IG-011-B-0050-0801-YA

NARUČITELJ / CLIENT:

REPUBLIC OF KOSOVO MINISTRY OF TRANSPORT AND COMMUNICATIONS PROJEKT / PROJECT:

MORINË TO MERDARE KOSOVO MOTORWAY PROJECT DIONICA / SECTION:

Section 1 - km 0+750 – 3+000 VRSTA / TYPE:

GEOTEHNIČKI PROJEKT GEOTECHNICAL DESIGN

RAZINA / LEVEL:

MAIN DESIGN SADRŽAJ / TITLE:

GEOTEHNIČKI PROJEKT TERRAMESH ZIDA

ZA NADVOŽNJAK KM 1+266, UPORNJAK U1 I U3

GEOTECHNICAL DESIGN

TERRAMESH WALL FOR OVERPASS KM 1+266, ABUTMENT U1 AND U3

GLAVNI PROJEKTANT / MAIN DESIGNER:

MIRJANA MAŠALA-BUHIN, dipl.ing.građ. PROJEKTANT / DESIGNER:

IVANKA BRUNETTA, dipl.ing.građ. PROJEKTANTI SURADNICI / ASSOCIATES DESIGNERS:

MARKO BIŠĆAN, dipl.ing.građ. JELENA FILIĆ, dipl.ing.građ.

DATUM / DATE: studeni/November 2010

OZNAKA DOKUMENTA / FILE CODE:

IG – 011 – B – 0050 – 0801 – YA REVISION YA

KONZULTANT / CONSULTANT:

INSTITUT IGH 10 000 ZAGREB, J. RAKUŠE 1

File Code: IG – 011 – B – 0050 – 0801 - YA INSTITUT IGH d.d.

Type: GEOTECHNICAL DESIGN GEOTECHNICAL DEPARTMENT

Zagreb, Janka Rakuše 1

KOSOVO MOTORWAY PROJECT, SECTION 1 GEOTECHNICAL DESIGN REPORT

Terramesh for overpass km 1+266_eng.doc Page 2 of 21

The following persons have participated in the realization of the Geotechnical Design for the

detailed design of Terramesh wall on the Kosovo Route 7, Morine - Merdare Motorway, Section

1 for OVERPASS km 1+266, ABUTMENT U1 and U3:

Designer: Ivanka Brunetta, B.Sc. (Civ.Eng.)

Associates: Marko Bišćan, B.Sc. (Civ.Eng.)

Jelena Filić, B.Sc. (Civ.Eng.)






Prepared by: INSTITUT IGH d.d.

GEOTECHNICAL DEPARTMENT

Project: MORINË TO MERDARE MOTORWAY

Assignment:

MAIN GEOTECHNICAL DESIGN FOR TERRAMESH WALL ON MORINË TO MERDARE MOTORWAY SECTION 1 TERRAMESH WALL FOR OVERPASS KM 1+266, ABUTMENT U1 AND U3

Type: GEOTECHNICAL DESIGN

TECHNICAL REPORT

Place and date: Zagreb, November 2010






CONTENTS 1. TECHNICAL DESCRIPTION .................................................................... 5

1.1. INTRODUCTION........................................................................... 5 1.2. DESIGN SOLUTION ....................................................................... 5 1.3. DESCRIPTION OF DESIGNED WORKS ................................................... 5

2. EMBANKMENT STABILITY ANALYSIS ......................................................... 7 3. TECHNICAL REQUIREMENTS FOR WORK EXECUTION AND QUALITY ASSURANCE AND CONTROL PROGRAM.............................................................................. 10

3.1. GENERAL ................................................................................ 10 3.1.1. Introduction....................................................................... 10 3.1.2. Staking our and topographic works............................................ 10 3.1.3. Clearing the terrain.............................................................. 10

3.2. EXCAVATIONS........................................................................... 10 3.3. DISPOSAL OF MATERIAL ............................................................... 11 3.4. PREPARATION OF FOUNDATION SOIL ............................................... 11 3.5. GABIONS WITH TIE RODS ............................................................. 11

3.5.1. Introductory notes ............................................................... 11 3.5.2. System ............................................................................. 11 3.5.3. Wire for production of mesh ................................................... 11 3.5.4. PVC lining.......................................................................... 12 3.5.5. Mesh................................................................................ 12 3.5.6. Production and quality control ................................................ 12 3.5.7. Delivery, storage and handling ................................................ 13 3.5.8. Installation ........................................................................ 13 3.5.9. Installation procedure........................................................... 13 3.5.10. Testing of the material used in the gabion with tie rods system.......... 14 3.5.11. References.......................................................................... 14

3.6. GABION STONE FILL ................................................................... 14 3.7. GEOTEXTILE ............................................................................ 15 3.8. FILL ON THE MESH AND FILL BEHIND THE MESH .................................. 15

3.8.1. Material and installation ........................................................ 15 3.8.2. Quality control ................................................................... 15

3.9. SLOPE PROTECTION BY STONE REVETMENT OF EMBANKMENT.................. 15 3.10. SOLUTION AND CONSTRUCTION SITE REMEDIATION ........................... 15 3.11. CONCLUSION ......................................................................... 16

4. STAKEOUT ...................................................................................... 17 5. BILL OF QUANTITIES........................................................................... 19






1. TECHNICAL DESCRIPTION 1.1. INTRODUCTION Part of the local road that crosses route over the OVERPASS km 1+266 from chainage km 0+053,06 to km 0+057,06 and from km 0+099,06 to the km 0+119 (local road chainage), requires construction of an embankment with slope inclination steeper than 1:1,5. In order to resolve the problem of embankment on the subject location, it was decided that the embankment should be constructed applying gabions with tie rods (Maccaferri “Terramesh system”), enabling construction of slope steeper than 1:1,5.

1.2. DESIGN SOLUTION A slope with inclination 1:1,5 (to the top of the terramesh wall) is designed from the motorway edge, followed by one gabion block with ties, slope of facing 2:1. The gabion block is constructed of elements height 1,0 m. The highest gabion construction on the subject embankment section is 7 m. Protection of the embankment slope with gabions and tie rods (Maccaferri “Terramesh system”) proposes the use of the following elements (height x width x length): 1,0 m x 2,0 m x 4,0 m, The elements are made of mesh with the following characteristics:

• Mesh – type 8x10, hexagonal, double laid, • Tensile strength 46 kN (without creep), • Wire Ф2,7 mm, galvanized, PVC coated, • The wire can be treated with galfan zinc prior to PVC coating (galfan - 95% zinc, 5 %

aluminum), • Tensile strength of wire used for mesh is between 350 and 550 N/mm2, with minimum

10% yield during cracking. Beginning of the embankment is secured with gabions which help in the formation of slope 2:1, with mesh tied to them as tie rods. All used material must be in accordance with the defined technical requirements for work execution, all in accordance with the GTC. The defined quality control and quality assurance program must be followed for individual works. 1.3. DESCRIPTION OF DESIGNED WORKS Preliminary works mark the beginning of the works on embankment. Approach roads must be ensured as well as working plateaus for mounting of gabions with tie rods. Machinery and other equipment must be ensured for execution of work on the subject embankment and gabions with tie rods. Cleaning of the terrain surface is done to remove the shrubs and trees, roots and loose surface layer. Cleaning of terrain is done on the complete surface where the embankment is to be constructed. Prior to placing the gabions with tie rods, the excavation, i.e. the basic embankment must be completed on the part which ensures free ongoing of work activities Excavation is to be done in material category C, as wide excavation. Construction of gabion system with tie rods can start upon completion of the required part of excavation, i.e. embankment. Preparation of the foundation plateau for construction of the lower gabion rows with tie rods is done upon completion of excavation works. Since the excavation is done in material - Category C- prior to construction of gabions with tie rods, leveling of the surface must be done in all as in construction of road subgrade.






Placing of gabions with tie rods can be done after preparation of foundation plateau which must be leveled horizontaly in the transverse direction. The first gabion mesh with tie rods is placed on the prepared foundation plateau. Gabion baskets are filled with crushed stone material. Stone material placed on the gabion facing must have particle size 20-25 cm and must be placed manually. The gabion fill must have a minimum particle size of 15 cm, to ensure that the material will not fall out through the mesh. During the procedure of gabion arrangement, the difference between the fill height in adjacent elements must not be greater than 1/3 of the gabion height (33 cm). Gabion baskets and the horizontal mesh of adjacent elements are interconnected by< galvanized rings (distance between rings is 20 cm). Gabions are tied to other gabions in the previous and the following/next rows. Execution of embankment on the tie rods and behind the gabions with tie rods is done simultaneously, but after installation of gabions. Embankment slope above the gabions is done with an inclination of 1:1,5, with a stone lining on the surface. Thickness of layers during embankment construction must not exceed 50 cm, and after spreading and compaction, in accordance with the technical requirements. Maximum difference in height between the rock fragments placed on the anchored mesh and the embankment behind the anchor mesh, in relation to the gabion must not exceed 1m. Geotextile is placed behind the gabion baskets. Geotextile is placed according to the characteristic profile. Finishing works include removal of all excess material, terrain leveling and site clearance and rehabilitation.






2. EMBANKMENT STABILITY ANALYSIS Stability analyses were done with the SLOPE/W (Geo-Slope International Ltd. Calgary, Alberta, Canada) program of the GEOSLOPE software, according to the Spencer Method (1967). Analyses were done for permanent load, along with the seismic stability control. For the purposes of analysis, characteristics of gabions with tie rods were taken according to the specifications of the “Terramesh system”, obtained from the WERKOS d.o.o. Company. This is why the system to be used for work execution must correspond to Maccaferri “Terramesh system” specifications. Therefore, the mesh strength, for which the tensile strength is defined as Pc=46 kN/m for a designed life period of 60 years, has the following safety factors:

• For a design period of 60 years fm=1,20 • For mechanical damages during construction works fd=1,25 • For aggressive influence of environment fe=1,10,

Therefore, maximum design load taken over by the reinforcement is: Pdes = Pc / (fm x fd x fe) = 27,9 kN/m Analysis of stability ware done for the greatest height of gabion with tie rods (7 m). Analyses are given in Figures 1. A geotechnical model and results of analysis for permanent load are given.






Analysis of stability for the highest gabions with tie rods (H=7 m)

1.534

Soil Model: Mohr-CoulombUnit Weight: 19Cohesion: 4Phi: 45Ru: 0


Soil Model: Mohr-CoulombUnit Weight: 20Cohesion: 5Phi: 34Ru: 0.2


340,24 m

2:1P=27,9 kN/m

q=33 kN7m '

Roa

d ce

nter

line

Overpass km 1+266km 0+099 overpass centerline

From road centerline (m)-30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40

Hei

ght (

m)

310

315

320

325

330

335

340

345

Figure 1: Geotechnical model and results of stability analyses

Safety factor for the static load Fs=1,534, which is satisfactory. Table 1 shows results of the slide stability analyses at the bottom of individual gabion block with tie rods.

Safety factor - FS

Bottom of GABION 1 -

Bottom of GABION 2 1,642






Table 1: Results of the Stability Analyses






For analyses under dynamic conditions, the maximum horizontal acceleration for a 200 year recurrence interval was taken as:

gaH ⋅= 20,0max

gaV ⋅= 10,0max

1.270



Soil Model: Mohr-CoulombUnit Weight: 20Cohesion: 5Phi: 34Ru: 0.2


340,24 m

2:1P=27,9 kN/m

Roa

d ce

nter

line

Overpass km 1+266km 0+099 overpass centerline

From road centerline (m)-30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40

Hei

ght (

m)

310

315

320

325

330

335

340

345

Figure 2: Analyses of stability under dynamic conditions

Figure 2 shows the analysis for seismic load, without traffic load. The analysis gave the safety factor of Fs=1,270. The safety factor Fs>1 is taken as satisfactory for all stability analyses under dynamic conditions. Therefore is can be concluded that the confirmed geometry of embankment and gabions with tie rods has a satisfactory factor of safety under dynamic conditions.






3. TECHNICAL REQUIREMENTS FOR WORK EXECUTION AND QUALITY ASSURANCE AND CONTROL PROGRAM 3.1. GENERAL 3.1.1. Introduction In order to execute the embankment works successfully, respective Laws and regulations must be respected, as well as Technical requirements, given in the text. The Quality Assurance and Quality Control Program, as well as the Technical requirements are given per individual works. The Technical Requirements are in accordance with:

• Applicable Design and work execution principles applied in civil engineering, • General Technical Conditions for road works (IGH, Zagreb, 2001.)

Technical conditions can be supplemented and changed during work execution, but only within the framework defined by the design and in agreement with the Designer and Client. These supplements and changes are an additional obligation for the Contractor. If they require a change in conditions defined by the Contract, then an Annex to the Contract is required. 3.1.2. Staking our and topographic works Staking out must be done prior to start of works. Staking out of the embankment elements shall be done in accordance to this design. Design profiles and excavation line shall be staked out, followed by staking out of the structure itself. Staking out of the profile and structure of the gabions with tie rods must be secured from destruction, it must be clearly marked during the complete duration of works. Works are to be executed according to the GTC. Compliance of the staking out works with the Staking out Survey Report and the Design is checked by the Supervising Engineer, the required exactness of the staking out works is ±1cm. During work execution, the compliance of works and design is checked. The required level of exactness is given for every group of works. During the excavation stage the dimension of foundation plateaus are checked and recorded. During construction, the achieved elevation levels per profile are checked for every row of gabions, as well as the compliance of the constructed facing of slope with the designed. 3.1.3. Clearing the terrain Terrain clearance, including cutting of low, sporadic shrubs and removal of the loose, surface rock material and fragments. 3.2. EXCAVATIONS Excavation of the subject embankment shall be done in soil category “C“, as wide excavation. Excavation is done according to the levels and measurements given in this design. The works are executed, checked and calculated in accordance to the GTC. Topographic staking out is done according to the measurements and levels given in this design profiles. Staking out exactness of ±1 cm is requested. Upon completion of individual stages of excavation, geodetic control of executed works is done, with the same measuring exactness. The following must be checked during excavation works:

• Excavation to be done according to profiles and elevation levels given in this design, • Slope inclination must be in accordance with the design, • That the evenness of excavation bottom is ±5 cm,

The excavation dimensions are checked geodetically and for some section are entered into the site diary.






3.3. DISPOSAL OF MATERIAL Material which is transported to the construction site to be used in construction and material from excavation (suitable for use) is stockpiled on the site itself for subsequent use, i.e. until subsequent transport (material not suitable for use). Stockpiling must be done in a secure and safe manner, without consequences (landslides, demolition). 3.4. PREPARATION OF FOUNDATION SOIL Foundation soil surfaces need to be prepared for mounting of the system of gabions with tie rods. Excavations are done in material, category C, therefore prior to installation of the gabion system with tie rods, contact surfaces between the mesh and the foundation soil must be leveled, in all similar to the preparation of road subgrade. Works are executed, checked and calculated in accordance with the GTC Item 2-10.2 for subgrades in mixed material and in cuts. Controls must be done in accordance with the GTC for subgrades. Foundation plateau levels are checked through surveying, with an exactness of ±1 cm. 3.5. GABIONS WITH TIE RODS 3.5.1. Introductory notes The manufacturer's specifications of the adopted system must be confirmed by respective certificates of conformity and Reports of respective tests which confirm the required properties, as well as validation tests. The product must be in accordance with the already mentioned Technical Conditions and the Maccaferri “Terramesh system” specifications. Gabions with tie rods consist of elements made of woven double twisted hexagonal mesh type 8x10, made of galvanized and plastic coated wire diam. Ф2,7 mm with PVC lining Elements width 2,0 m, height 1,0 m and length 4,0 m are adopted for the subject embankment. 3.5.2. System Partial safety factors for the system must be in accordance with the design partial safety factors for the 60 year service life of structure:

• fm = 1,2 safety factor of production and exploitation of data,

• fd = 1,25 safety factor for mechanical damage, for the use of rock material for fill,

• fe = 1,1 safety factor for environmental influence. 3.5.3. Wire for production of mesh Wire for production of mesh must have a tensile strength between 350 and 550 N/mm2 with a minimum yield strength during fracture of 10%, it must be galvanized (or galfan zinc treated),all in accordance with respective relevant standards (BS, DIN or ASTM). Different types of wire are as follows: Main: Minimum weight of galvanization 275 g/m2, minimum diameter of steel core 2,70 mm (±0,06), minimum diameter with lining 3,7 mm. Ends and borders: Minimum weight of galvanization 275 g/m2, minimum diameter of steel core 3,40 mm (±0,08), minimum diameter with lining 4,4 mm. Connections and joints: Minimum weight of galvanization 240 g/m2, minimum diameter of steel core 2,20 mm (±0,06), minimum diameter with lining 3,2 mm.






3.5.4. PVC lining PVC material for lining of wire must have the following characteristics:

• Specific weight 13,0-13,5 kN/m3, hardness 50-60 , tensile strength exceeding 210 kN/m2,

• Elongation 200-280%, weight loss less than 5% after 24 hours at temperature of 105o C, satisfactory abrasion resistance.

Furthermore, the material must satisfy the quality and durability requirements: • Resistance to salt, • Resistance to UV rays, • Resistance to high and low temperature exposure.

The requirements are that the required initial characteristics do not significantly change after the implemented tests:

• That no cracks, air bubbles or unacceptable color changes appear, • That the change in specific weight does not reach 6%, • That the change in hardness does not reach 10%, • That changes in tensile strength and elongation do not reach 25%, • That the change in resistance to abrasion doe not reach 10%, • That the temperature at which material becomes brittle does not fall under –20o C.

All the mentioned properties must be proven according to some relevant standard (BS, DIN and ASTM). 3.5.5. Mesh Every mesh board must be strengthened at the edges and connected with galvanized, PVC lined wire. Front board (gabion facing) must be strengthened on the inside, minimum with a wire used for ends and borders, in order to reach the required firmness during mounting. The front and upper board of the gabion basket are overlapped during production. The back and lateral sides of the gabion basket are made of special mesh peaces, fixed to the board during production. Additional, special mesh board which serves as a diaphragm wall is fixed to the front and lateral sides at the construction site, at every 1m length. The dimensions oft he board must be in accordance with the design, with a tolerance in length of ±1%. The tensile strength f mesh must be at least 46 kN/m, without creep. All required properties must be in accordance with one of the relevant standards (BS, DIN or ASTM). 3.5.6. Production and quality control Gabion mesh with tie rods must be delivered directly from the manufacturer or from the authorized supplier, with all required certificates and the certificate of conformity with the manufacturer's specifications. The mesh is made of double twisted hexagonal wire, with edges strengthened with larger diameter wire. The mesh is cut to required length, while the thicker wire, used for strengthening, is folded toward the board after cutting and woven into the wire fabric. Lateral boards are fixed to the main board, the diaphragm wall is not connected to the main board during production but is delivered separate with the main board and connected at the construction site. Factory quality control includes visual control and control of dimensions of the wire, control of the galvanization percentage, thickness of plastific coating and control of the dimensions of woven mesh. Production must be controlled in accordance to ISO 9002.






3.5.7. Delivery, storage and handling Upon delivery to the construction site, the elements must be stored at a place distanced from the construction site traffic to prevent accidental damage. The elements must remain in their packages until their installation or mounting. A label bearing the certificate number, name of manufacturer, number of batch and number of product must be on every pile. The piles must be handled with care to avoid damage oft he wire lining. Individual elements can be manually handled. During installation the elements are to be connected with anti corrosion protected steel rings at every 20 cm. The rings must be at least 3 mm diameter, tensile strength 170 kg/m2. 3.5.8. Installation The following must be considered Prior to and during installation works:

• Preparation of foundation soil and construction of embankment in accordance with the technical requirements of the design.

• Properties of material used for fill must satisfy the design requirements. • The product must be protected from damage caused by traffic at the construction site

and equipment used for installation purposes. • Connection of elements must be done with anti corrosion protected steel, daim. 3

mm, are every 20 cm. • The elements shall be placed longitudinally, parallel to the direction of main stress.

Positions for installation are defined by surveying and staking out according to the measurements and dimension lines given in the cross sections. Staking out must be exact to ±1 cm. Geodetic control of installation is continuously done during work execution, and surveying of the executed work after installation of each gabion row, all according to equal exactness level. 3.5.9. Installation procedure • Gabion elements are opened, the front side is shaped into a gabion basket, connected by

rings, the mesh is extended into the required direction, in accordance with the design.

• Gabion baskets and the horizontal mesh of the adjacent elements are interconnected in rows by galvanized rings (distance between rings is 20 cm). The gabions are also connected with the gabions in the previous row.

• The diaphragm wall of the gabion is installed (separate mesh board dividing the element in two parts each 1 m length).

• The facing of the gabion is filled first with crushed stone material, followed by mechanical filling of the remaining part of the gabion, followed by a fill over the reinforcing mesh.

• At approximately 1/3 and 2/3 of the gabion height, tie rods are mounted, longitudinally 2 tie rods on each gabion half (the diaphragm wall is in the middle of the element - 2 m long, thus every element has 8 tie rods.

• Geotextile is placed behind the gabions, 300 g/m2, according to the normal cross section. Geotextile is placed on the lower mesh, approximately 1,0 m width, vertically along the back of the gabion, and horizontally under the upper mesh , again 1 m wide. Geotextile is overlaping. Width of the overlap is 20 cm.

• The fill is placed on the mash, minimum 150 mm thick. The mesh must be adequately covered by the fill material prior to compaction or drive over. The vehicles must not pass directly over the mesh.

• Maximum thickness of the layers to be compacted depends on the type of fill material, as well as on the machinery available at the construction site, but it must not exceed 500 mm.






• During the arrangement of gabions, the difference in the height of fill between adjoining gabion elements must not exceed 1/3 of the gabion height (33 cm).

• Reinforced bottom surface and the embankment behind are executed simultaneously but parallel to the execution of gabions.

• Gabion facing is designed as vertical. Inclination toward the front is not acceptable but an inclination of 5% toward the back can be tolerated.

3.5.10. Testing of the material used in the gabion with tie rods system Quality control includes: Initial testing of the reinforcing steel Initial testing of the reinforcing steel must satisfy all criteria declared by the manufacturer and the number of tests is defined by the greater of the following values: one test for every delivered group, or a minimum of 3 test cycles. Control test and validation tests of the reinforcing steel Tests on reinforcing steel must satisfy all criteria declared by the manufacturer and the number of tests is defined by the greater of the following values: one test for every delivered group: one test for every delivered group, or a minimum of 6 test cycles 3.5.11. References Along with the proof that he has fulfilled all technical requirements, the manufacturer shall also give references of similar structures where their product was used or installed. 3.6. GABION STONE FILL Stone used for the gabion facing must have a grain size of 20-25 cm, and is manually arranged. The gabion fill must have a minimum grain size of 15 cm, in order to ensure that it does not fall out through the mesh. Maximum tolerated particle size is 25 cm. The following tolerances are allowed for the stone fill:

• Grain size over 25 cm diam. Under the condition that the overall quantity does not exceed 5% of the cell volume,

• Grain size smaller than the minimum allowed, but not smaller than 8 cm diam., up to 10% of the cell volume.

The quality of technical-building stone must be in accordance with the following standards:

1. Determination of frost resistance EN 12 371

2. Determination of resistance to crystallization (15 cycles) EN 12 370

3. Determination of compressive strength (dry condition and water saturated state)

EN 1926

4. Determination of water absorption at atmospheric pressure EN 13 755

5. Spatial masses EN 1936

6. Density EN 1936

7. Porosity EN 1936 The following values are required: minimum density 2600 kg/m3, water absorption max. 2,5%, compressive strength min. 80 MPa, consistency: Percent by mass loss, max. 10%.






3.7. GEOTEXTILE Geotextile is placed between the embankment and the gabion, in accordance with the characteristic cross section. Characteristics of geotextiles: PROPERTY UNIT VALUE Mechanical Tensile Strengt kN/m

18,5

Tensile Elongation % >55 Resistance to static puncture N Dynamic pyramid puncture resistance mm

≥3000 <17

Hydraulic Apparent Opening Size mm

0,1-0,2

Permittivity sec-1 >1 The placement of geotextile is visually inspected. 3.8. FILL ON THE MESH AND FILL BEHIND THE MESH 3.8.1. Material and installation In order to be installed into the fill on the mesh and behind the mesh, the material must satisfy all the GTC requirements for construction of stone material fill (Item 2-09 and 2-09.3). Installation is performed in accordance with the GTC (Item 2-09.3), under the condition that the layers are not more than 50 cm thick. 3.8.2. Quality control Control tests are the responsibility of the Contractor, validation tests are approved by the Supervising engineer (GTC, Item 2-09). Control and validation tests include:

• Control of the dimensions and slope of fill, • Determining the modulus of compressibility (Ms) by circular plate, or the degree of

compaction Sz in relation to the standard Proctor's Procedure, • Determining the grain size distribution of the material used for fill.

Quality control is done in accordance with the GTC (Item 2-09). Criteria that need to be fulfilled are the GTC criteria (Item 2-09.3). 3.9. SLOPE PROTECTION BY STONE REVETMENT OF EMBANKMENT Above the gabions to the shoulder height, the embankment with inclination 1:1.5 of a slope is constucted. For the surface protection of a slope, stone revetment is applied. Selected larger stones from the stone material, provided for incorporation into the embankment, is applied for this slope protection (must meet requirements for stone filling gabions). The thickness of this slope protection is 30-50 cm. 3.10. SOLUTION AND CONSTRUCTION SITE REMEDIATION After completion of construction works according to design, and remediation of possible faults, the terrain surrounding the construction site needs to be rehabilitated and the executed works incorporated into the surroundings as best as possible. All equipment, excess construction material and excess material from excavation need to be removed from the construction site and adequately managed. The surface terrain needs to be as designed, and the surrounding terrain needs to be brought to its original state. The approach roads to the construction site need to be remedied in accordance with the visual requirements of the environment, and the roads that shall be permanently used must be rehabilitated and improved according to the criteria applicable during the maintenance stage of structure. Control is implemented during work execution and upon completion of all works.






3.11. CONCLUSION The works have been designed on the basis of forecasted data determined during geotechnical investigations. If discrepancies from the forecasted situation are determined during work execution, the design solutions need to be adjusted to the actual situation. All changes in the design can be done only upon the approval by the Designer. Due to the nee to adjust to the construction technologies, the contractors can propose changes and adjustments of designed works, but all such changes must be approved by the designer and supervising engineer prior to implementation. Continuous supervision must be ensured during work execution.






4. STAKEOUT

No Point X Y

1 S1_01 7463792,43 4669017,34

2 S1_02 7463791,65 4669016,72

3 S1_03 7463793,68 4669015,78

4 S1_04 7463792,90 4669015,16

5 S1_05 7463800,80 4669024,05

6 S1_06 7463801,19 4669024,37

7 S1_07 7463802,05 4669022,49

8 S1_08 7463802,44 4669022,80

9 S2_02 7463792,51 4669014,85

10 S2_03 7463794,93 4669014,22

11 S2_04 7463793,76 4669013,29

12 S2_06 7463802,83 4669023,12

13 S2_07 7463803,30 4669020,93

14 S2_08 7463804,08 4669021,56

15 U3_S1_01 7463820,99 4668981,30

16 U3_S1_02 7463818,67 4668979,40

17 U3_S1_03 7463822,26 4668979,75

18 U3_S1_04 7463819,94 4668977,85

19 U3_S10_02 7463832,39 4668967,36

20 U3_S10_03 7463834,04 4668966,13

21 U3_S10_04 7463833,65 4668965,81

22 U3_S2_02 7463820,32 4668978,17

23 U3_S2_03 7463823,52 4668978,20

24 U3_S2_04 7463821,59 4668976,62

25 U3_S3_02 7463821,98 4668976,93

26 U3_S3_03 7463824,79 4668976,65

27 U3_S3_04 7463823,24 4668975,39

28 U3_S4_01 7463825,18 4668976,97

29 U3_S4_03 7463826,44 4668975,42

30 U3_S4_04 7463824,51 4668973,84

31 U3_S5_01 7463826,06 4668975,10

32 U3_S5_02 7463824,12 4668973,52

33 U3_S5_03 7463827,32 4668973,56

34 U3_S5_04 7463825,39 4668971,97

35 U3_S6_02 7463825,77 4668972,29

36 U3_S6_03 7463828,59 4668972,01

37 U3_S6_04 7463827,04 4668970,74

38 U3_S7_02 7463827,43 4668971,06

39 U3_S7_03 7463829,85 4668970,46

40 U3_S7_04 7463828,69 4668969,51

41 U3_S8_01 7463830,24 4668970,77






42 U3_S8_02 7463829,08 4668969,83

43 U3_S8_03 7463831,51 4668969,23

44 U3_S8_04 7463830,35 4668968,28

45 U3_S9_02 7463830,73 4668968,59

46 U3_S9_03 7463832,77 4668967,68

47 U3_S9_04 7463832,00 4668967,04 NOTE: The table give point staking. Point Sxx_02, Sxx_04, Sxx_06 and Sxx_08 for the lower edge of the first row of gabions, Point Sxx_01, Sxx_03, Sxx_05 and Sxx_07 for the upper edge of the last line of gabions.






5. BILL OF QUANTITIES Item Description Unit measure Quantity Unit price Total 1. Stakeout.

Prior to beginning of works, but after excavation of the gabion structure, design profiles and excavation line must be staked out. Stakeout of the structure profile must be adequately protected and must be clearly marked during the complete period of works. Works are executed, checked and calculated in accordance with the GTC (Item 1-02). Calculated per pc of staked out profile. pcs 47 ............. .............

2. Excavation in material category C, for construction of gabion with

tie rods. Executed as wide excavation in the embankment toe. Transversely and longitudinally a horizontal surface must be formed, for installation of gabions Works are executed, checked and calculated in accordance with the GTC (Item 2-02.3). Calculated per m3 of excavation in natural state. m3 88,00 ............. .............

3. Preparation of the excavation surface for installation of gabion

mesh. This is relevant for the contact surfaces between the mesh and the foundation soil. Excavation is done in material, category C, therefore prior to installation of gabions with tie rods, leveling of the surface must be performed as for road subgrade. Works are executed, checked and calculated in accordance with the GTC (Item 2-10.1) for subgrade in material category C and cuts. Calculation per m2 of surfaces prepared for installation of gabion mesh. m2 112,00 ............. .............

4. Supply, delivery and installation of gabion with tie rods elements.

All elements and the system as a whole must be in accordance with technical solutions given in the design. Calculated per pc of element installed in the structure, with defined dimensions (length x width x height).

4 m x 2 m x 1 m . pc 44,00 ............. ............. 4 m x 2 m x 0,5 m . pc 2,00 ............. .............






5. Supply, delivery and installation of gabions. Elements must be in accordance with the technical requirements of the design. Calculation per pc of element installed in the structure. Gabions(length x width x height): 1 m x 2 m x 1 m: pc 9,00 ............. ............. 1 m x 2 m x 0,5 m: pc 5,00 ............. .............

6. Supply, delivery and placing of geotextile. Geotextile is placed

according to characteristic profile , between the gabion and embankment. Calculated per m2 of placed geotextile. m2 424,00 ............. .............

7. Supply, delivery and installation of crushed stone material used to fill the gabion baskets. Stone used for the gabion facing must have grain size 20-25 cm and is manually arranged. The gabion fill must have a minimum grain size of 15 cm, to prevent the material from falling through the mesh. Maximum allowed grain size is 25 cm. Fill material is mechanically placed in the gabion. The following discrepancies are tolerated for stone fill material: - grain size larger than 25 cm, under the condition that the

overall quantity is less than 5% of the cell volume, - grain size less than minimum but not less than 8 cm, up to 10%

of cell volume. Diaphragm walls must be placed before filling the gabion baskets, i.e. during placing of tie rods. Calculated per m3 of executed gabions. m3 113,00 ............. .............

8. Supply, delivery and installation of stone material to be placed on the system mesh. Material must be in accordance with the GTC (Item 2-09.3) for construction of stone material fill. Installation is done in two layers minimum, at every distance between the tie rod mesh, which bring the thickness of layer down to 0,5 m, and the maximum grain size to 25 cm (half of the layer ). Works are executed, checked and calculated in accordance with the GTC (Item 2-09.3) for stone material fill. Calculated per m3 of executed fill on the mesh. m3 270,00 ............. .............

9. Supply, delivery and installation of crushed stone for preparation

of stone lining of the embankment above the gabion, as protection against erosion. The stone must satisfy all design requirements for gabion fill material. It is mechanically arranged in a layer of 30-50 cm. Calculated per m2 of placed stone lining. m2 19,31,00 ............. .............






10. Measuring the modulus of deformation within the fill by a multi-

channel analysis of surface waves and the measurement of spatial displacement at three points of the profile 0+107 local road axis (0+008 gabion wall axis) Works are executed in all according to the technical requirements defined in the geotechnical design. Item includes supply, delivery and installation of all materials and equipment, measurements and preparation of reports, with the confirmation of design solution according to the measurement results Determining the modulus of deformation by multi-channel analysis (measurement and data analysis) pc Supply and installation of bench marks pc Measurements and data analysis pc

Designer: Ivanka Brunetta, BSc.CE

Associate: Marko Bišćan, BSc.CE Jelena Filić, BSc.CE

Documents

IG-011-B-0050-0801-YA