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HelixPile 2012 – User`s Manual USER` S

1. Figure 3 3 4 Test Data Soil Types o ff es Soil Types 1 Name and Basic Soil Type Soil Name F Coor 7st Data SPT Estimator Notes Other G i Description Fill S1 2 Soil Type Behaviour Clay Sand Silt Rock Clay Rock Less 3 Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained A General E Adv 4 Unit Weights Density 7 20 kNim3 gt ra wert 5 Strength Parameters and Poisson Ratio c o kPa 30 degrees Su 0 kPa oy Omittec degrees v0 35 peak Omittec degrees 20 a U 0 Su U 0 100 200 300 400 6 Permeability E Elasticity modulus Kx 0 0001 weer Kz 0 0001 m sec We Add New Soil 8 Kee cocflidents The ultimate skin friction can be used to calculate the geotechnical capacity of tiebacks To do this you have to switch on the Use Soil Bond Strengths Options for the tiebacks Otherwise the program will either average the vertical and horizontal confining stresses or use the bond stress as defined in the Geotech tab from the tieback section option KoNC 05 nOCR 05 Ko KoNC OCR nOCR Delete Selected Soil Figure 3 3 5 SPT Estimator In addition next to the main data there is the symbol This symbol opens a list of tools that can help the user estimate the soil data values according to published literature Deep Excavation LLC Page 43 HelixPile 2012
2. G A Design Sections Shows available design sections E D Base model ER 0 stages 2 E e O Stage 0 Pile loads right click to add or erase Ee Piles Piles right click to add or erase mos TL 7 0 Eh gt oe tl pie ad Available soil types by clicking the user can Ese den 0 Foomp 1k Ftension Ok yee Wy e T Soils select which soil s properties to modify Ar 1 F Miscellaneous f Available boreholes by clicking the user can a Zb 2 01 Soft organic day peat select which borehole s properties to modify r 3 02 Organic Sit Helical anchors by clicking the user can select Ar 4 51 Medium dense sand 5 V Varved clay glacial Poad AMG GT Dense glacial till anchors Ar 7 R Bedrock good condition ve Stratigraphy Boreholes to change the properties of the helical a Helical anchors E at D Shaft 2 3 8 12 inch helix A 1 Shaft 2 7 8x 12 inch helix 2 Shaft 3 1 2 x 12 inch helix 3 Shaft 4 1 2 x 12 inch helix at 4 MH31 Galvanized 5 MH313R Galvanized a E MH325 Galvanized Deep Excavation LLC Page 15 HelixPile 2012 User s Manual 2 3 General menu General Properties Model Settings Design Results Report View Help Ground 0 00 gt Lt Singles mn A Pr Water 15 00 lt Edit add Clays Analysis pile loads Default Approach Service settings Elevations External pile loads Clays Load combinations Analysis settings Figure 2 3 1 Project info
3. Torsion of Structural Concrete Portland Cement Association Bulletin D134 pp 203 238 Huang F C Mohmood M Joolazadeh and G W Axten 1995 Design Considerations and Field Load Tests of a Helical Anchoring System for Foundation Renovation Foundation Upgrading and Repair for Infrastructure Improvement pp 76 88 Reston VA American Society of Civil Engineers ICC Evaluation Services 2003 AC228 Acceptance Criteria for Corrosion Protection of Steel Foundation Systems Using Polymer EAA Coatings www icc es org 2004 Dixie Anchoring Helical Foundation System ICC ES Legacy Report 21 47 Www iCc es org 2007 AC358 Acceptance Criteria for Helical Pile Foundations and Devices www icc es Org Industrial Galvanizers America 1999 Product Galvanizing Brochure International Business Publishers Atlanta GA International Code Council 2006 International Building Code IBC Washington DC International Code Council Johnston G H and B Ladanyi 1974 Field Tests of Deep Power Installed Screw Anchors in Permafrost Canadian Geotechnical Journal Vol 11 No 3 pp 348 359 Jones D A 1986 Principles and Prevention of Corrosion 2nd ed London Prentice Hall Klym T W H S Radhakrishna et al 1986 Helical Plate Anchors for Tower Foundations In Proceedings of Symposium on Anchor Systems in Geotechnical Engineering Toronto Canadian Geotechnical Society Deep Excavation LL
4. Perko H A and R A Doner in press Full Displacement Augered Friction Piles and a Method for Estimating Capacity Proceedings of the 34th Annual Conference of the Deep Foundation Institute Kansas City MO Perko H A and S Rupiper 2002 Helical Pile Engineering Handbook Manufacturer technical Literature Larkspur CO Precision Pier USA Prasad Y V S N and S Rao 1994 Pullout Behavior of Model Piles and Helical Pile Anchors Subjected to Lateral Cyclic Loading Canadian Geotechnical Journal Vol 31 No 1 pp 110 119 Deep Excavation LLC Page 69 HelixPile 2012 User s Manual Prasad Y V S N and S N Rao 1996 Lateral Capacity of Helical Piles in Clays Journal of Geotechnical Engineering Vol 122 No 11 pp 938 941 Prayer J H et al 1980 Material Performance as referenced by Jones 1986 Puri V K R W Stephenson E Dziedzic and L Goen 1984 Helical Anchor Piles under Lateral Loading Laterally Loaded Deep Foundations Analysis and Performance ASTM STP 835 Langer Mosley and Thompson Eds West Conshohocken PA American Society for Testing and Materials pp 194 213 Radhakrishna H S 1972 Helix Anchor Tests in Stiff Fissured Clay Ontario Hydro Research Division Report No 72 12 H Nanticoke Ontario Ontario Hydro Radhakrishna H S 1976 Helix Anchor Tests in Sand Ontario Hydro Research Division Research Report No 76 130 K pp 1 33 Rao S N and
5. User s Manual 3 4 Data entry Soil Layers By pressing the Borings button via of the Properties tab the Soil Layers dialog appears Here we add or remove soil layers specify their top elevation and the soil type to be used In addition we can define the exact position of the boring on the screen This dialog also appears if the user double clicks on the boring or if he selects it from the tree view All these are presented in Figure 3 4 1 The OCR over consolidation ratio can be defined herein The user can include as many borings as desired Each independent design section can include a different boring The x coordinate controls where the boring is shown in your design section view Each design section uses one boring soil strata You can use a diferent boring on each design section 2 Boring Layers Layer Hevations Ko Edit Figure 3 4 1 The soil layers dialog Deep Excavation LLC Page 44 HelixPile 2012 User s Manual 3 5 Data entry Helical Piles From the Helical Anchors dialog Figures 3 5 1 and 3 5 2 the user can select an anchor from the existing database of anchors or add some sections to the database These anchors can use in the project The General tab contains basic structural information The Geotechnical capacity tab contains options for calculating the geotechnical tieback capacity The properties included in this dialog are presented and described in the table below HelixPile 2012 has
6. D Helical plate diameter y Soil unit weight Oz Effective vertical stress The bearing capacity factor N according to Vesic 1974 is calculated as q 0 5 12 Q 9 94 The bearing capacity factor N according to Vesic 1974 is calculated as Ny N 1 tan 1 4 9 Where is the effective friction angle in degrees For fine grain soil where w O degrees Hansen and Vesic equations yield a N equal to 10 However Skempton 1951 showed both theoretically and experimentally that N approaches a constant value of 9 for deep foundations Most practitioners used Skemption s result for the w O degrees condition Under this condition the second and third terms in bearing capacity equation go to zero because Ne 1 and Ne O For this reason the program assumes a conservative value of N 9 even when the friction angle is greater than 0 However use of general bearing capacity equation would result in the calculated ultimate bearing pressure increasing without bound as q increases steadily with depth In many cases this leads to an overprediction of bearing capacity It has been proposed that the bearing pressure at the base of a deep foundation reaches a maximum limit at some critical depth Meyerhof 1951 1976 The critical depth has been established for straight shaft piles based on a number of load tests However previously published critical depths for other types of deep foundations may not apply to helical piles Perko 2009 conclud
7. model limits ground and water elevations load and clay settings load combinations and analysis settings fe Project Project Info by pressing the button fe we can change the project file company and engineer name ka Project Information Project Information Project Name My Project File Number 1 Prepared By Engineer Additional Description Deep Excavation Project Figure 2 3 2 Project information dialog ISS Move model elevation by pressing the button Model Elev we can change the model elevation by entering a new top of wall elevation e RAAL o E 1 Set Surface Level Top of wall EL Hlevation 0 m Surcharge Elevations ICT Footings A Buildings 2 Apply Changes to Stages 6 All Stages This Stage nby From Stage D of Figure 2 3 3 Model Elevation dialog Deep Excavation LLC Page 16 HelixPile 2012 User s Manual The user can choose the objects to be affected by the change in elevation These are Pile top elevations Surcharge elevations Elevations of all footings and buildings The top of the pile is used as the point of reference for changing all elevations SS Model Dimension Limits by pressing the button De Zeie We can change the design section name and the model Limits to create a better view of the model Design Section Name and General Data o E SS 1 Design Section Name Base model 2 Soil Stratigraphy Boring This design sectio
8. 1 Adding Pile Loads Line loads in HelixPile can be added for each construction stage The user has to click on button i Ke Edit add pileloads jn the General tab of HelixPile to add or edit the loads Example Adding Loads z Step 1 Click on the button ier Figure 4 1 1 Step 2 Choose to add new load Figure 4 1 2 Step 3 Modify the load type and magnitude Figure 4 1 3 Step 4 Choose whether to apply this load to all stages or to modify it for each stage Figure 4 1 4 Toads on pile ES List of loads Load properties Live load LL Live load 1 Name Live load 2 Load Type EEN SR Kb Lk eet si Settings Design Results Report SE 7 Apply same load on all stages V Activate for current stage 3 1 Forces Axial load 1 Edit add pile loads Add new load Delete selected load Figure 4 1 1 Add a load tool step 1 Figure 4 1 2 Add a new load step 2 Loads on pile es Loads on pile List of loads Load properties List of loads Load properties 1 Name Live load LL Live load 1 Name Live load Load 2 DL Dead load AF Live load 2 Load Type 2 Load Type LL Live load MM LL Live load z 3 Load magnitude 3 Load magnitude V Apply same load on all stages V Activate for current stage 3 1 Forces pad for even stage Axial load 1 k Active Adal force SCH gt Stage 0 Stage 1 Ni 30 Apply same load on all stages Wi aCiuate tor curre
9. Apply US allowable settings to the design Use US LRFD settings Apply US LRFD settings to the design Use AASHTO US LRFD settings Apply AASHTO LRFD settings to the design Italian DMO8 Settings Apply Italian DMO8 settings to the design Safety factors Here we can define several safety factors to be used in the design We can define the Shaft FS the bearing capacity FS as well as a custom structural FS Structural factors Here we can define load factors that are applied when an ultimate steel code is used for buckling Please refer to section 5 4 for more information Deep Excavation LLC Page 33 HelixPile 2012 User s Manual 2 8 Results menu General Properties Model Settings Design Results Report View Help Jy Show tension condition how cylinder failure Jy Show individual plate method Ratios Capaci Helical pile results GEO Ta pacity D Figure 2 8 1 The Results tab menu This tab contains a list of results that can be either viewed on the model or presented in diagrams or tables Results can be presented when the analysis has been completed The following options are provided e Show the structural rations on screen e Show the critical condition results on screen e Show the cylinder failure results on screen e Show the individual plate results on screen e Show the results for tension condition on screen 2 9 Report menu From the Report tab we can control options for viewing reports i
10. Art Volume pp 225 290 Peck R B W E Hanson and T H Thornburn 1965 Foundation Engineering New York John Wiley and Sons Perko H A 1999 Summary of Earth Retaining Methods Utilizing Helical Anchors Magnum Piering Technical Reference Guide Engineering Analysis Section 3 Cincinnati OH Magnum Piering Inc 2001 Energy Method for Predicting the Installation Torque of HelicalFoundations and Anchors In New Technological and Design Developments in Deep Foundations pp 342 352 Reston VA American Society of Civil Engineers Bee Deep Excavation LLC Page 68 HelixPile 2012 User s Manual 2003 Lateral Capacity and Buckling of Helix Pier Foundations In Proceedings of the Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute Cincinnati OH 2004a Introduction to Corrosion and Galvanizing of Helix Foundations In Proceedings of the Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute Tampa FL 2004b HelipostTM Engineering Handbook Rev 2 Fort Collins CO Secure Piers LLC 2005 Underpinning and Shoring for Underground MRI Research Facility at Ohio State University In Proceedings of Underground Construction in UrbanEnvironments Specialty Seminar by ASCE Metropolitan Section GeotechnicalGroup at the Geo Institute of ASCE New York NY 2006a Geotechnical Techniques Used in Planetary Exploration Keynote address Proceeding
11. affect analysis results Di Soil Layers o XxX Available Borings 1 General Boring Information Coordinates Name Boring 1 Coordinates X 70 m Y0 m The x coordinate controls where the boring is shown in your design section view Each design section uses one boring soil strata You can use a different boring on each design section 2 Boring Layers Layer Hevations Top Figure 2 4 3 Edit soil layers dialog CPT CPT logs CPT logs by pressing the button ioia we can add borings and soils by using a CPT test results file as performed by Geologismiki CPT The options of Figure 2 4 4 are available By choosing a CPT log input file the following dialog appears Deep Excavation LLC Page 24 HelixPile 2012 User s Manual Properties Model Loads Supports Seismic Ar gt E tt O CPT logs Edit Wall Edit anchor Edit slab Edit strut Helis 5 import sections sections sections sections SE jra Ee E Ee r bert Ips fo Support Extract CPT to Borings and Soils CPT table www geologismiki gr Figure 2 4 4 Available options for CPT logs The following options are available Import from Geologismiki CPT Select a CPT file to import Extract CPT to Borings and soils Choose to add the soils from CPT log to the model s soils and borings databases CPT table This opens the CPT dialog www geologismiki gr This leads to the site of Geologismiki Available CPT logs o E 2 Available CPT log
12. software program that includes powerful features and versatile options for helical pile design HelixPile offers the ability to work with many design sections of a model that can represent various conditions In a sense a design section is a design scenario This way multiple conditions can be examined simultaneously The main interface is shown in Figure 2 1 1 The general philosophy in creating a model in HelixPile is 1 Specify the global coordinates 2 Specify the soil types and properties 3 Specify the layers and stratigraphy 4 Create a generalized water table 5 Specify the pile properties depth x coordinate number and dimensions of plates 6 Specify different stages 7 Specify HelixPile analysis combinations and standards 8 Analyze the project The general tabs that appear on the top of the program have the following functions 1 General This tab includes general information about the project model limits general settings and the HelixPile analysis options 2 Properties This tab contains various information about Borings and soils 3 Model Here we can define borings surface and water elevations and add or delete stages 4 Settings Here we can modify the general program settings units language options etc 5 Design In this tab we can define code options and several safety factors 6 Results In this tab we can select to present results directly to the screen after the analysis is performed 7 Re
13. to the formula q f y d N 1 where d is the helix diameter f is commonly taken as 2 according to recommendations by Perko 2009 Deep Excavation LLC Page 20 HelixPile 2012 User s Manual 3 Comosion 4 Unbraced length 1 Pullout capacity method and geotechnical safety factor Individual bearing resistance method Bearing resistance method individual plate and cylinder 1 Include shaft resistance on fixed length Include shaft resistance Use a limiting vertical stress Cylinder method Mitsch Clemence D De 0 08 fr E Include tip resistance for compression plugged pipe Use bearing limit of Nam ti 2 Use soil concrete bond strength F Use general soil bond values E Use user ultimate bond 3 4 Frictional Shear Resistance D om steel 50 onconcrete 66 3 6 Cohesional Shear Resistance Use factor onc or Su am 7 Oto 1 Use Adhesion Cohesion Adhesion Factors ksf Factor cto D for c gt 3 05 Figure 2 3 9 Helical capacity analysis settings General tab Advanced tab e The structural allowable stress factor for determining the structural pile Capacity e The fixed body and free length colors for the helical piles e Choose to use custom geotechnical capacity Deep Excavation LLC Page 21 HelixPile 2012 User s Manual Helical capacity analysis settings oS cl 2s 1 General 2 Advanced 3 Corrosion dh 1 Structural Allowable Stress Factor Allowable Stress Facto
14. 1 msec Add New Soil D Attest coefficients Ko KoNC OCR n0CR Delete Selected Soil Figure 3 3 3 Define main soil data Deep Excavation LLC Page 42 HelixPile 2012 User s Manual If the user presses the Show Test Data button the dialog expands to the right Here are available tools for estimating main soil data properties from in situ tests Data for standard penetration tests cone penetrometer tests and pressuremeter tests are included Figures 3 3 4 and 3 3 5 Soil Types Sg Soil Types 1 Name and Basic Soil Type Soil Name F G i Description Fill S1 2 Soil Type Behaviour Ave ND Clay Sand Silt eT Clay Rock NEO Omitted Hammer Efficieny n 65 3 Default drained undrained behavior for clays See DR Omitted Undrained behaviour Drained 2 Speci in situ stresses and Plasticity Index A General E Adv G Omitted kPa PI Omitted 4 Unit Weights Density 7 20 Nmf rap weer E a Omitted kPa D ey Omitted mm 5 Strength Parameters and Poisson Ratio OCR 1 e 0 kP gt 30 degrees gt a g 3 Cone Penetrometer Data Su 0 kPa oy Omittec degrees v0 35 peak Omittec degrees 6 Permeability Kx 0 0001 msec Kz 0 0001 msec EE 8 At rest coefficients KoNC 05 nOCR 05 Ko KoNC OCR nOCR Delete Selected Soil Qshaft Omitted kPa Qtip Omitted kPa ConeFactorN 15 4 Pressuremeter Tests P Omitted MPa
15. 5 2 Custom layers mode The option Use custom layers switches on the custom layer mode The reset layers from boring option resets all custom layer lines to horizontal using the boring applicable for the current design section The draw layer line tool enables the user to draw a layer line by clicking in the model left to right Press enter to complete Deep Excavation LLC Page 29 HelixPile 2012 User s Manual Stages In this area we can add delete insert or copy a construction stage COUI LIKE akTIIHLUIOI Add a new construction stage Deletes the current construction stage Insert a construction stage after the current stage Copy Stage Copy selected construction stage Paste Stage Paste construction stage By clicking on the button _ the Ground water table dialog shows up E Ground Water Table Stage 0 o xX Left Side Water Groundwater Options ert Hydrostatic Elev ft Water density Gy 4 et stage Apply Changes to Stages CC All Stages This Stage Only CC From Stage 0 Figure 2 5 3 Ground water table The following table presents the options that are included in the ground water table dialog Define the general water elevation Define the water density yw Deep Excavation LLC Page 30 HelixPile 2012 User s Manual 2 6 Settings menu General Properties Model Settings Design Results Report View Help e e Leg A Units Length Displacement Forc
16. A ASTM International ASTM A653 Standard Specifications for Continuous Sheet Galvanizing Annual Book of Standards West Conshohocken PA ASTM International ASTM B695 Standard Specifications for Coatings of Zinc Mechanically Deposited on lron and Steel Annual Book of Standards West Conshohocken PA ASTM International Deep Excavation LLC Page 61 HelixPile 2012 User s Manual ASTM D1143 Standard Test Method for Piles under Static Axial Compressive Load Annual Book of Standards West Conshohocken PA ASTM International ASTM D1586 Standard Test Method for Standard Penetration Test SPT and Split Barrel Sampling of Soils Annual Book of Standards West Conshohocken PA ASTM International ASTM D2166 Standard Test Method for Unconfined Compressive Strength of Cohesive Soil Annual Book of Standards West Conshohocken PA ASTM International ASTM D2487 Standard Classification of Soils for Engineering Purposes Unified Soil Classification System Annual Book of Standards West Conshohocken PA ASTM International ASTM D2488 Standard Practice for Description and Identification of Soils Visual manual Procedure Annual Book of Standards West Conshohocken PA ASTM International ASTM D3441 Standard Test Method for Mechanical Cone Penetration Tests of Soil Annual Book of Standards West Conshohocken PA ASTM International ASTM D3689 Standard Test Method for Individu
17. BS Papers on Underground Corrosion of Steel Piling National Bureau of Standards Monograph 127 Gaithersburg MD NIST Rupiper S 1990 Helix Piers Are Solutions for Column Reactions In Abstracts of the Proceedings of the 8th Structures Congress Baltimore MD ASCE 1994 Helical Plate Bearing Members A Practical Solution to Deep Foundations In Proceedings of the International Conference on the Design and Construction of Deep Foundations Vol 2 Hawthorne NJ Deep FoundationInstitute pp 980 991 Rupiper S and W G Edwards 1989 Helical Bearing Plate Foundations for Underpinning In Proceedings of Foundation Engineering Congress SCE CO Division Evanston IL June 25 29 Sailer D and B Soth 2004 Helical Pier Foundations for Problem Sites Journal of Light Construction May Deep Excavation LLC Page 70 HelixPile 2012 User s Manual Schmidt R 2004 Screw Piles Uses and Considerations Structure Magazine June pp 25 31 Seider G 1993a Eccentrically Loaded Helical Pier Systems Bulletin 01 9303 Centralia MO A B Chance Company 1993b Eccentric Loading of Helical Piers for Underpinning In Proceedings of the 3rd International Conference on Case Histories in Geotechnical Engineering St Louis MO Vol 1 pp 139 145 2004 Helical Foundations What an Engineer Needs to Know Structure Magazine Vol 11 No 6 pp 27 28 Skempton A W 1951 The Bea
18. C Page 66 HelixPile 2012 User s Manual Lutenegger A J 2003 Helical Screw Piles and Screw Anchors An Historical Prospective and Introduction In Proceedings of the Helical Foundations and Tie Backs Seminar Deep Foundation Institute Cincinnati OH Lutenegger A J B L Smith and M G Kabir 1988 Use of In Situ Tests to Predict Uplift Performance of Multi Helix Anchors Special Topics in Foundations ASCE pp 93 110 MacLean Dixie 2009 Product Information Bulletin No 008 0 Manufacturer Product Literature MacLean Dixie Franklin Park IL McKeen R G and L D Johnson 1990 Climate Controlled Soil Design Parameters for Mat Foundations Journal of Geotechnical Engineering 116 7 pp 1073 1094 McOmber R M and R W Thompson 2000 Verification of Depth of Wetting for Potential Heave Calculations In Advances in Unsaturated Geotechnics Proc Sessions of Geo Denver C Shackelford S Houston and N Y Chang eds pp 409 422 Meyerhof G G 1951 The Ultimate Bearing Capacity of Foundations Geotechnique Vol 2 No 4 pp 301 331 1976 Bearing Capacity and Settlement of Pile Foundations Journal of Geotechnical and Geoenvironmental Engineering Vol 102 No 3 pp 195 228 Meyerhof G G and J I Adams 1968 The Ultimate Uplift Capacity of Foundations Canadian Geotechnical Journal Vol 5 No 4 pp 224 244 Michaelides O G Gazetas G Bouckovalas and E Chrysi
19. Deep Excavation LLC Page 7 HelixPile 2012 User s Manual 1 5 Activating the software In order to activate the license the following steps are required 1 Download and install the software 2 Keep the SHIFT key pressed or CAPS locked and start HelixPile 2012 3 The activation window should appear Figure 1 5 1 4 E mail us the SITE and MID codes that appear in this window see Figure 1 5 1 5 We will then e mail back the user s activation code 6 Restart the program with CAPS locked and enter the activation code in the Deep Paratie activation window select the option Unlock application Figure 1 5 2 please pay attention not to paste the activation code with any additional space characters 7 Press Continue F078 5B73 CFCB F0D4 C Extend license Remove license Transfer license Send codes f Enter application LICENSED Figure 1 5 1 The HelixPile activation window SITE and MID codes Deep Excavation LLC Page 8 HelixPile 2012 User s Manual FO 78 56 73 CFCB FOD4 Activation code Extend license Remove license Transfer license New Site code Ce Enter application LICENSED coe eessen Figure 1 5 2 The activation code area Deep Excavation LLC Page 9 HelixPile 2012 User s Manual Chapter 2 Using HelixPile Deep Excavation LLC Page 10 HelixPile 2012 User s Manual 2 1 Using HelixPile HelixPile is a user friendly
20. General Properties Model Settings Design Results Report View Help Grid RB Snap Option Aa fA Co ax Axes On Off o S Soil table en results are shown RB Snap On Off ony position Transparency Grid Snap Zoom Dimension Figure 2 10 1 The View tab menu Transparency By pressing the button we can make the model transparent when results are shown The transparency can be adjusted from the vertical bar Result legend By pressing the button s we can turn the result legend on or off Grid Grid snap By pressing the button axis or show a grid we can change the view options of the snap and Zoom and Dimension These icons are explained in Chapter 2 1 1 Deep Excavation LLC Page 35 HelixPile 2012 User s Manual 2 11 Help menu General Properties Model Settings Design SO tf th OF What OpenHelp Opentechnical Open theory About EULA Terms s new Manual documents folder manuals folder of Use Help and Manuals Other Results Report View Help Figure 2 11 1 The Help tab menu About EU LA Terms About and terms of use By pressing the button of Use terms of use of HelixPile Deep Excavation LLC Page 36 the user can read the HelixPile 2012 User s Manual Chapter 3 Data Entry Deep Excavation LLC Page 37 HelixPile 2012 User s Manual 3 1 Data entry General HelixPile is a user friendl
21. Helical Screw Piles in Alberta Soils Master s thesis University of Alberta Edmonton Deep Excavation LLC Page 72
22. HelixPile 2012 User s Manual HelixPile USER S MANUAL HelixPile software program Version 2012 Version 1 0 Issued 12 March 2012 Deep Excavation LLC www deepexcavation com Deep Excavation LLC Page 1 HelixPile 2012 User s Manual Table of Contents Chapter 1 Introduction to HelixPile ccc ceseccccsseccesceceesceceesceeceeceeeneeeeescesaeseceseneceeeneesseaeesaueecesseceneness 4 1 1 About HelixPile Helical Pile Engineering Program 5 1 2 Software Compatibility amp Installation eee cesccccccesecceceesceeceeseececeesecceeeeseceseuneeceeseneceessesecesseneres 5 1 3 Support amp Technical Assistance 5 1A AC KNOW lOGS CINE EE 5 SCH alae MO c Ee E EE 5 TSA gaan Ee E 8 Chapter 2 Using EE DIE 10 ALUDE HEPIE orea eda vecunenesats nec eecsapeeedeesancio main Gudteeovasinceedoesnteesecsaeentees 11 2 2 1 HelixPile Ke teil ar FUNCT ONS cts cexescvectanccuesiersasceciebewscdunciweweseevseenasoduetoneuvanenabicsaetiadeccandivaseneicesestiadeacess 12 2 2 2 Design Section List and Project Tree View 15 ETC HR En EE 16 SEITEN 23 2 5 Model MCN EE 29 SEET 31 PP BDE CRIN EE 33 DZ Bee UR TNC EE 34 29 REDO MENU TE 34 PALO RU a E E Ree nee ee ree errr nen ere ner ner ner Cte eer ee te ere et cee N 35 E ag Fe e A un TEE 36 Chapter 3 Data NY E 37 Se elie ENET EE 38 32 Data entry Project informatio EE 39 33 Data entry SOI Date ap bess ccacseacsaneansvevieneviatesanccauaunesieceeocaisb EEEE DEAN Oa REEE E
23. LLC Page 19 HelixPile 2012 User s Manual Load combinations Here we can select to general a series of load combinations from specified standards such as AASHTO EC7 etc Sc ee ee S i EL Lr a e PHP Wet Eu NETEN PEELE E LP ee ny Approacl El Generate all Eurocode cases EUIROT oac GG EE General all DMOS cases Italia Generate all DIN 1054 cases 2005 Germany General all EC cases Greece GH Generate all XP94 cases France Soil nail walls Figure 2 3 8 Load combinations available in HelixPile A Analysis Analysis Settings By pressing the button tings the Helical pile analysis settings dialog appears General tab Here we can define the general analysis settings that control how calculations are performed Include shaft resistance If selected then shaft side resistance will be included If we opt to include shaft resistance then the following options become available Please refer to section 5 2 for more information Use limiting effective stress If selected then a maximum limiting effective stress is used for the cylinder method for shaft side resistance and for bearing capacity calculations Include tip resistance If selected then the tip resistance will be included in the compression bearing capacity calculations Tip resistance should be included only when the helical shaft is fully plugged Use bearing limit If selected then the ultimate bearing pressure at each plate is limited according
24. WRITTEN MATERIALS INCLUDING RESTRICTIONS FOR USE IF ANY ARE PROVIDED AS IS WITHOUT WARRANTY OF ANY KIND FURTHER DEEP EXCAVATION DOES Deep Excavation LLC Page 6 HelixPile 2012 User s Manual NOT WARRANT GUARANTEE OR MAKE ANY REPRESENTATIONS REGARDING THE USE OR THE RESULTS OF THIS USE OF THE SOFTWARE OR WRITTEN MATERIALS IN TERMS OF CORRECTNESS ACCURACY RELIABILITY CURRENTNESS OR OTHERWISE THE ENTIRE RISK AS TO THE RESULTS AND PERFORMANCE OF THE SOFTWARE IS ASSUMED BY YOU Deep Excavation warrants to the original LICENSEE a the disk s on which the SOFTWARE is recorded to be free from defects in materials and workmanship under normal use and service for a period of sixty 60 days from the date of delivery as evidenced by a copy of the receipt In addition Deep Excavation hereby limits the duration of any implied warranty ies on the disk or such hardware to the respective period stated above Deep Excavation s entire liability and your exclusive remedy as to the disk s or hardware shall be at Deep Excavation s option either 1 return of the purchase price or 2 replacement of the disk or hardware that does not meet Deep Excavation s Limited Warranty and which is returned to Deep Excavation with a copy of the receipt If failure of the disk or hardware has resulted from accident abuse or misapplication Deep Excavation shall have no responsibility to replace the disk or hardware or refund the purchase price Any rep
25. Y V S N Prasad 1993 Estimation of Uplift Capacity of Helical Anchors in Clays Journal of Geotechnical Engineering Vol 119 No 2 pp 352 357 Rao S N Y V S N Prasad and C V Prasad 1990 Experimental Studies on Model Screw Pile Anchors Proceedings of the Indian Geotechnical Conference Vol 1 Bombay pp 465 468 Rao S N Y V S N Prasad and M D Shetty 1991 Behavior of Model Screw Piles in Cohesive Soils Soils and Foundations Vol 31 No 2 pp 35 50 Rao SN Y V S N Prasad and C Veeresh 1993 Behavior of Embedded Model Screw Anchors in Soft Clays Geotechnique Vol 43 No 4 pp 605 614 Read A A L and S Sritharan 1993 Reconnaissance Report on the Ormond Earthquake August 10 1993 Bulletin of the New Zealand National Society for Earthquake Engineering Vol 26 No 3 pp 292 308 Revie R W ed 2000 Uhilig s Corrosion Handbook 2nd ed Electrochemical Society Series New York Wiley Interscience Robinson K E and H Taylor 1969 Selection and Performance of Anchors for Guyed Transmission Towers Canadian Geotechnical Journal Vol 6 pp 119 135 Rodgers T E Jr 1987 High Capacity Multi Helix Screw Anchors for Transmission Line Foundations Foundation for Transmission Line Towers ASCE Reston VA ASCE Press pp 81 95 Romanoff M 1957 1989 Underground Corrosion National Bureau of StandardsNo 579 Reprinted by NACE Houston TX 1972 N
26. You may not modify adapt translate reverse engineer decompile disassemble or create derivative works based on the SOFTWARE In addition you may not modify adapt translate or create derivative works based on the written materials results output or resulting answers and or printed matter without the prior written consent of Deep Excavation RESTRICTIONS AGAINST TRANSFER This SOFTWARE is licensed only to you the LICENSEE and may not be transferred to anyone without the prior written consent of DEEP EXCAVATION Any authorized transferee of the SOFTWARE shall be bound by the terms and conditions of this Agreement In no event may you transfer assign copy rent lease sell or dispose of the SOFTWARE in any manner ona temporary or permanent basis except as expressly provided herein TERM This End User License Agreement is effective from the date of purchase by You or granting to you of the Licensed Product and shall remain in force until terminated You may terminate this End User License Agreement at any time by destroying the Licensed Product together with any backup copy in any form made by You or received by You In addition your right to use the Licensed Product will terminate if You fail to comply with any of the terms or conditions of this End User License Agreement Upon such termination You shall destroy the copies of the Licensed Product in your possession DISCLAIMER OF WARRANTY AND LIMITED WARRANTY THE SOFTWARE AND ACCOMPANYING
27. a project is analyzed full analysis reports can be generated by selecting the Reports Options option at the Report tab By selecting this we can modify the included output sections On the left side of the dialog we can select which design sections and stages will be included in the current report Figure 4 3 1 From the Available Report Sections area we can select the results and options that shall be included Figure 4 3 2 We can also drag and drop these items at the Report Format area Figure 4 3 3 Next the user can select to see a preview of the report and export it in a word or PDF format at the area indicate in Figure 4 3 3 Report Manager e Report Format G M Base model Summary H W 0 AASHTO LRFD 2010 Service not calc Soil types 7 0 AASHTO LRFD 2010 Strength la not calf f Quick summary edge H W10 AASHTO LRFD 2010 Strength Ib not call mp Global Properties Pile load data Mo AASHTO LRFD 2010 Strength II not cal E Model Stage assumptions f 0 AASHTO LRFD 2010 Extreme not cal f Stage sketch Stage assumptions i Pile load data EL Results E Supports Capacities Advanced Settings i Failure mode sketches Select a report section to show its advanced settings available for some sections only Unselect Al Template file name Figure 4 3 1 The included Design Sections area Deep Excavation LLC Page 50 HelixPile 2012 User s Manual E Report Manager Includ
28. al Piles under Static Axial Tensile Load Annual Book of Standards West Conshohocken PA ASTM International Atlas Systems Inc 2000 Technical Guide ed 1 4 Centralia MO Bassett R H 1978 Underreamed Ground Anchors Bulletin of Engineering Geology and the Environment Vol 18 No 1 December Springer Berlin Heidelberg pp 11 17 Beer F P and E R Johnston Jr 1981 Mechanics of Materials New York McGraw Hill Black D R and J S Pack 2001 Design and Performance of Helical Screw Piles in Collapsible and Expansive Soils in Arid Regions In Proceedings of the 36th Symposium Engineering Geology and Geotechnical Engineering University of Nevada Las Vegas pp 567 576 2002 Design and Performance of Helical Screw Piles in Collapsible and Expansive Soils in Arid Regions of the United States Proceedings of the 9th International Conference on Piling and Deep Foundations Nice France Presses Ponts et Chaussees Paris pp 469 476 Bobbitt B E and S P Clemence 1987 Helical Anchors Applications and Design Criteria Proceedings of the 9th Southwest Asian Geotechnical Conference Bangkok Thailand Vol 2 pp 105 120 Bradka T D 1997 Vertical Capacity of Helical Screw Anchor Piles M S report Department of Civil Engineering University of Alberta Edmonton Alberta Brinch Hansen J 1961 The Ultimate Resistance of Rigid Piles against Transversal Forces Danish Geotechnical Institut
29. already helical sections from Magnum and Ramjack incorporated Figure 3 5 1 Fy Tensile Yield Strength ofanchor ____ o Du Tensile Ultimate Strength of anchor __ lt fe Modulus ofeasticty Helix thickness The thickness of the helical plate Effective helix area The effective area of the helical plate AS pitch The helical plate inclination Ultimate tension capacity for one helical plate Factor of safety o vmax Limiting vertical stress Deep Excavation LLC Page 45 HelixPile 2012 User s Manual Helical anchor sections Shaft 2 3 8 x 12 inch helix Shaft 2 7 8 x 12 inch helix Shaft 3 1 2 x 12 inch helix Shaft 4 1 2 x 12 inch helix MH3134aalvanized MH313R Galvanized MH3254aalvanized MH325R Galvanized MH424Galvanized MH425R Galvanized MH431 Galvanized MH431R Galvanized MH6254aalvanized MH625R Galvanized MH63 74aalvanized MH637R Galvanized MH646 Galvanized MH646R Galvanized Add new helical section Delete selected helical section A General D Geotechnical capacity options 1 Name _ Shaft 2 3 8 12 inch helt Manufacturer RAM JACK Tel Not specified web www ramjack com ait pipe dimensions and p fy en ai E 29000 ksi Diameter 2375 Torsional pipe capacity Thickness 0 19 i i Telastic 413 kt Area Apipe 1 304 Tplastic 4 47 ket Tensile shaft capacity Qyield 78 24 k Quitimate 104 32 kip gt Helix dimensions and properties Number of helix plates recommend 1 to 6 End of
30. are presented and described in the table below rool Description Edit the name of the selected design section i BR Generate a new view of the current design section Add a new design section aca SS eer eee Deep Excavation LLC Page 13 HelixPile 2012 User s Manual Model Loads Supports Analysis English ot Units Length Displacement Force ee Info Model Elev Dim Limits 3I Units m cm kN S Info Design Sections Model Limits Locale Setti Th D Base model o Soils Figure 2 2 2 Design section toolbar Two calculation buttons are available on the bottom left corner of the program By pressing either of these buttons the program will analyze the desired design section and determine the estimated pile capacity Figure 2 2 3 Calculate tools Calculate the selected design section Calculate all design sections Deep Excavation LLC Page 14 HelixPile 2012 User s Manual 2 2 2 Design Section List and Project Tree View HelixPile includes a table on the left that displays all available design sections and a tree style project view The tree view enables the user to quickly access vital project data as well as visualize crucial project settings The next table briefly describes the functionality of the design section list and tree view items Design Sections Mmax kN Selects current design section shows available D 0 Design section 0 S design sections
31. assistance for HelixPile is offered through our web site at www deepexcavation com 1 4 Acknowledgements Deep Excavation LLC would like to acknowledge the contribution of Howard Perko from Magnum Piering who has been extremely helpful when the program authors had questions regarding helical pile design 1 5 End User License Agreement Deep Excavation makes every effort to ensure quality and accuracy of computations performed by Steel Connect However the end user you assumes full responsibility for the applicability of the results to actual projects as described in the License Agreement that follows If you decide to use HelixPile 1 0 you agree to abide by the terms and conditions described in the License Agreement HelixPile 2012 TERMS OF USE LICENSE AGREEMENT This legal document is an agreement between you the end user and Deep Excavation BY CONTINUING WITH OPENING DOWNLOADING THIS SOFTWARE PROGRAM YOU ARE AGREEING TO BECOME BOUND BY THE TERMS OF THIS AGREEMENT WHICH INCLUDES THE SOFTWARE LICENSE SOFTWARE DISCLAIMER OF WARRANTY AND HARDWARE LIMITED WARRANTY collectively the Agreement This agreement constitutes the complete agreement between you and Deep Excavation IF YOU DO NOT AGREE TO THE TERMS OF THIS AGREEMENT DO NOT CONTINUE WITH THIS SOFTWARE PROGRAM Promptly return or delete the software program cd and jewel case and other items that are part of this product to Deep Excavation for a complete refund if a purchasi
32. casions it might be desirable to incorporate shaft resistance within the calculations In HelixPile there are two methods of calculating shaft resistance a Effective stress approach and b soil bond values If the option Use general soil bond values is not selected then the program will use an effective stress approach for calculating shaft side resistance Deep Excavation LLC Page 55 HelixPile 2012 User s Manual 2 Use soil concrete bond strength Use general soil bond values Use user ultimate bond 3 4 Frictional Shear Resistance a on steel 50 Jo 3 onconcrete 66 3 6 Cohesional Shear Resistance Lal Use factor on or Su 4 0 to 1 Ei Use Adhesion Cohesion Adhesion Factors kat Factor cto 0 8 for c gt 3 0 5 Figure 5 2 Shaft resistance options in analysis settings dialog a General soil bond values Side resistance is calculated from the bond resistance values in the soils type dialog This condition would be more appropriate for grouted shafts or pressure grouted shafts where the external shaft is encased in concrete b Effective stress approach In the effective stress approach the program calculates the average effective vertical and lateral stress along the shaft Shaft resistance is then determined from T tan p d ave a mM c Where Ratio of shaft to soil friction Default stee value is used If the helical pile is grouted program will use concrete Please note that the initial perc
33. ceedings of the BGA International Conference on Foundations Dundee Scotland HIS BRE Press Vyazmensky A M 2005 Numerical Modeling of Time Dependent Pore Pressure Response Induced by Helical Pile Installation Masters thesis University of British Columbia Vancouver Walsh K D et al 2009 Method for Evaluation of Depth of Wetting in Residential Areas Journal of Geotechnical and Geoenvironmental Engineering February Edition ASCE pp 169 176 Weech C N 2002 Installation and Load Testing of Helical Piles in Sensitive Fine Grained Soil Masters thesis University of British Columbia Vancouver Weikart AM and S P Clemence 1987 Helix Anchor Foundations Two CaseHistories Foundations for Transmission Line Towers pp 72 80 Reston VA American Society for Civil Engineers Wesolek D A F C Schmednecht and G L Seider 2005 Helical Piers Anchors in the Chicago Building Code In Proceedings of the 30th Annual Conference on Deep Foundations Chicago IL Witherspoon T W 2006 Underpinning Systems in Expansive Clay Environment Ph D diss University of Texas at Arlington Yokel F Y RM Chung and C W C Yancey 1981 NBS Studies of Mobile Home Foundations U S National Bureau of Standards Report NBSIR 81 2238 Gaithersburg MD NIST Zaki A 2006 Principles of Corrosion Engineering and Corrosion Control Oxford U K Butterworth Heinemann Zhang D J Y 1999 Predicting Capacity of
34. d l Dry Sand Journal of Geotechnical Engineering Vol 117 No 5 pp 773 793 1991b Uplift Behavior of Screw Anchors in Sand Il Hydrostatic and Flow Conditions Journal of Geotechnical Engineering Vol 117 No 5 pp 794 808 1991c Installation Torque of Screw Anchors in Dry Sand Soils and Foundations Japanese Society of Soil Mechanics and Foundation Engineering Vol 31 No 2 pp 77 92 Ghaly A M Hanna A Ranjan G and Hanna M 1991 Helical Anchors in Dry and Submerged Sand Subjected to Surcharge Journal of Geotechnical Engineering Vol 117 No 10 pp 1463 1470 Gill H S and J J Udwari 1980 Pullout Tests Multi Helix Screw Anchors report prepared for the Virginia Electric and Power Company Richmond VA Gregory S and R M Hoyt 2005 Strength Assessment of Helix Plates for Helical Piles Proceedings of the Helical Foundations and Tiebacks Seminar Torrence CA Deep Foundation Institute Hanna A and A Ghaly 1992 Effects of Ko and Overconsolidation on Uplift Capacity Journal of Geotechnical Engineering Vol 118 No 9 pp 1449 1469 Deep Excavation LLC Page 65 HelixPile 2012 User s Manual 1994 Ultimate Pullout Resistance of Groups of Vertical Anchors Canadian Geotechnical Journal Vol 31 No 5 pp 673 682 Hanna T H E Sivapalan and A Senturk 1978 The Behavior of Dead Anchors Subjected to Repeated and Alternating Loads Grou
35. d load of wearing surfaces and utilitie DD Downdrag load EH Horizontal earth pressure load EL Miscellaneous locked in force effects resu ES Earth surcharge load EV Vertical pressure from dead load or earth fi Add new load PS Secondary forces from post ensioning SH Force effects due to shrinkage BR Vehicular braking force Delete selected load CE Vehicular centrifugal force CT Vehicular collision force CV Vessel collision force FR Friction load IC Ice load IM Vehicular dynamic load allowance LS Live load surcharge PL Pedestrian live load SE Force effect due to settlement TG Force effect due to temperature gradient TU Force effect due to uniform temperature WA Water load and stream pressure WL Wind on live load WS Wind load on structure Figure 2 3 6 Settings Soil Properties Tab Deep Excavation LLC Page 18 HelixPile 2012 User s Manual We can choose among the following options DD Downdragload S O BR Vehicular braking force S O gt Choose to apply the same load to all construction stages or vary the load magnitude in each stage gt Define the load magnitude Clays Here we can define the Clay behavior choosing from the list below Single Mult 7 It Approach Service Sp E Drained conditions c friction ai Undrained conditions Su ig Default behavior see soil dialog Figure 2 3 7 Clay behavior options Deep Excavation
36. e We English Units ft inch kips 7 G W a S Settings Locale Settings Figure 2 6 1 The Settings tab menu Locale here we can define the units that will be used in this model om Settings by pressing the button Settings the Default Settings dialog appears gt General tab In this tab we can define the default units company and engineer name and the Auto save directory Ee Default Settings o x Company Name My Company Engineer Engineer Language Bi talian French DEEPEKCAWATION de Units Force Length Displacement Use English Units kips ft inches O Use Metric Units kN m cm Use Metric Units N m mm Use Engineering Metric Units Tons m cm O Use Engineering Metric Units kof m cm O Use Consistent 51 kN m m Auto Save Auto Save project file Save file every min 5 Set Curent Project As Default Figure 2 6 2 Settings General Tab Deep Excavation LLC Page 31 HelixPile 2012 User s Manual gt Fonts View tab In this tab we can define the fonts and some other viewing options 2g Default Settings o E Fonts iew Fonts Regular Size Calbi 8 25 Small font size 7 x Large font size 10 ig View Options Show axes wf Show soil information d Show soil layers on left side of model Show Ka and Kp values next to wall Show Assumptions Table on Model View Results on Model Options Show Moment and shear diagrams as Show Pre
37. e Bulletin No 12 pp 5 9 1963 Discussion on Hyperbolic Stress Strain Response Cohesive Soils Journal of the Soil Mechanics and Foundation Division Vol 89 pp 241 242 1970 A Revised and Extended Formula for Bearing Capacity Danish Geotechnical Institute Bulletin No 28 pp 5 11 Broms B B 1964a Lateral Resistance of Piles in Cohesive Soils Journal of the Soil Mechanics and Foundation Division Vol 90 pp 123 156 1964b Lateral Resistance of Piles in Cohesionless Soils Journal of the Soil Mechanics and Foundation Division Vol 90 pp 27 63 Deep Excavation LLC Page 62 HelixPile 2012 User s Manual Bustamante M and L Gianeselli 1982 Pile Bearing Capacity Prediction by Means of Static Penetrometer CPT Proceedings of the 2nd European Symposium on Penetration Testing EWOPT II Vol 2 pp 493 500 Carville C A and R W Walton 1994 Design Guidelines for Screw Anchors In Proceedings of the International Conference on Design and Construction of Deep Foundations Orlando FL Vol 2 pp 646 655 1995 Foundation Repair Using Helical Screw Anchors In FoundationUpgrading and Repair for Infrastructure Improvement pp 56 75 Reston VA American Society of Civil Engineers Cerato A B 2007 Dynamically Loaded Helical Anchors for Small Wind Tower Guyed Cable Foundations Presented at the Proceedings of the Helical Foundations and Tie Backs Sem
38. ed Design Sections Stages GM Base model Summary Glo AASHTO LRFD 2010 Service not calcu Soil types oli AASHTO LRFD 2010 Strength la not call Quick summary Stee ee GM AASHTO LRFD 2010 Strength Ib not cal Global Properties Pile load data SE D AASHTO LAFO 2010 Strength II not cald E Model Stage assumptions f 0 AASHTO LRFD 2010 Extreme not calc e Stage sketch e Stage assumptions L Pile load data Results EL Supports SE Stress checks Advanced Settings i Failure mode sketches Select a report section to show its advanced settings available for some sections only Unselect A Template file name Figure 4 3 2 The Available Report Sections area B Report Manager G Base model Summary Glo AASHTO LRFD 2010 Service not calcu rb S Se r Ik d OI ayers EA AASHTO LRFD 2010 Strength la not cal Quick summary E E EE S Ce 0 AASHTO LRFD 2010 Strength b not cal ER Global Properties Pile load data ai 0 AASHTO LRFD 2010 Strength Il not cal 7 Model lp AASHTO LRFD 2010 Extreme not cal a Stage sketch z Stage assumptions i Pile load data Results ee Supports eee BES Stress checks TEENER Settings i Failure mode sketches Select a report section to show its advanced settings available tor some sections only Stage assumptions Unselect Al Template file name Export PDF Figure 4 3 3 The Rep
39. ed that in summary the ultimate bearing pressure for helical piles in coarse grain soils may be computed using traditional bearing capacity theory by replacing the effective overburden stress O with the product of soil unit weight y and two times the average helix diameter Davg Within the analysis settings dialog one can select the Use Bearing Limit option as q f x y N 1 Here the default f 2 value is proposed but this can be changed according to user preference Deep Excavation LLC Page 54 HelixPile 2012 User s Manual Helical capacity analysis settings mm e 2 Advanced 3 Cormosion 4 Unbraced length 1 Pullout capacity method and geotechnical safety factor Individual bearing resistance method B Bearing resistance method individual plate and cylinder 1 Include shaft resistance on freed length Include shaft resistance F Use a limiting vertical stress Cylinder method MitschClemence 0 09 e 0 08 fr e Include tip resistance for compression plugged pipe Use bearing limit g f y Ng 1 f 2 2 Use soil concrete bond strength Use general soil bond values Use user ultimate bond AA Frictional Shear Resistance onsteel 50 onconcrete 66 3 6 Cohesional Shear Resistance Use factor on c or Su ee 0 to 1 Use Adhesion a Factors Figure 5 1 Analysis settings for limiting bearing pressure 5 2 Shaft side resistance While in general shaft side resistance is ignored in some oc
40. entages are general estimates and that they should be adjusted if site conditions differ o Effective soil friction angle O ave Average normal soil stress along the shaft Q Overall adhesion factor for cohesive component of side stress C Effective cohesion or undrained shear strength for clays in undrained state m Optional factor applied on cohesive side stress that reduces adhesion with tri linear approach In figure 5 2 for c lt 1 ksf then m 0 8 for c gt 2ksf m 0 5 while the program performs a linear interpolation for intermediate values The initially assumed limits are obtained from experience and general references but should be adjusted if soil adhesion behavior differs Deep Excavation LLC Page 56 HelixPile 2012 User s Manual 5 3 Cylinder strength method HelixPile also examines cylinder strength to determine which axial loading condition is more critical The program subdivides the space between plates into a number of nodes where the side shear strength on the cylinder is integrated from a side resistance of T tan d ave c Where Ratio of shaft to soil friction Default stee value is used If the helical pile is grouted program will use Oconcrete Please note that the initial percentages are general estimates and that they should be adjusted if site conditions differ Oz Effective soil friction angle O ave Average normal soil stress along the shaft If the plate sizes are differe
41. eral Reesen C Adv BEE ES ee echnical anced Shaft 2 7 8x 12 inch he Mame Shaft 3 1 2 12 inch he Shaft 2 3 8 x 12 inch helix Manufacturer RAM JACK Shaft 4 1 2 x 12 inch he f MH313 Galvanized Tel Not specified web www ramjack com MH313R Galvanized 2 Shaft pipe dimensions and properties MH325 Galvanized MP A MP ksi MH325R Galvanized fy 270 MPa u 270 v MPa E 29000 ksi MH425 Galvanized MH425R Galvanized Diameter 6 032 cm xx 41 6 cm4 Torsional pipe capacity MH431 Galvanized MH431R Galvanized Thickness 0 483 cm Sxx 10 8 cm3 Telastic 56 kom MH625 Galvanized kN m MH625R Galvanized Area Apipe 3 312 m2 Ze 149 m3 Tplastic 6 06 MH637 Galvanized MH637R Galvanized E Shaft is grouted externally J653 om Tensile shaft capacity MH646 Galvanized MH646R Galvanized ies 2 375 cm x 1918 om Qyield 348 168 kN Qultimate 464 224 kN 3 Helix dimensions and properties Number of helix plates recommend 1 to 6 End offset 0152 m T Use different size plates Helix diameter 30 48 cm ee 0 070142 m2 Qhelix e omg Ultimate tension capacity Helix spacing 0 914 m Helix pitch 7 62 cm For one helix id pee beer nation ics g ss 0 952 Gn 387 15 KN Delete selected helical section B Beam on elastic foundations Option La more capacities for spring methods Spring WILL NOT FAIL Equivalent OK Greg to WIRE command Figure 2 4 6 Edit helical anchor sections dialog Structural materia
42. f Helical Foundations over Twenty Years Presented at the Proceedings of Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute Los Angeles CA Clemence S P and F D Pepe Jr 1984 Measurement of Lateral Stress around Multihelix Anchors in Sand Geotechnical Testing Journal Vol 7 No 3 pp 145 152 Clemence S P and A P Smithling 1984 Dynamic Uplift Capacity of Helical Anchors in Sand In Proceedings of the 4th Australia New Zealand Conference Geomechanics No 1 pp 88 93 Clemence S P and C J Veesaert 1977 Dynamic Pullout Resistance of Anchors in Sand Proceedings of the International Symposium on Soil Structure Interaction Roorkee India pp 389 397 Deep Excavation LLC Page 63 HelixPile 2012 User s Manual Cole W H 1978 An Innovative Use for Multi Helix Anchors Presented at the EEI T amp D Subcommittee Key Biscayne FL unpublished Craig B D 1995 Handbook of Corrosion Data Materials Park OH ASM International Curle R 1995 Screw Anchors Economically Control Pipeline Buoyancy in Muskeg Oil and Gas Journal Vol 93 No 17 pp 49 54 Dai S H and M O Wang 1992 Reliability Analysis in Engineering Applications New York Van Nostrand Reinhold Das B M 1990 Principles of Geotechnical Engineering 2nd ed Boston PWS Kent Publishing Company Davisson M T 1972 High Capacity Piles In Proceedings of Lecture Series on In
43. fset 0 5 C Use different size plates e 12 Gegen 0755 f 2 Qhelix r Ultimate tension capacity Helix spacing 3 i Helix pitch 3 in For one helix Helix Wackness 0 375 87 k Figure 3 5 1 Helical anchor sections dialog General tab Helical anchor sections Helical sections Shaft 2 3 8 x 12 inch helix Shaft 2 7 8 x 12 inch helix Shaft 3 1 2 x 12 inch helix Shaft 4 1 2 x 12 inch hel MH3134aalvanized MH313R Galvanized MH32543alvanized MH325R Galvanized MH425 Galvanized MH425R Galvanized MH431 Galvanized MH431R Galvanized MH6254aalvanized MH625R Galvanized MH63 74aalvanized MH637R Galvanized MH646 Salvanized MH646R Galvanized Add new helical section Delete selected helical section Figure 3 5 2 A General B Geotechnical capacity options P 3 Estimate geotechnical capacity A Torque rating method Torque rating by manufacturer Kit Torque installation factor kT 10 1k With this method the ultimate geotechnical pullout capacity is calculated as Fult kT x Torque rating The torque rating can be determined during installation or from manufacturer guidelines Performance tests should always be carried out to verify the estimated geotechnical capacity Helical anchor sections dialog Geotechnical tab Deep Excavation LLC Page 46 HelixPile 2012 User s Manual Chapter 4 Modifying Models amp Viewing Results Deep Excavation LLC Page 47 HelixPile 2012 User s Manual 4
44. gn and Construction 5th ed New York John Wiley and Sons Trofimenkov J G and L G Maruipolshii 1965 Screw Piles Used for Mast and Tower Foundations In Proceedings of the 6th International Conference on Soil Mechanics and Foundation Engineering Vol 2 pp 328 332 Udwari J J T D Rodgers and H Singh 1979 A Rational Approach to the Design of High Capacity Multi Helix Screw Anchors Proceedings of the 7th Annual IEEE PES Transmission and Distribution Exposition Piscataway NJ IEEE Publishing pp 606 610 Uhlig H H and R W Revie 1985 Corrosion and Corrosion Control 3rd ed New York John Wiley and Sons U S Navy 1988 Military Handbook Seawalls Bulkheads and Quaywalls MILHDBK 1025 4 Velez A G Gazetas and R Krishnan 1983 Lateral Dynamic Response of Constrained Head Piles Journal of Geotechnical Engineering Vol 109 No 8 pp 1063 1081 Vesic A S 1973 Analysis of Ultimate Loads of Shallow Foundations Journal of Soil Mechanics and Foundation Design Vol 99 No SM 1 pp 45 73 Deep Excavation LLC Page 71 HelixPile 2012 User s Manual Vickars R A and S P Clemence 2000 Performance of Helical Piles with Grouted Shafts In New Technological and Design Developments in Deep Foundations pp 327 341 Reston VA American Society of Civil Engineers Victor R and A Cerato 2008 Helical Anchors as Wind Tower Guyed Cable Foundations In Pro
45. gth Fe 20 MPa i 29962 MF Zast S Material Density g 25 kNim3 Tension S Strength Ft 10 Fe Import and Replace Selected Material Import and Add as new material Figure 2 4 11 Edit concrete properties dialog In this form we can define the following properties The standard concrete material reference standard The concrete material Import and replace selected material Import and add as a new material The density g Deep Excavation LLC Page 28 HelixPile 2012 User s Manual 2 5 Model menu General Properties Model Settings Design Results Report te Le a ca Copy Stage Add Delete Insert A Paste Stage Water View Help 1 Boring 1 KW Edit Boring Custom layers Stage Stage Stage options Use Boring Stages Figure 2 5 1 The Model tab menu Custom layers by pressing the button Stom layers we can choose to use the Custom layer mode and use non parallel soil layers In this mode a model will not use a borehole to define soil layers Instead the user can define arbitrary layer lines from left to right and create non horizontal soil layer conditions 1 Boring 1 Edit Boring ii ue a 53 Copy Stage h d Delete Inset Water Fei Paste Stage Stage Stage 7 options Reset layers from boring Draw a layer line Draw a layer line can be non horizontal Start clicking from left i to right in the model screen Then press enter to complete Figure 2
46. ht of soil used above the water table C Effective soil cohesion Su Undrained shear strength used for clays when undrained modeling is selected In the non linear analysis this is used as an upper limit strength Poisson s ratio used for loads calculated with theory of elasticity Effective soil friction angle linear analysis for clays Soil permeability at vertical direction KoNC Coefficient of at rest lateral earth pressures for normally consolidated conditions Exponent for calculating Ko with Ko KoNC OCR 4 nOCR Deep Excavation LLC Page 41 HelixPile 2012 User s Manual Description Fill 2 Soil Type Behaviour Sand Silt Show test data Rock SPT CPT Bc Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained 7 20 kWim3 gt Fay 19 Weer 5 Strength Parameters and Poisson Ratio Sun o kPa a SW degrees Sujo s oi Omittec dearees v0 35 peak Omittec degrees Kz 0 0001 msec Add New Sail Figure 3 3 2 Define basic soil information Soil Types o Oo xX Soil Name F Description Fil 2 Soil Type Behaviour Sand E Silt Show test data Clay Rock AS LESS 3 Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained EI D Strength Parameters and Poisson Ratio en kPa EX 3 degrees Suo kPa b oi Omittec degrees vum peak Omittec dearees Permeability Kx 0 0001 msec Kz 0 000
47. ies and any subsequent copies of the SOFTWARE regardless of the form or media in or on which the original and other copies may exist This License is not a sale of the original SOFTWARE or any copy thereof COPY AND OR MODIFY RESTRICTIONS This Licensed Product is copyrighted copyright 2004 Deep Excavation and may not be further copied without the prior written approval of Deep Excavation except that You may make one copy for backup purposes provided You reproduce and include the complete copyright notice disclaimer etc on the backup copy Any unauthorized copying is in violation of this Agreement and also a violation of the United States Copyright law You may not use transfer modify copy of otherwise reproduce the License Product or any part of it except as expressly permitted in this End User License Agreement USE RESTRICTIONS As the LICENSEE you may physically transfer the SOFTWARE from one computer to another provided that the SOFTWARE is used on only one computer at a time You may not electronically transfer the SOFTWARE from one computer to another over a network You may not distribute copies of the SOFTWARE or accompanying written materials to others You may not operate utilize transfer distribute connect network link to attach or operate in any manner this software on the internet worldwide web via email any website networking any multimedia device electronic or otherwise or any form of electronic media whatsoever
48. ies tab the Soil Types dialog appears Here the user can create as many soil types as needed and define their properties First the user should select to add a new soil type or choose one from the list in order to modify its properties Figure 3 3 1 Soil Types mo fF 2s 1 Name and Basic Soil Type Soil Name F Description Fill 2 Soil Type Behaviour Sand Silt E Clay Rock 3 Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained 5 Strength Parameters and Poisson Ratio CO kPa i 20 degrees Su kPa av Omitec degrees 0 35 ZS peak Omittec egrees 6 Permeability Kx 0 0001 misec Kz 0 0001 misec Add New Soi EE Copy Soil KoNC 0 5 nOCR 05 Ko KoNC OCR OCH Delete Selected Soil Paste Soil Figure 3 3 1 Add a new soil or select a soil to modify Deep Excavation LLC Page 40 HelixPile 2012 User s Manual We can change the basic soil information such as soil name preview color and soil type The available soil types are Sand Clay Silt and Rock If the soil is clay a drained or undrained behavior of the clay can be defined at this point All these details can be modified in the area presented in Figure 3 4 2 Next the user can modify the general soil properties in the area marked in Figure 3 4 3 The basic properties are described in the table below Symbol Total unit weight of soil used below the water table Lae Dry unit weig
49. inar Deep Foundation Institute New Orleans Cerato A B and R Victor 2008 Effects of Helical Anchor Geometry on Long Term Performance for Small Wind Tower Foundations Subject to Dynamic Loads Journal of Deep Foundations Institute Vol 2 pp 30 41 Effects of Long Term Dynamic Loading and Fluctuating Water Table on Helical Anchor Performance for SmallWind Tower Foundations Journal of Performance of Constructed Facilities Chapel T A 1998 Field Investigation of Helical and Concrete Piers in Expansive Soils Masters thesis Colorado State University Fort Collins CO Chapel T A and J D Nelson 2002 Field Investigation of Helical and Concrete Piers in Expansive Soils In Proceedings of Geotechnical Engineering Conference Rio de Janeiro Brazil Chen F H 1988 Foundations on Expansive Soils Developments in Geotechnical Engineering Amsterdam Elsevier Science Publishers Chuan H S 2006 Uplift Capacity of Helical Anchor in Sand undergraduate thesis University of Technology Malaysia Clemence S P 1985 Uplift Behavior of Anchor Foundations in Soil In Proceedingsof a Session Sponsored by the Geotechnical Engineering Division of ASCE Detroit MI Clemence S P L K Crouch and R W Stephenson 1994 Uplift Capacity of Helical Anchors in Soils Proceedings of the 2nd Geotechnical Engineering Conference Cairo Egypt Vol 1 pp 332 343 Clemence S P and Y Li 2008 Review o
50. kou 1997 Approximate Non linear Dynamic Axial Response of Piles Geotechnique Vol 48 No 1 pp 33 53 Miller F E J E Foss and D C Wolf 1981 ASTM STP 741 American Society for Testing and Materials p 19 Mitsch M P and S P Clemence 1985a The Uplift Capacity of Helix Anchors and Sand Uplift Behavior of Anchor Foundations in Soil ASCE pp 26 47 1985b Uplift Behavior of Anchor Foundations in Soil Journal of Geotechnical Engineering pp 26 47 Mizuno H 1987 Pile Damage during Earthquake in Japan 1923 1983 DynamicResponse of Pile Foundations Experiment Analysis and Observation ASCE Special Geotechnical Publication No 11 T Nogami Ed pp 53 78 Mooney J S S Adamczak Jr and S P Clemence 1985 Uplift Capacity of Helix Anchors in Clay and Silt Uplift Behavior of Anchor Foundations in Soil ASCE pp 48 72 Narasimha Rao S and Y V S N Prasad 1993a Behavior of Model Screw Anchors in Soft Clays Geotechnique Vol 43 No 44 pp 605 614 1993b Estimation of Uplift Capacity of Helical Anchors in Clays Journal of eotechnical Engineering Vol 119 No 2 pp 352 357 Narasimha Rao S Y V S N Prasad and C V Prasad 1990 Experimental Studies on Model Screw Pile Anchors Proceedings of the Indian Geotechnical Conference Bombay pp 465 468 Narasimha Rao S Y V S N Prasad and M D Shetty 1991 The Behavior of Model Screw Piles in Cohesive Soi
51. lacement disk or hardware will be warranted for the remainder of the original warranty period or thirty 30 days whichever is longer THE ABOVE ARE THE ONLY WARRANTIES OF ANY KIND EITHER EXPRESS OR IMPLIED INCLUDING BUT NOT LIMITED TO THE IMPLIED WARRANTIES OR MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE THAT ARE MADE BY DEEP EXCAVATION ON THIS PRODUCT NO ORAL OR WRITTEN INFORMATION OR ADVICE GIVEN BY DEEP EXCAVATION ITS DEALERS DISTRIBUTORS AGENTS OR EMPLOYEES SHALL CREATE A WARRANTY OR IN ANY WAY INCREASE THE SCOPE OF THIS WARRANTY AND YOU MAY NOT RELY ON ANY SUCH INFORMATION OR ADVICE NEITHER DEEP EXCAVATION NOR ANYONE ELSE WHO HAS BEEN INVOLVED IN THE CREATION PRODUCTION OR DELIVERY OF THIS PRODUCT SHALL BE LIABLE FOR ANY DIRECT INDIRECT CONSEQUENTIAL OR INCIDENTAL DAMAGES INCLUDING DAMAGES FOR LOSS OF BUSINESS PROFITS BUSINESS INTERRUPTION LOSS OF BUSINESS INFORMATION AND THE LIKE ARISING OUT OF THE USE OF OR INABILITY TO USE SUCH PRODUCT EVEN IF DEEP EXCAVATION HAS BEEN ADVISED OF THE POSSIBILITY OF SUCH DAMAGES IN ALL CASES A LICENCED PROFESSIONAL ENGINEER SHALL APPROVE AND STAMP ANY RESULTS BY HelixPile AND THAT ENGINEER IS ULTIMATELY RESPONSIBLE FOR ANY CONSEQUENCES OR MISUSE OF THE SOFTWARE This Disclaimer of Warranty and Limited Warranty is governed by the laws of the State of New York Should you have any questions regarding this agreement please email DeepExcavation deepexcavation deepexcavation com
52. ls Soil and Foundations Vol 31 No 2 pp 35 50 Narasimha Rao S Y V S N Prasad M D Shetty and V V Joshi 1989 Uplift Capacity of Screw Pile Anchors Geotechnical Engineering Vol 20 No 2 pp 139 159 Narasimha Rao S Y V S N Prasad and C Veeresh 1993 Behavior of Embedded Model Screw Anchors in Soft Clays Geotechnique Vol 43 pp 605 614 Deep Excavation LLC Page 67 HelixPile 2012 User s Manual Nasr M H 2004 Large Capacity Screw Piles In Proceedings of International Conference Future Vision and Challenges for Urban Development Cairo Egypt Nasr M H 2007 Use of Large Capacity Screw Piles High Pressure Grouted Piles Barbados Proceedings of the Helical Foundations and Tie Backs Seminar Deep Foundation Institute New Orleans Nasr M H 2008 Behavior of High Pressure Grouted Screw Piles in Santa Clara CA www helicalpiersystems com pdf HPS Paper 20Santa Clara pdf Novak M and F Aboul Ella 1978 Stiffness and Damping of Piles in Layered Media Proceedings of the ASCE Geotechnical Engineering Division Specialty Conference on Earthquake Engineering and Soil Dynamics June 19 21 1978 Pasadena CA Vol 2 pp 704 719 Reston VA ASCE Press Novak M and B El Sharnouby 1983 Stiffness Constants for Single Piles Journal of Geotechnical Engineering ASCE Vol 109 No 7 pp 961 974 National Park Service NPS 2007 List of National Hist
53. ls In this area we can edit the structural material properties The following options are available Figure 2 4 7 stri Concrete materials Steel materials Figure 2 5 9 Structural material options e Edit steel properties By pressing the Steel Materials we can edit the structural steel properties We can import already available materials from the Import standard steel materials box Deep Excavation LLC Page 26 HelixPile 2012 User s Manual Edit Structural Materials for walls and supports GE bg Steel Rebar Name Fe360 Import Standard Steel Materials Strength Fy 235 Fu 260 MPa Elastic E 206000 MPa Material Density g 7 kN m3 ee Se Fall lt Import and Replace Selected Thick om Fy MPa Fu MPa MPa Material 3 9999 on 360 wn Figure 2 4 10 Edit structural steel properties dialog In this form we can define the following properties The density g The steel material used Import and replace selected material Import and add as a new material e Edit concrete properties By pressing the Concrete Materials we can edit the concrete properties We can import already available materials from the Import standard concrete materials box Deep Excavation LLC Page 27 HelixPile 2012 User s Manual Edit Structural Materials for walls and supports x ate User Materials Import Standard Concrete Materials Name C20 25 Reference Standard Stren
54. n a boring more than one time A number of estimation tools that help the user estimate values are also included Paragraph 3 3 includes all the options that are available in this form Soil Types ao ff 2g 1 Name and Basic Soil Type SoilName F Description Fill 2 Soil Type Behaviour Sand Silt Clay Rock 3 Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained A General 4 Unit Weights Density 7 20 kNim3 Ty 19 Nim 10 5 Strength Parameters and Poisson Ratio eo kPa di 30 degrees Suo kPa S ov Omittec degrees GER peak Omittec degrees 6 Permeability Kx 0 0001 misec Kz 0 0001 msec H Attest coefficients KoNC 0 5 nOCR 05 Add New Sail Ko KoNC OCR nOCR Delete Selected Sail Paste Soil Figure 2 4 2 Edit soil properties dialog Deep Excavation LLC Page 23 HelixPile 2012 User s Manual Bori Borings Soil layers by pressing the button cil layers the soil layer dialog appears In this dialog we can edit the borings available for use in the project In each boring the user can add soil layers To do this we can type the new soil layer s elevation choose the soil type from the list of soil types and define the new layers OCR and Ko In addition by clicking on Edit button we can modify the selected soil s properties see paragraph 3 4 The coordinates X and Y refer to the plan location of the boring and do not
55. n pdf or word formats as well as see summary tables of all calculations General Properties Model Settings Design Results Report View Help K Current Stage Screen Report Print Print Figure 2 9 1 The Reports tab menu Option to create a quick report Option to create a quick report and include slope stability Option to create a only stage graphs report Option to create a typical report Deep Excavation LLC Page 34 HelixPile 2012 User s Manual Report print By pressing the button Options the Reports dialog appears In this dialog we can choose what parts of calculations and results we wants to be included in the reports and the type of file to be exported Report Manager Included Design Sections Stages seh Base model not calculated Design approach Summary Quick summary Trench safety factor graphs Trench critical wedge angless Global Properties Report Format Design approach Soil types Soil Structural materials Wall properties Support properties Stage assumptions Stage sketch Model Results Trench safety tables Toe Stability Stage graphs Select All Unselect All Advanced Settings Select a report section to show its advanced settings available for some sections only Select A 1 Unselect Al Template file name Se L Satz L eagg l Ce Figure 2 9 2 The Report dialog 2 10 View menu
56. n uses Stratigraphy or Boring Boring 1 k 3 Boundaries Model Limits Top 10 m Let 10 m Right 10 m Bottom 30 m D Wall In Plane Rotation Angle in plane from va axis D deg This angle rotates the wall angle from the ho zontal va axis To see the effect change the angle say 10 degrees and go to View Top Plan Figure 2 3 4 Model Dimension Limits dialog This dialog includes the following options e The design section name e The model limits Here we can define the top bottom left and right limits of the model These are absolute coordinates e Angle in plane from y y axis Deep Excavation LLC Page 17 HelixPile 2012 User s Manual Elevations Change the general ground elevation and define the water table Ab Kegel Edit add External pile loads by pressing the button pile sads the Loads on Pile dialog appears Live load LL Live load 1 Name Live load 2 Load Type LL Live load 3 Load magnitude Apply same load on all stages Activate for current stage 3 1 Forces Axial load 1 Delete selected load Figure 2 3 5 Loads on Pile dialog In this dialog we can gt Add or remove a pile load gt Specify the load type as presented in the figure below List of loads Load properties Live load LL Live load 1 Name Live load 2 Load Type DL Dead load AASHTO DC 3 Lompa paa ener riley App EQ Acti CR Force effects due to creep ER p DW Dea
57. nd Engineering Vol 2 No 4 pp 28 34 Hardesty R 2007 Helical Piers vs Drilled Concrete Piers in Highly Expansive Soil Areas Hardesty Consulting LLC Denver CO www helicalpierworld com Hargrave R L and R E Thorsten 1992 Helical Piers in Expansive Soils of Dallas Texas 7th International Conference on Expansive Soils Vol 1 pp 125 130 Lubbock TX Texas Tech University Press Helmers M J J M Duncan and G M Filz 1997 Use of Ultimate Load Theories for Design of Drilled Shaft Sound Wall Foundations Report of the Virginia Transportation Research Council Hovland H J 1993 Discussion of Helical Anchors in Dry and Submerged Sand Subjected to Surcharge Journal of Geotechnical Engineering Vol 119 No 2 pp 391 392 Hoyt R 2007 Engineering Manual Ram Jack Helix Screw Anchors Ram Jack Steel Piers Ada OK Ram Jack Systems Distribution LLC Hoyt R M and S P Clemence 1989 Uplift Capacity of Helical Anchors in Soil Proceedings of the 12th International Conference on Soil Mechanics and FoundationEngineering Rio de Janeiro Brazil Vol 2 pp 1019 1022 Hoyt R M G Seider L C Reese M Hon and S Wang 1995 Buckling of Helical Anchors Used for Underpinning In Foundation Upgrading and Repair for Infrastructure Improvement pp 89 108 Reston VA American Society of Civil Engineers Hsu T T C 1968 Torsion of Structural Concrete Plain Concrete Rectangular Sections
58. neering Mechanics Vol 110 No 6 pp 937 956 Ghaly A M and S P Clemence 1998 Pullout Performance of Inclined Helical Screw Anchors in Sand Journal of Geotechnical and Geoenvironmental Engineering Vol 124 No 7 pp 617 627 1999 Closure to Pullout Performance of Inclined Helical Screw Anchors in Sand Journal of Geotechnical and Geoenvironmental Engineering Vol 125 No 12 pp 1102 1104 Ghaly A M and A M Hanna 1991a Experimental and Theoretical Studies on Installation Torque of Screw Anchors Canadian Geotechnical Journal 28 No 3 pp 353 364 1991b Stress Development in Sand Due to Installation and Uplifting of Screw Anchors Proceedings of the 4th International Conference on Piling and Deep Foundations Vol 1 pp 565 570 Ghaly A and A Hanna 1992 Stresses and Strains around Helical Screw Anchors in Sand Soils and Foundations Vol 32 No 4 pp 27 42 1993 Model Investigation of the Performance of Single Anchors and Groups of Anchors Canadian Geotechnical Journal Vol 31 pp 273 284 Ghaly A M and A M Hanna 1994a Model Investigation of the Performance of Single Anchors and Groups of Anchors Canadian Geotechnical Journal Vol 31 pp 273 284 1994b Ultimate Pullout Resistance of Single Vertical Anchors Canadian Geotechnical Journal Vol 31 No 5 pp 661 672 Ghaly A A Hanna and M Hanna 1991a Uplift Behavior of Screw Anchors in San
59. ng Journal of Geotechnical and Geoenvironmental Engineering Vol 126 No 4 pp 307 316 Duncan J M and S G Wright 2005 Soil Strength and Slope Stability New York John Wiley and Sons Duzceer R and A Saglamer 2002 Evaluation of Pile Load Test Results Proceedingsof the 9th International Conference on Piling and Deep Foundations Nice France Paris Presses Ponts et Chaussees pp 469 476 El Marsafawi H Y C Han and M Novak 1992 Dynamic Experiments on Two Pile Groups Journal of Geotechnical Engineering Vol 118 No 4 pp 576 592 Elias V 2000 Corrosion Degradation of Soil Reinforcement for Mechanically Stabilized EarthWalls and Reinforced Soil Slopes Report No FHWA NHI 00 044 Federal Highway Administration Fellenius B H 2001a We Have Determined the Capacity then What Fulcrum Deep Foundation Institute Fall pp 23 26 Deep Excavation LLC Page 64 HelixPile 2012 User s Manual 2001b What Capacity Value to Choose from the Results of a Static LoadTest Fulcrum Deep Foundation Institute Winter pp 19 22 Fleming W G K A J Weltman M F Randolph and W K Elson 1985 Piling Engineering Glasgow Surrey University Press Gazetas G and R Dobry 1984a Horizontal Response of Piles in Layered Soils Journal of Geotechnical Engineering Vol 110 No 1 pp 20 40 1984b Simple Radiation Damping Model for Piles and Footings Journalof Engi
60. ng fee was charged HelixPile SOFTWARE LICENSE Deep Excavation LLC Page 5 HelixPile 2012 User s Manual THE LICENSE APPLIES TO PURCHASED AND FREE OF PURCHASE VERSIONS OF THE HelixPile SOFTWARE LICENSE In consideration of payment of the LICENSE fee which is a part of the price you paid for this product Deep Excavation as Licensor grants to you the LICENSEE a nonexclusive right to use and display this copy of HELIXPILE Software hereinafter referred to as SOFTWARE or HelixPile on a single COMPUTER i e with a single CPU at a single location Any networking namely operating this program ona network is strictly forbidden You as a Licensee are strictly forbidden to operate utilize transfer distribute connect network link to attach or operate in any manner this software on the internet worldwide web via email any website networking any multimedia device electronic or otherwise or any form of electronic media whatsoever This includes but is not limited to the written materials results output or resulting answers and or printed matter without the prior written consent of Deep Excavation Deep Excavation reserves all rights not expressly granted to LICENSEE SOFTWARE OWNERSHIP As the LICENSEE you own the magnetic or other physical media on which the SOFTWARE is originally or subsequently recorded or fixed however Deep Excavation retains title and ownership of the SOFTWARE recorded on the original disk copy
61. nis 40 Eege 44 cS Wola Deh eny e Ee A 45 Chapter 4 Modifying Models amp Viewing Results 47 4 1 Adding Pile Te EE 48 4 2 Viewing Results on Main Form seedietetes ieren Shseete die d D eee EN degen A eieed 49 Deep Excavation LLC Page 2 HelixPile 2012 User s Manual 4 3 Report Options Printed REDOMIS sivecescsacsvevasccentrsaveccnconsnvesadedestavadedeesetavevasecesdresveesncorsnvasaiedsvaneivensen 50 Chapter 5 Theoretical background ccccecccesccccsecceneccencecucceecscenceeuceeeeceeeeeeusceeeeeeeeteuceeeuseeeueeteneeeeass 52 5 1 Theoretical EEN eebe euer 53 DZ Siva SIS res 0S EE 55 5 3 Cylinder EENEG 57 54 Struct raltapacity ele DIE gl EE 57 M e 60 Deep Excavation LLC Page 3 HelixPile 2012 User s Manual Chapter 1 Introduction to HelixPile Deep Excavation LLC Page 4 HelixPile 2012 User s Manual 1 1 About HelixPile Helical Pile Engineering Program HelixPile 2012 is a user friendly modern and powerful software program for the design of helical piles HelixPile allows the user to include an unlimited number of stage conditions and soil profiles HelixPile incorporates the latest recommendations and reports the controlling design design conditions 1 2 Software Compatibility amp Installation HelixPile is compatible with Windows OS XP Vista and 7 A minimum of 120 Mb must be available on your hard disk 1 3 Support amp Technical Assistance Support and technical
62. novations in Foundation Construction ASCE Illinois Section Chicago March pp 81 112 Davisson M T and H L Gill 1963 Laterally Loaded Piles in Layered Soil System Journal of Soil Mechanics and Foundation Division ASCE Vol 89 No SM3 pp 63 94 Deardorff D 2007 Torque Correlation Factors for Round Shaft Helical Piles In Proceedings of the 32nd Annual Conference of the Deep Foundation Institute Colorado Springs CO pp 439 450 DeBeer E E 1967 1968 Proefondervindlijke Bijdrage Tot de Studie van Het Grensdraag Vermogen van Zand onder Funderingen op Staal Tijdshift der Openbar Verken van Belgie No 6 1967 and Nos 4 5 and 6 1968 1970 Experimental Determination of Shape Factor and Bearing Capacity Factors of Sand Geotechnique Vol 20 No 4 pp 387 411 Diewald G A 2003 A Modified Soil Suction Heave Prediction Protocol With New Data from Denver Area Expansive Soil Sites MS Thesis University of Colorado at Denver Denver CO Dobry R E Vicente M J O Rourke and J M Roesset 1982 Horizontal Stiffness and Damping of Single Piles Journal of the Geotechnical Engineering Division Vol 108 No GT3 pp 439 459 Downey S 2008 A Quality Foundation Presented at the Proceedings of Helical Foundations and Tie Backs Specialty Seminar November Deep Foundation Institute Los Angeles CA Duncan J M 2000 Factors of Safety and Reliability in Geotechnical Engineeri
63. nt then the program calculates and includes both the cylinder angle from the pile axis as well as the effective diameter along the virtual cylinder The angle inclination of the cylinder in respect to the pile axis should make little difference in most cases 5 4 Structural capacity calculations Initially the design structural capacity of the pile is calculated as Pues a de Where Pdes Design axial capacity Py Yield strength of shaft q Design stress factor for allowable design typically taken as 0 5 a is controlled from the Analysis settings dialog tab B Its value is automatically updated when a new structural code is selected from the Design tab The program also considers the structural capacity according to the selected structural code standards This affects the compressive structural capacity when buckling is considered HelixPile determines which loading condition is controlling in each stage and reports the respective structural capacity The unbraced length below the surface has to be defined by the user depending on soil conditions for each helical pile The program subsequently tries to determine if the pile sticks Deep Excavation LLC Page 57 HelixPile 2012 User s Manual out of the ground and incorporate this length into the effective unbraced height Last the effective unbraced length is calculated by multiplying by the unbraced length factor k which accounts for the end conditions of the beam The ini
64. nt stans Add new load Add new load Delete selected load Delete selected load ok cea Figure 4 1 3 Define load step 3 Figure 4 1 4 Change load for each stage if needed Deep Excavation LLC Page 48 HelixPile 2012 User s Manual 4 2 Viewing Results on Main Form Once a project is analyzed results can be viewed on screen by selecting one or more of the options provided below e Show the structural rations on screen e Show the critical condition results on screen e Show the cylinder failure results on screen e Show the individual plate results on screen e Show the results for tension condition on screen HelixPile can graphically represent results for all analyzed design sections and stages The following figures show some typical on screen output diagrams and results Output results can be visible only if the given problem has been analyzed Feel free to explore the functionality of these toolbars Feap tension 15 18 k Fcap tension 15 18 k Fcap comp 11 29 k Fcap comp 11 29 k police ele Figure 4 2 1 Critical condition results Figure 4 2 2 Cylinder failure results Feap tension 15 18k Feap tension 15 18 k Fcap comp 11 29 k Fcap comp 11 29 k 5ft 5ft Figure 4 2 3 Individual plate method Figure 4 2 4 Tension condition Deep Excavation LLC Page 49 HelixPile 2012 User s Manual 4 3 Report Options Printed Reports Once
65. oncrete Institute Adams J l and D C Hayes 1967 The Uplift Capacity of Shallow Foundations Ontario Hydro Research Quarterly Vol 19 No 1 pp 1 13 Adams J I and T W Klym 1972 A Study of Anchors for Transmission Tower Foundations Canadian Geotechnical Journal Vol 9 No 1 pp 89 104 American Galvanizers Association AGA 2000a Hot Dip Galvanizing for Corrosion Protection of Steel Products Englewood CO American Galvanizers Association 2000b Zinc Coatings Englewood CO American Galvanizers Association AISC 1989 Manual of Steel Construction allowable stress design 9th edition Chicago IL American Institute of Steel Construction AISC 2001 Manual of Steel Construction 3rd ed Chicago IL American Institute of Steel Construction American Society of Civil Engineers ASCE 2006 Minimum Design Loads for Buildings and Other Structures ASCE7 Reston VA American Society of Civil Engineers ASTM International 2008 ASTM A123 Standard Specifications for Zinc Hot Dip Galvanized Coatings on Iron and Steel Products Annual Book of Standards West Conshohocken PA ASTM International ASTM A153 Standard Specifications for Zinc Hot Dip Galvanized Coatings on Iron and Steel Hardware Annual Book of Standards West Conshohocken PA ASTM International ASTM B633 Standard Specifications for Electrodeposited Coatings of Zinc on Iron and Steel Annual Book of Standards West Conshohocken P
66. oric Landmarks www nps gov U S Department of the Interior Occupational Health and Safety Administration OSHA 2008 Excavations Document 2226 Washington DC Occupational Safety and Health Administration Pack J S 2000 Design of Helical Piles for Heavily Loaded Structures In New Technological and Design Developments in Deep Foundations Reston VA ASCEPress pp 353 367 2004 Practical Design and Inspection Guide for Helical Screw Piles and Helical Tension Anchors 3rd ed Aurora CO IMR Inc 2006 Performance of Square Shaft Helical Pier Foundations in Swelling Soi Proceedings of Geo volution ASCE and AGU Joint Conference Denver CO ASCE Geotechnical Practice Publication No 4 pp 76 85 2007 Design Specification and Installation of Square Shaft Helical Piers in Expansive Soils Proceedings of the 32nd Annual Conference of the Deep Foundation Institute Colorado Springs CO pp 321 330 Pack J S and K M McNeill 2003 Square Shaft Helical Screw Piles in Expansive Clay Areas Proceedings of the 12th Pan American Conference on Soil Mechanics and Geotechnical Engineering pp 1825 1832 Parry R H G 1977 Estimating Bearing Capacity of Sand from SPT Values Journalof Geotechnical Engineering Division Vol 103 No GT 9 pp 1014 1019 Peck R B 1969 Deep Excavations and Tenneling in Soft Ground Proceedings of 7th International Congress of Soil Mechanics and Foundation Engineering State of
67. ort Format area and the preview and export buttons Deep Excavation LLC Page 51 HelixPile 2012 User s Manual Chapter 5 Theoretical background Deep Excavation LLC Page 52 HelixPile 2012 User s Manual 5 1 Theoretical background Helical piles derive their capacity from bearing and side resistance In general two geotechnical modes are recognized for helical pile failure a Individual plate failure mode and b cylinder failure mode as illustrated in the following figure If the helix spacing is large enough then each helix will act independently and the individual bearing capacity failure will control at each plate provided that the plates has sufficient structural capacity On the other hand if the helical plates are spaced close enough then the capacity will be controlled by the bottom plate bearing failure and side resistance along the cylinder bound by the helical plates for compression P ee eB et Pal e K N A D pa n d is SE F Ai Age RE EN Ni h mg mp wf wf vr g s ax ch z Ee tt iito Pettey t L dD Cylinder method Individual plate Figure Helical pile theoretical failure modes Deep Excavation LLC Page 53 HelixPile 2012 User s Manual The general bearing capacity equation used within the software is dut zs CN FIN Uert 0 5y DN Where C Effective cohesion or undrained shear strength
68. port In this tab we can select options for generating output reports or viewing calculation progress files 8 View In this tab we can modify various view options or generate a top view of the model Deep Excavation LLC Page 11 HelixPile 2012 User s Manual 9 Help This tab provides links to help and terms of use ae ae HelixPile Oo Cp X Edit add Clays Analysis pile loads Default Approach Service settings Elevations External pile loads Clays Load combinations Analysis settings Base model Design Sections Tabs area Model area Assumptions Tree View Calculation buttons Command line Stages area Stage 0 0 X 628 2 15 ft in k 2 33H 1V Figure 2 1 1 General HelixPile 2012 Interface 2 2 1 HelixPile Toolbar Functions The following section provides a detailed list of all toolbar functions The first tab group to encounter contains the following options e Start button 2 Model Settings Design Options Exit Figure 2 2 1 Main button Deep Excavation LLC Page 12 HelixPile 2012 User s Manual This window provides the following options e Create a new project e Save a project to a folder e See and choose to open recent files e Exit the program A horizontal toolbar available right under the design section list allows the user to edit section names add new design sections etc Figure 2 2 2 The icons
69. r 0 5 2 Color Options 3 Custom Geotechnical Capacities Use user defined capacity Fall 7 k Fmax 0 k Figure 2 3 9 Helical capacity analysis settings Advanced tab gt Corrosion tab Here we can e Specify the design time or design life of the pile e Choose the analysis method We can choose to use the ICC Method AC355 or the AASHTO2004 Method for moderately corrosive soils Helical capacity analysis settings om DIE 1 General 2 Advanced 3 Cormosion Examine corrosion effects A Design time this stage Design time 0 Analysis method ICC Method ACS55 ki Figure 2 3 10 Helical capacity analysis settings Corrosion tab Deep Excavation LLC Page 22 HelixPile 2012 User s Manual 2 4 Properties menu z al General Properties Model Settings Design Results Report View Help eee CPT s K N KA EH 1 8 i Edit soil Borings CPT logs Helical anchor Structural type data soil layers import sections Materials Soil Types Stratigraphy Helical pile sections Structural Materials Figure 2 4 1 The Properties tab menu Edit soil Edit soil type data by pressing the button tedata the soil properties form appears Here we can add delete and modify available soils by changing their type the general properties like unit weights strength parameters and permeability modify the elastoplastic parameters and modify the bond resistance for tiebacks A soil can be used i
70. ring Capacity of Clays In Proceedings of the Building Research Congress Vol 1 pp 180 189 Slemons P E 2008 A Rational Approach to Calculating Torque to Capacity in Cohesive Soils Proceedings of the Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute Los Angeles CA Hawthorne NJ DeepFoundation Institute Stagg K G and O C Zienkiewicz 1968 Rock Mechanics in Engineering Practice New York John Wiley and Sons Sun K and J A Pires 1993 Simplified Approach for Pile and Foundation Interaction Analysis Journal of Geotechnical Engineering Vol 119 No 9 pp 1462 1479 Tabesh A and H G Poulos 1999 The Effect of Soil Yielding on Internal Pile Response In Proceedings of the 2nd International Conference on Earthquake Geotechnical Engineering ed Seco e Pinto vol 1 327 333 Rotterdam A A Balkema Tappenden K M 2004 Predicting the Axial Capacity of Screw Piles Installed in Western Canadian Soils Master s thesis University of Alberta Edmonton Alberta Terzaghi K 1943 Theoretical Soil Mechanics New York John Wiley and Sons Terzaghi K and R B Peck 1967 Soil Mechanics in Engineering Practice New York John Wiley and Sons Thompson R W W Rethamel and H A Perko 2006 Comparison of Constant Volume and Oedometer Swell Pressures In Proceedings of Unsat 2006 American Society of Civil Engineers Phoenix AZ Tomlinson M J 1986 Foundation Desi
71. s CPT log Properties TER Name Water Depth 2 65 m a Nunber of Samples Test Depth 39 65 m CPT 5 CPT CPT Sample Properties Mean Mean Mean Mean Mean Mean Dest m Depth m Color CH ec get SH un OCR Dra Neo gt 92 1042862 3 09168 765704 0 147337 18 1966 648237 58 6536 0 8 01987 92 113 50941 133309 131192 388371 0 195771 0 113 288 49 5924 26 9535 113 1735 1816717 5438 150846 0 305 137 192897 5 15065 129 182 0 15 5328 735 213 243965 20812 227359 38 1676 0 20 3479 0 19724 4634 43 375 213 26 45 1811384 26 0756 256463 38 058 0 20 5025 0 243 549 45918 53 7596 26 45 3965 1285089 20 0309 265 137 356106 0 20 4258 0 299511 35 6684 47 7348 D Delete CPT log Export Export to Soils and Borings Mean St Deviation Export to Soils and Borings Di Import Soil with specific 0 M Elevation Reference op Cancel C Use Rounded values Figure 2 4 5 Available CPT logs dialog In this dialog we can export the CPT test borings and soils to the program s database Deep Excavation LLC Page 25 HelixPile 2012 User s Manual A Helical anchor Edit helical anchor sections By pressing the button sections we can edit the structural and geotechnical properties of the helical anchor sections can be used in tiebacks The properties that exist on this form and can be modified are described in paragraph 3 5 Helical anchor sections o fc es Helical sections A Gen
72. s of Geo volution ASCE and AGU Joint Conference Denver CO pp 109 119 2006b ICC ES Acceptance Criteria for Helical Foundations and Devices In Proceedings of the Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute Newark NJ 2006c Installation Torque as a Predictor of Helical Pier Axial Capacity Electronic publication www helicalpierworld com 2007a Lateral Resistance of Helical Foundations for Hurricane Prone Coastal Areas In Proceedings of the Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute New Orleans LA 2007b Evidence of Seismic Resistance of Helical Foundations In Proceedingsof the Helical Foundations and Tie Backs Specialty Seminar Deep Foundation Institute New Orleans LA 2007c Creating Acceptance for Helical Foundations Code Updates Structure Magazine December pp 49 50 2008a Helical Pile Foundation for Alexan Broadway Parking Structure Proceedings of Case Histories in Deep Foundations Deep Foundation Institute Cincinnati OH 2008b Helical Piles in the Building Codes Proceedings of the Helical Foundationsand Tie Backs Specialty Seminar Deep Foundation Institute Los Angeles CA 2009 Helical Piles A practical guide to design and installation John Willey amp Sons Perko H A and J B Boulden 2008 Lateral Earth Pressure on Lagging in Soldier Pile Wall Systems D I Journal Vol 2 November pp 52 60
73. ser s Manual Adjust ultimate STR capacity by FS Safety Factor 1 6 Figure 5 4 Using a safety factor on loads for ultimate structural codes such as AISC LRFD Deep Excavation LLC Page 59 HelixPile 2012 User s Manual References Deep Excavation LLC Page 60 HelixPile 2012 User s Manual AASHTO 2010 LRFD Bridge Design Specifications Washington DC American Association of State Highway Transportation Officials A B Chance Co 1992 Anchor Corrosion Reference and Examples Bulletin 01 9204 Centralia MO A B Chance Co 1993a Helical Pier Foundation System Manufacturer technical support document Centralia MO A B Chance 1993b Tension Anchor System for Tieback Applications Manufacturer technical support document Centralia MO A B Chance 1995 Sample Calculations for Helical Pier Application Manufacturer technical support document Centralia MO A B Chance 1996 Buckling of Helical Anchors in Underpinning Applications Bulletin 01 9602 manufacturer technical support document Centralia MO A B Chance 2003 Helical Screw Foundation Design Manual for New Construction Manufacturer technical support document A B Chance Centralia MO 2006 Corrosion An Overview Version 1 0 manufacturer technical support document Centralia MO A B Chance ACI318 2008 Building Code Requirements for Structural Concrete and Commentary ACI Standard ACI Committee 318 Farmington Hills MI American C
74. ssure diagrams as Lines only Show Graphs as On top of each wall Calculation Summary W Show calculation summary at end of calculations Set Cument Project Ae Default ae Figure 2 6 3 Settings Fonts View Tab The available view options are e Show axes e Show soil information e Show soil layers on left side of model e Show Ka and Kp values next to the wall e Show assumptions table on model Furthermore here we can define some view options regarding the result presentation Deep Excavation LLC Page 32 HelixPile 2012 User s Manual 2 7 Design menu E General Properties Model Settings Design Results Report View H co DES Safety Factor Shaft 2 Custom STR Adjust ultimate STR capacity by FS DE HI E ee Safety Factor Bearing 2 ST Rides Safety Factor 1 6 Code Steel Deco LRFD Options 3rd Edition 2003 Figure 2 7 1 The Design tab menu co DE Code Code options By clicking on the button we can define which structural code s settings to apply in analysis These code settings control structural codes and other options DES Safety Facto Safety Facto USA allowable settings SS USA LRFD with global FS S AASHTO US LRFD Settings Use Eurocode 2 3 Settings ECA 3R 15 RR italian DMOS Settings Figure 2 7 2 Code options The following options are available Use Eurocode 2 3 settings Apply Eurocode settings to the design Use US allowable settings
75. tially assumed value is assumed as 1 for a pinned beam at both ends while typical values can range from 0 65 to 2 depending on the assumed fixity conditions Est Suppor Dato See O O tg A General B Prestress Unbraced Clay 1 1 pply changes to to stages Defau This Stage Only Clay 6 From Stage tol z ji model 6 All Stages 2 Unbraced Lengths Options Use user defined unbraced lengths Vertical Unbraced Length LV 7 i Unbraced length factor k 1 Cantilever E20 Simple beam k 1 0 Partially fixed k 0 85 Fixed ends k 0 65 Figure 5 3 Unbraced length factor with standard recommendations When ultimate structural codes such as AISC LRFD editions are employed then a designer might have to consider additional safety factors applied to the structural analysis This will also depend on whether external pile loads are factored or not For example if external pile loads are not factored and AISC LRFD is used then it might be prudent to use a safety factor of 1 6 or greater to factor services loads for the buckling structural analysis according to building code standards These settings are initially automatically set when a building code is selected but can be adjusted from the design tab as shown in Figure 5 4 When an overall safety factor is used the assumptions table will also show that a safety factor is applied by the name of the structural code Deep Excavation LLC Page 58 HelixPile 2012 U
76. y software program and includes powerful features and versatile options In HelixPile we can work with many design sections of an excavation In a sense a design section is a design scenario This way multiple conditions can be examined simultaneously The main interface is shown in Figure 2 1 1 The general philosophy in creating a model in HelixPile is 1 Specify the global coordinates 2 Specify the soil types and properties 3 Specify the layers and stratigraphy 4 Create a generalized water table 5 Specify the pile properties pile depth pile x coordinate pile section 6 Specify different stages 7 Specify HelixPile load combination 8 Analyze the project This Chapter describes the data that should be entered by the user in order to create a proper model Deep Excavation LLC Page 38 HelixPile 2012 User s Manual 3 2 Data entry Project information Project By clicking on the button info the Project Information dialog appears Figure 3 2 1 In this dialog we can specify the Project Name file number or job number and the name of the engineer preparing the analysis ES Project Information go x My Project File Number 1 Prepared By Engineer Additional Description Deep Excavation Project Figure 3 2 1 Project information dialog Deep Excavation LLC Page 39 HelixPile 2012 User s Manual 3 3 Data entry Soil Data By pressing the Edit soil type data button of the Propert

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HelixPile 2012 – User`s Manual USER` S