is conditioned by the airflow from the west
representing an average annual rate of about 18-20% and the North, with a
frequency of about 10-11%.
Annual average speeds are mantained between 3 and 3.8 m / s.
5.2. District Gutin km 15 +500 - km 33 +000, floor topoclimate mountain.
Climatic,the area is characterized by short and breezy summers and
long winters.
Climate elements are recording the following values:average annual air
temperature has a value of 2-6 C,in January is -5 -8C,in July 12-14 C.
Average annual number of days without frost is between 120- 150 days.
Atmospheric precipitation-average annual value of precipitation from
the area is between 1000-1200 mm.
The average length of the snowfalls interval is 100-150 days.
The snow-bed begins to appear at the end of October. The average
length of the interval with possible snow is 125 days. Average depth of snow-
bed is 70-80 cm.
Winds are formed under the influence of general circulation from the
west and is characterized by air sewers,which descends from the volcanic
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mountains and leads to the main valley corridors. Average wind
speeds are between 3-5m s. On high ridges,in winter wind exceeds 50m/s.
5.3. Maramure Depression sector, km 33 +000- km 62 234, belongs
to a cold and damp housing topoclimat.
In choosing the meteorological parameters was envisaged that,stable
natural environment is provided by interacting characteristics of all its
components, including,climatic factors(by each component element weather,
(meteorological component through each element, wind and atmospheric
precipitation) plays a critical role.
Climatic differences within this region are mainly imposed by the
dominant atmosphericcirculation types (in this case, polar and western)and relief parameters (levels of altitude,slope orientation, landscape fragmentati
on, etc.). Wheater station is considered Sighetu Marmaiei which took over
operation from 1948-2009.Throughout the studied area, the annual average
air values are between 7 and 8 C.
In January, average temperatures have values between -3 -4 C in Iza
Aisle.
In July, average temperatures oscillate between 12 and 14 C on thehigh hills that mark Iza Aisle.
Extreme temperatures presents maximum spread of variability
of thermal element,for the entire period of operation of meteorological
stations from the interest area.
Absolute maximum was recorded in Sighetu Marmaiei, reaching 39.4 C,
which occurred on August 22 1992.
Absolute minimum temperature often falls under the -25.0 C 30 andhas recorded-32.2 on January 17 in Sighetu Marmaiei.
The frost phenomenon is frequent in Maramure Depression on a
multiannual conditions (1961-2005) from October to May.
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The average length of frost-free interval varies in average annual
discharge conditions between 150and 175 days in low depression areas
where temperature inversions are frequently present.
The most representative meteorological element in terms of majorimplications on characteristics of the geographical environment in general,
and especially its quality, single element or in combination with other
meteorological elements(temperature and air humidity, wind, etc..) is
represented by atmospheric precipitation.
The average annual precipitation in this region are between 700-
800 mm depression area.
Monthly and annual amounts of precipitation (1961-2005)
Meteorological
stationMonths Annuall
I II III IV V VI VII VIII IX X XI XII
Sighetu
Marmaiei
44.4 38.8 39.8 55.7 77.2 95.6 88.8 80.4 62.2 48.3 53.7 62.2 747.1
The highest annual quantity of the analyzed period 1961-2005,
reached 1023.8 mm atSighetu Marmaiei weather station, and the
lowest annual amount in the same analyzed period were were those totaled
in 1961 , when they reached only 440.8 mm in Sighetu Marmaiei.
The snowy days number is variable,ranging approximately between
30-40 throughout the depression area.
Due to favorable synoptic conditions, first snowfalls are reported in the
first decade of November, but are not maintaining, are more abundant and
due to lower temperatures persist until the April middle, but the
conditions for sustainability are not satisfied(5 consecutive days). The
last days with snow cover are in the last decade of March.The average
length of the interval of possible layer increases with altitude, annual average
number of days with this hidrometeor decreasing from 90-150 in adjacent
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hilly regions at 80-120 along the valleys and the depression base.Maximum
thickness of snow cover is on average 30-50 cm.
6. GEOTECHNOLOGY CATEGORY
According to the "Normative about GEOTECHNICAL CONSTRUCTIONDOCUMENTATION indicative NP 074/2007, approved by order of the
Ministry of Development, Public Works and Housing number 128
from 08.05.2007 due to the larges surfaces investigated, geological
and geotechnical complexity, local morphometry, we can meet all three risky
Geotechnical categories, namely:
in "geotechnical category 1 - low geotechnical riskAccording to B4 table,includes types of work and foundations, without
risk or abnormal ground conditions and the unusual or exceptionally difficulty
which may be accepted as fundamental requirements will be met using
experience and quality geotechnical investigations.
Geotechnical category 1 methods are sufficient only under field
conditions,which based on comparable experience are recognized
as favorable enough so that you can use the routine methods in the design and
work execution.
in "geotechnical category 2-moderated geotechnical risk
According to B4 table,includes types of work and foundations,without
risk or abnormal ground conditions and the unusual or exceptionally
difficulty. The works from the second category require obtaining quantitivedata and performing geotechnical calculations to ensure coverage basic
requirements coverage;instead may be used routine methods for laboratory
tests and field and for the design and work execution.
in "geotechnical category 3-high geotechnical risk
According to B4 table designing geotechnical works from this category are
based on geotechnical data obtained by laboratory and field tests performed
by routine and special methodologies and improved methods of geotechnical
calculation.
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Individualization of geotechnical categories on work groups was made as
follows:
DN 18 Km 3+522 - Km 62+234
Nr.crt
Sondaje existente / Existing borehole Sondaje necesare / Required boreholeCategori
a
geotehni
ca
Risc geotehnic
Km/Chainag
e
Nr. Foraj /
No.boreho
le
H
(m)lucrare/work
Km/Chainag
elucrare/work
1 33+159 P2 8
Bridge
Paraul Alb 3 mare
2 33+300 P2 8 Wall
3 1199 33+566 Culvert 1 redus
4 1200 33+735 Culvert
5 33+900 F23' 6 Wall
6 1201 34+089 Culvert 1 redus
7 1202 34+250 Road (Junction)
8 1203 34+510 Wall 1 redus
9 1204 34+693 Culvert 1 redus
10 1205 34+800 Road (Junction)
11 1206 34+904 Culvert 2 moderat
12 1207 35+090 Bridge p. Rausor 2 moderat
13 35+207 F23" 6
14 1208 35+410 Wall 1 redus
15 1209 35+642 Culvert 1 redus
16 1210 35+822 Culvert 1 redus
17 1211 35+900 Bridge p. Rausor 2 moderat
18 1212 36+050 Road 2 moderat
19 1213 36+172 Culvert 1 redus
20 1214 36+420 Wall 2 moderat
21 1215 36+505 Wall 3 mare
22 1216 36+720 Wall 3 mare
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23 1217 36+905 Wall 2 moderat
24 1218 36+915 Bridge p. Rausor 2 moderat
25 1219 37+101 Culvert 1 redus
26 1220 37+431 Wall 2 moderat
27 1221 37+615 Wall 2 moderat
28 1222 37+850 Road 2 moderat
29 1223 38+123 Culvert 1 redus
30 1224 38+341 Culvert 2 moderat
31 1225 38+620 Road (Junction) 2 moderat
32 1226 38+748 Bridge Mara (intrare sat) 2 moderat
33 1227 38+948 Culvert 1 redus
34 1228 39+317 Culvert 1 redus
35 1229 39+537 Culvert 1 redus
36 1230 39+684 Wall 1 redus
37 1231 40+092 Culvert 1 redus
38 1232 40+378 Culvert 1 redus
39 1233 40+612
Bridge Mara (pompa
benzina) 1 redus
40 1234 40+715 Wall 1 redus
41 1235 41+003 Culvert 1 redus
42 1236 41+220 Culvert 1 redus
43 1237 41+401 Wall 1 redus
44 1238 42+001 Culvert 1 redus
45 1239 42+250 Wall 1 redus
46 1240 42+437 Wall 1 redus
47 1241 42+930 Road (Junction) 1 redus
143a 1242 43+450 wall (zid impins) 2 moderat
48 1243 43+593 Culvert 1 redus
49 1244 43+910 Culvert 1 redus
50 44+000 PD1 Culvert
51 1245 44+450 Road 2 moderat
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52 1246 44+645 Wall 1 redus
53 1247 44+932 Culvert 1 redus
54 45+053 PD2 Culvert
150a 1248 45+140 Wall (zid impins) 2 moderat
55 1249 45+398 Culvert 1 redus
56 1250 45+850 Road 1 redus
57 46+100 PD3
153a 1251 46+140
Taluz rambleu - dreapta.
Foraj 12m dreapta 2 moderat
153b 1252 46+140
Taluz debleu - stanga. Foraj
3m stanga 2 moderat
58 1253 46+240 Culvert 1 redus
59 1254 46+570 Wall 2 moderat
60 47+000 PD4
61 1255 47+037 Bridge V. Cheii 2 moderat
62 1256 47+200 Road (Junction) 1 redus
63 1257 47+372 Culvert 1 redus
64 1258 47+550 Road (Junction) 1 redus
65 1259 47+820 Road (Junction) 1 redus
66 48+053 PD5
162a 1260 48+203 Acostament tasat 3 mare
67 1261 48+320 Road (Junction) 1 redus
68 1262 48+760 Road 1 redus
69 1263 48+849 Culvert 1 redus
70 49+150 PD6
71 1264 49+258 Culvert 1 redus
72 49+998 P3 15
Bridge
Canul Morii
73 1265 50+049 Bridge V. Sarata 2 moderat
74 1266 50+050 Wall 1 redus
75 50+200 PD7 Wall
76 1267 50+482 Culvert 1 redus
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77 1268 50+600 Road (Junction) 1 redus
78 51+000 PD8
79 1269 51+100 Road (Junction) 1 redus
80 1270 51+259 Culvert 1 redus
81 1271 51+900 Road (Junction) 1 redus
82 52+000 PD9
83 1272 52+359 Culvert 1 redus
84 53+000 PD10
85 1273 53+180 Culvert 1 redus
86 1274 53+450 Road 1 redus
87 1275 53+950 Road (Junction) 1 redus
88 54+100 PD11
89 54+280 F1 20
Bridge p.
Rabinului
90 1276 54+409 Road (Junction) 1 redus
91 1277 54+610 Road (Junction) 1 redus
92 1278
93 55+000 PD12
94 1279 55+200 Road (Junction) 1 redus
95 1280 55+820 Wall 2 moderat
96 1281 55+990 Wall 2 moderat
97 56+000 PD13
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7. TARGET CLASSIFICATION IN "RISK AREAS"
(Earthquakes, landslides, floods) forming Arangement plan of
National Territory-V Section-Risk Areas
Abidence by natural hazard areas, at macrozoning,of area which
contain the study area will be in accordance with the Romanian Official
Gazette: Law no. 575/ 2001 november:Law concerning the approval of
the national planning- V section : natural risk areas.The risk is
a mathematical estimation of the likelihood of human losses and
material losses for a future reference period in a given area for a particular
disaster type.Risk factors considered are: earthquakes, floods and landslides.
- earthquakes: the seismic intensity on MSKscale is VII,with a recovery
period of cca, 100 years.
- floods: the studied area is situated in areas with precipitation amounts
over 200 mm in 24 hours,with flood affected areas due to a stream overflow;
- landslides: the studied area is situated in areas with potential for
producing low-average sliding on the journey situated on on the set of Ssar,
Mara and Iza rivers terraces,medium-high Gutin Mountains and Maras
glasies, with intermediate probability of slipping.
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8. Technical equipment
8.1. For in-d
Depth land investigation were used the following equipment:
The essential characteristics of survey equipment and other equipment
and the maximum sampling depth:
-mechanical drilling system HYDRA with maximum drilling depth 50m
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- mechanical drilling system with maximum drilling depth of 300 m 10.215
ROMAN
- dynamic hard penetrometer 105 GEOTOL with maximum depth
of drilling 20m
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- hand drill set 16 TOO 1o / G Kontrols with maximum drilling depth 10m
- VOLVO Backhoe with maximum drilling depth 5m
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sampling and preservation manner of evidence,the specialist name who does
the primary lithology description;
Undisturbed samples were collected by continuous coring drilling
mechanical installations in the socket and disturbed samples in boxes andbags.Specialists name who does the sampling and description
of primary lithology: ing. drd.Zaharia Sorin, ing.geol. Ioan Atudosiei, ing. geol.
Abraham Istvan, ing. geol. Iordache Gheorghe, drilling technician Brici Andrei.
8.2. Laboratory name which realize land,water and soil analyzes, with
presentation in copy of the operating license issued by the State
Inspectorate in Constructions and certificate of accreditation issued
by RENAR.
S.C. GEOSEARCH S.R.L.Cluj Napoca
Accredited Laboratory grade II
S.C. KONTROL S.R.L. Baia Mare
Accredited Laboratory grade II-RENAR
8.3. Storage devices and protection of samples order to be transported at
the laboratory.
-nozzles
- boxes for samples
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9. Data collection
9.1 Synthesizing the data contained in previous geotechnical studies if
were made and whether there are knowledge of such studies.
Previous geotechnical studies were:
- geotechnical study done in previous project phases,placed at
Geotechnicians disposal by the Designer, geotechnical study compiled
by Egnatia / Search Corporation.
- Possible geotechnical studies from the area, made by variouscompanies for existing buildings or under construction purchased by
geotechniciars care and / or Designers;
Geotechnical studies performed for landslide consolidation
Spring Pintea km 25+000-km 25 400 (SC ARIS SA Baia Mare).
Geotechnical Study for road consolidation km28 +000
- km 28 300 (SC ARIS SA BaiaMare).
-Own bank for Geotechnical data.
9.2.Land recognition (Mapping)
Land recognition was made in accordance with STAS 1242/2-1983,
Chapter2 .
The information gathered was obtained mainly from the natural
openings,outcrops,rain erosion,sides cutting, anthropogenic excavations,slope
collapse,and were collected on a strip around 30m left-right of the road axis.
Note that where stability problems have arisen, in
particular, the information has been extended up to 200m left and right side;for example landslide at km 16 700,37 000-38 000,the retaining walls erosion,
km 36+420-37+615 area,landslide at 39+684 km,embankment and excavationslopesfrom 46+140 km,also at tamping verge from 48+203 km,and atshore defending from the 56km.Were also mapped all natural openings and a
series from collapses and landslides current processes.
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Geological booked openings:
-andesites
21 600km, White Tulip career (geological monument)
21+700 km
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23+000 km
Quaternary
26+600 km
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21+700km
Sandstones
35+200km
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36+520 km
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Torrent
21+580km
26+550 km
16+700 km
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landslides and collapses16+700 km
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16+700km
16+700 km
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27+500 km (Pinteas Spring)
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erosion in minor river beds
35+600 km
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36+450 km
9.3. REQUIRED INFORMATION ABOUT THE BRIDGES
9.3.1. The bridges listed in Annex 2 were performed mechanical
drilling works with installations that can penetrate hard and superhard
rocks(sandstones and andesites), installations equipped with mud pump and
with screeds or diamond VIDIA, as follows:
Bridge over the Ssar River at 9+924 km, 1 drilling
left bank, 15 m depth
Black Creek Bridge 33+159km, 1 drilling
right bank,10.8 m depth
Bridge over the Rausor creek 35+090 km, 2 drilling:right bank, 7.60 m depth
left bank, 10.90 m depth
Bridge over the Rausor creek 35+900 km, 2 drilling:
right bank,11.80 m depth
left bank, 12.40 m depthBridge over the Rausor creek 36+915 km, 2 drilling:
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right bank,11.00 m depth
left shore, 10.60 m depth
Bridge over the Rausor creek 38+748 km, 2 drilling:
right bank, 8.40 m depth
left bank, 9.40 m depthBridge over Mara R. 40+612 km, 2 drilling:
right bank, 11.60 m depth
left bank, 10.00 m depth
Bridge over Key p. 47+037 km, 2 drilling:
right bank,10.00 m depth
left bank, 9.00 m depth
Bridge over the Salt Valley 50+050 km,1 drilling:
right bank, 6.00 m depth
9.3.2. To identify land succession drillings chartered were made, from
which samples were collected in continuous logging to determine physical
and mechanical characteristics at depths exceeding the active area,and
were established geotechnical cross sections on the natural ground line,
usually upstream of the bridge.
9.3.6. In the studied sites perimeter were not found areas with low
carrying capacity of foundation soil for future works.
Active geomorphological processes that may affect the future stability
of the works are predominantly linked to the process of erosion and afuere
of valleys,which have predominantly a mountain character,as well as
any slope collapse that may occur due to irregular or bad drainage of
infiltration and surface water.
Prevention of degradation caused by freeze-thaw cycles can be achieved
through the design works that will exceed the rate of frost depth zone
according to STAS 6054-85.
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Compliance with the seismicity zone according to STAS SR 1101/1/2/
3- 93 and Normative P100-96 is indicated at each site separately.
9.3.7. In accordance with normative 177-2001 PD section 4,
the deformation characteristics of the foundation of the earth are dependent
on soil type,by the climate type of the area and hydrological regime of
the road complex.
According to STAS 1709/1-90's, the studied road section is as follows,
on the three distinct sectors:
3+522-km 15+000 km
According to STAS 1709/1-90 / depth of frost in the road system,section fallsunder climate type II, with a:
- Maximum freezing index for a period of 30 years aniI30.ma x
= 720
- Freezing index distribution of the the most severe three winters in a
period of 30 years 30/3.medI = 660.
-Freezing index distribution of the the most severe five winters in a period
of 30 years 30/5.medI = 540.
Road bed
Existing road system area,road bed is represented by the layer ofdusty sandy clay-cohesive,According to Table 2 - type P4.
Earth foundation for the studied route is predominantly sandy clay Dusty
package, which according to STAS 1709/2-90 is classified in the land type P4-
-Highly sensitive to frost.
STAS 1709/2-90 fit the sectionwhere were performed geotechnical studies,
in group road sectors with hydrological conditions- point 2.b. mediocre-
outsider.
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Calculation values of dynamic modulus of elasticity of the
foundation soil according to PD177-2001.
Ep = 80 Mpa
Calculation values of the Poisson coefficient for land type P4 according
to point 4.2.5.
cP= 0,35.
15+000-38+000 km
According to STAS 1709/1-90 / depth of frost in the road system,section falls under climate type III, with a:
- Maximum freezing index for a period of 30 years aniI30 .ma x = 850-900
(mountainous area);
- Freezing index distribution of the the most severe three winters in a
period of 30 years 30/3.medI = 700-800(mountainous area);
-Freezing index distribution of the the most severe five winters in a period
of 30 years 30/5.medI 700(mountainous area).
Road bed
Existing road system area,road bed is represented by the layer ofuncohesive sand-gravel,according to Table 2 - type P1.
Earth foundation for the studied route is predominantly package
of gravel sand, which according to STAS 1709/2-90 is classified as soil
type P1-sensitive to frost.
STAS 1709/2-90 fit the sectionwhere were performed geotechnical studies,in group road sectors with hydrological conditions- point 2.b. mediocre-
outsider.
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Calculation values of dynamic modulus of elasticity of the
foundation soil according to PD177-2001.
Ep = 100 Mpa
Calculation values of the Poisson coefficient for land type P4 according
to point 4.2.5.
cP= 0,27.
38+000 - km 62+234 km
According to STAS 1709/1-90 / depth of frost in the road system,section fallsunder climate type I, with a:
- Maximum freezing index for a period of 30 years aniI30.max
= 850;
- Freezing index distribution of the the most severe three winters in a
period of 30 years 30/3.medI = 700;
-Freezing index distribution of the the most severe five winters in a
period of 30 years 30/5.medI =600;
Existing road system area,road bed is represented by the layer ofdusty sandy clay-cohesive,According to Table 2 - type P4.
Earth foundation for the studied route is predominantly sandy clay Dusty
package, which according to STAS 1709/2-90 is classified in the land type P4-
-Highly sensitive to frost.
STAS 1709/2-90 fit the sectionwhere were performed geotechnical studies,
in group road sectors with hydrological conditions- point 2.b. mediocre-
outsider.
Calculation values of dynamic modulus of elasticity of the
foundation soil according to PD177-2001.
Ep = 80 Mpa
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Calculation values of the Poisson coefficient for land type P4 according
to point 4.2.5.
cP= 0,35.
9.3.8. Photos on bridge location
Bridge over the SsarRiver 9+924 km, 1119 drilling;
riverbed upstream
Left bank
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Right bank
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Bridge White Creek33+159 km, 1998 drilling '
Right bank
Samples box
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left bank abutment
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Bridge over the Rausor creek35+090 km, 1207 drilling
rightbank
Left bank
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left bank abutment
Bridge over the Rausor creek 35+900 km, 1211 drilling
Right bank
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left bank abutment
right bank abutment
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Bridge over the Rausor creek36+915km, 1218 drilling
Left bank
samples
Right bank
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downstream
upstream
Bridge over the Rausor creek-Mara entry 38+748km, 1226 drilling
Right bank
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Mal cell left
Bridge over Mara R. 40+612 km, 1223 drilling
cell bridge
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left bank abutment
upstream
downstream
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10. LAND exploration works on the surface and in depth
Kilometers positions, In which works were made for culverts,bridges and
retaining walls areas are presented in Annex 2 attached to this geotechnical
study.
10.1. Land sliding 16+700 km
Sliding from 16+700 km is due to:
- clogging of groove on the left side of the road;
- destruction of the drain which capture the stream that flows upstream of the
site;
- undercrossing footbridges cloggind and deterioration ofthe road which
was draining the water to natural emissary.
Predisposing factors:
- excavations high slope
- Geological structure, namely the existence of flysch clays with marls
elements, as well as thick sand package coming from alteration of saturated
andesites.
Stabilization proposals
- groove restoring with trench bottom of drent
-drainage repairs and at home collecting;
- restoration of culverts of unloading;
-designing and execution of piles embedded not less than 1.5 m in the
bedrock -andesite in the depth of 10-12 m according to drilling executed.
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10.1.1.Images
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10.2. Culverts
10.2.1. SurveysPag 63-160
10.2.2. Images culverts
Pag 161-219
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10.3.2. Retaining walls pictures
Pag 248-267
11.Laboratory analysis
Laboratory analysis were done in strict accordance with the provisions of
the Normative NP074/2007 "Preparation and checking of geotechnical
construction documentation" as well as the Annex. II 4.
Laboratory analysis were performed in accordance with standards.
Laboratory analysis performed were:
- granulometric composition, STAS 1913 / 5
-limits of plasticity, STAS 1913 / 4
- soluble humus in alkalies,STAS 7107/1
- free swelling, STAS 1913/12
-resistance to shear, STAS 8942 / 2
-compressibility, STAS 8942 / 1
-density, porosity, STAS 1913 / 3
- natural moisture, STAS 1913 / 1
12. THE SYNTHETIC DATA SHEET OF GEOTECHNICAL SURVEY will be
prepared in accordance with the terms of Normative NP 074 / 2007 Annex
no. II.5. and will have inscribed the name of the operator who conducted the
survey.
Drilling records are attached to this documentation.
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13.Observations-Recomandations
13.1. The observations related to each paper are presented in the study, in the
respective chapter.
13.2. Field works were executed in a drought period, good weather and
good working conditions, respectively 12 September to 7 October 2011.
13.3. The fact that the works were executed in a dry period made that
in drilling, In most of the cases the groundwater couldn't be caught, excluding
executed works for bridges, culverts or banks consolidation.
13.4. For the bridges located at 9+924 km Baia Sprie / over Ssar r., 33 +150
km WhiteCreek,35+ 090 km Creek Rausor, 35+900 km Creek Rausor,
36+915 km p.Ruor, 38+745 km p . Rausor, 40+612 km Mara r., 47+037
km p.Cheii (left tributary of the Mara r.),is observed an intense process
of banks erosion which affected the stability of the road platform,
especially between 34+000 km and 37+600 km.Also can be
observed very well that the most part of the riverbed on the specified
sector the scoring reached the bedrock , in general sandstones in alternation
with marls.
13.5. The bridges abutments from miles above mentioned except the bridge
over the r. Mara from km 40 612 where were performed repairs and whichare presented in a very good technical condition(foundation on piles drilled to
depths of 8-12 m),are degraded or are simply partially in "air" because they
weren't embedded in the bedrock,and the used concretes were of low
quality.
For them,measures are necessary to strengthen or repair.
13.6. Lateral erosion process and deepening of the riverbed is also highly
visible in the works area of strengthening right bank of Mara r. between34+500 km-37+600km. we consider that these also must be strengthened or
restored in some sectors where have affected the stability of the road platform,
especially between km 36 200-37 600 (the source).
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13.7. We can say that the retaining walls over the Guti pass in the most
part,taking into account their age (over 40) are presented quite well.These have
foundations continuous made from cyclopean concrete,and the superstructure is
realized of the stone masonry of career (good quality)-andesites.
Note that the depth of foundation of these follows the morphology of natural
terrain and can be by 1.00 to 1.5 m in the higher areas and reache over 6 m in
areas where intercepts brooks, streams, torrents or ravines.
In the most part the foundation soil is:level of clayey deluviu with rockfragments of different sizes from gravel to blocks, spread unevenly in the crowd.
Degradation processes railing of the retaining walls are mostly due to freeze-thaw
phenomenon,as well as of the mechanical shocks which can be supported during
the snow removal and the snow evacuation on the road platform.
In Gutin Step the high snows are specific,sometimes even over thick 1.00 to
1.50m.Also occur frequently freeze-thaw cycles.Over the last years there have
been positive temperatures even at 1,000 in December, followed by frosty days.
13.8. Platform stability on DN18 road section studied can be appreciate without
presenting problems.
Punctual appeared phenomena of collapsing of slope,for example 16+700 km
25+200,landslides 27+000-27+400;km 28+100;km 31+000;km 32+750-km33+000.
Note that the sector 27 +000- km 27 400 "Spring Pintea" was strengthened by
realizing the third ascent band with foundation solution:piles drilled to a
depth of 10-16 m, the same method was used to strengthen at 31 +000 km.
Here we should mention that if Sprie Baia sector (15 000 km) - Step Gutin (26
000 km) are specific slumps of slopes explained by geological configuration;
For the sector Step Gutin (26 000 km) - Spring White (33 159 km) are present
landslides favoured by the appearence in base of marne packages.
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In addition, the stability of the platform on the sector national road DN 18
53+500-56+000 km(Berbesti-Vad), caused the appearance of a phenomenon by
"stuffing",which made that in the road to appear the so-called traces.
13.9. As a general observation because the section studied DN 18 is located ina climate zone characterized by high precipitation along the year,a particular
attention should be paid for taking over the surface leakage,and theirmanagement near the natural emissary.
Specific phenomenon of mountain areas, therefore for Step Gutin, late autumn,
when the leaves fall from broadleaf forests, gathers a large amount of leaves,
which are carried by rain into the road ditch, where if it is not cleaned reach to
the discharge culverts which are obstructed and therefore, water reaches the
road platform and often is subject to daily freeze-thaw cycles, which of
course crack and then crashes on the large portions the asphalt layer,
Which inevitably leads to their degradation and the appearance of holes in
the road.
This phenomenon occurs also in winter when is used non-slip material(sand
mixed with salt)which melt the snow from the road,which then is released on
the sides of the road,including in ditches,filling and clogging the culverts of
discharge, which leads inevitably that melted snow to remain on the road
,being subjected to phenomenon of freezing - thawing with the effects
mentioned above.
14.STANDARD AND NORMATIVE
At the base of this report were the norms and standards in force in Romania,
among which:
STAS 1242/1-89 (O) - Land of the foundation. General principles of research
STAS 1242/2-83 - Land of the foundation. Geological-TECHNICAL and
geotechnical researches specific to routes of railways, roads and highways.
STAS 1242/3-87 - Land of the foundation. Research by the open surveys.
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STAS 1242/4-85 - Land of the foundation. Geotechnical investigations through
drilling executed in the land.
STAS 1242/5-88 - Land of the foundation.Field research by standard dynamic
penetration in drilling.
STAS 1242/6-76 - Land of the foundation.Research field through static
penetration.
STAS 3300/1-85 (o) - Land of the foundation. General principles of
calculation.
STAS 3300/2-85 - Land of the foundation. Direct calculation of the soil
foundation.
STAS 7206-87 - Foundations of cars. Design requirements
STAS 6054-77 - Land of the foundation. Maximum depth of frost. Zoning of
Romanian territory.
STAS 11156-78 - Land of the foundation.Engineering geophysics.Terminology
STAS 3950-81 - Geotechnics. Terminology, symbols and units.
STAS 3949/1-71 - Technical geology. Terminology.
STAS 1243-88 - Land of the foundation. Classification and identification
of land.
STAS 8016-84 - Hydrogeology. Conventional signs and colors.
STAS 1913/1-82 - Land of the foundation. Determination of moisture.
STAS 1913/2-76 - Land of the foundation. Determination of skeletal density
land
STAS 1913/3-76 - Land of the foundation. Determination of density land.
STAS 1913/4-86 - Land of the foundation. Determining the limits of plasticity.
STAS 1913/5-85 - Land of the foundation. Determination of granularity.
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STAS 1913/15-75 - Land of the foundation. Determination of weight volume
in the field.
STAS 4621-91 - Hydrogeology. Terminology.
STAS 6484-84 Base layer and of foundations. General conditions of quality.
STAS 2561/4-90 - Large diameter drilled piles.
STAS 9850/1-89 - Checking embankment compaction.
P10-86 - Standard for the design and execution of foundations direct
construction.
P100/1-2006 - Standard for seismic designing of buildings
NE0001-96 - Code of design and execution of buildings founded on land with
large swelling and contraction.
NP074-2007 - Standard on the principles, requirements and methods of
research geotechnical of foundation land.
NP112-2004 - Standard for execution and direct execution of building
foundations.
GT 035-2002 - Guide on how to prepare the documentation and verification of
geotechnical construction.
SR EN ISO 14688-1/2004 - Research and geotechnical testing. Identification
and classification of land. Part 1 +2
SR EN ISO 14688-2/2005 - Research and geotechnical testing. Identification
and land classification.Part 2:Principles of classification.
SR EN 1997-1 Geotechnical design. Part 1 - General rules.
SR EN 1997-1/2004 Geotechnical design Part 1 - General rules
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