01_Terasamente (Ed I Rev 0)

J.V.PIZZAROTTI &C SPATIRRENA SCAVI SPA

SISTEMUL MANAGEMENTULUI DE CALITATETEHNOLOGIE DE LUCRU

TERASAMENTE

Tehnologie de lucru

TERASAMENTE

EDITIA NR.: 1 REVIZIA NR:DATA: 15-08-2006 DATA:EDITAT DE: RADU ANDREI EDITAT DE:VERIFICAT DE: ARMANDO RUSSO VERIFICAT DE:APROBAT DE: UMBERTO PACI APROBAT DE:



TERASAMENTE

CUPRINS

1 OBIECT....................................................................................................................22 DEFINITII, TERMENI................................................................................................23 DOCUMENTE DE REFERINTA (standarde, normative etc)......................................24 RESPONSABILITATI................................................................................................25 OPERATII PREGATITOARE, CONDITII PRELIMINARE..........................................35.1. Trasarea...................................................................................................................35.2. Semnalizarea zonei de lucru.....................................................................................35.3. Lucrari pregatitoare...................................................................................................36 EXECUTIA PATULUI DE FUNDARE........................................................................4a. Trasarea...................................................................................................................5b. Taierea mecanica a sistemului rutier.........................................................................5c. Curatarea amplasamentului......................................................................................5d. Indepartarea sistemului rutier existent.......................................................................5e. Saparea si indepartarea infrastructurii existente........................................................5f. Nivelarea patrului drumului........................................................................................6g. Compactarea mecanica a patrului drumului...............................................................7h. Checking the compaction..........................................................................................7i. Checking the bearing capacity..................................................................................7j. Signing the acceptance forms and passing at the next step, earth filling....................87 Filling........................................................................................................................87.1 Borrow pits................................................................................................................87.2 Transporting, spreading and compacting the material................................................87.3 Laboratory tests........................................................................................................97.4 Acceptance forms...................................................................................................108 Health and safety....................................................................................................119 Records..................................................................................................................1210 List of equipment.....................................................................................................12

ANNEX 14

Cod: MS_01 page 1 of 15



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1 OBIECT Prezenta Tehnologie de Lucru descrie toate fazele de executie ale constructiei terasamentelor, incepand de la trasare si pana la receptia acestor lucrari; contine trasarea, pregatirea patului de fundare, realizarea umpluturilor si receptia lucrarilor specificate in cadrul contractelor de reabilitare Drumuri Nationale executate de catre J.V. PIZZAROTTI &C SPA TIRRENA SCAVI SPA

2 DEFINITII, TERMENITerasament = Toate lucrarile de pamant executate in vederea realizarii infrastructurii drumului;Taluz = suprafata inclinata a lucrarii de pamant (terasamentului) ce limiteaza lateral lucrarea de rambleu (umplutura) sau debleu (sapatura);Umiditate optima de compactare = UMIDITATATE PAMANTULUI CARE PERMITE obtinerea unei densitati aparente maxime utilizand un lucru mechanic de compactare minim;Grad de compactare = raportul dintre densitatea aparenta in stare uscata a stratului compactat si densitatea aparenta maxima in stare uscata determinata in laborator prin testul Proctor;Capacitate portanta = valoarea acceptata a deformatiei elastice a stratului sub o incarcare standard, determinata fie cu parghia Benkelman, fie – atunci cand spatiul nu permite folosirea primei metode – cu placa Lucas.

3 DOCUMENTE DE REFERINTA (standarde, normative etc) Proiectul de executie cu plansele si detaliile aferente; Caietul de Sarcini vol. B.1.; Standardele si normativele specificate in Caietul de Sarcini vol. B.1.; C 56-85 Normativ privind receptia lucrarilor de constructii si a instalatiilor

aferente lor; C 16-84 Normativ referitor la lucrul in perioada friguroasa; GE 026-97 Ghid pentru executarea si compactarea in plan orizontal si plan

inclinat a lucrarilor de terasamente; Legea 10 Legea calitatii in constructii

4 RESPONSABILITATI Seful de lucrare raspunde de aplicarea corecta a prezentei proceduri si a

documentatiei tehnice de executie, de intocmirea inregistrarilor de calitate aferente atributiilor de serviciu si a evidentei acesteia.

Responsabilul cu controlul calitatii ( CQ ) pe lucrare urmareste aplicarea intocmai a prezentei tehnologii si a proiectului de executie, intocmirea corecta a inregistrarilor de calitate si evidenta acestora.

Responsabilul tehnic cu executia raspunde de verificarea conformitatii Proiectului cu Normativele si standardele in vigoare, de conformitatea lucrarilor executate cu specificatiile tehnice si proiectuul de executie, de conformitatea lucrarilor executate de subcontractori cu conditiile contractuale si semnaleaza orice neconformitate privitoare la aceste conformitati;




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Compartimentul mecanic raspunde de asigurarea si buna functionare a utilajelor destinate si existente la punctul de lucru ( buldozere , excavatoare, compactoare lise si pe pneuri etc. ) aferente executarii lucrarilor de terasamente.

Laboratorul de santier raspunde de prelevarea probelor pentru incercari si verificari, intocmirea corecta a inregistrarilor de calitate in documentele (formularele ) tipizate de laborator, a inregistrarilor impuse de caietele de sarcini, atat inainte ( “a priori “ ) cat si pe parcursul executiei lucrarilor, precum si de prezentarea acestora in timp util si operativ celor implicati.

Compartimentul topo raspunde de trasarea lucrarii si semnaleaza nerespectarea cotelor, pantelor si/sau a altor elemente geometrice in executia terasamentelor.

5 OPERATII PREGATITOARE, CONDITII PRELIMINARE

5.1. Trasarea

Trasarea axului drumului este in responsabilitatea Constructorului, dupa ce s-a facut predarea bornelor de coordonate de catre beneficiar. Toate punctele importante ale lucrarii (ax, ampriza, panta transversala, tangente, varfuri etc) se materializeaza pe teren prin picheti metalici, cuie in ax, borne din beton in afara amprizei etc.Ocnstructorul va marca de asemenea urmatoarele elemente:

inaltimea umpluturii sau adancimea sapaturii; intersectia ditre taluz si terenul natural; inclinarea taluzului.

Pe perioada realizarii lucrarilor de trasare se vor identifica de asemenea toate instalatiile aeriene, terane si subterane aflate in zona lucrarii, avand in vedere ca majoritatea urmeaza a fi relocate sau protejate.

5.2. Semnalizarea zonei de lucruZona de lucru in carosabil trebuie acoperita cu semnalizare rutiera in conformitate cu specificatiile Traffic Management-ului ce a fost aprobat si insusit de catre autoritatile locale, Politia locala si Centrala, Beneficiar si Consultant.

5.3. Lucrari pregatitoare Verificarea zonei pentru indepartarea eventualelor munitii ne-explodate; Descarcarea arheologica a zonei de lucru; Curatarea santierului care include:

o taierea arborilor si scoaterea radacinilor;o indepartarea vegetatiei (tufisuri, frunze, crengi, copaci sub 15 cm

diametru);o indepartarea si stocarea pamantului vegetal in vederea refolosirii;o asigurarea scurgerii apelor in afara zonei de lucru;o demolarea eventualelor constructii din zona de lucru;o executarea drenurilor si/sau santurilor – rigolelor;o indepartarea si relocarea instalatiilor retelelor de utilitati din zona.

Stratul vegetal se indeparteaza de pe intreaga ampriza a zonei de lucru, iar cel care se preteaza la reutilizare se stocheaza in depozite provizorii, agreeate de catre proprietarul spatiului de depozitare si de catre Consultant;




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Pamantul necorespunzator pentru umpluturi rezultat din sapatura, stratul vegetal care nu se preteaza protejarii taluzelor ca si toate materialele rezultate din desfacerea sistemului rutier, se incarca si transporta in depozite definitive, care de asemenea au fost agreeate de catre proprietarul spatiului de depozitare si de catre Consultant;

In afara de zonele in care urmeaza a se executa sapaturi (deblee), gropile ramase dupa scoaterea radacinilor sau demolarea unor constructii din amplasament se vor trata in felul urmator:

scoatere radacini: - se curata amplasamentul de crengi, frunze, iarba, tufisuri etc;- se umple groapa cu material de umplutura aprobat in straturi

de 25 – 30 cm, compactate separat la o densitate similara cu a terasamentului din zona;

- operatiunea se repeta pana se ajunge la cota patului de fundare.

structuri aflate in amplasament:- se demoleaza pana la minimum 1,0 m sub cota patului de fundare;- se curata amplasamentul de resturi provenite din demolare;- se umple groapa cu material de umplutura aprobat in straturi de 25 – 30 cm,

compactate separat la o densitate similara cu a terasamentului din zona;- operatiunea se repeta pana se ajunge la cota patului de fundare.

Indepartarea sau relocarea utilitatilor publice incluzand retele electrice, conducte de gaz, linii de telefonie si conducte de apa. Aceste lucrari vor fi executate de catre unitati specializate si supraveghiate de personal competent, agreeate de catre Consultant. Indepartarea materialelor. Materialele inadecvate sunt alte materiale decat cele aprobate de catre Consultant, in conformitate cu prescriptiile tehnice si contract pentru a fi introduse in lucrare. Sttadiile indepartarii materialelor inadecvate includ:

ruperea, spargerea si dislocarea materialului inainte sau in timpul excavatiei;

incarcarea in mijloace de transport; manipularea materilelor; drenarea apelor din excavatii; selectarea si separarea materialelor in depozite agreeate de Consultant; finisarea taluzelor, a banchetelor sau, in cazul structurilor, finisarea

marginilor si fundului sapaturii; protejarea proprietatilor, a structurilor, canale, drenuri etc.

6 EXECUTIA PATULUI DE FUNDARElucrarea include urmatoarele operatii:

a. Trasarea;b. Taierea mecanica a sistemului rutier;c. Curatarea amplasamentului;d. Indepartarea sistemului rutier existent;e. saparea si indepartarea infrastructurii existente;f. Nivelarea patrului drumului;g. Compactarea mecanica a patrului drumului;h. Verificarea gradului de compactare si a portantei patului de fundare;i. Semnarea formelor de receptie a patului de fundare si trecerea la stadiul urmator,

executarea stratului de forma;




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j. Executarea stratului de formainaintea inceperii oricarei lucrari, chiar si a celor pregatitoare, se va solicita acceptul Consultantului pentru aceasta.Se vor executa sectoare experimentale pentru fiecare tip de strat si atelier de compactare si nivelare. Aceste tronsoane se executa in conformitate cu specificatiile din anexa la prezenta tehnologie.

a. Trasarea

Dupa preluarea amplasamentului de la Beneficiar si verificarea retelei de sprijin de catre Constructor, se traseaza axul drumului de obicei cu cuie de otel batute in axul proiectat si vopsea si martori la 2,5 m de o parte si alta a axului. In urma executarii acestor operatiuni se editeaza Procesul Verbal de Trasare, in care sunt consemnate bornele de nivelment si coordonate pe baza carora s-a realizat trasarea.

b. Taierea mecanica a sistemului rutier

Dupa semnarea Procesului Verbal de Trasare, topograful Constructorului traseaza linia de taiere prin marcare cu vopsea. Pentru determinarea acesteia este necesar sa se execute din loc in loc santuri transversale la marginea rutierului existent, pentru a determina linia bordurilor, linia de taiere fiind linia interioara a marginii bordurilor.Pe linia astfel trasata se executa taierea sistemului rutier cu taietoare de rost cu disc diamantat.

c. Curatarea amplasamentului

Aceasta operatiune conta din indepartarea stratulu de pamant vegetal, a resturilor, frunzelor, tufisurilor, radacinilor si altor obstacole ce nu sunt prevazute a ramane in amplasament, urmate de transportul lor in depozite agreeate de Consultant.Amplasamentul depozitelor este ales/gasit de catre Constructor si agrreat de proprietar, Autoritati locale si Consultant.Pamantul vegetaleste indepartat de pe intreaga suprafata a amprizei si sortat in vederea depozitarii in: - depozit definitive

- depozite provizorii, in vedrerea refolosirii pentru protectia taluzelor.

d. Indepartarea sistemului rutier existent

Operatiunea se executa mecanizat, cu excavatoare, iar materialele rezultate se depoziteaza separat:

straturile de mixtura asfaltica si alte materiale inutilizabile in depozit de deseuri, depozit agrreat de proprietar, Autoritati locale si Consultant;

pamanturi bune pentru umplutura, in depozite provizorii, urmand a fi folosite in umpluturi.

Indepartarea materialului se face prin spare si incarcare cu excavatoare in mijloace de transport.

e. Saparea si indepartarea infrastructurii existente

Sapatura se executa mecanizat, cu excavatoare hidraulice, pe intreaga latime proiectata pentru realizarea casetei, urmata de incarcarea materialului in camioane si transportata in depozite dupa cum s-a arata la punctul anterior.




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In cazul sapaturilor pe tronsoane cu panta longitudinala, operatiunea se incepe dinspre vale spre deal, asigurand in permanenta scurgerea si evacuarea rapida a apelor din precipitatii in afara amplasamentului santierului.Sapatura se executa cu 5 – 10 cm mai sus decat cota proiectata, urmand ca finisarea (panta transversala, planeitate) sa se realizeze cu ajutorul unui utilaj terasier care poate fi buldozer sau greder.In cazul in care in timpul excavatiei se constata ca pamantul de la nivelul patului de fundare este necorespunzator, Constructorul trebuie sa informeze Consultantul si sa- i solicite solutia pentru cotelor sapaturii sau inlocuirea pamantului de la acel nivel.In conformitate cu prevederile Caietului de sarcini pentru terasamente referitor la pamanturi argiloase, daca acestea sunt necorespunzatoare, fie se inlocuiesc uc pamanturi clasificate cel putin 4 b, fie se stabilizeaza cu diferite tipuri de lianti (var, cenusa de furnal, stabilizatori chimici etc) sau prin metode mecanice (amestecare cu un pamant necoeziv), pe intreaga suprafata, pe minimum 20 cm pentru pamanturi rele si minimum 50 cma pentru pamanturi clasificate drept foarte rele.Deoarece Constructorul a propus ca material pentru umplutura pamanturi clasificate derept foarte bune si/sau bune, nu ar mai fi necesara realizarea straturilor de forma din pamant stabilizat cu lianti, astfel incat chiar si adancimea sapaturilor suplimentare prevazute in proiect poate fi redusa, in urma obtinerii unor rzultate de portanta corespunzatoare.Oricum, in fiecare din cazurile specifice prezentate in profilele transversale tip, Constructorul va solicita instructie din partea Consultantului cu privire la cota patului de fundare si a necesitatii inlocuirii pamanturilor numai in corelatie cu pamantul pe care il va folosi pentru umplutura.In cazul in care se impune realizarea unei extra-excavatii, fie ca este impusa de proiect, fie ca rezultat al analizelor de laborator, este clar ca, ori datorita unei umiditati mari a terasamentului, ori datorita caracteristicilor necorespunzatoare ale pamantului de la nivelul fundului sapaturii, va fi imposibil de realizat testul de portanta sau grad de compactare la acest nivel.

f. Nivelarea patrului drumului

Patul drumului este considerat stratul situat sub fundatia de balast.In cazul unor pamanturi cu caracteristici satisfacatoare la nivelul patului drumului, nivelarea acestuia se incepe imediat dupa realizarea sapaturii. Nivelarea se realizeaza cu un echipament de nivelare (buldozer sau greder), urmarindu-se realizarea elementelor geometrice proiectate, respectiv cote, pante transversale (4% daca nu este specificat altfel) si panta longitudinala, care este aceeasi cu a liniei rosii proiectate. Regularitatea suprafetlor va fi conform tabelului de mai jos:

Profil Tolerante Roci compactePlatforma cu strat de forma 3 cm 5 cmPlatforma fara strat de forma 5 cm 10 cmTaluze neprotejate 10 cm In functie de natura rocii

In cazul inlocuirii unui material necorespunzator, dupa executia extraexcavatiei se efectueaza o compactare usoara a fundului excavatiei (la materiale necorespunzatoare nu se poate realiza o compactare foarte buna), iar apoi se trece la realizarea umpluturii cu matrial corespunzator. In czurile in care este necesara realizarea unor umpluturi mai mari, acestea se vor realiza in straturi elementare de 20 – 25 cm, bine compactate si




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profilate cu panta transversala de 4%. Umplutura va fi verificata dupa ce se ajunge la nivelul patului drumului asa cum este specificat in paragrafele h si i.

g. Compactarea mecanica a patrului drumului

Operatiunea de compactare se demareaza imediat dupa realizarea nivelarii patului, urmarind a se folosi umiditatatea naturala a materialului. In orice caz, natura si umiditaea natural a materialului sunt determinate de laborator.Daca pamantul aflat la nivelul patului drumului este considerata acceptabila (a se vedea si specificatiile Sectiunilor Transversale Tip din proiect), iar umiditatea materialului este in plaja de umiditati wopt ± 3%, se poate realiza compactarea.Pentru umiditate a pamantului din strat mai mica decat wopt - 3%, suprafata va fi scarificata, stropita cu apa pana la atingerea umiditatii optime, nivelata si compactatata pana la gradul de compactare prescris.Pentru umiditate a pamantului din strat mai mare decat wopt + 3%, suprafata va fi scarificata, lasata sa se usuce pana la umiditati wopt ± 3%,For moisture lower than the surface will be scraped, water sprinkled, levelled and compacted.For moisture greater than the surface will be scraped and aired to be dried until the limit of wopt ± 3%, and then levelled and compacted. It is also possible that the design specifies execution of extra excavation, in this case the filling will be performed as specified in paragraph 6.e.The compaction is made on the entire width and length of the levelled sector, in longitudinal passes, beginning from the edges to the cutting line and from the lowest point to the highest one of the longitudinal slope, in low speed. The passes should be superpose with 30 – 50 cm, and the compaction technology must follow the data obtained during the Trial Section performed prior to beginning the work.

h. Checking the compaction

The upper layer of the platform will be well-compacted, levelled and completed to correspond with levels, gradients and widths as by design-cross sections and longitudinal profiles.In natural soils under the embankment, at least a test of three samples every 2000 m2 of roadbed. In cuttings, at least a test of three samples must be performed every 250 m of road. The compaction of the soil bed is considered finished when the fallowing degrees of compaction are reached in comparison with the normal Proctor density value:

Zones of the earthworks to be compacted

S O I Lnon-cohesive cohesive

Type of pavement structurepermanent temporary permanent temporary

a) The first 30 cm below the surface of the foundation layer under embankments having height h:h 2.00 mh 2.00 m

10095

9592

9792

9390

b) In the body of the embankment at a depth (h) of: h 0.50 m;0.50 < h 2.0 m; h 2.0 m.

10010095

1009792

1009792

1009490




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c) In cuttings, within the 30 cm below the surface of the roadbed

100 100 100 100

i. Checking the bearing capacity

The bearing capacity of the roadbed is checked using one of the following methodso Benkelman beam test, in enlargements greater than 2.75 m., as specified in

Norm CD 31-2002; the elastic deformation under standard axle of 115 kN must respect the values in the table from paragraph 7.3. from the present MS

o Lucas plate, in enlargement less than 2.75 m., as by STAS 2914/4-198, with the Engineer’s instruction; usually the value of the dynamic elasticity modulus must be greater than 80 MPa

j. Signing the acceptance forms and passing at the next step, earth filling.

Once the bulletins of: - soil nature - compaction degree - bearing capacity of compacted road bed

are submitted together with the “Proces Verbal de Receptie Calitativa” ≡ “Report of Quality Acceptance” to the Engineer, and they are approved, the road bed is considered accepted and the Contractor can pass to the next step.

7 FillingThis operation consists of:

Finding a borrow pit with a good quality of soil and determining it’s nature; Transporting, spreading and compacting the material; Laboratory tests; Acceptance forms

7.1Borrow pitsFor high embankments and / or for unsuitable roadbed soil replacements, during the earthworks execution it may be necessary for the contractor to find one or more borrow pits. All barrow pits that will be used for filling material will have Engineer’s approval, and opening borrow pit is announced sufficiently in advance of opening. The soil is classified as by STAS 1243/88 and by volume B.1., art. B.1.2. (b) of the Technical Specification.During excavation in borrow pits, fallowing rules will be respected: removal and stockpiling the topsoil; stockpiles will be no higher than 2m., and not trafficked; the barrow pit may continue the cutting line, in this case the bottom must be so

arranged to assure water drainage; if the barrow pits is nearby the cutting area, the bottom will not be under the

drainage’s ditch level; the bottom must have a cross-fall of (1 – 3) % to the outside;The Contractor shall assure that the borrow pits and soil deposits neither compromise the stability of the existent natural mass earth (major aspect in hill and mountain areas) nor cause their transport by water.For the stockpiles, the agreement of terrain’s owner must be obtained prior of stockpiling.Borrow pits and stockpiles must not compromise the stability of any existing earthworks.




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7.2Transporting, spreading and compacting the material

The filling works will include: unloading, spreading, wetting or drying (if need) and levelling of material, followed by compaction, ramming or by other means.Laying and the compaction of filling materials will include:

Material transportation; Material selection and storage in the established places, according to specific

classification; Water draining from the working area; Fills moulding and finished to specificity heights and shapes; Bed protection with suitable materials ; Replacing of suitable material which became in time unsuitable ( i.e. due to site

circulation or abundant rainfalls) Measures for terrain, structures, channels, drains protection will be prepared; The tests regarding the nature of soil and the compaction characteristics, will be

performed preliminary for the source; In case of transversal slope greater then 20%, or where specified in the design, it

is compulsory to perform connection steps. They will be cut in vertical wall, and the laying operation will be performed from the

edge to adjoining the step. Filling and compaction will be performed in such a manner that to obtain continuity

from the layer to the step; the compaction of the layer that is at the same level with the step will be performed in the same time with the compaction of the step;

Each layer will be spread horizontally levelled or by the near slope of the roadbed, to the stipulated thickness for each soil type used and for compaction machinery performance. For important works it will be determinate the optimum thickness of the courses to be laid, the passing number for compaction and the optimum humidity by execution of Trial Sections for determination these parameters;

The execution on site of trial sections with minimum 50 m length is compulsory. By all works stages the cross fall of layer will be at least 4% if no other design specifications.

Filling material, having the adequate moisture and thickness, will be compacted to the established number of compaction plant passes, the achieved compaction degree being verified after that. Each layer will be compacted on whole width, the compaction being effectuated in the upgrade direction and beginning from the edges to the axis. After the layer construction is finished, it’s side slopes will be levelled and finished. During construction, the achieved dimensions will be verified comparative to the designed ones.

7.3Laboratory tests

The earthworks will by the spot work head, CQ, laboratory, constancy according to execution stage under following conditions:

tests will be executed on each layers; the testing frequency will be at least the one in the table below:

No. Testing characteristics Minimum frequencyTesting

methods according to:

1. Grading - Minimum a test of three samples every 5000 m3 of embankment.

STAS 1913/5/852. Plasticity limits, Plasticity Index STAS 1913/4/86




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- In the case of backfills to widen the existing embankments (rehabilitation works), minimum a test of three samples every 1000 m3 of processed soil.- In natural soils under the embankment, at least a test of three samples every 2000 m2 of roadbed. - In cuttings, at least a test of three samples every 250 m of road.

3. Non-uniformity coefficient STAS 730/894. Free swelling STAS

1913/12/835. Compaction characteristics, Normal

Proctor method STAS

1913/13/836. Freezing thawing sensitive STAS 1709/3/90 7. Apparent weight or dry density of the

soil from borrow pit, the natural ground under embankment and in cutting

STAS 1913/15/75STAS 1913/3/76STAS 12288/85

8. Moisture content Daily, but at least every 500 m3 of processed soil in embankments or every 250 m of road in cut.

STAS 1913/1/82

The roadbed bearing capacity will be checked as shown in paragraph 6.i., and must have the maximum values as follow:Type of earth, as per STAS 1243/’88 Permissible elastic deformation (1/100

mm)Silty sand, clayey sand 350Sandy silt, clayey sandy silt, clayey silt, silt 400Silty clay, sandy clay, silty sandy clay, clay 450

7.4Acceptance forms

For the earthworks acceptance, all the quantitative and qualitative characteristics must be fulfilled. The tolerances for the platform width and levels are:

At the platform’s width:

+/- 5 cm, given from the axis

+/- 10 cm, at the whole width

At the design’s levels

+/- 5 cm, given from the design’s levels.

Unevenness measured under the 3m straight edge should be under 3 cm.

The tolerance for the embankment’s width, compared to the design details, shall be within the limits of +/- 50 cm

The work quality control consists in: checking of the axis setting out and road total land requirement; checking of roadbed soil classification; checking of roadbed foundation:

compaction degree respect of the geometrical dimensions (levels, unevenness,

width, slant) bearing capacity

checking the filling: checking of quality characteristics of the utilised soil for filling; the compaction for every meter of embankment height ; the compaction and bearing capacity at the final level




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The works shall not be accepted if the works for the water run-off are improper.

8 Health and safetyDuring the execution of the earthworks, it will be necessary to pay attention to the following aspects regarding the health and safety:

the sides of excavations shall be fenced to avoid falls

the excavated materials shall be disposed in designated places. Plant and material should be kept away from sides of excavations

preceding parts shall be removed from sides of excavations, to avoid a potential collapse later

if there is risk of water ingress, pumps or other equipment / methods shall be provided

the operators shall keep safe distances from sides of excavations and the trucks

survey of area before starting (included Public Services facilities)

investigation of the necessity of sides support

disposal of materials in designated areas

inspection of new machinery on site (licenses, certifications)

daily inspection of machinery on site, before use

personnel safety training

inspection of support and sides of excavations

the workers will wear: safety helmet

safety boots

safety vest

information of local authorities

preparation of a circulation study (deviation plan etc)

personnel safety training

regular inspections of signage

supervision of works execution

the working place shall be fenced and signed properly safe means of access and egress shall be provided access out of the working place shall be avoided the use of high visibility vests is mandatory the working place (and the road surface) shall be kept clean the plant shall be secured safety provisions shall be considered during the installation of sign (especially about

lifting operations and manual handling) safe distance from unsecured signs shall be ensured the use of gloves is mandatory for those who install fencing and signs the stability of signs shall be ensured designated personnel shall be used for traffic arrangements. Safety cones, flags and

lights shall be used a warning vehicle shall be used, if necessaryThe electro-mechanical equipment should provide: protected operation seat (ISO 3471/1994) safety belt on operation seat (ISO 6683/1981)Cod: MS_01 page 11 of 15



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fire extinguisher and first aid kit reverse alarm, indicators and mirrors the machine should be maintained according to manufacturer’s specifications and

repaired immediately, in case of a damage

the operator shall be licensed and experienced

the working surfaces shall be checked (capacity, dimensions, slope) safe distance from overhead lines shall be ensured the activities should not affect third partiesthe operator shall: confirm the operation devices and take care of the warning signs, before first use checks the machine and keeps the windows and mirrors clean use always the safety belt ensure that no co-worker is in risk avoid to move the machine in areas not designated for this purpose follow the site safety rules exceed the velocity limits keep a safe distance from sides of excavations leave the machine in a safe designated place switch off the engine, secure the machine and keep the key

UNSAFE ACTIONS (TO BE AVOIDED) driving in deep slopes operation away from the operation seat personnel carrying wheels pressure different from the proper use of alcohol and drugs

9 Records9.1 Records of setting out;9.2 Laboratory records of the utilised materials (with kilometrical position):

9.1.1 Soil nature and classification;9.1.2 Humidity of the soil layer;9.1.3 Compaction degree;9.1.4 Bearing capacity;

9.3 Surveying compartment tables (levels, widths, a.s.o.)9.4 Determinant phases report (as and where specified by the Designer)9.5 Transport tickets file;9.6 Official reception report on working stages.

10 List of equipmentWe present the equipment list that we are using in our site; following to the Trial sections execution it will be specified which one will be use in each specific work.

No. EQUIPMENT NUMBER OF PIECES1 Rollers 22 Excavator on belt 1




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3 Grader or Bulldozer 14 Trucks 45 Loader 16 Water tank with sprinkling devices 17 Joint cutter 18 Air compressor 19 Demolish hummer 1




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ANNEX

TRIAL SECTION ROAD FOUNDATION

(MODEL)CONTENT:

1. Description of work 142. Compaction degree test result 143. Bearing capacity test result 144. Conclusion 145. Testing section scheme, chainage: km. 0+400.23 to km. 0+00.392 LHS 156. The emplacement of the density tests 15




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TRIAL SECTION FOR ROAD FOUNDATION (EARTHWORKS)(MODEL)

1. Description of work

Before beginning the Trial Section, there were performed the following operations: detailed setting out, clearing and grubbing, removing the topsoil, levelling the roadbed foundation,

The natural ground c characteristics were sent for approval (classification of natural ground) to the Engineer.

For levelling the road foundation it was used a grader type XXX.

For compaction there were used the next type of compactors: C1 = Bomag type BW 21t D-2 (sheep’s foot roller) of 17,800 tons. C2 = Bomag type BW 219 D-2 of 19,150 tons (smooth roller)

There were proposed three sectors with different type of compactions:o Sector 1: 2 passes with the sheep’s foot roller + 2 passes with the smooth roller;o Sector 2: 3 passes with the sheep’s foot roller + 3 passes with the smooth roller;o Sector 3: 4 passes with the sheep’s foot roller + 4 passes with the smooth roller;

After the compaction was finished, the laboratory performed the density test for the calculus of the compaction degree, and the Benkelman Beam test for the calculus of the bed foundation bearing capacity.

2. Compaction degree test result

Trial Section Sample Chainage Compaction degree (%) Average (%)

Section 1N1 0+410 98.2

97.8N2 0+417 97.3N3 0+425 98.0

Section 2N1 0+442 98.9

99.4N2 0+447 99.6N3 0+452 99.6

Section 3N1 0+473 99.8

100N2 0+482 100.1N3 0+485 100.1

3. Bearing capacity test result

Average deflexion dBM 218.5 TS limits of dBM = 350Standard deviation Sb 45.8Variation coefficient Cv 23.13

4. Conclusion

Seeing the good results of the compaction obtained in the third sector, the Contractor proposes this one as characteristic trial section for the foundation roadbed, using the following compaction plant:

4 passes with the sheep’s foot roller + 4 passes with the smooth roller;




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5. Testing section scheme, chainage: km. 0+400.23 to km. 0+00.392 LHS

(p23 to p26)

To XXX To YYY

p 23 p 24 p 25 p 26

6. The emplacement of the density tests

To XXX To YYY

p 23 p 24 p 25 p 26


C1C1

C1

C2C2C2

2 passes

4 passes

4 passes

3 passes

3 passes

2 passes

Note: 1 passing complete is: go (to YYY) - back (to XXX) on the same trace

N2

N1

N3

7.0m

11.0m

7.5.0m

6.0m

0+485

0+482

0+473

0+452

0+447

0+442

0+425

0+417

0+410

Section 1 Section 2 Section 3

Section 1 Section 3Section 2

01_Terasamente (Ed I Rev 0)

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Transcript of 01_Terasamente (Ed I Rev 0)