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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


7 1202 34+250 Road (Junction)

8 1203 34+510 Wall 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




18 1212 36+050 Road 2 moderat


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



26 1220 37+431 Wall 2 moderat

27 1221 37+615 Wall 2 moderat

28 1222 37+850 Road 2 moderat


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




36 1230 39+684 Wall 1 redus



39 1233 40+612

Bridge Mara (pompa

benzina) 1 redus

40 1234 40+715 Wall 1 redus



43 1237 41+401 Wall 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



50 44+000 PD1 Culvert

51 1245 44+450 Road 2 moderat

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52 1246 44+645 Wall 1 redus


54 45+053 PD2 Culvert

150a 1248 45+140 Wall (zid impins) 2 moderat


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


59 1254 46+570 Wall 2 moderat

60 47+000 PD4

61 1255 47+037 Bridge V. Cheii 2 moderat





66 48+053 PD5

162a 1260 48+203 Acostament tasat 3 mare


68 1262 48+760 Road 1 redus


70 49+150 PD6


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


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78 51+000 PD8




82 52+000 PD9


84 53+000 PD10


86 1274 53+450 Road 1 redus


88 54+100 PD11

89 54+280 F1 20

Bridge p.

Rabinului



92 1278

93 55+000 PD12


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:


left bank, 12.40 m depthBridge over the Rausor creek 36+915 km, 2 drilling:

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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:



Bridge over Key p. 47+037 km, 2 drilling:



Bridge over the Salt Valley 50+050 km,1 drilling:


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);


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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Ep = 100 Mpa


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;


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.



Ep = 80 Mpa

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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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