PEYSANJ User`s Manual (Novo Tech Software Ltd)
Contents
1. m pages of the report within the Body part of the viewer D 9 Page 1 oca A Q0 9 Used to navigate among the report pages Enter we the exact page number in the box to jump to that page a 3 50 Used for zoom ee n eel a Used for pan moving the preview page Hold your left mouse button and move the page yv If you click on this button you will be able to select a text within the report This feature can be used to copy a text from the report for use in another Windows application such as Microsoft Word Use this button to find a phrase in the report Search Panel Enter the searching phrase in this panel and click the Search button A list will be populated with all pages containing your search criteria Click on each item to browse to that page amp iHow to use the main toolbar See 3 4 26 PEYSANJ User s Manual Novo Tech Software Ltd E3XWorking with graphs See 3 4 E3Print preview page features See 3 8 3 9 Working with Graphs We understand that presentation of the analysis results is very important to our users Everywhere in Novo Tech Software programs when you click on a chart a new dialog appears containing the chart and its associated data In the following example the corresponding dataset is shown on right and can be scrolled horizontally and vertically to view all data In addition toolbar buttons provide you with more features it Presen ol i l B a t tq To change line styl2. Cyclic Resistance Ratio vs SPT Blows 0 7 l 0 6 f Fi f 0 5 LA Fi f gd a a o 0 3 Seed et al 1983 os ERO fa o Tokimatsu Yoshimi 1983 a Shibata 1981 rd E 01 rJ Chinese Code Kaokusho et al 1983 l a 5 10 15 20 25 30 35 40 Normalized N value N1 0 833 N1 60 Novo Tech Software All Rights Reserved 4 2 5 2 BDT based The approach for liquefaction assessment based on Becker Density Test BDT is essentially assessing the liquefaction potential using equivalent SPT blow counts Nso Two following methods are covered in Peysanj for correlating Becker blows to SPT blows 44 SPT BLOWCOUNT blows loall PEYSANJ User s Manual Novo Tech Software Ltd CANADIAN DATA FROM BECKER ORILLS INE FILES 9 5 ICH QD CLOSED BECKER BITS WULCAM wir RICHMONO QC R A SPENCE LTO LINA CREEX M VANCOUVER B C HUNTER CREEK HEAR HOPE B C NORTH VANCOUVER B C R A SPENCE LTS 1973 POWELL RIVER 8 C UI PLET KLOHN amp LEDNOFF LTO 0732 NEw wESTWINISTER B C RIPLEY KLOMN amp LEONOFF LTO WTSI Meany but f cHwOND B C STEVESTON HGH WAT PiCHIMMOND BC A M HATOT 5 A52OC LTO TAI 100 e080 6600 100 80 am ra ei 7 BO v 2 2 BEST avensce A RELATIONSHIP MAJE a Ww 20 o3 ox BECKER SLOMCOUNT N bows ot BPT Maso blows 0 3m Harder amp Seed 1986 Sy amp Campanella 1993 with considering frict
3. or transfer the Product except as provided in this Agreement Any such unauthorized use shall result in immediate and automatic termination of this Agreement e Once purchased the Software may not be return to NOVO TECH SOFTWARE The price paid for the Software is not refundable f The PEYSANJ license is issued for one computer based on the Hardware ID provided by user Each transfer of license to another computer if approved by NOVO TECH SOFTWARE will be subject to 20 percent charge based on latest PEYSANJ price 5 TERMS This license is effective until terminated You may terminate it by destroying the program the documentation and copies thereof This license will also terminate if you fail to comply with any terms or conditions of this agreement You agree upon such termination to destroy all copies of the program and of the documentation or return them to the author 6 OTHER RIGHTS AND RESTRICTIONS All other rights and restrictions not specifically granted in this license are reserved by NOVO TECH SOFTWARE If you have any questions regarding this agreement please write to Support NovoTechSoftware com YOU ACKNOWLEDGE THAT YOU HAVE READ THIS AGREEMENT UNDERSTAND IT AND AGREE TO BE BOUND BY ITS TERMS AND CONDITIONS PEYSANJ User s Manual Novo Tech Software Ltd 3 Contents 3 1 General Tips and Tricks We recommend minimum 1024 768 screen resolution for using PEYSANJ If you are using the dongle key version please
4. ra 1 0 0 00765 Z forz lt 9 15 m rg 1 174 0 0267 Z for9 15m lt z lt 23 m ra 0 744 0 008 Z for 23m lt z lt 30 m 39 PEYSANJ User s Manual Novo Tech Software Ltd ra 0 50 for z gt 30m Thomas F Blake FugroWest Inc Ventura California 1 000 0 411325 0 040522 0 0017532 1 000 0 4177 2 0 057292 0 0062054 5 0 001210 Idriss amp Boulanger 2006 ra ra 1 0 015 Z 4 forz gt 4m r 1 forz lt 4 m Kayen et al 1992 ra 1 0 012 Z 4 2 5 Cyclic Resistance Ratio CRR 4 2 5 1 SPT based All CRR7 5 calculation methods utilized in Peysanj are described below NCEER 1997 and Vancouver Task Force Report 2007 These two methods are very similar expect that in Vancouver Task Force Report 2007 a K parameter is multiplied in CRR75 In these methodologies CRR75 is a function of depth corrected SPT blow counts N1 eo for clean sand fines content less than 5 percent For sands containing more fines content more corrections will be applied on N1 soy The CRR7 5 curve proposed by these methodologies based on Niso is shown below 40 PEYSANJ User s Manual Novo Tech Software Ltd CRR curves for 5 15 and 35 percent fines respectively Cyclic Stress Ratio Tav Qvo FINES CONTENT 5 Modified Chinese Code Proposal clay content 595 Marginal NO Liquefaction Ligu action Liquefaction Pan American data N 30 K 50 Corrected Blow Count N gp 20 I
5. The idea is to allow a rigid foundation to decrease the total settlement due to its ability to uniformly spread the stress Se Elastic settlement Sc Consolidation settlement a User can specify what percentage of consolidation settlement should be considered in the total settlement calculation The default value is 1 However user can choose a lower value if the layer is not saturated to account for lower moisture contents in clay silt layer How to use the main toolbar See 3 4 t3Working with graphs See 3 4 E3Print preview page features See 3 8 4 2 Soi Liquefaction 4 2 1 Introduction Soil liquefaction and related ground failures are commonly associated with large earthquakes In common usage liquefaction refers to the loss of strength in saturated cohesion less soils due to the build up of pore water pressures during dynamic loading Sladen et al 1985 defined liquefaction as Liquefaction is a phenomenon wherein a mass of soil loses a large percentage of its shear resistance when subjected to monotonic cyclic or shock loading and flows in a manner resembling a liquid until the shear stresses acting on the mass are as low as the reduced shear resistance Liquefaction Assessment Evaluating the liquefaction resistance of soils is an important step in the engineering design of new structures and the retrofit of existing structures in earthquake prone regions The evaluation 37 PEYSANJ User s Manual Novo Tech
6. default values used during the calculations and analyses As shown in the following screenshot settings are grouped into three tabs Bearing Capacity tab This tab allows user defining the analysis methods used for the calculation of bearing and settlement 28 PEYSANJ User s Manual Novo Tech Software Ltd Strip Pad Footing From 3 Excel L B Ta 3 AG kPa 1 2 5 6 10 Spread Footing Calculation al 0 kPa Shear Failure Hansen c2 300 kPa Elastic Goodier amp Timoshenko Aa 10 kPa Consolidation Das Settings Stress influence depth H for calculating settlement is calculated based on the theory in which delta P reachs of stress below foundation Stress variation in soil layers for calculating stress influence depth of settlement should be calculated based on this method Ignore elastic settlements when consolidation occures Apply Rb in 3rd term of Hansen formula For strip and pad footings Peysanj calculates both shear failure and settlement criteria for a range of footing width B1 to B2 At each footing size the allowable bearing based on shear failure 61 is calculated For settlement control stress is increased from zero to o1 with Ao increments and at each step settlement is calculated and compared with the allowable settlement set by user Once the settlement has met the criterion this stress 02 is recorded as the allowable stress based on settlement 29 PEYSANJ User
7. make sure that it is plugged in before you run the program To invoke the help please press Jl button on top right corner of each page Make sure you prepare backup from your data periodically Your database is the PEYSANJ4 MDB file see more See 3 10 After each installation please open the Options page and set the default parameters and choose your favourite analyses methods This is a very important step in PEYSANJ installation and setup otherwise you may end up with incorrect results You can print zoom set the scales and do more with charts To activate a chart simply double click on it A new dialog will appear which allows you to configure the look of the chart as well as saving the chart as image files printing the graph etc Please contact us at support novotechsoftware com if you had any questions or suggestions How to use the main toolbar See 3 4 EaWorking with graphs See 3 4 E3Print preview page features See 3 8 3 2 How to Change Units System Peysanj supports both Metric and English unit systems In order to set the units system select the Tools tab from the top toolbar and click on Units System button A new page will popup choose the units from the list located at the bottom of the page see more See 3 10 amp iHow to use the main toolbar See 3 4 E3Working with graphs See 3 4 E3Print preview page features See 3 8 PEYSANJ User s Manual Novo Tech Software Ltd 3 3 Your License Info T
8. results Press Print button from the toolbar to see the calculation details and the report How to use the main toolbar See 3 4 EaWorking with graphs See 3 4 E3Print preview page features See 3 8 3 6 4 Pressure meter Test This page is designed for calculating pressure meter test Please enter calibration data and test data including pressure and volume pairs then press Calculate button from the top toolbar Menard modulus Em and limit pressure PI will be calculated and presented in the table Printing the results Press Print button from the toolbar to see the calculation details and the report t3How to use the main toolbar See 3 4 EIWorking with graphs See 3 4 E3Print preview page features See 3 8 3 6 5 Slope Stability Using this page user can roughly estimate the stable slope based on the design table proposed by Fang This table is calculated based on limit equilibrium analysis and should be only used as a rough estimate since it does not many parameters such as groundwter level surchage etc 17 PEYSANJ User s Manual Novo Tech Software Ltd enter soil properties and slope height kN m3 kPa m calculated approximate slope Ns 9 51 B 795 Soil and Slope Parameters Enter soil friction angle unit weight and cohesion along with slope height and backslope angle Please notice that safety factor will be applied on Tan b Press Calculate button when all fields entered Stabilit
9. s Manual Novo Tech Software Ltd j Settlement Soil Failure Allowable 14 s l 2 a 2 LI FEY ad LI d a LI x IT e B F CL i LA PM I me NM T 1 rn T oe T m m n E a 4 B 1 2 3 4 Foundation Width irm Then 61 and c2 are compared at each footing size and minimum of these two values is introduced as allowable bearing capacity For spread mat foundations however due to relatively larger footing size shear failure will not be a limiting criterion Therefore settlement of the footing is calculated and plotted versus stress This stress can be set to vary from o1 to o2 with oo increment The following sections describe how this procedure can be configured by user Strip Pad Footing From the minimum footing width B1 used for bearing capacity and settlement calculation To the maximum footing width B2 used for bearing capacity and settlement calculation A the width step used for calculation Ao the stress increment used for calculation Excel L B a list of maximum 5 L B ratios for which bearing capacity charts are exported to Microsoft Excel Spread Footing o1 the minimum stress for which settlement of foundation is calculated 602 the maximum stress for which settlement of foundation is calculated Ao the stress increment used for calculation Calculation Methods Shear Failure Peysanj calculates bearing capacity of the footings based o
10. s Manual Novo Tech Software Ltd 2 When you prompt to open the Excel file please select Yes When Excel opens the file click on the tabs below the page to view the charts or calculation summary Hone Duet Page 3 You can easily copy and past all charts into your other Windows applications G3 Mice such as Word please click on top left corner of charts and right click gm Then choose Copy from the popup menu Now you just need to paste the chart into your destination program such as Word Printing the results Press Print button from the toolbar to see the calculation details and the report E3How to use the main toolbar See 3 4 Working with graphs See 3 4 amp Print preview page features See 3 8 3 6 2 Soil Liquefaction This module is used to calculate safety factor against soil liquefaction along with estimated post liquefaction displacements and residual strength As illustrated below please enter site data liquefaction triggering criteria and field test data then click on Calculate button from the top toolbar The results will be shown on the right side of the page in the form of various plots 15 PEYSANJ User s Manual Novo Tech Software Ltd enter general site info and other di Sg enter field test data ce pe calculation criteria here SPT Vs etc here see poct Spacon oo see safety factor here displacements here i i ert eeu ree ee ee ll le Yacht storage builcdinc Stress Ratio Safety Fac
11. you click on Print button from the toolbar Different parts of the page are described below 24 PEYSANJ User s Manual Novo Tech Software Ltd Bearing Capacity Rectangle Strip Analysis Report 5 ears Benro pty Feci Besing capecty ct foun Bearing conwy ch foun 8 Capacty ect LrSRH 2 bebe id ty P Kn qois doom deer s oer e Bearing copscly cf inn ey BeA aa we E A LaL Beano Cory Mec Bearing lt opecty of four Benin Cops Deo Bowing co don Bowring copscly e fim Besng picty Dec Bening c ec 06 74 00 4 05 Oh Oh A 4 amp Ww toD mm Thumbnail Preview Shows a set of thumbnails for all pages of the report Click on each thumbnail to open that page of the report in the Body part of the page Body Is used to show the full preview of the specific page of the report Please use the toolbar buttons to zoom in out save print etc Toolbar This toolbar located on top of the page and its buttons are described below PEYSANJ User s Manual Novo Tech Software Ltd Opens a report file which is already saved under cid format La Is used to save the current report with XLS PDF HTML or even image formats such as JPG BMP TIFF PNG etc Some limitations apply to this feature Used to adjust the page setup such as margins __ Le deal etc Click on this button to print the report metn lt j This will redraw the whole report again JAI GA Sets the view of report by showing 1 2and4
12. Df and D the same as excavation depth How to see the calculation results Please press Calculate button on the toolbar when you entered all input parameters Then click on each tab to see the corresponding chart By clicking on each chart more options will be available including export to Excel and image formats Pad Strip footings outputs For this type of footings two charts are provided Bearing Capacity chart Includes 3 curves for all of them vertical axis is the allowable stress and horizontal axis is the foundation width B please note that you have already entered L B ratio so as B increases the chart covers various foundation sizes e Shear Failure Curve blue Only encompasses the shear failure criteria for the model e Allowable Settlement Curve purple This curve shows the allowable stress provided that the total settlement is around the allowable settlement already introduced by the user 13 PEYSANJ User s Manual Novo Tech Software Ltd e Allowable Bearing Capacity Curve green This curve is the lower intersection of two above mentioned curves and assures that on each point along the curve both settlement and shear failures are within the allowable limits Settlement chart includes 3 curves representing Immediate elastic Consolidation and Total settlements Please be advised that these settlement values are calculated based on allowable bearing capacity calculated for that specific footing Raft f
13. PEYSANJ User s Manual Novo Tech Software Ltd PEYSANJ User s Manual Novo Tech Software Ltd Table of Contents NECS 3 FANNIE UEM KC E 4 cM T 6 Be arie DS IAC M goi d aa A mm 6 3 2 How to Change Units SYStem cccccsccsseccsseccsecesscceseecencesseceenceeneeeeeeeeneeeeeeseneeseeseeeseecesnseteucesneeseneeegeetenes 6 Sm VOU IC CIS d ero D m 7 34A Paysan ANN Ce Na ace pred ioc RHOEP V E bu PUN ARA FOU URS AN RDUM Cu ER DEREN OEUEP IR RTRES 7 LP OCEL ae 10 SUO PMCS PAI ols ee ive uimetestuUM EFFI us SI MM M SINN MEME M nU NU E C M 11 eros cidn 28 jo eii H UH 11 3 6 2 Soil Liquefaction ETE 15 9 0 9 PIE LOdE fs e EE E A E 17 BOG Pressure meler Tes e 17 Os IOS SEA ass RE u 17 3 6 6 Lateral Earth Pressure Coefficients ccccccccsssssccccssessccccesesccecsseusccessseuscceesauseeeesssuseecesseuaeeeeesaneeeees 19 BOF SSS DIST UNION NE oo E omm 20 2 5 5 TROIS Wall Pre SUr Garciriain AE T EE EA EEE AE 21 IO FE CONVE col M a E E O 23 7 Gale Ula COM DE e E A E E N 24 ERA AUTO GSN E E E EE A E N E E E A E E eons PI MMNI
14. PEYSANJ uses this Er Es ratio to apply the stress history effect on the elastic settlement For example if your footing Df 1m and g 2gr cm3 then gDf 0 2kg cm2 so during elastic settlement analysis PEYSANJ will use Er for stress range O to 0 2 kg cm2 and thereafter Es is used for analysis e Rigidity Factor Ir This factor is less than zero and depends on rigidity of the footing usually 0 9 to 1 PEYSANJ applies this factor to total settlement S Se Sc Ir where Se and Sc are elastic and consolidation settlements respectively e a Factor this factor is used for calculation of un saturated consolidation settlement If a fine grained layer is unsaturated e g S 80 then the actual consolidation settlement is a fraction of calculated saturated consolidation settlement Please specify this parameter between zero and unity e Safety Factor this parameter is applied to shear failure of the soil below the footing Foundation Size e Shape you may choose among Pad Strip Raft Spread and Circular foundations e Size ratio L B is used to specify the length to width ratio of the footing e Df is the height of the soil around and above the footing affects the shear failure e D depth of placement of the foundation usually depth of excavation e MB ML The bending moment applied on the footing e HB HL The horizontal forces applied to the footing e WV The vertical force applied on the footing Note for raft footings consider
15. Software Ltd procedure widely used throughout the world is termed the simplified procedure This simplified procedure was originally developed by Seed and Idriss 1971 using blow counts from the Standard Penetration Test SPT correlated with a parameter representing the seismic loading on the soil called the Cyclic Stress Ratio CSR This parameter is compared to Cyclic Resistance Ratio CRR of the soil and if it exceeds CRR the soil is likely to be liquefied A safety factor against liquefaction is defined as ratio of CRR to CSR Safety Factor CRR CSR K K CRR CRR MSF Where CRR s ave calculated cyclic resistance ratio average of all selected methods at a desired depth for an earthquake with M 7 5 MSF Magnitude Scaling Factor K overburden stress correction factor only applied to the following analysis methods see details See 4 2 5 1 Vancouver Task Force Report 2007 NCEER 1996 Cetin et al 2004 Idriss amp Boulanger 2004 each of the above mentioned methods has its own equation for calculating K K ground slope correction is considered 1 0 in Peysanj Note This theory manual is just an introduction to methods implemented in Peysanj and does not encompass all the technical knowledge and comments needed for soil liquefaction assessment Therefore this document shall not be used as a reference for learning how to assess liquefaction potential Please refer to the related book
16. UE 24 3 9 Working With Graphis secs era ood rio Sera eane NER E YN VES ENEE E 27 S 10 OOO Id Se UNOS oesieueauiauidetuict isis dave e eva iria adieu ncs latietic iM E NM ENUEb 28 A TNE Y Rm m 36 a CANIN CaO i a A E A E E EE E E E E E EE E E 36 A E a O a E E ee en een oe eee ree 37 d2 WAU OC ION er E ET E 37 aA C Ne SRO C R E EE te ee ee eee ne 38 4 23 Magnitude Sela Factor MSF ae ner ene ne ne ee ere 39 dS SIEOSS REU TOTP TOT aa E E sea MEUM MN EM CEMaM NM NM M 39 12 5 Cuclile Resistance Palio TERR sss opo uREES erai u EI nbi Ia eM ERG a TUl eS eI E M cA D 40 4 2 6 Post Ligdefaction Movements ou sscevo eii edo aras S CpvpEFuEe S nnns er NEAN EEES EEE POS EDPEX EN ERU CIPUE ERE saben M SUC eas 48 PEYSANJ User s Manual Novo Tech Software Ltd SONNE RESOU O NE OO tm emm 51 LENOVO Tec P WEDS IO errea m E NN TEM 51 5 2 PEYSANT Update RR s 51 So ONE chy ca 4 620d Ce E E E eee 51 DC ONCE IS T 51 PEYSANJ User s Manual Novo Tech Software Ltd 1 Peysanj About PEYSANJ is a bundle of powerful geotechnical tools for bearing capacity soil liquefaction pressure meter test etc designed and developed by Novo Tech Software Ltd For more information please visit our website Novo Tech Software Ltd ZZ 4188 Hoskins MK ez North Vancouver lovolech BC Canada i clinics Designed and Developed by Alireza Afkhami M A Sc M C P P En
17. a and b are curve fitting parameters Using the relationship between Vs and CRR expressed by this equation Andrus and Stokoe drew curves to separate data from sites where liquefaction effects were and were not observed Best fit values for the constants a and b were 0 03 and O 9 respectively for magnitude 7 5 earthquakes Andrus and Stokoe also determined the following best fit values for Vs Vsic 220 m s for sands and gravels with fines contents less than 5 Vsic 210 m s for sands and gravels with fines contents of about 20 Vsic 200 m s for sands and gravels with fines contents greater than 35 Figure 2 presents CRR boundaries recommended by Andrus and Stokoe for magnitude 7 5 earthquakes and un cemented Holocene age soils with various fines contents Although these boundaries pass through the origin natural alluvial sandy soils with shallow water tables rarely have corrected shear wave velocities less than 100 m s even near ground surface For a Vs of 100 m s and a magnitude 7 5 earthquake the calculated CRR is 0 03 This minimal CRR value is generally consistent with intercept CRR values for the CPT and SPT procedures 47 PEYSANJ User s Manual Novo Tech Software Ltd Boundaries Defined by CRR a Vs1 100 b L Vs1c Vsp L Vsic a 0 05 b 09 Vs1c 220 m s for sands and gravels with FC 3 Vj 210 m s for sands and gravels with FC 20 Vsjc 200 m s for sands and silts with FC 35 Chart Based on Av
18. anese Bridge Code This methodology is based on SPT blow counts and particle size distribution of sand IM uam 35 0 05mm lt Da 0 65mm 9 CRR 0 0882 0 2551og is R C V4 7 HL IN vo 0 6mm lt D 2mm CRR 20 0882 0 05 Ch Vo 0 7 P lt 40 R 0 F gt 40 gt R 0 004F 0 16 Where Dso particle size corresponding to 50 percent passing F percent fines content passing sieve 200 clay and silt Cetin et al 2004 A complete explanation of this method is resented in the following paper Standard Penetration Test Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential K Onder Cetin M ASCE Raymond B Seed M ASCE Armen Der Kiureghian M ASCE Kohji Tokimatsu Leslie F Harder Jr M ASCE Robert E Kayen M ASCE and Robert E S Moss M ASCE Note Recently there has been technical discussions by Dr Boulanger and Dr Idriss 2010 about the accuracy and reliability of Cetin et al 2004 method Therefore it is recommended that this method is used with cautious and full understanding of its risks To obtain the full report please contact us Other Methods Some other CRR1 curves proposed by geoscientists are also implemented in NovoLiq These curves are shown in the following graph Horizontal axis is normalized corrected SPT blow counts N1 0 833N1 60 43 PEYSANJ User s Manual Novo Tech Software Ltd
19. bar See 3 4 E Working with graphs See 3 4 E3Print preview page features See 3 8 3 4 Peysanj Main Screen This is the main page of PEYSANJ and provides so many features through menus and toolbars Each part of this page is illustrated below PEYSANJ User s Manual Novo Tech Software Ltd ge Owe e m ey E vr Toolbar Tasks Corrected Ks kg cm3 6 B 1 12 0 Plate load Ks30 kg cm3 Corrected Ks30 Kg cm3 New Version 4 0 2012 119 is Now Available z Statusbai Toolbar Ribbon The toolbar provides you the access to load save projects performing the calculations accessing the help file etc Different tabs are illustrated in the following sections Project tab Listofallcommands List of analyses Minimize for this project modules Tools amp Help amp the program Listofal saved Save projects project the page Copy the Praject Calculation project information details PEYSANJ User s Manual Novo Tech Software Ltd Analysis tab Listof bearing capacity and List of field test analyses List of additional analyses stress related analyses Tools tab Edit your company nformaltion hows your Peysanj license information Edit analyses settings and units hekcsfornew system version of Peysanj Body Most of the PEYSANJ analyses are opened in this part of the page Multiple pages can be opened in this part of the screen Statusbar This partof the s
20. base 34 PEYSANJ User s Manual Novo Tech Software Ltd Company Information This allows user to select company logo enter address and company name This information is used in the reports View Activity Log This will show a list of Peysanj users activities such as Save Delete Print etc during working with the program Language Currently only English and Farsi are available Select your language and re run the program for this setting to take effect Units Three unit systems are available in Peysanj Select your units and re run the program for this setting to take effect amp iHow to use the main toolbar See 3 4 EaWorking with graphs See 3 4 E3Print preview page features See 3 8 35 PEYSANJ User s Manual Novo Tech Software Ltd 4 Theory 4 1 Bearing Capacity For strip and pad footings Peysanj calculates both shear failure and settlement criteria for a range of footing width B1 to B2 At each footing size the allowable bearing based on shear failure 61 is calculated For settlement control stress is increased from zero to o1 with Ao increments and at each step settlement is calculated and compared with the allowable settlement set by user Once the settlement has met the criterion this stress 02 is recorded as the allowable stress based on settlement SE Settlement Soil Failure Allowable 14 al aio V i Hi a 5 a Ga a 1 E 3 4 Foundation width m Then o1 a
21. cceleration ratios of the earthquake Kh ah g Kv av g Earthquake Conditions Kae Active earthquake pressure coefficient Kpe Passive earthquake pressure coefficient Earthquake Conditions Mononobe Okabe Charts To use this charts please choose the curve corresponding your Kv Then find the desired Kh from horizontal axis and follow the curve to get the K values from the vertical axis v amp IHow to use the main toolbar See 3 4 EaWorking with graphs See 3 4 E3Print preview page features See 3 8 3 6 7 Stress Distribution Using this page user can plot the distribution of the stress below the footing according to Westerggard or 2 1 Slope methods The following screenshot illustrates input and output of this module 20 PEYSANJ User s Manual Novo Tech Software Ltd Footing size S as 3 B 27 n Stress kPa 0 20 40 60 80 100 120 140 160 L 23 0 Q 150 Footing 2 stress 3 T E A 4 Method Westergaard T vC MU Depth m Stress distribution method Ea M stress distribution plot below the footing Printing the results Press Print button from the toolbar to see the calculation details and the report The graph In order to obtain the details of stress values at each depth simply double click on the chart more See 3 9 E3How to use the main toolbar See 3 4 Working with graphs See 3 4 amp Print preview page features See 3 8 3 6 8 Retaining Wall Pressure Using this pa
22. creen provides you more information about the license and selected units system In addition if a new version of Peysanj is available a message will be shown in the middle panel shows active units system Program name and If a new version is available this panel version shows a message License holder info E3How to use the main toolbar PEYSANJ User s Manual Novo Tech Software Ltd Working with graphs Print preview page features See 3 8 3 5 Project List This page can be accessed from the Project Load toolbar button and lists all the projects saved in the PEYSANJ database select analysis type in Bearing Capacity Plate Load Test Pressuremeter Test Liquefaction Ji Project Code Remaks 75 AF 925 Metric kg cm 75 AF 925 Imperial Ib ft AE Delete project M Print the project list click to load In order to load a project first select the type of analysis Bearing Capacity Plate Load Test etc from the toolbar Then simply select the project on the table and click on Load Project button If any of the project s information such as client name or address is edited click on Save button to store the information Deleting a Project In orderto delete a project along with all its corresponding data click on Delete Project link on the bottom left portion of the page Please notice that this action can not be reverted E3How to use the main toolbar See 3 4 EaWorking
23. depth factors will be considered 1 during bearing capacity analysis ignore fox index if If set to True the Fox factor I used for reduction of settlement in Goodier amp Timoshenko method will be assumed 1 during settlement analysis Advanced tab This tab allows user to configure and prepare backup from Peysanj database file as well as choosing the user interface language and units 33 PEYSANJ User s Manual Novo Tech Software Ltd Database Path Please specify the type of your database Microsoft SQL Server 2000 Access database path CAUsers Valireza pp Data Roaming Novo Tech Software Lid Peysani 4 0 21 Fal Prepare Backup Copy Company Information Language View civi Loo wis ktm Database Path Peysanj database file is a Microsoft Access file stored in the path shown by Access database path The database file PEYSANJ4 MDB contains all your projects information and calculations So it is very important to prepare periodic backup from your database How to prepare a backup Click on Prepare Backup Copy link and specify the location on your hard drive where you want the backup file PEYSANJ4 MDB to be copied When the backup file is prepared simply copy it to your flash drive burn on CD etc and keep in a safe place How to restore a database if you want to restore a database click on button next to the path and select the database file This will replace the existing data
24. ducts 5 4 Contact Us http www novotechsoftware com contact us 51
25. efaction Induced Lateral Displacements Using the Standard Penetration Test or Cone Penetration Test G Zhang P K Robertson and R W I Brachman 4 2 6 2 Reconsolidation Settlement Post liquefaction settlements occur during and after earthquake shaking For level ground conditions the amount can be computed from the volumetric reconsolidation strains induced as the excess pore water pressures dissipate Based on field experience during past earthquakes the amount of volumetric strain depends on penetration resistance and the CSR applied by the design earthquake Curves proposed by Ishihara and Yoshimine 1992 are shown in Figure 1 and indicate that volumetric reconsolidation strains can range between about 4 5 for very loose sand 49 PEYSANJ User s Manual Novo Tech Software Ltd to 1 for very dense sands These curves are recommended for estimating post liquefaction settlements Volumetric strain due to post cyclic reconsolidation e 96 0 16 Medi siio wen during ca oed Triat N Figure 1 Recommended relationships for volumetric reconsolidation strains as a function of maximum shear strain and relative density Ishihara amp Yoshimine 1992 50 PEYSANJ User s Manual Novo Tech Software Ltd 5 Online Resources 5 1 Novo Tech Website http www novotechsoftware com 5 2 PEYSANJ Updates http www novotechsoftware com updatelogs pevsanij txt 5 3 Other Programs http www novotechsoftware com pro
26. erage values of V5 amp a max Uncemented Holocene age soils Average fines content FC Cyclic Stress Ratio Tav Ove Liquefaction No Liquefaction 200 Stress Corrected Shear Wave Velocity V 1 m s Figure 2 Proposed cyclic stress ratio curves for different fines content FC 4 2 6 Post Liquefaction Movements 4 2 6 1 Lateral Spreading The following method of estimating the post liquefaction lateral displacements is incorporated into Peysanj Zhang Robertson and Brachman 2004 This method is essentially based on estimating maximum cyclic shear strain of each layer during and after liquefaction which is estimated from safety factor against soil liquefaction FS and relative density of soil Dr when Dr itself can be correlated from SPT or equivalent SPT blow counts 48 PEYSANJ User s Manual Novo Tech Software Ltd 60 20 40 30 20 10 Maximum cyclic shear strain Y 0 0 0 5 1 0 hs 2 0 Factor of safety FS Figure 1 maximum cyclic shear strain for post liquefaction lateral displacement proposed by Zhang Robertson and Brachman 2004 Then the Lateral Displacement Index LDI is calculated from the following equation Zmar LDI Y max 7 and according to site sloping conditions Gently Sloped Free Face the lateral displacement is estimated To read the complete procedure proposed by the authors please read the following paper from our website Estimating Liqu
27. es of the plot a2 H9 ws To change the scale minimum maximum and SPT Blow Counts ER gridlines of each axis Please click on small arrow ID 1 A 25 X 35 4 45 e Dephim SPIN l on right side of the icon to open the dropdown menu 03 3 ill To toggle between normal logarithmic scale for 061 12 horizontal axis O31 18 1 22 1 52 1 83 213 244 To change the chart type To open the advanced settings page for the chart To save the dataset table as Microsoft Excel file To save the chart as text and graphic format To print the chart e amp A H E X Opens this help page ou 13 25 23 24 25 Er 24 24 25 ZB 18 20 24 How can I change the appearance of the chart such as legend chart type etc You can configure almost everything in the chart by clicking on Webutton from the toolbar This will open the following dialog box 27 PEYSANJ User s Manual Novo Tech Software Ltd a E x ai Data Young s Modulus is 20 30 40 y a MPa 60 70 anem ea Bol Depth ra Mies 1967 al 1970 Sand ar H vo fed Date dE Birding Hg DataTable Ber chat ines symbols Chek hara to updale sample dala Click on the desired element from the list located on the left side of the page more options will be Shown on the right portion Click on OK button to apply your changes 3 10 Options and Settings The Options page provides access to analysis settings and
28. g PEYSANJ User s Manual Novo Tech Software Ltd 2 License Agreement PEYSANJ End User License Agreement PLEASE READ THIS END USER LICENSE AGREEMENT EULA CAREFULLY BEFORE DOWNLOADING OR USING THE SOFTWARE BY DOWNLOADING THE SOFTWARE OR USING THE SOFTWARE YOU ARE CONSENTING TO BE BOUND BY THIS AGREEMENT IF YOU DO NOT AGREE TO ALL OF THE TERMS OF THIS AGREEMENT DO NOT DOWNLOAD AND OR USE THE SOFTWARE The Product is Copyright 2008 2014 NOVO TECH SOFTWARE You may use it and distribute it according to this following License Agreement If you do not agree with these terms please remove the Product from your system By incorporating the Product in your work or distributing the Product to others you implicitly agree to these license terms 1 DEFINITIONS 1 1 PEYSANJ or Software refers to NOVO TECH SOFTWARE s program in each case supplied by NOVO TECH SOFTWARE herewith and corresponding documentation associated media and online or electronic documentation 1 2 Trial Version means a free version of the Software for personal use only so identified to be used in one computer only and for a period of 14 days The Trial Version is fully functional with no restrictions compared to the registered version 1 3 Registered Version means a version which has been bought from NOVO TECH SOFTWARE 2 LIMITATION OF LIABILITY In no event shall NOVO TECH SOFTWARE be liable for any damages including without limitati
29. ge user can calcularte the distribution of the lateral earth pressure behind the retaining walls due to the surcharge This surcharge can be line load or strip load The following screenshot illustrates input and output of this module 21 PEYSANJ User s Manual Novo Tech Software Ltd Lateral pressure plots Type of the surcharge load Stress KPa 10 15 20 25 3Q 35 40 45 S0 55 BP Total Pressure Surcharge seme Active Rankin Printing the results Press Print button from the toolbar to see the calculation details and the report The graph In order to obtain the details of stress values at each depth simply double click on the chart more See 3 9 E3How to use the main toolbar See 3 4 Working with graphs See 3 4 22 PEYSANJ User s Manual Novo Tech Software Ltd amp Print preview page features See 3 8 3 6 9 Ks Conversion This page is used for conversion and correction of plate load test resulted Ks30 Each tool is separately described below Ks Correction Some geoscientists believe that because of the thickness of plate used in plate loading test the resulted Ks30 is recommended to be corrected for the stiffness of the plate The chart shown on the left part of the page can be used for correction of Ks30 Please enter your test Ks30 in the box below the chart and press Calculate button to get the corrected Ks30 Ks Conversion This part of the page uses the common formulas for convert
30. he information you provided to us during your purchase will be stored in your License File and is used in report headers top of each page first page You can check your License information by clicking on Help License Manager menu as shown below a License Manager License Information If a valid license is found for this software the license information will be shown in the following table License Validated Yes Attribute Value Compa ny XYZ Limited Email m xyzlimited com Full Name Michael Smith Version Pro Website www xyzlimited com License Type Full Version Activate Your License To issue a license we need your computer hardware ID and your contact information Please click on the button below to launch the License Order form You will recieve the license file within one business day SC A3 52FB BA34 5220 1B38 Request Your License Install License File If you have purchased the software but not yet received a license file from Novo Tech please click on Request Your License button and follow the instructions to request a license file When you receive the license file license please click on Install License File button on this dialog to load and activate the license program simply copies the license file into the installation folder you can do this manually as well You can also use this dialog to De activate your license in case of license transfer E3How to use the main tool
31. ing Ks30 to your desired footing s size Different formulas is used according to soil type use this part for Ks from plate loading test correction EF Ks Modification Diagram Test Project Ks Correction Ks convert Corrected Ks kg cm3 B 2 0 2 4 6 B 10 12 14 16 25 lz Ks 3f TELLI k N m3 20 DEN z Soiltype Coarse gained 215 x Foundation Ks 18 26 kN m3 T2 E 10 iu E m Lj un 0 Plate load Ks30 kg cm3 15 Modified Ks30 10 25 kg cm3 23 PEYSANJ User s Manual Novo Tech Software Ltd How to use the main toolbar See 3 4 E Working with graphs See 3 4 E3Print preview page features See 3 8 3 7 Calculation Details As a general rule all calculations in PEYSANJ come with step by step calculation details Please press Calculation Details button on toolbar after performing the calculations This will show another page containing the details If you desire to print a report click on Print button on the toolbar to open the Print Preview See 3 8 page A report comprises Cover page Assumptions including all input data and other applicable assumptions Details including step by step details of the calculations e Plots including all graphs This report may be saved and exported to various formats such as Microsoft Excel PDF etc t3How to use the main toolbar See 3 4 E3Working with graphs See 3 4 E3Print preview page features See 3 8 3 8 Print Preview This page will be shown when
32. ion Rs When BDT blow counts are converted to equivalent SPT blow counts Neo the procedures for Standard Penetration Test See 4 2 5 1 will be applied to field test data 4 2 5 3 Vs based The CRR s based on Vs is calculated based on the following methodology source NCEER Workshop 1997 report Recommended Method by NCEER 1997 Robertson et al 1992 proposed a stress based liquefaction assessment procedure using field performance data from sites in the Imperial Valley California These investigators normalized Vs by Vsi Vs Pa O vo 45 PEYSANJ User s Manual Novo Tech Software Ltd where Pais a reference stress of 100 kPa approximately atmospheric pressure and o is effective overburden pressure in kPa Robertson et al 1992 suggested the liquefaction resistance bound CRR curve for magnitude 7 5 earthquakes plotted in the following figure along with several sites where liquefaction did or did not occur Subsequent liquefaction resistance boundaries proposed by Kayen et al 1992 and Lodge 1994 for magnitude 7 earthquake are also shown 0 8 Data Based on M 7 3 to 7 8 earthquakes Average value of Vs Amax for the larger of two horizontal components solid liquefaction Open no liquefaction 0 6 Robertson et al Data Based on M 7 3 to 7 8 earthquakes Average value of Vs Amax for the larger of two horizontal components carbonate solid liquefaction e Open no liq
33. n Hansen equations 30 PEYSANJ User s Manual Novo Tech Software Ltd Elastic Three methods can be chosen for elastic immediate settlement calculation of footings For further reference and detailed description of each methodology please refer to reference books Consolidation for the purpose of calculating 1 D Terzaghi consolidation settlement stress increase dP is calculated at the top middle and the bottom of the layer and an average is calculated OPave SPi 40Pn 5Pp 6 Settings If Goodier and Timoshenko method is chosen for elastic settlement calculation then stress influence depth H should be calculated first In this section user can choose how H is calculated Usually H is taken as the depth in which oP is reached X percent of the stress below footing where X can be set by user Stress Distribution Methods User can set the stress distribution methods for calculation of elastic and consolidation settlements Ignore Elastic Settle If this options is selected by user during the calculation of total settlement of the footing if consolidation settlement is present for a layer the elastic settlement will be ignored in that layer In general the total settlement is defined as below in Peysanj software S I S a S where Ir Rigidity factor between zero and one usually more than 0 9 The idea is to allow a rigid foundation to decrease the total settlement due to its ability to uniformly spread the stre
34. n NovoLig the equation proposed by Thomas F Blake Fugro West Inc Ventura California recommended by NCEER Workshop 1997 for clean sand curve as shown below is used This equation is valid for N1 69 x30 41 PEYSANJ User s Manual Novo Tech Software Ltd i Too cma areas wanes T oM queens p uere 1 2 B 06 A n m m ii m e 7 LL I I I I I I uj E i z E ay pee cea pocius e e O om a 1 T a z S 04 o MEME DEDE MEE ae pee TN I I I I r r I gi 2 i B gpue M LL i E r I I 1 r I I I I I I I I p es ese pocos m aie RE pores B LP I I I I I I en as uu pom poe ae Dou oo E um I I I I I a 0 5 10 15 20 25 30 35 N1 60 cs Proposed CRR 5 curve for clean sand after Thomas F Blake NCEER Workshop The K factor is calculated from the following formula K o Wa Pa Where P is atmospheric pressure in the chosen units and f depends on relative density Dr and given by f 1 0 005 Dr for 40 lt Dr lt 80 Dr lt 80 can be estimated using Dr 100 S N1 60 46 Boulanger and Idriss 2004 The following equation is proposed by Boulanger and Idriss 2004 for clean sand Oda GS Y Oe Oal 14 1 126 23 6 254 CRR exp un m 42 PEYSANJ User s Manual Novo Tech Software Ltd Jap
35. nd o2 are compared at each footing size and minimum of these two values is introduced as allowable bearing capacity For spread mat foundations however due to relatively larger footing size shear failure will not be a limiting criterion Therefore settlement of the footing is calculated and plotted versus stress This stress can be set to vary from o1 to o2 with 66 increment This procedure can be configured by user through Options page See 3 10 Peysanj performs bearing capacity analysis of the footings based on Hansen equations Three methods can be chosen for elastic immediate settlement calculation of footings For further reference and detailed description of each methodology please refer to reference books For the purpose of calculating 1 D Terzaghi consolidation settlement stress increase dP is calculated at the top middle and the bottom of the layer and an average is calculated OPave Spi 40Pn 5Pp 6 36 PEYSANJ User s Manual Novo Tech Software Ltd If Goodier and Timoshenko method is chosen for elastic settlement calculation then stress influence depth H should be calculated first In this section user can choose how H is calculated Usually H is taken as the depth in which oP is reached X percent of the stress below footing where X can be set by user In general the total settlement is defined as below in Peysanj software S I S a S where Ir Rigidity factor between zero and one usually more than 0 9
36. on Please enter project title client name project code etc This data will be shown on your reports Soil Layers Table Your stratigraphy model may contain unlimited soil layers Please specify the following parameters for each layer e Soil Layer simple description for layer This field is only for user s information and does not have any effect on bearing capacity analysis e C kg cm2 Coefficient of cohesion 11 PEYSANJ User s Manual Novo Tech Software Ltd e F deg Internal angle of friction between zero and 45 degrees e ES kg cm2 Modulus of elasticity e vi Poisson ratio between zero and 0 5 e g gr cm Wet unit weight e Zi m top depth of the layer e Z2 m bottom depth of the layer There should be no gap between layers so Z1 for this layer should be same as Z2 for layer above For the last layer use a very large number like 1000m to assure that stress bulb would not pass the bottom of your model e Su kg cm2 Undrained shear strength This parameter should only be entered when F 0 based on Hanson bearing capacity theory when F 0 then Su will be considered for shear failure analysis e Cc Cs Consolidation compression and re compression indexes They should only be entered when you want the consolidation settlement to be calculated for this layer If these parameters are entered but water level is below this layer unsaturated consolidation settlement will be calculated for this layer Suunsaturated SUsatu
37. on lost profits business interruption or lost information rising out of Authorized Users use of or inability to use the PEYSANJ even if NOVO TECH SOFTWARE has been advised of the possibility of such damages In no event will NOVO TECH SOFTWARE be liable for loss of data or for indirect special incidental consequential including lost profit or other damages based in contract tort or otherwise NOVO TECH SOFTWARE shall have no liability with respect to the content of the PEYSANJ or any part thereof including but not limited to errors or omissions contained therein libel infringements of rights of publicity privacy trademark rights business interruption personal injury loss of privacy moral rights or the disclosure of confidential information 3 FOR PEYSANJ TRIAL VERSION a The PEYSANJ Trial version may be freely distributed with exceptions noted below provided the distribution package is not modified in ANY WAY b The PEYSANJ Trial version may not be distributed inside of any other software package without written permission of NOVO TECH SOFTWARE c The PEYSANJ Trial version allows the user to publish its work according to the license agreement but nor NOVO TECH SOFTWARE nor any member of the company can be held liable for the content or accuracy of the publication d You may use the accompanying Product free of charge for a period of 14 days for the sole purpose of evaluating the Product If after thi
38. oundations output For raft foundations since the size is considerable shear failure is not usually an issue and restricting the settlement to allowable amount controls the allowable bearing capacity Based on user defined allowable settlement for this footing the corresponding allowable stress is picked from the settlement plot and is shown on a box Exporting the results to Excel Click on the Excel tab in the bearing capacity page This will generate an Excel file containing all Allowable bearing capacity and settlement values for various L B ratios and different foundation widths B The width range and L B ratios can be specified in the Option page quU EX aS bun Loepablay Wed Ucesi Dci E BT nee mt Page Laycet Firman Duo ier m Q a S Fw soas teat d a cove Lam AE B 4 U I gt mou n NL r saa fad 5 7 Ilma E isar I aeo Dele 174 97 4 A wu ad we rod eel Fowwate eps x ater Ret Ue L S UDE t 10 14 do 1e J4 PE eet Seeve ice a of 9 ae e He a ze E se E UE e Ul mm Ut te c Lent E n Lagere j EU Ji drey as 3 14313 oe hi tX 1 UDOME C gam em my Pee Ts Came 0 mm arem ims 14 Che puce de a eda 4 af REVS acean eve peemow com E i eee N Iw oT H l 9H koot OER os i 1 To generate the Excel file please click on Export to Excel button on Excel tab This will take few minutes to prepare the file Please be patient 14 PEYSANJ User
39. rated a Where a is a factor less than one You may specify a in Analysis Parameters frame e Pc kg cm2 Pre consolidation stress for consolidation settlement e eo Void ratio e Pre consolidated Only select this option if your layer is pre consolidated To delete a layer click on row header to select the whole row and then press DELETE key on your keyboard If there is a bedrock in your model only enter soil layers when program computes the stress bulbs no settlement will be calculated beyond the defined soil layers It is recommended to press Save button on toolbar right after you entered the data Then close the form and re open it from Projects page In this section ground water level and wet unit weight for soil above the foundation level should be specified Please notice that ground water level is measured from underneath the footing always positive number Analysis Settings This section contains parameters which are very important for bearing capacity analysis e Allowable Settlement cm this amount is usually one inch 25 4mm for pad strip footings e Er Es is the ratio of modulus of elasticity of re loading Er to loading Es part The best way to estimate the Er is to use the Plate Loading Test at the beginning of second cycle of this test the slope of the stress deformation curve Er is comparatively sharper than 12 PEYSANJ User s Manual Novo Tech Software Ltd normal slope of the curve Es
40. s and other references for more details Note Recently there has been technical discussions by Dr Boulanger and Dr Idriss 2010 about the accuracy and reliability of Cetin et al 2004 method Therefore it is recommended that this method is used with cautious and full understanding of its risks To obtain the full report please contact us 4 2 2 Cyclic Stress Ratio CSR The Cyclic Stress Ratio CSR is given by Seed and Idriss 1971 formula iw 5 CSR 0 65 38 PEYSANJ User s Manual Novo Tech Software Ltd Where CSR 7 5 the cyclic stress ratio with reference to earthquake magnitude of 7 5 O total overburden pressure at the depth considered oy effective overburden pressure at the same depth amax maximum horizontal acceleration at the ground surface g acceleration due to earth s gravity ra stress reduction factor more See 4 2 4 4 2 3 Magnitude Sclaing Factor MSF Since the CSR and CRR are provided for earthquake magnitude of 7 5 a Magnitude Scaling Factor should be multiplied at CRR to adjust its value for the target earthquake magnitudes Peysanj covers the following MSF methods Tokimatsu amp Seed 1987 2 5 0 2M Idriss NCEER 1997 7 5 M 2 56 other methods source NCEER 1997 report Youd amd Noble this P 2055 P 3 P lt 50 iB 98 10 4 2 4 Stress Reduction Factor Peysanj covers the following methods for calculating rg NCEER 1997
41. s period you wish to continue using this Product you are required to purchase it In other case you are required to remove this Product in its 4 PEYSANJ User s Manual Novo Tech Software Ltd entirety from all computers on which it is installed e You shall not use copy rent lease sell modify decompile disassemble otherwise reverse engineer or transfer the Product except as provided in this Agreement Any such unauthorized use shall result in immediate and automatic termination of this Agreement 4 FOR PEYSANJ REGISTERED VERSION a You may install and use the Software on a single computer OR install and store the Software on a storage device such as a network server used only to install the Software on your other computers over an internal network provided you have a license for each separate computer on which the Software is installed and run A license for the Software may not be shared installed or used concurrently on different computers b The PEYSANJ Registered version allows the registered user to publish its work according to the license agreement but nor NOVO TECH SOFTWARE nor any member of the company can be held liable for the content or accuracy of the publication c The PEYSANJ Registered version guaranties to the registered user free updates for a whole version cycle and for 12 twelve months d You shall not use copy rent lease sell modify decompile disassemble otherwise reverse engineer
42. ss Se Elastic settlement Sc Consolidation settlement a User can specify what percentage of consolidation settlement should be considered in the total settlement calculation The default value is 1 However user can choose a lower value if the layer is not saturated to account for lower moisture contents in clay silt layer Apply Rb in 3rd term If this option is selected selected Rb 1 0 25 Log 0 5B will be applied to the 3rd term of Hansen bearing capacity formula 31 PEYSANJ User s Manual Novo Tech Software Ltd Liquefaction amp PMT tab This tab allows user defining the analysis methods used for the calculation of liquefaction and pressure meter test Apply all SPT comections Deh conecten Rod length comet Custome settings custom txt file ignore_depth_factors False Apply All SPT Corrections If selected by user SPT blow counts will be corrects during soil liquefaction analysis based on user s settings It is assumed that N60 numbers are entered by user Pressure meter Probes Here is a list of default probes used for pressure meter test User can expand this list by adding more probes to the list 32 PEYSANJ User s Manual Novo Tech Software Ltd Custom Settings Although not every user may use this feature it is possible to edit custom txt file copied in the Peysanj installation folder and change the value of these two parameters ignore depth factors If set to True all
43. tor BOT Blows NN 0 0 2 0 4 0 6 0 8 012 34 5 20 40 60 Water Level 0 Earthquake Magnitude M Required Safety Factor MSF Method Analysis Method Seed et al 1983 m choose liquefaction analysis CRR method here Safety Factor CRR CSR MSF K Gently sloped BEN J Free face m e a Zum S 0g LDI Yaniz 1 43 m at i i i Br ir mke be e oie en eD mi ee S RD Please enter soil layers below Layers with more than 50 fines content will be ignored for postJiquefaction settlements m ae P Depth m a Depth m Depth m rim oh m Post Liquefaction Movements Lateral Displacement 21 14 m Site Settlement 20 14 m enter soil layers here Printing the results Press Print button from the toolbar to see the calculation details and the report The graphs In order to obtain the details of stress values at each depth simply double click on the chart more See 3 9 amp IHow to use the main toolbar See 3 4 E3Working with graphs See 3 4 E3Print preview page features See 3 8 16 PEYSANJ User s Manual Novo Tech Software Ltd 3 6 3 Plate Loading Test This page is designed for calculating plate loading test Please enter all 3 settlement gauge readings and press Calculate button from the top toolbar Modulus of subgrade reaction for each cycle of loading unloading will be calculated separately and will be presented in the table Printing the
44. uefactiorf ut Liquefaction e ye 0992 Liquefaction 0 4 0 2 Liquefaction Cyclic Stress Ratio fav Ovo Cyclic Stress Ratio Tav vo Lodge 1994 0 100 200 300 400 0 100 200 300 400 Stress Corrected Shear Wave Stress Corrected Shear Wave Velocity Vs m s Velocity Vs m s My 7 5 Ma 7 Figure 1 Proposed cyclic stress ratio based on shear wave velocity The relationship proposed by Lodge 1994 provides a conservative lower boundary for liquefaction case histories with Vs less than about 200 m s The relationship by Robertson et al 1992 is the least conservative of the three Professor Ricardo Dobry suggested a relationship between cyclic resistance ratio and Vs for constant average cyclic shear strain This formula supports a CRR bound passing through the origin and provides a rational approach for extrapolating beyond the limits of the available field performance data at least for lower values of Vs Vsi lt 125 m s For higher values of Vs Andrus and Stokoe reason that the CRR bound should become 46 PEYSANJ User s Manual Novo Tech Software Ltd asymptotic to some limiting Vs value This limit is caused by the tendency of dense granular soils to exhibit dilative behavior at large strains Thus equation is modified to tav O yo CRR a Vsi1 100 b Vsic Vsi b Vsic where Vs is the critical value of Vs which separates contractive and dilative behavior and
45. with graphs See 3 4 E3Print preview page features See 3 8 10 PEYSANJ User s Manual Novo Tech Software Ltd 3 6 Engineering Analysis 3 6 1 Bearing Capacity This module is used to calculate allowable bearing capacity of shallow foundations with simultaneously checking both shear failure and settlement Each part of this page is explained below enter soil stratigraphy data here one layer per raw Thon LERF Z Enter soil layers from the underside of the footing Pre Soil Layer consolidate a gr cm3 2 1 8 7 E 1 75 4 hr E E 7 Parameter Ave Unit Weight of Soil Above the _ Groundwater Level below footing Factor of Safety Allowable Settlement Reloading Factor Er Es Settlement aie Shear Failure ii bearing capacity 12 Rc fo i Allowable Bearing Capacity a Rigidity Factor Unsaturated Cons Settl Factor E LI m S m LJ a E x m H c m a m x D ef 02 04 06 08 1 12 L4 16 1 8 2 4 Foundation Width m _ Parameter Foundation Width m L B 0 2 0 4 O06 O8 L2 14 L6 1 8 Df enter Excavation Depth 0 footing Horizontal Load B direction character Horizontal Load L direction istics Vertical Load Moment around B settlement chart Total Settlement cm Hus w Uu HN oUu no E Generate Excel Report AB graphs x Elastic Consolidation Total Settlement Project Informati
46. y Factor and p Ns or stability factor is calculated based on slope height H soil unit weight y and soil cohesion C as shown below 18 PEYSANJ User s Manual Novo Tech Software Ltd This parameter is a key factor for estimating the stable slope angle according to this methodology E3How to use the main toolbar See 3 4 Working with graphs See 3 4 amp Print preview page features See 3 8 3 6 6 Lateral Earth Pressure Coefficients You can calculate lateral earth pressure coefficients in static and earthquake conditions using this page passive earthquake K backfill soil data amp geometry active earthquake K legend Lateral Earth Pressure Coefficients Data d 067 a 0 a i Mononobe Dkabe Kpa Mononobe Dkabe Kae dD j 1 6 l L4 D l z J lj Rankin E ath Pressures static u f Kp 3255 j x 0 n F EP F static F condition 0 6 rp Columnb Earth Pressures static K pub Kam 275 1 4 Eu Kp 371 0 2 0 1 Dz 23 O84 O85 ub OF 0 1 1 03 O4 05 Ub 7 Eh ah Kh ah q D Cee cues kal cote Ke cee ee umm Kiet Ke tes el 2 cates kaj come Ky 0 4 ee Kv 5 code KyveQ 3 cope Kye 4 cote Kye 5 Wall geometry and soil data Please enter the soil parameters and geometry as specified in the legend and press Calculate button 19 PEYSANJ User s Manual Novo Tech Software Ltd Static Conditions Kh and Kv are horizontal and vertical a
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