Manual Standard 1 Parte I GeoStru Software

Transcription

I
Manual Standard
Manual Standard
Parte I GeoStru Software
1
1 Pagina ...................................................................................................................................
iniziale
1
2 Activation
................................................................................................................................... 2
3 Copyright
................................................................................................................................... 4
4 Servizio
...................................................................................................................................
Supporto Tecnico Clienti
5
5 Contacts
................................................................................................................................... 5
Parte II Static
6
1 Introduction
................................................................................................................................... 6
2 Equipment
................................................................................................................................... 6
3 Correlation
................................................................................................................................... 8
4 General...................................................................................................................................
Data
8
5 Statistic...................................................................................................................................
compute
8
6 Insert test
................................................................................................................................... 9
7 Data Entry
................................................................................................................................... 10
8 Process
................................................................................................................................... 13
9 Reprocess
................................................................................................................................... 13
10 Section
................................................................................................................................... 14
11 Subsoil
...................................................................................................................................
determination
14
12 Seismic
...................................................................................................................................
probe
14
13 Portanza
...................................................................................................................................
e cedimenti
16
14 Characteristic
...................................................................................................................................
parameters
16
15 Theory................................................................................................................................... 17
Correlations Geotechnical
.......................................................................................................................................................... 17
Cohesionless
......................................................................................................................................................... 17
Angle of friction ......................................................................................................................................... 17
Relative density ......................................................................................................................................... 18
Young’s modulus......................................................................................................................................... 18
Confined consolidation
.........................................................................................................................................
modulus (Oedometric)
19
Unit volume w eight
......................................................................................................................................... 19
Shear deformation
.........................................................................................................................................
modulus
19
Potenziale di liquefazione
......................................................................................................................................... 19
Consolidation coefficient
.........................................................................................................................................
Cv
20
Permeabilità
......................................................................................................................................... 20
Cohesive ......................................................................................................................................................... 20
Coesione non drenata_2
......................................................................................................................................... 20
Indice di compressione
.........................................................................................................................................
C e coefficiente di consolidazione Cv
21
Edometric Modulus
......................................................................................................................................... 21
Undrained deformation
.........................................................................................................................................
modulus
21
Unit volume w eight
......................................................................................................................................... 22
OCR
......................................................................................................................................... 22
Permeability
......................................................................................................................................... 22
© 2013 Geostru Software
I
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Manual Standard
Subsoil categories
.......................................................................................................................................................... 22
Liquefaction .......................................................................................................................................................... 25
Bibliographies.......................................................................................................................................................... 26
GeoStru Software
1
GeoStru Software
1.1
Pagina iniziale
The GeoStru company develops technical and professional software for
engineering, geotechnology, geology, geomechanics, hydrology and soil
testing.
Grazie a Geostru Software è possibile avvalersi di strumenti di grande
efficacia per la propria professione. I software GeoStru sono strumenti
completi, affidabili (gli algoritmi di calcolo sono quanto di più
tecnologicamente avanzato nel campo della ricerca mondiale), aggiornati
periodicamente, semplici da utilizzare, dotati di un' interfaccia grafica
intuitiva e sempre all'avanguardia.
Attention to customer service and the development of software using
modern technology has allowed the company to become one of the
strongest in the market in only a few years. The software – currently
translated into five languages – is compatible with international calculation
rules and it is one of the most used in over 50 countries worldwide.
GeoStru è presente alle maggiori manifestazioni fieristiche nazionali, SAIE di
Bologna, GeoFluid di Piacenza ed internazionali SEEBE di Belgrado, Costruct
EXPO Romania etc.
Today contacting GeoStru is more than just buying software – it means
having a team of specialised professionals who use their experience to help
customers.
Tanti sono i settori in cui l'azienda si è specializzata nel corso degli anni.
La famiglia dei prodotti GeoStru è, infatti, suddivisa in diverse categorie:
Strutture;
Geotecnica e geologia;
Geomeccanica;
Prove in situ;
Idrologia e idraulica;
Topografia;
Energia;
Geofisica;
Ufficio.
Per maggiori informazioni sui prodotti disponibili consultare il nostro sito web
http://www.geostru.com/
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Manual Standard
Inoltre tra i tanti servizi offerti da GeoStru Software è possibile usufruire del
servizio gratuito GeoStru Online che include applicazioni software sul web
che risolvono le problematiche più varie.
ISO 9001:2008 certification
CVI Italia s.r.l. awarded GeoStru software the UNI EN ISO 9001 company
certification on 1st June 2009, certificate no. 7007, for software design and
sale.
1.2
Activation
Activation of GeoStru products
COMPATIBLE OPERATIVE SYSTEMS
Windows 98/Windows XP/Windows Vista/Windows 7
Per utilizzare i software in versione integrale, è necessario attivare i
programmi.
The activation process of GeoStru software allows unlocking the purchased
programmes and making them immediately operational, without the
intervention of operators.
The procedure is fully automatic and is active 24 hours a day, 7 days a
week.
To configure your computer, you must follow the steps listed below. The
procedure described must be performed for each computer on which you
intend to install GeoStru programmes.
STEP 1:
Download and install Product Activation. Product Activation software
requires Microsoft. NET Framework version 2.0. If Product Activation does
not work or you are not able to install it, this component is likely not
installed: in this case, download and install the latest version of .NET
Framework suitable for your PC.
Product Activation è una tecnologia antipirateria progettata per verificare
che i prodotti software dispongano di regolare licenza. È un sistema
semplice, rapido e discreto che consente di proteggere la privacy dei clienti.
Il processo di attivazione del prodotto verifica che il codice Product Key di
un programma software, utilizzato per l'installazione, non sia stato utilizzato
in un numero di personal computer maggiore di quello previsto dalla licenza
per il software.
STEP 2:
Dopo alcuni secondi dall'avvio del programma compare l'opzione da cliccare
Register.
By clicking register button it will start the activation process.
In case of active Internet connection the process doesn't requires
GeoStru Software
additional steps: if user has a valid software license, the programme will be
activated and it will display a message that informs about the successful.
The only step needed to activate the software on the user PC is to click on
the button "Proceed to the activation request". In a few moments, you will
receive the confirmation of the activation. The dialog box will change
showing the data concerning the license holder. The unique code assigned
to the programme by the system will be shown as well.
The number of possible activations on different PCs depends on the number
of licenses purchased.
On the same PC, you can make unlimited activations (e.g. after
uninstallations and subsequent reinstallations of the software)
In case you need to change your PC, and in general in all cases where it
becomes necessary to transfer the license, you can activate the software
on a different computer. After the transfer, the original computer will be
disabled and you can no more reactivate the software on the same PC.
In case you do not have Internet connection on the computer where the
software is to be activated or if it is not possible to reach our server
because of security settings (firewall, antivirus, etc..), you may use an
alternative procedure that consists of three distinct phases, namely:
1) You generate the activation request file by clicking the appropriate
button in the dialog box;
2) Then you transport the file onto a computer connected to the Internet,
access the Website reserved area and recall the function to activate the
software. Once you have uploaded the activation request file on our server,
if the latter passes the controls and if the user is authorized to issue a
license, you will receive via email the license file itself;
3) Finally, you insert the files received via email, by clicking the button in
the dialog box. In confirmation of the activation, the data concerning the
license holder will be shown.
In case the user already has a USB key when at the time of the first
installation of the activation system described in this document, following
the instructions reported further below in this section, the licensed
software can be used without any interruption.
By clicking on the button "Proceed to the activation request", active when
Internet connection is detected, you will proceed to the activation of the
programme. In a few moments, you will receive confirmation of the
activation and the dialog box will change, showing the data concerning the
license holder. The unique code assigned to the programme by the system
will be shown as well.
The procedure described above allows the use of the programme on a
computer and allows using the software until you reprogram the key. By
reprogramming, the user is free to install and use the software on multiple
computers, subject to the constraint of the presence of the key during use.
Suggestion: To facilitate the recognition of the key, we recommend
entering the key itself when you first start the programme. Then you shall
no longer use the key until you have proceeded to reprogram it.
REPROGRAMMING THE KEY
The migration to the new activation system requires the reprogramming of
the key in possession of the user. This procedure is usually done within a
few days, requires minimal user intervention and is divided into the following
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steps:
STEP 1) Detection of the key code. In order that the key can be
reprogrammed, the code corresponding to the key you have is required. The
code is automatically sent to our server when the programme is started
with the USB key inserted into the computer. Alternatively, if you do not
have Internet connection or if requested by the operator, you must click on
the "Copy key code" button. With this operation, the code corresponding to
the key is copied to the clipboard and can be pasted (Ctrl + V) into the
email message to be sent to the operator.
STEP 2) Reprogramming of the key. Wait for the email message that informs
about the availability of the software for reprogramming the key. On
receiving the message, access your reserved area on the Website and
select the "Documents" section. Among the documents present, identify the
file with the code corresponding to that notified by email and download it to
your computer. Unzip the downloaded file on your desktop and run it by
double-clicking and making sure that the key to be reprogrammed is present
in your PC. Leave blank the field for entering the password. If the key
corresponds to the expected one, the re-programming will be executed
successfully.
1.3
Copyright
Le informazioni contenute nel presente documento sono soggette a
modifiche senza preavviso.
Se non specificato diversamente, ogni riferimento a società, nomi, dati e
indirizzi utilizzati nelle riproduzioni delle schermate e negli esempi è
puramente casuale e ha il solo scopo di illustrare l'uso del prodotto.
Il rispetto di tutte le applicabili leggi in materia di copyright è a esclusivo
carico dell'utente.
Nessuna parte di questo documento può essere riprodotta in qualsiasi forma
o mezzo elettronico o meccanico, per alcun uso, senza il permesso scritto di
GeoStru Software. Comunque, se l'utente ha come unico mezzo di accesso
quello elettronico, allora sarà autorizzato, in base al presente documento, a
stamparne una copia.
GeoStru Software
1.4
5
Servizio Supporto Tecnico Clienti
Per qualsiasi domanda riguardante un prodotto GeoStru:
Consultare la documentazione ed altro materiale stampato incluso
nella confezione del prodotto.
Consultare l'Help in linea.
Consultare la documentazione tecnica utilizzata per lo sviluppo del
software (Web Site)
Consultare l'area FAQ (Web Site)
Consultare i servizi di supporto GeoStru (Web Site)
It is active the new ticket support service developed by GeoStru Software
in order to respond to our users support requests.
This service, reserved to registered users and owners of valid licenses,
allows you to get answers to your requests regarding different aspects of
your programs directly from our specialists. (Web Site)
Web Site: www.geostru.com
1.5
Contacts
Skype Nick: geostru_support_it-eng-spa
Web: www.geostru.com
E-mail: geostru@geostru.com
Consultare la pagina dei contatti del
Sito
Web
per avere
maggiori
informazioni sui nostri contatti e sugli
indirizzi delle sedi operative in Italia e
all'Estero.
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Manual Standard
2
Static
2.1
Introduction
Static Probing provides a tool for the recording, management, processing and
archiving of readings obtained by static penetrometry instruments, in a reactive
continuous graphic environment, supported by a database of correlative methods and
parameters for the determination of soil types, aimed at the generation of a
comprehensive mapping of the subsurface.
The graphic display and process support enables the terrain to be catalogued,
parameterised and compared with adjacent borings to gain an insight of the
stratigraphy encountered.
The stratigraphy of the terrain is derived automatically, for each instrument step,
based on the type of lithologic interpretation selected for the instrument. Thus in the
graphic display, layers are inserted, and the various relevant authorities are
consulted to display lithological evaluations of the strata traversed.
Soil section mapping, tailored to other Geostru software, can be generated for lines
connecting test borings.
Penetrometric probes enable fairly accurate evaluations of the depth of lithologic
boundaries in the substrata, depth of water table, breach surfaces on slopes as well
as the general consistency of the terrain.
2.2
Equipment
This window may be used to select an instrument in the list of ones in the
database, review its characteristics, add those of a new one or remove an
existing one. The window may be reached from the General Data menu of
from the menu bar. A button is also present on the status bar.
Three categories of instruments, Mechanical Cone, Electric Cone, and
Piezoelectric cone, may be specified, under the headings: CPT, CPTE,
CPTU.
Under each category the individual equipment items recorded are listed.
Click on one to select it for use, or for editing.
To delete an instrument, right click the name. This enables the delete
function.
To add a new instrument, right click the root of the category header. This
enables the New function.
Static
This in turn opens a blank window in which the new characteristics may be
entered.
The characteristics to be recorded, usually provided by the supplier,
are:
Type: Equipment Name
Readings: Type of Reading returned.
Height of barycentre (cm)
Tip area (cm²)
Cone point internal area (cm²)
Point aperture angle (º)
Mechanic conic point diameter (mm)
Side friction sleeve height (cm)
Measurement system
Interval(cm): Distance step between readings.
Weight of anchorage sleeve (Kg)
Sleeve surface (cm²)
Expansion ring
Conversion constant: See topic
Standards reference
For Piezoelectric cones, additionally:
Observed neutral pressure: See Topic
Separation point/Porous sensor (cm)
Temperature output : Yes/No
Probe inclination output: Yes/No
Speed of progress output: Yes/No
The electric bulb icon that appears beside some items for specific
instruments indicates that entry of these items is mandatory.
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Manual Standard
Correlation
Permette di selezionare per ogni parametro la correlazione da utilizzare.
Ved. anche Cenni teorici.
2.4
General Data
Permette di assegnare i dati generali per l'intestazione (Committente,
Cantiere, Località, Operatore prova, Responsabile prova, Codice commessa,
Numero certificati allegati), e la localizzazione della prova.
Inserendo la localizzazione nel formato: via xxxx, città, provincia,
nazione,
sarà
individuata
automaticamente
la
zona
di lavoro.
Alternativamente occorre assegnare le coordinate nel sistema WGS84 in
gradi decimali.
Il sistema richiede per l'individuazione della zona una connessione internet.
2.5
Statistic compute
Drop down list in Menu bar that sets the statistical value of the resistances
(qc) for each layer, to use in calculation of lithologic parameters for each
layer. The possible variants are:
Average: Arithmetic average of tip resistance in the layer (Default).
Minimum Average: Arithmetic average of values below the average, of
tip resistance in the layer.
Maximum: Maximum value of tip resistance in the layer.
Minimum: Minimum value of tip resistance in the layer.
Average + deviation: Average incremented by standard deviation of tip
resistance in the layer.
Average – deviation: Average decreased by standard deviation of tip
resistance in the layer.
Static
9
Distribuzione normale R.N.C.: ved. Parametri caratteristici.
Distribuzione normale R. C.: ved. Parametri caratteristici.
2.6
Insert test
The program is based on the graphic entry of the penetrometric tests. To
enter them:
1) Select the Tests management icon;
2) Go on the work area;
3) Click on the right button of the mouse and then choose the test type to input
and enter the general data;
Equipment type: Select the equipment used from the drop down list. (If not
present on the list it will be necessary to record its parameters in the
Equipment window reachable from the General data menu). The choice of
instrument controls the format of the data entry grids.
Test Identifier: Enter an identifying code for the test.
X, Y, Z: X and Y representing the location coordinates are automatically
entered but may be altered as required. Z indicates the elevation.
Test Depth: Final depth (mt) reached by the probe.
Water table depth: If any water tables are encountered the “from – to”
depths may be entered.
Colour: Colour to be assigned to the test identifying marker on the
worksheet.
4) Right click of the mouse on the test and choose Data entry;
5) In Data Entry a series of quick menus are available, among which:
-On the volume unit weight column right click for automatic computation of the
weight
-On the graphic a series of functions among which input of layers with the right
click of the mouse, export, etc.
-To delete a layer select the entire row in the Layer table and press Del;
6) Once the input finished, go on the test and choose Process;
7) In Process, to choose parameters, go on the grid in upper right corner and press
the right button of the mouse.
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Manual Standard
*The difference between Process and Reprocess is the following:
the first one calculates the geotechnical parameters and keeps the
eventual alteration of the parameters, while the second one recalculates
the parameters without keeping eventual alterations brought by the user.
*If the equipment to use is not in the equipment list open the window
Equipment from General Data menu, go with the mouse on Equipment, press
the right button of the mouse and insert a new penetrometer.
2.7
Data Entry
Le letture da inserire nel programma sono formate dalla resistenza di punta
misurata dalla sonda nella prima porzione dell`infissione nel terreno, e dal
valore totale comprensivo della resistenza di punta più la resistenza laterale
(spinta totale della punta e del manicotto di frizione).
La resistenza specifica Qc e Ql vengono desunte tramite opportune costanti
e sulla base dei valori specifici dell’area di base della punta e dell’area del
manicotto di frizione laterale.
Più precisamente i vari termini in gioco sono :
Lettura alla punta = prima lettura dello strumento utilizzato
Lettura laterale = seconda lettura dello strumento utilizzato (lettura totale)
A = area di base del cono della sonda (ex. 10 cmq)
Am = area del manicotto di frizione (ex. 150 cmq)
K = costante di trasformazione utilizzata per ottenere le letture eseguite nel
valore di uscita previsto
Qc (RP) = (Lettura alla punta x K) / A
Resistenza alla
punta
Ql (RL) = (Lettura alla punta – Lettura laterale) x K) / Am
Resistenza
laterale
I dati di inserimento generale della prova sono quindi una coppia di valori per
ogni intervallo di lettura costituiti da LP (Lettura alla punta) e LT (Lettura
totale della punta + manicotto), le relative resistenze vengono quindi
desunte per differenza, inoltre la resistenza laterale viene conteggiata 20
cm. sotto (alla quota della prima lettura della punta). I dati di inserimento
della prova possono essere in Kg/cmq, in T/mq, in Mpa, in kN/mq, in kPa a
scelta dall’utente e possono essere inseriti automaticamente anche da un
copia-incolla (ex. da Excel) posizionandosi nella Ia casella ed incollando i
dati.
I dati di uscita sono pertanto RP (Resistenza alla punta) e RL (Resistenza
laterale o fs attrito laterale specifico che considera la superficie del
manicotto di frizione).
Il programma calcola quindi automaticamente durante l’inserimento i valori
risultanti di fs (Fs (attrito laterale specifico) Resistenza Laterale), del
Static
Rapporto RP/RL (Rapporto Begemann 1965), del Rapporto RL/RP
(Rapporto Schmertmann 1978 (FR) %).
Scegliendo il tipo di interpretazione litologica (consigliata o meno a seconda
del tipo di penetrometro utilizzato) si ha in automatico la stratigrafia con il
passo dello strumento ed interpolazione automatica degli strati.
Il programma calcola quindi automaticamente durante l’inserimento i valori
risultanti di fs (Fs (attrito laterale specifico) Resistenza Laterale), del
Rapporto RP/RL (Rapporto Begemann 1965), del Rapporto RL/RP
(Rapporto Schmertmann 1978 (FR) %).
Ad ogni strato mediato il programma calcola la Qc media, la fs media, il peso
di volume naturale medio, il comportamento geotecnico (coesivo, incoerente
o coesivo-incoerente), ed applica una texture.
La texture può essere variata semplicemente trasportando la texture scelta
sullo strato della tabella.
Scegliendo coesivo il programma elabora i dati geotecnici solamente come
terreno coesivo, o incoerente elabora i dati solo come incoerente;
scegliendo coesivo-incoerente (terreno dotato di comportamento intermedio
e non inquadrabile i maniera certa) il programma elabora i dati anche in
uscita con entrambi i comportamenti.
Per quanto riguarda il Punta elettrica generalmente tale strumento
permette di ottenere dati in continuo con un passo molto ravvicinato
(anche 2 cm.) rispetto alla Punta meccanica (20 cm.).
Per il Piezocono i dati di inserimento oltre a quelli di LP e LT sono invece la
pressione neutrale misurata ed il tempo di dissipazione (tempo intercorrente
misurato tra la misura della sovrappressione neutrale e la pressione neutrale
o pressione della colonna d’acqua).
Tale misurazione si effettua generalmente misurando la sovrappressione
ottenuta in fase di spinta e la pressione neutrale (dissipazione nel tempo)
misurata in fase di alleggerimento di spinta (arresto penetrazione).
Il programma permette di immettere U1 – U2 – U3 cioè la sovrappressione
neutrale misurata rispettivamente con filtro poroso posizionato nel cono,
attorno al cono (alla base di esso), o attorno al manicotto di frizione a
seconda del tipo di piezocono utilizzato.
Tale sovrappressione (che è data dalla somma della pressione idrostatica
preesistente la penetrazione e dalle pressioni dei pori prodotte dalla
compressione) può essere positiva o negativa e generalmente varia da (-1 a
max. + 10-20 kg/cmq) ed è prodotta dalla compressione o dilatazione del
terreno a seguito della penetrazione.
Per il calcolo, oltre ai dati strumentali generali si deve immettere per una
correzione dei valori immessi :
Area punta del cono (area esterna punta)
Area interna punta del cono (area del restringimento in prossimità del
setto poroso – interna cono-manicotto)
Generalmente il rapporto tra le aree varia da (0,70 – 1,00).
Il programma elabora quindi i dati di resistenza alla punta e laterale fs con le
opportune correzioni dovute alla normalizzazione (con la tensione litostatica
e con la pressione dei pori).
Robertson definisce infine il valore caratteristico del Ic (Indice di tipo dello
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Manual Standard
strato) e Contenuto in materiale fine FC % (cioè la percentuale di
contenuto argilloso < 2 micron).
Grafico
Quando si inserisce una nuova prova i dati sono visualizzati su un modello
grafico in cui vengono riportati i dati identificativi della prova, il diagramma
che riproduce ad ogni passo l'andamento della resistenza alla punta e
laterale, la falda e la litostratigrafia. Il modello base proposto interagisce in
contemporaneo con il valore delle letture immesso ad ogni passo e con la
griglia sottostante in cui avviene la gestione della stratigrafia, ossia ogni
dato modificato nella colonna di immissione dati viene aggiornato sul modello
grafico, così come ogni cambiamento eseguito sulla griglia di gestione della
stratigrafia viene riprodotto sul grafico nella colonna litostratigrafica.
Il modello grafico proposto è gestibile da un menu di scelta rapida che si
attiva con il pulsante destro del mouse; i comandi di gestione sono: esporta
in DXF ed in EXCEL, stampa, copia, sposta, pagina intera ed opzioni. Le
opzioni su colori, linee e scala sono riproposte anche nel menu Preferenze
alla voce Opzioni elaborato grafico.
Dal comando Grafico valutazioni litologiche è possibile visualizzare un
grafico Profondità - Valutazioni litologiche secondo l'autore selezionato.
Il comando Litologia Istantanea individua la litologia (coesivo/incoerente)
man mano che l’utente inserisce la profondità dello strato.
Ricerca dinamica strato è un comando che sincronizza la stratigrafia sul
grafico con la griglia degli strati sottostante: ossia quando si posiziona con
il mouse su uno strato del grafico viene evidenziato nella stratigrafia
sottostante.
Osservazioni
Le funzioni Copia-Incolla permettono di copiare od incollare la sequenza di
dati (N° colpi) da un foglio Excel al programma Static Probing: esse si
attivano dal menu di scelta rapida visualizzato posizionando il puntatore del
mouse sulla griglia di immissione dei dati e premendo il tasto destro del
mouse.
Come inserire uno strato da tastiera
Digitare nella tabella visualizzata sotto il modello grafico (in basso a destra
nella finestra di immissione dati) le profondità degli strati.
Come inserire uno strato con il mouse
Attivare sul grafico il menu di scelta rapida, selezionare il comando Inserisci
strato, fare click ed inserire la quota corrispondente.
Cancellare uno strato
Selezionare dalla tabella stratigrafia una riga intera e premere canc dalla
tastiera.
Static
2.8
Process
The program contains a data base of methodologies and data to correlate
the observed soil properties to the more significant geotechnic parameters
that characterize soils.
For each parameter type a number of different authorities may be selected
(see Parameters Evaluated). By default the program utilises a set of
correlations but with expert, or local knowledge, or for explorative aims
these can be altered.
To see or alter the selected set open the Correlations selection window
(General Data Menu).
The window has a tab for cohesive and one for cohesionless soils and
within each parameter, evaluation can occur according to different authors.
This choice is not tied to an individual test!! but applies to the evaluation
process as follows:
1. When a test is processed (Process not Reprocess) for the first time, the
selections made in Operational Correlations are used AND the set is
recorded with the test.
2. If later the test is again processed (not Reprocessed) the stored set is
used again, not the Operational Correlation set that may have changed in
the intervening time.
3. After processing, it is possible to alter the correlation authority for
specific layers. When this is done the alteration is incorporated in the set
associated with the layer and will be reused on subsequent process
commands.
In this way it is possible to refine the parameter set for each test.
In this way alterations to the Operative correlations relevant for other tests
need not be rolled back if the original test must be re evaluated, say
consequent upon an alteration to the stratigraphy.
If however it is required to start again with a different set of authorities,
then the Reprocess command should be used. This command operates as if
process command was being used for the first time, i.e. the set of selected
authorities is used and that set is stored with the test overwriting any
previous set.
Results of correlations for cohesionless terrains are certainly more reliable
than those for cohesive ones as these latter are influenced by drainage to
a greater extent, while the rapid test occurs in saturated state with
consequent lesser reliability. In any case the dynamic test in situ enables a
more reliable parametrization of cohesionless loose terrain that, does not
permit undisturbed sampling.
2.9
Reprocess
Command available within <Tests management> status, selectable from
General Parameters menu or toolbar button.
Automatically processes the penetrometric data for a test, and produces a
Test report preview.
13
14
Manual Standard
Not e t ha t <Re proc e ss> re se t s t he se t of c orre la t ions for t he t e st t o t he
c urre nt c hoic e s in t he list of Ope ra t iona l Corre la t ions t hus re pla c ing a ny
pre v ious one s.
Se e Corre la t ion proc e ssing for a disc ussion of t he diffe re nc e s be t w e e n t his
func t ion a nd Proc e ss.
To perform the command, open the floating menu for the test (Point and
activate right mouse button) and click on <Reprocess>.
The correlations used are those selected in <Operative Correlations> of the
General data menu and are highlighted in red in the list on the left.
2.10
Section
E' possibile creare delle sezioni geologiche semplicemente collegando più
prove tramite il mouse, cliccando con il tasto destro del mouse sul foglio di
lavoro e selezionando 'Crea sezione'.
La sezione creata può essere letta direttamente da Slope il quale può
essere eseguito in modalità sezioni direttamente dal programma Dynamic,
oppure occorre disporre di un modulo aggiuntivo per la creazione delle
sezioni.
2.11
Subsoil determination
In the soil determination phase the software loads automatically the data of
the current test. If a stratigraphy was defined in the current test, the
software automatically determines: Depth, Description, Qc, fs,
Tipo
(coesivo, incoerente o coesivo-incoerente), Autore, Vs e Cu.
The automatic loaded data can be altered independently of the data from
the current test.
Geotechnical parameters
The geotechnical parameters necessary to the soil classification are
calculated using the command.
They can also be assigned by the user and the program determines the soil
category.
In the Range Soil Category table the minimum and maximum values of the
geotechnical parameters that determine the soil category can be set.
2.12
Seismic probe
Prova penetrometrica statica con piezocono sismico (SCPTU)
Static
Tramite il piezocono sismico si ha a disposizione un sistema molto rapido ed
economico per determinare: stratigrafia dettagliata, parametri geotecnici e
velocità delle onde di taglio.
Il piezocono sismico permette di determinare, in contemporanea
ai
parametri di una prova penetro metrica statica (qc, fs, U), le velocità delle
onde di taglio (Vs). Esso è costituito da geofoni triassiali ortogonali tra di
loro secondo le direzioni X, Y e Z.
L’utilizzo di due accelerometri posti ortogonalmente tra di loro consente di
acquisire un segnale significativo dell’onda sismica a prescindere
dall’orientamento della sonda (durante la fase di infissione non è possibile
mantenere un orientamento).
Il sistema di energizzazione deve generare prevalentemente onde di taglio
a larga ampiezza con poche componenti compressionali.
L’analisi del segnale avviene graficizzando i singoli segnali registrati dai
geofoni triassiali.
Per la valutazione dei tempi di arrivo si può utilizzare il metodo cross-over
della sovrapposizione di due segnali polarizzati.
Dai valori dei tempi di arrivo sono state calcolate le Vs relative al tratto
sorgente-geofono e successivamente le Vs nel livello litologico.
Per la classificazione del suolo si è fatto riferimento al parametro Vs30
corrispondente alla velocità delle onde di taglio nei primi 30 metri.
15
16
Manual Standard
Dove hi e Vi indicano lo spessore e la velocità delle onde di taglio per N
strati presenti in 30 metri.
Per la stima delle categorie di profilo stratigrafico abbiamo fatto riferimento
alle nuove Norme Tecniche per le Costruzioni.
2.13
Portanza e cedimenti
Surface foundations
This function enables the computation of limit and permissible bearing
capacity of surface foundations according to the following authorities:
Terzaghi & Peck
Meyerhof
Schmertmann
Herminier
Deep fondations (Driven piles)
This function calculates the bearing capacity of deep foundations (Driven
piles) in tons, using Meyerhof’ s method, that utilises the similarities in
behaviour of the penetrometer probe drive with that of driven piles.
2.14
Characteristic parameters
Characteristic parameters with CVsoils
Dynamic allows to define two stratigraphies: one established by the user
based on the number of blows, the other on instrumental step.
The stratigraphy on instrumental step is very useful as the geotechnical
parameters are returned in step, which can be exported from the command
Export to other GeoStru programs, selecting file xlm for CVsoils. These files
can be exported for the new GeoStru program, ‘CVsoils’, for the
determination of characteristic geotechnical parameters.
In order to perform processing on instrumental step is necessary:
a)To define in data entry, in addition to stratigraphy user, even the
stratigraphy on instrumental step;
b)To select Elaboration on instrumental step from the shortcut menu of
tests.
Static
Characteristic parameters with Static
From the menù General Data, qc calculation, there is the opportunity to
choose how to assess qc in the layer. In addition there is the opportunity
to select several options, among them a particular clarification:
Normal distribution R.C.
The value of qc,k is calculated on the basis of a normal or Gaussian
distribution, fixed a probability of no exceedance of 5%, according to the
following expression:
qc, k
qc, medio 1.645
qc
where s qc is the standard deviation of qc.
Normal distribution R.N.C.
The value of qc,k is calculated on the basis of a normal or Gaussian
distribution, fixed a probability of no exceedance of 5%, treating mean
values of qc normally distributed:
qc, k
qc, medio 1.645
qc
/ n
where n is the number of samples.
The first distribution gives values near the minimum, whereas the second
provides values close to average.
2.15
Theory
2.15.1 Correlations Geotechnical
2.15.1.1 Cohesionless
2.15.1.1.1 Angle of friction
Angle of friction (Durgunouglu-Mitchell 1973-1975)
For non cemented N.C. & S.C. sand.
Angle of friction (Meyerhof 1951)
For N.C. & S.C. sand.
Angle of friction (Caquot)
For non cemented N.C. & S.C. sand. and for depths > 2 mt in saturated
17
18
Manual Standard
soils or > 1 mt in non saturated soils.
Angle of friction (Koppejan)
Angle of friction (De Beer 1965-1967)
Angle of friction (Robertson & Campanella 1983)
For non cemented quartzy sand.
Angle of friction (Schmertmann 1977-1982)
Diverse soils (This correlation generally gives an overestimate).
2.15.1.1.2 Relative density
Relative density (Baldi and others 1978-1983 - Schmertmann 1976)
For NC uncemented sand.
Relative density (Schmertmann)
Relative density (Harman 1976)
Relative density (Lancellotta 1983)
Relative density (Jamiolkowski 1985)
Relative density (Larsson 1995)
For homogeneous ungraded sand.
2.15.1.1.3 Young’s modulus
Young’s modulus Ey 25 –50; (Schmertmann 1970-1978) 25% & 50% shear
value – first phase of load/deform curve
Young’s modulus (Robertson & Campanella 1983)
For quartzy NC sand.
Young’s modulus (ISOPT-1 1988) for Over consolid. sand.
Static
2.15.1.1.4 Confined consolidation modulus (Oedometric)
Confined condsolidation modulus (Robertson & Campanella) da Schmertmann
Confined condsolidation modulus (Lunne-Christoffersen 1983 - Robertson
and Powell 1997)
Valido per sabbie NC
Confined condsolidation modulus (Kulhawy-Mayne 1990)
Confined condsolidation modulus (Mitchell & Gardner 1975)
Confined condsolidation modulus (Buisman - Sanglerat)
Confined condsolidation modulus (avg. value for all authors)
2.15.1.1.5 Unit volume w eight
Unit volume weight Gamma(t/mc)
For loose sand and dense sand.
Unit volume weight, saturated - Gamma(t/mc)
For loose sand and dense sand.
2.15.1.1.6 Shear deformation modulus
G (kg/cmq) (Ohsaki & Iwasaki)
Valid for fine plastic sand or clean sand.
Robertson e Campanella (1983) e Imai & Tonouchi (1982)
Valid mainly for sand and for lithostatic tension from 0,5 - 4,0 kg/cmq.
2.15.1.1.7 Potenziale di liquefazione
Applies to soils below phreatic level submitted to seismic acceleration.
19
20
Manual Standard
This function verifies liquefaction for cohesionless soils (Robertson & Wride
1997 – CNR – GNDT) Safety factor related to various seismic zones I II III
IV cat.
N.B. Liquefaction is absent for Fs >= 1,25, possible for Fs = 1,0 – 1,25 and
very probable for Fs< 1.
2.15.1.1.8 Consolidation coefficient Cv
Consolidation coefficient Cv (Piacentini-Righi, 1988).
2.15.1.1.9 Permeabilità
Coefficiente di Permeabilità K (Piacentini-Righi, 1988).
2.15.1.2 Cohesive
2.15.1.2.1 Coesione non drenata_2
Undrained cohesion (Lunne & Eide)
Undrained cohesion Sunda (experimental report)
Undrained cohesion (Lunne T.-Kleven A. 1981)
Undrained cohesion (Kjekstad. 1978 - Lunne, Robertson and Powell 1977)
Undrained cohesion (Terzaghi – minimum value)
Undrained cohesion (Begemann)
Undrained cohesion (De Beer)
Applicable to light cohesion
Undrained cohesion (Baligh and others 1976-1980)
In this evaluation the value of Nk must be entered (generally variable from
11 to 25)
Undrained cohesion (Marsland 1974-Marsland and Powell 1979)
Undrained cohesion (Rolf Larsson SGI 1995)
Static
2.15.1.2.2 Indice di compressione C e coefficiente di consolidazione Cv
Indice di Compressione Vergine Cc (Schmertmann)
Indice di Compressione Vergine Cc (Schmertmann 1978)
Fattore di compressibilità ramo di carico C (Piacentini-Righi Inacos 1978)
Fattore di compressibilità medio ramo di carico Crm (Piacentini-Righi Inacos
1978)
Coefficiente di Consolidazione Cv (Piacentini-Righi 1988)
2.15.1.2.3 Edometric Modulus
Mitchell - Gardnerr (1975) Mo (Eed) (Kg/cmq) for silt and clay.
General confined consolidation modulus method.
Buisman correlation valid for silt and average plasticity clay.
Buisman and Sanglerat valid for compacted clays
2.15.1.2.4 Undrained deformation modulus
Undrained deformation modulus Eu (Cancelli et al. 1980)
Undrained deformation modulus Eu (Ladd et al. 1977)
Insert value of n where 30 < n < 1500
21
22
Manual Standard
2.15.1.2.5 Unit volume w eight
Unit volume weight, cohesive soils (t/mq)
Unit volume weight saturated soils, cohesive soils (t/mq)
2.15.1.2.6 OCR
Degree of overconsolidation OCR - (Stress-History)
Degree of overconsolidation OCR (P.W. Mayne 1991)
For clay and over consolidated clay.
Degree of overconsolidation OCR (Piacentini-Righi Inacos 1978)
Degree of overconsolidation OCR (Larsson 1991 S.G.I.)
Degree of overconsolidation OCR - (Jamiolkowski 1979) (cohesive)
Degree of overconsolidation OCR - (Schmertman 1978) (cohesive)
2.15.1.2.7 Permeability
Coefficiente di Permeabilità K (Piacentini-Righi, 1988).
2.15.2 Subsoil categories
Once the design seismic action is defined, it becomes necessary to
determine the effect of the local seismic response through specific analysis.
In the absence of this analysis, in order to define the seismic action we can
refer to a simplified approach, that is based on the determination of the
reference subsoil categories. (Tab. 3.2.II and 3.2.III).
Table 3.2.II – Subsoil categories
C
Description
a
t
e
g
o
r
y
Static
A
B
C
D
E
Outcrop rocky mass or very rigid soils
characterised by Vs,30 superior to 800 m/s,
eventually including in the surface an alteration
layer, with a maximum thickness of 3 m
Soft rocks and deposits of very dense coarse
grain soils or very dense fine grain soils with
thickness superior to 30 m, characterised by
gradual improvement of the mechanical properties
with depth and Vs,30 values between 360 m/s
and 800 m/s, ( or NSPT,30 > 50 in coarse grain
soils and cu,30 > 250 kPa in fine grain soils).
Deposits of medium dense coarse grain soils or
medium dense fine grain soils with thickness
superior to 30 m, characterised by gradual
improvement of the mechanical properties with
depth and Vs,30 values between 180 m/s and
360 m/s, ( or 15 < NSPT,30 < 50 in coarse grain
soils and 70 < cu,30 < 250 kPa in fine grain soils),
Deposits of poor consistency coarse grain soils or
poor consistency fine grain soils with thickness
superior to 30 m, characterised by gradual
improvement of the mechanical properties with
depth and Vs,30 inferior to 180 m/s ( or NSPT,30
< 15 in coarse grain soils and cu,30 < 70 kPa in
fine grain soils)
Subsoil terrains of C or D type, with thickness
not superior to 20 m, laying on the reference
substratum (with Vs > 800 m/s)
The classification is based on the values of the equivalent propagation
velocity Vs,30 of the shear waves in the first 30 m of depth.
For shallow foundations and retaining walls made of embankments this
depth is considered beginning from the footing of the foundation..
The direct measurement of the propagation velocity of the shear waves is
highly recommended. In case this determination is not possible, the
classification can be done in base of the values of the equivalent number of
blows of the dynamic penetrometric test (Standard Penetration Test)
NSPT,30 in soils consisting mostly in coarse grain and in base of the
equivalent undrained strength cu,30 in soils consisting mostly in fine grain.
For the soils in the S1 and S2 categories in Tab. 3.2.III specific analysis are
required to define the seismic actions, especially when the presence of soils
susceptible to liquefaction and/or very sensitive clays can produce soil
collapse.
Table 3.2.III – Additional subsoil categories
C
Description
a
t
e
g
o
r
23
24
Manual Standard
y
S
1
S
2
Deposits of soils characterised by values of Vs,30
inferior to 100 m/s (or 10 < cu,30 < 20 kPa), that
include a layer of at least 8 m of poor
consistency fine grain soils, or include at least 3
m of peat or clays with high organic content.
Deposits of soils susceptible to liquefaction, of
sensitive clays or any other subsoil type that can
not be classified in the previous types..
The equivalent velocity of the shear waves Vs,30 is defined by:
The equivalent dynamic penetrometric strength NSPT,30 is defined by:
The equivalent undrained strength cu,30 is defined by:
In the previous expressions we have indicated with:
hi= thickness (in m) of the i layer comprised in the first 30 m of depth;
VS,i= velocity of the shear waves in the i layer;
NSPT,i= number of NSPT blows in the i layer;
cu,i= undrained strength in the i layer;
N= number of layers comprised in the first 30 m of depth;
M= number of layers of coarse grain terrains comprised in the first 30 m of
depth;
K= number of layers of fine grain terrains comprised in the first 30 m of
depth;
In case of subsoils formed by stratifications of coarse grain terrains and fine
grain terrains, with similar thickness in the first 30 m of depth, included in
one of the categories from A to E, and when direct measurements of the
shear waves velocity are not available, one can proceed as follows:
Static
- determine NSPT,30 in the coarse grain terrain layers comprised in the
first 30 m of depth;
- determine cu,30 in the fine grain terrain layers comprised in the first 30 m
of depth;
- determine the categories corresponding to the NSPT,30 and cu,30
parameters;
- refer the subsoil to the worse category.
2.15.3 Liquefaction
The method of Seed and Idriss (1982) is the most known and used of the
simplified methods and requires only the knowledge of few geotechnical
parameters: the granulometry, the number of blows in the SPT test, the
relative density, the volume weight.
To determine the value of the reducing coefficient rd is used the empirical
formula proposed by Iwasaki and others (1978):
rd
1
0.015 z
while for the corrective factor MSF in Table 1 is brought the value of this
factor obtained by various researchers, among which Seed H. B. and Idriss
I. M (1982).
Tabella 1 - Magnitude Scaling Factor
Magnitude
Seed H. B. & Idriss I.
M. (1982)
5.5
6.0
6.5
7.0
7.5
8.0
8.5
1.43
1.32
1.19
1.08
1.00
0.94
0.89
The liquefaction resistance CRR, is calculated as a function of the
magnitude, the number of blows, the effective vertical pressure, the
relative density.
By selecting the cases of terrains with liquefaction and no liquefaction
during the earthquakes, a graphic is obtained.
Initially the correct number of blows at the desired elevation is calculated
to take into consideration the lithostatic pressure through the following
relation:
N1.60
where:
C N Nm
25
26
Manual Standard
Nm average number of blows in the penetrometric standard test SPT;
CN corrective factor calculated using the following expression:
CN
Pa
' v0
0.5
where:
s'vo effective vertical pressure;
Pa atmospherical pressure expressed in the same s'vo units;
n an exponent that depends on the relative density of the soil
It was demonstrated that for an earthquake of a magnitude equal to 7,5
CRR is:
CRR
N1.60
90
Is therefore applied:
FS
CRR
CSR
if FS > 1,3 the deposit can not be liquefied
The Authors have specified that this procedure is valid for sand with D50 >
0,25 mm; for sandy silt and silts they suggest to correct afterwards the
value of N1 ,6 0 :
N1.60 C S
N1.60
7.5
2.15.4 Bibliographies
A.
G.
Raccomandazioni
programmazione
sulla
ed
AG
I
Static
I.
(1
97
7)
Bel
lot
tiJa
mi
olk
ow
ski
Ghi
on
na
Pe
dro
ni
M.
Ca
rte
r
(1
98
3)
esecuzione delle indagini
geotecniche
Ro
ma
Penetrometro
Statico;
terreni non coesivi
M.
Ca
sa
dio
Il Manuale del Geologo
F.
Ce
sta
ri
prove Geotecniche in sito
F.
Col
les
elli
So
ran
zo
(1
98
Esercitazioni
Geotecnica
Att
i
Co
nv
eg
no
Na
z.
Ge
ot
ec
nic
a
19
83
Pe
nt
ec
h
Pre
ssLo
nd
on
Pit
ag
ora
Edi
tri
ce
ed.
GE
OGR
AP
H
19
90
Ed.
Cle
up
Pa
do
va
Geotechnical
engineering-Handbook
di
27
28
Manual Standard
0)
R.
F.
Cr
aig
(1
98
5)
Soil mechanics
Di
Ma
rti
no
A.
Flo
ra
Geotecnica Stradale
P.
Fo
car
di
Prove in sito
F.
Ga
mb
ini
C.
Gui
di
Manuale dei Piloti
He
rmi
nie
r
Theory
for
the
interpretation
of
penetration test data
Introduzione alle Indagini
Geotecniche
Geotecnica e Tecnica
delle Fondazioni; Vol. I-II
Va
n
No
tra
an
Rei
nh
old
(U
H)
Co
.
Ltd
Hel
vel
ius
Edi
zio
ni
Ge
olo
gia
Te
cni
ca
19
82
Ed.
Sc
ac
Ho
epl
i
(1
97
5)
An
nal
es
I.
T.
B.
T.
P.
Co
ngr
Static
R.
E.
Hu
nt
(1
98
6)
Geotechnical engineering
techniques and practices
M.
Ja
mi
olk
ow
ski
et
al
(1
98
5)
F.
H.
Kul
ha
wy
,
P.
H.
Ma
yn
e
(1
99
0)
New developments
in
field
and
laboratory
testing
of
soils
International Conference
On Soil Mechanics and
Foundation Engineering
R.
La
nc
ell
ott
a
Penetrometro
terreni coesivi
Manual on estimating soil
properties for foundation
design
Statico;
es
s
of
Zu
ric
h
19
53
)
Me
Gr
aw
Hill
Inc
.
US
A
A.
A.
Bal
ke
ma
Ele
ctr
ic
Po
we
r
Re
se
arc
h
Ins
tit
ut
e
19
90
Att
i
Co
nv
eg
no
Na
29
30
Manual Standard
R.
La
nc
ell
ott
a
R.
Lar
ss
on
(1
98
5)
T.
Lu
nn
e,
A.
Kle
ve
n
(1
98
1)
Meccanica dei Terreni;
Elementi di Geotecnica
T.
Lu
nn
e,
Ch
rist
off
ers
en
H.
P.
(1
98
5)
Interpretation of Cone
Penetration
Data
for
Offshore Sands
The CPT test Equipment
testing evaluation. An
situ
method
for
determination
of
stratigraphy
and
properties in soil profiles
Role of CPT in North Sea
foundation engineering
z.
Ge
ot
ec
nic
a
19
83
L.
E.
U.
To
rin
o
S.
G.
I.
AS
CE
Na
tio
nal
i
Co
nv
eti
on
S.
Lo
uis
No
rw
egi
an
Ge
ot
ec
hni
cal
Ins
tit
ut
e
19
85
Pbl
.
Static
15
6
Bla
cki
e
Ac
ad
em
ic
&
Pro
fes
sio
nal
.
Lo
nd
on.
IS
BN
0
75
1
40
39
3
8.
Po
tsd
am
NY
19
91
T.
Lu
nn
e,
P.
K.
Ro
ber
tso
n
an
d
Po
we
ll
J.
J.
M.
(1
99
7)
Cone Penetration Test in
Geotechnical Pratice
P.
Ma
yn
e
(1
99
2)
M.
Pel
leg
rini
(1
98
2)
Tentative method for
estimation Gvo from Qc
data in sand
Pel
li,
Ot
ta
via
ni
Pia
ce
nti
ni
Definizione
della
resistenza non drenata
delle argille del Mare
Adriatico mediante prove
penetrometriche statiche
Bol
og
na
R.
I.
G.
19
92
Valutazione
Compressibilità dei terreni
e Consolidamento in base
ai risultati di
prove
Ina
rco
s
Bo
Geologia Applicata
Ed.
Pit
ag
ora
31
32
Manual Standard
&
Rig
hi
G.
Pil
ot
(1
98
2)
penetrometriche statiche
log
na
Foundation engineering
P.
K.
Ro
ber
tso
n,
R.
G.
Ca
mp
an
ell
a
(1
98
3)
P.
K.
Ro
ber
tso
n,
R.
G.
Ca
mp
an
ell
a,
Gr
eig
J.
et
Interpretation of
penetration test
Ec
ole
na
tio
nal
de
s
po
nts
et
ch
au
se
es
Par
is
Ca
na
dia
n
Ge
ot
ec
hni
cal
Jo
urn
al
20
(4)
cone
Use of piezometer cone
data
AS
CE
Co
nfe
ren
ce
19
86
Static
al.
(1
98
6)
P.
K.
Ro
ber
tso
n,
R.
G.
Ca
mp
an
ell
a,
Gr
eig
J.
et
al.
(1
98
6)
S.
G.
S.
Use in situ tests in
Geotechnical Engineering
AS
CE
Co
nfe
ren
ce
19
86
Recommended Standard
for
Cone
Penetration
Tests
Ju
ne
19
92
Du
no
d
Par
is
19
65
Els
evi
er,
Am
ste
rda
m
ES
PC
19
72
Ma
nu
ale
Us
o
G.
Sa
ngl
era
t
Le Penetrometre et la
reconnoissance des soils
G.
Sa
ngl
era
t
The Penetrometer
soil exploration
Su
nd
a
Strumentazione
Geotecnica
and
33
34
Manual Standard
Pe
ne
tro
me
tro
St
ati
co
P.
Ve
nt
ura
Interpretazione
delle
prove
penetrometriche
statiche tramite punta
piezometrica

Manual Standard 1 Parte I GeoStru Software

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