46 - CAIET SARCINI - Puturi Absorbante

7/29/2019 46 - CAIET SARCINI - Puturi Absorbante

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S C "CONSILIER CONSTRUCT"

BUCURE{TI

CAIET DE SARCINI

PENTRU LUCR|RILE DE PU}URI ABSORBANTE DE

PE

AUTOSTRADA BUCURE{TI - CONSTAN}A

TRONSON LEHLIU - DRAJNA

Km 55+700 - 97+300

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C U P R I N S

CAP. I. GENERALITATI

ART. 1. OBIECT SI DOMENIUL DE APLICARE

CAP. II. DESCRIEREA OPERATIUNILOR

ART. 2. EXECUTIA PLATFORMEI DE LUCRU

ART. 3. EXECUTIA SAPATURII

ART. 4. EXECUTIA UMPLUTURII DRENANTE SI A CAPACULUI

ART. 5. EXECUTIA PEREULUI DIN PIATRA BRUTA

ART. 6. FINISAREA SUPRAFETELOR

CAP. III. MATERIALE UTILIZATE. CONDITII DE CALITATE

ART. 7. PIETRIS

ART. 8. PIATRA SPARTAART. 9. PIATRA BRUTA

ART. 10. BOLOVANI DE RAU

ART. 11. GEOTEXTIL

ART. 12. TUBURI DIN BETON

ART. 13. OTEL BETON

ART. 14. BETON SIMPLU

ART. 15. MORTAR M 100

ART. 16. APA

ART. 17. AGREGATE

CAP. IV. VERIFICAREA CALITATII


ART. 19. EXECUTIA SAPATURII SI TUBARII PUTULUI




CAP. V. RECEPTIA LUCRARILOR

ART. 23. RECEPTIA PE FAZE DE EXECUTIE

ART. 24. RECEPTIA PRELIMINARA

ART. 25. RECEPTIA FINALA

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CAIET DE SARCINI

PENTRU LUCR|RILE DE PU}URI ABSORBANTE DE PE

AUTOSTRADA BUCURE{TI - CONSTAN}A

TRONSON LEHLIU - DRAJNA

Km 55+700 - 97+300

CAP. I. GENERALITATI

ART. 1. OBIECT SI DOMENIUL DE APLICARE

1.1.Puturile absorbante sunt necesare atunci cand evacuarea la zi a apelor meteorice nu

se poate realiza prin rigole, santuri sau lucrari de canalizare si cand exista un strat permeabil laadancime convenabila, capabil sa primeasca cantitatile de apa meteorice colectate si sa le

dreneze in mod natural.

1.2.Pentru buna functionare a puturilor absorbante, trebuie ca nivelul hidrostatic maxim

posibil al apelor subterane sa permita evacuarea apelor meteorice prin ele. In vederea realizarii

lor, trebuie verificat daca nu este pericol de poluare a straturilor acvifere freatice. In vederea

realizarii lor trebuie verificat daca nu exista pericolul de poluare a straturilor acvifere freatice.

1.3.Puturile absorbante necesita o intretinere permanenta si o verificare periodica a

conditiilor de functionare pentru a interveni la timp cu lucrarile de curatire si refacere in cazul

colmatarii lor.

1 1.4. Executia puturilor absorbante necesita urmatoarele operatii:

- executia platformei de lucru;- execotia sapaturii si tubarii putului;

- executia umpluturii drenante si a capacului;

- executia pereului de piatra bruta;

- finisarea suprafetelor.

CAP. II. DESCRIEREA OPERATIUNILOR

ART.2. EXEXCUTIA PLATFORMEI DE LUCRU

2.1. Lucrarea realizandu-se in zona santului de scurgere, se vor amenaja platforme delucru pe jumatate din platforma drumului, inclusiv acostamentul si santul.

2.2. Platforma de lucru peste sant se va executa dintr-un strat de balast 0-71 conform

STAS 662-89.

2.3. Amenajarea platformei de lucru cuprinde:

-Trasarea si pichetarea;

- Curatirea terenului;

- Indepartarea stratului vegetal de pe acostament;

- Compactarea solului;

- Asternerea balastului cu realizarea unei pante de scurgere a apei spre margine de 4%;

- Compactarea stratului de balast cu cilindru compactor de 100 kN si nivelarea sa.

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ART.3. EXECUTIA SAPATURII

3.1. Operatiunile ce trebuie avute in vedere la executia acestor puturi sunt:

- trasarea retelei pentru executia puturilor cu materializarea axului fiecarui put

respectandu-se reteaua indicata in proiect;

- fixarea instalatiei de sapat pe pozitie si calarea ei;

- realizarea sapaturii pentru putul absorbant.3.2. Sapatura pentru putul absorbant va continua minim 1 m in stratul permeabil. Daca

in timpul executiei sapaturii se descopara instalatii subterane, lucrarile se opresc imediat si se

procedeaza la identificarea lor si sesizarea unitatii tutelare.


4.1. Umplutura drenanta in putul absorbant este alcatuita din:

- bolovani sau piatra bruta;

- piatra sparta;

- pietris;

- material geosintetic Netesin.4.2. Fazele necesare realizarii umpluturii drenante sunt:

- executia la baza putului pe circa 1,50 m inaltime a unei umpluturi din bolovani sau

piatra bruta. Bolovanii sau piatra bruta se vor cobori si aseza si nu se vor arunca, de la partea

superioara a patului;

- executia in continuarea stratului filtrant din piatra sparta 8...40, umplutura ce se poate

executa prin mijloace mecanice si care trebuie sa fie impanata ca sa nu apara tasari;

- asternerea stratului de filtru geotextil peste umplutura din piatra sparta;

- executia umpluturii din pietris in grosime de 50 cm;

- asternerea filtrului din geotextil, iar la partea superioara, a stratului de pietris.

4.3. Asternerea filtrului din geotextil se face astfel incat fasiile sa fie suprapuse la

margini pe 20...30 cm. Se recomanda ca marginile fasiilor sa fie cusute mecanic, in acest caz

suprapunerea lor putand fi de numai 2...3 cm.

4.4. Dupa realizarea umpluturii drenante, se executa inchiderea putului cu rama si

capac conform plansei.


5.1. De o parte si de alta a putului absorbant, pe o lungime de min. 2 m, se realizeaza o

rigola cu adancimea conform plansei de detaliu, care se pereaza.

5.2. Fazele necesare pereului sunt:

- Realizarea sapaturii manuale cu taluz inclinat cu panta 2...3;- Turnarea stratului de beton de 20 cm grosime si ingroparea pietrei brute in acest strat

in vederea realizarii pereului;

- Compactarea pereului cu maiul de mana;

- Rostuirea petrelor din pereu cu mortar marca M 100.


6.1. Dupa executia coloanelor se trece la finisarea suprafetei asanate cu puturi absorbante,

finisare ce comporta urmatoarele operatiuni:

- scoaterea stratului de balast din platforma de lucru;

- nivelarea suprafetei;

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-refacerea profilului transversal al drumului, in zona afectata.

CAP. III. MATERIALE UTILIZATE. CONDITII

DE CALITATE

ART.7. PIETRIS

7.1. In umplutura drenanta se foloseste pietris sort 740 mm conform STAS 662-89 cu

granulozitate continua.

ART.8. PIATRA SPARTA

8.1. In umplutura drenanta se foloseste piatra sparta negeliva, sort 8...40 conform STAS

2917-79. Se recomanda ca piatra sa fie extrasa, inaintea iernii care precede punerea ei in opera.

8.2. Rezistenta pietrei la gelivitate se determina conform STAS 1667-76.

ART.9.PIATRA BRUTA

9.1. La executia umpluturii se va folosi piatra sparta provenita din roci cu structura

omogena, compacta. Nu se admite folosirea pietrei din roci argiloase sau marnoase. Forma

pietrei brute este neregulata, apropiata de cea paralelipipedica. Trebuie sa fie respectate

conditiile din STAS 2917-79 cu dimensiuni maxime de 200 mm. Piatra trebuie sa fie dura,

negeliva, fara crapaturi si zone alterate. Rezistenta pietrei la gelivitate se determina conform

STAS 1667-76.

ART.10. BOLOVANI DE RAU

10.1. Trebuie sa provina din roci nealterate, negelive si omogene ca structura sicompozitie. Nu se admit bolovani din roci conglomerate si nici bolovani cu fisuri sau cu fete de

clivaj. Trebuie sa fie respectate conditiile din SR 667:1997. Dimensiunile bolovanilor trebuie sa

fie de max. 200 m.

ART.11. GEOTEXTILE

11.1. Caracteristicile geotextilului trebuie sa corespunda prevederilor ,,Normelor tehnice

privind utilizarea geotextilelor indicativ C 227-88. Masa geotextilului va fi de cel putin 400 g/

m2. Nu se va accepta materialul care prezinta rarituri.

ART.12. TUBURI DIN BETON

12.1. Tuburile din beton pot fi cu sectiune circulara avand diametrul de 1000 mm cu cep

si buza conform STAS 816-80 ce se folosesc si pentru executia caminelor de vizitare la drenuri.

Acestea sunt tuburi cu cep si buza fara talpa cu lungimea de 1 m.

ART.13. OTEL BETON

13.1. Pentru executia scarii de acces si pentru rama si capac, la punctul absorbant, se va

folosi otelul beton OB conform STAS 438/1-89.

ART.14. BETON SIMPLU

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14.1. Betonul simplu clasa Bc 7,5 (B100) se foloseste pentru executarea patului pereului

din rigola. Pentru executia capacului si placii se foloseste beton armat clasa Bc 15 (B200). La

stabilirea compozitiei betonului se va tine seama de prevederile ,,Cod de practica pentru

executarea lucrarilor din beton, beton armat si beton precomprimat indicativ NE 012 - 99 luand

in considerare:

- lucrabilitatea betonului;- dozajul minim de ciment;

- limitele optime ale granulozitatii;

- rezistentele minime ale betonului ce trebuiesc asigurate.

ART.15. MORTAR M 100

15.1. Pentru rostuirea pereului din piatra bruta, mortarul va avea dozaj de ciment tip II B-

S 32,5 sau II A S 32,5 de 400 kg la mc de nisip. Mortarul trebuie sa fie folosit de indata dupa

ce a fost fabricat. Orice mortar care se va usca sau sau va incepe sa faca priza trebuie sa fie

aruncat si sa nu admita amestecarea lui cu mortar proaspat.

ART.16. APA

16.1. Apa utilizata la prepararea betoanelor si mortarelor trebuie sa provina din reteaua

publica sau alta sursa dar in acest caz trebuie sa indeplineasca conditiile tehnice prevazute in

STAS 790-84.

ART.7. AGREGATE

17.1. Agregatele naturale folosite la prepararea mortarului M 100 si a betonului Bc 7,5

sunt agregate naturale:

- nisip 0-3, 0-7;

- pietris sau balast pentru betoane 0-31;

17.2. Agregatele naturale trebuie sa provina din roci stabile, nealterate de aer, apa,

inghete, sa fie inerte sa nu conduca la efecte daunatoare asupra cimentului. Trebuie ferite de

impurificarea cu corpuri straine. Nisipul trebuie sa fie aspru la pipait.

CAP. IV. VERIFICAREA CALITATII LUCRARILOR

Pentru executia unei lucrari corespunzatoare din punct de vedere calitativ, pe parcursul

executiei, este obligatoriu sa se faca verificari pe toate fazele de executie dupa cum urmeaza:


18.1. Realizarea platformei de lucru se va verifica in mod continuu vizual si prin metode

topografice, urmarindu-se zilnic stabilitatea ei, panta de scurgere a apelor, etc. Se va verifica

calitatea balastului pus in opera si gradul de compactare realizat.

ART.19. EXECUTIA SAPATURILOR SI TUBARII PUTULUI

19.1. Pentru verificarea calitatii lucrarilor, se va urmari:

-respectarea amplasamentului conform prevederilor proiectului.

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19.2. Rezultatul verificarii pichetarii puturilor, se consemneaza intr-un proces verbal de

lucrari ascunse, incheiat de Antreprenor si Inginer.

- verificarea stratificatiei terenului indicata in studiu, se va realiza prin 2-3 sondaje la

fiecare 100 m.

19.3. In cazul devierilor sau daca stratul permeabil nu mai este localizat la adancimea

mentionata in proiect, lucrarile de executie vor fi oprite si ve vor adopta solutii noi, cu acordul

Inginerului.19.4. La forajele executate, se va verifica respectarea adancimii coloanelor, prin

verificarea numarului de tuburi din beton introduse precum si infigerea acestora cel putin 1 m in

stratul permeabil. Rezultatele respective se vor consemna in procese verbale de lucrari ascunse.


20.1. Pentru verificarea calitatii lucrarii se va urmari:

- verificarea tipurilor si dimensiunilor agregatelor ce reprezinta umplutura drenanta:

piatra bruta, bolovani de rau, piatra sparta, pietris;

- respectarea intocmai a ordinii de executie a umpluturii a umpluturii drenante

conform proiectului;

- verificarea filtrului din geotextil folosit din punct de vedere calitativ si a

suprapunerii marginilor necusute control care consta in:

- identificarea produsului;

- determinarea masei unitare;

- determinarea caracteristicilor hidrice-permeabilitatea;

- verificarea calitatii agregatelor care se efectueaza pe loturi aprovizionate,

determinandu-se: granulozitatea, conditiile de filtru, corpuri straine, parti levigabile;

- verificarea compactarii umpluturii drenante;

- verificarea realizarii placii si capacului putului conform planselor din proiect

(monolitizarea ramei pe tub).


21.1. Pentru verificarea calitatii lucrarilor se va urmari:

- realizarea sapaturii la cotele date in proiect;

- respectarea taluzului de 2/3 al sapaturii;

- realizarea patului din beton pentru pereu, care trebuie sa aiba aceeasi grosime pe

toata suprafata si trebuie respectata clasa betonului data in proiect;

- se va verifica daca nu au aparut tasari;

-rostuirea pereului de cel putin 5 cm grosime;

- realizarea pantei pereului prevazuta in proiect;

- nivelarea rosturilor verticale si orizontale;

- compactarea pereului .

Toate aceste verificari se fac conform Instruciunilor tehnice pentru executarea zidariilor

din piatra bruta C 193-79.


22.1. Se va verifica desfiintarea platformei de lucru, curatirea si nivelarea zonei.

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CAP. V. RECEPTIA LUCRARILOR

Lucrarile de puturi absorbante vor fi supuse la urmatoarele receptii:

- Receptii pe parcursul executiei ca lucrari ascunse.

- Receptie preliminara.

- Receptie finala.

Art.23. RECEPTIA PE FAZE DE EXECUTIE

23.1. Se va verifica daca partea de lucrare ce se recep]ioneaza s-a executat conform

proiectului si a acestui caiet de sarcini si eventual a caietului de sarcini speciale. Se face de

Inginerul lucrarii, seful de santier, seful de lot si eventual de o comisie de receptie care

semneaza impreuna procesul verbal de receptie. Se consemneaza:

- trasarea, sablonarea si amplasarea lucrarii;

- calitatea materialelor folosite;

Se incheie un proces verbal de receptie in care sint specificate remedierile necesare,

termenul de executie al acestora si recomandari cu privire la modul de tinere sub observatie a

tronsoanelor la care s-au constatat abateri fata de prevederile prezentului caiet de sarcini. Seconfirma posibilitatea trecerii la faza urmatoare a lucrarilor.

23. 2. Registrul de santier cu procese verbale de receptii pe faze si dispozitiile de santier

se vor pune la dispozitia organelor de control si a comisiilor de receptie preliminara si finala.

Art. 24. RECEPTIA PRELIMINARA

24.1. Receptia preliminara se face odata cu receptia preliminara a unui sector de drum

terminat, conform normelor legale in vigoare.

24.2. Comisia de receptie va examina lucarile fata de prevederile documentatiei tehnice

aprobate, fata de documentatia de control si procesele verbale de receptie pe faze, intocmite in

timpul executiei lucrarilor.

24.3. Lucrarile nu se vor receptiona daca:

- nu sunt realizate cotele si celelalte dimensiuni prevazute in proiect;

- nu este respectata calitatea materialelor folosite conform prevederilor acestui caiet de

sarcini;

- se costata fenomene de pierderea stabilitatii etc.

Se vor consemna defectiunile ce se constata si se va stabili modul si termenul de

remediere.

Art. 25. RECEPTIA FINALA

25.1. Receptia finala va avea loc dupa expirarea perioadei de garantie si se va face cu

respctarea prevederilor legale in vigoare precum si a prevederilor din prezentul caiet de sarcini.

25.2. La receptia finala a lucrarilor se va consemna modul cum s-au comportat in

perioada de garantie si daca au fost intretinute corespunzator.

26 septembrie 2000

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S. C. CONSILIER CONSTRUCT

BUCHAREST

TECHNICAL CONDITIONS

FOR THE ABSORBENT WELLS WORKS

ON BUCHAREST CONSTANTA AUTO-ROAD

LEHLIU-DRAJNA ROAD SECTION

KM 55+700 97+300

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C O N T E N T S

CHAPTER I. GENERALITIES

ART. 1. OBJECT AND CONTRACTUAL TERRITORY

CHAPTER II. DESCRIBING THE OPERATIONSART. 2. THE CARRYING OUT OF THE WORKING PLATFORM

ART.3. THE CARRYING OUT OF THE CONSTRUCTION PIT

ART.4. THE CARRYING OUT OF THE DRAINING BACKFILL

AND OF THE COVER

ART.5. THE CARRYING OUT OF THE RAW STONE RIPRAPE

ART.6. FINISHING THE SURFACES

CHAPTER III. MATERIALS IN USE. QUALITY CONDITIONS

ART. 7. GRAVELART. 8. BROKEN STONE

ART. 9. RAW STONE

ART.10. RIVER BOULDERS

ART.11. GEOTEXTILE

ART.12. CONCRETE PIPES

ART.13. CONCRETE STEEL

ART.14. SIMPLE CONCRETE

ART.15. M 100 MORTAR

ART.16. WATER

ART.17. AGGREGATES

CHAPTER IV. TESTING THE QUALITY OF THE WORKS

ART.18. CARRYING OUT THE WORKING PLATFORM

ART.19. CARRYING OUT THE CONSTRUCTION PITS

AND THE PIPING OF THE WELL

ART.20. CARRYING OUT THE DRAINING BACKFILL

AND THE COVER

ART.21. CARRYING OUT THE RAW STONE RIPRAPE


CHAPTER V. THE ACCEPTANCE OF THE WORKSART.23. THE ACCEPTANCE BY CONSTRUCTION PHASES

ART.24. THE PRELIMINARY ACCEPTANCE

ART.25. THE FINAL ACCEPTANCE

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TECHNICAL CONDITIONS

FOR THE ABSORBENT WELLS WORKS

ON BUCHAREST CONSTANTA AUTO-ROAD

LEHLIU-DRAJNA ROAD SECTION

KM 55+700 97+300

CHAPTER I. GENERALITIES

ART. 1. OBJECT AND CONTRACTUAL TERRITORY

1.1. The absorbent wells are necessary when the current disposal of rainwater cant be

carried out through channels, ditches or sewerage works and when there is a permeable layer at a

suitable depth, capable to receive the collected rainwater and naturally drain it.1.2. For a good working of the absorbent wells, the maximum possible hydrostatic level

of the underground water must allow the evacuation of rainwater through it. To accomplish that,

it should be verified whether there is any danger of pollution of the aquiferous phreatic layers.

1.3. The absorbent wells need permanent maintenance and periodical verifications of the

working conditions, to intervene in time with cleaning and restoration works in the case of their

grouting.

1.4. The carrying out of the absorbent wells consists of the following operations:

- the carrying out of the working platform;

- carrying out the construction pit and piping the well;

- carrying out the draining backfill and the cover;

- carrying out the raw stone riprape;

- finishing the surfaces.

ART. 2. THE CARRYING OUT OF THE WORKING PLATFORM

2.1. The work being carried out in the area of the run-off ditch, working platforms will be

fitted out on half of the roads platform, including the shoulder and the ditch.

2.2. The working platform over the ditch will be made of a 0-71 sand and gravel mixture

layer according to STAS 662 89.

2.3. Fitting out the working platform comprises:- the setting out;

- cleaning the field;

- removing the vegetal layer from the shoulder;

- compacting the soil;

- laying the sand and gravel mixture layer, accomplishing a 4% slope for the water to run off

towards the side;

- compacting the sand and gravel mixture layer with a 100 kN compacting roller and

leveling it.

ART.3. THE CARRYING OUT OF THE CONSTRUCTION PIT

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3.1. The operations that must be taken into account for the carrying out of these wells are:

- setting out the web for the carrying out of the wells, materializing the axle of each

well, respecting the web as shown in the project;

- fixing the digging device on position its keying;

- carrying out the construction pit for the absorbent well.

3.2. The construction pit for the absorbent well will continue for at least 1m in the

permeable layer. If during the carrying out of the construction pit underground installations arediscovered, the works must stop immediately and we proceed to their identification, noticing the

higher unit.

ART.4. THE CARRYING OUT OF THE DRAINING BACKFILL

AND OF THE COVER

4.1. The draining backfill in the absorbent well is made of:

- boulders or raw stone;

- broken stone;

- gravel;

- Netesin geosynthetic material.

4.2. The phases necessary to carry out the draining backfill are:

- carrying out a backfill made of boulders or raw stone at the base of the well, on about

1.50m height. The boulders or raw stone will be lowered and laid; they wont be thrown from the

superior side of the bed;

- consequently carrying out the filtrating layer made of 840 broken stone, backfill

that can be carried out with mechanical means and that has to be interlarded so there would be no

depressions;

- laying the geotextile filtrating layer over the broken stone backfill;

- carrying out the gravel backfill, 50cm thick;

-laying the geotextile filter and, on the superior part, the gravel layer.

4.3. Laying the geotextile filter is done so that the strips should be superposed on the

sides on 2030 cm. The sides of the strips should be mechanically sown; in this case their

superposition can be of only 23 cm.

4.4. After carrying out the draining backfill, we proceed to the closing of the well with

frame and lid according to the drawing.

ART.5. THE CARRYING OUT OF THE RAW STONE RIPRAPE

5.1. One side and the other of the absorbent well, on a length of minimum 2m, a channel

is carried out, with its depth according to the detailed drawing; that is paving.

5.2 The phases necessary to the riprape are:

- carrying out the manual construction pit with a 2/3 inclined slope;

- casting the concrete layer, 20cm thick, and burying the raw stone in this layer to carry

out the riprape;

- compacting the riprape with the manual tamper;

- joining the stones in the riprape with M 100-label mortar.


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6.1. After carrying out the columns we proceed to finishing the surface that has been

drained with absorbent wells, finishing that consists of the following operations:

- getting the sand and gravel mixture layer out of the working platform;

- leveling the surface;

- restoring the transverse profile of the road, in the affected area.

CHAPTER III. MATERIALS IN USE. QUALITY CONDITIONS

ART. 7. GRAVEL

7.1. In the draining backfill, we use 740mm-sort gravel acc. to STAS 662-89, with

continuous grading.

ART. 8. BROKEN STONE

8.1. In the draining backfill we use are not sensitive to frost cracks broken stone, sort 8

40, acc. to STAS 2917-79. The stone should be extracted before the winter that precedes its

laying.

8.2. The stones resistance to gelivity is determined acc. to STAS 1667-76.

ART. 9. RAW STONE

9.1. At the carrying out of the backfill we will use broken stone that comes from rocks

with homogenous compact structure. The use of stone that comes from clayey or marly rocks is

not allowed. The shape of the raw stone is irregular, close to the parallelipipedic one. The

conditions in STAS 2917-79 must be followed, with maximum dimensions of 200 mm. The

stone must be rough, are not sensitive to frost cracks, without cracks and altered areas. The

resistance of the stone to gelivity is determined acc. to STAS 1667-76.

ART. 10. RIVER BOULDERS

10.1. They must come from rocks that are unaltered, wich are not sensitive to frost

cracks, homogenous in structure and composition. No boulders that come from conglomerate

rocks and no boulders with cracks or cleavage sides are allowed. The conditions in SR 667: 1997

must be followed. The dimensions of the boulders must be of max. 200 mm.

ART. 11. GEOTEXTILES

11.1. The characteristics of the geotextile must correspond to the stipulations of theTechnical norms regarding the use of geotextiles ind. C 227 88. The mass of the geotextile

will be of at least 400-g/ m2. No materials with rare parts will be accepted.

ART. 12. CONCRETE PIPES

12.1. The concrete pipes can be with a circular section, having the diameter of 1000 mm,

with spigot and cover acc. to STAS 816-80 that are also used to carry out the manhels for drains.

These are pipes with spigot and cover, without fange and 1m long.

ART. 13. CONCRETE STEEL

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13.1. To carry out the access ladder and for the frame and cover, at the absorbent point,

OB concrete steel will be used acc. to STAS 438/1-89.

ART. 14. SIMPLE CONCRETE

14.1. Simple concrete class Bc 7.5 (B 100) is used to carry out the bed of the riprape in

the ditch. To carry out the cover and the plate, Bc 15 (B 200) class reinforced concrete is used.

When the composition of the concrete is established, the stipulations of the Practical code for

the carrying out of works using concrete ind. NE 012-99 will be followed, taking into account:

- the workability of the concrete;

- the minimum cement proportion;

- the optimum grading limits;

- the minimum resistance of the concrete that must be ensured.

ART. 15. M 100 MORTAR

15.1. To join the raw stone riprape, the mortar will have a proportion of 400kg-cement

type II B-S 32.5 or II A-S 32.5 for 1m3 of sand. The mortar must be used immediately after it is

made. Any mortar that dries or for which the setting begins must be thrown out and its mixture

with fresh mortar mustnt be allowed.

ART. 16. WATER

16.1. The water used for the preparation of concrete and mortar must come from the

public network or another source but in this case, it must accomplish the technical conditions

foreseen in STAS 790-84.

ART. 17. AGGREGATES

17.1. The natural aggregates used to prepare M 100 mortar and Bc 7.5 concrete are

natural aggregates:

- sand 0-3, 0-7;

- gravel or sand and gravel mixture for concrete (0-31).

17.2. The natural aggregates must come from stable rocks, unaltered by air, water,

freezing; they must be inert and not lead to damaging effects on the cement. They must be kept

from contamination with foreign bodies. The sand must be rough at touch.

CHAPTER IV. TESTING THE QUALITY OF THE WORKS

To accomplish a work that is suitable from the quality point of view, during the carrying

out obligatory tests must be made for all the phases as follows:

ART.18. CARRYING OUT THE WORKING PLATFORM

18.1. The carrying out of the working platform will be continuously checked visually and

by surveying methods, daily following its stability, the slope for water run-off etc. The quality of

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the laid sand and gravel mixture will be checked, as well as the accomplished compaction

degree.

ART.19. CARRYING OUT THE CONSTRUCTION PITS

AND THE PIPING OF THE WELL

19.1. To verify the quality of the work, we will check whether the setting out is respected

according to the stipulations of the project.

19.2. The result of checking the laying out of the wells is written down in a report for

hidden works made by the Contractor and the Engineer. Checking the layers of the field

indicated in the paper will be made by 2-3 test pits for each 100m.

19.3. In the case of deviations or if the permeable layer is no longer placed at the depth

stipulated in the project, the carrying out of the works will be stopped and new solutions will be

adopted, with the approval of the Engineer.

19.4. For the carried out drillings, we check whether the depth of the columns is

respected by checking the number of concrete tubes that have been introduced as well as their

thrust with at least 1m into the permeable layer. The respective results will be written down inreports for hidden works.

ART.20. CARRYING OUT THE DRAINING BACKFILL AND THE COVER

20.1. To test the quality of the works, we will follow:

- checking the types and dimensions of the aggregates that represent the draining

backfill: boulders, river boulders, broken stone, gravel;

- strictly respecting the carrying out order of the draining backfill according to the

project;

-

verifying the used geotextile filter from the quality point of view and from the pointof view of superposing the unsowed edges.

The control consists of:

- identifying the product;

- determining the unitary mass;

- determining the hydric characteristics-permeability;

- checking the quality of the aggregates, on supplied batches, determining: the grading,

filter conditions, foreign bodies, and elutriationable parts;

- checking the compaction of the draining backfill;

- checking the carrying out of the plate and of the cover according to the drawings in

the project (loamq of the frame on the pipe).

A RRIPRAPE

21.1. To check the quality of the work, we have to follow:

- carrying out the construction pit at the quotas given in the project;

- respecting the 2/3 slope of the construction pit;

- carrying out the concrete bed for the riprape, that must have the same thickness on

the whole surface and we must respect the concrete class given in the project;

- tests will be made to find out whether or not there are any depressions;

- joining the riprape for at least 5cm thickness;

-

accomplishing the slope of the riprape as foreseen in the project;- leveling the vertical and horizontal joints;

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- compacting the riprape.

All these tests are made according to the technical Instructions for carrying out raw stone

works C193 79.


22.1. The elimination of the working platforms, cleaning and leveling the area will be

verified.

CHAPTER V. THE ACCEPTANCE OF THE WORKS

The works for the absorbent wells will be subdued to the following acceptances:

- Acceptances during construction, as hidden works.

-Preliminary acceptance.

- Final acceptance.

ART. 23. ACCEPTANCE BY CONSTRUCTION PHASES

23.1. We verify whether the accepted part of the project has been carried out according to

the original design and to these technical conditions, eventually the special technical conditions.

This acceptance is made by the Engineer of the project, the site manager, the batch manager and

eventually an acceptance committee; they all sign the acceptance report. The following aspects

are written down:

-

setting out, gauging and placement of the works;- the quality of the materials in use.

An acceptance report is written down, where the necessary adjustments, their carrying

out time limit and suggestions regarding the way of keeping under observation the road sections

with deviations from the stipulations of these technical norms are specified. The possibility of

passing to the next phase is confirmed.

23.2. The site register with acceptance reports by phases and the site dispositions will be

presented to the controlling authorities and to the preliminary and final acceptance committees.

Art. 24. THE PRELIMINARY ACCEPTANCE

24.1. The preliminary acceptance is carried out when a road section is preliminaryaccepted, according to the valid legal norms.

24.2. The acceptance committee will examine the works taking into account the

stipulations of the technical documentation, the control documentation and the reports of

acceptance by phase, carried out during the construction of the works.

24.3. The works wont be accepted if:

- the foreseen quotas and the other dimensions foreseen in the project arent

accomplished;

- the quality of the materials in use isnt respected according to the stipulations

of these technical conditions;

- phenomena such as losing stability etc are noticed.

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The desertions will be written down and the way and term of the remedy will be

established.

Art. 25. THE FINAL ACCEPTANCE

25.1. The final acceptance will take place after the guarantee period expires and taking

into account the legal stipulations in force as well as the stipulations in these technical

conditions.

25.2. At the final acceptance of the foundation works, their behaviour during the

guarantee period will be registered, as well as mentioning whether they have been properly kept.

Octomber 2, 2000

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46 - CAIET SARCINI - Puturi Absorbante

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Transcript of 46 - CAIET SARCINI - Puturi Absorbante