JOB NUMBER / PROJ.
BROJ
02163
DEPARTMENT / SEKTOR
100.441
PAGE / STRANA
1 of 32
DETAIL DESIGN / IZVODAKI PROJEKAT
JOB / PROJEKAT
PANCEVO OIL REFINERY MODERNIZATION /
MODERNIZACIJA RAFINERIJE NAFTE PANEVO
CLIENT / INVESTITOR
NIS (Naftna Industrija Srbije) Petroleum Industry of Serbia
PLANT LOCATION /
LOKACIJA KOMPLEKSA
Pancevo Oil Refinery, Serbia
Rafinerija Nafte, Panevo, Srbija
PROJECT PART /
DEO PROJEKTA
F CIVIL PART
UNIT / OBJECT
POSTROJENJE / OBJEKAT
GENERALLY FOR ALL UNITS
PROJECT SECTION /
POGLAVLJE
Concrete Structures / Betonske konstrukcije
PROJECT ITEM /
CELINA
Calculation of concrete piles / Proraun betonskih ipova
STRUCTURAL CALCULATION / STATIKI PRORAUN
DOCUMENT /
BROJ DOKUMENTA
02163-100441-000391
COPY / BROJ KOPIJE
RESPONSIBLE DESIGNER /
ODGOVORNI PROJEKTANT
Copy
Delta Inenjering, Beograd
Nada Zori Gruji dipl.ing. 310 6308 03
Unit / Object seq.
Section
25
Item
FOR CONSTRUCTION PERMIT
POL
21.9.2011
VIT
21.9.2011
ZAK
21.9.2011
0.A
FOR CONSTRUCTION PERMIT
POL
19.8.2010
VIT
19.8.2010
PZD
19.8.2010
DATE
INIT.
DATE
INIT.
REV.
DESCRIPTION / OPIS
CLC SFOR 9101-01.009 (RS 1)
INIT.
SIGN.
PREPARED BY / URADIO
SIGN.
CHECKED BY / PROVERIO
SIGN.
DATE
APPROVED BY / ODOBRIO
/var/www/apps/conversion/tmp/scratch_4/301462886.doc
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Structural Calculation - Concrete Piles
Proj. No.
Doc. No.02163-100441-000391
Sheet :
2 / 31
By :
POL
02163
Rev.
Date
1
2011-09-21
CONTENT / SADRAJ
Sheet/ Strana
1.
introduction.......................................................................................................... 3
2.
GEotechnical conditions......................................................................................3
3.
REcommended foundation..................................................................................3
4.
Theory of calculations..........................................................................................4
5.
conclusions........................................................................................................16
1.
UVOD................................................................................................................17
2.
geotehniki uslovi..............................................................................................17
3.
PREPORUENI NAIN FUNDIRANJA.............................................................17
4.
TeorIJSKI DEO PRORAUNA...........................................................................18
5.
ZAKLJUCI.......................................................................................................32
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Structural Calculation - Concrete Piles
Proj. No.
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1. INTRODUCTION
Because of the modernization and expansion of OIL RAFINERY PANCEVO, there was done a
geotechnical investigation to define geotechnical conditions of soils. Afterwards according to the results of
the geotechnical investigation several types of foundation were chosen.
This report concerns about only one type of foundation concrete driven and bored piles and
micro piles.
2. GEOTECHNICAL CONDITIONS
Geotechnical conditions were closely described in previous report of geotechnical conditions of soil
and foundation.
3. RECOMMENDED FOUNDATION
The upper layers of background are soft with bad characteristics up to 6.0 m under the terrain level.
These soils are not suitable for spread foundation of high and heavy objects. In this case we recommend to
use the deep foundation especially the concrete piles (driven piles Franki, bored piles CFA) ended in
resistant layer no.6 and 7.
Driven piles (Franki)
Because of the necessary length of the piles and because of slenderness ration we advise to design
diameter of piles 520 mm at least. The minimum distance between piles should be minimum 3.5 times
diameter of pile.
Bored piles (CFA)
In case of objects near by the existing constructions the driven pile foundation is not very suitable
technology of foundation. However CFA (continuous flight auger) is available. The possible diameter of
this type of pile is 400, 500 and 600 mm (but it suggested consulting the available diameters with
contractor). The minimum distance between piles should be minimum 3.5 times diameter of pile (for
diameter up to 500 mm) and 1.5 times diameter of pile (diameter upward 600 mm)
Micropiles
In case of objects near by the existing constructions and area requirements (where is not possible to
use the CFA technology) the micro piles could be used. The working place is cca 3.0 * 2.0 m with working
height 4.0 m. However the space requirements have to be consulted with contractor. Because of the
geotechnical conditions we recommend to use mainly micro piles with grouted root. The top of the root
but should be situated at least 3,0 m under the terrain level. If the micro piles with grouted root could
influence close objects during the realization then the micro piles without grouted root could be used. But
the bearing capacity of this type of micro piles is strongly lower.
Micro pile is very slender element with low bending capacity. But it could be solve by inclination of
the micro piles shaft.
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Structural Calculation - Concrete Piles
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02163
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4. THEORY OF CALCULATIONS
Bearing capacity of the driven pile (FRANKI) subjected to a compression load
The bearing capacity of pile subjected to compression load (factored load) contains two parts:
Bearing capacity of the piles shaft
Bearing capacity of the piles shoe
Figure 1. Scheme of the pile
Bearing capacity of the piles shaft
Where:
Ufd - bearing capacity of the piles shaft
hi - thickness of the layer (in figure 1.)
fsi - shaft (skin) friction
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Where:
xi - the contact stress in the appropriate layer
d - the design friction angle of the soil
cd - design cohesion
r1, r2 coefficient of the technology and coefficient of the length of the pile
(r1=1.0 ; r2 = 1.0 for Franki piles)
Where:
ori - the original geostatic stress
K2 coefficient of the lateral earth pressure z 10 m
K2 = 1.0
z > 10 m K2 = 1.2
d =
m
Where:
m - 12 m =1.5
> 12 m =
cd =
Where:
mc = 2
Bearing capacity of the piles shoe
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mc
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Where:
Ubd - bearing capacity of the piles shoe
As - area of the piles shoe
Rd -bearing resistance of the background under the piles shoe
K1 - coefficient of the length of the pile :
Where:
cd2, d2, 0, 1, 2, h1, h2, d, b - (in Fig.1)
Bearing capacity of the piles subjected to compression load :
Where:
Ufd - bearing capacity of the piles shaft
Ubd - bearing capacity of the piles shoe
Uvd - bearing capacity of the pile
Vd - compression load of the pile
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We place to a load-length graph for concrete FRANKI piles. Load is unfactored.
Load-length graph for level of the piles head 73.60 m.a.s.l.
load-length graph for level of the piles head 73.60 m.a.s.l.
load(unfactored)
[kN]
1300
1040
910
780
650
LGB SFOR 2903-01.023 (RS 0)
length [m]
11,7
9,7
8,6
7,7
7
1
2011-09-21
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Bearing capacity of the bored pile (CFA) subjected to a compression load
The bearing capacity of the bored pile (CFA) for a compression load could be determined from the
stress-strain diagram (Masopust 1978).
Figure 2. Stress strain diagram of single bored pile
Where:
Qyu the limit of the mobilization of the shaft (skin) friction
sy - corresponding settlement to the limit of the mobilization of the shaft friction
Qsu ultimate piles shaft resistance
Qbu ultimate piles shoe resistance
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Figure 3. Scheme of the bored pile
Loading interval 0< Q < Qyu
Where:
Qsu ultimate piles shaft resistance
qsi ultimate shaft (skin) friction
Where:
a, b coefficient of the regression (Fig.4)
di , Di (Fig.3)
Where:
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e, f coefficient of the regression (Fig.4)
L , d0 (Fig.3)
Figure 4. Table of the coefficient of the regression for all types of the soil
Where:
coefficient of the piles shoe load
q s weighted average of the shaft (skin) friction
q0 stress at the piles shoe corresponding sy
L , d0 (Fig.3)
Where:
coefficient of the piles shoe load
Qsu ultimate piles shaft resistance
Qyu the limit of the mobilization of the shaft (skin) friction
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Where:
Qyu the limit of the mobilization of the shaft (skin) friction
E s deformation modulus of the soil
d - (Fig.3)
Where:
I1 coefficient of the settlements
Rk reduction coefficient
Figure 5. graph of the I1
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igure 6. graph of the Rk
Figure 7. Table of the coefficient of the deformation modulus for all types of the soil
The formula of the curve for the loading interval 0< Q < Qyu
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Loading interval Qyu < Q < Qpu
Where:
Qpu the ultimate piles resistance
Qsu ultimate piles shaft resistance
Qbu ultimate piles shoe resistance
The formula of the curve for the loading interval Qyu < Q < Qpu
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We place to a load-length graph for bored concrete CFA piles. Load is unfactored.
Load-length graph for level of the piles head 73.6 m.a.s.l.
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Bearing capacity of the pile subjected to a tensile load
The bearing capacity of the pile for a tensile load is done by the resistance of the piles shaft only.
The theory is the same as in the shaft resistance for the compression load, but the coefficient of the
tensile capacity is used. The recommended value is 2.5.
U td
U fd
Ufd - bearing capacity of the piles shaft
Utd - bearing capacity of the tensile pile
t coefficient of the tensile load t=2.5
We place to a load-length graph for concrete Franki piles. Load is unfactored.
Load-length graph for level of the piles head 73.6 m.a.s.l.
load(unfactored)
[kN]
166
145
120
95
70
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length [m]
12
11
10
9
8
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Bearing capacity of the micro piles
Where:
d Diameter of the micro pile
Lti the length of the micro pile root
i skin friction in appropriate soil layer
mz load coefficient (compression mz=1,0; tension mz=0,8)
Figure 7. Table of the appropriate skin friction for all types of soil
5. CONCLUSIONS
The upper layers of the background (up to depth 5.5 - 6.0 m under the terrain level) are of
bad geotechnical characteristics and the ground-water level could vary from 71-74 m.a.s.l.
These soils are not suitable for spread foundation of high and heavy objects. In this case we
recommend to use the deep foundation especially the concrete piles (driven piles Franki,
bored piles CFA) ended in resistant layer no.6 and 7.
The real soil conditions and technology of driven piles could strongly influence the
bearing capacity of piles and settlements of objects therefore we recommend to realize load
test of one non-system driven pile. The results of the test should confirm the presumptions of
the design and could lead to the better results of the bearing capacity and consequently to
savings. Some investigation results of FRANKI Grundbau GmbH company mention up to 30%
of saving for similar geological conditions.
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UVOD
Za potrebe modernizacije i proirenja Rafinerije nafte Panevo, uradjena su geotehnika ispitivanja
kako bi se definisali geotehniki uslovi tla. Na osnovu rezultata geotehnikih ispitivnja, odabano je
nekoliko naina fundiranja.
Ovaj izvetaj obradjuje samo jedan nain fundiranja betonskim pobijenim i buenim ipovima i
mikroipovima.
2. GEOTEHNIKI USLOVI
Geotehniki uslovi su detaljno opisani u prethodnom izvetaju o geotehnikim uslovima tla i
fundiranja.
3. PREPORUENI NAIN FUNDIRANJA
Gornji slojevi su meki sa loim karakteristikama do 6,0 m ispod nivoa terena. Ovi slojevi nisu
pogodni za plitko fundiranje visokih i tekih objekata. U ovom sluaju, preporuujemo korienje dubokih
temelja, a posebno betonske ipove (pobijni ipovi Franki, bueni ipovi CFA) koji se zavravaju u
otpornom sloju br. 6 i 7.
Pobijeni ipovi (Franki)
Zbog potrebne duine ipova i stepena vitkosti savetujemo da se predvidi prenik ipova od najmanje
520 mm. Minimalno rastojanje izmedju ipova treba da bude najmanje 3,5 prenika ipa.
Bueni ipovi (CFA)
U sluaju objekata koji se nalaze u blizini postojeih konstrukcija, temelj na pobijenim ipovima nije
najpogodniji nain fundiranja. Medjutim, na raspolaganju stoje bueni ipovi CFA. Dozvoljeni prenik ove
vrste ipova je 400, 500 i 600 mm (ali, u vezi sa raspoloivim prenicima, treba konsultovati izvodjaa).
Minimalno rastojanje izmedju ipova treba da bude najmanje 3,5 prenika ipa (za prenike do 500 mm),
odnosno 1,5 prenik ipa (prenici preko 600 mm).
Mikroipovi
U sluaju objekata koji se nalaze u blizini postojeih konstrukcija i ako zbog uslova terena nije
mogue korienje CFA tehnologije, mogu se koristiti mikroipovi. Radni prostor je oko 3,0 * 2,0 m sa
radnom visinom od 4,0 m. Bez obzira na ovo, treba konsultovati izvodjaa u pogledu potrebog radnog
prostora. Zbog geotehnikih uslova, preporuujemo da se koriste uglavnom mikroipovi sa injektiranim
korenom. Vrh korena treba da bude najmanje 3,0 m ispod nivoa terena. Ako tokom izvodjenja
mikroipovi sa injektiranim korenom mogu uticati na objekte u blizini, mogu se koristiti mikroipovi bez
injektiranog korena. Medjutim, nosivost ovog tipa mikroipova je znaajno manja.
Mikroip je vrlo vitak elemenat male nosivosti na savijanje. Medjutim, ovo se moe reiti nagibom
stabla mikroipa.
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4. TEORIJSKI DEO PRORAUNA
Nosivost pobijenog ipa (FRANKI) podvrgnutog optereenju na pritisak
Nosivost ipa podvrgnutog optereenju na pritisak (proraunsko optereenje) sastoji se iz dva dela
Nosivost stabla ipa
Nosivost osnove ipa
Slika 1. Crte ipa
Nosivost stabla ipa
Gde je:
Ufd - nosivost stabla ipa
hi - debljina sloja (na slici 1.)
fsi - trenje povrine stabla ipa.
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Structural Calculation - Concrete Piles
Gde je:
xi - kontaktni napon u odgovarajuem sloju
d - proraunski ugao trenja tla
cd - proraunska kohezija
r1, r2 koeficijent tehnologije i koeficijent duine ipa
(r1=1.0 ; r2 = 1.0 za Franki ipove)
Gde je:
ori - prvobitni geostatiki napon
K2 koeficiijent bonog pritiska zemlje z 10 m K2 = 1.0
z > 10 m K2 = 1.2
d =
Gde je:
m - 12 m =1.5
> 12 m =
cd =
c
mc
Gde je:
mc = 2
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Nosivost osnove ipa
Gde je:
Ubd - nosivost osnove ipa
As - povrina osnove ipa
Rd - nosivost tla ispod osnove ipa
K1 - koeficijent duine ipa :
Gde je :
cd2, d2, 0, 1, 2, h1, h2, d, b - (in Fig.1)
Nosivost ipa podvrgnutog optereenju na pritisak
Gde je:
Ufd - nosivost stabla ipa
Ubd - nosivost osnove ipa
Uvd - nosivost ipa
Vd - optereenje na pritisak ipa
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Unosimo u krivu optereenjeduina za betonske FRANKI ipove. Optereenje je
nefaktorisano.
Kriva optereenjeduina za nivo glave ipa 73.60 m.a.s.l.
Kriva optereenjeduina za nivo glave ipa 73.60 m.a.s.l.
Optereenje
(normativno)[kN]
1300
1040
910
780
650
LGB SFOR 2903-01.023 (RS 0)
Duina [m]
11,7
9,7
8,6
7,7
7
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Nosivost buenog ipa (CFA) podvrgnutog optereenju na pritisak
Nosivost buenog ipa (CFA) podvrgnutog optereenju na pritisak se moe odrediti iz dijagrama
napon izduenje (Masopust 1978).
Slika 2. Dijagram napon izduenje jednog buenog ipa
Gde je:
Qyu granica mobilizacije trenja (povrine) stabla ipa
sy sleganje koje odgovara granici mobilizacije trenja stabla
Qsu kritina otpornost stabla ipa
Qbu kritina otpornost osnove ipa
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Slika 3. Skica buenog ipa
Interval optereenja 0< Q < Qyu
Gde je:
Qsu kritina otpornost stabla ipa
qsi kritino trenje (povrine) stabla ipa
Gde je:
a, b koeficijent regresije (Sl. 4)
di , Di (Sl. 3)
Gde je:
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e, f koeficijent regresije (Sl. 4)
L , d0 (Sl. 3)
Slika 4. Tablica koeficijenta regresije za sve vrste tla
Gde je:
koeficijent optereenja na osnovu ipa
q s izraunata srednja vrednost trenja (povrine) stabla ipa
q0 naprezanje na osnovi ipa jednak sy
L , d0 (Fig.3)
Gde je:
koeficijent optereenja na osnovu ipa
Qsu kritina otpornost stabla ipa
LGB SFOR 2903-01.023 (RS 0)
02163
Rev.
Date
1
2011-09-21
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Structural Calculation - Concrete Piles
Proj. No.
Doc. No.02163-100441-000391
Sheet :
25 / 31
By :
POL
Qyu granica mobilizacije trenja (povrine) stabla ipa
Gde je:
Qyu granica mobilizacije trenja (povrine) stabla ipa
Es
modul deformacije tla
d - (Sl. 3)
Gde je:
I1 koeficijent sleganja
Rk koeficijent korekcije
Slika 5. Kriva I1
LGB SFOR 2903-01.023 (RS 0)
02163
Rev.
Date
1
2011-09-21
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Structural Calculation - Concrete Piles
Proj. No.
Doc. No.02163-100441-000391
Sheet :
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By :
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Slika 6. Kriva Rk
Slika 7. Tablica koeficijenta modula deformacije za sve vrste tla
Formula krive za interval optereenja 0< Q < Qyu
LGB SFOR 2903-01.023 (RS 0)
02163
Rev.
Date
1
2011-09-21
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Proj. No.
Doc. No.02163-100441-000391
Sheet :
27 / 31
By :
POL
Structural Calculation - Concrete Piles
02163
Rev.
Date
Interval optereenja Qyu < Q < Qpu
Gde je:
Qpu kritina otpornost ipa
Qsu kritina otpornost stabla ipa
Qbu kritina otpornost osnove ipa
Formula krive za interval optereenja Qyu < Q < Qpu
Unosimo u krivu optereenjeduina za buene betonske CFA ipove. Optereenje je
nefaktorisano.
Kriva optereenjeduina za nivo glave ipa 73.6 m.a.s.l.
diameter 400 mm
load(unfactored)[kN]
380
330
279
228
183
LGB SFOR 2903-01.023 (RS 0)
length [m]
10
9
8
7
6
diameter 500 mm
load(unfactored)[kN]
480
417
353
290
232
length [m]
10
9
8
7
6
diameter 600 mm
load(unfactored)[kN]
581
505
429
353
280
length [m]
10
9
8
7
6
1
2011-09-21
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Structural Calculation - Concrete Piles
LGB SFOR 2903-01.023 (RS 0)
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Doc. No.02163-100441-000391
Sheet :
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By :
POL
02163
Rev.
Date
1
2011-09-21
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Proj. No.
Doc. No.02163-100441-000391
Sheet :
29 / 31
By :
POL
Structural Calculation - Concrete Piles
02163
Rev.
Date
1
2011-09-21
Nosivost ipa podvrgnutog optereenju na zatezanje
Nosivost ipa optereenog na zatezanje se postie samo preko otpora stabla ipa.
Princip je isti kao i kod otpornosti ipa na optereenje na pritisak, ali se koristi koeficijent nosivosti
na zatezanje. Preporuena vrednost je 2,5.
U td
U fd
Ufd - nosivost stabla ipa
Utd - nosivost zateznog ipa
t koeficijent optereenja na zatezanje t=2.5
Unosimo u krivu optereenjeduina za betonske Franki ipove. Optereenje je nefaktorisano.
Kriva optereenjeduina za nivo glave ipa 73.6 m.a.s.l.
optereenje
(normativno)[kN]
166
145
120
95
70
LGB SFOR 2903-01.023 (RS 0)
duina [m]
12
11
10
9
8
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Structural Calculation - Concrete Piles
Proj. No.
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By :
POL
02163
Rev.
Date
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2011-09-21
Nosivost mikroipova
Gde je:
d Prenik mikroipa
Lti duina korena mikroipa
i povrinsko trenje u odgovarajuem sloju zemlje
mz koeficijent optereenja (sabijanje mz=1,0; zatezanje mz=0,8)
Slika 7. Tablica odgovarajueg povrinskog trenja za sve vrste tla
5. ZAKLJUCI
Gornji slojevi tla (do dubine 5,5 6,0 m ispod nivoa terena) imaju loe geotehnike
karakteristike a nivo podzemnih voda moe da varira izmedju 71 i 74 m.a.s.l. Ovakva tla nisu
pogodna za plitko temeljenje visokih i tekih objekata. U ovom sluaju preporuujemo
korienje dubokog temeljenja, posebno betonskih ipova (pobijeni ipovi Franki, bueni
ipovi CFA) koji se zavravaju u otpornom sloju br. 6 i 7.
Stvarni uslovi tla i tehnologija pobijanja ipova mogu znatno da utiu na nosivost ipova i
sleganje objekata. Zato preporuujemo da se izvre testovi optereenja na jednom pobijenom
probnom ipu koji nije deo sistema. Rezultati testa treba da potvrde pretpostavke projekta i
mogu da dovedu do boljih rezultata u pogledu nosivosti, a time i do uteda. Neki rezultati
ispitivanja kompanije FRANKI Grundbau GmbH spominju utede do 30 % u slinim geolokim
uslovima.
LGB SFOR 2903-01.023 (RS 0)
CB&I Lummus s.r.o.
Structural Calculations / Statiki proraun
Subject
Pancevo Oil Refinery Modernization Project
NIS Petroleum Industry of Serbia
Structural Calculation - Concrete Piles
LGB SFOR 2903-01.023 (RS 0)
Proj. No.
Doc. No.02163-100441-000391
Sheet :
31 / 31
By :
POL
02163
Rev.
Date
1
2011-09-21
