Home

SCAD Soft

1. 1 o 120 2 20 10 3 Add ny X Delete X Delete Menu Calculate 33 Menu Calculate 1883 W Report 2 Help 1883 W Report O Help Fig 11 The General tab of the Foundation Careen Fig 12 The Jumps tab of the Foundation Careen dialog box dialog box Soil this is used to specify design characteristics of soil for deformation analysis under the foundation s underside and characteristics of soil above the underside Fig 9 To check the information you have specified on any of the listed tabs use the Preview buttons When the parameters of the foundations are being analyzed the data check window displays the underside sizes A and B of each foundation including the current one and their respective normal force values Fig 13 When the loads upon the adjacent areas are being analyzed the load fields are displayed against the background of the foundations and a bounding box is shown for each load together with its magnitude Fig 14 d E Foundations olx 7 Loads on adjacent areas Fig 13 The Foundations data check window Fig 14 The Floor Load data check window 3 1 4 Results of analysis The analysis is launched by clicking the Calculate button Results of this calculation are displayed in units of measurement according to the application s settings as tables on the Results tab Fig 15 and include the following O O O O ge the careen of t
2. Report Help 2 2 roe i Meu ii Ol bene fe Fig 15 The Results tab of the Foundation Careen Fig 16 A representation of the report in the dialog box MS Word word processor window A report is generated after the results of the analysis the Report button serves for that it contains tables of the source data and the analysis results If the analysis has taken account of the soil back pressure from the sides the report will include a table of ordinates of the back pressure on the side surface vs the depth diagrams in the X and Y directions and the design resistance of soil in eleven cross sections from top downward The report will be opened automatically by an application associated with the format that has been defined in the ZAPROS application settings Fig 16 3 2 Foundation settlement 3 2 1 General notes The mode is used to make a deformation analysis of a piled or strip foundation rectangular in plan or a stiff foundation slab The mode calculates the values of an average settlement and a slump of soil checks that the pressure at the foundation s underside level and that at the top of all soil layers corresponds to the design resistance of soil in compliance wih SNiP 2 02 01 83 and Guide to the design of foundations of structures to SNiP 2 02 01 83 1986 If the pressure at the foundation s underside level exceeds the design value the settlement beyond the linear stress vs strain law in soil will be cal
3. the average pressure caused by loads at the foundation s underside level the settlement of the foundation the slump caused by load the slump caused by the soil weight the sum of the settlement and the slump the depth of the compressible settling bulk Winkler s subgrade reaction coefficient Also messages are generated which indicate the type of the foundation s design model used to calculate a joint deformation of the foundation and its superstructure either a linearly deformable half space or a linearly deformable layer Other messages characterize the obtained results according to various criteria for example Check per Sec 2 41 of SNiP 2 02 01 83 for the underside level is passed not passed Conditions for deformations are fulfilled Settlement exceeds allowable value Condition for weak layer is not fulfilled Sum of settlement and slump is greater than allowed Additionally printed information includes data about soil layers the maximum number of layers is 20 If the foundation is modeled by an elastic half space the following information is output for each layer o the thickness of the layer the pressure caused by the load in the middle point of the layer the natural pressure in the middle point of the layer the design pressure at the top level of heterogeneous soil layers settlement slump O O O O OOOO O O P 0 0 If the foundation s model is a finite thickness layer the
4. The applications are based on common multiple tab windows and dialog boxes To switch to a mode click on its tab or use an appropriate menu item 1 1 The main window When the application is started the first thing seen on the screen is its main window that displays a map of buttons for entering various working modes Fig 1 choosing a particular design code and customizing the application s settings A 7aPROS al File Mode Sett ings Service Help a T TU j si I 8 ME ZAPROS hp d E gt i ersion 1 1 0 3 i File field tests Service factors hor ie Dynamic testing of piles i piles x fs ie Nomenclature of A Testing with a pad piles i sample pile fat Load bearing ability ie Testing with a of the pile A probing pile Serice factors R Ultimate pressure in 2 Analysis of pile Static probing 5 the deformation P lies analysis Settlement of the pile Code E SNIF 2 02 01 85 Settings a Help Fig 1 The main window of the application A particular set of design regulations can be selected from a list The set of regulations that has been selected is displayed in the bottom left corner of the active mode s window If the selected design code is SP 50 101 2004 then the analysis of piles will comply with SP 50 102 2003 automatically 6 Introduction The modes are invoked by their particular buttons and can be either reference included in the Information group or analytic
5. gt 0 6 2 The current version does not consider pyramidal trapezoid rhombic cylinder or screw down piles 3 Notes 4 7 to Table 1 Table 7 1 of SP 50 102 2003 notes 3 4 to Table 2 Table 7 2 of SP 50 102 2003 and notes to Table 7 of SNiP 2 02 03 85 Table 7 7 SP 50 102 2003 are not implemented Negative soil friction forces on the side surface of the piles are not taken into account 4 4 Analysis of pile This mode is used to analyze piles for a combined action of vertical and horizontal forces and moments in compliance with requirements of SNiP 2 02 03 85 SP 50 102 2003 The analysis takes account of the possibility for first or second phase of the soil stress and strain state to appear in compliance with recommended Appendix to SNiP 2 02 03 85 Appendix D to SP 50 102 2003 and peculiarities of pile design for seismic regions The mode calculates the load bearing ability of the piles in case when second phase of the soil stress and strain state can take place the stability of the bed and deformations of the piles including the horizontal displacement of the pile s head and its slope In the analysis that complies with Appendix D to SP 50 102 2003 only first phase of the soil stress and strain state 1s under consideration soil surrounding the pile is treated as an elastic linearly deformable medium Only one loading plane is used in the analysis Things taken into account include the design of the grillage whether fre
6. 2 200 N Aae 7 NS cap 8 Engish United States y CULTO Fig 47 The Convert Units of Measurement dialog box 31 32 References 7 l 10 11 12 13 14 15 16 References P L Pasternak Basics of a new method for analyzing foundations on elastic beds using two subgrade reaction coefficients Moscow Gosstroyizdat 1954 56 p In Russian M I Gorbunov Posadov Beams and slabs on elastic beds Mashstroyizdat 1949 In Russian V Z Vlasov N N Leontiev Beams plates and shells on elastic beds Moscow Physmathgiz 1960 491 p In Russian LA Mednikov Reaction coefficients of a linearly deformable layered subgrade Foundations subgrades and soil mechanics 1967 N4 In Russian K G Shashkin Using simplified foundation models for coupled analysis of a structure together with its foundation In Russian http www georec narod ru mag 1999n1 9 htm V G Piskunov Y M Fedorenko A dynamic method for monitoring layered slabs on elastic beds Architecture and Construction in Belarus N5 6 1994 p 10 22 In Russian SNiP 2 02 01 83 Foundations of structures State Committee of Russia for Construction Moscow 2002 In Russian Guide to the design of foundations of structures to SNiP 2 02 01 83 Gersevanov Research Institute for Foundations and Underground Structures USSR State Committee of Construction Moscow Stroyizdat 1986 In Russian S
7. 2 5 2 5 2 5 can be written also as 2 543 The following mathematical functions can be used in formulas s5 Formula calculation 1 2 sin x 6 7 sqrt 6 8 y 1 45 117 5464 COS x 055539 OOO Values of variables Deg Rad Fig 46 The dialog box of the calculator floor the greatest integer not greater than the argument tan tangent sin sine cos cosine asin arc sine acos arc cosine atan arc tangent exp exponent ceil the least integer greater than the argument tanh hyperbolic tangent sinh hyperbolic sine cosh hyperbolic cosine log natural logarithm log10 decimal logarithm abs absolute value sqrt square root Depending on the state of the Degrees Radians switch buttons arguments of the trigonometric functions sin cos tan and results of inverse trigonometric functions asin acos atan can be presented in degrees or radians respectively Only parentheses are allowed for grouping arguments together these can be nested as deeply as desired Example The following formula 9 must be written as 1 2 sin 0 43 6 7 sqrt 6 8 0 003 1 5 There is an additional option of using three independent variables x y z in formulas Values for the variables should be specified in respective edit fields This makes it possible to perform a series of similar calculations with different parameters For example t
8. I ones with their caps stiffly attached to the pile s trunk Type II ones with their caps freely moving with respect to the pile s trunk Type III ones with their caps connected to the pile s trunk via a stress gauge Depending on the number of tests with the sample pile and on the variability of the particular values of the pile s ultimate resistance in the test locations the safety factor for soil is varied It 1s calculated by the application for the confidence level of 0 95 in compliance with requirements of GOST 20522 75 15 5 2 1 Data preparation File Mode Settings Service Help File Mode Settings Service Help General General Particular value of ultimate Depth of penetration of the field pile s tip 5 m Particular value of the driven 3 z resistance of the sample pile s s s pile s ultimate resistance Type of sample pile fi with caps stiffly attached to the pile s trunk y T Type of sample pile fi with caps freely moving with respect to the p y T 17 517 1 111 622 pm Service factor for pile in soil y fi 2 14 568 Service factor for pile in soil y fi v 2 128715 za Number of soil tests with the sample pile 3 X elit Number of soil tests with the sample pile 3 y 3 30 647 pr Penetration of pile in coarse detrital and sand soil y Soil on the pile s side pulverescent clay soil surface C
9. X and Y axes If the back pressure along the side surface exceeds the design resistance of soil a message indicating the axis will be generated O A ZAPROS Careen of the foundation Al E File Mode Settings Service Help General Jumps Soils Results Careen of the foundation from loads on the a Back pressure of soil on the side surface foundation toward Xx soil back pressure 0 016 ts In the direction of X axis ignored Careen of the foundation from loads on the C In the direction of Y axis foundation toward Y soil i 01 a A jaah se E oward Y soil back pressure 0 013 A ee me mw H Total careen of the foundation toward soil 1 0 back pressure ignored Overall careen of the foundation toward Y soil s back pressure ignore Foundation s careen from loads on foundation toward X sois back pressure include Foundation s careen from loads on foundation toward Y sois back pressure included Overall careen of the foundation toward X soil s back pressure included Overall careen of the foundation toward Y soil s back pressure included Depth of compressible bulk 9 13216 can moment at the underside level toward 83556 0 016 0 013 1 m 10 0 004 0 003 0 004 0 003 apa o e SO cn Penang moment at the underside level toward 72 496 Maximum edge pressure below the foundation s underside toward X Mavimiuim edae nressure helo the 31 124 Foundation settlement ey
10. between the cells of the table press the Tab key on your keyboard if the information thus entered can be represented in a graphical form then after providing the data you can click the Preview button to open an information dialog box and browse the data conveniently Fig 6 Introduction 9 New rows are added after the selected one therefore you need to do the following to add a new row before the very first one of the table o select the first row in the table and click the Add button to add a new one after it o select the first row in the table and press the Ctrl Insert keys together this will copy the contents of the first row to the Clipboard o select the second new row of the table and press the Shift Insert keys together this will insert the contents of the Clipboard in the cells of the second row and now the first row can be filled with other data as necessary The sequence described above can be used also to copy one or more selected rows of a table 1 5 Saving data All analysis modes make it possible to save the entered data to an external file To do it when in a particular mode choose the File Save As menu item This will open a standard Windows dialog box for choosing a folder and a file to store the data in The filename and the extension are specified by the user To load the previously saved data later use the menu item FilejOpen 10 Information modes 2 Information modes The reference information modes prov
11. contains the following items Menu switches from any working mode to the main window Exit finishes the current working session The Modes menu can be used to launch any of the information or analysis modes implemented in the application its items duplicate the buttons of the main window The Settings menu calls up the Application Settings dialog box where you customize various settings of the application it duplicates the respective button of the main window The Tools menu helps launch a standard Windows calculator a formula calculator and a measurement unit converter The References menu provides help on how to use the ZAPROS application how to use the Windows help system and version information No of the version and the date of last modification Auxiliary tools are described in the Appendix Introduction 7 1 3 Settings The Application Settings dialog box Fig 2 is called up by the Settings menu or by the respective button at the bottom of the main window It contains three tabs Units of Measurement Report and Languages Visualization HacTpo kK MpunoOMKenva Units of measurement Report and Languages Visualization Linear size Al Ocagku npocagku mm Square E a Force Moment E Angle Pressure E 1 123 Unit Weight nwe AE Coefficient Other 3 a Fe Kal El El By nl Rl nl Fig 2 The Units of Measurement tab of the Application S
12. defined by its center s coordinates sizes of the rectangle s sides and the value of the distributed load Fig 18 Soil this tab is used to specify design characteristics of soils below underside for the purpose of deformation analysis Fig 19a and additional characteristics related to slump Fig 195 the set of which depends on the collapsibility type In particular for the type 1 collapsibility the number of overall pressure numbers P is set to something from two to five and for the type 2 collapsibility it will be three to five Also the second type of collapsibility requires that the first value of the relative collapsibility of soil 6 should be one at the natural pressure A ZAPROS Settlement of foundation ofj ES A ZAPROS Settlement of foundation Al ES File Mode Settings Service Help File Mode Settings Service Help General Loads On Adjacent Areas Soils General Loads On Adjacent Areas Soils Safety factor for soil fi Safety factor for soil fi v Average specific weight of soil above the foundation s underside 0 51 Tin b Average specific weight of soil above the foundation s underside 0 51 tee a Design characteristics of soil layers for deformation analysis Design characteristics of soil layers for deformation analysis Thickness Specific Unit ser E Modulus of ola Thickness Specific Unit ea Modulus of Sete acta of
13. design of piled foundations The analysis uses an assumption that the pile may have a bell at its tip and that the shell pile may or may not preserve a soil plug when its hollow is to be filled with concrete There is also a possibility of shaping the adjacent territory by skimming filling or hydraulic deposition there can be an excavation in the location of the pile The service factors for the pile in soil y under the tip of the pile y and on the side surface of the pile yer are to be specified by the user it is possible also to choose their values from an available set 4 3 1 Data preparation The General tab Fig 29 in the Bearing pile or Friction pile group is used to indicate a pile type Depending on the type you choose values from drop down lists for soil safety factor yg service factors for the pile in soil Ye and for soil under the pile s tip Yer If the construction site is in a seismic region and a friction pile is to be used you should enable the respective checkbox and use drop down lists which will appear to choose the concrete class the design seismic class of the site and the repeatability of the seismic action and then specify the design load values M and Q in the table the loads are applied to the pile at the ground level in a special combination of loads that takes account of seismicity No additional data are required for a bearing pile and it suffices to enable the checkbox to allow for the seism
14. load The information entered can be checked using the Preview buttons Jumps this is used to specify geometric characteristics of the foundation and its depth with respect to the level of planing or floor and the natural relief Fig 12 The geometric characteristics include the foundation s height the number height sizes of the jumps for strip foundations the number of jumps is taken equal to one and only the first jump s height needs to be specified In cases when the side back pressure of soil is ignored no data about the jumps are needed 12 Foundations A ZAPROS Careen of the foundation OF x 2 ZAPROS Careen of the foundation OF xi File Mode Settings Service Help File Mode Settings Service Help General l Jumps Sois Foundation in question IV Allow for side back pressure of soil coordinates of center Sizes of underside Sizes of pedestal Forces General Jumps Soils Depth of the foundation s underside from the floor of the building or the planing level minimum value Depth of the foundation s underside from the natural relief Hz Height of foundation He Number of jumps bo M a Sizes of the jump m Adjacent foundations Loads on adjacent areas coordinates of center Height of the jump Along x Along Y m m Sizes of underside Forces coordinates of center Footprint sizes Load kPa
15. sand v coarse v 11 87 89 17 1 o Depth of penetration of the pile 2 12049 Vertical load bearing ability 28 157 T Soil surrounding the pile s tip dense Low humidity and humid y Calculate W Report OS Help ER W Report D Help Fig 31 The Load Bearing Ability of Pile Fig 32 The Load Bearing Ability of Pile dialog box dialog box the Soil tab the Results tab 21 Piles 4 3 2 Results of analysis To launch the analysis click the Calculate button Results of the analysis will be displayed in units of measurement defined by the application settings on the Results tab Fig 30 and will include the following values a for a bearing pile the load bearing ability of the pile under the vertical load Fa b for a friction pile the load bearing pile under the vertical load Fy and the load bearing ability of the pile under the pulling load Fa Also diagrams will be built for friction piles that show Fa and Fau vs the depth of penetration of the pile A report can be generated after the results of the analysis use the Report button it is created in the RTF format and is loaded automatically into an application associated with the format such as MS Word 4 3 3 Limitations of the current version 1 The application leaves out of consideration driven piles the tip of which is in loose sand or in pulverescent clay with the flowability number J
16. 27 5 2 3 Litros orhe CUCA atm els 27 533 Tesine Witika popne Piesis esteses Games 27 5 3 1 Dita PR A o eee 21 5 92 IRESUIES ot analysis atm teta O 28 Dee SUC PRODIMG teles iot ec mites soluciona testes 28 5 4 1 DOL EE DA ONCE eo O oO 29 5 4 2 RESUS oranal VS IS testa acom aa 29 APRENDE ees Ne od electe ao et a ee 30 7 6 1 6 2 Formula calculator Converter of meassurcment tada References Introduction 5 One needs a foundation not because it s good to live in a basement V Boss Lectures on mathematics from Diophantos to Turring Vol 6 1 Introduction The ZAPROS software application does various kinds of analyses and checks of elements of beds foundations for compliance with requirements of SNiP 2 02 01 83 7 and SP 50 101 2004 9 SNiP 2 02 03 85 10 and SP 50 102 2003 11 The application also provides reference data commonly used in the engineering of beds and foundations The first version of the software implements modes for analysis of deformations of rectangular foundations calculating the inclination of this type of foundations calculating the subgrade reaction coefficients and the safe working pressure a design resistance of subgrade soil The controls and procedures used to prepare data and to document results which are implemented in the application are exactly the same as those in other computer aided design and analysis applications included in the SCAD Office software package
17. 50 101 2004 Information modes 11 ZAPROS Design resistance of subgrade soil Pebble gravel with the filler sand 600 6 pulverescent clay with the liquidity index IL lt 0 5 450 4 5 05 lt IL lt 0 75 40014 Gravel gruss with the filler sand 500 5 pulverescent clay with the liquidity index IL 4 05 Fig 9 The Soil Characteristics dialog box 40014 05 lt IL lt 0 75 350 3 5 ZAPROS Service factors Coarse detrital with sand filling and all kinds of sand except for fine and pulverescent ones Fine sand Pulverescent sand low humidity and humid water saturated Clay and coarse detrital with a clayey filling the index of liquidity of soil or filling is IL lt 0 25 Same for 0 25 lt IL lt 0 5 Same for IL gt 0 5 Notes 1 Structures with a stiff structural scheme refer to such structures the parts of which are specially designed to resist stresses caused by deformation of the foundation and bed partly due to measures listed in Subsection 2 70b of SNIP 2 For buildings with a flexible structural scheme the value of the Gc2 factor is set to 1 3 For intermediate values of L H the Gc2 factor is calculated by interpolation Fig 10 The Service Factors dialog box 11 Foundations 3 Foundations 3 1 Foundation careen 3 1 1 General notes The mode calculates the careen of a f
18. EAE E E ETE A TETE E AAA 16 Do SupArade reaction COC MIC ICIS oeri N senten ctsis 17 3 3 1 EA In E EE 17 Boek Data preparation and ANALY S18 est da 18 3 4 Ultimate pressure in deformation analySIS oooooocccncnnnnnnnnnnnnnnnnnnnnnnnnnnononnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnss 18 3 4 1 A o tans ne eer ee eee 18 3 4 2 Data preparation and analysis esse et ei Gata 18 PUES eean R E O ete tee 20 AN Service FACIOTS TOL PES eo sica dt 20 42 Range Ol DI ce tec E ae E E E E A Puneet oss 20 4 3 Calculation of load bearing ability of a pille ooononnnnnnnnnonooonononononoooonnnnnnnonnononnnnnonononnnononnnnnnnnnnnnnnnonnnnnos 20 4 3 1 Dita PEPITO A PO rte ene a 20 4 3 2 REUS AA 22 4 3 3 Limitations of ME curent yers ios ie tea as em State le esa ades 22 A 22 4 4 1 Bala Pepa aio nassos en ne E oc ne E A ance ee 22 4 4 2 Results OL Ana IS nda 23 4 4 3 Limitanons ol Me Current Versions ee eta em sitats emesa ades 24 Aae ACS OL Nee ME taste atret ates ees E ce sate ede eta Nat as esti Dents dat tiets 24 4 5 1 Pia preparen enn er PPT oR ORE ee nr POSE Tene ee en ee ee Tern 24 4 5 2 CS URAC A A een ee ee Tern 24 4 5 3 Limitations of thecurrent Veieu Ge ee et cen eee 24 IS Va la IMO SOL o CS ente al E cl o eet ta ee 23 Bab ea Ge te ee et cien 25 5 1 1 Data Ef Ad e de ee eo sectes as 23 loz A o coles a Basa ea ne Fe Bacon 26 5 1 3 Limit tions of thecurrent VCS o do dd 26 A a il 26 AS Data PO o id 26 522 Results Ot anal SIS tt ia is
19. Limitations of the current version 1 The calculation uses minimum values of the K factor of proportionality and the strength proportionality factor a presented in Table 1 of Appendix 1 to SNiP 2 02 03 85 Table D 1 of Appendix D to SP 50 102 2003 2 Notes to Table 1 of Appendix 1 to SNiP 2 02 03 85 Table D 1 of Appendix D to SP 50 102 2003 are not taken into account 24 Piles 5 Field testing of piles 5 1 Dynamic pile testing This mode does an analysis intended to determine the load bearing ability of piles after results of their dynamic tests complying with requirements of Sec 5 3 5 4 5 7 of SNiP 2 02 03 85 Sec 7 3 3 7 3 4 7 3 7 of SP 50 102 2003 5 1 1 Data preparation The application considers two methods of pile driving either with a ram Fig 37a or with a vibrating driver Fig 37b and two methods of pile testing either by driving and afterdriving or by checking the results of production driving Depending on what driving and testing method is selected the application requests data it needs to do the analysis Also there is a capability of finding the load bearing ability of the piles when there are refusal meter data available A ZAPROS Dynamic testing of piles File Mode Settings Service Help A ZAPROS Dynamic testing of piles OF Xx File Mode Settings Service Help General Cross section of the pile General Cross section of the pile Safety fac
20. Mode Settings Service Help General Cross section of the pile Cross section of the pile b h fal A mm mm 222 222 m T ne o Menu Calculate 1883 W Report D Help Fig 38 The Dynamic Pile Testing dialog box The Pile Section tab 25 Piles 5 1 2 Results of analysis To start the analysis click the Calculate button The result of the calculation the load bearing ability of the pile will be displayed on the Results tab 5 1 3 Limitations of the current version When calculating the load bearing ability of the pile notes to Sec 5 7 of SNiP 2 02 03 85 Sec 7 3 7 of SP 50 102 2003 are not taken into account 5 2 Testing with a sample pile This mode is used to calculate the load bearing ability of a driven field friction pile that bears a compressive load after results of soil testing with a sample pile in compliance with requirements set by Sec 5 8 5 9 of SNiP 2 02 03 85 Sec 7 3 8 7 3 9 of SP 50 102 2003 The field pile is one commonly used in construction of an appropriate material size and design The sample pile is a standard compound steel pipe the bottom of which is covered by a conical cap in compliance with GOST 24942 81 13 and GOST 5686 94 14 it must have the outer diameter of 114 mm Depending on the design of the joint between the conical cap and the pile s trunk the pipe itself the sample piles are classified into Type
21. P 50 101 2004 Design and engineering of foundations and beds for structures Moscow 2005 In Russian SNiP 2 02 03 85 Pile foundations State Committee of Russia for Construction Moscow 2002 In Russian SP 50 102 2003 Design and engineering of pile foundations Moscow 2005 In Russian Instruction manual for designing and engineering of pile foundations for structures in the city of Moscow Government of Moscow 2001 146 p In Russian GOST 24942 81 Soils Methods of field testing with a sample pile In Russian GOST 5686 94 Soils Methods of field testing with piles In Russian GOST 20522 75 Soils A method for statistical processing of results of evaluation of soil properties In Russian GOST 20069 81 Soils A static probing field test method In Russian
22. PROS Ultimate pressure in the deformation analysis his E Service Factors el Coarze detrital with sand filling and sand except for fine and pulve 7 VYposenb nona 1 20 Yposenb ANIKUPOBKY Fig 24 The Ultimate Pressure In Deformation Analysis dialog box Fig 26 The Soil Pack dialog box The Foundation Basement and Soil Characteristics tabs are used to specify the respective data An average design value of the specific weight of a pack of soils above and below the foundation s underside can be obtained with the Soil Pack calculator Fig 26 called up by clicking the button LI to the left of the data edit field To define a pack of soils use the Add button to add a needed number of rows to the table and then specify the thickness and specific weight of each soil layer Click the Apply button this will close the dialog and put the specific weight value in the respective edit field To launch the analysis click the Calculate button 19 Piles 4 Piles This group includes information and analysis modes related to the design of piles 4 1 Service factors for piles This mode presents information about service factors for soil Table 3 of SNiP 2 02 03 85 service factors for a pile Table 5 of SNiP 2 02 03 85 and additional service factors Table 19 of SNiP 2 02 03 85 A ZAPROS Service factors for piles Oy xi A ZAPROS Nomenclature of piles OF x File Mode Settings Service Help File Mode Se
23. Poisson s ratio We denote by H DA the overall thickness of the layered ground so Pasternak s model produces i H 1 dz MES i cl Es cols where E z G z are the respective moduli of deformation and R shear at the depth of z The following relationships are used with the layered half space model 4 1 2Vf VTA 1 14 Y the settlement die out coefficient for k th soil layer yz 3 where A is an actual area that bears the whole structure 17 Foundations l npu p a constant by la he tes dl Then the subgrade reaction coefficients are equal to the following respectively ci Batata 2 1 va 1 2v4 2 Ge EE eh all VE 7 3 3 2 Data preparation and analysis A ZAPROS Subyrade reaction welliviests File Mode Settings Service Help Modulus of deformation Poisson ratio Tim 0 204 0 2 0 408 0 2 Helle Results Compression coe fficient C 0 056 Ti Lerma cele L Shear coefficient C 0 313 T m Show cordicient Cs Menu Calculate EE wW Report e Help Fig 22 The Subgrade Reaction Coefficients dialog Fig 23 The Subgrade Reaction Coefficients dialog box Pasternak s model being used box in the process of analysis the layered half space model being used The model s type should be selected in the respective drop down list Characteristics of soil layers are arranged in the table from top downwards a
24. SCAD Sort CAD I tructure ZAPROS Analysis of members of foundations and beds User manual 4 UDC 737 30 Team of authors V S Kravchenko E Z Kriksunov M A Perelmuter L N Skoruk ZAPROS Analysis of foundations and beds USER MANUAL Version 1 1 The manual presents a description of functionality of the ZAPROS software application its controls and recommendations on its use The software 1s oriented at structural design engineers with basic computer skills SCAD Soft 2006 6 Table of contents Table of contents is EE 5 LE ING NOW xe ee eee ta et ae a ie ae ee ee ts 5 iZ MENS a 6 LS DEUNOS O 7 LA Workne Va DIES O 8 ES Sayna datione dissolen eee Oe ce ee meen 9 TOTA ON MOUS cuits iii nel uts net dekaieeucapesseaeeaesseeaadcinateets 10 2 sDeformation mits fOr Toundation iii iid elie peated tia tina 10 22 Desionresistance of SUbSTAdE Soil il tt 10 Dio OOM CHATACICHISUICS ce e DURE OS 10 DA A e 10 IN A O EP E E ER GE En a O E mis 12 SL EOI P21 0 CA A E E E rn ee nee ne ee 12 3 1 1 Genera Nolo A A T 12 3 1 2 LALALA ofthe CU reer T 12 3 1 3 Data prepa aO a o at 12 3 1 4 RESUMS IO LA Na SIS es a e E PE E OE E A E 13 Bed Fopndalon semene a is nte bs 14 221 ICC LO IC etat see emana tecla eta beat ee a E cana area 14 32 2 PANO OLI EC Ca SIS Edats a O tb E S T E E Amoleadetinet 14 323 Diimitauons ot Me Current yerno titats esteses 15 3 2 4 DD EC AT O E E E A A E T E N E A AA 15 323 A A A E
25. alculate all particular values Cross section of field pile Cross section of field pile L b h 24 mm mm A 240 240 et 3 Menu Calculate Menu Calculate Ww Report Hep 1983 Wo Report Hep Fig 39 The Testing with Sample pile dialog box The General tab Data for the analysis should be prepared beginning with specifying a type of the sample pile and the number of soil tests The Particular value of ultimate resistance table Fig 39 will display the respective number of rows When testing soil with the Type I sample pile you need to directly specify a particular value of the sample pile s ultimate resistance F sp calculated after results of static load testing as per Sec 5 5 of SNiP 2 02 03 85 Sec 7 3 5 SP 50 102 2003 in order to determine the particular value of the ultimate resistance of the driven pile in the sample pile testing location F pE Particular value of ultimate resistance xi Ultimate resistance of sol under the sample piles tip 145 26 Tm Average value of ultimate resistance of soil on the 24 70 Time side surface of the sample pile X Cancel Fig 40 The Particular Value of Ultimate Resistance dialog box 26 Piles The particular value of the ultimate resistance of the driven pile at the sample pile Type II or II testing location F is calculated depending on the ultimate soil resistance under the cap of the pile taken directly from the testin
26. are with a round hollow circluar or annular other types of piles can be either annular or round to indicate the type of joint between the pile and the grillage beams either hinged or stiff and to enter the following additional data the depth of penetration of the pile s tip the distance from the grillage s bottom to the ground level the depth of excavation the ultimate bending moment resisted by the pile s cross section taking into account the longitudinal forces only if the piles are arranged in multiple rows in a grillage foundation For sections that have different geometric characteristics in different loading planes the analysis should be done separately for each plane specify the respective values of loads in the table on the General tab The plane of loading is assigned using buttons of the appropriate group Characteristics of soil are specified in a table on the respective tab in the same way as in the Load bearing ability of pile mode 22 Piles When specifying sizes of the pile s cross section you can save them under a unique name in the database use the button or to retrieve from the database use the button The section can be checked by clicking the Preview button ZAPROS Analysis of pile Iof x A ZAPROS Analysis of pile OF E File Mode Settings Service Help File Mode Settings Service Help General Construction Soils General Construction Soils M Bearing piles Hangin
27. ation for the confidence level of 0 95 in compliance with requirements of GOST 20522 75 15 28 Piles 5 4 1 Data preparation Data for the analysis should be specified beginning with the probe type and the number of soil tests After you do that the respective number of rows will appear in the Particular value of ultimate resistance table Fig 44 A ZAPROS Static probing File Mode Settings Service Help General Depth of penetration of the field pile s tip 0 m Particular value of ultimate TF resistance of the driven pile in Type of probe fi probe with its cap made of a cone and a casing the probing point 3 T Service factor for pile in soil y 20 7 fi Y Number of probing points 3 y 20 34 26 94 Soil on the pile s side pulverescent clay soil gt surface Calculate all particular values Cross section of field pile b h mm mm 300 100 Em T I ne Menu Calculate 1983 W Report D Help Fig 44 The Static Probing dialog box The General tab The particular value of the ultimate resistance of the driven pile at the probe testing location F is calculated depending on the average value of the soil resistance under the cap of the probe within one diameter or one bigger side s length above and four diameters or four bigger side s lengths below the tip of the pile being designed taken directly fr
28. calculated before and written in the table become incorrect so the table gets cleared To recalculate all particular values you can click the Calculate All Particular Values button 5 3 2 Results of analysis To launch the analysis click the Calculate button The result of the analysis the load bearing ability of the pile is output to the Results tab 5 4 Static probing This mode calculates the load bearing ability of a driven field friction pile that resists to compressive loading after results of soil testing with static probing in compliance with requirements of Sec 5 8 5 11 of SNiP 2 02 03 85 Sec 7 3 8 7 3 11 of SP 50 102 2003 The field pile is one commonly used in construction of an appropriate material size and design Depending on the cap s design the probes are classifed into three types Type I one with its cap made of a cone and a casing Type II one with its cap made of a friction coupling cone Type III one with its cap made of a friction coupling cone and a reamer The outer diameter of the Type I probe s rod as per GOST 20069 81 16 is supposed to be equal to 35 7 mm while for Types H and III it is based on constructional considerations but is never to exceed 55 mm Depending on the number of probing points and on the variability of the particular values of the pile s ultimate resistance in the static probing test locations the safety factor for soil is varied It 1s calculated by the applic
29. ccording to the depth If the layered half space model is used then the bearing area of the structure should be specified in addition to the soil characteristics Values of the coefficients are output to the respective fields after you click the Calculate button 3 4 Ultimate pressure in deformation analysis 3 4 1 General notes This mode is used to calculate the ultimate pressure under the underside of the foundation the design resistance of soil in a deformation analysis that uses a linear half space or a linearly deformable layer as a design model of the foundation Sec 2 41 of SNiP 2 02 01 83 Sec 5 5 8 of SP 50 101 2004 3 4 2 Data preparation and analysis Source data for the analysis are specified in the Ultimate Pressure in Deformation Analysis dialog box Fig 24 which contains five groups of data The Design characteristics of soil group includes two radio buttons to make a choice between two methods of obtaining the needed characteristics either from SNiP tables or after results of testing The Service factors group contains drop down lists to choose values for factors y and y 2 A table that defines the coefficients depending on the type of soil and the ratio of the structure s sizes is presented in the respective information mode These coefficients can be calculated in the Service Factors dialog box Fig 25 called up by the button El which is located to the right from the drop down lists 18 Foundations ZA
30. culated according to Section 2 226 of the Guide to to SNiP and to SP 50 101 2004 To calculate the settlement the design model of the foundation is assumed to be a linearly deformable half space or a finite thickness layer Collapsible soils are classified into Type 1 and Type 2 The deformation analysis of the foundation takes account of the pressure caused by adjacent foundations the working load upon the structure s floor the presence of a basement groundwater and confining beds The results include values of the above listed deformations and an indication whether the requirements criteria for the foundation are met by the deformation analysis that has been done 3 2 2 Algorithm of the analysis The application chooses the design model for a foundation automatically either a linearly deformable half space or a finite thickness layer To make a choice it begins with an analysis that uses the linearly deformable half space model of the foundation and calculates the deformations and the depth of the compressible bulk This model is replaced by the finite thickness layer model in the case when the compressible bulk contains a layer where E gt 10000 tons m so its thickness should satisfy Condition 32 6 of the Guide to the design of foundations for structures If both sizes of the underside exceed 10 0 m the design thickness of the linearly deformable layer will be calculated according to Sec 2 220 of the Guide and with
31. design bending moment in the pile s cross section 0 092 Maximum design bending moment in the pile s cross section 17 957 Minimum design shear force in the pile s cross section 11 011 Maximum design shear force in the pile s cross section 61 29 Design longitudinal force in the pile s cross section 100 Design value of the pile s horizontal displacement at the pilework s underside level 0 09889 Design value of the pile s slope at the pilework s underside level 3 847 degree Design moment in the stiff joint between the pile and the grillage 7 515 T m EE W Report Help Fig 35 The Pile Analysis dialog box the Results tab 4 4 2 Results of analysis To launch the analysis click the Calculate button Results of the analysis will be displayed on the Results tab Fig 35 in units of measurement defined by the application s settings They consist of the following values the design moment in the stiff clamp that acts in the joint between the pile and the grillage the stability coefficient of the subgrade the minimum design value of the bending moment in the pile s cross section the maximum design value of the bending moment in the pile s cross section the minimum design value of the shear force in the pile s cross section the maximum design value of the shear force in the pile s cross section the design value of the longitudinal force in the pile s cross section the design value of the pile s slope at
32. e standing or underground the method of joint between the grillage and the pile whether hinged or stiff the arrangement of the piles in the grillage foundation whether single row or multiple row The strength of the pile as part of a pile cluster is not considered Section 11 of Appendix 1 to SNiP 2 02 03 85 4 4 1 Data preparation The General tab Fig 33 the Bearing piles or Friction piles groups are used to specify a pile type The following data are specified for all types of piles safety factor y the default value is 1 4 design loads applied to the pile at the ground level the fraction of the temporary part in the total moment in the foundation s cross section at the level of the pile s tip the default value is 1 0 Other required data include the concrete class for the pile the arrangement of piles in the grillage foundation one row or multiple row the design of the grillage either free standing or underground For all types of piles except for driven ones it is possible to define an immuring of the pile s tip If the construction site 1s in a seismic region enable the respective checkbox and specify design values of loads applied to the pile at the ground level in the table of loads in a special combination that takes account of seismicity The Design tab Fig 34 is used to assign depending on the selected pile type the cross section and its sizes the driven piles can be rectangular tee double tee squ
33. erside from the natural relief H2 g m coordinates of center Footprint sizes Load AA Ultimate value of the foundation s deformation 10 mm Di Aa B q z Hz iv Presence of baseme El 23 E 144 m ri H Depth of basement from floor level H yy 3 m 18 19 41 Part of the foundation s underside area within the basement 4 m TA Lak Middle row column C Extreme row column 1 5 Cet B ES 4 m Adjacent foundations dinates of Sizes of y coordinates ol Add center underside Forces oa i I x y Al BIN X Delete mm om foi te aS i mio 20 3 3 so I Foundation in question 2120 10 3 3 34 coordinates of center Sizes of underside ih aia 3 20 23 3 3 46 40 11 3 3 EEN x Y A B N m m m m T 0 0 3 3 Calculate Calculate ad Report D Help Ww Report D Fig 17 The General tab of the Foundation Settlement dialog box Fig 18 The Loads on Floor tab of the Foundation Settlement dialog box Source data for the analysis are specified in the Foundation Settlement multiple tab dialog box which contains the following tabs 15 Foundations General Fig 17 this tab is used to specify characteristics of the main foundation and its adjacent ones together with normal forces N for the same foundations To check the information entered use the Preview button Loads On Adjacent Areas this tab is used to set up loads in the form of rectangular areas Each area should be
34. ettings dialog box The Units of Measurement tab is used to set up physical units of measurement which will be used to enter source data and to review results of the analysis The units of measurement can be altered at any time while working with the application To set up simple units such as linear sizes or forces use drop down lists In cases when the units are complex the drop down lists display the current ones and the settings are made in the Set up Units of Measurement dialog boxes Fig 3 The dialogs are called up by the a button to the left from the drop down list To specify the desired units choose appropriate items from the drop down lists available in the dialog box and then click OK to exit the dialog The Report and Languages dialog box Fig 4 is used is used to choose a language for the user interface a form of representation for the report a format for the report document etc It includes the following controls View Edit calls up a viewer browser application for viewing the report associated with the report s specific format and filename extension Eb Print prints out the report without displaying it on the screen w Report Type a drop down list suggests to choose a file format for the report document The RTF files come in two versions Word 7 Word Pad or Word 97 and newer the DOC HTML and PDF files are also available To view or print the PDF files you need to have the Adobe Acrobat Reader applicatio
35. for deformation analysis Thickness Specific Unit Angle of internal Modulus of I l of layer weight cohesion friction deformation Poisson ratio Presence Porosity index KN Aer kPa of water 3 19 62 20 3 30 5 2 22 34 7 3 122 10 7 18 6 176 17 degree Add x Delete Specific weight of soil above the underside Design unit cohesion of soil above the underside Ratio of dry condition density of backfill soil and that of bed soil below the foundation s underside Fig 6 An information dialog that depicts Calculate specified layers of soil W Report D Help Fig 5 An example table of soil properties In most cases source data for any kind of analysis are provided as tables Fig 5 The following general rules are used for working with the tabular data the data are entered in a table as decimal numbers a particular separator between the integral and fractional parts of the number either comma or period depends on the settings of the Windows environment in cases when the number of rows in the table is assigned by the user the table has the Add and Delete buttons next to it the former adds a new row after the selected one and the second deletes one or more selected rows to select one or more successive rows place the mouse pointer on the No of the first one click and hold the left mouse button and drag the pointer across the Nos of the rows to be selected to switch
36. g data on the average value of the ultimate resistance of i th layer of soil on the pile s side surface on the depth of penetration of the field pile and on the sizes of its cross section All these data should be specified for each test in the dialog box Fig 40 that opens by clicking the button in the respective row of the table The particular value of the ultimate resistance of Type II and III sample piles depends for each test on the depth of penetration of the pile s tip and on the cross section of the field pile Therefore as soon as the latter parameters are modified particular values calculated before and written in the table become incorrect so the table gets cleared To recalculate all particular values you can click the Calculate All Particular Values button 5 2 2 Results of analysis To launch the analysis click the Calculate button The result of the analysis the load bearing ability of the pile is output to the Results tab 5 2 3 Limitations of the current version When calculating the load bearing ability of the pile notes to Sec 5 9b of SNiP 2 02 03 85 Sec 7 3 9 6 SP 50 102 2003 are ignored 5 3 Testing with a probing pile This mode is used to calculate the load bearing ability of a driven field friction pile that bears a compressive load after results of soil testing with a probing pile in compliance with requirements of Sec 5 8 5 10 of SNiP 2 02 03 85 Sec 7 3 8 7 3 10 of SP 50 102 2003 The field pi
37. g piles Depth of penetration of the pile s tip H C Driven piles of all types bearing against rock or C Driven piles of all types low compressible soil Distance from the pilework s underside to the ground h Depth of excavation h 1 om dois Hollow shell piles driven without excavation Castin place piles C Hollow shell piles filled with concrete and immured in ae non eroded rock by at least 0 5 m End bearing piles Hollow shell piles bearing evenly on the surface of Al phas ed wth carre Connection between the grillage and the pile sti non eroded rock Design loads applied to the pile at the ground level Safety factor y Concrete class p75 y m Cross section of the pile m Arrangement of piles in grillage foundation Single row Multiple row Fraction of the temporary component in the total moment in the foundation cross section at the level Grillage type Underground C Free standing of the pile tips T Pile is located in a seismic region T Load acts in the plane perpendicular to the row Calculate Calculate W Report B Help Es Report O Fig 33 The Pile Analysis dialog box Fig 34 The Pile Analysis dialog box the General tab the Construction tab A ZAPROS Analysis of pile ojx Fie Mode Settings Service Help General Construction Soils Results Stability coefficient of the bed 256 006 Minimum
38. he foundation toward the X and Y axes caused by the floor loads and the effect of the adjacent foundations the careen of the foundation toward the X and Y axes caused by the loads upon the foundation without the soil back pressure the overall careen of the foundation toward the X and Y axes caused by the working load on the floor the effect of the adjacent foundations and the loads upon the foundation itself no back pressure of soil taken into account the careen of the foundation toward the X and Y axes taking into account the soil back pressure and the loads upon the foundation the total careen of the foundation toward the X and Y axes the thickness of the compressible bulk of soil the bending moments at the underside level toward the X and Y axes the maximum edge pressure below the foundation s underside toward the X and Y axes 13 Foundations o the minimum edge pressure below the foundation s underside toward the X and Y axes the maximum and minimum corner pressure below the foundation s underside o the nonuniform compression coefficient for soil below the underside in the vertical direction toward the X and Y axes formula 84 of the Guide o the depth of the foundation s rotation center toward the X and Y axes Also if the analysis takes account of the soil back pressure from the sides the Results tab will display diagrams of the back pressure on the side surface vs the depth toward the
39. he soil type from a list If you choose sand lists of the Sand type column will help select a type of sand A flowability number should be specified for pulverescent clay soil To delete a row or a few sequential rows select them by placing the mouse pointer onto No of layer and left clicking holding the mouse button and dragging the pointer across Nos of other layers to be deleted and click the Delete button To check the specified pack of soil layers click the Preview button a Al ES ZAPROS Load bearing ability of the pile File Mode Settings Service Help A ZAPROS Load bearing ability of the pile File Mode Settings Service Help General Construction Soils General Construction Soils Bearing piles Hanging piles Driven piles of all types bearing against rock or C Driven piles of all types low compressible soil Depth of penetration of the pile s tip H ae C Hollow shell piles driven without excavation 4 oe I Castin place and end bearing piles Tl Pile s hollow is filled with concrete Castin place piles C Hollow shell piles filed with concrete and immured in End bearing piles non eroded rock by at least 0 5 m Hollow shell piles filled with concrete Depth of excavation h 2 m IV Planing of the site Height of planing 1 m Hollow shell piles bearing evenly on the surface of non eroded rock by scraping by padding depositing F Bell pile Design
40. ic region You should note the fact that the current edition of SNiP II 7 81 Construction in seismic regions does not provide any information on the repeatability of earthquakes although Table 12 1 of the code 11 contains a reference to such data The data should be taken probably from the older editions of SNiP I1 7 81 20 Piles The Design tab Fig 30 1s used depending on the selected pile type to define the cross section of the pile with sizes and to specify some additional data For various types of bearing piles these may include the depth of immuring the pile into a rocky ground or if the pile is hollow the height to which to fill the pile with concrete The additional data for friction piles include also the depth of penetration of the pile s tip the depth of the excavation parameters of the territory shaping for a bell pile the data include the diameter of the bell and the type of joint between the pile and the grillage beams either hinged or stiff When specifying sizes of the pile s cross section you can save them under a unique name in the database use the button EL or to retrieve from the database use the button The section can be checked by clicking the Preview button EY Characteristics of soil are specified in the table on the tab under the respective name To enter the characteristics of a new soil layer including the first one click the Add button to add a new row to the table Choose t
41. ide data listed in the SNiP documents All values in the respective tables are presented in the same units of measurement as in the design codes they do not depend on the settings of the application 2 1 Deformation limits for foundation This mode Fig 7 provides data from Appendix 4 to SNiP 2 02 01 83 and Appendix E to SP 50 101 2004 A ZAPROS Deformation limits for foundations Iof x A ZAPROS Design resistance of subgrade soil OF x File Mode Settings Service Help File Mode Settings Service Help Deformation limits for beds Coarse detrital soil Sand soil Pulverescent non collapsible clay soil Collapsible soil Fill up soil Backfill soil ANE Average maximurn Coarse detrital soil Design resistance KPa Rg cm 2 jaah aie of Careen when in parentheses n a Ba l settlement Ds L settlement cm Pebble gravel with the filler 1 Industrial and civil single storey or multistorey i i sand 600 6 buildings with a full framework i i i E ferroconcrete i d E 8 Structures pulverescent clay with the liquidity index IL lt 0 5 450 4 5 0 5 lt IL lt 0 75 400 4 steel 2 Structures parts of which do not experience stresses caused by nonuniform settlement i i i i Gravel gruss with the filler 3 Multistorey frameless buildings with bearing i i i walls made of i E E sand 500 5 large panels i pulverescent clay with the liquidity index large blocks or masonry non reinf
42. in its limits the moduli of deformation will be analyzed The elastic layer model will be adopted if the overall thickness of layers with the modulus of deformation E lt 1000 tons m does not exceed 20 within the design thickness of the elastic layer The design thickness of the 14 Foundations elastic layer will be increased by the thickness of the layer that has the modulus of deformation E lt 1000 tons m if the latter layer is located below the bottom of the elastic layer and its thickness is not greater than 5 0 m If the thickness of the elastic layer is too big the analysis will be based on the elastic half space model The analysis of deformations in the foundation takes account of the effect of presence of adjacent foundations Additional pressure caused by the adjacent foundations is calculated by the method of corner points in accordance with Sec 3 of Appendix 2 to SNiP 2 02 01 83 The undersides of the main and adjacent foundations are assumed to be located at the same level and their natural pressure is also supposed to be the same though the loads and the sizes of the undersides are different The additional pressure caused by working load on the ground floor of the building is calculated similarly to the adjacent foundations their true level of application is used The pressure caused by working load dies out with depth while the pressure of the made ground layer is equal to the weight of a column of this layer with the area
43. included in the Analysis group The reference information modes include the following Deformation limits for foundations helps browse limit values of the relative difference of settlement careen and an average or maximum settlement for various types of structures listed in Appendix 4 to SNiP 2 02 01 83 Appendix E to SP 50 101 2004 Design resistance of subgrade soil presents information about the design resistance of various kinds of soils listed in Appendix 3 to SNiP 2 02 01 83 Appendix A to SP 50 101 2004 Soil properties presents information given in Appendix of SNiP 2 02 01 83 Appendix G to SP 50 101 2004 Service factors provides information from Table 3 of SNiP 2 02 01 83 Table 5 2 of SP 50 101 2004 The Foundations group contains the following actions Foundation careen determines the careen of a rectangular foundation caused by loads upon it Foundation settlement makes a strain analysis of beds of post and strip foundations rectangular in their plane and stiff slabs Subgrade reaction coefficients calculates the reaction coefficients of a bed that consists of a finite number of layers each being linearly deformable and constant in its thickness Limit pressure for strain analysis calculates the limit pressure under the foundation s underside a design resistance of soil The Piles group includes two information modes Service factors for pile and Range of piles together with the fol
44. k the Copy Data button and specify No of the test to take the data from in the dialog box that opens Fig 43 The particular value of the ultimate resistance depends for each test on the depth of penetration of the pile s tip and on the cross section of the field pile Therefore as soon as the latter parameters are modified particular values calculated before and written in the table become incorrect so the table gets cleared To recalculate all particular values you can click the Calculate All Particular Values button 5 4 2 Results of analysis To launch the analysis click the Calculate button The result of the analysis the load bearing ability of the pile is output to the Results tab 29 APPENDIX 6 APPENDIX 6 1 Formula calculator The formula calculator can be launched from the SCAD Office program group by clicking the icon The Tools menu can be used to start either the standard MS Windows calculator provided it has been installed with the system or a special kind of calculator Fig 46 that performs calculations of formulas The calculator takes a formula specified in its input field and does the calculation of it The following rules should be observed when entering a formula e names of functions must be entered in lowercase Roman letters e the fractional and the integral parts of a number are separated by a period e arithmetic operations are specified by symbols raising to a power for example
45. layer weight cohesion Piciga deformation Presenc ia las oflayer weight cohesion 5 deformation Presenc i fiction Porosity friction Porosity eof ean eof a Color water gt A water Index of t T T degree T of the bed oundaioe m T mi Timi degree Ti of the bed foundation ET EJES E 1 30 5 Ww 105 1 13 2 1 30 5 Ko 05 1 1 20112 13 23 123 5 Im y 1 212 3 23 5 gt o P ER E Ad X Delete Add x Delete M Collapsible layers l Thickness of Initial Relative Slump characteristics of soil No sid y Slump characteristics of soil Type l y layer posit Pats a M Total pressure m Tim a amp amp P 0 01 0 01 0 01 Menu Calculate Es Menu Calculate Ea Wo Report amp Help 1883 w Report B Help Fig 19a The Soil tab of the Foundation Settlement Fig 19b The Soil tab of the Foundation Settlement dialog box no slump allowed for dialog box slump allowed for When you have entered all the data required by the said tabs you can check the data using the Preview button similarly to the foundation careen calculation mode 3 2 5 Results of analysis To start the analysis click the Calculate button Results of the analysis will be displayed as tables in the units of measurement specified by the application s settings on the Results tab Fig 20 and include the following values the design resistance of soil at the level of the foundation s underside
46. le is one commonly used in construction of an appropriate material size and design The probing pile is a standard compound steel pipe of the outer diameter of 127 mm which has a conical cap and a friction coupling it complies with GOST 5686 94 14 Depending on the number of tests with the probing pile and on the variability of the particular values of the pile s ultimate resistance in the probing locations the safety factor for soil is varied It is calculated by the application for the confidence level of 0 95 in compliance with requirements of GOST 20522 75 15 5 3 1 Data preparation To prepare data for the analysis begin with specifying the number of soil tests The Particular values of ultimate resistance table Fig 41 will display the respective number of rows A ZAPROS Testing with a probing pile Iof x File Mode Settings Service Help Particular value of ultimate resistance of the driven pile in the test location of the Service factor for pile in soil y probing pile Ir Number of soil tests with probing pile 204 028 192 416 310 037 Calculate all particular values Cross section of field pile D mm 300 m T Calculate Report D Help Fig 41 The Testing With Probing pile dialog box The General tab The particular value of the ultimate resistance of the driven pile at the probe testing location F is calculated depending on
47. loads applied to the pile at the fi X ground level under a special load Service factor for pile in soil y na le loac gt combination that allows for seismic action Service factor for soil under the pile s tip yp Cross section of the pile D mm IV Pile is located in a seismic region Concrete class p75 v Design seismicity 7 points bd Repeatability of the seismic action 1 y Menu Calculate Calculate Ww Report e Help Wo Repot amp Hep Fig 29 The Load Bearing Ability of Pile dialog box Fig 30 The Load Bearing Ability of Pile dialog box the General tab the Construction tab A ZAPROS Load bearing ability of the pile Al ES A ZAPROS Load bearing ability of the pile Al El File Mode Settings Service Help File Mode Settings Service Help General Construction Soils Results Load bearing ability of a pile subjected to vertical load Fy Load bearing ability of a pile subjected to pulling load Fa General Construction Soils I Service Thickness of Specific Unit phat factor for layer Soiltype Sand type pps weight cohesion friction soil on the Seal side Dependence of F4 vs pile s depth of penetration Dependence of Fy vs pile s depth of penetration q surface Tim Tom degree A CIA AY eH ACI AY sand v semi gravel w 2 243 167 22 1 i 0 4 i i I reo AO A dB Teo
48. lowing analysis modes Load bearing ability of pile calculates the load bearing ability of a pile that resists to a vertical load Pile analysis calculates the stability coefficient of the foundation the minimum and maximum bending moment and the shear force in a given section of the pile and some other numbers related to the pile Pile settlement calculates the settlement of the pile loaded vertically The Pile field tests group consists of Dynamic tests of piles load bearing ability analysis of piles after results of dynamic tests Testing with sample pile calculation of the load bearing ability of a driven field friction pile that resists to compression after results of tests of soil with a sample pile Testing with probing pile calculation of the load bearing ability of a driven field friction pile that resists to compression after results of tests of soil with a probing pile Static probing calculation of the load bearing ability of a driven field friction pile that resists to compression after results of tests of soil with static probing penetration test When you invoke any of the said modes a multiple tab dialog box appears where you enter data and browse results 1 2 Menus Menus are used to customize the application s settings to invoke a desired working mode or to launch an auxiliary tool There are five menus in the application s environment File Modes Settings Tools Help The File menu
49. n installed the application is freeware and can be downloaded at http www adobe com the Paper Margins and Orientation groups are used to customize the format of the report document the Headers Footers group is used to refer to an RTF file that contains headers and footers to be used in the report This file can be prepared by a user Introduction pe Customizations of a unit measure Mene T Fa Units of measurement Report and Languages Visualization Report Type of report EL Md RTE for Word 97 ES E vl amp C Print Length Paper El di Size Margins Jad 210 x 297 mm y Top 20 mm Bottom 20 mm Width ion Left 30 mm Fight 20 mm Orientation Language Height 297 mm Portrait Landscape A English United St y w DK Cancel Titles Header rtf 5 x Cancel Apply D Help Fig 3 The Set up Units of Measurement Fig 4 The Report and Languages tab of the Application dialog box Settings dialog box The Visualization tab is used to choose a font for the text messages displayed on the screen and printed out to the report Double left clicking the line with the currently selected font opens the standard Font dialog box where the font is to be set up 1 4 Working with tables A ZAPROS Careen of the foundation FT x Fie Mode Settings Service Help The Preview buon General Steps Soil Design characteristics of soil
50. o use this mode with the following formula must be written as 1 2 sin x 6 7 sqrt 6 8 y 1 5 The application accepts into its main input field symbolic expressions that depend on variables x y z enable one of the switch buttons to get a symbolic expression of the respective partial derivative 6 2 Converter of measurement units The calculator can be invoked either from the SCAD Office program group with the icon or from the Tools menu This application converts data between different systems of measurement units Fig 47 To do the action select a tab of respective measures Length Area etc 30 APPENDIX as A The procedure of conversion depends on whether the units of Unit Weight Moment Distributed moment Speed Acceleration Time measurement are simple like length area or mass or compound Linear size Square Volume Force Distibutediorce Mass Ange Pressure like pressure or velocity To convert simple units just enter a number in one of the edit fields The other fields will display values of the same quantity in other units of measurement If the units are compound you choose the name of units to convert from in the drop down lists of one line and then choose the name of units to convert into in the lists of the second line Enter a number in the edit field of the first line and you will see results of this conversion in the edit field of the other line 20 38736 kg E
51. of I square meter at any depth because the made layer is assumed to cover a significant area The settlement can be affected much by the presence of working load upon the building s ground floor if the load is applied to a big enough area According to SNiP 2 02 01 83 in the calculation of settlement the depth of the compressible bulk of soil is counted to the level at which the natural pressure is five times greater than the additional one However if the soil layer below that level has the modulus of deformation E lt 500 tons m then the layer will be included in the boundary of the compressible bulk If the layer is very thick the boundary of the compressible bulk will be counted to the level at which the natural pressure is ten times greater than the additional one SP 50 101 2004 11 5 5 41 assumes that the lower boundary of the compressible bulk of the foundation is at the level where the natural pressure is five times greater than the additional one with the width of the foundaiton less than or equal to 5 m k 0 2 or two times greater with the width greater than 20 m k 0 5 When the width of the foundation is greater than 5 m up to 20 m the value of k is extrapolated The accuracy of calculating the depth of the compressible bulk is up to 1 mm and the lowest specified layer 1s assumed to have a large thickness The strength of soil is checked to comply with Sec 2 48 of SNiP 2 02 01 83 at the top levels of all specified layers of s
52. oil except for the underside of the foundation The slump of the foundation is assumed to remain within the given slump thickness With the type 1 collapsibility the slump 1s calculated as if it were caused only by loads upon the foundation and for all specified soil layers with the type 2 collapsibility the loads upon the foundation and the self weight of soil are taken into account the latter up to the level at which the natural pressure is equal to the initial slump pressure The lower boundary is the level specified by the user The value of the initial slump pressure of soil layers is used to calculate the collapsibility coefficient The collapsibility coefficient is assumed to be 1 for second type collapsibility 3 2 3 Limitations of the current version The maximum number of adjacent foundations is 14 The maximum number of loads upon adjacent areas is 10 The maximum number of soil layers below the underside is 8 The maximum number of slumping soil layers 1s 11 3 2 4 A ZAPROS Settlement of foundation Data preparation A ZAPROS Settlement of foundation Al ES ile ES File Mode Settings Service Help General Loads On Adjacent Areas Soils File Mode Settings Service Help General Loads On Adjacent Areas Soils E Es Depth of foundation s underside from planing level H 6 m Seen o Loads On Adjacent Areas i I Mon Depth of the foundation s und
53. oint of Settlement Slump the layer the layer EE Careen of the foundation SCA a LT DH AN A ll W Report SO Help Fig 20 The Results tab of the Foundation Fig 21 A representation of the report in the MS Word Settlement dialog box word processor window A report is generated on the basis of data obtained by the analysis click the Report button to do it Fig 21 3 3 Subgrade reaction coefficients 3 3 1 General notes Let us consider a layered soil bed or subgrade homogeneous in plan that consists of a finite number of layers each layer is linearly deformable and constant in its thickness h Subgrade reaction coefficients a stiffness of the bed can be obtained using a method developed by M I Gorbunov Posadov V Z Vlasov and P L Pasternak see 1 5 The application suggests two modes for calculating the coefficients by Pasternak s model Fig 22 or by a layered half space model 6 Fig 23 In both cases the calculation produces the subgrade reaction coefficients C a compression ratio and C a shear ratio The analysis makes use of effective moduli of deformation Those moduli can have various values depending on assumptions concerning side strains or stresses therefore below we present relationships implemented by our application For each layer the efective modulus of deformation is l v v 1 2v the shear modulus is En Al v where E is the modulus of deformation v is
54. om the testing data on the average value of the ultimate resistance of i th layer of soil on the probe s side surface the depth of penetration of the field pile the sizes of the field pile s cross section and properties of soil on the side surface All these data should be specified for each test in the dialog box Fig 45 that opens by clicking the button in the respective row of the table d E Particular value of ultimate resistance Axl d E Particular value of ultimate resistance Ax Average value of soil resistance under the probe s cap in the area within one 234 Tm Average value of soil resistance under the probe s cap in the area within one 237 mi 3 i E 2 diameter above and four diameters below the level of the tip of the pile being diameter above and four diameters below the level of the tip of the pile being Tm designed designed Measured total resistance of soil on the side surface of the probe 357 Te Average ultimate resistance of soil on the pile s Thickness 5 Soil type side surface Color m TM 3 sand w 1235 6 dusty clay v 1452 o 7 sand v 1123 Copy Data Add Copy Data l X Delete xX Cancel Fig 45 The Particular Value of Ultimate Resistance dialog box As a rule data obtained by a sequence of tests are close to one another To accelerate the input of data the application permits to copy data from one test to another and then make changes as needed To do it clic
55. omponent of the design load N is the vertical component of the design load Note When a single pile has an inclination toward the horizontal component of the load with the slope against the vertical more than 10 the additional service factor should be set equal to that for a y Fig 27 The Service Factors for Piles dialog box Fig 28 The Range of Piles dialog box 4 2 Range of piles This mode presents tables Fig 28 containing grades and properties of solid hollow piles of a square round cross section which comply with GOST 19804 3 80 19804 4 78 19804 5 83 19804 6 83 19804 7 83 19804 2 79 4 3 Calculation of load bearing ability of a pile This mode is used to calculate the load bearing ability of bearing piles and friction piles which resist to a vertical compressive load F4 and a vertical pulling load Fa The piles under consideration include driven cast in place end bearing and hollow shell piles complying with requirements of Section4 of SNiP 2 02 03 85 Section 7 2 of SP 50 102 2003 Section 8 1 of Instruction manual for designing and engineering of pile foundations for structures in the city of Moscow and requirements of Section 5 of Guide to the design of piled foundations When calculating the load bearing ability of piles peculiarities of the design for seismic regions are taken into account Section 11 of SNiP 2 02 03 85 Section 12 of SP 50 102 2003 and Section 12 of Guide to the
56. orced i i E IL lt 0 5 4004 same reinforced including buildings where E 0 5 lt IL lt 0 75 350 3 5 ferroconcrete chords are used i 4 ss i E 4 Construction of grain elevators from ferroconcrete parts castin place working building and silage building on a single foundation slab Notes 1 Limit values of the relative deflection of structures listed in item 3 are set to 0 5 Ds L 2 When calculating the relative difference of settlement Ds L in item 8 of this appendix is set equal to the distance between the axes of foundation blocks toward horizontal loads and that in supports with backstay cables to the distance between the axes ofthe compressed foundation and the Fig 7 The Deformation Limits for Foundation Fig 8 The Design resistance of Subgrade Soil dialog box dialog box 2 2 Design resistance of subgrade soil Information presented by this mode Fig 8 includes data from Tables 1 through 6 of Appendix 3 to SNiP 2 02 01 83 Appendix A to SP 50 101 2004 namely the design resistance of coarse debris sand pulverescent clay collapsible and filling soil and also of backfill soil 2 3 Soil characteristics This information includes rated values of strength and strain characteristics of soils Fig 9 given in Tables 1 through 3 of Appendix 1 to SNiP 2 02 01 83 and Appendix G to SP 50 101 2004 2 4 Service factors This mode Fig 10 presents data from Table 3 of SNIP 2 02 01 83 Table 5 2 of SP
57. oundation rectangular in plan and subjected to loads from walls and columns loads upon adjacent areas and pressure from adjacent foundations in compliance with requirements of SNiP 2 02 01 83 and recommendations of Guide to the design of foundations of structures to SNiP 2 02 01 83 by Gersevanov Research Institute for Foundations and Underground Structures USSR State Committee for Construction 1986 Sec 2 233 2 245 2 212 2 218 8 and SP 50 101 2004 9 The careen caused by the loads upon the foundation is calculated both with and without taking into account the soil s back pressure along the side surface of a pedestal footing Section 17 2 241 of Guide recommends to allow for the soil back pressure along the side surface of the pedestal footing if the underground part of the foundation is higher than 5m SP 50 101 2004 does not regulate the issue of soil back pressure along the side surface Other calculable parameters include o the depth of the compressible bulk of soil the bending moments at the foundation s underside level the edge pressure under the foundation s underside maximum and minimum the corner pressure under the foundation s underside maximum and minimum the nonuniform compression coefficient for soil under the underside the depth of the foundation s rotation center the ordinates of the diagram of the soil back pressure along the side surface of the pedestal footing in eleven cross sections All
58. output consists of the following o the thickness of the layer 16 Foundations o the pressure caused by working load and adjacent foundations at the layer s top level o the design pressure at the top level of heterogeneous soil layers o settlement o slump A ZAPROS Settlement of foundation olx AAA File Mode Settings Service Help iy eee pre aw Jang nem General Loads On Adjacent Areas Soils Results Check for compliance with Sec 2 41 of SNIP 2 02 01 83 far the underside level is not passed Design resistance of soil at the foundation underside level 25 788 Tom Average pressure under loads at the foundation underside level 54 647 Tom Settlement is calculated for an elastic half space bed Foundation settlement 46780 025 mm Slump under load 1008 556 mm Slump caused by soil weight 0 mm Sum of settlement and slump 47788 582 mm Depth of compressible bulk 18 4228 m WWinkler s bedding value 1 168 Tin Settlement is greater than allowed Settlement under a pressure below the underside that exceeds the design resistance of the subgrade soil Ultimate resistance of the subgrade soil 125 026 Tir Settlement under a pressure equal to the design one 41 87909 m Data of soil layers Design pressure at the top of heterogeneous soil layers Tem Tim Tom mm 47 598 3 458 0 9138 798 0 39 047 4 125 0 4998 019 68 377 Pressure under a load Natural pressure in di oe of the in the middle point of the middle p
59. results are provided for two mutually perpendicular planes The mode can be used to analyze pile or strip footing of industrial or residential buildings or various other kinds of structures The stiffness of structures above the foundation is not taken into account The size of the foundation s underside is not limited The bed can consist of layers of soft non rocky soil of an uneven depth O O O OOO 3 1 2 Limitations of the current version The maximum number of adjacent foundations is 14 The maximum number of loads upon adjacent areas is 10 The number of soil layers below the underside is 8 3 1 3 Data preparation Source data for the analysis are prepared in the Foundation Careen multiple tab dialog box Fig 11 which consists of the following tabs General serves to specify numerical characteristics of a foundation in question and stresses that act on the top of it together with the characteristics of adjacent foundations and values of normal forces acting on the adjacent foundations at their top levels This tab is also used to specify loads upon adjacent areas defined as rectangular regions To define each area specify coordinates of its center s binding point sizes of the rectangle and the distributed load s value The weight of both soil and the foundations is taken into account by default To be sure to calculate the careen caused by the adjacent foundations and the loads upon the adjacent areas specify at least one
60. the level of the grillage s underside the design value of the pile s horizontal displacement at the level of the grillage s underside the utilization factor of the pile s load bearing ability the design value of the pile s slope at the ground level the design value of the pile s horizontal displacement and the ground level 23 Piles 4 4 3 Limitations of the current version 1 The calculations use a minimum value of the K proportionality factor and the strength proportionality factor a presented in Table 1 of Appendix 1 to SNiP 2 02 03 85 Table D 1 of Appendix D to SP 50 102 2003 2 Notes to Table 1 of Appendix 1 to SNiP 2 02 03 85 Table D 1 of Appendix D to SP 50 102 2003 are not implemented 4 5 Pile settlement This mode is to calculate the settlement of a single pile in compliance with the recommended Appendix 4 to SNiP 2 02 03 85 Appendix I to SP 50 102 2003 Singles piles both with and without bells are under consideration According to an analysis done in Section 9 2 9 4 of Instruction manual for designing and engineering of pile foundations for structures in the city of Moscow 12 the settlement of a single pile is to be calculated without taking into account a bell on its tip the Bell pile checkbox must be disabled 4 5 1 Data preparation The Design tab Fig 36 is used to assign a cross section rectangle tee double tee square with a round hollow circle or ring and its sizes to
61. the pile and to indicate the following additional data the depth of penetration of the pile s tip the depth of excavation the concrete class the vertical load transferred onto the pile A bell on the pile s end can be specified for piles of rectangular round or square cross section To do it enable the Bell pile checkbox The size of the cross section of a location on the pile where the bell 1s either the side or the diameter depending on the section s shape is specified in the Side Diameter of bell field When specifying sizes of the pile s cross section you can save them under a unique name in the database use the button or to retrieve from the database use the button The section can be checked by clicking the Preview button Soil is defined following the same rules as in the Load bearing ability of pile mode A ZAPROS Settlement of the pile Al Xx File Mode Settings Service Help Construction Soils Depth of penetration of the pile s tip H Depth of excavationh 2 T Bell pile Concrete class 87 5 y Vertical load transferred to the pile Cross section of the pile mm Menu Calculate W Report Y Help Fig 36 The Pile Settlement dialog box the Construction tab 4 5 2 Results of analysis To launch the analysis click the Calculate button The result of the analysis the settlement of the pile will be output to the Results tab 4 5 3
62. the ultimate soil resistance under the cap of the probe taken directly from the testing data on the average value of the ultimate resistance of i th layer of soil on the probe s side surface the sizes of the field pile s cross section and properties of soil on the side surface All these data should be specified for each test in the dialog box Fig 42 that opens by clicking the button in the respective row of the table 27 Piles d E Particular value of ultimate resistance Copy data Ultimate resistance of soil under the probing pile s tip 234 Tom E p Y ES Thickness Average ultimate ce of soil on the pile s Soil type side surface Color A mo Tine Mo of sol test 2 sand v 124 oa 3 dusty clay v 146 Add Copy Data ry X Delete x Cancel Y OK Fig 42 The Particular Value of Ultimate Resistance Fig 43 The Copy Data dialog box dialog box As a rule data obtained by a sequence of tests are close to one another To accelerate the input of data the application permits to copy data from one test to another and then make changes as needed To do it click the Copy Data button and specify No of the test to take the data from in the dialog box that opens Fig 43 The particular value of the ultimate resistance depends for each test on the depth of penetration of the pile s tip and on the cross section of the field pile Therefore as soon as the latter parameters are modified particular values
63. tor for soil yy 14 EH Safety factor for soil y Service factor for pile in soil Y fi pe Service factor for pile in soil y Testing method Method of pile driving Testing method Method of pile driving pile testing by driving and afterdriving with a hammer pile testing by driving and afterdriving with a hammer checking the results of production driving with a vibrating driver checking the results of production driving Depth of penetration of the pile s tip 2 m Total length of the pile 20 m Total length of the pile 20 Hammer data Wibrating driver data Type of ram H anging or single acting y Weight of vibrating driver 0 Weight of ram 1 T Perturbing force of the vibrating driver fi 0 v T Weight of the hammer s tup 2 T EE Soil under the pile s tip Coarse detrital with sand f Weight of the driving cap 2 i Weight of the follower 12 il Actual residual refusal 2 m Actual residual refusal Actual distance of fall of m the hammer s tup 2 I There is a refusal meter Distance of first rebound of the gt diesel hammer s tup Elastic refusal of pile T Eg Menu Calculate EES W Report Help Calculate Ww Report SO Help a b Fig 37 The Dynamic Pile Testing dialog box The General tab The pile s section rectange tee double tee square with a round hollow circle or ring and sizes are assigned on a tab under the respective name A ZAPROS Dynamic testing of piles File
64. ttings Service Help Service factors for soil Service factors for piles Additional service factors Driven piles of square cross section with round hollow GOST 19804 3 80 Additional r far ths eral Gk Driven piles of square cross section GOST 19804 4 78 Hollow piles of round cross section GOST 19804 5 83 A ee Hollow piles of round cross section GOST 19804 6 83 pile Foundation type characterization of soil and load lt 25 d and the ratio Double cantilever bearing piles of square cross section GOST 13804 7 83 Driven piles of solid square cross section GOST 19804 2 79 HAN lt 0 1 HAN 0 4 HAN 0 6 11 Foundation under a regular intermediate support in Rated sizes in mm I the analysis of KOBE a single piles for pulling loads SNpr3 30 lin sand or sandy loam soil SNpr3 5 30 in clay or loam at IL lt 0 6 SNpr 30 same at IL gt 0 6 SNprd 5 30 b single piles for compressive loads and piles included SNpr5 30 ina cluster for pulling loads in sand or sandy loam soil SNpr5 5 30 SNpr6 30 SNpr 30 SNpr8 30 lin clay or loam at IL lt 0 6 same at IL gt 0 6 2 Foundation under an anchoring support angle terminal support under supports of big taper pipes in SN9 30 thi lysis of e analysis ol SNpr9 30 2600 The table uses designations SN10 30 d is the diameter of a round pile section the side of a square one or the longer side of a rectangular one His the horizontal c

SCAD Soft

Contents

Download Pdf Manuals

Related Search

Related Contents