AVERTISSEMENT La loi du 11 mars 1957 n’autorisant, aux termes des alinéas 2 et 3 de l’article 41, d’une part, que les copies réservées à l’usage privé du copiste et non destinées à une utilisation collective, et d’autre part, que les analyses et courtes citations dans le but d’exemples et d’illustration, toute représentation intégrale ou partielle, faite sans le consentement de l’auteur ou par ses ayant droits ou ayant cause est illicite (alinéa 1er de l’article 40). Cette représentation ou reproduction, par quelque procédé que ce soit, constituerait donc une contrefaçon sanctionnée par les articles 425 et suivants du code pénal. Par ailleurs le progiciel RIDO est protégé par la loi du 3 juillet 1985 qui étend la propriété intellectuelle aux programmes informatiques. Ce document accompagne la version 4.01 du progiciel
RIDO.
© 1974..2001 est conçu et réalisé par RIDO
ROBERT FAGES LOGICIELS
29, chemin de Belmont F01700 MIRIBEL Tél : +33/0 472 25 85 96 Fax : +33/0 472 25 89 50 E-Mail :
[email protected] Siret : 3190793560002
PRESENTATION OF THE RIDO PROGRAM VERSION 4.01
The Rido program calculates the elastoplastic equilibrium of retaining walls (diaphragm walls, berlin walls, sheet piles, ...) or piles in various type of soils. The calculation follows, phase by phase, the sequence of works, because they condition the internal forces particularly due to the irreversibility of the soil behaviour and the incidence of the geometry during the operations (installation of strut and preloading ...). The elastoplastic calculation of the whole set of elements (wall, soil, struts, anchors) is carried out based on the finite elements model. For hypothesis see [1]. The WINCKLER model [2] is satisfactory for dimenssionning : this is shown in [3]. RIDO calculates the forces (soil reactions, tensions in anchors, ...) that minimize the elastic energy of the wall, the struts, the anchors, the soil, with linear conditions : -
equalities for overall equilibrium, bilateral conditions, inequalities for unilateral links with soils, anchors, ...
The algorithm of resolution is an original adaptation of the “PRIMAL-DUAL” “PRIMAL-DUAL” method applied to quadratic programming (the elastic energy is a quadratic functionnal functionnal of the variables).
Version 4.01 of RIDO presents the following facilities . The program : -
-
simulates excavations in each of the soils limited by the wall, takes into account slopes and berms by their geometrical description, allows modification of soil characteristics in case of back-filling and grounting, allows directly introduction of active, static and passive soil pressures for special cases (CULMANN’s method for example), accepts water water table variations in each soil and also confined and perched water tables, automatically takes into account the hydraulic gradient effect to the apparent soil density, takes into account the application application or or removal at any moment of surcharges surcharges type type CAQUOT, BOUSSINESQ, GRAUX and user defined, consider (optional) that BOUSSINESQ surcharges are linked to the soil state (active pressure, passive pressure, ...) in the same manner as for CAQUOT surcharges. makes difference if the surcharges surcharges are present before or after the wall construction, construction, allows installing, preloading, removing struts or anchors with unilateral or bilateral link with the wall, can calculate (optional) (optional) the buckling of sheet piles retained by inclined anchors, allows application application or removal of distributed or concentrated loads at any level of of the wall, allows definition of elastic links in displacement and rotation with a given structure (floor, ...), allows various boundary conditions at top top and toe of the wall,
ROBERT FAGES LOGICIELS
RIDO-PRE-1
-
allows modifications modifications in the geometry geometry of the wall wall during the works works (moulding (moulding of upper part of the wall, ...), can calculate berlin walls and discontinuous toe-in walls, consider long term parameters either for the soil and wall (eg. (eg. Concrete wall), permits variations of the elastic modulus at any stage, calculates automatically the lack of toe-in, not not only only in case of equilibrium failure, but also in case of wall displacement exceeding a specified value.
From the user’s point of view, advantages are : -
-
-
-
data introduction in free format with simple description language (keywords and data) : the data are number number but also expressions with symbolic constants, variables, functions (predefined or user defined), comments, etc ..., an integrated working environment is delivered : it permits to edit the data (editor (editor mode or question/ansewer mode), to control the data, to evaluate the expressions, to run RIDO, to show graphically the results on screen, to preview the printouts, to control the printing and plotting outputs, to manage system parameters (plotter, printer, spool) and the various working files, .... a complete yet clean presentation of the results, the program program uses a dynamic dynamic allocation of the computer memory so that there is no limits to the amount of data (user has not to worry about number of soil layers, struts, anchors, ...), the numerical method of resolution of the equilibrium equations gives a stable calculation even for deep wall (over 50 meters), units can be choosen independently for the data data and for the results (practical units with Tonne-forces, S.I. units with Newtons, U.S. units with Pounds), the program program comes with its own graphic user interface (G.U.I.) and run on PC compatible microcomputers with WINDOWS 95/98/ME and NT4/NT2000. The graphicals outputs HPGL/WMF are ready for the use use of HPGL compatible plotters and printers, but also for WINDOWS compatible compatible printers. It is possible to import graphics in any graphical WINDOWS application including WORD.
RIDO V:4.01 require at least : -
an INTEL 80486 processor (PENTIUM is best) 32 Mo of RAM 2 Mo free on disk a fast printer.
ROBERT FAGES LOGICIELS
RIDO-PRE-2
REFERENCES [1]
R.FAGES et C.BOUYAT – Revue TRAVAUX oct. 1971, déc. 1971. Calcul de rideaux de parois moulées ou de palplanches. Modèle mathématique Intégrant le comportement irréversible du sol en état élastoplastique.
[2]
E.WINCKLER – H.Dominicus Prag. 1867. Die Lehre von Elastizitat und Festigkeit.
[3]
R.KASTNER, F.MASROURI, J.MONNET et R.FAGES – XI ème Congrès International de mécanique des sols et fondations, SAN FRANCISCO 1985. Etalonnage sur modèle réduit de différentes méthodes de calcul de Soutènements flexibles.
[4]
JOHN N.CERNICA – FOUNDATION DESIGN – John Wiley & Sons 1995.
ROBERT FAGES LOGICIELS
RIDO-PRE-3
RIDO 4.0 on compatible PC MICRO-COMPUTER
1 - LOCATION The RIDO program and its annexed files are located in the directory \RIDO or in a subdirectory \....\RIDO. It is possible to start RIDO while one is working in a personnal subdirectory. The data and result files will be in this subdirectory by default. This enables several users to separate there data. Do not forget to place this command in the AUTOEXEC.BAT file: PATH C:\;C:\RIDO
(with occasionnaly other paths) DO NOT USE THE MSDOS COMMAND 'APPEND' TO DO THIS. WARNING
: The final subdirectory in which the file RIDO.EXE and its annexed files are located must always be named RIDO. If necessary (in WINDOWS or NETWORK environment) RIDO asks you to type the command : SET RIDO=
Example:
SET RIDO=Z:\PROG\RIDO
This command can be added in AUTOEXEC.BAT. RIDO can be run under WINDOWS in a MSDOS full screen mode (See the WINDOWS manual).
It is useful to change the parameters of DOSPRMPT.PIF using PIFEDIT according to: . Optionnal parameters . Video memory . Screen . Reserved short cut key
ROBERT FAGES LOGICIELS
/E:1024 High resolution Full screen Prt.Scr.
RIDO-PC-1
2 - PRINTER USING It is advised to use the SPOOL mode running, before RIDO, the PRINT command of MSDOS (See the MSDOS manual).
Management of the printer attributes : - If the file "IMPINIT.RID" formed with a text editor is present in the RIDO sub-directory, it contains the codes to be sent to the printer at the RIDO start. - Same for "IMPQUIT.RID" file for RIDO stop. - The description of these codes are normally in the manual of the printer. - If the default subdirectory is not RIDO, these file are firstly searched in this subdirectory. If you use several printers, you can have for each one a particular subdirectory with specific files IMPINIT.RID and IMPQUIT.RID and by this way an automatic selection with the default subdirectory choice. - The integrated working environment RID permits also the handling of these files and the control of the SPOOL queue. - Composition of these files: . a non-displayable code (as ESC) is written by its numerical ASCII code (10 base), one for each line (for example: 27 for ESC), . the characters which can be displayed between ' (for example : '!m'), one string for each line, . blank lines ignored, . every other text after the codes ignored and taken as a comment, . note : with a compatible IBM printer the character of code 15 place it in a compressed mode. - Example for an HP LASERJET printer: IMPINIT.RID
27 'E' 27 '&l8D' 27 '&ak2S' 27 '&a4L'
IMPQUIT.RID
ROBERT FAGES LOGICIELS
27 'E'
Reset the printer 8 line/inch 16.66 char./inch left margin = 4 char.
Reset the printer
RIDO-PC-2
3 - RUNNING OF RIDO The data for RIDO in the form described in the user's manual are placed in a text file with the default extension .RIO. This file is created with a text editor or with RID. Without usage of the integrated working environment RID :
- Running of RIDO: Examples:
RIDO
RIDO TEST RIDO TEST. RIDO TEST.DAT
(data: TEST.RIO) (data: TEST.) (data: TEST.DAT)
Remark
: It is possible to use expressions in data only with files with the .RIO extension. Other cases are useful to take up again a data file of oldier RIDO versions. RIDO shows on screen the calculus progress and writes a file of results for the printer with the same name as the data file but the extension .LST.
- Printing the results: For the above example: . With COPY: . In SPOOL mode:
COPY TEST.LST PRN PRINT TEST.LST
With usage of the integrated working environment RID :
This is the adviced working mode. However it is requested that a EGA/VGA screen is attached to your micro-computer. RID permits :
. The overall choice of parameters. . The SPOOL control. . The management of files on disk. . The creation and modification of the data files by a specialized contextual text editor with the possibility to switch to and from questions/answers mode. . The verification of the syntax of data. . The evaluation for control purpose of the eventually present expressions. . The calculus of the active and passive pressure coefficients through the resolution of the plastic limit equilibrium equations of BOUSSINESQ- RANKINE. . The running of RIDO. . The viewing on screen of the results in a graphic form. . The previewing on screen of the printouts.
ROBERT FAGES LOGICIELS
RIDO-PC-3
. The choice of printing selected pages or all pages. . The control of the plotter. To run RID enter RID
It appears a first menu. Help contextual messages are available.
Short cuts (TEST is a file name for example): RID TEST
RID is run in text editor mode. Modification if TEST.RIO exists else creation of RIDO.RIO.
RID TEST.GRA
RID is run in graphical visualization of an already made calculus.
RID TEST.LST
Same but visualization of text before printing.
ROBERT FAGES LOGICIELS
RIDO-PC-4
DIRECTIONS FOR THE RIDO GRAPHIC OUTPUT OPTION
1 - GENERALITIES
The option consists in a secondary program named GRID.EXE which, from an intermediate file created by RIDO, produces commands of graphic output in HPGL language, valid for all HEWLETT PACKARD compatible plotter. The graphic outputs are entered in a frame defined by the scaling points P1 and P2 which might be redefined (see instructions for the plotter). Plotter parameters
It is only necessary to create the two files TRINIT.RID and TRQUIT.RID with a text editor or within the integrated working environment RID. These files are located in the RIDO subdirectory or in the default subdirectory in use (In this case they have priority). Their contents are automatically added on the top and on the end of the HPGL orders of each plotting page. This can be used to place a laser printer in HPGL emulating mode and reset it on character printing mode. Also putting HPGL orders it is possible to choice a new scale. The codes are described on your plotter or printer user's manual. Also you can choice the colors of the curves by the indication of the pen number used in a sequence after the character # on the first line of TRINIT.RID (The six number of pens are in this order for the labels, the displacements, the moments, the cross forces, the differential pressures, the soil pressures). - Composition of these files: . a non-displayable code (as ESC) is written by its numerical ASCII code (10 one for each line (for example: 27 for ESC), . the characters which can be displayed between ' (for example : '!m'), one for each line, . blank lines ignored, . every other text after the codes ignored and taken as a comment,
ROBERT FAGES LOGICIELS
RIDO-GRID-1
base), string
For example here is the files for an HP LASERJET III (or DESKJET 1200C) who emulates an HPGL plotter: TRINIT.RID
TRQUIT.RID
#123232 27 '%-1BIN;' 27 '%-1A' 27 'E'
If the graphics are not turned in landscape orientation, put at the end of the TRINIT.RID file the line: 'RO90;'
2 - USAGE The file GRID.EXE will be placed in the "RIDO" subdirectory, that will automatically be done by using the setting-up or the update batch commands of the delivery floppy disk. The RIDO program always creates an intermediary file with tha same name as the data file but with the extension .GRA to be an input for GRID. There are two situations depending of the usage or not the usage of RID. 2a - MSDOS command mode After a calculation with RIDO you will only have to start the GRID command if you want the graphic outputs. GRID
is without extension. Example:
Data file for RIDO: Intermediary file: Running of GRID:
MQZ.RIO MQZ.GRA GRID MQZ
Once started, GRID displays the title of the calculation indicated so with the processing date. If this information shows you that you will not make the good graphics, you cat get "out" of GRID with CTRL-C and start again GRID with the right argument.
ROBERT FAGES LOGICIELS
RIDO-GRID-2
You are asked: NAME OF THE GRAPHIC OUTPUT UNIT .......... :
You only validate if your plotter is connected with the serial port COM1 (or AUX). If it is connected with the serial port COM2 or COM3 or COM4, answer with the right COMx. (the configuration of these serial connections will have to be done beforehand with the MSDOS command MODE placed in AUTOEXEC. BAT file). If it is connected with a parallel port LPT1 or LPT2, answer with LPT1 or LPT2. In all cases, never type ':' (Do not type COM2:). If you answer a name of a file, the graphic outputs will go in the one you will able to send to the plotter afterwards. In this case there will be only one graphic output in the file.
be
Then you are asked: COLOUR GRAPHICS.......... :
The answer Y will involve the shifting of pens (6 will be used) if your plotter allows it. The choice of colours is function of the setting of pen in the turret. The answer N leads to the use of an only pen. Then you are asked CONFIRMATION FOR EVERY GRAPHIC: That will be the time to place each time a new sheet or to leave out a plotting. Anytime you can leave the work with GRID by depressing CTRL-C.
2b - With the RID usage This is the adviced working mode. While you are viewing the curves within RID, depressing the Prt.Scr.key (or the W key under WINDOWS if the Prt.Scr. key is used by WINDOWS because the DOSPRMPT.PIF is not correctly modified) there is not a screen copy but the running of GRID for a graphic page according to the screen view. You have only to confirm the plotting action. Before it is necessary to type the MSDOS command (at the dos prompt level)
ROBERT FAGES LOGICIELS
RIDO-GRID-3
SET PLOT= where is PRN,AUX,LPT1,COM1,... to direct the outputs to
the plotter. Example:
SET PLOT=COM1
Without this order the HPGL outputs are made in files. If you want to send the HPGL graphics to the same printer who prints the text outputs (this printer must accept HPGL language) and you are using the spooler (PRINT command of MSDOS), indicate this by: SET PLOT=SPOOL Remark :
these choices of destinations can also be made within RID.
3 - OUTPUT OF THE DRAWING ON FILES If the destination is not a communication port, the HPGL description of the drawings are written in files with names constructs as: - data file name or if its character number is great than 5 the 4 firsts and the last character, - the # character for the graphs of phases or the % for the graphs of envelopes, - the phase number on 2 digits or 99 for the global envelopes, - the .PLT extension. Example:
Data file HPGL file
SEWALL7.RIO SEWA7#03.PLT
This names are useful for the use of other programs as the insertion of the RIDO graphics in a WORD document (WORD includes a filter to import *.PLT files).
ROBERT FAGES LOGICIELS
RIDO-GRID-4
RIDO PROGRAM - VERSION 4. USER'S MANUAL DATA INTRODUCTION
GENERALITIES
In following pages : "line" = 1 line of the data file (text editor) Data are in free format : - Data are separated by blanks (any number) - A line can start with blanks - Distribution of data on one line is imposed. However, a logical line can be broken in several physical lines. In this case, each continuation line must begin with the sign + followed by a space. - If the list of data of one line is shorter than the required list, the non-defined part is taken as a sequence of zeros. - A datum can be numerical as 5.27 or 1.02e-4 (for 1.02 10 -4) or an expression as (5+2)/4.25 or also an algebraic expression with variables and functions as level+2*tan(Pi/4+phi/2). This last point will be detailled subsequently. It is possible to insert comment lines that will be printed at the corresponding position in the printouts. These lines must begin with * (asterisk). No limitation of comments. If comments immediatly follows the title line, they are considered as describing the studied problem and form the subject for a particulary introduction. A comment indicated by : (and not by *) is a comment for data only and not exists in printouts. The dynamic allocation of memory used in this program allows to introduce with no limitation soil layers, strut or anchor levels, various sections of the wall... in any number required. However the total number of data can be limited by the computer capacity.
ROBERT FAGES LOGICIELS
RIDO-NOT-1
It is not required to enter the total number of entities as the number of struts for example. However, when a particular number is required, as a strut’s number, it is its ordinal number of introduction in the data. Data are given in 3 groups : A,B,C. "A" GROUP
Basic data describing initial state of wall or pile and soil.
A1 : TITLE AND OPTIONS
- One title line (obligatory) In this line options can be chosen. Each option, indicated by a letter, must be written between two *. (The character * cannot be used in the title part). The option order is of no consequence. Example:
QUAY WALL AREA 4
*FA*
Six options are available in RIDO 4.0 : A = Boussinesq surcharges are (A)dded to soil pressures following the principle of superposition applicable to elastic states but spread out the plastic states (see B-2-2 annex) E = The printout results are (E)xtended with the values of limits active and passive pressures. (Warning : the printed line contains 168 characters). F = Buckling calculus of wall into account the vertical component of inclined anchors (see C-2 annex) L = the preceeding number define the useful number of (L)ine in each page of the printout, example : 80L (default : 60L) M = if it is preferred to use a frequent sign convention : (M)oments and curvatures are of opposite signs. U = choice of (U)nits independently of the data and the outputs (printouts, plotted graphs,...) with the following rule : U:xy where x is the input’s units code and y is the output’s units code. This codes are : T (Tonne Force): default practical units N (Newton) S.I. units U.S.A. units P (Pound)
Example :
ROBERT FAGES LOGICIELS
WALL NB 101 *120 L U:PN*
RIDO-NOT-2
Hereafter you see the correspondences of units : T
N
P
m mm 1/m T T/m 2 T/m 3 T/m 3 T/m 3 T/m 2 T.m /m m.T m.T/m
m mm 1/m kN kN/m kPa 3 kN/m kPa/m kPa/m 2 kN.m /m kN.m kN.m/m
Ft In 1/Ft KiP KiP/Ft KsF KcF KsF/Ft KsF/Ft 2 K.Ft /Ft K.Ft K.Ft/Ft
: Pressure :Vol. density : Elastic rigidity : Cyl.rigidity :EI product : Moment
The correct output units are also used in the plotting issues and result files. A2 : THE WALL
- A first line to define the level (m, Ft ) of the top of the wall X0
followed by a line per each section with varied inertia described from top to bottom X EI Rc
where X (m, Ft ) is the level of the end of section 2
2
2
EI (T.m /m, kN.m /m, K.Ft /Ft ) is the inertia product Rc (T/m3 , kPa/m, KsF/Ft ) is the cylindrical rigidity (for plane wall Rc=0).
It is possible to give zero inertia sections : that means these parts of wall does not exist at the beginning of the works and will be added at a given time (see A-1 annex). The last line permit the calculation of the height of the wall. The sequence of the levels X 0 and X fix the direction of the axis of levels toward the bottom or toward the top according to the increasing or decreasing of their values. Example :
WALL Nb 101 *120L* 165 160 18744 151 9852 *Height of the wall: 165-151 = 14 meters
ROBERT FAGES LOGICIELS
RIDO-NOT-3
A3 : THE SOIL.
- One line to fix the initial level of soil (the same for each side of the wall) Z (m, Ft )
This level can be upper than the top of wall. - One line for each soil layer (described from top to bottom) Xc PVw PVs Ka K 0 Kp C
Da Dp Re Rp
with Xc (m,Ft ) : bottom level of layer PVw (T/m3 , kN/m3 , KcF ) : wet density 3
3
PVs (T/m , kN/m , KcF ) : submerged density Ka : horizontal active pressure coefficient K 0 : pressure coefficient at rest Kp : horizontal passive pressure coefficient 2
C (T/m , kPa, KsF ) : cohesion
(degrees): internal friction angle Da,Dp : / with for the inclination of stress on wall for active and passive pressure.These values already taken into account in Ka and Kp must be given here for the calculation of the cohesion terms in Caquot's formulae. Re (T/m3 , kPa/m, KsF/Ft ) and Rp (1/m, 1/Ft ) : allow the calculation of the subgrade reaction modules Ks (horizontal) at any point with earth load P by
Ks=Re + Rp * P If constant coefficient Ks for the soil layer is wanted, then ignore Rp. If in the data Ka = 0 and/or Kp = 0, that indicate a wanted calculus of their values by resolution of the plastic limit equations of BOUSSINESQ-RANKINE integrated in the RIDO program. If in the data K 0 = 0, K 0 is calculated with the JAKY’s formula : K 0 = 1-sin.
ROBERT FAGES LOGICIELS
RIDO-NOT-4
Usually, the subtractive terms in passive pressure and additive terms in active pressure due to cohesion, are calculated by RIDO with the CAQUOT formula according to the technical annexes. It is possible to give the values of theses terms directly. To do it, enter the cohesion with the minus sign (which starts this special process) and replace respectively the / ratios in passive pressure and active pressure by the subtractive and additive terms for the soil layer parameters concerned. The printouts are consequently changed. - One line with : Zh Step
with Zh (m, Ft ) : initial water level (if no water table fix Zh under the bottom of the
wall ) Step (m, Ft ) : is the upper limit specified for the length of the wall elements created by the program (if Step is too small, the maximum number of elements, typically 200, will give their maximum length). Current value is Step = 0.5 m or Step = 1 Ft
"B" GROUP
These data describe work phases and results output control.
Each operation is defined by a keyword followed, eventually by brackets with 1 or 2 arguments and by a list of parameters. Each keyword, except STOP, is exactly 3 characters long. These characters can be upper or lower case; in this way CAL, cal, Cal are the same keyword. If the last or the two arguments into brackets are zero they can be neglected : Ex :
CAL(2,0) same as CAL(2) CAL(0,0) same as CAL
Soils are number 1 : left side of the wall number 2 : right side of the wall The following table contains the keyword’s list, their brief description, and the page of this user’s manual where they are explained. To facilitate the working with the English and the French languages versions, keywords can be used equally in their English and French forms, with the two versions.
ROBERT FAGES LOGICIELS
RIDO-NOT-5
KEYWORD DESCRIPTION
PAGE
ENGLISH
FRENCH
GLO
GLO
GLOBAL EQUILIBRIUM MODEL
7
LIM
LIM
BOUNDARY CONDITIONS
7
COE
COE
8
PRX
PRX
SUX
SUX
SUC
SUC
COEFFICIENTS APPLIED TO THE PRESSURES DIRECTLY INTRODUCTION OF SOIL PRESSURES DIRECTLY INTRODUCTION OF SURCHARGE EFFECT PRESSURES CAQUOT TYPE SURCHARGE
SUB
SUB
BOUSSINESQ TYPE SURCHARGE
10
SUG
SUG
11
SOL
SOI
SEMI-INFINITE GRAUX TYPE SURCHARGE REDEFINITION OF A SOIL LAYER
BAC
REM
INSTALLATION OF A BACKFILL
12
EXC
EXC
EXCAVATION - BANK - RISB
12
BER
BER
EXCAVATION « BERLIN » TYPE WALL
13
WAT
EAU
14
HDC
CHD
MODIFICATION OF WATER LEVEL AND PRESSURES HYDRODYNAMIC CORRECTION
STR
BUT
STRUTS
16
ANC
TIR
ANCHORS
16
CFM
FMC
LOA
CHA
CONCENTRATED FORCE COUPLE TRAPEZOIDAL LOAD
INE
INE
INERTIA MODIFICATION
18
PLA
FLU
19
ELA
ELA
CAL
CAL
END
FIN
MODIFICATION OF PLASTIC CHARACTERISTICS OF SOIL ELASTIC REACTION MODULUS MODIFICATION CALCULUS AND CONTROL OF THE OUTPUTS END OF CALCULUS
AND/OR
8 9 9
11
15
17 18
20 20 21
Forces and displacements are positive from soil 1 to soil 2. Moments are positive clockwise (and couterclockwise with the M option). Only the used operations ending with the keyword CAL (equilibrium calculus requested) is named a phase.
ROBERT FAGES LOGICIELS
RIDO-NOT-6
GLO : GLOBAL EQUILIBRIUM MODEL
For a BETA-TEST purpose in this version there is an overall equilibrium model for a better calculus : it takes into account the little displacement of all the soils and the wall toward the excavation side. For example this model finds, in presence of struts with very big stiffness, a soil pressure concentration toward the struts level and a bigger reaction force in struts. By default, RIDO 4.0 do not use this new model. To use it, place the code GLO in the first phase and only in this first. It is not possible to suppress this model on a later phase. For tests purposes it is possible to modulate the effect of the model with a parameter : GLO x
where x is an incidence factor. GLO 0.8 For example take into account for 80% the overall displacement,
and
GLO GLO 1.0
or take it into account for 100%.
This choice is clearly indicated on the outputs. The calculated value of this overall displacement appears in each phase results.
LIM : MODIFICATION OF THE LINKS AT TOP OR TOE OF WALL LIM(s,t)
where s = 1 at top s = 2 at toe t = 0 : free t = 1 : simple support at last displacement t = 2 : imposed slope at last value (e.g. : pile embedded in pile cap) t = 3 : embeddement in last position (displacement and slope)
Top and toe of wall are implicitly free. If there is an elastic link see order CFM.
ROBERT FAGES LOGICIELS
RIDO-NOT-7
COE : ADDITIONAL COEFFICIENTS APPLIED TO THE SOIL PRESSURES COE Z1 Z2 CO
From level Z1 to level Z2 pressures in soils 1 and 2 are multiplied by CO before being applicated in the calculation to the one meter-wide wall (or one Ft-wide wall). This can be useful in the following cases : - Discontinuous toe of wall, where the lower part is periodically absent, then CO = effective width / period
- Piles for which EI was not introduced per linear-meter of wall, then CO = effective width of file
- Berlin wall : EI is defined by linear-meter of wall in "A" group and COE is used in the first phase with : Z1 = level (m, Ft ) of the top of the piles Z2 = level (m, Ft ) of the bottom of the piles CO = effective width of files / period
In case of it, in order to take into accept a tridimensionnel effect in the ground, must be taken a supplementary coefficient for the passive pressure state, then write COE Z1 Z2 CO CB and Kp is multiplied by CO * CB for the soils between Z1 and Z2. This COE order modifies also the water pressures and the subgrade elastic reaction modulus.
PRX : DIRECTLY INTRODUCTION OF SOIL PRESSURES
If it is required to use a different equilibrium plastic limit of soil theory from the BOUSSINESQ-RANKINE theory or to use the CULLMAN’S method in case of non horizontal surface of soil (RIDO as a build in model for banks and risbs : see the EXC order) the curves of the soil pressures can been directly introduced : for the internal coherence of the elasto-plastic equations of RIDO it is necessary to describe the 3 curves : active pressure, at rest pressure, passive pressure.
For each level (linear interpolation between 2 levels) put a line
ROBERT FAGES LOGICIELS
RIDO-NOT-8
PRX(n) Z Pa P0 Pp
where n is the soil number (1: the left, 2: the right) Z (m, Ft ) the level Pa (T/m3 , kPa, KsF ) the active pressure P0 (T/m3 , kPa, KsF ) the at rest pressure 3
Pp (T/m , kPa, KsF ) the passive pressure
In case of discontinuity, do not put two lines with the same level, but PRX(n,1) Z Pa Po Pp Pa’ Po’ Pp’
where Pa’, Po’, Pp’ are the second values for the same level. For the levels outside of the interval defined by a PRX sequence the soils pressures are normally calculated from the weight of soil.
SUX : DIRECTLY INTRODUCTION OF SURCHARGE EFFECT PRESSURES
If surcharge’s models build in RIDO are unusuable, it is possible to enter point by point the additive contribution of surcharges to the three curves of active, at rest, passive pressures by several lines as SUX(n) Z Pa P0 Pp
with the same syntax as the PRX order (equally in case of discontinuities). SUC : CAQUOT TYPE SURCHARGE SUC(n) Q
where n : soil number Q : pressure (T/m2 , kPa, KsF ) on the free horizontal surface of soil n
To remove a previous surcharge give Q = 0 Successive Caquot surcharges are not cumulative (i.e. a new one on the same soil replace the actual one).(see B-2-1 annex)
ROBERT FAGES LOGICIELS
RIDO-NOT-9
SUB : BOUSSINESQ TYPE SURCHARGE SUB(n) Z A B Q
where n : soil number Z : level (m, Ft ) of load strip A : smallest distance (m, Ft ) from strip to wall B : largest distance (m, Ft ) from strip to wall Q : uniform loading (T/m2 , kPa, KsF ) on strip parallel to wall.
This order makes all Boussinesq surcharges in soil n to be replaced by the new one. If one requires an addition of a new surcharge SUB(n,1) Z A B Q
then the previous surcharges are kept in place. To suppress one elementary surcharge write SUB(n,1) Z A B Q’
with an opposite load (Q’ = -Q) To suppress all Boussinesq surcharges write only SUB(n)
With Boussinesq surcharges existing before the wall is set, the soil is influenced by this surcharge on each side of the wall. If this residual force is to be considered write : SUB(n,1) Z A B Q C S
with 0 < CS < 1, coefficient applicated to the Boussinesq surcharge on soil n to give an initialisation to the opposite soil. This is only valid for the first phase. This has been retained for compatibility with oldier RIDO versions. It is best in this situation to calculate an equilibrium of the soil without the wall, and then to put it (INE order). In this case multiply Q by 2, according to the image theory for a correct initialization of stress at zero displacement.
ROBERT FAGES LOGICIELS
RIDO-NOT-10
If option A is defined (in the title line), Boussinesq surcharges are distributed loads, additives and simply superposed to the soil pressures without taking into account the it state : it is the traditional way of calculation. In the other case, the stress on the wall due to a Boussinesq surcharge is given by k * S / 0.5 with S is the stress given by Boussinesq formula and k = Ka,K 0 or Kp according to the soil state. So, there is a continuity between Boussinesq type and Caquot type surcharges. This is an innovation for RIDO program from its version 3. (see B-2-2 annex).
SUG : SEMI-INFINITE GRAUX TYPE SURCHARGE SUG(n,r) Z A
Q
where (m,Ft ) Z is th level (m,Ft A is the distance (m, (m, Ft ) between the wall and the beginning of the semiinfinite surcharged strip
(degrees)) are the two angles of GRAUX ( ( )) , (degrees Q (T/m3 , Kpa, KsF ) is the uniform loading.
SUG( ) as the same syntax of SUB ( ), particulary for the n and r parameters
SOI : PARAMETER REDEFINING FOR A SOIL LAYER
The line SOI(n) Z Ki
with n : soil number
(m, Ft ) Z : start of modified layer (m, Ki : actual pressure coefficient (Ka0
(7)
if x 0
If there are several of these surcharges on the same soil, there must be a running total. This hypothesis is selected by option A of the title line of data.
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RIDO-NOT-10
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RIDO-NOT-11
B-2-2-2
Non-additive hypothesis
The program RIDO version 3 and upper, allows a more elaborate, though non « classical », treatement of the Boussinesq type of surcharges. This results from the following observation : if it is considered that the strip loaded by Q is at the ground surface, and that a=0 and b , the surcharge becomes Caquot type and the formule (7) gives S x
Q
2 In the additive hypothesis, the error committed in treating the Caquot type as the limit of the Boussinesq case is immediately seen! Notably, the effect of the surcharge is independent from yhe ground conditions. For Caquot, the principe of corresponding states would give : S x
Ka Q
for the active state
S x
K0Q
for the elastics state
K p Q
for the passive state
S x
Deriving thus the idea of replacing S(x) by S ' x
K
0,5
Sx
where K=K a, K 0 or K p according to the soil state and thus achieving the continuity between Boussinesq and Caquot types. This hypothesis is implemented very simply in the RIDO version 3 and upper by cancelling the terms in the expressions (1),(2),(3),(4),(5),(6) and for each Boussinesq type surcharge, bringing the additive contribution Sv x
S x 0,5
to the weight p relative to the level z+x. In the order to adopt this hypothesis, not putting option A in the title line of data is enough. Whichever hypothesis is chosen, it is the value of S(x) accumulated for all the Boussinesq type of surcharges, that is presented in the arrays of results.
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RIDO-NOT-12
B-2-2-3
Theory of images In the presence of a strongly blinded excavation, the horizontal displacements of a neighbouring ground of the retaining wall are almost null. Some people cancel these horizontal displacements by placing the Boussinesq type of surcharges symetrically in relation to the retaining wall, relying on the theory of elasticity. It is clear from expression (7) that this hypothesis is not adopted by RIDO. If so wished, it is enough to multiply the value of Q in the data by 2. On the contrary, as it was specified in the user manuel (keyword SUB), it is possible to conserve a residual load in the soil opposite to the one where the surcharge is applied after the setting up of the retaining wall.
B-3
MODIFICATIONS OF THE SOIL CHARACTERISTICS
Redefinition The keyword SOIL enables the complete redefinition of a soil layer while allowing entirely a reinitialisation of the soil pressure at level z (in the interval of redefinition) for the deflection y resulting from previous equilibrium by a value K i, introduced in the data. This initial soil pressure q is given by qi
K i p
qi
qa
in the absence of cohesion
and by
Ki
K a
K 0
K a
q 0 q a
if C0
v(z) is consequently calculated considering y to obtain an unadapted set of rheological parameters at level z. In the case of a possibility of separation, the initialisation is performed in such a way that qi=0, but y corresponds to the separation limit. It is advisable to note that this redefinition does not consider the previous active/passive conditions in the soil layer concerned and it is, therefore, not adequate for the modifications of long-term soil characteristics. The keyword BAC (process of backfilling) allows an identical initialisation in the case of a backfill, the remoulding of the ground induces one to take K i=K a.
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RIDO-NOT-13
B-3-2
Modification of the characteristics of plasticity of a ground The keyword PLA does not perform a reinitialisation of a soil pressure, but allows the introduction of a new values for K a, K p, C and in the formules (1), (2), (3) and (4) for a given soil. The parameters specifying the elastic domain of the model : w, K 0, v(z) are invariant. In particular, the modification of the coefficient of elastic reaction w is not allowed because of strong risks of incoherence of the resulted model.
B-4
B-4-1
NON-COPLANER OR NON-HORIZONTAL GROUND SURFACES
Straight and inclined ground The case which goes back to an equivalent horizontal ground level may be treated by RIDO by introducing the adequate K a, K 0, K p coefficients. If ground levels 1 and 2 are both inclined, even if their inclination is identical, the equivalent horizontal grounds do not have the same coefficients. It is advisable then to use the keyword SOIL to redefine one of them.
B-4-2
Berms An approximative calculation of the effect of a berm is integrated to the program RIDO version 3 and upper. It is an original approach to this complex problem where the coherence is sought by an unique and valid treatment irrespective of the active/passive elastic state of the soil. Figure 8 illustrates the form of calculation.
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RIDO-NOT-14
It is considered that the absence of soil due to the berm must be assimilated to an horizontal ground subject to the negative Boussinesq uniform loads, stretching to infinity and corresponding to the weigh per m 2 of the soil layer of thickness du. Naturally, the non-additive hypothesis of the calculation of Boussinesq type of surcharges is used (see B-2-2-2) whether or not the option for the « real » surcharges of this type has been chosen. The contribution of the soil-weigh in the neighbourhood of the wall corresponds then a decrease
Q z
e'
e
1
au. z u z u arctg du 0.5 a u a u 2 z u 2
It should be noted that is approximate calculation even though it gives the satisfactory curves of soil pression at active and passive limit states (see figure 9), should be accompanied by a verification of the stability of the massif constituted by the berm after an equilibrium calculation of RIDO.
B-4-3
Slopes If the slope reaches the retaining wall, it will be introduced as a Caquot type of surcharge. In the opposite case, figure 10 shows how to decompose its effect in the form of two Boussinesq type of surcharges, Q 1 et Q2 equalling the respective weight per m 2 of the correspondant parts of the slope. If more precision is desired, the inclined part can be decomposed in several vertical slices and the same amount of Boussinesq equivalentsurcharges can be placed to get a correct calculation, option A in the title MUST NOT BE CHOSEN.
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RIDO-NOT-15
ANNEXE C
SHORINGS AND LINKAGES C-1
STRUTS AND TIEBACKS
A level of tiebacks of stiffness K
E. s
l where E is the Young’s modulus of the material constituting s the section l its free lenght inclined at I0 with the respect to the horizontal spaced at a metre or Ft preloaded at F0 tonnes or kN or KiP is automatically replaced by a level of equivalent horizontal tiebacks with 1 metre or 1 Ft of spacing, K of k cos 2 I stiffness a F 0 and with f 0 cos I preload. a The load f of these fictitious tiebacks in the subsequent phases after its preloading is given by the expression
f
k y0
y f 0
where y is the deflection at the wall at the anchoring point. y0 is the deflection at the same point but taken at the end of the preloading or at the time of installation if there is no preloading. In unilateral linkage, f is lower bounded by 0 if the retaining wall is free to deflect towards ground number 2, and upper bounded by 0 if the retaining wall is free to deflect towards ground number 1. In the output, the indicated load is the effective load in a tieback given by F
f .a
cos I
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RIDO-NOT-16
In the bucking calculation, the vertical component intervenes in the calculation of bending moments with the pessimistic hypothesis that the entire loading is resisted by the point-bearing resistance of the retaining wall and not by the lateral soil-retaining wall friction. In this case, the sign of angle I is important. Figure 11 specifies it.
This option set off by option F of the title line, has been integrated to the program RIDO to reassure certain users and prove to them that the effects of the second order only start to be sensitive to deflections of tens of cm!...
The case of the strut is identical with I=0 and the possibility of bilateral linkages.
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RIDO-NOT-17
C-2
ELASTIC CONNECTIONS
It is possible to place an elastic linkage (purely linear) at any point of the retaining wall with a given structure. Preliminary studying of this structure and calculation of its matrix of influence in contact with the retaining wall are necessary. For the considered level :
T CFY CFA Y F M CMY CMA A C where T is the abrupt change of shear force M is the abrupt change of moment in the retaining wall Y is the variation of the deflection after installation of the elastic connection A is the variation of the angular displacement (in radians) after the installation of the connection F is the horizontal force brought by the connection at Y = 0 et A = 0 C is the couple brought by the connection at Y = 0 et A = 0. The sign conventions of the program RIDO are such that in the commun cases where the structure is a slab: CFY 0 CFA 0 CMY 0 CMA 0 that the slab is situated on the left or right of the retaining wall.
C-3
TOP AND TOE CONNECTIONS
Initially, the top and toe of the retaining wall are free. That is by far the most frequent case. In certain circumstances, the following conditions can be chosen (with the keyword LIM) : -simple support, for example, if the toe of the retaining wall is simply embedded in the molasse (soft tertiary sandstone). -applied inclination, but free horizontal displacement, for the heads of embedded piles in a very stiff pile cap. -perfectly fixed end: rare! even the molasse (soft tertiary sandstone). It is preferable to place an elastic connection (keyword CFM).
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RIDO-NOT-18
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RIDO-NOT-19
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RIDO-NOT-20
