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DeepXcav 2011 – User`s Manual USER` S MANUAL

1. Delete Selected Soil 1 Name and Basic Soil Type Soil Name F Description Fill 2 Soil Type Behaviour Sand Silt Clay Rock 3 Default drained undrained behavior for clays Stent Undrained behaviour Drained Ave N 0 N60 Omitted Hammer Efficieny n 65 DR Omitted 2 Specimen In situ stresses and Plasticity Index A General C Elasto plastic D Bond E Adv 4 Unit Weights Density 7 20 kNim3 gt Zay 19 kNm E 5 Strength Parameters and Poisson Ratio cO kPa 3D degrees Sulo kPa S cy Omittec degrees v 0 35 peak Omittec degrees 6 Permeability Kx 0 0001 m sec Kz 0 0001 m sec 9 2 Attest coefficients KoNC 05 nOCR 05 Ko KoNC OCR nOCR G y Omitted kPa PI Omitted G Omitted kPa D ap Omitted mm OCR 1 3 Cone Penetrometer Data Qshaft Omitted kPa Qtip Omitted kPa ConeFactrN 19 4 Pressuremeter Tests P Omitted MPs 1 Name and Basic Soil Type rr Soil Name F LOE Estimator Description Fill 2 Soil Type Behaviour Sand Silt Clay Rock 3 Default drained undrained behavior for clays See Theory Undrained behaviour Drained A General 4 Unit Weights Density 7 2 Nae ayy 19 kN 10_ O a W ii ii ji 5 Strength Parameters and Poisson Ratio ciy cO kPs o a 0 25 50 75 100 Su 0 kPa ov Omittec degrees Su U v0 35 p
2. Top view Shear reinforcement 4 Shear Reinforcement ShI oo Aada Bar fAs 10 cm sv 0 cm sHi0 cm B Delet 3 esa Shear reinforcement is spiral Metric Rebars 010 for 10mm Diam Copy Treat wall as slab for shear capacity calculations diaphragm walls only Paste V Redimesion wall automatically OK Cancel Figure 3 7 25 a Concrete and rebar properties Deep Excavation Page 151 DeepXcav 2011 User s Manual Figure 3 7 25 b The multiple reinforcement options tab The following table presents the properties that are available in the multiple reinforcement options tab Area of shear reinforcement Horizontal spacing of shear reinforcement Vertical spacing of shear reinforcement Option to use and edit multiple reinforcement layers Dimension of shear reinforcement bars Deep Excavation Page 152 DeepXcav 2011 User s Manual KA Edit Wall Properties oOo x Wall Sections Waldi WALL A Left R 6 10 Right R 6D16 over 100 V Redimesion wall automatically OK Cancel Figure 3 7 26 Diaphragm wall plan Deep Excavation Page 153 DeepXcav 2011 User s Manual 3 7 6 Wall type Soldier pile and tremied concrete walls At the wall sections dialog the user can choose to use soldier pile and tremied concrete walls The user can choose to use a standard steel section from the area marked in Figure 3 7 27 DeepX
3. Multiply At rest pressures on resisting side by M 1 9 Apply changes to stages To curent stage only 0 _ All stages From stage 0 to 0 Figure 2 9 21 Passive pressures Multiplier dialog for at rest pressures Here we can define the multiplier M for the resisting at rest pressures Calculation Options o E Z2 Passive Safety Factor Divide Passive Pressures by Safety Factor FS 1 5 Apply changes to stages To current stage only 0 O All stages C From stage 0 Figure 2 9 22 Passive pressures Safety factor dialog Here we can define the safety factor FS Passive earth pressures will be divided by this FS to obtain the resisting earth pressures Deep Excavation Page 85 DeepXcav 2011 User s Manual Calculation Options om tf 3 Maximum passive pressure limit Limit the maximum passive pressure or Maximum passive 1 ut kPa pressure sp max Apply changes to stages 6 To current stage only 0 C All stages C From stage 0 to 0 Figure 2 9 23 Maximum passive pressure limit dialog Here we can define the maximum passive limit sp max Conventional analysis methods Cantilever In this area we can choose the cantilever method Free or Fixed earth Report View Optimize Help p Supports Beam H assures m L Adwanced ver Free earth method is Methe Fixed earth method Figure 2 9 24 Cantilever method Deep Excavation Page 86 De
4. Redimesion wall automatically J 212224 7 em4 i ple y7 em C x Recalculate i W121 kN m Properties Ignore passive resistance from clays within O x Sact flange or size Ci 25 Unbraced length options lateral and main axis Unsupported Length Lb Excavation Increment 0 3 m rein aida maaa E x pile W 0 0 30 48 cm O Specify dimensions T0635 en Effectiveness of Concrete for Stiffness 25 Calculations see theory manual 7 108 em H Figure 7 3 12 Edit sections manually Deep Excavation Page 141 DeepXcav 2011 User s Manual 3 7 3 Wall type Sheet piles At the wall sections dialog we can select to use sheet pile walls The user can choose to use a standard sheet pile section from the area marked in Figure 3 7 13 i Edit Wall Properties 1e Wall Sections A Wall Type C Sheet Piles 1 Wall Type 2 Wall Name Steel shest pile wall Wall 1 3 General Section Data Soldier pile and lagging Sheet pile wall 5 Structural Materials Secant pile wall Width d 043 Tes ee ii 3 Hor Space S 1 Passive width Diwa m gt Active width below exc 1 m 2 Water width below exc 1 m Steel Beam Materials The passive width and active width below enc ane used to multiph soil Fe360 pressures on the wall element below the excavation grade s22 manual Redimesion wall automatically Figure 3 7 13 General section and dimensions for sheet pile walls
5. a laca piis Key l Options M Products Features Sessions Update Attach Deep Excavation Page 12 DeepXcav 2011 User s Manual CLIENT SIDE INSTRUCTIONS User PC 3 Install the driver for the USB key on the CLIENT The HASP driver is available from http www deepexcavation com downloads Sentinel HASP Run time setup zi You will need to extract this file and perform the installation 4 Install the DeepXcav program in the client pc The program is available from htto www deepexcavation com downloads Setup DeepXcav 2011 exe 5 Your distributor will provide to you a ceas pwd file Please place a copy of the ceas pwd file in the client side where DeepXcav is installed The ceas pwd file contains your HASP key passwords it is recommended that you keep a copy of the file for your records Windows Program Files x86 ParatiePlus DeepAcav2011 gt SS ibrary Share with Burn New folder Qo Mame Date modified Type SIZE O Language 11 8 2010 4 04 AM File folder ey ParatieFiles 11 8 2010 4 04 AM File folder a Report 12 10 2010 3 21 AM File folder B sthw 11 8 2010 4 04 AM File folder a tempsDfiles 11 8 2010 4 04 AM File folder EA TempFiles 11 8 2010 4 04 AM File folder Q TAT data 3 10 2011 1 20 PM File folder ActrvationCode 4 14 2011 2 48 PM Text Document 1 KB S borlndmm dll 3 3 2011 3 59 PM Application extens 29 KE E ceas 10 27 2009 6 36 PM PWD File 1 K
6. In C sheet piles tab Figure 3 7 14 we can change the sheet pile properties These properties are presented in the following table Figure 3 7 15 shows the plan of a sheet pile wall as presented in F Draw tab Deep Excavation Page 142 DeepXcav 2011 User s Manual pb Baselength S a Base angle of web from horizontal axis Edit Wall Properties Wall Sections Section Af 13 2 Sheet pile properties h 30 302 em A 136 95 b 6 005 cm 70952 cm bee 19705 4 cm4 m s 0 952 em Soc 1300 a 45 4 degrees Unsupported Length Le factor below excavation Recalculate Properties MANUFACTURER Arcelor LuxembourgLuxcembourg SHAPE Z HOT COLD ROLLED HR INTERLOCK DH 5 x wall Wwidth Add Delete pY Faste Redimesion wall automatically OK Cancel is Figure 3 7 14 Sheet pile properties Deep Excavation Page 143 DeepXcav 2011 User s Manual Figure 3 7 15 Sheet pile wall plan Deep Excavation Page 144 DeepXcav 2011 User s Manual 3 7 4 Wall type Secant tangent piles At the wall sections dialog we can select to use secant pile or tangent pile walls The user can choose to use a standard steel section for the piles from the area marked in Figure 3 7 16 DeepXcav includes all European and US standard sections i Edit Wall Properties Wall Sections A Wall Type B Steel Beams F Draw Eth 1 Wall Type 2 Wall Name Secant wall with steel beam
7. ees ge A p _ ss _ 4 Dimensions n Width d 0 6 m Hor Space 1 m Passive width below exc 1 m E Active width below exc m Water width below exc 1 m tr Fag E Lv The passive width and active width below aoc are used to multiply soil Pressures on the wall element below the excavation grade s22 manual 5 Structural Matenals Concrete Rebar Matenals Concrete mat CA0 25 Rebar steel mat 410 s oK Cance Figure 3 7 2 a Edit wall properties dialog The following table presents the dimension properties that are available in the wall sections dialog Symbol d The width of the wall The horizontal spacing of the wall Passive Passive horizontal tributary width width Active Active horizontal tributary width width Water Water horizontal tributary width width DeepXcav contains the wall types that are presented in the table below The data entry of each wall type will be described in the following paragraphs Deep Excavation Page 130 DeepXcav 2011 User s Manual Option ts i J a a al Description Select this option to use a soldier pile and lagging wall supported by H section steel beams This option will deactivate all other wall type parameters Select this option to use a soldier pile and lagging wall supported by reinforced concrete beams This option will deactivate all other wall type parameters
8. Select Structural Code Settings co BE Code Options Z Steel Design Code DES IE Steel Design EC3 2005 Concrete Design Code WE Concrete Design EC2 2004 ote Figure 2 4 15 Settings Design Tab gt Paratie Non linear tab Here we can define the default folder location for Non linear analysis engine It is recommended that the initial settings are not modified on Default Settings A General Fonts View Soil Properties Design Paratie Analysis Options Folder location of waen exe ppara exe Pmain exe C Program Files Paratie Plus Deep Xcav201 1 ParatieFi Save folder location permanently Reset default location Set Current Project As Default Cancel Figure 2 4 16 Settings Paratie Non linear Tab Deep Excavation Page 47 DeepXcav 2011 User s Manual 2 5 Properties menu E a General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help E LOs E CHE co gt Edit soil Borings CPT logs Edit Wall Edit anchor Edit slab Edit strut Helical anchor Structural type data soil layers import sections sections sections sections sections Materials Soil Types amp Stratigraphy tf Wall Sections amp Structural Sections fo Supports fa Structural Materials Figure 2 5 1 The Properties tab menu Edit soil type data by pressing the button a the soil properti
9. aa an sf a l ME e Single Mult re re WN m ul mae ist wall Generate all Eurocode Cases EUROS Generate all DMOS Cases Italia Generate all DIN 1054 cases 2005 Germany None 1 he Select Standard Code j EA AIE ANAT Generate all AP94 cases France Soil nail walls EUR 2007 DAL 2 F General all EC cases Greece eha ma T at 4 LA DMOS ITA APP1 A Generate all AASHTO LRFD 5th load combinations USA DMOS ITA APPL DMOS ITA EQK DMOS ITA EQK STR User Defined Approach Current Code Settings Figure 3 2 1 Single load case Figure 3 2 2 Multiple load cases The table below presents the load specifications included in DeepXcav USA By selecting the Select Standard Code choice of the Single load case list the dialog of Figure 3 2 3 appears In this dialog we can define the design code and specify the load case that should be used in the current design section Deep Excavation Page 112 DeepXcav 2011 User s Manual peee Options f W Kp Fassive Method D Do Not Use A Code Apply changes to stages C To current stage only 0 All stages C From stage 0 to 0 Figure 3 2 3 Select Standard Code dialog By selecting to generate all load cases of a specification i e all AASHTO LRFD cases after the new design sections are automatically created the user can read the factors used in each load case by pressing the Mult button Then the Summary of
10. D g0 cm B ap Top Rebars near wall Stes ae Na Bars DIG AsTop 8044 cm2 Ctop cm Bottom Rebars Excavation side NG Bars Di8 AsBot 1527 lem2 Chol cm Bat DID 7 cm2 sVi5 m sH15 cm Figure 3 14 4 Concrete section Deep Excavation Page 195 DeepXcav 2011 User s Manual By choosing to use a steel section the following options are available e Use multiple beams With this selection more than one beams can be used to the same support These beams can be used with a clearance or without one e Autorotate the waler This is possible for some kinds of supports tiebacks spring supports and only if more than one beams are used The waler can be installed using the support s angle Autorotate or the user can define a custom angle Figure 3 14 5 For other kinds of supports the waler is installed horizontally Figure 3 14 6 Rotation is used only for steel section beams Figure 3 14 5 Rotated wale beam used with a tieback Figure 3 14 6 Horizontal wale beam used with a raker Deep Excavation Page 196 DeepXcav 2011 User s Manual e Enable manual change of steel section properties With this option the user can modify manually the waler s properties the steel beam properties and options are the same as described in paragraph 3 7 1 By choosing to use a concrete section Figure 3 13 7 the user has to define the reinforcement properties These prope
11. Deep Excavation Page 54 DeepXcav 2011 User s Manual In this form we can define the following properties The steel name The yield strength Fy The ultimate strength Fu The modulus of elasticity E 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 button ne we can edit the concrete properties We can import already available materials from the Import standard concrete materials box Edit Structural Materials for walls and supports oOo ff 3 Concrete Steel Rebar User Materials Import Standard Concrete Materials Name C225 Reference Standard SeenghFe i 29962 2i Material Tension Strength Ft 10 Import and Replace Selected Material Import and Add as new material Figure 2 5 11 Edit concrete properties dialog In this form we can define the following properties The tension strength Ft of compressive strength The concrete material Import and replace selected material Import and add as a new material Deep Excavation Page 55 DeepXcav 2011 User s Manual e Edit reinforcement steel properties By pressing the button ES we can edit the reinforcement rebar steel properties We can import already available materials from the Import standard rebar materials box Steel reinforcement materials can be used for tiebacks and reinforced concrete sec
12. B Initial atest Ko values Adjust Ko when friction angle changes i e due to Eurocode 7 etc Ka Kp formulas Advanced Allow modification of Ka and Kp on each stage and each design section Figure 2 9 8 The Ka Kp main options dialog In this dialog the following options are available Full automatic procedure automatic selection of Ka and Kp User input procedure Option A Total user input if the user input procedure option is selected selected changes if the option B is selected Option to enable automatic readjustment of Ka and Kp for earthquake effects if the option B is selected Option to adjust Ko when friction angle changes Option to allow modification of Ka and Kp on each stage and each design section Option to enable automatic readjustment of Ka and Kp for surface slope angle modifications if the option B is selected Deep Excavation Page 78 DeepXcav 2011 User s Manual Include wall friction In this area we can choose to include wall friction to the calculations on any wall side resisting and driving side as well as define how the wall friction is to be calculated Stability Design Results Report View KI aside S 0 cct 4ct wall friction to zero byes ok gt Resist of soil friction Pi nclude 5 quilibriy Specific Value deg a l Vertical adhesion on Su driving Se mog Vertic
13. Click location on wall Figure 4 2 1 Step 3 Click second point of tieback end point in soil Step 4 The Support Edit dialog appears Refine the new tieback support and click the OK button The support is successfully inserted to the model Figure 4 2 2 To change the supports properties double click on the support or select it from the tree menu DeepXcav 2011 9 0 4 8 New Project DeepXcav 2011 9 0 4 8 New Project Loads Supports Seismic Analysis Slope Stability Design Results Loads Supports Seismic Analysis Slope Stability Design Results H Add building gh 47 p 7 Use Soll Bond H f Add building g a H 4 Add footin h p L T a 4 Add footin h p Katean Sa ete a 1 2 p Supports Tieback Free aCe capacity Of Wales t Supports Tieback Free geotech capacity of yan i tiebacks Footings H Length User Footings gt h Length User Global 3D Loads r Supports Global 3D Loads Supports 10 on 0 ep ee Design section 0 EI Om Drive Resist Figure 4 2 1 Click on the wall step 2 Figure 4 2 2 Placed tieback Deep Excavation Page 205 DeepXcav 2011 User s Manual The following figures present a tieback connecting two walls a slab and a strut support To install these supports the steps of the previous example have to be followed Drie Resist CE j 7 232 m il lt Wall i Diaphragm Thick 0 cm 6L D16 amp R D161 m FykRebars 410 MPa Fck 20MPa Supports
14. F Earth Res Resisting earth factor This factor is used to divide earth pressures F Earth Drive Driving earth factor F Water Drive Driving water factor F Water Res Resisting water factor calculations FHyd dStab calculations Option to use multiplication If this option is selected then the initial non linear in Paratie analysis is standardized by F earth drive The non linear analysis is then performed and the obtained results are amplified by F earth drive to obtain the ultimate design wall moments shears and support reactions factor for qskin ultimate bond resistance for tiebacks Partial safety factor for ultimate bond resistance for tiebacks Soil nails qskin factor Partial safety factor for ultimate bond resistance for soil PL nails pressuremeter test for soil nails factor F Fr nail mass mass factor F c nail mass Use FS_STR_Nails Option to use structural factor of safety for soil nails FSstrNail Structural factor of safety for soil nails Divide Fpassive at end With this option the wall embedment GEO checks are performed separately after the basic wall analysis Hence the STR and GEO checks in EC7 can be seperated Forces the program to include a structural safety factor for soil nail facings Pea safety factor e CS reinforcement safety factor fare fe factor aoe factor Deep Excavation Page 116 DeepXcav 2011 User s Manual Steelgrids Static safety factor o Steelgrids Sei
15. Global FS Crit Show all amp Wall Shear Dz G RAT amp Cap Gy Total Vert _ Surch U water H Water Heac Tot Vert ENY Show Env Global FS Contours Othery 4 Wall Axial R Sup Fx RAT cap GgEff Vert Af Seismic H Grad MM Water Head Grid Eff Vert Global Env Stability Safety P Wall and Supports a Ratios Capacity amp Stresses on walls a Soil Mass Stresses Contours Options a Diagrams G Figure 2 13 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 e u a eeo Wall embedment EOC Factors e sonari a pne E pas OE wwe O omn oooO Support reactions Ik Combined capacity ratio Combined capacity ratio Moment and Axial force combined check and Axial force combined check lt 1 0 Good m Shear capacity ratio Actual shear Design wall shear capacity lt 1 0 Good Structural capacity ratios for supports Actual load design capacity O e Deep Excavation Page 100 DeepXcav 2011 User s Manual Effective vertical stress Net total wall pressures perenne Pierson Oa Pranierstee O oOo Minimum Maximum values Local result envelopes shows envelopes of results for current design section Global Enw Global envelope shows envelopes of results for all linked design sections Result tables Launches a results table Water pressu
16. Radius Search 4 Active Passive Select Methof of Analysis Bishop E Morgensten Price Morgenstem Price parameters Interslice function etc m FSO w 20 0 f x sin Pl Xm H Spencer constant interslice Theta Janbu Maximum number of iterations 4 100 per search point Convergence Tolerance 1 Preliminary Slice Width DX 4 Minimun number of slices 10 Figure 3 13 8 Slope stability options method tab The following properties are available in this tab Symbol Select Bishop simplified method for the slope stability analysis Price is selected is selected method is selected is selected Select Jambu method for the slope stability analysis Define the maximum number of iterations for each search point Select Spencer method for the slope stability analysis Define the convergence Tolerance Define the preliminary slice width i 2 Define the minimum number of slices Deep Excavation Page 176 DeepXcav 2011 User s Manual In the center tab Figure 3 13 9 the user can define the properties for the centers of the circles used in the slope stability analysis Wb Slope Stability Options o E 2 Search circle orid distances are from top left corner of wall Create a search grid or single point E Use only one point for the analysis Use exact coordinates for center search Horizontal Search Limits Left 20 m Right 20 steps 5 Vert
17. Select this option to use a soldier pile and lagging wall supported by pipe section steel beams This option will deactivate all other wall type parameters Select this option to use a soldier pile and lagging wall supported by pipe section steel beams filled with concrete This option will deactivate all other wall type parameters Select this option to use a soldier pile and lagging wall supported by channel section steel beams This option will deactivate all other wall type parameters Select this option to use a soldier pile and lagging wall supported by double channel section steel beams This option will deactivate all other wall type parameters Select this option to use a soldier pile and lagging wall supported by plain concrete beams This option will deactivate all other wall type parameters Deep Excavation Page 131 DeepXcav 2011 User s Manual Wall Type Sheet Piles Select this option to use a sheet pile wall This option will deactivate all other wall type parameters Select this option to use a secant pile wall supported by H section steel beams This option will deactivate all other wall type parameters Select this option to use a secant pile wall supported by reinforced concrete piles This option will deactivate all other wall type parameters Select this option to use a secant pile wall supported by pipe section steel beams filled with concrete This option will deactivate
18. Timber Lagging Walls Soldier pile and lagging walls are some of the oldest forms of retaining systems used in deep excavations These walls have successfully being used since the late 18th century in metropolitan cities like New York Berlin and London The method is also commonly known as the Berlin Wall when steel piles and timber lagging is used Alternatively caissons circular pipes or concrete piles can also be used as soldier piles but at an increased cost Timber lagging is typically used although reinforced concrete panels can also be utilized for permanent conditions Soldier pile and lagging walls are formed by 1 Constructing soldier piles at regular intervals 6 ft to 12 ft typically 2 Excavating in small stages and installing lagging 3 Backfilling and compacting the void space behind the lagging Deep Excavation Page 17 DeepXcav 2011 User s Manual Moment resistance in soldier pile and lagging walls is provided solely by the soldier piles Passive soil resistance is obtained by embedding the soldier piles beneath the excavation grade The lagging bridges and retains soil across piles and transfers the lateral load to the soldier pile system Soldier pile and lagging walls are the most inexpensive systems compared to other retaining walls They are also very easy and fast to construct The major disadvantages of soldier pile and lagging systems are 1 They are primarily limited to temporary construct
19. User s Manual 2 1 2 C Secant Pile Walls os iin P a D ii a a A mm Figure 2 1 4 Typical Secant Pile Wall Section Secant pile walls are formed by constructing intersecting reinforced concrete piles The piles are reinforced with either steel rebar or with steel beams and are constructed by drilling under mud Primary piles are installed first with secondary piles constructed in between primary piles once the latter gain sufficient strength Pile overlap is typically in the order of 3 inches 8 cm In a tangent pile wall there is no pile overlap as the piles are constructed flush to each other The main advantages of secant or tangent pile walls are 1 Increased construction alignment flexibility 2 Increased wall stiffness compared to sheet piles 3 Can be installed in difficult ground cobbles boulders 4 Less noisy construction The main disadvantages of secant pile walls are 1 Verticality tolerances may be hard to achieve for deep piles 2 Total waterproofing is very difficult to obtain in joints 3 Increased cost compared to sheet pile walls Deep Excavation Page 20 DeepXcav 2011 User s Manual 2 1 2 D Soil Mix Walls Various methods of soil mixing such as mechanical hydraulic with and without air and combinations of both types have been used widely in Japan for about 20 years Soil mixing has been used for many temporary and permanent deep excavation projects including the Centr
20. WALL EL 0 t 0 079m er Delete an Paste Redimesion wall automatically OK Cancel Figure 3 7 30 Custom wall plan Deep Excavation Page 156 DeepXcav 2011 User s Manual 3 8 DATA ENTRY 3 8 1 Data entry Tiebacks By choosing to add a tieback to the model the Edit support dialog appears Figure 3 8 1 In this area we can define the precise support coordinates the free and the fixed length In addition the user can define the support s installation angle the horizontal spacing of the tiebacks and the section used in each support This section can be edited by clicking on the edit button Edit Support Data Stage 3 o E Lfree 11 72 Lfix 7 81 1 2 Angles Effective Lfix 50 a 30 2 Support Type and Structural Section Used Tieback Helical anchor Structural Section Edit 4 Strands Change support type 3 Activate Deactivate Support Permanent or Temporary Activate support for this stage Temporary support me O a i Figure 3 8 1 Edit support data dialog Here the user can define the following properties a_i Tieback installation angle S Change support Option to use a different type of support type Activate Deactivate Choose to activate deactivate the support for the current stage Temporary support Define if the support is temporary or permanent Deep Excavation Page 157 DeepXcav 2011 User s Manual
21. a 0 cm Vmax 0 m sec Include wall inertia for non gravity walls a 8 Apply General Settings Vmax amax 0 gt amax 0 m sec2 vV Apply settings to all stages except use of seismic Recalculate R according to selected Method Recalculate Design Accelerations OK Cancel Figure 2 8 4 Seismic effects dialog The following g table presents the options that are available in the Seismic effects dialog Choice to include seismic effects in this stage Horizontal design acceleration Axdesign Vertical design acceleration Azdesign Option to use a building code Define building code and soil type class if the previous option is selected Define the horizontal base acceleration Axbase Define the site soil response factor Ss Define the topographic site response St Define the Importance factor Option to use rigid wall behavior wood method Option to use flexible wall behavior Option to use a user defined response factor R if the flexible wall option is selected Option define response factor R according to Building code if the flexible wall option is selected Option define response factor R according to Richards Elms if the flexible wall option is selected Option define response factor R according to Liao Whitman if the flexible wall option is selected Define value of R if user defined R option is selected Define the Permanent design displacement Dxperm after the seismic event Define the
22. parameters Select this option to use diaphragm wall This option will deactivate all other wall type parameters Select this option to use a soldier pile and tremied concrete wall supported by H section steel beams This option will deactivate all other wall type parameters Deep Excavation Page 133 DeepXcav 2011 User s Manual Select this option to use a soldier pile and tremied concrete wall supported by double channel section steel beams This option will deactivate all other wall type parameters Select this option to use a soldier pile and tremied concrete wall supported by section steel beams filled with concrete This option will deactivate all other wall type parameters Select this option to use a soldier pile and tremied concrete wall supported by channel section steel beams This option will deactivate all other wall type parameters Select this option to create a wall with manually defined properties This option will deactivate all other wall type parameters By clicking on the button of the wall sections dialog the dialog in Figure 3 7 2 b appears This dialog contains useful information regarding the passive and active widths Help for passive and active widths J CONVENTIONAL ANALYSIS NON LINEAR ANALYSIS E Sact Swater Sact Swater es rive si Uphill Lyd vy Lt t E T P S S On O O Resis
23. 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 ox Available CPT logs CPT log Properties _ CPT2 Name Water Depth 265 m E Nunber of Samples 6 Test Depth 39 65 m CPT 5 CPT 6 CPT Sample Properties Mean Mean Mean Mean Mean Start End rae Mean Mean Color Qt fiction PHI Gamma Depa eel Dept MPa KPa deg KN m3 MPa te gt 9 2 1042862 3 09168 76 5704 0 7 18 1966 7 586536 0 8 01987 9 2 11 3 50941 13 3309 131 192 38 8371 19 5771 113 288 49 5924 26 9535 11 3 17 35 1816717 5 438 150 846 0 7 19 2897 129 182 0 15 5328 17 35 21 3 243965 20 812 227 359 38 1676 20 3479 197 24 46 34 43 375 21 3 26 45 1811384 26 0756 256 463 38 058 20 5025 243 549 45 918 53 7596 26 45 39 65 1285089 20 0309 265 137 35 6106 20 4258 299 511 35 6634 47 7348 Delete CPT log lt Export Export to Soils and Borings Mean St Deviation Vv Import Soil with specific 0 aS Elevation Reference ro ETE Export to Soils and Borings IF Use Rounded values Figure 2 5 4 b Available CPT logs dialog In this dialog we can export the CPT test borings and soils to the program s database Deep Excavation Page 50 DeepXcav 2011 User s Manual Edit Wall Edit wall sections by pressing the button sections the Edit wall properties dialog appears Here we can choose the w
24. the GLE Morgenstern Price method or the Spencer Force Moment method To illustrate this a slope example will be presented First a slope or bench surface is created right click on the model set left bench surface Then the bench options dialog appears Figure 3 13 1 Here we set the bench surface by specifying the bench angle or the Vertical Horizontal step Modify Surface Section Bench Options 1 Apply Bench Surface Changes to Side 6 Left side of excavation Right side of eecavation Define slope angle bye By angle 50 degrees C By WH Vertical to Horizontal method V1 5 toH 1 3 Type of Bench or Slope C Sloped surface with no offset C Sloped surface with offset Steped Bench 4 Hevations and Bench Dimensions El next to wall 0 Bench Offset 5 El Bench 10 5 Apply Surface Changes to Stages O All Stages This Stage Only J From Stage 0 to 0 Figure 3 13 1 Set bench surface Next we define the exact center or the rectangle containing the centers for the slope surfaces that to be analyzed Figures 3 13 2 and 3 13 3 Deep Excavation Page 172 DeepXcav 2011 User s Manual Bishop ell Circular surface x 2 33m y 16 81m Figure 3 13 2 Slope circle center 2 56 18 6 0 30 Figure 3 13 3 Rectangular center point search Next the user should select the points where the sliding surface will pass Using DeepXcav th
25. we can change the Design Section name the used Stratigraphy or Boring and the Model Limits to create a nice view of the model Design Section Mame and General Data o fc 3 1 Design Section Name 2 Soil Stratigraphy Boring This design section uses Stratigraphy or Boring Boring 1 3 Boundaries Model Limits Top 10 Left 15 m Bottom 22 4 Right Wall 2nd Wall Use right wall add second wall on right 5 Wall In Plane Rotation Angle in plane from y ads 0 deg This angle rotates the wall angle from the horizontal y4 ads To see the effect change the angle say 10 degrees and go to View Top Plan 6 Link Design Section to a Base Design Section Link this design section model and methods to a Base Design Section Soil code cases are not linked this way you can assume a different Eurocode 7 case in this design section while the model is the same as in the Base Design Section Base Design Section ox Ce Figure 2 4 4 Model Dimension Limits dialog Deep Excavation Page 37 DeepXcav 2011 User s Manual This dialog includes the following options e The design section name e The boring that is used in the current model e The model limits Here we can define the top bottom left and right limits of the model These are absolute coordinates e Add a second wall to the model e Define the angle of the wall in plane from y y axis plan view i e from top e Link selected design section to a
26. 0 0001 msec 9 2 Attest coefficients Copy Soil KoNC 0 5 nOCR 0 5 Ko KoNC OCR nOCR Delete Selected Soil Paste Soil OK Figure 3 4 1 Add a new soil or select a soil to modify Deep Excavation Page 119 DeepXcav 2011 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 weight of soil used above the water table Cc 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 Page 120 DeepXcav 2011 User s Manual Name and Basic Soil Type Soil N
27. 1 The Analysis tab menu In this menu we can edit the basic analysis settings Analysis In this area we can define the analysis method We can choose to perform a conventional analysis limit equilibrium a non linear analysis or a combination of both two In addition here we can define the spacing among the points of the wall mesh delta In general it is recommended that a mesh that generates at least 100 nodes is adopted General Properties Model Loads Su Mesh Delta 0 4 Single Mult 7 Ale Type Conv Paratie Approach Service Figure 2 9 2 Analysis options Design approach In this area we can define the design load cases of standards There is a possibility to choose a specific case of a design standard Figure 2 9 3 or to generate all load cases design approaches of a design code Figure 2 9 4 Paragraph 3 2 presents all these options Single 7 Mult e None Select Standard Code iL EUR 2007 DAL 1 EUR 2007 DAL 2 DMOS ITA APP1 B DMOS ITA EQK DMOS ITA EQK STR User Defined Approach gt Current Code Settings Figure 2 9 3 Single load case Deep Excavation Page 75 DeepXcav 2011 User s Manual i Single Mult w g 1st wall 2 S E A __ u Generate all Eurocode Cases EURO Generate all DMOS Cases Italia Generate all DIN 1054 cases 2005 Germany Approacl 5 Approac Generate all XP94 cases France S
28. Av Ah ratio of vertical to horizontal volume removed horizontal displacement volume with the Clough method For more information please see theory manual Deep Excavation Page 96 DeepXcav 2011 User s Manual 2 12 Design menu Esa General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help co T DES C Long term conditions V Divide Ultimate wall capacity by FS V Custom GEO FS Optimize wall DE Tm embedment for saf Longt 0 2 Include axial load on walls Safety Factor 2 Code Conc Design Steel Design Members All cos oe oa mr k sa deee factors LEM Analysis Options EC2 2004 EC3 2005 US EUR Short term mm 0 3 Safety Factor 1 7 Onlv Structural Design Codes P Conc Cracking P Wall STR Safety a Tiebacks Safety m Wall Embedment Optimization Figure 2 12 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 co l DES DES C L DE pej aS Long Code Conc Design Steel Design Members All Options EC2 2004 EC3 2005 US EUR Shor Use Eurocode 2 3 Settings F sign section 0 Use US Allowable Settings Use AASHTO US LRFD Settings Use Italian DMOS Settings Enable individual codes Do not perform wall design Use High Se
29. 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 purchasing fee was charged DEEP EXCAVATION ENGINEERING PROGRAM SOFTWARE LICENSE APPLICABLE TO ALL VERSIONS THE LICENCE APPLIES TO PURCHASHED AND FREE OF PURCHASE VERSIONS OF THE DEEP EXCAVATION 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 Deep Excavation Engineering Program Software hereinafter referred to as SOFTWARE on a single COMPUTER i e Deep Excavation Page 7 DeepXcav 2011 User s Manual with a single CPU at a single location Any networking namely operating this program on a 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 Excavatio
30. NG B Model Project Move Units Length Displacement Force Settings Limit equilibrium Elastoplastic Open Wizard Info Model Elev Dim Limits SI Units m cm kN z examples examples tutorials Wizards m Info Design Sections Model Limits r Locale a Settings m Example files fa Figure 2 4 1 Project info Model limits Locale Wizards Settings Example files fe Proyect Project Info by pressing the button mf we can change the project file company and engineer name k Project Information Project Infomation Project Name My Project File Number 1 Prepared By Engineer Additional Description Deep Excavation Project Figure 2 4 2 Project information dialog ISS Move model elevation by pressing the button Model lev we can change the model elevation by entering a new top of wall elevation 1 Set Surface Level Top of wall EL Elevation 0 m Design Section Coord Soil Layers Current E All Boreholes Layers Surcharge Elevations E Footings amp Buildings 2 Apply Changes to Stages 6 All Stages This Stage Ony From Stage O jto O Figure 2 4 3 Model Elevation dialog Deep Excavation Page 36 DeepXcav 2011 User s Manual The user can choose the objects to be affected by the change in elevation These are The top of the wall is used as point of reference for the change of elevations S Model Dimension Limits by pressing the button Dim Limits
31. Properties 3 pica Edit strut properties manualhy Paste Redimesion wall automatically Figure 3 7 22 Pipe sections filled with concrete Deep Excavation Page 148 DeepXcav 2011 User s Manual ha Edit Wall Properties o Ea EE Wall Sections Wall 1_ V Redimesion wall automatically OK Cancel Figure 3 7 23 Pipe section filled with concrete secant pile wall plan Deep Excavation Page 149 DeepXcav 2011 User s Manual 3 7 5 Wall type Diaphragm walls slurry walls US At the wall type we can select to use diaphragm walls We can modify the dimensions of the wall in the marked area of Figure 3 7 24 In D Concrete Rebar tab we can change the concrete and rebar steel properties and define the wall s reinforcement Figure 3 7 25 a When the option to use more than one reinforcement sections is selected the multiple reinforcement options tab appears Figure 3 7 25 b The properties included in this tab are presented and described in the table below Figure 3 7 26 shows the plan of a sheet pile wall as presented in F Draw tab EL Edit Wall Properties a xi Wall Sections A Wall Type D Concrete Rebar F Draw 1 Wall Type 2 Wall Name Diaphragm wall slurry wall US Wall 1 Ecci o A General Section Data Soldier pile and lagging Sheet pile wall v Secant pile wall isi Tangent Pile Wall kd Diaphragm wall TA maS N eee 4 Dimensions 5
32. Structural Materials ag es E E A RE Width d 0 6 m Concrete Rebar Matenals st 7 Hor S sj i Concrete mat C20 25 Soldier pile and tremied concry e pm tow ee ma Rebar steel mat EURER Active width below exc 1 m gt 410 Water width below exc 1 m gt Add The passive width and active width below exc are used to multiply soil Pressures on the wall element below the excavation grate s22 manual Redimesion wall automatically OK Cancel Figure 3 7 24 Dimensions for diaphragm walls Deep Excavation Page 150 DeepXcav 2011 User s Manual p Walltthickness height SS ye c O BT Wallbarelength S O po Bw Walllengty S O N Number of reinforcementbars O o o o SV Vertical spacing of shear reinforcement H Horizontal spacing of shear reinforcement reinforcement sections be treated as slabs for the shear capacity calculations l Edit Wall Properties Ss Wall Sections A Wall Type D Concrete Rebar F Draw Wall T EE ee eee Use more than one reinforcement sections 2 Section Dimensions O 60 cm A 6000 i Flevation view em bec 1800000 cm4 B 100 cm Shear reinforcement 3 Longitudinal Reinforcement Tension Compression Sv TP Top Rebars left side MIE Bars D16 AsTop 12 066 cm 7 62 cm Bottom Rebars Right Side MG Bars D16 r s Bot 12 066 cm 7 62 cm HD4
33. The general philosophy in creating an excavation model in DeepXcav is 1 Specify the global coordinates 2 Specify the soil types and properties 3 Specify the layers 4 Create a generalized water table 5 Specify the retaining wall system soldier pile sheet pile secant pile tangent pile and diaphragm wall options 6 Create a database of support members tiebacks struts or concrete slabs 7 Add a stage and draw in new supports 8 Modify the stage elevations 9 Analyze the project This chapter describes the data that should be entered by the user in order to create a proper excavation model 3 2 Design codes DeepXcav includes all Eurocode and AASHTO LRFD load specifications The design approach can be selected from the Analysis tab There by pressing the Single button the user can choose to include the factors of a single load case of a specification to the model Figure 3 2 1 By pressing the Mult button we can choose to generate all load cases of a specification With this choice several new design sections are created automatically including each one a different load case of the selected specification Figure 3 2 2 Each newly generated design section is automatically linked to its parent design section all settings except design approach and load combinations Deep Excavation Page 111 DeepXcav 2011 User s Manual Model Loads Supports a Loads Supports Seismic Analysis Slope Stz
34. To do this select this option and then start clicking the left mouse button from left to right press enter to complete To delete the custom water line move on top in the model and press delete The draw a U line tool is used to draw a line of constant pore pressure in the model This line is only used in slope stability analysis Deep Excavation Page 61 DeepXcav 2011 User s Manual The define user water pressures tool launches the dialog for defining custom values of water pressures next to the walls Please note that in the non linear engine two consecutive zero values of water pressure still count in increasing the total vertical stress by yw see theory manual By clicking onthe button the Ground water table dialog shows up Ground Water Table Stage 3 oF x Retained Side Water Center Region Water 2nd Wall Right Side Water Maintain at ade ae a Specify diferent center water elevation for 2nd wall Dewater below p subgrade 3 m Elev m Use general EL 6 75 m Eley 5 m Groundwater Options Liner Effect Advanced E Hydrostatic Create seal at excavation bottom See Simplified flow net Theory Manual E Full flow net analysis Apply Changes to Stages 5 All Stages User defined water This Stage Only pressures oa z From Stage 0 to 3 Stage Water density Gg 10 kNim3 Figure 2 6 6 Ground water table The following table presents the opti
35. Wall 1 geese 3 General Section Data Soldier pile and lagging Sheet pile wall v Soldier Piles HE 300A 4 Dimensions 5 Structural Materials Width d 0 45 Hor Space S 0 6 Passive width below exc 0 5 Active width below exc 0 6 Water width below exc 0 6 m Steel Beam Materials The passive width and active width below exc ate used to multiphy soil Fe360 i pressures on the wall element below the excavation grade s22 manual Redimesion wall automatically OK Cancel Figure 3 7 16 General steel section and dimensions for secant pile walls In B steel beams tab Figure 3 7 17 the user can modify the steel section properties These properties are presented and described in the table below The section can either be a normal T section Figures 3 7 18 and 3 7 19 a channel section with one or two channels Figures 3 7 20 and 3 7 21 or a Pipe section filled or not with concrete Figures 3 7 22 and 3 7 23 Deep Excavation Page 145 DeepXcav 2011 User s Manual GL Edit Wall Properties o x val 1 General Steel Beam Section Select or type section press enter to complete Unbraced length options lateral and main axis sie er ipeaammmamasss Unsupported Length Lbr Section HE 300A Apply section properties Excavation increment 03 m Unsupported Length Ler factor below excavation 5 xpile W Concrete effectiveness for stifness calculations Effecti
36. Width B 25 Top of Wall Elevation 0 Model Half Space of Excavation B 2 Ground water Hevation 5 O Include right wall two walls Here you can define the major dimensions of the excavation Figure 2 4 6 Wizard Dimensions Tab After selecting the units the user must define the following data e The final excavation depth D e The wall length H e The excavation width B e The top of the wall elevation e Ground water elevation In addition with the options Model Half Space of Excavation and Include right wall we can choose whether to use two walls in the model or not Deep Excavation Page 39 DeepXcav 2011 User s Manual gt Wall Type Tab Here we can define the basic wall type to be used DEEP Wizard o 0 R 3 Wall Type Wall Type Sections p gt Soldier pile and soldier Piles PR lagging Custom iF geen ILER Sheet pile wall Sheet Piles L at bdo 95 9 9 Custom ka AY O Secant pile wall kml Dimensions O Tangent Pile Wall Size 0 6 m 9 Diaphragm wall Hor Space S 1 m gt Soldier pile and tremied concrete Passive width below exc 1 m Active width below exc 1 m Or Use an already existing wall section Available wall sections A Use an existing Wall Section fram available Wall Sections Figure 2 4 7 Wizard Wall Type Tab For the definition of wall type the user can define the following data e The sections of sheet or soldier pi
37. a user defined value e Define the axial force amongst gt Use zero axial force gt Use as axial force a percentage of support reactions gt Use a user defined value e Define the loading type gt Use point loads ideal for soldier pile walls gt Use uniform loads Deep Excavation Page 190 DeepXcav 2011 User s Manual Loading Type Name Wale beam 0 Use Point Loads Use Uniform Load A 0 6 mi Select Loading Type Select Section Steel wale Spacing in Vertical direction Section Use support spacing O Use wall spacing O User defined value Axial Force Zero axial force N 0 Percentage of support reaction H User defined value Figure 3 14 1 The waler dialog Point load type O Point load type 1 Deep Excavation Page 191 DeepXcav 2011 User s Manual Point load type 2 Point load type 3 Point load type 4 he a oe me me H O 5QRL O 50RL M Point load type 5 O TERL Uniform type 0 Deep Excavation Page 192 DeepXcav 2011 User s Manual WwW oa ee o yf 0 125wL M Uniform type 1 0 7wl 0 7wl 3wL 8 SwL 8 V Sw 8 WwW n typi ty jon ae e M 0 10wL 0 10wL Uniform type 2 Ta 7 0 025wL en 0 08wl 4wl 10 5wL 10 6wL 10 6wL 10 5wL 10 4wL 10 W n LILLJ ee te 5S Sd Sok M 40 107wE 0 07iw 0 107 we Uniform type 3 OAC OG 0 077wL 0 036wl0 036wE 0 077wl 11wL 28 15wL 28 13wL 28 17wL 28 V SASN 17wL 28 13w
38. and is mostly applicable for clays Estimate max wall Dx with Clough Clough 1990 method proposed a way to estimate max horizontal wall displacements from Basal Stability and a standardized System stiffness Figure 2 11 3 Basal stability and Clough options Calculation Options for Both Walls o E Z Basal Stability and Cough 30 aad a F Calculate basal stability FS index Mate Sola Poiss O8 2m Sorry Wais mostly applicable for clays Po NETE Oe n 26m Calculate maximum horizontal wall displacements with Clough method Pay Factor of Safety digest ae Aer 09 i or I af A id 20 gt 20 be Loleng Wi dow E reavaliar Danih i T KEETE oe ee 300 og O Pele ea ELA ahap increasing System Stiffness Apply changes to stages To current stage only 0 O All stages C From stage 0 to 0 Figure 2 11 4 Basal stability and Clough options dialog In this form we can choose to calculate the basal stability FS and to calculate the maximum horizontal wall displacements with Clough method Deep Excavation Page 95 DeepXcav 2011 User s Manual Surface settlements In this area we can define whether to estimate surface settlements or not We can select the options that are presented in Figure 2 11 5 By clicking on the button the dialog in Figure 2 11 6 appears For LEM analysis the original method uses the Clough calculated displacements with some m
39. base design section This connects two design sections and they are developed as one with the capability of use of different load cases in each design section Locale Change the language and the units used in this model x Model Wizard by pressing the button the Wizard dialog appears The wizard can create a model really fast gt Welcome Tab Here the user can define the Analysis method 4 DEEP Wizard o E z Welcome to the DEEP Wizard Press nextto letthe wizard guide you through creating a model 1 Analysis Type 2 Dates Beam in elastic foundations PARATIE Project Start Date Conventional Analysis Rigid Supports Saturday September 26 2009 v Conventional Analysis PARATIE Stage Duration 30 days Figure 2 4 5 Wizard Welcome Tab The user can choose to perform a beam on elastoplastic foundations non linear analysis a conventional limit equilibrium analysis or both analyses Deep Excavation Page 38 DeepXcav 2011 User s Manual gt Dimensions Tab Here we can define units and basic model dimensions 4 DEEP Wizard o x A Units O Use English Units kips ft inches O Use Metric Units N m mm 6 Use Metric Units kN m cm O Use Engineering Metric Units Tons m cm O Use Consistent SI kN m m Use Engineering Metric Units kof m cm B Dimensions Final Excavation Depth D 15 E m Wall Length H 20 D H Excavation
40. both traditional methods of analyses and discrete soil spring solutions While it is generally accepted that traditional methods of analysis have obvious limitations in predicting real behavior accurately they are important for framing the problem and providing a back check for more rigorous finite element methods Soil spring solutions can give a better approximation to real wall behavior The beauty of DeepXcav is that it can perform both traditional and spring analyses so efficiently that it leaves the designer with ample time to perform more time consuming finite element analysis Deep Excavation Page 6 DeepXcav 2011 User s Manual 1 2 Software Compatibility amp Installation DeepXcav is compatible with Windows OS XP Vista and 7 A minimum of 380 Mb must be available on your hard disk 1 3 Support amp Technical Assistance Support and technical assistance for DeepXcav is offered through our web site at www deepexcavation com 1 4 End User License Agreement 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
41. graphs Surface settlements Clough Dx H vs FSbasal Clough Dx vs FSbasal Waler beam data and results Reactions E Supports Gl Flownets contours E Slope Stability Ss Design approach Soil types Soil layers Structural materials Wall properties Support properties Stage assumptions Stage sketch Toe Stability Stage graphs Select Al Unselect Al Erase Template file name Figure 4 5 2 The Available Report Sections area Report Manager Induded Design Sections Stages m W Base model Select All Unselect All Advanced Settings Select a report section to show its advanced settings available for some sections only a Seismic Support properties E Loads and prescribed conditions El Results i Toe Stability Wall tables result Stage graphs Surface settlements Clough Dx H vs FSbasal Clough Dx vs FSbasal Waler beam data and results Reactions E Supports E Flownets contours E Slope Stability Sout POF Gat Wer Report Format Design approach Soil types Soil layers Structural materials Wall properties Support properties Stage assumptions Stage sketch Toe Stability Stage graphs Figure 4 5 3 The Report Format area and the preview and export buttons Deep Excavation Page 216 DeepXcav 2011 User s Manual 4 6 Footing Loads 3 Dimensional Loads In many cases the effects of three dimensional loads on the wall have to be evaluated In Deep
42. m below the top of wall ae rae alei 3 5 m below the previous support level subgrade at each 05 below the lowest support level stage is h2 M before the lowest support is installed Include stage for activation of supports THIS 15 USED WHEN A SOIL SPRING ANALYSIS IS SELECTED STRONGLY RECOMMENDED WHEN SOIL SPRING ANALYSIS IS USED Figure 2 4 9 a Wizard Stages Tab Automatic elevations e Tabulated elevations With this option support elevations can be manually defined The height difference between the lowest support and the subgrade can also be defined Deep Excavation Page 42 DeepXcav 2011 User s Manual DEEP Wizard From this menu you can select the options for creating the construction stages for the new excavation O Automatic Bevations QO Tabulated Hevations Cantilever Subgrade at each oO below the lowest support level before stage is h2 the lowest support is installed Include stage for activation of supports THIS 15 USED WHEN A SOIL SPRING ANALYSIS IS SELECTED STRONGLY RECOMMENDED WHEN SOIL SPRING ANALYSIS IS USED Figure 2 4 9 b Wizard Stages Tab Tabulated elevations e Cantilever Select this option to create a cantilever excavation with no supports amp DEEP Wizard o ef z 1 Welcome 2 Dimensions 3 Wall Type 4 Supports 5 Stages From this menu you can select the options for creating the construction stages for the n
43. not e Whether to estimate structural section for tiebacks or not e Whether to include prestress for tiebacks or not no yielding recommended e Whether model tiebacks as wires or not e Define the angles of the supports from horizontal when supports can be installed inclined e Define the free length option available only for tiebacks e Define the horizontal spacing e Define the bond zone fixed length option available only for tiebacks e Define the setback distance of the top of the support from the wall available only for tiebacks and rakers Deep Excavation Page 41 DeepXcav 2011 User s Manual gt Stages Tab Here the user can define the surface elevations for each construction stage There are three main choices e Automatic elevations With this option the program will equally space supports and automatically determine excavation depths for each stage There are also options to include an initial stage with no excavation recommended DEEP Wizard 52 1 Welcome 2 Dimensions 3 Wall Type 5 Stages From this menu you can selectthe options for creating the construction stages for the new excavation Automatic Hevations Tabulated Hlevations C Cantilever Equally Spaced 7 Equally space 2 number of supports after the cantilver stage Cantilever Excavation Depth for Stage 1 De 3 5 m Include stage with no excavation as stage zero recommended to First Support Levelis D1 3
44. sections dialog 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 8 Helical anchor sections o amp 2s Helical sections General B Geotechnical capacity options C Advanced Shaft 2 3 8 x 12 inch he LN Shaft 2 7 8x 12inchhe ame Shaft 3 1 2 x 12 inch he Shaft 2 3 8 x 12 inch helix Manufacturer RAM JACK Shaft 4 1 2 12 inch he z MH313 Galvanized Tel Not specified web www ramjack com MH313R Galvanized z MH325 Galvanized 2 Shaft pipe dimensions and aa 7 MH325R Galvanized fy 270 MPa 270 MPa E 29000 ksi MH425 Galvanized b MH425R Galvanized Diameter 6 032 cm xx 41 6 cm4 Torsional pipe capacity MH431 Galvanized 3 t MH431R Galvanized Thickness 0 483 cm Sx 10 8 cm3 Telastic 56 kN m MH625 Galvanized kN m MH625R Galvanized Area Apipe 3 312 om2 Zx 149 m3 Tplastic 6 06 MH637 Galvanized MH637R Galvanized E Shaft is grouted externally J653 cm4 Tensile shaft capacity MH646 Galvanized MH646R Galvanized Grouted 5 375 cm x 1918 m Qyield 348 168 kN diameter Quitimate 464 224 kN 3 Helix dimensions and properties Number of helix plates recommend 1 to 6 End offset 0 152 m C Use different size plates Helix diameter 30 48 cm spas ne 0 070142 m2 Qh
45. settlements and Clough basal stability method 9 Design In this tab we can control the structural design codes and other options for calculating the design capacities of walls and supports 10 Results In this tab we can select to present results directly to the screen after the analysis is performed 11 Report In this tab we can select options for generating output reports or viewing calculation progress files 12 View In this tab we can modify various view options or generate a top view of the model 13 Optimize This tab provides options for optimizing walls and supports after an analysis is completed 14 Help This tab provides links to help and technical manuals i ne le Bpis SG A Lir Pia Pepe orcs 5 B 6 a Bire kisi Liri M amegth Dipi arang ra Wieda Dayi liah egalik Haban kio kept ii Dm Linia H Usm m m EHI W orgs rapegine fras i DPU WH ham locked Lemi E ai Worth wen Lema ler Drup pin Tabs Design section list model space ooo ch a m ot Dep era Vy Assumptions table rang i Ore D knee Calculate buttons a ree view foe i Ela Zah lio Prose draina L command line Graphical ols Calculation progress box Figure 2 2 General DeepXcav 2011 Interface Deep Excavation Page 30 DeepXcav 2011 User s Manual 2 3 1 DeepXcav Toolbar Functions The following section provide
46. user pressure changes to stages All Stages This Stage Only From Stage 0 to 0 OK Canea Figure 2 9 17 The custom pressures dialog Here we can define the values of pressures at several elevations gt We can choose whether to optimize the wedge analysis or not Deep Excavation Page 82 DeepXcav 2011 User s Manual gt Wedge analysis options By choosing the wedge analysis options the wedge analysis options dialog appears Calculation Options ao E 2s Wedge analysis options Use active wedges 2 walls Use passive wedges 2 walls Optimize wedge analysis Wedge search limits Active limits x H tan 45 fr 2 min 0 75 max 1 25 Passive limits x H tan 45 fr 2 min 0 75 max 1 25 Apply changes to stages To current stage only 0 All stages From stage 0 to 0 Figure 2 9 18 The wedge analysis options dialog The following table presents the options that are available in the wedge analysis options dialog Choice to use active wedges for the two walls Choice to use passive wedges for the two walls Choice to optimize wedge analysis Define the minimum and maximum active and passive wedge search limits These limits are used when the Optimize wedge analysis option is selected Deep Excavation Page 83 DeepXcav 2011 User s Manual Conventional analysis methods Resist Pressures In this area we can choose the type of lateral earth pressure
47. 1 cm Tr S679 cmd Syy 806 cm3 Cw96 1 omb m28 om PA Recalculate ie 20 826 cma Zyy 152 cmd WO0582 kNim Properties 2 8 cm y Edit strut properties manually Redimesion wall automatically Cancel Figure 3 7 20 Double channel sections Deep Excavation Page 147 DeepXcav 2011 User s Manual i Edit Wall Properties o a fs Leal inact A Wall Type B Steel Beams F Draw Wall 1 tL UPN 320 Paste Redimesion wall automatically Cancel Figure 3 7 21 Double channel section secant pile wall plan i Edit Wall Properties a Wall Sections A Wall Type B Steel Beams 1 General Steel Beam Section Unbraced length options dateral and main axis Unsupported Length Lb i Excavation Increment 7 mi Unsupported Length Lx or below excavation 4 x pile W Steel pipe options UPN 320 ck 0 D 32 cm m co Defaut Enter Pipes example erst Specify W Fill concrete E nadir EAE sr 10 mapere dimensions I ei LO OL y y readed steel pipe reaucnon Reduce steel pipe capacity due to threads Concrete effectiveness for stifness calculations Include for stittn Iculati ot Fffectiveness of Concrete for Stiffness ss SEE al ge aie Calculations see theory manual 2 2 Detailed Structural Properties of Steel Beam Section A116938 emZ o7 wu ETIE 1 F 7 boc 1871 6 cm4 yy 1871 6 em J0 cm ne cm IZ Sa 0 emd Syy 0 cma x y cm Zx 0 cm3 Zyy0 m3 WO9 kNim
48. 2011 User s Manual 2 8 Seismic menu General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help Include Seismic Loads Ox ay Calculate from Hexc ax ad a sh SE excavation depth SAN bas ad ax 0 000 9 bpm f Esi Method Full Seismic Semirigid multiplier B 0 75 Water Behaviour Edit Seismic Pressures az 0 000 7 9 Semirigidy Options Impervious and Options General Accelerations r Method Conventional Seismic x Paratie Seismic Figure 2 8 1 The Seismic tab menu In this menu we can choose to include Seismic options and loads in the model s analysis The following options are included General accelerations In this area we can define the earthquake s accelerations for both directions horizontal ax and vertical az Include Seismic Loads ax 0 000 1g az 0 000 g General Accelerations Ta Figure 2 8 2 Seismic accelerations Method In this area we can choose the Seismic method We can either choose from the x Full Seismic available list Figure 2 8 3 or press the full seismic options button Options and load the seismic effects dialog Figure 2 8 4 Calculate xf i excavatio irigid Full Seismic 2eMirigid mu P iiz _ Options Semirigid nventio Mononobe Okabe Richards Shi Wood Automatic Wood Manual User defined Rigid wall Wood Figure 2 8 3 Seismic accelerations Deep Excavatio
49. 3 Grout Options Fixed Body database Concrete mat 0275 30 Add sel icad Dsfil a x Dperf Dix 15 Delete Selected Tieback Section Figure 3 8 2 Tieback anchor sections dialog Deep Excavation Page 158 DeepXcav 2011 User s Manual Here the user can define the following properties Di Internal strand diameter if strands option is selected _No__ Number of strands used if strands option is selected _ __No___ Number of bars used if solid bars option is selected Dfix Fixed grouted diameter This diameter is usually a function of the performed diameter or drill diameter P Tieback Anchors Sections a z Tieback Sections B Geotech 4 Strands ll e E Strands 1 Geotech Safety Factor 6 Strands I 2 Use soil concrete bond strength C Ultimate Pressure bond 10 kPa With this option the fixed body ultimate geotech capacity is calculated from the pressure bond 3 Estimate Capacity from confining stress A Frictional Shear Resistance C Use densification 3 B Cohesional Shear Resistance Use densification J E a Adhesion Cohesion Adhesion actors kPa Factor c Oto 0 8 Add New Tieback Section Delete Selected a for c gt 2 0 5 5 Beam on lastictoundations Optia lgnore capacities for spring methods Sprin g pa pring Spring WILL NOT FAIL Equivalent to WIRE command Figure 3 8 3 Advanced geotechnical options The geotechnical safety factor in
50. 3 8 2 Data entry Tieback sections By clicking the Edit Section button of the support dialog the Tieback Anchors dialog appears Figure 3 8 2 In this dialog we can define the strand material and diameter the grout options and a geotechnical factor of safety In most cases tiebacks are pressure grouted in order to achieve greater capacities We can capture such effects by including a densification multiplier for the frictional and cohesional components of the shear resistance These factors require careful consideration and can be used to obtain a preliminary estimate of geotechnical tieback capacity Figure 3 8 3 In the overwhelming majority of projects all tiebacks have to be tested For the cohesional component you can select an adhesion factor behavior multiplier for the cohesion The frictional component of the tieback capacity is calculated from the average effective confining stress at the tieback at rest on sides vertical on top amp bottom Bearing capacity is ignored The tieback section can be selected from three main types A Strands or user bars B Solid bar C User area F Tieback Anchors Sections o a 8 Tieback Sections Strands EEE 6 Strands 4 Strands _ atrand Options Free Lengt Rebar Steel mat Strands 270 ksi fy 1262 1 MPa E 200100 MPa Type Select diameter or bars Strands or strand diam 1 334 om 2 user bars Internal diameter Di U Solid Bar 6 User area Import from
51. 7 Help menu General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help What Open Help Open technical Open theory About E U L A Terms isnew Manual documents folder manuals folder of Use Help and Manuals r Other Figure 2 17 1 The Help tab menu What What is new By pressing the button we can check what is new in the latest version of DeepXcav Open Help Open help manual By pressing the button M l we can open the DeepXcav help file Hide Back E Intro Assumptions Framework New Project Notes Ribbon Properties Paratie Plus 2011 Multiple window Slave elements I tal y Command list Appendix DeepXcav 2011 International Figure 2 17 2 The DeepXcav help file Open technical Open theory Manuals By pressing the buttons deumentsfolder and m wakfolder the folders that contain the technical documentation and the theory manual of DeepXcav are displayed About E U LA Terms Other By pressing the button of Use the user can read the terms of use of DeepXcav Deep Excavation Page 109 DeepXcav 2011 User s Manual CHAPTER 3 DATA ENTRY Deep Excavation Page 110 DeepXcav 2011 User s Manual 3 1 Data entry General DeepXcav is a very user friendly software program and includes powerful features and versatile options The main interface is shown below
52. ALL APPROVE AND STAMP ANY RESULTS BY D E E P 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 Deep Excavation deepexcavation deepexcavation com 1 5 What is new The latest version of DeepXcav 2011 comes with many exciting new features that include i Walers wall bracing ii Slope stability and soil nailing analysis iii Custom layer mode iv Multiple wall beams 1 6 Activating the software 1 6 1 Activating the stand alone license 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 DeepXcav 2011 3 The activation window should appear Figure 1 6 1 4 E mail us the SITE and MID codes that appear in this window see Figure 1 6 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 6 2 please pay attention not to paste the activation code with any additional space characters 7 Select Enter Application and press Continue Deep Excavation Page 10 DeepXcav 2011 User s Manual MID BF F DFFC C817 8771 Days left
53. B Sample ceas pwd file containing one password file Deep Excavation Page 13 DeepXcav 2011 User s Manual ceas Notepad mos File Edit Format View Help BCWO3SHZ16QCSRALHAOSZRWHZX1HOXAOR Please ensure that the firewall on the server is disabled so that the client PC can see the server ports Otherwise the user must open the port used by the driver and network key Deep Excavation Page 14 DeepXcav 2011 User s Manual CHAPTER 2 USING DeepXcav Deep Excavation Page 15 DeepXcav 2011 User s Manual 2 1 Deep Excavations Background 2 1 1 Background A deep excavation is typically defined as an excavation in soil or rock that is deeper than 15 ft 4 5 m Deep excavations require careful design and planning especially when constructed in congested urban areas Selecting and designing an appropriate earth retaining and support system can have significant impact on cost time and performance oe ea PAT T i iT i ii l Lou anir 4 l HE L j IL papita r Figure 2 1 1 Diaphragm wall excavation supported by soil anchors Deep excavations involve two main systems a The Retaining System that contains earth and water from entering directly into the excavated site and b The Support System or bracing system that contains the resist forces generated by soil surcharges and water Cantilever excavations do not require bracing The term Retaining System for a deep excavatio
54. Beam analysis Right wall Diaphragm Thick amp 0 cm amp L D16 amp R D18 1 m FykRebars 410 MPa Fok 20M Fa Supports Beam anahsis Figure 4 2 3 A tieback connecting two walls Dre KaH 0 333 KpH 3 Wall 7 Diaphragm Thick amp 0 em 6L D16 6 R D16 1m FykRebers 470 MPs Fok 20MFa Supports Beem analysis Dive KaH 0 233 KpH 3 Right wall Diaphragm Thick Jem 6L D16 6 R D16 1m FykRebers 470 MPa Fok 20MFa Supports Beem analysis Figure 4 2 4 A slab connecting two walls Oriwa Resist Resist Drive KaH 0 233 5 22 m Wall i Right wall Diaphragm Diaphragm Thick 0 om 6L Di6 amp R D161 m FykRebars 410 MPa Fok 20MFa Supports Beam analysis Thick 60 om amp L D16 amp R D181 m FykRebers 410 MPa Fok 20MFa Supports Beam analysis Figure 4 2 4 A strut connecting two walls Deep Excavation Page 206 DeepXcav 2011 User s Manual 4 3 Adding Surcharges Graphically Surcharges and line loads in DeepXcav can be added graphically The user has to draw the surcharge first by selecting the appropriate tool Instructions on specific supports are provided in the following table DeepXcav uses equations by DM7 2 Poulos amp Davis and Kelvin to calculate the horizontal surcharge stress q on the wall The methods and are most appropriate for loads on horizontal surfaces but is most cases yield satisfactory results for non level surfaces DeepXcav integrates the h
55. Cancel Figure 3 7 28 Soldier pile and tremied concrete wall plan Deep Excavation Page 154 DeepXcav 2011 User s Manual 3 7 7 Wall type Custom By using this wall type the user can define directly the wall moment of inertia the wall thickness and the top and bottom wall releases without using any of the available wall types Figures 3 7 29 and 3 7 30 show the custom wall properties and the custom wall plan respectively EL Edit Wall Properties Wall Sections PA Wall Type F Draw co Wal 1 Wall Type Custom user defined wall moment of inertia or thickness Soldier pile and lagging if n E F Bottom Top Sheet pile wall ss Pe i E Release Release tim SORE EN adl 6 None None 0 0793 Tangent Pile Wall v l i Diaphragm wall kd Soldier pile and tremied concr 4 Dimensions 5 Structural Materials Width d 0 6 m g Hor Space 5S 1 m Passive width below exc 1 es gt Active width below exc 1 m a Water width below exc 1 sm gt The passive width and active width below exc ane used to multiph soll pressures on the wall element below the excavation grate s22 manual Paste Redimesion wall automatically OK Cancel Figure 3 7 29 Custom wall properties Section thickness Deep Excavation Page 155 DeepXcav 2011 User s Manual Y Edit Wall Properties o x Wall Sections A Wall Type F Draw
56. DeepXcav 2011 User s Manual DEEP CAV USER S MANUAL DeepXcav software program Version 2011 ParatiePlus within Italy Version 1 0 Issued 20 May 2011 Deep Excavation LLC www deepexcavation com Deep Excavation Page 1 DeepXcav 2011 User s Manual Table of Contents CHAPTER1 INTRODUCTION TO De pX Ca ssssccccccessseecceeeaeeececesaeeseeeceeeaeeeeeeessaesseeeeeesaeeeeeeseaaaeeeeseneas 5 1 1 About DeepXcav Deep Excavation Engineering Program ccccccsssecccccssecccceesecesseseceseeeneceesenseeetes 6 1 2 Software Compatibility amp INStallation cece csssccccssseceeceecceceeseececeeecceeeesecesseseeceeseneceesaeseceesegeress 7 1 3 Support amp Technical Assistance cccccesscccessececesececeneccsenceceuececeeceseeeesencessenececeeceseaeeeseueessaneceneness 7 14 End User License Agreement srcsecisecossicwssssnnasascbananceaieviouataunsieriacarasesaunebaeinhederieanmaataateiaepernnetamemenniaceeed 7 KINDE TON ea A E E A teaenaeunen senteteaeoeas 10 DCU WAU CEE O N E e E EE E A E AE E A 10 1 6 1 Activating the stand alone license cccccccccssccccseccceescenceeeucecececenseeeuseeeuceeeetenseeeeeeeeeetenseneuss 10 1 6 2 Activating the network license ssssssessseesseressrrssrrresressrressreresrersrreserresreeserersrresseresrersreessreesseerss 12 CHAPTER 2 UANG DSC CAV riproce EE E E E A E E E EESE 15 2 1 Deep Excavations Background vessicssccessesasensrapveneie
57. L 28 15wL 2811wL 28 W Nn E Tyg E Yom tte te tote tote toe 0 105wL 0 079wL 0 079wL 0 105wL Uniform type 4 A S E ae 0 078wL 0 078wL 15wL 38 15wL 28 23wL 38 23wL 38 15wL 38 Uniform type 5 Uniform type 6 U N 0 50wL 0 45wL 0 55wL v Sst 0 55wL 0 45wL 40 50wL Deep Excavation Page 193 DeepXcav 2011 User s Manual i ee gt a e M 0 13wL 0 13wL Uniform type 7 Ss 0 55wl 9 50wL 0 50wL V 0 50wL 0 45wL 0 55wL W n LLLI jun M 0 13wL 0 08wL 0 13wL Uniform type 8 Se 0 55wL osiw 050w V 0 50wL 0 5iwl 0 55wl Next we can choose the wale section by pressing the Edit button Figure 3 14 2 The user can select among using a steel or a concrete section waler Figures 3 14 3 and 3 14 4 respectively Name Wale beam 0 A 0 6 m 14 m Section Select Section Figure 3 14 2 The edit waler section button Deep Excavation Page 194 DeepXcav 2011 User s Manual Steel wale Concrete wale HY Usea steel Section HE 500M Rotation angle B Q deg C Use Multiple Beams Member Weak axis from vertical Enable manual change of steel section properties wane jen fan boc 161900 Jom4 tyyli9150_ jems Sexcjoisn pene ayia jan s75 jon 2o12 era Deza jen Aaa jer wai jem _ ls Channel ke7 Jom N Cwii1i90 emb razz jem Wwize4s kN m J539 Jom Figure 3 14 3 Steel section Name a wale Concrete wale 1 Type 5H Usea steel Section e07 M y 38 Ma
58. M Design Sections Base model EVA A owai E Le 5 Design Sections MP Soils H fi Stratigraphy Boreholes flint Structural Materials E ga Wall Sections G8 Structural Sections E Footings ot Figure 2 3 2 Design section toolbars Deep Excavation Page 33 DeepXcav 2011 User s Manual On the bottom right corner of the program there is a toolbar that helps the user perform calculations and control viewing options im cm KN 1 51H 1V x Selected design jae design sections Calculate Press Figure 2 3 3 View and calculate tools j D o D cline OE S o D aa ee Zoom out E coom ta Zoom to 1 to 1 horizontal to vertical scale Calculate the selected design section Eja design sections Calculate all design sections Perform an integrity check of the model Deep Excavation Page 34 DeepXcav 2011 User s Manual 2 3 2 Wall List Design Section List and Project Tree View DeepXcav offers features that include multiple 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 Wall list Design Section List and Tree View items Mmax kN Selects current design section shows available design sections Design Sections D 0 Design section 0 a Selects on which wall on current desi
59. N A Useslefte N A Unlock application Remove license Figure 1 6 1 The DeepXcav activation window SITE and MID codes Deep Paratie C eS MID BFYF OFFC C8 17 8771 Daysleft N A Usesleft N A Unlock application Remove license Figure 1 6 2 The activation code area This procedure is used to activate all DeepXcav s modules Deep Excavation Page 11 DeepXcav 2011 User s Manual 1 6 2 Activating the network license In order to activate a network license the following steps must be followed by the network server and by the end users SERVER SIDE INSTRUCTIONS 1 Install the driver for the USB key on the SERVER The HASP driver is available from http www deepexcavation com downloads Sentinel HASP Run time setup zi You will need to extract this file and perform the installation 2 The HASP driver setup in included in the following link http localhost 1947 Run it on the server the PC with the dongle After the driver installation the user can open a browser and enter the url http localhost 1947 This will bring up a window as it appears in the following image Paivistat Getting Started Latest Headlines AM cation _ sex TE porCHeator eBay amp Amazon Options a Gl Sentinel HASP admin Control tenter E ail re Sentinel HASP Admin Control Center S Sentinel HASP HASP Keys available on PC SABATO
60. S Design section 0 A Waming Information 0 Number of wall elements 1st Wall Index C 1 Mesh density 1st Wall Design Section Stage No Wall No Warning Index B Waming Description C Suggested Action D Current Value E Recommended Value Follow Recommended Action OK Cancel Figure 2 14 4 Calculation warnings Deep Excavation Page 103 DeepXcav 2011 User s Manual Calculation summary for all design sections current design section By pressing the Calculation button S mmayforanos the Calculation Summary dialog appears This dialog presents a list of results for all and each one individual design section Select the One Design Section A option to show available results for one design section The Repol We AMES Option controls if results for additional wall elements are included in the model Wall Crplacement ern j Wal Gims Calculston Resu Daplocemi ion kan Winl bioman Moment kNenJm khm Figure 2 14 5 Calculation summary dialog Current stage screen This creates a preview of the model as it appears on the screen This preview can then be printed BEF Raw data results By pressing one of the buttons here a TXT document is created containing the input or output data of the model for the non linear analysis Calculation progress file By pressing one of the buttons here a TXT document is created containing the sol
61. Slab Section Delete Selected Slab Section 1 Name Slab H 20cm 3 Structural Materials E 29962 A2000 cm2 ke 6666 6 cm4 Load 5 kim Recalculate Properties Top Rebars Ctop 5 Longitudinal Slab Reinforcement N3 Bars DIE Bottom Rebars Chot Ng Bars D16 AsBot 12065 om2 3 As Top 6 033 om2 3 cm etnic Bars Type 010 in mm US bars indicated with sign 6 Shear Reinforcement Bart s 0 cmi sA 0 Figure 3 10 1 Slab Sections dialog Deep Excavation Page 167 DeepXcav 2011 User s Manual DB Wallthickness o PB Walllength S sY Spacing of shear reinforcement in out of plane direction in the model screen 1 1 Coordinates at Wall 1 1 Apply Prestress to Stages This Stage Only From Stage 0 to 0 All Stages Slave naster behavior advanced Connect element to slave wall nodes Suggestions ka 2 Unbraced Lengths Options 3 Slab Live Load Use user defined unbraced lengths Horizontal Unbraced Length LuH 0 0 6 kPa Vertical Unbraced Length Luv 0 4 Thermal Strain Options Slabs and Struts Connecting two walls Thermal Strain Expansion 0 Figure 3 10 2 Slab prestress live load and unbraced lengths Deep Excavation Page 168 At the C Results tab results for the slab are available when the model is calculated DeepXcav 2011 User s Manual Edit Support Data Stage 5 A General B Prestress brace 1 Support Reactions and Loads ML
62. Soil codes dialog appears Figure 3 2 4 In this dialog we can manually define load combinations Figure 3 2 5 Deep Excavation Page 113 DeepXcav 2011 User s Manual Summary of Soil Codes for Design Sections F amp a Design Section Stage Design Approach Design Approach Case 0 Design section 0 All Stages Service Design Service 1 0 AASHTO LRFD 2010 All Stages AASHTO LRFD Service 2 0 AASHTO LRFD 2010 All Stages AASHTO LRFD Strength la CA LOREA All Stages AASHTO LRFD Strength lb 4 0 AASHTO LRFD 2010 All Stages AASHTO LRFD Strength II 5 0 AASHTO LRFD 2010 All Stages AASHTO LRFD Extreme gt Seismic multiplier Variable loads Pemanent loads Temporary anchors Permanent anchors tanffriction angle Eff cohesion c Shear strength Su Earth unfavorable 1 35 F_kA 1 5 Earth favorable 1 33 Water unfavorable 1 Water favorable 1 HYDraulic unfavorable 1 HY Draulic favorable 1 UPLift unfavorable 1 Select from Available Codes Design Code z Appy selected per f resstsrershsiess Sertreete code settings applicable to slope stability analysis Load Case x Figure 3 2 4 The Summary of Soil codes dialog The table below presents the load combination factors that are contained in the Design approach tab of the summary of soil codes dialog Seismic multiplier Factor for earthquake loads Var
63. Summary for All DS Current DS Rep QuickReport immary Reports On Screen del QuickReportAndSlope p Base model a StageGraphsOnly il Typical Figure 2 14 2 Report options 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 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 Deep Excavation Page 102 DeepXcav 2011 User s Manual Pes Report Manager included Design Sections Stages Report Format ea Design section 0 p Design approach Summary Summary a approach alee oil types ee Global Properties Soil layers el Model Structural materials Results Wall properties l Slope Stability support properties Stage sketch Stage graphs ey Advanced Settings Select a report section to show its advanced settings available for some sections only Select Al Unselect Al Erase Template file name Figure 2 14 3 The Report dialog Calculation Calculation Warnings By pressing the button wins the Calculation warnings dialog appears Here we can see gemeral warnings that are generated when calculations have been performed ai Analysis Warnings o o x 1 Tree View 2 Table View 5 D
64. The struts typically rest on a series of wale beams that distribute the strut load to the diaphragm wall Pre loading ensures a rigid contact between interacting members and is accomplished by inserting a hydraulic jack as each side of an individual pipe strut between the wale beam and a special jacking plate welded to the strut The strut load can either be measured with strain Deep Excavation Page 25 DeepXcav 2011 User s Manual gages or can be estimated using equations of elasticity by measuring the increased separation between the wale and the strut In some earlier projects the struts were not preloaded and as a result when the excavation progressed deeper the soil and the wall movements were large C1 Thus it has become Standard practice to preload struts in order to minimize wall movements Cross lot bracing makes sense in narrow excavations 60ft to 120ft when tieback installation is not feasible The struts can bend excessively under their own weight if the excavation spacing is too large In addition special provisions have to taken to account for thermal expansion and contraction of the struts The typical strut spacing is in the range of 15ft both in the vertical and the horizontal direction This is larger than the typical spacing when tiebacks are used because the pre loading levels are much higher A clear benefit of using struts is that there are no tieback openings in the slurry wall thus eliminating one source o
65. UND Dephragm gt 20 kN m3 Thick 0 om 6 L 025 6 R D23 1 m r J kPa FykRebars 412 8 MPa Fck 20 7MPa Supports Tributary Figure 4 4 6 Surface settlement Deep Excavation Page 213 DeepXcav 2011 User s Manual Pressures kPa 200 150 100 30 0 31 10 El Om vi UND gt 20 kN m3 Su 50 kPa Wall 7 Di Thick 0 cm 6 L D25 6 R D2V1 m FykRebars 413 8 MPa Fek 20 7MPa Supports Tributary Figure 4 4 7 Effective horizontal soil pressures limit equilibrium Pressures Pressures kPa kPa 100 0 100 100 0 100 El 100 m El 100 m El 31 m Fa kPa Wall i Right wail Diaphragm Diaphragm Thick 6 amp 0 cm 6L D16 6R D16 1m Thick 60cm 6L D16 6 R Di6 i m FykRebars 410 MPa Fck 20MPa FykRebars 410 MPa Fck 20MPa Supports Beam analysis Supports Beam analysis Figure 4 4 8 Water pressures Deep Excavation Page 214 DeepXcav 2011 User s Manual 4 5 Report Options Printed Reports Once 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 5 1 From the Available Report Sections area we can select the results and options that shall be included Figure 4 5 2 We can also drag and drop these items at the R
66. Vmax peak velocity Deep Excavation Page 72 DeepXcav 2011 User s Manual Define the amax peak acceleration Define the Vmax amax option available for estimation Option to use Semirigid method for seismic pressures Choice to use actual water pressures for Hydrodynamic effects instead of yw x hw Recalculate design accelerations Option to use Richards Shi method for seismic pressures Option to use user specified external pressures Option to use Mononobe Okabe method for seismic pressures Conventional Seismic In this area we can control options for controlling the height of application for seismic loads and also define the Semirigid seismic multiplier B factor for creating a rectangular seismic thrust diagram Loads Supports Seismic Calculate from Hexe excavation depth W Conventional Semic x Figure 2 8 5 Conventional seismic options Deep Excavation Page 73 DeepXcav 2011 User s Manual Paratie Seismic In this area we can define the water behavior Figure 2 8 6 and seismic pressures Figure 2 8 7 regarding the Non linear Paratie analysis The pervious and impervious options control how the water is treated in a seismic condition In the pervious case hydrodynamic loading is applied according to the Westeergard solution If the automatic EC8 limit option is selected then the pervious impervious state is automatically controlled from the horizontal soil permeability according to the
67. Xcav footings can be used to define three dimensional loads that can vary in magnitude for any desired stage DeepXcav offers a number of useful alternatives for evaluating the effect of three dimensional loading on excavation walls The theoretical solutions of elasticity are truly applicable for level surfaces however in the absence of any other exact closed form solution many practicing engineers use these methods for non level ground surfaces Caution should be exercised and the limitations recognized when dealing with non level surfaces a The x coordinate of the footing center The y coordinate of the footing out of plane or 3D coordinate at the footing center Elevation the elevation is automatically adjusted for surface footings at the current surface elevation for each stage Se SS Ses Select this option to model the footing as a point load for calculating lateral surcharges With this option the Boussinesg solution is used when the footing is at the surface and Mindlin s solution is used when the footing is below the surface A Poisson s ratio of 0 25 is used Treat footing as point load When this option is not selected then DeepXcav uses the Holl 1940 solution for rectangular loads as outlined in Poulos amp Davis 1974 This solution is independent of the Poisson s ratio The method is applicable for loads that are on a level surface however in the absence of a detailed closed form solution for rectangular lo
68. abacntagntsces ana eesnnadeseieeeanensianacboinagdenanesuseatacahaoearapeceins 16 LELB EON a E EE O E A a a 16 2 1 2 RETAINING SYSTEMS FOR DEEP EXCAVATIONS ccccccsssscccccceseseecceeeaeessceesessueeeceeessueaseeeesanagees 17 2 1 2 A Soldier Pile and Lagging Walls ccccccsssccccsscccesecccenececenseceeenceseesceseecesseeesseeceseeeceseneeenes 17 Dd Be Oe INS WV alll S a E 19 ZA De Cx SOCAN PE GING eaa E E E waentenes 20 Dies SOM PMI VV A aera a E E sa nucaevanoutontscuteciamabtaealataseoneuiaieisterd eunneetcseaanastesantecest 21 2 1 2 E Diaphragm Walls Slurry walls US cccccccsssseccccesececcescceseessececeeeeceseeneceeeeeeeeessenecetseneess 22 2 1 3 SUPPORT SYSTEMS FOR DEEP EXCAVATION ssssecccccsesesecccceseeecceeeseeseecceeeseueceeessaesseesesseaeess 23 2 1 3 A TIP DACKS ROCK AnchorS ssssessesenssseersseserssssresesersssssrosesersssecoseserosssscoseserosssroseserosseccossseresses 23 Do BC OS Aa Mit Cia BLAINE e E E EO 25 JAS Ge TOP DOWN CONSEFUCE OMicsdniviseasierssenssdvasedeiudsaaviuvasandadudeesubudaanduiubonssdunbenhiustanvsanceceaeaeaseeedvedadns 27 L UE DE TAC N a A E 28 2 3 1 DeepXcav Toolbar FUNCTIONS ccccesscccsssecccesecceseccaenceceueceeeneceseneeseenceseueceeeneeeeeacesauscesseneceneness 31 2 3 2 Wall List Design Section List and Project Tree View essssssssssensssressrerssrresrersrerssrressrerseersrrresrersee 35 2 4 General Menu cciccsecsnieasensaedcewsnas
69. ads beneath the ground surface Holl s solution is also used for loads beneath the ground surface n load Select this option if you want to average the load over the maximum verage loa j support spacing With this option DEEP averages the surcharge from y over support maximum support spacing 2 to y maximum support spacing 2 The Deep Excavation Page 217 DeepXcav 2011 User s Manual spacing surcharge is calculated every Dyw increment A minimum of nMin intervals are used Not used in this version Not used in this version Minimum number of intervals along y axis for computing stresses Dyw Interval for calculating stresses when load is averaged over maximum support length H Footing Options 3D Loads o E Z Footing Name New Footing 0 4 13 52 m 105 0 m Ex 2 Yo m 2 L3 C Place At Surface pen Fo kN e0 deg counterclockwise C Treat footing load as point load faster calculation time Average load over support spacing 5 longer calc time Activate Deactivate Apply Changes to Stages Activate for this All DesignSectio This Stage Only Stage All Design i Sections From Stage 0 to 0 Figure 4 6 1 The footing options dialog General tab Deep Excavation Page 218 DeepXcav 2011 User s Manual a Footing Options 3D Loads oF x as a pointload These parameters are not used when the footing is treated as a point load DX 0 25 DY 0 25 nMin 5 Dyw defines the i
70. ag ieiouacteerenasnn canadian aei e E i te 135 SLS VV alll Ve SMSO PIE E EEE E 142 3 7 4 Wall type Secant tangent Ol OS si ceccesncncssacessesapoassatsanninabachtnesasvcaysnasesinsbaseiaeusacedynanebarasaedeenauenss 145 3 7 5 Wall type Diaphragm walls slurry walls US ccccccsscccccsssececeesececceesceeeeeesecessenecessegeceeseenes 150 3 7 6 Wall type Soldier pile and tremied concrete walls cccccescccessseceesececeseceeeseeceeecessecenseeees 154 Dal GP Nal pe CUSO risia AEEA O EEEE E 155 3 8 DATA ENTRY cerere E E 157 SLDN TEDER oni N eee ee eee eer ee ee 157 3 8 2 Data entry MeEDACK SCCUOING gascz os cacdacecoausdicsmsandeascut aeii aieiaa 158 3 8 3 Data entry Helical anchor SECTIONS ceccccesecceceseccceneeceenceceenceeseuececeeceeeeeesenceetenecesseeeneness 163 3 9 Data Cy SUL SECUONS eerie ieni E E T A TEEN 165 3 10 Data entry Slab sections and slab supports s sssesessenssrressrrrsrrrssressrrrssrerssrersrerssereseeesrereseereseee 167 Deep Excavation Page 3 DeepXcav 2011 User s Manual SALDI eny FIM OG SI OS anarie TEE eee tecceumaastimntausecestaareeannmsenaeeesateraiads ses 170 3 12 Data entry SOI VS crest esseccntm tee nctene ene ta aeama ton r serrr E ean deneaaeta nie enstomecenundeae auutene eater eannvoseameteuneneancaams 170 31 DATAPO NEY SIO DS NADIU y ocse Geecececunmcnatecnsaaaecn ncovecusoatusdavncecesnceseuecaeviiacoathacotacumeauoneiadarnecete 172 3A SIO SODI ADNa Y SIG arrest e
71. al Artery project in Boston Known methods include as Jet Grouting Soil Mixing Cement Deep Mixing CDM Soil Mixed Wall SMW Geo Jet Deep Soil Mixing DSM Hydra Mech Dry Jet Mixing DJM and Lime Columns Each of these methods aims at finding the most efficient and economical method to mix cement or in some cases fly ash or lime with soil and transform soil to become more like a soft rock Mechanical soil mixing is performed using single or multiple shafts of augers and mixing paddles The auger is slowly rotated into the ground typically at 10 20 rom and advanced at 2 to 5 ft 0 5 to 1 5 m per minute Cement slurry is pumped through the hollow stem of the shaft s feeding out at the tip of the auger as the auger advances Mixing paddles are arrayed along the shaft above the auger to provide mixing and blending of the slurry and soil Slurry lubricates the tool and assists in the breaking up of the soil into smaller pieces Spoils come to the surface since fluid volume is being introduced into the ground These spoils comprise cement slurry and soil particles with similar cement content as what remains in the ground After final depth is reached the tools remain on the bottom of the hole rotating for about 0 5 to 2 minutes for complete mixing At this point the tools are raised while continuing to pump slurry at a reduced rate Withdrawal is typically at twice the speed of penetration 4 ft to 10 ft 1 m to 3m per minute Steel beam
72. al adhesion on Su resisting Include wall friction for clays Figure 2 9 9 Include wall friction Option to set the wall friction to zero Option to add wall friction as a percentage of soil friction 0 to 100 Option to use a specific value for the wall friction Choice to set vertical adhesion on Su driving limit equilibrium analysis Choice to set vertical adhesion on Su resisting limit equilibrium analysis Choice to also include wall friction for clays ae DAL i T a e ial ls Analysis Slope Stability Design Results ist wall K Kp Drive side No friction sy Drive Pressures Resist Press Resist side No friction Active Passive Inc Ignore wall friction a Include wall friction Lancellotta 2007 E Include wall friction Caquot Kerisel No EQ Include Wall Friction Coulomb M 0 in EQ Figure 2 9 10 Include wall friction for driving and resisting side Option ignore wall friction Option to use Lancellotta 2007 method for wall friction Option to use Caquot Kerisel method for wall friction Option to use Coulomb method for wall friction Deep Excavation Page 79 DeepXcav 2011 User s Manual Conventional analysis methods Drive Pressures In this area we can define the type of lateral earth pressures used on the driving side for a limit equilibrium analysis 3 4 New Project lity Design Results Report View K Supports Bez Cantilever Fre Drive Pressures Res
73. al conditions have to be modeled Soil Types o Z Soil Types 1 Name and Basic Soil Type Soil Name F Description Fill 2 Soil Type Behaviour Sand Silt E Clay Rock m 3 Defaut drained undrained behavior tor clays See Theory Manual Undrained behaviour Drained A Ge SE H Advanced Ka Kp options Reset all Ka and Kp to Rankine 9 1 Soil Resistance for BEF Analysis PARATIE KpP 3 Autoestimate Ka Kp when Soil friction values are changed Add New Soil Copy Sail Delete Selected Sail Paste Soil Figure 3 4 6 Ka and Kp calculation Deep Excavation Page 123 DeepXcav 2011 User s Manual Selection of Active Lateral Earth Pressure Coefficient Ka Select from Graph Active Coefficient Sketch Equations Active Lateral Earth Pressure Coefficient Ka vs Soil Friction Angle 20 30 Soil Friction Angle degrees Current X 12 00 Y 0 66 Options Title Legend Show Min Max Setup my TE Hena miS Select a curve 10 0 Show Markers Print Ka Rankine x Envelope Fill Friction Angle Wall Friction and Slope Angle B K ax g ad i o 2 i G a 30 000 B 0 000 gt 5 0 000 z az 0 g Active Coefficient Values o Rankine Coulomb Richards Shi 30 Kah Active Coefficient in c 0 a Horizontal Direction 5 p 0 Ka 0 333 0 333 0 333 h rg l Kah 0 333 0 333 0 333 Go 15 kPa B o 0 V Accept Value of Accept Value of Exit With
74. all other wall type parameters Select this option to use a secant pile wall This option will deactivate all other wall type parameters Select this option to use a secant pile wall supported by channel section steel beams This option will deactivate all other wall type parameters Po aT a Select this option to use a secant pile wall ale ee IL supported by double channel section steel beams H ier gee his A a This option will deactivate all other wall type Soe bo E r al i parameters Deep Excavation Page 132 DeepXcav 2011 User s Manual Select this option to use a tangent pile wall supported by H section steel beams This option will deactivate all other wall type parameters Select this option to use a tangent pile wall supported by reinforced concrete piles This option will deactivate all other wall type parameters Select this option to use a tangent pile wall supported by section steel beams filled with concrete This option will deactivate all other wall type parameters Select this option to use a tangent pile wall supported by double channel section steel beams This option will deactivate all other wall type parameters Select this option to use a tangent pile wall This option will deactivate all other wall type parameters Select this option to use a tangent pile wall supported by channel section steel beams This option will deactivate all other wall type
75. all type and dimensions choose the wall sections and edit the rebar options for concrete walls The properties that exist on this form and can be modified are described in paragraph 3 6 fl Edit Wall Properties o cf 2 Wall Sections A Wall Type D Concrete Rebar F Draw siB 1 Wall Type 2 Wall Name Diaphragm wall slurry wall US Wall 1 ESTES 2 General Section Data Soldier pile and lagging s T CE OA S D S Sheet pile wall v Or igen go a Jp b b 4 Secant pile wall eee Tangent Pile Wall v 5 y Diaphragm wall x Custom Y 4 Dimensions 5 Structural Materials Width d 0 6 m Concrete Rebar Materials Concrete mat Hor Space S 1 za a i C20 25 Passive width below exc m ries ie Active width below exc 1 m S410 7 Water width below exc 1 m The passive width and active width below exc are used to multiply soil pressures on the wall element below the excavation grade see manual Delete Copy Paste S Redimesion wall automatically Figure 2 5 5 Edit wall properties dialog Deep Excavation Page 51 DeepXcav 2011 User s Manual nae Ebt ancii Edit anchor sections By pressing the button os we can edit the structural and geotechnical properties of the sections used in anchors and tiebacks or select to import specific sections from the program s database The properties that exist on this form and can be m
76. ally that is the user has to draw the support first by selecting the appropriate tool Instructions on specific supports are provided in the following table Toolbar o Description Icon Adds a tieback support you have to click at the main stage form to graphically vy add the tieback A tieback can also be used to connect two walls In this case the tieback will be treated as a tie rod Adds a strut support you have to click at the main stage form to graphically add the support Struts can also be used to connect two opposite walls Adds a raker support DeepXcav treats rakers as inclined struts WARNING USER MUST ENSURE THAT THE RAKER FALLS OUTSIDE PASSIVE ZONE OF INFLUENCE FOR RAKERS TO BE PRACTICALLY EFFECTIVE DEEP DOES NOT AUTOMATICALLY ADJUST RAKER REACTIONS IF A RAKER FALLS WITHIN THE PASSIVE ZONE HOWEVER FOR SLOPE STABILITY DEEP WILL IGNORE A RAKER IF IT ENTIRELY FALLS WITHIN THE SEARCH SURFACE OR CIRCLE Deep Excavation Page 204 DeepXcav 2011 User s Manual Adds a slab support you have to click at the main stage form to graphically add the support Slabs can also be used to connect two opposite walls Adds a fixed support you have to click at the main stage form to graphically add the support Adds a spring support you have to click at the main stage form to graphically add the support Example Add a Tieback Step 1 Click on Add a tieback Icon Step 2
77. ame F Description Fill Soil Type Behaviour Sand E Silt 6 Clay Rock SPT CPT Etc 3 Defaut drained undrained behavior for clays See Theory Manual Undrained behaviour Drained 7 2 kNim3 gt Zay kN 10_ 5 Strength Parameters and Poisson Ratio c o kFa g degrees Sul kPa Omittec degrees Vv 0 35 peak Omittec degrees 6 Permeability E Kx 0 0001 msec Kz 0 0001 msec Add New Sail g 2 t Test coefficients KoNC 0 5 nOCR 05 Ko KoNC DCR nOCR Delete Selected Sail Paste Sail 1 Name and Basic Soil Type Soil Name F Description Fill 2 Soil Type Behaviour Sand Silt Show test data 5 Clay Rock SPT CPT Etc 3 Default drained undrained behavior for clays See Theory Manual oli Yay 19 kNimiy 0 5 Strength Parameters and Poisson Ratio co kPa E nace Su kPa O I v 0 35 peak Omittec degrees 6 Permeability Kx 0 0001 msec mde Add New Soil 9 2 Attest coefficients Copy Soil KoNC 05 nOCR 05 Ko KoNC OCR nOCR Delete Selected Soil Paste Sail Figure 3 4 3 Define main soil data Deep Excavation Page 121 DeepXcav 2011 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 4 4 and 3 4 5
78. ameter 6 032 cm hex 41 6 cm4 Torsional pipe capacity MH431 Galvanized eae Telastic Re kNem MH431R Galvanized Thickness 0 483 cm Sa 108 ems a MH625 Galvanized kN mi MH625R Galvanized Area Apipe 3 312 em 2 Za 14 9 m3 Oo 0 MH63 Galvanized iR Galvanize Shaft is grouted external i ensile shart capacity MH637R Gal ed E g y J 65 3 cm4 Tensile shaft i MH646 Galvanized i MH646R Galvanized Fakers 2975 Ta m 1918 om Qyield 348 168 kN lameter Quitimate 464 724 kN 3 Helix dimensions and properties Number of helix plates recommend 1 to 6 End offset 0 152 m C Use different size plates Helix diameter 30 48 cm Filectve helix 0070142 m 2 Qhelix i Ultimate tension capacity Helix spacing 0 914 m Helix pitch 7 62 cm For one helix Helix thickness 0 952 387 15 kN Add new helical section Delete selected helical section B Beam on elasticfoundations Option Ignore capacities for spring methods Spring WILL NOT FAIL Equivalent sd to WIRE command Figure 3 8 7 Helical anchor sections dialog Deep Excavation Page 164 DeepXcav 2011 User s Manual 3 9 Data entry Strut sections The strut section properties can be modified either by clicking on the Edit strut sections button O Edit strut sections Of the Properties tab or by clicking on the Edit section button of the Edit support data dialog that opens when the user adds a raker or a strut to th
79. apacity by FS Include axial load on walls Safety Factor 1 7 Wall STR Safety F Figure 2 12 5 Wall STR safety options Include axial load on walls With this option we can include axial loads on walls from tiebacks etc Please note that these loads are not factored Deep Excavation Page 98 DeepXcav 2011 User s Manual Tiebacks Safety In this area we can define the geotechnical Factor of Safety used for calculating the design pullout capacity of a tieback Please note that certain design codes will overwrite this setting EC7 DM08 etc Custom GEO FS Custom STR SafetyFactor 2 STR des 0 8695 Tiebacks Safety P Figure 2 12 6 Tieback safety options Wall embedment optimization In this area we can choose to optimize wall embedment safety factors regarding the conventional analysis Please note that this option should only be used when one wall is present Min Toe Safety 1 4 Optimize wall Lenaih imr DL 1 embedment for safety Sh mii factors LEM Analysis Onkvi Wall Embedment Optimization P Figure 2 12 7 Wall embedment optimization options Deep Excavation Page 99 DeepXcav 2011 User s Manual 2 13 Results menu b a General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help irs Wall Embed FS M Slices amp wall Mom j Dx HL come RSTR Opr Soil Hor 4 Net Hor Uj Net LB water Press Hyd FS M Min Max Vals 4 Tables
80. ate Design Sections Case Design Code EC7 2007 Link Model in Design Sections to Base Design Section Figure 2 4 11 Wizard Codes Tab Deep Excavation Page 44 DeepXcav 2011 User s Manual X Settings by pressing the button 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 The option save files in default directory saves temporary progress files in the folder where the deep file is saved Default Settings o amp 8 OI ULL v _A General Fonts View Soil Properties Design Paratie Nondinear General Company Name My Company Engineer Engineer Language a Italian French x Select DEEP n LAGUAUHAIIUN Units Force Length Displacement Use English Units kips ft inches Use Metric Units kN m cm C Use Metric Units N m mm Use Engineering Metric Units Tons m cm Use Engineering Metric Units kgf m cm _ Use Consistent SI kN m m Work folder Save files in default directory Auto Save Auto Save project file Save file every min 5 Set Curent Project As Default Cancel Figure 2 4 12 Settings General Tab gt Fonts View tab In this tab we can define the fonts and some other viewing options Small font size 7 Large font size 10 View Options Show axes Sho
81. ate a database of support members tiebacks struts or concrete slabs 7 Add a stage and draw in new supports 8 Modify the stage elevations 9 Specify load cases or design approach combinations 10 Analyze the project 11 Perform slope stability analysis 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 and some examples that may help you get started using the program 2 Properties This tab contains various information about Borings soils wall sections Structural sections of supports such as anchors slabs struts and Helical anchors for tiebacks In addition there is information and settings about the structural materials being used 3 Model Here we can define borings number of walls used surface and water elevations add or delete stages and apply some other advanced features 4 Loads and Supports Here we can modify edit options for supports and external loads 5 Seismic In this tab we can include and edit seismic effects 6 Analysis In this tab we can define the type of the analysis performed limit equilibrium elastoplastic or both 7 Slope This is an extra module which includes options for slope stability Deep Excavation Page 29 DeepXcav 2011 User s Manual 8 Stability In this tab we can control options for the calculation of wall embedment safety factors surface
82. ault Enter Fii Specify concrete i nter example Tir j Fill concn o ees Ari pi 10 dimensions for inch PP24 1 Threaded steel pipe reauction a Reduce steel pipe capacity due to threads m E LLY Le aL il T LS oe E Include for stiff alculati at Effectiveness of Concrete for Stiffness napia EEE oep Calculations see theory manual 2 2 Detailed Structural Properties of Steel Beam Section A157 cm boc 7931 4 emi lyy 7931 4 md J 2122243 cm4 7108 jem a ma Add Sec 4352 cmd Syy 4352 om 7108 lemn O E Za5557 cm3 Zyy 5657 em W121 kNim Panales 3 d Copy 3 Soldier Piles and Clay Layers Passive Resistance Modification or M Ignore passive resistance from clays within 0 x Sact flange or size Edit strut properties manually 2 Rainer al oy Figure 3 7 9 Pipe sections filled with concrete GL Edit Wall Properties o x Wall Sections A Wall Type E Lagging Wall 1 WALL PP12x0 25 x Sx 435 2 cm3 Delete Copy Paste Retina el adonta Figure 3 7 10 Pipe section filled with concrete soldier pile wall plan Deep Excavation Page 140 DeepXcav 2011 User s Manual EL Edit Wall Properties Wall Sections A Wall Type E Lagging val i Generi Gire Bemi am Steel pipe options PP120 25 a Fill concrete a Default Enter Pipes example section for mm PM300x10 for inch PP24x1 Threaded steel pipe reauction sal S Reduce steel pipe capac
83. available in this tab Symbol Use a single radius for search Specify exact radii limits Initial radius limit if the choice to Specify exact radii limits is selected Final radius limit if the choice to Specify exact radii limits is selected Specify exact coordinates Choose to search radii with two points Initial search point X coordinate Initial search point Z coordinate Final search point X coordinate Final search point Z coordinate Define the Radius start limits if no other option is selected Define the Radius end limits if no other option is selected Define the radii increments Deep Excavation Page 178 DeepXcav 2011 User s Manual In the Active passive tab Figure 3 13 11 we can control options for including active and passive wedges for the slope stability analysis Bis Slope Stability Options o E Z 1 Method 2 Center 3 Radius Search Limit angles for passive and active wedges are defined from vertical Active Angle Limit C Include active angle limit 30 deg Passive Angle Limit C Include passive angle limi 50 deg Block analysis C Use block analysis OK Cancel Figure 3 13 11 Slope stability options Active passive tab The following properties are available in this tab Symbol Include active angle Choose to include active angle limit and define it limit Sweep active angle Choose to sweep active angle if the previo
84. ble Deep Excavation Page 210 DeepXcav 2011 User s Manual 46 32 31 4 Bishop Tension crack Auto depth filled with water Circular surface x37 139m y 45 152m R 21 38m F S 1 613 Left exit pt 52 631m 35m Right exit pt 20m 25m 26 46 35 78 Figure 4 4 1 Viewing the critical slope stability rupture surface D Moment kh nv m 100 600 200 20 em 1000 El Om 834 kALm m Wall 1 Di Thick 0 cm 6L D25 6 R D2V1 m FykRebars 412 8 MPa Fck 20 7MPa Supports Tributary Figure 4 4 2 Typical moment diagram Deep Excavation Page 211 DeepXcav 2011 User s Manual Shear k m H0 407 0 400 a SESZ kNm 6a 2kNim Sa kim x BS 2kNim gt 63 5 kN m X 5 kN m Skim 319 9kN m e Wall 1 V UND Diaphragm gt 20 kN m3 Thick Sem 6L D25 6R D2Vim Su 20 kPa FykRebars 413 8 MPa Fok 20 7MPa Supports Tributary Figure 4 4 3 Typical shear diagram El Om 210 4 kN m 222 81 kN m 182 35 kN m Figure 4 4 4 Support reactions Deep Excavation Page 212 DeepXcav 2011 User s Manual Deflection cm a J z2 El Om VI UND gt 20 KN ima 40 02 cm i 0 31 em Wall 1 VUND Drphregm gt 20 kN m3 Thick 3 cm 6 L D25 6 R D23 1 m cu 20 kPa FykRebars 413 8 MPa Fek 20 7MFa Supports Tributary Figure 4 4 5 Wall deflection 4 33 cm W UND gt 20 kN im3 ou 30 kPa ee Wall 7 V
85. cav includes all European and US standard sections i Edit Wall Properties O E ks Wall Sections A Wall Type B Steel Beams F Draw ara A 1 Wall Type 2 Wall Name SPTC wall with steel beam Wall 1 ss 3 General Section Data Soldier pile and lagging vY Sheet pile wall v Secant pile wall v v v Tangent Pile Wall Diaphregm wall Soldier pile and tremied cos 4 Dimensions 5 Structural Materials Width d 0 6 m Concrete Rebar Materials Concrete mat Hor SpaceS 1 m an C20 25 x Passive width below exc 1 m l gt Active width below exc 1 m gt rC a O a Water width below exc 1 m gt Steel Beam Materials Add 1 f jrs K The passive width and active width below exc are used to multiply soil Fe360 vr pressures on the wall element below the excavation grade se manual V Redimesion wall automatically OK Coc Figure 3 7 27 General section and dimensions for Soldier pile and tremied concrete walls The steel beam properties and options are the same as described in paragraph 3 7 1 Figure 3 7 28 shows the plan of a sheet pile wall as presented in F Draw tab fi Edit Wall Properties o g x Wall Sections A Wall Type B Steel Beams F E WALL W36X160 Sx 8881 8 cm3 1 Li Add Delete Paste V Redimesion wall automatically OK
86. cavation 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 replacement 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 Deep Excavation Page 9 DeepXcav 2011 User s Manual EXCAVATION HAS BEEN ADVISED OF THE POSSIBILITY OF SUCH DAMAGES IN ALL CASES A LICENCED PROFESSIONAL ENGINEER SH
87. charge Figure 4 3 2 Step 3 Click second location for surcharge Figure 4 3 3 Step 4 Double click on new surcharge at form to launch the Surcharge Edit menu and refine the new surcharge The surcharge is successfully inserted to the model Figure 4 3 4 To change the supports properties double click on the support or select it from the tree menu Deep Excavation Page 207 DeepXcav 2011 User s Manual General Properties Model Loads S l tici r ams ees i Adi u Adv strip model NL i Adi AS soe ace load angle 45 Local Loads and Conditions Figure 4 3 1 Add a surcharge tool step 1 Figure 4 3 2 Select first point step 2 Figure 4 3 3 Select end point step 3 Figure 4 3 4 Placed surcharge Deep Excavation Page 208 DeepXcav 2011 User s Manual 4 4 Viewing Results on Main Form Once a project is analyzed results can be viewed on screen by selecting one or more of the Toolbar Icons shown below Full icon description and associated examples are also shown in the following Exhibits 1 cs ae Draws the bending moment diagram of the wall on the main model screen Draws the shear force diagram of the wall on the main model screen Draws the axial force diagram of the wall on the main model screen Draws the wall deflections on the main model screen Draws the Surface settlements on the main model screen Shows the combined capacity ratio Moment an
88. chusetts Work in the CA T involves many cut and cover tunnels constructed under the existing artery Some of the deepest T slurry walls extending 120 below the surface have been constructed for the Central Artery Lambrechts et al 1998 Deep Excavation Page 22 DeepXcav 2011 User s Manual 2 1 3 SUPPORT SYSTEMS FOR DEEP EXCAVATION 2 1 3 A Tiebacks Rock Anchors Figure 2 1 6 General installation sequence of tiebacks Anchored walls have become popular in braced excavations because of a the substantial progress in the technology and availability of high capacity anchor systems and b the absence of interior obstructions that permit uninterrupted earth moving and thus improve the construction conditions of the underground portion of a building Xanthakos 1994 In some projects tiebacks have been used in combination with rakers and soil berms and or corner braces Gnaedinger et al 1975 Tieback anchors comprise a barrel anchorage located either in a bearing layer which is tensioned at the front face of the wall The part of the anchor that transfers the force to the surrounding soil is frequently called the fixed length while the free length transmits forces from the fixed length through the anchor head to the slurry wall In order to minimize wall movement and ground settlement tieback anchors are designed to achieve the highest stiffness possible within economical considerations In urban cities like Boston Ch
89. d Axial force on the main model screen Shows the moment capacity ratio on the main model screen Shows the shear capacity ratio on the main model screen Shows the structural capacity on the main model screen Shows the wall moment capacity on the main model screen Shows the wall shear capacity on the main model screen in Shows the support reactions on the main model screen Deep Excavation Page 209 DeepXcav 2011 User s Manual Draws the effective horizontal soil pressure on the main model screen Draws the total vertical stress on the main model screen i pn Draws the water pressure on walls Hydraulic gradient Shows Minimum Maximum values on the diagrams Shows envelope of moments and support reactions when moments or support reaction results are displayed Loads the result tables Shows the water pressure shadings Draws the water head shadings Draws the water head grid Shows the hydraulic safety factor Draws the total vertical stress shadings Draws the effective vertical stress shadings 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 DeepXcav can stack the result diagram axes so this way multiple results can be visible at the same time for direct comparison However you should try to keep the output as simple as possi
90. d fixed body capacity option is selected capacity option is selected Option to ignore capacities for spring methods will create a npn yielding element recommended option After defining the tieback section properties the user should define the tiebacks prestress in the edit support dialog Figure 3 8 5 If prestress is applied it must be applied ONLY in the support installation stage E Edit Support Data Stage 0 oOo fF es eral B Prestress Linbraced 1 1 Coordinates at Wall 1 1 Apply Prestress to Stages This Stage Only From Stage 0 to 0 E All Stages Slave master behavior advanced Connect element to slave wall nodes Suggestions hd OK Cancel Figure 3 8 5 Tieback prestress Deep Excavation Page 161 DeepXcav 2011 User s Manual At the Results tab the user can see the results of the support after the model is calculated Edit Support Data Stage 4 o Fl 1 Support Reactions and Loads Paxial 188 4 kN 62 8 kN m Moment M 0 kKN m 2 Support Structural Geotechnical Checks Stress Check 127 Calculated Axial Support Capacihes Pall 66 6 kN Pult 177 2 kN 3 1 Geotechnical Capacity 3 2 Structural Capacity Pall 286 kN Pall 905 3 kN Pult 305 3 kN Pult 1772 kN Used FS Pullout Figure 3 8 6 Tieback results The following results are available Pall Allowable structural axial capacity o Ultimat
91. d floor At the same time the building will be saved is a long format since it is not fully rectangular Deep Excavation Page 226
92. deactivate the support in the current stage e Define whether the support is permanent or not affects results when a design approach is used e Choose to use only external load analysis for the soil nail e Choose to include shear when the nail is intersected by a failure surface 1 2 Angles Horizontal 18 15 deg Sea l m 1 4 Head Flates Cover plate angle p 105 deg 2 Support Type and Structural Section Used Sructural Section Use capacity loss conmosion etc Structural capacity loss options thickness loss tl 0 cm Use percentage loss capacity loss 0 from tC Figure 3 13 19 Edit soil nail section 3 Activate Deactivate Support Permanent or Temporary v Activate support for this stage Support is pemanent J Use extemal load analysis only Include shear for nails Figure 3 13 20 Analysis options Deep Excavation Page 186 DeepXcav 2011 User s Manual In the results tab of dialog Figure 3 13 21 we can see the following results A Genera E Fesi JC Detated resuts C Envelope 1 Support Reactions and Loads Paxtal 308 kN 17 1 kN m Moment M WE kN m Po _at face 0 kN Pmax mob Pmax Stage 30 8 kN Pmax All stages Pmax Global 2 Soil nail structural checks Critical Stress Check Tension Stress Check Shear Stress Check 0 009 3 1 Geotechnical Capacity 3 2 Structural Capacity Pgeo Design 114 3 kN Pdesign 723 4 KN Pgeo_ultimate 154 4 kN Pult 723 4 kN 1 35 1 35 Fi
93. defined values Seal excavation This is an advanced option With this we can seal the excavation and define an internal water level that is higher than the excavation level In this case it is important to maintain positive effective vertical stress within the excavation Kako AUTO Thrust Thrust options By clicking on the button cetions the Ka Kp main options dialog appear Figure 2 9 8 In this dialog we can choose the procedure for calculating lateral earth pressure coefficients In the most cases the full automatic procedure will deliver the best results Seismic Analysis Slope Stability Design j E 5 0 ist wall l AUA o Drive side Pe ee Clays Analysis Thrust Default Simple Resist side No friction Water behaviour Ta Include Wall Friction Base model Figure 2 9 7 The thrust options button Deep Excavation Page 77 DeepXcav 2011 User s Manual Ka Kp main options o zZ A Ka and Kp thrust coefficients Full automatic procedure Ka and Kp are controlled automatically User input procedure C Option A Total user input Option B Approximate update of initial parameters Option B Parameters Enable automatic readjustment of Ka and Kp for friction angle and design approach changes Enable automatic readjustment of Ka and Kp for surface slope angle modifications Enable automatic readjustment of Kp for earthquake effects
94. design 0 kN m MRdesian Water pressure SLS Ubottom 2 Support Structural Geotechnical Checks Stress Check Calculated Axial Support Capacities Pall 0 kN Pult 0 kN 3 1 Geotechnical Capacity 3 2 Structural Capacity Pall N A kN Pall k Pult 0 kN Pult N A kN MxAll 78 4 kN m MxUlt 78 4 kN m Mieft 290 79 kN m Mright 290 82 0 MCapacityTop 78 42 0 Notes E Envelope Paxial 124 1 kN 124 1 kN m Moment M 416 8 kN m Mu 550 71 kN m kN m kN m kN m kPa Used FS STR N aca a Figure 3 10 2 Slab results The following results are available in the results tab Pall Allowable axial capacity o Pult Ultimate axial capacity Ultimate axial capacity o Se when the slab is used to seal the excavation In addition we can see the geotechnical and the structural allowable and ultimate axial Capacities of the slab Deep Excavation Page 169 DeepXcav 2011 User s Manual 3 11 Data entry Fixed supports m EF EE button of the Loads supports tab A fixed support is a support that provides horizontal restraint After We can choose to add a fixed support to the model by clicking on the selecting this tool select any wall with your mouse where you want your support to be added 3 12 Data entry Springs We can choose to add a spring support to the model by clicking on the button tH After selecting this tool select any wall with your mou
95. dicate compression recommended F Edit Support Data Stage 0 o E 23 A Genef 8 Presress Unbraced JC Resuts D Notes E Envelope 1 1 Coordinates at Wall 1 1 Apply Prestress to Stages m7 Adjust Support This St Pres i This Stage Only H From Stage 0 to 0 n N F Al Stages Slave master behavior advanced Connect element to slave wall nodes Suggestions hd e G Lom Figure 3 9 2 Strut prestress dialog Deep Excavation Page 166 DeepXcav 2011 User s Manual 3 10 Data entry Slab sections and slab supports The slab section properties can be modified either by clicking on the Edit slab sections button lt Edit slab sections Of the Properties tab or by clicking on the Edit section button of the Edit support data dialog that opens when the user adds a slab to the model In A Section Properties tab we can modify the concrete and rebar steel properties and define the wall s reinforcement Figure 3 10 1 The properties included in this tab are described in the following table Sometimes we may choose to define the slab s prestress in the edit support dialog Figure 3 10 2 If prestress is applied it must be applied ONLY in the support installation stage In the same figure the area where we can define the slab s live load and the unbraced lengths is marked in red H Slab Sections Available Slabs Slab H 20cm Slab H 30cm Slab H 40cm Add New
96. e user can use the following options Deep Excavation Page 173 DeepXcav 2011 User s Manual e Single search radius option Figure 3 13 4 the user adds a single sliding surface to the model Bishop ll Circular surface x 1 19m y 21 34m ban Figure 3 13 4 Single radius e Custom failure surface option Figure 3 13 5 The user adds a custom sliding surface to the model by adding specific points with the mouse ell User specitied sutare Figure 3 13 5 Custom sliding surface Deep Excavation Page 174 DeepXcav 2011 User s Manual End point limits option Figure 3 13 6 The user specifies points where the radii for search surfaces pass through for a failure surface that contains a circular portion Bishop d User specified surface Figure 3 13 6 End point limits e Draw the base points for a block Figure 3 13 7 With this the user can specify 2 points from which the search surfaces pass through for the block type analysis Bishop ct Block analysis PT1 6 12m 10 52m PT2 2 06m 15 43m Figure 3 13 7 Two end points Deep Excavation Page 175 DeepXcav 2011 User s Manual By clicking on the options button the slope stability options dialog appears In the method tab Figure 3 13 8 we can define the slope stability method used to analyze the model i Slope Stability Options a 6 Misc 7 3D Loads 8 Tension crack L1 Method 2 Center 3
97. e New Footing 0 A 1234 m 105 m m x2 m B2 L3 C Place At Surface Po kM 0 deg counterclockwise Treat footing load as point load faster calculation time Average load over support spacing 5 longer calc time Activate Deactivate Apply Changes to Stages Activate for this All DesignSectio This Stage Only Stage All Design i Sections From Stage 0 to 0 Figure 2 7 3 Footing options dialog Deep Excavation Page 68 DeepXcav 2011 User s Manual E Wales By pressing the button we can add a wale beam to a support The wale beam dialog opens and the user can define the type and the loading case of the waler The properties contained in this dialog are described in paragraph 3 14 Wales Axial Force Zero axial force N 0 Percentage of support reaction C User defined value o E 2s Input Results Results for all stages Loading Type Name Wale beam 0 D Use Point Loads x log 2 164 Im Use Uniform Load Caction Select Loading Type Lt Uniform Type 0 gt Select Section Steel wale m ii TE ALLL Ja Use support spacing L mt Use wall spacing User defined value M oid Figure 2 7 4 Wale beam dialog Load combinations By pressing the button Options the Load combinations dialog appears Figure 2 7 5 In this dialog we can create load combinations Each load combination can control
98. e below In addition we can change the elevation next to the wall in the area signed in Figure 2 6 4 Properties Model Loads Supports Seismic Edit 1st wall Add 2nd Wall Edit 2nd wall Walls F Right J Reset Global Surface Levels Elev Set left surface level Set right surface level Table of coordinates Bench on Left Side Slope on left side Bench on Right Side DRS Panee Slope on Right Side Figure 2 6 4 Surface options Deep Excavation Page 60 DeepXcav 2011 User s Manual E Resets global surface levels Sets right surface level Sets left surface level oo O See Table of coordinates of surface points E Create a bench on the left side Create a slope on the left side O E o Create a bench on the right side oO A Create a slope on the right side Water elevation In this area we can define the water elevations next to the wall Deepxcaw 2011 9 0 3 4 New Project Seismic Analysis Slope Stability Design Left 5 00 gt w PA Liz a Copy 7 Options Add Delete Insert Right 5 00 Stage Stage Stage 4k Paste F 4 a Water Elevations 5e Draw a custom water surface Draw a u line Define user water pressures Figure 2 6 5 Water elevation settings With the draw custom water surface tool we can draw a non horizontal groundwater table
99. e dialog Deep Excavation Page 91 DeepXcav 2011 User s Manual FD ie Soil nails Drawa Draw nail Calculate slope ne table soilnail group without wall analysis tools ra near for all soil nails Ignore shear on all soil nails Consider external stability ONLY Include both external and internal analysis Reposition nails on surface Activate all nails Deactivate all nails Erase all nails permanently Soe x 1 F4ing Fe ren eer Bie E Pbi EPERE DEER T Figure 2 10 7 Soil nails options The following table contains the soil nail options that are available Include shear for all soil nails Ignore shear for al soil nails Consider only external stability Include both external and internal analysis External stability assumes that the soil nail fails by pullout of the nail beyond the failure surface When internal analysis is included the possibility on a nail failing from the head face internal side is also considered Deep Excavation Page 92 DeepXcav 2011 User s Manual Me Draw a e Draw a soil nail By pressing the button 2 we can add a single soil nail to the model To add a nail first click on the surface head and then on the end point of the nail Figure 2 10 7 Add a soil nail a Draw nail e Draw a nail group By pressing the button s e we can add a group of soil nails to the model To do so click on the first point close to the surface and then c
100. e model Struts and rakers in DeepXcav can be either H section steel beams or pipes DeepXcav includes all European and US Standard sections The user can choose a section from the program s database or edit the strut properties manually Figure 3 9 1 The properties are presented and described in the following table Strut Sections eee ees Strut Sections CK Type Dimensions ii aon as oO PP 240 500 Mame FPME00x19 2 section Type E H Use a steel l Section Enter Section ia Use a pipe section PM600X19 Metric pipes write PM312x13 inmm press enter C Edit strut properties manually Model strut section as non yelding in Parate analysis 3 Section Dimensions Mechanical Properties Digg cm Awe 77 cme fy 335 MPa E 206000 MPa Pig jem bo 146489 cm4 yy 146489 cm4 Jjage7esgjem4 W 2 67012 kNim Delete Selected Ao cm TERRE cma F PAJ g cma Fw 6415 9 ema HEDI Syy 4883 foc 6415 9 Zyy 6415 9 Add New Strut 20 5486 em myi20549 em Section Figure 3 9 1 Strut sections dialog Deep Excavation Page 165 DeepXcav 2011 User s Manual Di Depthordiameter gt Z o ee yy Weak ais plastic section modulus O O oO After defining the strut section properties the user can define the strut s or raker s prestress in the edit support dialog Figure 3 9 2 If prestress is applied it must be applied ONLY in the support installation stage For struts a negative prestress would in
101. e structural axial capacity Pall Allowable structural axial capacity Ultimate structural axial capacity Used FS Overall applied safety factor for geotechnical design capacity in terms of the ultimate capacity y Deep Excavation Page 162 DeepXcav 2011 User s Manual 3 8 3 Data entry Helical anchor sections From the Helical Anchors dialog Figure 3 8 7 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 In the Advanced tab the user can specify safety factors as well as customize the allowable and ultimate geotechnical and structural capacities The properties included in this dialog are presented and described in the table below Fy xx Torsional elastic pipe capacity Torsional plastic pipe capacity Limiting vertical stress Symbol Option Deep Excavation Page 163 DeepXcav 2011 User s Manual Helical anchor sections Pai Helical sections Shaft 2 3 8 x 12 inch he IN Shaft 2 7 8x 12inch he f SE i Shaft 3 1 2 x 12 inch he Shaft 2 3 8 x 12 inch helix Manufacturer RAM JACK opel ne Tal Not specified web wwwramjack com joeperry f Shatt pipe dimensions and properties MH325R Galvanized 270 p w20 pa E 29000 ksi MH425 Galvanized z E MH425R re Di
102. e that this feature is activated Deep Excavation Page 136 DeepXcav 2011 User s Manual The available section properties are presented and described in the table below D Depthordiameter Z gt S o Ixx i Edit Wall Properties Wall Sections 7 Unbraced length options lateral and main axis Unsupported Length Lb Excavation Increment 0 9 m Unsupported Length Lx factor below excavation gt x pile W 2 Detailed Structural Properties of Steel Beam Section D 102 1 cm A6148 cm2 k7 cm bf 40 39 cm tf 4 6 cm tW 2 54 cm tf y k hoc 1065552 cm4 lyy 50780 2 cm4 J 3304 9 cm4 rx 41 66 cm rf Add Sx 20975 4 cm3 Syy 2507 2 cm3 Cw 1203040 cm6 ry 9 05 cm ee Delete Zxx 239251 cm3 Zyy 39165 cm3 W 4 723 kNim Properties T909 lom y k Copy 3 Soldier Piles and Clay Layers Passive Resistance Modification l Ignore passive resistance from clays within 0 x Sact flange or size Edit strut properties manually Paste V Redimesion wall automatically OK Cancel Figure 3 7 5 T sections The parameters Unsupported length Lb and unsupported length Lx factor below excavation control the buckling calculations for the wall capacity Deep Excavation Page 137 DeepXcav 2011 User s Manual EL Edit Wall Properties o x Wall Sections A Wall Type B Steel Beamd WALL HP 360x84 Sx 1365 cm3 EE 1 Copy Paste Redimes
103. e 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 affect analysis results melom OOOO OOOO i 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 I evations Figure 2 5 3 Edit soil layers dialog Deep Excavation Page 49 DeepXcav 2011 User s Manual CPT CPT logs by pressing the button niles we can add borings and soils by using a CPT test results file as performed by Geologismiki CPT The options of Figure 2 5 4 a are available By choosing a CPT log input file the following dialog appears Properties Model Loads Supports Seismic Ar oT E ace O tyt CPT logs Edit Wall Edit anchor Edit slab Edit strut Helir s import sections sections sections sections SE Ime m Geolegismiki CPT s fo Support Extract CPT to Borings and Soils CPT table www geoclogismiki gr Figure 2 5 4 a 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
104. ea TE EEEE TANE EE asaanoeeametonee TEE 172 PELO E a E EEEE EEEE AE EEEE 184 sA Paren N OS aS e E NE 190 CHAPTER 4 MODIFYING MODELS amp VIEWING RESULTS cccccccccsssssscceccseesscceceseeseeceessaeeeceeesaaaeeesess 199 4 1 Modifying surface elevationS cecccccessecccccescccceeseccceeeceeceeusececeusececsenecesessuecetsenecetsueceeetanseeetas 200 4 2 Adding supports Bra PNICAllY sasisccoiasccasavccavasaceannncadacosessaeeosanntesmeveswsneesaaiwaoisdeeaasncesuancdanenctauancsaviereeses 204 4 3 Adding Surcharges Graphically cccccsssccosssseccsssecenssencnssscecusececsseseusveseussscncussceeuseseusseseuseseneuess 207 4 4 Viewing Results ON Main FOr ccccesccccesececcesecceesceceececsececeenceesencesauecessueeeeeeneeesecesaencesaueceesenees 209 4 5 Report Options Printed Reports sessssssseesesseenssrrerssrresssrrresrrresssreresrrressreressrreessreresererssreresrrrreeene 215 4 6 Footing Loads 3 Dimensional Loads sssssssssssssserersessrrrrsessrrrressrrerrressrtrressertreessenrrreesertreeseereresss 217 AT BONdiInNgsS Se BOUNCING Wizard sseesnctisceGoseseaicssnccsennatiea esi EE TEE EN EESE ENAERE EENE 219 Deep Excavation Page 4 DeepXcav 2011 User s Manual CHAPTER1 INTRODUCTION TO DeepXcav Deep Excavation Page 5 DeepXcav 2011 User s Manual 1 1 About DeepXcav Deep Excavation Engineering Program DeepXcav is a user friendly robust software program that evaluates and aids the de
105. eak Omittec degrees 0 100 200 300 400 6 Permeabilty E Elasticity modulus Kx0 0001 m sec Kz 0 0001 misec Dasit Dias 9 2 At rest coefficients KoNC 05 nOCR 05 Ko KoNC OCR nOCR 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 Figure 3 4 5 SPT Estimator Deep Excavation Page 122 DeepXcav 2011 User s Manual 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 The tab B Resistance is initially hidden It appears when the user selects the User input procedure at the Ka Kp main options dialog which appears when the user selects the Thrust options choice of the Analysis tab menu see paragraph 2 9 In this tab the user can define the initial active and passive coefficients calculation method Figure 3 4 6 Ka can be calculated by Rankine Equation or estimated from Graph Correlations Figure 3 4 7 Kp can be defined either graphically or by the Rankine or Caquot equations It is strongly recommended that all initial Ka and Kp values are set to Rankine unless speci
106. efine soil layers Instead the user can define arbitrary layer lines from left to right and create non horizontal soil layer conditions Ope d bal General Properties O Model Loads Suy 1 Boring 1 IL Edit 1st wall H Left Edit Boring Add 2nd wa SA Custom layers J Edit 2nd wall Options Right Use custom layers Ma Surface Elev next ti Reset layers from boring Draw a layer tine an Figure 2 6 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 Page 59 DeepXcav 2011 User s Manual Add 2nd Wall Add second wall by pressing the button I a model on the right side of the existing wall We can add a second wall to the Boring 1 Ji Edit 1st wall H Lef Edit Borin F Add nd Wall Surface Custom layers Edit 2nd wall Options Righ Walls F Surface Elev next Use Boring F 7 O J Adds a 2nd wall to the right of the first wall al Figure 2 6 3 Add second wall H Surface Surface options By clicking on the button rte we can edit the surface options These options are presented in the tabl
107. efine the number of vertical intervals when a vertical end face is included Deep Excavation Page 181 DeepXcav 2011 User s Manual In the 3D Loads tab Figure 3 13 14 we can define how 3D Loads are accounted in slope Stability analysis Stability Options o E Z 1 Method 2 Ciar L 3 Radius Search 4 Active Passive 5 Supports eee ia m footing loads on slices IGNORE All Footing Loads Include All Footing Loads y Include footing loads within maximum 2 ae spacing from wall Y coordinate Include footing loads only between out of ee search limits relative to wall Y coord from Y 10 mi to 10 m Figure 3 13 14 Slope stability options 3D Loads tab The following properties are available in this tab e Ignore all footing loads and other 3D loads e Include all footing loads and other 3D loads e Include footing loads within maximum support spacing from wall Y coordinate e Include footing loads only between out of plane search limits relative to wall Y coordinate Deep Excavation Page 182 DeepXcav 2011 User s Manual In the Tension crack tab Figure 3 13 15 we can control options for including a tension crack within the slope stability analysis Bib Slope Stability Options o o ss 3 Radius Search 4 Active Passive 5 Supports 7 3D Loads Tension crack J Include tension crack Tension crack options User specified tension crack depth T
108. ehavior exponential soll av Coeficient for vertical sess behavior ah Coefficient for horizontal stress Subgrade modulus soil behavior Deep Excavation Page 125 DeepXcav 2011 User s Manual Finally if tiebacks or soil nails are going to be used in the model the user has to define or estimate the Ultimate Bond Resistance Soil Types o amp s Soil Types 1 Name and Basic Soil Type Soil Name F 4 Description Fill S1 2 Soil Type Behaviour Clay Sand Silt oom a GT A A 7 Bc Rock gt Clay Rock 3 Default drained undrained behavior for clays See Theory Manual Indrsined hehaviour Drain A General B Resistance C Elasto plastic D Bond E Adv Ultimate Bond Resistance for Tiebacks q skin u 50 kPa The ultimate skin friction can be used to calculate the geotechnical capacity You must select use Soil Bond Option from the Support Tab for this bond to be used Otherwise the options on each tieback as defined in the Tieback Sections Geotech tab are used Subgrade modulus for soil nails ko 314304 kNim3 Autoestimate Ka Kp when Soil friction values are changed Add New Soil Ultimate bond resistance for soil nails 33 33 kPa q skin u Delete Selected Soil Paste Soil Figure 3 4 9 Ultimate Bond Resistance definition The following table
109. el change Please use these options with care Report View Optir A F Change Structural Materials H Change Soil Properties Advanced F Figure 2 6 8 Advanced options Structural Material Changes OO xX Structural Material Changes Specify Maternal Change Stage View Describe Material Change lt S 0 Design section 0 New Change mat E 5 H Stage 0 Stage 0 Select Stage to Make Material 4S i New Change mat E Enew Change Effective Stage 0 Stage 0 ha Select Material Type Steel r Select Material To Modify Fe360 Standard value of E 206000 MPa Enter New Value of E Add New Structural Material Change for Current 706000 MPa Stage Design Section A material change sifects defined here effects the modulus of elasticity that i used within Delete Selected Structural Maternal Change the program The new value of E is used from the specitied stage and forward until a new material change is specified for the same Delete All Structural Material Changes for this structural msterial Design Section Figure 2 6 9 Change structural materials dialog Deep Excavation Page 64 DeepXcav 2011 User s Manual l Change Layer Property o amp Z Soil Property Changes Modify Soil Property Data Stage View List View Changes affect ONLY WALL PRESSURES Stage Soil Propert a 0 Design section 0 Soil type Apply property change to borehole layer Initial value Ne
110. elix man Ultimate tension capacity Helix spacing 0 914 m Helix pitch 7 62 cm For one helix Add new helical section Helix thickness 0 952 E 387 15 kN S Delete selected helical section B Beam on elasticfoundations Option W Ignore capacities for spring methods Spring WILL NOT FAIL Equivalent OK Cancel to WIRE command Figure 2 5 8 Edit helical anchor sections dialog Deep Excavation Page 53 DeepXcav 2011 User s Manual Structural materials In this area we can edit the structural material properties The following options are available Figure 2 5 9 Reinforced steel Timber wood User defined material Analysis Slope Stability Design Results Report EF f 3 lelical anchor Structural sections Materials orts Struc aa eae Reinforcement steel JIL Steel Timber wood User defined Figure 2 5 9 Structural material options e Edit steel properties By pressing the wee E we can edit the structural steel properties We can import already available materials from the Import standard steel materials box Edit Structural Materials for walls and supports Name Fe360 Strength Fy 235 MPa Fu 360 MPa Elastic E 206000 MPa Material Density g 7 kN m3 lt mport and Replace Selected Material Figure 2 5 10 Edit structural steel properties dialog
111. ension crack depth 0 O Automatic crack depth from 1st layer W Fill crack with water Figure 3 13 15 Slope stability options Tension crack tab The following properties are available in this tab e Include tension crack e Use a specified tension crack depth e Define the tension crack depth if the previous option is selected e Use automatic crack depth from top layer e Fill the tension crack with water Deep Excavation Page 183 DeepXcav 2011 User s Manual 3 13 2 Soil nailing Soil nails can be used to reinforce the slope surface and prevent failure A single soil nail or nail group can be added to the model Figures 3 13 16 and 3 13 17 respectively By double clicking ona single soil nail the Edit soil nail dialog appears where we can modify the nail s properties Bishop ci Block analysis PT1 6 13m 10 52m PT2 2 06m 15 43m Figure 3 13 16 Add a single soil nail to the model Bishop ci Block analysis PT1 6 12m 10 52m PT2 2 06m 15 43m Figure 3 13 17 Add a soil nail group to the model Deep Excavation Page 184 DeepXcav 2011 User s Manual In the general tab of the Edit soil nail dialog Figure 3 13 18 we can set the soil nail s position on the slope the nail free and fixed length and the nail installation angle In addition the user defined the head plate angle and the structural section of the nail can be defined By pressing the Edit button Fi
112. epXcav 2011 User s Manual Conventional analysis methods below grade pressures By clicking on the button N Below grade Normal we user can choose the below grade pressure method In general it is recommended to keep the Normal option selected The O pressures option will apply zero earth pressures below the excavation while the Ka Active option forces active earth pressures below excavation ilts Report View Optimize K Supports Beam A Cantilever Free earth esist Pressures Au Passive Y g below grade a Analysis Methe l l Ach Normal Zero pressures Ka Active Figure 2 9 25 Below grade pressures i Advanced Advanced options By pressing the button s we can find some advanced choices regarding the active and passive coefficients Optimize Help on jeam TE Free earth Advanced e amp Normal Options ge v Adjust Ko with Friction Use actual Ka and Kp in Paratie engine Allow tension gaps to form for slave elements Figure 2 9 26 Advanced options Adjust Ko with friction Adjust Ko when changes due to a material change Eurocode 7 Use actual Ka and Kp in Uses the theoretically consistent equations for Ka and Kp paratie engine Allow tension gaps to Allows the formation of tension gaps between master and slave form for slave elements nodes when slave elements have been defined supports or wall elements This option can be used when l
113. eport Format area Figure 4 5 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 5 3 f Report Manager o a 2 Available Report Sections Report Format m W Base model Design approach Soil types t Global Properties ee oe i Model Wall properties be Stage sketch Support properties Stage assumptions stage assumptions W Seismic Stage sketch i atinan Toe Stability gt Support properties Stage graphs _ E Loads and prescribed conditions a Results Toe Stability Wall tables result i Stage graphs Unselect All Advanced Settings bE Select a report section to show its advanced Surface settlements settings available for some sections only Do Clough CH vs FSbasal Clough Dx vs FSbasal i Waler beam data and results i Reactions E Supports Select Al Erase E Flownets contours Slope Stability Template file name Preview E E E Word nl vr Save ae Figure 4 5 1 The included Design Sections area Deep Excavation Page 215 DeepXcav 2011 User s Manual s Report Manager Induded Design Sections Stages m W Base model Advanced Settings Select a report section to show its advanced settings available for some sections only I Model Stage sketch Stage assumptions amp Seismic Support properties fl Loads and prescribed conditions Results i Toe Stability Wall tables result Stage
114. erials 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 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 on a temporary or permanent basis except as expressly provided herein Deep Excavation Page 8 DeepXcav 2011 User s Manual 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 a
115. es 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 in a boring more than one time A number of estimation tools that help the user estimate values are also included Paragraph 3 4 includes all the options that are available in this form Soil Types o fl 3 Soil Types 1 Name and Basic Soil Type Soil Name F Description Fill 2 Soil Type Behaviour Sand Silt Clay Rock i 3 Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained TL Unit Weights Density 7 20 KNim3 gt Z kN 10 5 Strength Parameters and Poisson Ratio c o kPa 30 degrees Sul kPa F oy Omittec degrees v0 35 peak Omittec degrees 6 Permeability Kx 0 0001 misec Kz 0 0001 msec 8 Attest coefficients Copy Soil KoNC 0 5 nOCR 05 Ko KoNC OCR nOCR Add New Sail Delete Selected Soil Paste Sail Figure 2 5 2 Edit soil properties dialog Deep Excavation Page 48 DeepXcav 2011 User s Manual Pam Borings Soil layers by pressing the button tsoil 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 choos
116. esets global surface levels Sets right surface level Sets left surface level Table of coordinates of surface points Create a bench on the left side Create a slope on the left side Create a bench on the right side Create a slope on the right side Resets global surface levels Sets right surface level Sets left surface level RE a Deep Excavation Page 202 DeepXcav 2011 User s Manual By pressing the Table of coordinates selection of the surface options Figure 4 1 4 the Table of coordinates dialog appears Figure 4 1 6 This dialog contains the coordinates of all surface points The user can then modify them here and add or remove points within 4 Stage Coordinate Tables o E R Left side coordinates Right side coordinates Stage Inset new paint Insert new point Figure 4 1 6 Table of coordinates dialog e We can perform an excavation or a backfill operation from the icons of the toolbar at the left side of the screen see paragraph 2 3 1 Then by clicking on several points on the screen the user can perform these operations Figures 4 1 6 and 4 1 7 The backfill or excavation can be completed by pressing enter Figure 4 1 6 Excavation operation using the Excavation operation tool Page 203 Deep Excavation DeepXcav 2011 User s Manual Figure 4 1 7 Backfill operation using the Backfill operation tool 4 2 Adding supports graphically Supports in DeepXcav can be added graphic
117. ew excavation Include stage for activation of supports THIS 15 USED WHEN A SOIL SPRING ANALYSIS I5 SELECTED STRONGLY RECOMMENDED WHEN SOIL SPRING ANALYSIS IS USED ee Figure 2 4 9 c Wizard Stages Tab Cantilever Deep Excavation Page 43 DeepXcav 2011 User s Manual gt Surcharges Tab Here the user can define a loading surcharge that will be applied as an external load to the wall DEEP Wizard o E R 6 Surcharges 7 Codes Construction equipment or material stacking behind the excavation can cause additional loads on the support wall Some typical surcharge loads used in practice are available below Use atwo step wall surcharge 12 kPa for 3 5 m 5 kPa for 3 5 m 6 Use a triangular surcharge 15 kPa for 5 mi Do not use a wall surcharge Figure 2 4 10 Wizard Surcharges Tab We can choose between two step wall surcharge triangular surcharge or not using a wall surcharge at all gt Codes Tab In this tab we can define the structural and geotechnical codes used to analyze this project DEEP Wizard o B B 6 Surcharges 1 Structural Codes Keep curent structrural code settings F a en Stress Design for Steel Pike Heine 23 2007 gt Use USA LAFO Stress Design for Steel ACI for concrete kalian Codes EUR 2008 Geotechnical Codes Eurocode etc Do not use a Code p gt Analyze all Code Cases in gt Analyze only one Code Separ
118. f leakage Deep Excavation Page 26 DeepXcav 2011 User s Manual 2 1 3 C Top Down Construction fe ee ee ee Se gE i b al arg Shary Elerent LBE a Slurry wall and basement column construction i ho Shur D Bening b Ground floor construction and pouritig 1 celai pede bret el oe tae bbe Tee raerer ete ees ea eee Bara D Excavation amp lowest basement floor completed Figure 2 1 8 Typical Top Down Sequence Deep Excavation Page 27 DeepXcav 2011 User s Manual Top down or up down construction methods are another method for constructing deep excavations In this case the basement floors are constructed as the excavation progresses The top down method has been used for deep excavation projects where tieback installation was not feasible and soil movements had to be minimized The general top down construction sequence is shown in the figure above The Post Office Square Garage in Boston 7 levels deep is one of the best instrumented and documented top down projects in the US Whittle et al Whitman et al 1991 The sequence construction begins with retaining wall installation and then load bearing elements that will carry the future super structure The basement columns typically steel beams are constructed before any excavation takes place and rest on the load bearing elements These load bearing elements are typically concrete barrettes constructed unde
119. footings While not every footing in the real world is rectangular this simplification captures most cases The 3 tab gives the option to define the footing dimensions Figure 4 8 3 Please note that DeepXcav assumes that all footings are made of concrete and calculates the dead load of each footing based on its dimension Also DeepXcav gives the option to include grade beams that connect all building footings Deep Excavation Page 222 DeepXcav 2011 User s Manual Building Wizard Superstructure P 1 Footing Dimensions Width along X 1 9 Use grade beams t Width along Y 15 ae ee eee Thickness 0 3 2 Grade Beam Dimensions and Options Width along X Bx 0 3 m Width along Y By 0 3 m Section Area 0 09 m2 3 Use mat foundation for building C Use mat foundation for building OK Cancel Figure 4 7 3 Footing options for buildings X mun along X axis footing dimension Width along Y axis footing dimension Thickness pto thickness Use grade beams p this option to use grade beams to connect footings Grade beam Bx e beam width along the x axis direction Grade beam By mi beam width along the y axis direction out of plane Use mat foundation for Check this option to use a mat foundation for this building building Deep Excavation Page 223 DeepXcav 2011 User s Manual Floor loads are eventually transferred to footings with the help of building co
120. ght H 9 Basement floors nFE 1 Basement depth Hb 3 4 Number of Columns Number of columns in X axi 4 Number of columns in Y axi 5 OK Cancel Figure 4 7 1 General building dimensions a Adds a three dimensional building The right x coordinate of the building center The y coordinate of the footing out of plane or 3D coordinate at the Yo footing center Grade Elevation inate of the ground floor O pana rotation Width along X axis Building width along the x axis direction Width along Y Eaa a Building width along the y axis direction out of plane axis Number of superstructure floors including the ground floors not including n the building roof Deep Excavation Page 220 DeepXcav 2011 User s Manual nFb Number of basement floors below grade elevation Building height H Building height above grade elevation Basement depth EPA Basement depth to top of footings bottom of base slab Number of Number of building columns in X direction columns in X Number of Number of building columns in Y direction columns in Y e Building Wizard Superstructure 1 Superstructure floor loads Live Load 2 5 kPa Thickness 0 1 DeadLoad 25 kPa Material Basement floors Loads LiveLoad 2 9 kPa Thickness 0 1 Dead Load 49 KPa Base Slab Thick 0 9 3 Hoor Beam Dimensions and Options Width along X Bx 0 3 m O Use floor beams Width a
121. gn section the settings should be applied 5 5 Design Sections Shows available design sections B Design section 0 eee 0 stages Gla 0 Stage 0 Shows used wall types Lists supports right click to add or erase Line loads right click to add or erase z zee Surcharges right click to add or erase 3 ki Prescribed Prescribed conditions right click to add or is Moment Loads erase Moment loads right click to add or erase Available soil types by clicking the user can select which soil s properties to modify Available boreholes by clicking the user can select which borehole s properties to modify Structural materials by clicking the user can select to change the properties of the d Stratigraphy Boreholes LE 1 Boring 1 structural materials i Structural Materials Available wall sections By clicking the user o E A Structural steel can see the available wall sections delete H a Concrete E Reinforcement steel H A User materials o D Timber wood footings E i Wall Sections Other 3D loads Area loads 3D point loads and o vehicle loads them activate and deactivate them Available structural sections buildings and f Buildings H Other 3D Loads Deep Excavation Page 35 DeepXcav 2011 User s Manual 2 4 General menu Ewa General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help x SS s English x K B
122. gure 3 13 19 the Tieback Anchors Sections dialog appears where the user can choose the strand sections for the soil nail Next the user can choose to use capacity loss due to corrosion as well as some other analysis options Figure 3 13 20 Symbol X Z Lfree Lfix Horizontal Spacing Deep Excavation 1 Dimensions 1 1 Start coordinates 1 3 Lengths X 1297144649 m Liree U 295 m Lfix 11 1 2 Angles Horizontal 9 15 deg aoe l 1 4 Head Plates Cover plate angle 6105 deg 2 Support Type and Structural Section Used Use capacity loss comosion etc Structural capacity loss options thickness loss tC 0 cm Use percentage loss capacity loss 0 ve 3 Activate Deactivate Support Permanent or Temporary Activate support for this stage Support is pemanent J Use extemal load analysis only Include shear for nails 4 Apply settings to Stages This Stage Only From Stage 0 Figure 3 13 18 Edit soil nail dialog The soil nail s installation angle The soil nail s horizontal spacing The cover plates angle Page 185 DeepXcav 2011 User s Manual The following options are also available e Define the structural section of the soil nail and choose to edit it e Choose to use capacity loss Then the user has to define the following properties gt The thickness loss tC or gt The capacity loss as a percentage of the total capacity e Choose to activate or
123. gure 3 13 21 Results options Deep Excavation Page 187 DeepXcav 2011 User s Manual In the detailed results tab of the Edit soil nail dialog Figure 3 13 22 we can see the following results in a tabulated format a O bea fre fere fa foa e f e Osage eat maes oza e aua ooo 1000 oie loot oo foz o Figure 3 13 22 Detailed results options e Tension This column contains the tension of the soil nail because of the critical slope surface e Tension max This column contains the maximum tension that occurs to this soil nail because of all slope surfaces that intersect this nail e Tension Capacity STR This column contains the geotechnical pullout capacity of the soil nail e Critical Shear GEO This column contains the minimum shear from those calculated from the three criteria see below e Shear Capacity STR This column contains the structural shear capacity e Shear C2 This column contains the shear as calculated from the three criteria C1 C2 C4 see slope stability manual pages 31 33 e Shear C3 Same as above e Shear C4 Same as above e Shear C4 LE Same as above LE Limit equilibrium analysis Deep Excavation Page 188 DeepXcav 2011 User s Manual e Modulus ks This column contains the lateral subgrade reaction modulus at the critical intersection surface point e Lateral pressure See slope stability manual page 31 e Ultimate lateral pressure See s
124. how the load is treated when a design approach is applied in terms of the load character favorable unfavorable automatic ignored This definition can be applied on each load that has been applied to the model surcharges line loads footings buildings and other 3D loads Load Combinations Load Combinations Combination Name 0 LC0 Add New Combination Delete Combination Copy Combination S Paste Combination Delete All Local Loads Footings Buildings Other 3D Loads Line loads Load Name Index Strip Surcharge Loads Load Name Index b SurchargeLoad 0 Load behavior Load behavior Automatic Figure 2 7 5 Load combinations dialog Local loads Deep Excavation Page 69 DeepXcav 2011 User s Manual g Load Combinations Load Combinations inas i Local Loads Footings Buildings Other 3D Loads Load Comisar Local Loads 0 LC 0 Add New Combination Figure 2 7 6 Load combinations dialog Footings Buildings P Load Combinations E es Load Combinations Combination Name 0 LC 0 id 3D Point Loads Load Name Index Load behavior Add New Combination 3D Uniform Area Surcharge Loads Load Name Index Load behavior 3D Vehicle Loads Load Name Index Load behavior i Figure 2 7 7 Load combinations dialog Other 3D loads Deep Excavation Page 70 DeepXcav
125. iable loads factor Load factor for variable loads traffic etc Permanent loads factor Load factor for permanent loads life lt 2 years life lt 2 years Nails qS factor Partial factor for ultimate bond resistance for soil nails with presumptive values from charts Deep Excavation Page 114 DeepXcav 2011 User s Manual Nails qS tests factor Partial factor for ultimate bond resistance for soil nails with values from actual in situ tests Pressuremeter PL factor Factor for pressure limit of pressuremeter test factor factor soil nails mass factor soil nails Summary of Soil Codes for Design Sections o fF e amp s eevee Fiat Fe Fey way fe far Eterm Gem 1 1 1 1 1 1 1 1 Use user combination gt Bec wad m OENE nal User combination Please use User Defined combinations in this section with edreme caution See the user s manual for important limitations Import Standard Combination Save Combinations to Program Database Import Combinations from Database Save Combinations in an Extemal Text File Import Combinations from Text File Add Combination ok Cancel Figure 3 2 5 User defined combinations The table below presents the factors that are contained in the user defined combinations tab of the summary of soil codes dialog combination Is service SLS concrete cracking Deep Excavation Page 115 DeepXcav 2011 User s Manual
126. icago New York and Washington where land is precious such deep excavations are more common Tieback capacity depends on the vertical and horizontal spacing of anchors and on surcharge conditions Prestress levels typically range from 40 to 250 kips when the grouted portion of tiebacks is within soil higher loads are used when the ties are located in bedrock Deep Excavation Page 23 DeepXcav 2011 User s Manual Typical tieback spacing ranges from 7ft to 13ft in the vertical and from 5ft to 15ft in the horizontal direction Tieback capacity is reduced if the spacing is too close due to interference between adjacent grouted zones Often the tiebacks are used only for temporary excavation support while the basement floors provide permanent lateral earth support In such projects the tiebacks are detensioned when the basement floors have gained sufficient strength The basement floors should be designed to resist permanent lateral earth pressures since stress transfer from the tiebacks to the floor system will take place when the ties are detensioned This stress transfer has reportedly caused long term cracking of many the basement floors Tieback installation follows a predetermined sequence as to minimize soil movements and speed the excavation construction The excavation is carried a couple of feet below the tieback to enable access for the drill rig Further excavation occurs only after prestressing and proof testing of the ancho
127. ical Search Limits Top 40 m Bottom 0 Steps 5 Rotation angle rectangular search Rotation 0 Figure 3 13 9 Slope stability options center tab The following properties are available in this tab Symbol analysis failure center search coordinates will be relative to the left wall top corner steps Search steps between the two horizontal limits for a rectangular type search Top search limit for a rectangular type search Bottom search limit for a rectangular type search steps Search steps between the two vertical limits for a rectangular type search Rotation angle used for rectangular search Deep Excavation Page 177 DeepXcav 2011 User s Manual In the Radius search tab Figure 3 13 10 we can define the properties for the radius of the circles used in slope stability analysis Wb Slope Stability Options o o Z 7 3D Loads 8 Tension crack All search surface radii are defined from this form as passing trom the horizontal left coordinate of the wall Option Use a single radius Use a single radius for search C Specify exact radii limits C Specify exact coordinates 2 Points Radius Starts From Bottom of wall 0 mi E Subgrade 5 m Radius Ends At Bottom of model F Startradius 10 E Elevation 30 Radii Increments 5 Figure 3 13 10 Slope stability options radius search tab The following properties are
128. ied flow e Full flownet e User pressures The option Seal Excavation create liner seals the bottom of the excavation against water flow Supports Seismic Analysis Slope Stability Desig i EA 1st wall 7 Drive side No friction Clays An sent Default Resist side No friction F Water beh Hydrostatic Simplified flow i ection 0 Full flownet ae User pressures Seal excavation create liner Figure 3 6 1 Water options The user is asked after choosing one of the methods above whether to apply this to all construction stages or to apply it only to the current stage All these options have been presented in paragraph 2 9 Deep Excavation Page 128 DeepXcav 2011 User s Manual 3 7 Data entry Wall data In DeepXcav each wall within the model uses a wall section A wall section can be used in many walls across many design sections By double clicking on a wall or by choosing a wall from the tree view the Edit wall data dialog appears Here we can define the basic wall properties such as wall length top wall elevation wall coordinates and number of nodes used in LEM calculations In addition by clicking on the Edit section data button the user can change and modify the wall section used Figures 3 7 1 3 7 2 We can also select which wall section to use The element behaves as slave option controls if the wall is connected to the slave nodes advanced option For the beam continuity it is
129. ier pile wall The user can choose to use a standard steel section from the area marked in Figure 3 7 3 DeepXcav includes all European and US standard sections In this dialog can modify the dimensions of the wall Edit Wall Properties o E fs Wall Sections A Wall Type E Lagging B Steel Beams F Draw ae He 1 Wall Type 2 Wall Name Soldier piles with steel beams Wall 1 Expand 3 General Section Data Soldier pile and lagging S Soldier Piles HE 300A 3 yi sf 4 Dimensions 5 Structural Materials Width d 0 29 Hor Space 5 1 Passive width below exc 0 5 Active width below exc 0 3 Water width below exc 0 3 Steel Beam Materials Add The passive width and active width below exc are used to multiply soil Fe360 i 5 pressures on the wall element below the excevetion grade see manwal Delte Ema E 6 Pile offset options double row of piles for soldier piles and tangent pile walls only Copy Use pile offset Pile offset 0 m Paste gt w gt Use stifness increase Stiffness factor for Ax 0 5 offset 2 0 Fi Redimesion wall automatically OK Cancel Figure 3 7 3 General section and dimensions for Soldier pile walls In E Lagging tab Figure 3 7 4 we can modify the lagging properties such us the lagging type timber or concrete and the lagging thickness and section Finally here we can also def
130. ify the point s coordinates Figure 4 1 1 Figure 4 1 1 Modify single point s coordinates e Select to set a bench or slope surface Figures 4 1 2 and 4 1 3 respectively by clicking on the right selection at the Surface options button of the Model menu Figure 4 1 4 or by right clicking on the model interface Figure 4 1 5 The forms that create the slope or bench surfaces are presented in paragraph 2 6 Figure 4 1 2 Left slope surface Deep Excavation Page 200 DeepXcav 2011 User s Manual Figure 4 1 3 Left slope surface Properties Model Loads Supports Seismic Analysis Slop Edit 1st wall ke Left 0 00 F Left 500 F Add 2nd Wall Edit 2nd wall Walls P Surface 3 z Options Options Right 0 00 x Right 5 00 Elevations Settings Mu TT Reset Global Surface Levels Set left surface level Set right surface level Pe Table of coordinates P Bench on Left Side pe on leftside e Bench on Right Side az Slope on Right Side Figure 4 1 4 Surface options Deep Excavation Page 201 DeepXcav 2011 User s Manual Reset Global Level Set left surface level Set right surface level Set general surface level Set left slope surface Set right slope surface Set left bench surface Set right bench surface Copy screen Figure 4 1 5 Right click on the model The following options are available R
131. ii defined from a first radius value to a second radius value values Deep Excavation Page 90 DeepXcav 2011 User s Manual Draw tools The user can use this toolbar to draw the sliding surface or draw the search rectangle etc The icons are explained in the table below T Soa ea Draw a single radius failing surface a Draw a custom failure surface by clicking on a series of points on the screen Define the start and end points where the failing surface is to pass from Define the base limits for s block wedge analysis O Eo Draw a rectangular box that contains the centers of the failure surfaces a Define a single point for the center of the sliding surface circular type surfaces Soil nails In this area we can define the properties of soil nails used within the model P e Soil nails table By pressing the button ables the Soil nails table appears This table contains the basic dimensions and properties of each soil nail By clicking the button we can choose some further options regarding the slope stability analysis with soil nails This options can also be set for each soil nail separately Er a A Table of soil nails Oo El Options Table of soil nails Angle GGrouted Free Horizontal deg Ahead Zhead length length spacing 5 gona jus le Jo fis Mame Section Add New Soil Nail Delete Selected Sail Nail OK Cancel Figure 2 10 6 Soil nails tabl
132. ine the lagging position in the wall In B Steel Beams tab we can define the steel beam properties or select a standard section The section can either be a normal H section Figures 3 7 5 and 3 7 6 a single or double channel section Figures 3 7 7 and 3 7 8 or a Pipe section filled or not with concrete Figures 3 7 9 and 3 7 10 Some other useful options like Reduce steel pipe capacity due to threads and Effectiveness of concrete for stiffness calculations are available in this dialog Figure 3 7 11 Finally the user can manually set the section properties my choosing the Edit strut properties manually option Figure 3 7 12 Deep Excavation Page 135 DeepXcav 2011 User s Manual i Edit Wall Properties Wall Sections Wall 1 A Wall Type 1 Choose Lagging Type Timber Lagging O Concrete Lagging 2A Timber Lagging Properties Select Timber Lagging Section 7 cm timber lagging Lagging Thickness cm 2 B Concrete Lagging Properties Select Concrete Lagging Section 10 cmConc Lagging Lagging Thickness Arch Angle 3 Lagging Position Center of wall Paste Redimesion wall automatically Cancel Figure 3 7 4 Lagging properties The reduce steel pipe capacity due to threads option reduces the section modulus of a steel pipe to account for strength reductions due to the presence of threads in the piping Fully welded pipes will likely provide all the theoretical capacity and will likely not requir
133. iner walls have to be modeled Deep Excavation Page 87 DeepXcav 2011 User s Manual 2 10 Slope Stability menu Se je bel gt DeepXcav 2011 9 0 3 4 New Project o Gg Z General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help A b Orm E OG o SE Mhh g DXF global Bi bop approac 3 Import aru options Analysis Failure Radius Use factor qSkin t amp DXF method surface search Approach N A fo f x Soil nails Drawa Draw nail for nails from Tests ge ab Global Stability ta Des Approach EUR etc Calculate slope without wall analysis Analyze table soilnail group 5 Draw tools Soil nails Figure 2 10 1 The Slope tab menu OXF Impo Import from DXF By pressing the button DXF we can import a DXF file in DeepXcav and use the defined geometry Some limitations in the import apply Sz Options By pressing the button Ptions the slope stability options dialog appears Here we can define the method and options for the slope stability analysis The properties contained in this dialog are described in paragraph 3 13 Wo Slope Stability Options 7 3D Loads Fi fethod 3 fue Seach 4_Actve Paasie Select Methot of Analysis Bishop 6 Morgensten Price Morgenstem Price parameters Interslice function etc m 1 FSO 1 w 40 10 f x sin PI Xm O Spencer constant interslice Theta Janbu Maximum number of ite
134. ion 2 Cannot be used in high water table conditions without extensive dewatering 3 Poor backfilling and associated ground losses can result in significant surface settlements 4 They are not as stiff as other retaining systems 5 Because only the flange of a soldier pile is embedded beneath subgrade it is very difficult to control basal soil movements Deep Excavation Page 18 DeepXcav 2011 User s Manual 2 1 2 B Sheet Pile Walls t oA h T b aD Figure 2 1 3 Sheet Pile Section Sheet pile walls are constructed by driving prefabricated sections into the ground Soil conditions may allow for the sections to be vibrated into ground instead of it being hammer driven The full wall is formed by connecting the joints of adjacent sheet pile sections in sequential installation Sheet pile walls provide structural resistance by utilizing the full section Steel sheet piles are most commonly used in deep excavations although reinforced concrete sheet piles have also been used successfully Steel sheet piling is the most common because of its several advantages compared to other materials 1 Provides high resistance to driving stresses 2 Light weight 3 Can be reused on several projects 4 Long service life above or below water with modest protection 5 Easy to adapt the pile length by either welding or bolting 6 Joints are less apt to deform during driving Deep Excavation Page 19 DeepXcav 2011
135. ion wall automatically Cancel Wi Edit Wall Properties o x Wall Sections Unbraced length options ateral and main axis A Unsupported Length Lb Section UFE 300 Excavation Increment 0 5 mi Double channel options Unsupported Length Ler 5 x pile Ww afl Boule crannies factor below excavation pi 2 Detailed Structural Properties of Steel Beam Section D 30 cm A566 cm2 lex 7023 cmd I7 om 431 5 S052215 bema 75 6 cm Cw 72 7 Axx 613 4 ems E ma Wi 0 435 3 Soldier Piles and Clay Layers Passive Resistance Modification L Ignore passive resistance from clays within 0 x Sact flange or size 2 Reinet ol taal Figure 3 7 7 Double channel sections Deep Excavation Page 138 DeepXcav 2011 User s Manual Edit Wall Properties of amp Wall Sections A Wall Type E Lagging B Steel Beams 1 Ld WALL UPE 300 Sx 521 5 cm3 Paste LA Delete V Redimesion wall automatically OK Cancel Figure 3 7 8 Double channel section soldier pile wall plan Deep Excavation Page 139 DeepXcav 2011 User s Manual i Edit Wall Properties Wall Sections A Wall Type E Lagging Wald 1 General Steel Beam Section Unbraced length options lateral and main axis Unsupported Length Lb Excavation Increment 9 9 a Unsupported Length Lx t ees factor below excavation a x pile W Steel pipe options PP1200 25 ret a Def
136. ismicity Criteria re E Figure 2 12 2 Code options The following options are available Enable individual codes Enables the possibility to use different codes for concrete and steel e e Do not perform wall design This cancels the wall This cancels the wall design Use high seismic criteria Uses high seismic criteria for structural design when applicable Deep Excavation Page 97 DeepXcav 2011 User s Manual DES Members All Members By clicking on the button gt we can define which standards to be used in selecting steel members and reinforcement bars Model Loads Supports Seismic Analysis DES C Long term conditions Divide Ultimate w pinata Long term mm 0 2 C Include axial load US Sizes Short term mm 0 3 Safety Factor 1 All STR S EUR Sizes Steel amp amp amp amp Rebar Figure 2 12 3 Steel member code options Concrete cracking In this area we can define the allowable cracking widths when serviceability design is performed The long term limit will be used when Long term conditions option is selected Loads Supports Seism E Long term conditions Long term mm 0 2 Short term mmm 0 3 5 Conc Cracking Ma Figure 2 12 4 Concrete cracking options Wall STR Safety In this area we can define the wall structural Factor of Safety This factor is used to divide the yield wall capacity and produce the design wall capacity Divide Ultimate wall c
137. ist Pressures Active Passive Below gradel F Active pressures i Current Stage At rest pressures Ko ion 0 Peck 1969 Apparent Custom Trapezoidal FHWA Apparent Two step rectangular User pressures Optimize wedge analysis Wedge analysis options Figure 2 9 11 Active pressures gt Active pressures By choosing the active pressures option we can choose to use active pressure for the driving side gt At rest pressures By choosing the at rest pressures option we can choose to use at rest pressures for the driving side gt Peck 1969 apparent By choosing the Peck pressures option and by pressing the button PECK S the Peck pressure options dialog appears Calculation Options o E Peck Fressure Options Multiplier for clay pressures mx g h mClays 0 3 In stif soil profiles do not allow pressures to drop to 0 Use 50 Limit Apply changes to stages To curent stage only 0 O All stages C From stage 0 Figure 2 9 12 The peck pressures options dialog Deep Excavation Page 80 DeepXcav 2011 User s Manual In the Peck pressures options dialog we can define the multiplier for clay pressures mClays and in addition there is a choice in stiff soil profiles not to allow pressures to drop to zero gt Custom trapezoidal By choosing the Custom trapezoidal pressures option and by pressing the button Kg the Trapezoidal pressure options dialog appears Calculation Opti
138. it 1st wall Options Add Draw left Draw right Surface Edit 2nd wall wall beam wall beam J Options Right 0 00 Stage Walls a Multiple wall elements ra Surface Elev next to wall dP dP 4s Right 5 00 m Water Elevations Settings Ta h Base model Base model Figure 2 6 13 The draw right wall beam button Deep Excavation Page 66 DeepXcav 2011 User s Manual 2 7 Load Support menu b a General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help Z I ate 4 gt ETT mElasticity 1 f Add building 4 H f 7 pa ae Bani H ag Excavate Rt Jt J Adv strip model NL Add footing h B arenes a i a Strip loads e a are pea ales Backfin Elastic Load Options _ gt lect Sombination Rt AS P load angle 45 Footings H Length User i Options Local Loads and Conditions P Global 3D Loads P Supports a Advanced Load Combinations Figure 2 7 1 The Load Support tab menu Adds a tieback anchor first click on the wall and then in the ground Adds a strut first click on the wall and then in the ground or on the second wall Adds a raker click on the wall and then in the ground Adds a slab first click on the wall and then define the end point of the Slab Adds a fixed support click on the wall to add a fixed support Adds a spring click on the wall to add a spring Adds a su
139. ity due to threads Include cover for stiffness calculation not recommended Detailed Structural Properties of Steel Beam Section A157 cm box 7937 4 come lyy 7331 4 J 212224 2 Da 435 2 ema Syy435 2 ema A0657 lema yy 657 lcm Wi 121 3 Soldier Piles and Clay Layers Passive Resistance Modification Ignore passive resistance from clays within O x Sact flange or size Redimesion wall automatically Unbraced length options lateral and main axis Unsupported Length Lb Excavation Increment 0 3 m Unsupported Length Ler factor below excavation A x pile W Specify R aras n dimensions Effectiveness of Concrete for Stifness Calculations see theory manual bs Edit strut properties manualhy Figure 7 3 11 Other options EL Edit Wall Properties Wall Sections A Wall Type E Lagging B Steel Beams Vall V Gnad Steel Gown Gacion Steel pipe options PP 1200 25 Fill concrete 3 Defaut Enter Pipes example Section for mm PM300x10 for inch PP24x1 Threaded steel pipe reauction sal ie Reduce steel pipe capacity due to threads Concrete effectiveness for stifness calculations Include cover for stiffness calculation not recommended Detailed Structural Properties of steel Beam Section A157 em bod 7931 4 lemi yy 79314 lemi Beas ea Eua lent 2xm565 7 ema fyy 565 7 jom3 3 Soldier Piles and Clay Layers Passive Resistance Modification
140. ized section within the specified limits from the original section Define the maximum D and minimum D limit if the previous option is selected Choice that the redesigned sheet pile wall must be of the same manufacturer Minimum and maximum bar sizes for diaphragm walls and concrete elements Deep Excavation Page 106 DeepXcav 2011 User s Manual Structural redesign optimazation options oOo ff 8 Tieback length redesign options This parameters are used for redesigning tleback lengths tiebacks Lmax 18 m Lmin 4 m DC o5 m Apply to all design sections Figure 2 16 3 The redesign optimization dialog Tiebacks tab The table below presents the options that are available in the tiebacks tab Define the maximum length Lmax Define the minimum length Lmin DL Length increment for optimization Structural redesign optimazation options Oo E 2 Walls _Sinuts E Keep redesigned section depth within following limits from the selected section Redesigned Section Depth for Database Sections plus D 4 minus D 4 Redesigned Pipe Diameter and Dimension Limits DPmax 50 DPmin 20 Diameter Increments DR 2 Tp max 4 TF min 1 Wall thickness Increments DT 0 25 Apply to all design sections Figure 2 16 4 The redesign optimization dialog Struts tab Deep Excavation Page 107 DeepXcav 2011 User s Manual The table below presents the options that are available in the str
141. l properties Wood timber materials are used in laggings for soldier pile walls Edit Structural Materials for walls and supports x Steel Rebar User Materials Mame Construction Timber Regular grade Ultimate Bending Strength Fu Ultimate Tensile 7 Strength Ftu Ultimate Shear 55 Strength Fwu Density g 7 8576 kim MPa MPa MPa Elastic E MPa Figure 2 5 12 Edit wood properties dialog In this form we can define the following properties The modulus of elasticity E The density g Deep Excavation Page 58 DeepXcav 2011 User s Manual 2 6 Model menu b a General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help 1 Boring 1 Jh Edit 1st wall k Left 0 00 Left 5 00 gt ar y gt 7 1 at situates LF Change Structural Materials f Edit Boring all Add 2nd Wall Bad ia H Change Soil Properties Draw left Surface f I Options Add Delete Insert Paste Stage Custom layers Edit 2nd wall wall beam Options v Right 0 00 Right 5 00 M Stage Stage Stage Use Boring Walls a Multiple wall elements r Surface Elev next to wall a Water Elevations Settings m Stages Advanced Figure 2 6 1 The Model tab menu Custom layers by pressing the button USt Yer We can choose to use the DeepXcav s Custom layer mode and use non parallel soil layers In this mode a model will not use a borehole to d
142. lapsing Significant soil losses through the tiebacks cause significant settlements even if the retaining walls do not move towards the excavation In granular soils the drilled hole must be cased to avoid collapse Some tieback creep can be expected especially if the ties are very short and the fixed length of the tie is within soft ground For stability reasons the fixed anchor should be located beyond Deep Excavation Page 24 DeepXcav 2011 User s Manual the active zone of movements As a result tieback anchors may not be an option at sites congested where there are adjacent underground utilities or when adjacent owners do not grant permission to drill them under their properties Special attention should be given to the waterproofing details at the anchor heads and at the tieback holes Significant leakage can be caused by inadequate water stopping details at these locations 2 1 3 B Cross lot Internal Bracing Figure 2 1 7 A cross lot project Cross lot or internal bracing transfers the lateral earth and water pressures between opposing walls through compressive struts Rakers resting on a foundation mat or rock offer another internal bracing alternative Typically the struts are either pipe or l beam sections and are usually preloaded to provide a very stiff system Installation of the bracing struts is done by excavating soil locally around the strut and only continuing the excavation once preloading is complete
143. les used if necessary e The size of the wall width e The passive width below excavation e The active width below excavation e The horizontal spacing of the wall In addition the user has the possibility to choose a wall from the already available list of walls created by the user Deep Excavation Page 40 DeepXcav 2011 User s Manual gt Supports Tab Here the user can define the Support type and sections to be used DEEP Wizard 3 Wall Type f oOo El x 5 Stages 6 Surcharges 7 Codes From this menu you can define the type of supports used to brace the excavation Structural Properties 4 Strands Support Type nO Strut Spring Valuek 100 kin Create a new structural section C Raker for each support level Estimate structural properties for tiebacks 0 40 7 xhx Include prestress force for v tiebacks with beam on elastic foundations solution 0 187 xhxs Model tiebacks as Angles From Horizontal o 20 P 45 Free length Options Horizontal Spacing 3 Bring rakers to same base point Bond Zone Lite Setback Lb 5 Wires No Yielding Classical Earth Pressures for Multiple Supports FHWA USA hi Ce Figure 2 4 8 Wizard Supports Tab With the definition of the supports the user can define the following data e The structural properties of the support section e Whether to create a new structural section for each support level or
144. lick on the second point Figure 2 10 8 Add a soil nail group i Calculate slope i e Analyze By pressing the button tho twallanalysi the program will perform a slope stability analysis and calculate the factor of safety of the slope without performing a wall analysis To use this option the general analysis must be performed and general settings not changed Deep Excavation Page 93 DeepXcav 2011 User s Manual 2 11 Stability menu t a General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help Use Limit Equilibrium FS Cut wall to Elev Zcut E E FS Zcut 0 Wall embedment Basal stability and Surface safety equations 7 Clough method settlements 7 Non linear FS 4 B E F Stability a Wall Embedment Stability Safety Factors Basal Stability m Surface Settlements ra Figure 2 11 1 The Stability tab menu In this area we can control options regarding the calculation of wall embedment safety factors basal stability and surface settlement Limit equilibrium FS In this area we can select to use a conventional factor of safety when the non linear analysis is performed Passive pressures will be calculated from LEM analysis Non linear FS In this area we can force the passive and active force limits to be calculated from LEM analysis B E F Stability In this area we can use a Zcut command in the non linear analysis This c
145. limits specified in Eurocode 8 DeepaAcay 2011 9 0 3 4 nic Analysis Slope Stability iy Water Behaviour Edit Seismic Pressures Impervious and Options E Pervious E Impervious Automatic EC8 Limits Ston 0 Figure 2 8 6 Water behavior options Calculation Options o E Z Hastoplastic Seismic Options Elev Z Pressure Top O 0 Bottom Q 0 NOTE In BEF solutions these are zero strain Seismicpressures Soil Spring Analysis Options l Pervious O Impervious Excess Pore Pressure Parameter Ru Apply changes to stages To current stage only 0 C All stages C From stage 0 to 0 Figure 2 8 7 Elastoplastic seismic pressure options Deep Excavation Page 74 DeepXcav 2011 User s Manual 2 9 Analysis menu General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help A Ag Mesh Delta 0 2 m Single Mult ij Kakp 359 1st wall Ka K Supports Beam H Hi Auto drive USER Drive side No friction F j Cantilever Free earth Type LEM 5 Clays Analysis Thrust ee Drive Pressures Resist Pressures Advanced Elastoplastic N Gak options Approach Service Default Simple options Resist side No friction Active v Passive IN Below grade Normal Options Analysis a Des Approach EUR etc Water behaviour r Include Wall Friction x Limit Equilibrium Methods Current Stage z Advanced Figure 2 9
146. long Y 0 3 m Section Area 0 09 m2 Material Density 25 kNm3 Figure 4 7 2 Floor loads and options Deep Excavation Page 221 DeepXcav 2011 User s Manual Parameter Icon Floor Live load Floor Dead load Floor Thickness Use floor beams Floor beam Bx Floor beam By Floor beam Section area Floor beam density Description Live load on each floor may be different for basement floors DEEP does not automatically calculate the dead load of each floor based on the thickness While such a calculation is easy it is felt that a proper estimation of the floor dead load has to be manually performed and must include many items such a tiling etc that are outside the scope of the current version of DEEP A different dead load can be included for the basement floors Floor thickness for graphical reasons only Check this option to use floor beams under each side of each floor between columns The dead load of each floor beam is calculated based on its density and section area Building width along the x axis direction Building width along the y axis direction out of plane The section area can be manually changed to include hollow beams and non rectangular shapes This area is used for dead load calculations The floor beam density is initially set equal to the concrete density You may use a different density to simulate other materials All loads in DeepXcav are eventually transferred to rectangular
147. lope conditions Uses a general safety factor Temporary excavation Used for an excavation designed to last 48 hours Temporary structure Used for a temporary long term structure Permanent structure Used for a permanent long term structure Describes an extreme event seismic Extreme event high water Describes an extreme event high water Deep Excavation Page 89 DeepXcav 2011 User s Manual G Failure Failure surface By clicking on the button we can define the shape of the failure surface DeepXcaw 201 el Loads Supports Seismic Analysis Slope Use custom design rey al Failure Radius ee Use factor qSk surface search Approach N A for nails from T H A ireularsurface R eto e i T Circular active wedge i Design ce Circular passive wedge WL Circular active and passive wedges wl Block type failure SER User specified surface Figure 2 10 4 Sliding surface shape options Radius Radius search By clicking on the button we can define some options for the radius search Deep caw Loads Supports Seismic Analysis Slope i A Use custom design A qa approach 4 ure Radius Use factor ce search Approach N A for nails fror Single radius T Radii passing from specified limits bral Desi i Radi between specified values k Figure 2 10 5 Radius search options Single radius Radii passing from Radii defined from two points specified limits Radii between specified Rad
148. lope stability manual page 31 e Length This column includes the calculated transfer length of the soil nail at the intersection with the critical slope surface e ixx calc This column includes the calculated moment of inertia of the nail includes all reductions for corrosion etc e Sxx calc This column includes the section modulus European designation is Wa e Thickness loss This column includes the soil reinforcement thickness loss e STR loss This column includes the percentage of structural capacity loss when corrosion is included Deep Excavation Page 189 DeepXcav 2011 User s Manual 3 14 Data entry Wale beams In DeepXcav it is possible for to add walers to supports DeepXcav calculates the capacity and the loads of the installed walers Wale beams are added at the connection points of the supports with the walls In order to install a new waler we first have to install a support Next h by pressing the Wales button W in the Loads supports menu and choosing the support the Wales dialog appears Figure 3 14 1 In this area we can choose the loading type of the waler Several loading cases are included using point or uniform loads These cases are presented in the following table In this dialog the user can e Edit the waler name e Define the section used for the waler and edit it e Define the vertical spacing of the waler amongst gt Use support spacing gt Use wall spacing gt Use
149. lumns Column dimensions and other parameters can be defined from the 4 tab Figure 4 8 4 c Building Wizard Superstructure Ss Width along X Bx 0 3 Width along Y By 0 3 Radius 0 3 C Columns are circular Section Area 0 09 m2 Material Density kNim3 OK Cancel Figure 4 7 4 Building column options Bx m along X axis column dimension By Width along Y axis column dimension Radius ia radius if the circular columns option is selected Section Area section area of the column Material m material of the column Density ii density of the column Most buildings have walls In order to better simulate building loads DeepXcav gives you the option to simulate different exterior interior and basement walls Wall loads are calculated from the wall area times the density The open wall space can be used to simulate doors windows and other openings that do not have any dead load Deep Excavation Page 224 DeepXcav 2011 User s Manual e Building Wizard Superstructure p 1 Ecterior Basement walls Building has exterior basement walls Wall thickness T m Density 25 kim 2 Exterior Superstrucure walls Building has exterior walls above ground Wall thickness T 1 m Density 29 kN m3 Percent Open Space 40 3 Interior Walls Partitions Building has interior walls partitions Wall thickness T 0 5 m Density 10 Percent Open Space 29 Figure 4 7 5 Building wall options Here the user has the followi
150. n 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 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 All Licensed Products are copyrighted 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 mat
151. n Page 71 DeepXcav 2011 User s Manual Seismic Effects o 1 Design Accelerations 4 Seismic Thrust Options vV Include seismic effects in this stage AxDesign 3 AzDesign 0 a Semirigid GEG aDesign x B x Sv_total B 0 75 i OE IR E PT OEE Mononobe Okabe Only frictional soils a Adesign 2 a Building Code Options Richards Shi frictional soils with cohesion a Adesign Use a Building Code ee User specified extemal pressures Soil Type Class Non Automatic Seismic Procedure Use with R 1 see theory manual 2b Base Acceleration and Site Effects Wood Automatic Auto for Paratie method from Wood adjusted for Base Acceleration Site Soil Response wall deformations Rect Wood for Classic Ze g gt AxBase Factor Ss Wood Manual user specified classical Topographic Site c Response St iS Importance Factor l 1 v 3 Wall Behavior and Response R factor 3 a Basic Wall Behavior Flexible Rigid Wood Method 3 b Hexible Wall Behavior R calculations 5 Water Behavior R User R according to Richards Elms Pervious atic R according to Building Code R according to Liao Whitman JS actual water pressures for Hydrodynamic erect 3 c Specific R method options 3 c 1 R value Structure Response 6 Height Options R 1 gt s gt Calculate thrust to S Calculate thrust to bottom ati bgrade 3 c 2 Permissible Displacement aa att ace of wall Permanent Design 7 Wall Inertia Options
152. n refers to the structural system that retains soil and water and prevents it from collapsing into the open cut Many types of retaining systems exist The selection of the proper retaining system depends on a wide range of factors such as Economical soil conditions protection of adjacent structures ease of construction environmental issues and so on Typical retaining systems include soldier pile and lagging sheet piling secant pile or tangent pile walls soil mix walls and diaphragm walls also known as slurry walls in the U S Deep Excavation Page 16 DeepXcav 2011 User s Manual The role of support systems is to provide lateral bracing for retaining walls Support systems can be subdivided into external and internal depending on the load transfer mechanism External supports namely tiebacks work by transferring lateral excavation loads beyond the active zone of soil movements retained side On the other hand internal supports such as struts rakers or floor slabs transfer lateral loads within the excavation across opposing walls or to other internal structures In all cases support and retaining systems have to work closely together in order to guarantee a high level of performance More detailed descriptions of typical retaining and support systems are available in following sections 2 1 2 RETAINING SYSTEMS FOR DEEP EXCAVATIONS 2 1 2 A Soldier Pile and Lagging Walls key sg Figure 2 1 2 Soldier Pile amp
153. nansantensiaed uenawadbuaseddenisqainntaeewesdaieqeesassaenenthesaenlndacedGnarnssemaaseawesetsoisaniaees 36 2D PRO DEVS CU a A E E A E ETER E cia E ET OEE TE EONS 48 20 Model MVCN seser R E A S 59 DoF oad Or E a E E E A E A 67 Deep Excavation Page 2 DeepXcav 2011 User s Manual Ze De ISHN TS E ate case E E E E A EA E E E E 71 LIANN E E e E E EEE 75 Zi NO ODE S AO TCT e E AR 88 ZIBI ee a E E E E E EAA 94 ZZ DESIN N a E E E A E O 97 ZL Re SUNG E E E oa udae oases seacenaseesameheeseueseacaseeansetanseestesaeoeco 100 PM COO CE MIETU eE E TE A T EE E E 102 ZVON MEN e E E 105 LIO OPM MENU A A sane doeutersunaesaiunsosessattnnennarsane 106 PPA EEA E tats eee pe E E se A A O E E E A EE E eeactoeesnaatedeesne 109 CHAPTER o DATA ENTRY cert peter ree E E E EN E codcanlectsqenesst 110 ILD enire Gener l aE E E sees er RE EE ERa 111 SPADE ALE E E AEE AEA E EAT I E SE T 111 3 3 Data entry Project WTOP COD sisi toncce see narteaecaSutcewesevoosennsisoeusSuoceluseyaesumeattedesneborerossteosematsceibeateleets 118 3 4 Data entry Soil Data scsistsaicuvecdscecaesiuntavetabsetbersesiuesintierdeaideenddatbdnaedsaueredaniessecssbuapdeadeeetesadaeadiateeuaniewh 119 Jo Data NUV ON LAVES eec EEE aE rii 127 Br Died N W a E E 128 37 Data ENTY W alll dIt erison NENE ETENE ENET AEA TTET 129 557 1 Data entry Wall SOCUOINS sssccssncesannctasagdetscianngacosdasionaasncnge PEA Ei niaii ene E an a aE E Eii 130 3 A Wall type Soldier ONLCSs casaict Secinsinto
154. ncrement along the wall where the stress change due to the footing is calculated The stress increase is averaged over the greatest support spacing when the Average Surcharge option is used Otherwise Dyw is not used and the stress change is calculated as a single value in the location of the supports Dyw 0 5 Activate Deactivate Apply Changes to Stages Actrvate for this All DesignSectio This Stage Only stage All Design i Sections C From Stage 0 to 0 Figure 4 6 2 The footing options dialog Advanced Options 4 7 Buildings amp Building Wizard Excavations are often constructed next to existing buildings that can potentially exert significant loads on the retaining system Thus building loads have to be properly accounted for Estimating building loads can be a very time consuming effort DeepXcav can make such estimations much easier with the building wizard option To create a new building simply select the icon from the left tool bar and click on the desired point where you want to add the building Once you do so the building wizard launches as shown below Deep Excavation Page 219 DeepXcav 2011 User s Manual amp Building Wizard Superstructure 1 Building Name Bldg 0 Show name 2 Coordinates and Dimensions Right Mo 15 53 m Grade Elevatior 0 Start Yo 3D 0 om 6 0 Width along X axis 10 m Width along Y axis 15 3 Number of Floors Superstructure floors nF 3 Building Hei
155. nd Dimension These icons are explained in chapter 2 3 1 Top view By pressing the button me a top plan view of the site is created This allows the user to see the position of the design section and the location of 3D objects i e buildings footing loads etc Deep Excavation Page 105 DeepXcav 2011 User s Manual 2 16 Optimize menu General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help 77 F Redesign Autodesigna Autodesign Autodesign fixed length options support STR awall for a ground anchor GEO Options amp Structural optimization amp Geotechnical optimization r Figure 2 16 1 The Optimize tab menu Redesign Redesign options By pressing the button ptiens the structural redesign optimization dialog appears Here we can define the redesign options for walls and supports Structural redesign optimazation options o fl g Steel Pile Soldier piles Sheet piles Keep section within limits plus D 5 minus D 5 Sheet pile options E Redesigned sheet pile must be from the same manufacturer Concrete elements diaphragm walls concrete piles etc Min Bar size D14 Max Bar size D28 Apply to all design sections Figure 2 16 2 The redesign optimization dialog Walls tab The table below presents the options that are available in the walls tab Option to keep section within limits Keeps the optim
156. next to wall m Water Elevations Settings amp Base model El 0m i Drive i Resist Figure 2 6 11 The draw left wall beam button Deep Excavation Page 65 DeepXcav 2011 User s Manual Edit Wall Data o 0 A 1 Wall Name Wall Section Drawing Plan Wall element 0 2 Wall elements section and activation Activate Wall section Tia Je war ejos Appy same wall section for all stages 3 Dimensions Top EL 0 61 m DepthL 14 19 m Bottom 14 8 m 5 Wall positioning Position wall element along the main wall axis _ Position wall element on the left side of the main wall Slave master behavior advanced Position wall element on the right side of the main wall M Element behaves as a slave Position wall element with offset from main wall Xoffset 085m 6 Beam continuity Release codes BEF Analysis Only s Top translation J Top rotation _ Position wall element with offset from main wall Xwall 0 85 m Bottom translation Bottom rotation Figure 2 6 12 Edit wall beam data dialog The options available in the Edit wall data form are described in paragraph 3 7 The option Draw right wall beam is available when we choose to use a second wall in the model Figure 2 6 13 Properties Model Loads Supports Seismic Analysis Slope Stability Design k Le t 0 00 Left 5 00 lt 1 Center 0 00 Centes 5 00 t os e Ed
157. ng options e Building has exterior basement walls If the user checks this option he can define the walls thickness and density as well as the wall s color e Building has exterior superstructure walls If the user checks this option he can define the walls thickness and density as well as the wall s color e Building has interior walls and partitions If the user checks this option he can define the walls thickness and density as well as the wall s color In the advanced tab Figure 4 8 6 below we have the option to include relief load calculations By checking this option DeepXcav removes the effect of soil s dead load on the surcharge stresses since this soil is removed in order to create the basement This is done with elastic solutions by averaging the vertical stresses on all building corners Deep Excavation Page 225 DeepXcav 2011 User s Manual y Building Wizard REN 5 Vials P Relief load Options Include relief load calculations When this option is selected DEEP will remove from the calculated surcharge the effect of the removed soil from the building s basement Figure 4 7 6 Advanced building options Building footings can be edited by right clicking on them from the plan view Figure 4 8 7 If a footing is moved or its dimensions changed and building loads will be changed if the user decides to do so All column loads are calculated based on approximate tributary areas from each supporte
158. ny 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 WRITTEN MATERIALS INCLUDING RESTRICTIONS FOR USE IF ANY ARE PROVIDED AS IS WITHOUT WARRANTY OF ANY KIND FURTHER DEEP EXCAVATION DOES 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 Ex
159. odification factors These modification factors can be enabled by selecting the Use modifications for Clough option Slope Stability Design Results Report View Optimize Help Basal stability and Clough method Basal stability a Surf Calculate settlements estimate This option calculates settlements with a semiempirical method that relates horizontal wall movements to surface settlement Boone et al Base model Use modifications for Clough The method for estimating settlements can use the predicted wall dx by Clough but with some modifications Select this option to enable this modifications recommended Figure 2 11 5 The surface settlement options Calculation Captions Settler inisin pliers Spraniel x Mexe rec length Dg 14 1 2 lo 1 5 Concave max ace x Mexc rec sett Bein YF 6 36 to 05 Infieetian print ae Censtant rac 4 te 6 ja A L mi A Sectiemannt ee a i Peia A H Fi Concave H gt Sprandol pi Setilamant Seillement i Carbever 0 75 o 1 F AL A Aves Aha 1 typ 1 a gt Supperts that COMPOHER wn reman Aij 0 55 iie DBS proie 1 Suppress recommend l remove AwjAhl i Far BEF Solution Uss Coughi Apoi changes o Gages T Ta cumi singe eriy M Ai dagen Fem sioge fie 0 OK Cancel Figure 2 11 5 The settlement calculation options dialog The following table presents the parameters that we can define in this dialog Supports remain
160. odified are described in paragraph 3 8 Tieback Anchors Sections Oo cc 2 amp 8 Tieback Sections A General B Geotech C Advanced iN 5 Strands 6 Strands 4 Strands 2 Strand Options Free Length Rebar Steel mat Strands 270 ksi X fyl 1862 1 MPa E 200100 MPa Type Select diameter or bars Strands or strand diam 1 334 cm Y user bars Internal diameter Di 0 cm No 4 5 Solid Bar Sn User area A 5 591 cm2 3 Grout Options Fixed Body Concrete mat C25 30 X Section Dsfil a x Dperf Df 15 cm Delete Selected Tieback Section Add New Tieback Figure 2 5 6 Edit anchor sections dialog Edit slab Edit slab sections By pressing the button we can edit the structural and reinforcement properties of the slab sections that are included in the model The properties that exist on this form and can be modified are described in paragraph 3 10 H Slab Sections o E amp Avaleble Slabs y A Secon Prope ies B Advanced C Section Envelope Slab H 20cm Slab H 30cm 1 Name To Slab H 40cm Slab H 20cm P ctop 3 Structural Materials Concrete C20 25 w fck 20 MPa p 5 E 29962 MPa me Rebar 5500 fyki500 MPa B Color bt chot Bottom 4 Section Dimensions D 20 cm A2000 cm2 bo g6666 6 cm Load 5 kN m B 100 cm Recalculate Properties 5 Longitudinal Slab Reinf
161. oil nail walls General all EC cases Greece Figure 2 9 4 Multiple load cases Water behavior In this area we can define the clay behavior and the water analysis type for each stage Figures 2 9 5 and 2 9 6 respectively SSS poni i Ae ee T a e e Supports Seismic Analysis Slope Stability Des lj S 0 ist wall Drive side 2S SES Default Simple Resist side No friction f wi Default Behavior See Soil Type dialog and Manual Figure 2 9 5 Clay behavior For drained analysis the program will use effective strength parameters for clays c is used in LEM analysis and global stability The default behavior uses the initial drained undrained setting as defined in the soil s dialog Deep Excavation Page 76 DeepXcav 2011 User s Manual supports Seismic Analysis Slope Stability oo ad 1st wall Drive side No friction Clays Analysis Default Simple PEt side No friction 7 Jats be AE Hydrostatic Simplified flow ection g CF ull flownet pa Edet ae User pressures Seal excavation create liner Figure 2 9 6 Water analysis options Hydrostatic Water pressures are calculated as hydrostatic yw x h Simplified flow Water pressures next to the walls are calculated from a 1D flow analysis Full flownet Water pressures are calculated from a 2D finite difference flownet analysis User pressures Switches water pressures to the user
162. ommand deactivates all wall nodes below this elevation Wall embedment stability equations In this area we can control which Factors of Safety regarding the wall embedment are included within the limit equilibrium analysis Figure 2 11 2 Loads Supports Seismic Analysis Slope Stability Design Results Report T e F5 i Wall embedment Basal stability and Surface safety equations Clough method settlements Wall Embed FS pass Resisting force Driving force For limit equilibrium analysis calculated based on horizontal forces FS rot Resisting moment Driving moment For limit equilibrium analysis calculated from resisting and driving moments FS length Available wall embedment Wall embedment for FS 1 0 For limit equilibrium analysis calculated from minimum of FSrot and FSpassive Figure 2 11 2 The wall embedment safety equations Deep Excavation Page 94 DeepXcav 2011 User s Manual Basal stability and Clough method In this area we can define whether to estimate maximum wall displacements according to the semiempirical Clough method We can select from options presented in Figure 2 11 3 By clicking on the button Li the dialog in Figure 2 11 4 appears Analysis Slope Stability Design Results Report View Optimize Surface settlements actors i Calculate basal stability FS The basal stability index is useful to evaluate the stability of the l excavation base
163. ons o E 2s Trapezoidal Pressure options Multiply active earth pressures x M Top Triangular Pressure to Excavation Depth 25 from Top Bottom Triangular Pressure to 0 Excavation Depth from Bottom Apply changes to stages To curent stage only 0 All stages From stage 0 to 0 OK Cancel Figure 2 9 14 The trapezoidal pressures options dialog In the trapezoidal pressures options dialog we can define the multiplier for the active earth pressures M the top triangular pressure to a percentage of excavation depth from top and the bottom triangular pressure to a percentage of excavation depth from bottom FHWA apparent By choosing the FHWA pressures option and by pressing the button FHWA Ek the FHWA pressure options dialog appears Calculation Options o E 2g FHWA Pressure Options Multiplier for clay pressures m x g h mClays 0 3 Multiply active earth pressures x M 1 3 NOTE FHWA recommends a mininum M 1 3 In stiff soil profiles do not allow pressures to drop to 0 Use 50 Limit Apply changes to stages To current stage only 0 All stages From stage 0 to 0 OK Seaton Figure 2 9 15 The FHWA pressures options dialog Here we can define the multiplier for clay pressures mClays the multiplier for the active earth pressures M and in addition there is a choice in stiff soil profiles not to allow pressures to drop to zero Deep E
164. ons that are included in the ground water table dialog Define the retained side water elevation left side Option to use hydrostatic ground water pressures Option to use simplified flow net for ground water 1D flow calculations Choice to specify different center water elevation for second wall this option is available only if a second wall is used in the model Option to perform full flow net analysis finite difference Choice for constant head on lower boundary if the previous option is selected Option to use user defined water pressures Deep Excavation Page 62 DeepXcav 2011 User s Manual Stages In this area we can add delete insert or copy a construction stage DeepaAcay 2011 9 0 3 4 New Project Slope Stability Design Results 1 Re Ue i Copy Stage d ptions Add Delete Insert Paste Stan r hi Stage Stage Stage iii H ngs Ta Stages a Figure 2 6 7 Water elevation settings ES m 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 Deep Excavation Page 63 DeepXcav 2011 User s Manual Advanced In this area we can modify structural material and soil properties during a specific stage A change property command is valid for all subsequent stages unless it is superseded by another change command or another mod
165. orcement Top Rebars Ctop N3 Bars D16 AsTop 6 033 cm2 3 cm Bottom Rebars Cbot G Bars D16 AsBot 12066 om2 3 E Metric Bars Type D10 in mm US bars indicated with sign Add New Slab Section 6 Shear Reinforcement eee Delete Selected Slab Bart As 0 cm2 sX0 cm s 0 cm Figure 2 5 7 Edit slab sections dialog Deep Excavation Page 52 DeepXcav 2011 User s Manual O Edit strut Edit strut sections By pressing the button sstions we can edit the structural properties of the strut sections that are be included in the model The properties that exist on this form and can be modified are described in paragraph 3 9 f Strut Sections o Fc es Strut Sections __ A Type Dimensions B Advanced PM600X19 iN PP24x0 500 ierat PM600X19 2 Section Type H Use a steel l Section Enter Section Useapipesection PM600x19 Metric pipes write PM912X19 inmm press enter Edit strut properties manually v Model strut section as non yielding in Paratie analysis 3 Section Dimensions Mechanical Properties D60 cm A 346 77 cm2 fy 235 MPa E 206000 MPa tP 1 cm hoc 146489 cm4 lyy 146489 cm4 J 4687659 cm4 W 2 67012 kKN m Delete Selected 4007 cm3 4007 cm3 6415 9 cm3 C4159 cm3 Strut Section Sxx 4883 Syy 4883 Zxx 6415 9 Zyy 6415 9 Add New Strut rx 20 5486 jem ry 20 549 jem Section Figure 2 5 7 Edit slab
166. orizontal and the vertical component of each surcharge You can vary the load magnitudes for the same surcharge for different stages Adds a Surface Surcharge A Surface surcharge is a strip surcharge that can have its elevation changed for different stages automatically adjusted to the surface elevation but has always the same horizontal coordinates The surcharge can have both a horizontal and a vertical component You need to define a surcharge by two points this creates a default 1 0 kPa load Then in order to modify the surcharge double click on it and the Edit Distributed Load dialog appears as surface surcharges To modify a Surface Line Load double click on it Adds a Wall Surcharge A Wall surcharge is a strip surcharge applied directly on the wall You need to define a wall surcharge by clicking on two points on the wall this creates a default 1 0 kPa load Then in order to modify the surcharge double click on it and the Edit Surcharge dialog appears wall surcharges To modify a Surface Line Load double click on it Adds a three dimensional footing load Once you select the button then you must click on the main form at the location where you want the center of the footing to be Then the edit footing form automatically launches and you can specify all the parameters for this footing load Example Adding a Surcharge Step 1 Click on Add a Surface Surcharge icon Et Figure 4 3 1 Step 2 Click first location for sur
167. out Accepting Figure 3 4 7 Graph correlations Next in the tab C we can define the soil elasticity behavior of each soil type Figure 3 4 8 The elasticity model can be linearly elastic perfectly plastic exponential or subgrade modulus behavior There are some tools that can help the user estimate loading and reloading elasticity as well as other parameters In general the reloading modulus for soils is taken as three times or greater than the loading modulus Deep Excavation Page 124 DeepXcav 2011 User s Manual Soil Types o E s Soil Types 1 Name and Basic Soil Type Soil Name F Color aa Description Fill S1 2 Soil Type Behaviour i Clay Sand Silt Show test data a Clay Rock SPT CPT Etc Zt drained uncrained behmiortor See Theory Manual 10 Soll Model and Behavior Elastic Plastic Linear Load Reload Exponential Subgrade modulus 10 1 Loading Elasticity Paramaters Eve 15000 kPa gt Autoestimate Ka v7 Kp when Soil friction values are changed 10 2 Reloading Elasticity Modul Add New Soil Eur 45000 kPa Copy Soil Delete Selected Sail Paste Soil Figure 3 4 8 Loading reloading elasticity parameters The following table presents the properties that are available in the C Elastoplastic tab po Symbol Description S O Elastic plastic soil b
168. presents the properties that are available in the D Bond tab Symbol Ultimate bond resistance for tiebacks ks Subgrade modulus for calculating the shear resistance in slope stability for soil nails Ultimate bond resistance for soil nails Deep Excavation Page 126 DeepXcav 2011 User s Manual 3 5 Data entry Soil Layers By pressing the Borings button sete Of the General 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 5 1 The OCR overconsolidation ratio can be defined herein The user can include as many borings as desired Each independent design section can include a different boring Noe forg1 SS CoordinatesX 20 m YO 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 OCR Ko Edit Eoo os e SN eee Figure 3 5 1 The soil layers dialog Deep Excavation Page 127 DeepXcav 2011 User s Manual 3 6 Data entry Water In the Analysis tab the user can select the water analysis method DeepXcav contains the following water analysis methods e Hydrostatic e Simplif
169. r slurry or caissons Then the top floor slab is constructed with at least on construction glory hole left open to allow removal of spoil material The excavation starting at the glory hole begins once the top floor has gained sufficient strength Soil under the top basement floor is excavated around the basement columns to slightly lower than the first basement floor elevation in order to allow for the installation of the forms for the first level basement slab Glory holes are left open within each newly formed basement floor slab and the procedure is repeated Each floor rests on the basement columns that were constructed earlier 2 2 Using DeepXcav DeepXcav is a user friendly software program and includes powerful features and versatile options In DeepXcav we can work with many design sections of an excavation In a sense a design section is a design scenario Each design section can be independent or can be linked to a parent model This way multiple conditions can be examined simultaneously The main interface is shown in Figure 2 2 The general philosophy in creating an excavation model in DeepXcav is 1 Specify the global coordinates Deep Excavation Page 28 DeepXcav 2011 User s Manual 2 Specify the soil types and properties 3 Specify the layers 4 Create a generalized water table 5 Specify the retaining wall system soldier pile sheet pile secant pile tangent pile and diaphragm wall options 6 Cre
170. rations 100 per search pont Convergence Tolerance 1 Preliminary Slice Width DX 4 Minimun number of slices 10 Figure 2 10 2 The Slope stability options dialog Deep Excavation Page 88 DeepXcav 2011 User s Manual BP Bibop Analysis Analysis method By pressing the button we can define the slope stability analysis method Properties Model Loads Supports Seismic Analys Bibop AS A approac options Failure Radius i surface search Approach N A sikap Bishop Moment l per GLE Morgenstern Price a i Spencer Force Moment Store intermediate surface results Typical slope conditions general FS Temporary excavation 48 hrs soil nail walls Temporary structure long term Permanent structure long term Extreme event Seismic Extreme event High water Figure 2 10 3 Slope stability analysis methods Bishop Use the Bishop simplified method for analyzing slope stability only circular surfaces Use the Morgenstern Price method for analyzing slope stability Use the Spencer method for analyzing slope stability Store intermediate With this option the program will store all intermediate slope surface results stability surfaces and safety factors In some design codes such as AASHTO minimum safety factors are defined for different conditions long term short term etc These minimum safety factors will appear once the analysis has been performed Typical s
171. re shadings when a flow net analysis has been performed Water head shadings when a flow net analysis has been performed Hydraulic safety factor when a flow net analysis has been performed Total vertical stress shadings when a flow net analysis has been performed hE Effective vertical stress shadings when a flow net analysis has been performed Diagrams A Re a Water head grid when a flow net analysis has been performed In addition we can choose to see diagrams of the results by pressing the button Deep Excavation Page 101 DeepXcav 2011 User s Manual 2 14 Report menu From the Report tab we can control options for viewing reports in pdf or word formats as well as see summary tables of all calculations General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help C A f Show Input File Copy files into s work directory P gt Show Output File R Reports Calculation Calculation Calculation Summary Current Stage No comments Calculation Options Warnings Summary for All DS Current DS Screen Show Raw Output Results in input file progress file Report Print amp Preview Summary Reports On Screen F Print G BEF RAW DATA Results fa Scratch files r Figure 2 14 1 The Reports tab menu General Properties Model Loads Supports R 2 Reports Calculation Calculation Calculation Summ Options Warnings
172. recommended to keep all options selected f Edit Wall Data 1 Wall Name Wall 1 2 Wall Section Properties Section Wall 1 Wall Section Drawing Plan bit R 6D16 Right R 6016 over 100 Use custom passive Hey 0 mi 4 3D Wall Coordinates xWall 0 mi Out of plane y 0 mi 5 Wall Friction Base Adhesion Options Vertical undrained adhesion percentage classical analysis 0 of Su for clays undrained analysis Slave master behavior advanced 7 Wall Nodes Analysis Settings Element behaves as a slave Number of Nodes nD 0 200 6 Beam continuity Release codes BEF Analysis Only Conventional analyses use nD to divide wall into smaller elements Top translation Top rotation BEF uses Mesh DELTA 2s defined in the Analysis Tab in then main fom and recalculates nD Bottom translation Bottom rotation Figure 3 7 1 Edit wall data dialog Deep Excavation Page 129 DeepXcav 2011 User s Manual 3 7 1 Data entry Wall sections Wall sections are databases of wall properties that can be used in any wall within a design section i Edit Wall Properties Wall Sections 1 Wall Type Diaphragm wall slurry wall US Soldier pile and lagging Tangent Pile Wall Soldier pile and tremied concr Li Add Delete i Redimesion wall automatically A Wall Type D Conerete Rebar F Draw 2 Wall Name Wall 1 3 General Section Data
173. rface surcharge define the start and end point of the surcharge Adds a surface line load click a surface point to add a point load Adds a surcharge on the wall define two wall points to add a surcharge Adds a line load on the wall define a wall point to add a wall point load Adds a prescribed condition at a wall click on the wall to add a prescribed condition A prescribed condition is a predefined displacement or wall rotation non linear analysis E e Deep Excavation Page 67 DeepXcav 2011 User s Manual Add building We can add a building in the model Add building By pressing the button using the building wizard dialog The properties contained in this dialog are described in paragraph 4 7 y Building Wizard Superstructure 1 Building Name Bldg 0 Show name 2 Coordinates and Dimensions Right Xo 15 36 m Grade Elevatior 0 Start Yo 3D 0 m al Width along X axis 10 m Width along Y axis 15 3 Number of Floors Superstructure floors nF 3 Building Height H 9 Basement floors nFt 1 Basement depth Hk 3 4 Number of Columns Number of columns in X axi 4 Number of columns in Y axi gt Figure 2 7 2 Building Wizard dialog Add footing By pressing the button ddfocting gt we can add a footing load in the model using the footing options dialog The properties contained in this dialog are described in paragraph 4 6 4H Footing Options 3D Loads o B Z Footing Nam
174. rs The process can be repeated for additional levels of tiebacks Building codes require that all tiebacks are proof tested to an excess percentage of their final lock off load which usually ranges from 120 to 150 of the final lock off load Regroutable tiebacks are most commonly used because their capacity can be increased by regrouting to meet test requirements without having to drill a new anchor hole A tieback is made by first drilling a hole with an auger and then placing a bar tendon in the hole concrete is then poured in the hole and the connection with wall is made Different types of augers are used to drill the tieback holes The choice of the drilling method depends on the soil rock conditions on the site Drilling should be done carefully since inadequate procedures can cause significant soil losses The byproduct of drilling is removed by flushing the hole with air water or slurry Air is most efficient in dry ground but it requires special attention because it can become entrapped during drilling building up zones of high pressure in the soil that can eject material for several feet and at high speeds potentially injuring workers Water flushing is best used in sticky clayey soil and it also cleans the sides of the hole by its sweeping action providing a stronger bond at the grout anchor interface Bentonite slurry flushing works the best since it keeps particles in suspension while the sealing action keeps the hole from col
175. rties are presented in the table below D _ Walerheight thickness OZ oo gt B _ Walerbase dimension o S PN Numberofbars S sV Vertical spacing for shear reinforcement Horizontal spacing for shear reinforcement Figure 3 14 7 Concrete section beam used with a raker Deep Excavation Page 197 DeepXcav 2011 User s Manual Wales o O X 1 Support Reactions and Loads Axial force Pagal 0 Moment MspanXX 61 2 Moment at vertical support point Msupx 0 Moment MspanvTyY 40 Moment at vertical support pont Msupi i 0 Shear Vx 21 565 kN Shear Vyy 53 605 kN 2 Wale beam Structural Checks Stress Check combined M P Stress Check Shear Vi Vcap 3 2 Structural Capacity Pcap 6064 1 kN MxCap 2505 1 kN m MyCap 310 9 kN m VyCap 2793 6 kN Figure 3 14 8 The waler dialog results Span moment along Y axis Axial capacity Mx cap Moment capacity along X axis My cap Moment capacity along Y axis E Shear Pe Y axis Deep Excavation Page 198 DeepXcav 2011 User s Manual CHAPTER 4 MODIFYING MODELS amp VIEWING RESULTS Deep Excavation Page 199 DeepXcav 2011 User s Manual 4 1 Modifying surface elevations DeepXcav includes powerful features and versatile options for modeling surface elevations and sections Elevations and points can be modified with the following options e Double click on a surface point This gives the possibility to mod
176. s a detailed list of all toolbar functions The first tab group to encounter contains the following options e Start button ES Pee b Gs General Properties Model Loads Supports Seismic An Recent Documents SectionProperties_1 DEEP prova_combined walls DEEP Craviotto DEEP Ferrari HC DEEP Check DEEP Villavesco RO 02 DEEP Copia di _Diafrarnmi tipo B2_HC 2 DEEP Exarmmple_MasterSlaveNodes_1 DEEP he Villavesco RO 02 DEEP _ Import from Paratie Villavesco R0 02_MOD DEEP Figure 2 3 1 Main button To ol esi ri ptior Create a new project Open an existing project a Saves the project Save a project with different name or destination folder or in an older version Import a file created with the Paratie program Italian users only List of recently created or modified projects Exits the program Deep Excavation Page 31 DeepXcav 2011 User s Manual A vertical toolbox is available on the left screen side The available tools are described in the table below Adds a strut first click on the wall and then in the ground or on the second wall Adds a raker click on the wall and then in the ground Adds a slab first click on the wall and then define the end point of the Slab Adds a fixed support click on the wall to add a fixed support Adds a spring click on the wall to add a spring Adds a surface surcharge define the start and end point of the surcharge i
177. s are typically inserted in the fresh mix to provide reinforcement for structural reasons A continuous soil mix wall is constructed by overlapping adjacent soil mix elements Soil mix sections are constructed in an alternating sequence with primary elements being formed first and secondary elements following once the first have gained sufficient strength The soil mix method can be very effective at providing very stiff and waterproof retaining systems However it is rather limited to medium and large scale projects because of its high mobilization costs Insufficient mix strength may result when mixing organic soils unless a high replacement ratio is maintained Other issues such as difficulties in maintaining consistent compressive strengths throughout the section of a soil mix wall can also emerge Deep Excavation Page 21 DeepXcav 2011 User s Manual 2 1 2 E Diaphragm Walls Slurry walls US Figure 2 1 5 Typical Diaphragm Wall Section The continuous diaphragm wall also referred to as slurry wall is a structure formed and cast in a slurry trench Xanthakos 1994 The trench is initially supported by either Bentonite polymer based slurries The term diaphragm walls refers to the final condition when the slurry is replaced by tremied concrete that acts as a structural system either for temporary excavation support or as part of the permanent structure This construction sequence is illustrated in Figure 1 The term slurry
178. s used on the resisting side K Supports Beam H i Cantilever Free earth 7 es Resist Pressures Advanced Passive Below grade Normal Options en At rest Ko Ko x Multiplier Set resisting earth pressures from passive divided by a safety factor Include Edit max resisting pressure limit Figure 2 9 19 Resist pressures Choice to use passive pressures at the resisting side Figure 2 9 20 Choice to use at rest pressures at the resisting side Choice to multiply the passive pressures with a multiplier Figure 2 9 21 Choice to set resisting earth pressures from passive divided by a safety factor Figure 2 9 22 Choice to include edit a maximum passive pressure limit Figure 2 9 23 Calculation Options o E R Kp Passive Method a Rankine Kp no wall friction Coulomb when Surface is not level C Coulomb Kp with wall friction EQ gt Lancellota Kp with wall friction EQ suface angle gt Caquot Kersel Kp with wall friction EG surface angle Soubra Kp with wall friction EQ suface angle Apply changes to stages To current stage onb 0 C All stages C From stage 0 ta 0 Figure 2 9 20 Passive pressures dialog Deep Excavation Page 84 DeepXcav 2011 User s Manual The following table presents the options that are available in the passive pressures dialog Choice to use Rankine Kp no wall friction Calculation Options o E 2s Passive Safety Factor
179. se where you want your support to be added When the spring is added to the model the Edit support data dialog appears At B Prestress Unbraced tab we can define the axial and rotational spring stiffness Figure 3 12 2 Edit Support Data Stage 0 B Prestress Unbraced 1 Dimensions 1 1 Coordinates at Wall 1 3 Lengths Al03 m Lfree Z 5 AG m 1 2 Angles 1890 deg Horizontal Spacing 1 2 Support Type and Structural Section Used Structural Section Edit Spring see Tab B Use elastoplastic spring Change support type 3 Activate Deactivate Support Permanent or Tempora W Activate support for this stage Temporary support r Figure 3 12 1 Spring support dialog Deep Excavation Page 170 DeepXcav 2011 User s Manual 1 1 Coordinates at Wall 1 1 Apply Prestress to Stages Adjust Supp E The 3 E darea a 2 This Stage Only From Stage 0 0 kN NI Stages Slave naster behavior advanced Connect element to slave wall nodes Suggestions k 4 Spring Support Options Springk 0 kNiem Max Yield 0 SpringkRot 0 kNirad Min Yield 0 Figure 3 12 2 Define spring stiffness Deep Excavation Page 171 DeepXcav 2011 User s Manual 3 13 Data entry Slope Stability 3 13 1 Slope Stability Analysis The slope stability analysis can be performed using the Slope module of DeepXcav The program can perform slope stability analysis of slope surfaces using the simplified Bishop method
180. sign of deep excavations The design of deep excavations can be a very complicated matter The designer has to content with many unknowns and factors that influence the behavior of the excavation Typically there are two systems in excavations that must be designed A the Earth Retention System that contains the earth i e the support wall sheet pile diaphragm wall etc and b the Support System i e the internal or external bracing such as rakers struts or tiebacks that supports the earth retention system Performing detailed calculations for both systems can be a very time consuming process especially when parameters have to be changed In addition many current software programs do not offer an integrated platform of structural and geotechnical analyses required to design deep excavations As a result the designer is forced to use numerous software programs to analyze the excavation and the structural system separately With the exception of finite element analyses there are very few theoretical solutions for calculating lateral soil pressures from complex surface profiles Furthermore the designer has to save under different filenames the different stages of the same excavation As a result the whole process can become unnecessarily complicated and time consuming DeepXcav addresses most of these issues and provides an integrated structural and geotechnical platform for designing deep excavations The current version of DeepXcav offers
181. smic safety factor factor factor The soil reinforcement safety factors are included and refer to a future module Deep Excavation Page 117 DeepXcav 2011 User s Manual 3 3 Data entry Project information Project By clicking on the button info the Project Information dialog appears Figure 3 3 1 In this dialog we can specify the Project Name file number or job number and the name of the engineer preparing the analysis rr Project Information go x My Project File Number 1 Prepared By Engineer Additional Description Deep Excavation Project Figure 3 3 1 Project information dialog Deep Excavation Page 118 DeepXcav 2011 User s Manual 3 4 Data entry Soil Data By pressing the Edit soil type data button of the General 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 4 1 1 Name and Basic Soil Type Soil Name F Description Fill 2 Soil Type Behaviour Sand 6 Silt Clay Rock 3 Default drained undrained behavior for clays See Theory Manual Undrained behaviour Drained 7 20 kNim3 Toy 19 Mimi 10 5 Strength Parameters and Poisson Ratio cO kPa 30 degrees Su0 kPa S oy Omittec degrees v0 35 peak Omitted degrees 6 Permeability Kx 0 0001 msec Kz
182. t Adds a prescribed condition at a wall click on the wall to add a prescribed mt fs condition Adds a footing load 3D define a point where to install a footing load Creates a new building define a point where to install a building a Performs an excavation click on screen to define the excavation limits i Performs a backfill operation click on screen to define the backfill limits Deep Excavation Page 32 DeepXcav 2011 User s Manual On the top left side of the program right under the design section list appears a toolbar that helps the user deal with the design sections Figure 2 3 2 The icons are presented and described in the table below Edit the name of the selected design section x Generate a new view of the current design section Add a new design section ee Delete design section ii Move e ia igo section up on the list are Move design section down on the list Add a new design section empty including only stage 0 One J lal zo DeepaAcay 2011 9 0 4 23 New Projec General Properties Model Loads Supports Seismic Analysis Slope Stability Design x 2 s English SS B NG Model Project Units Length Displacement arce Settings Limit equilibrium Elastoplastic Wizard Info eee pene SI Units m cm kN examples examples t Wizards a Info n Design Sections Model Limits tu Locale a Settings r Example files
183. this dialog is used when the custom Geo FS option is not selected in the mail program Deep Excavation Page 159 DeepXcav 2011 User s Manual Here the user can define the following properties Symbol Ultimate Define ultimate pressure bond if the option is selected so that Pressure bond the ultimate geotechnical capacity to be calculated from the pressure bond a Use and define densification of frictional shear resistance if option is selected eo ie option is selected Adhesion factor Define adhesion factors if the option is selected P Tieback Anchors Sections a Tieback Sections A SHS 1 Structural Allowable Stress Factor Strands Strands Allowable Stress Factor 0 8695 3 Custom Geotechnical Capacities Use user defined capacity 4 Structural Capacities Fall 905 15 kN Fmax 905 15 kN 5 Structural parameters for soil nails per strand bee Strand 0 15545 cml Soc Strand 0 273306 cm3 Import from Zxx Strand 0 39565 cm3 i 5 Beam on elasticfoundations Option i Add New Tieback Section Ignore capacities for spring methods Spring WILL NWOT FAIL Equivalent to Delete Selected WIRE command Tieback Section Figure 3 8 4 Advanced options Deep Excavation Page 160 DeepXcav 2011 User s Manual Here the user can define the following properties Symbol Se as Define the structural allowable stress factor for steel O a Define the color of the free length an
184. ting side PTT ra Fdd Downhill Spassive Typical 2 5to3 0d Swater Typical 2 5to3 0d Swater ers Sact Swater rive si Uphill TF gE TE PE a a T E S S WALL WALL Resisting side jal ren Downhill Spassive Spassive me Swater Swater ea EVVV VV VVVy EVV VV VV VV Vy Drive side Uphill ae a Resistingside TTT TT TT TTT ITITI ETT Downhill KERR DR PRO TALLILLE For continuous walls S Sact Spassive S Basic wall spacing for pile walls it is the horizontal spacing between piles This spacing is used for all pressures above the excavation Sact Effective width for applying active and water pressures In classical analysis this widht is used for both soil and water In non linear analysis Sact is only used for water pressures on both wall sides driving and resisting Spass Effective width for applying passive earth pressures In non linear analysis Paratie engine this spacing is used also for the active earth pressures This is because experimental evidence suggests that the effective arching between piles is the same for both active and passive sides Note For continuous walls such as sheet piles secant piles tangent piles diaphragm walls in most cases S Sact Spas Figure 3 7 2 b Help for passive and active widths dialog Deep Excavation Page 134 DeepXcav 2011 User s Manual 3 7 2 Wall type Soldier piles At the wall sections dialog we user can choose to use a sold
185. tions Edit Structural Materials for walls and supports x E Import Standard Rebar Materials Grade 75 o i Reference Standard Grade 80 Hastc E 200100 Material 5410 Used for reinforcement et pel SS F DS z a x i s Used for tebacks Import and Replace Selected Material Import and Add as new material Figure 2 5 10 Edit reinforcement steel properties dialog In this form we can define the following properties The steel name The yield strength Fy The modulus of elasticity E The standard rebar material reference standard The steel material used Import and replace selected material Import and add as a new material Deep Excavation Page 56 DeepXcav 2011 User s Manual e Edit user material properties By pressing the button Y defined we can create a custom material by defining the modulus of elasticity User materials are used for custom defined wall sections Edit Structural Materials for walls and supports mo F amp 3 Steel Rebar Use Mat default Name Mat_default Elastic E 29962 Note User matenals can be used for wall sections when you do not want to calculate structural wall capacities To use these materials select the custom wall type in the wall sections dialog Figure 2 5 11 Edit user material properties dialog Deep Excavation Page 57 DeepXcav 2011 User s Manual e Edit wood properties By pressing the button we can modify the wood materia
186. ultimate capacity if the previous option is Capacity selected Inails mob Mobilization interaction factor if the previous option is selected This factor is used to determine mobilized soil nail forces from Fmob Fy ultimate Frs x Inails mob F r5 1 Deep Excavation Page 180 DeepXcav 2011 User s Manual In the Miscellaneous tab Figure 3 13 13 we can control how the wall shear is accounted in the slope stability analysis when a wall is intersected Wb Slope Stability Options o X 1 Method 3 Radius Search 4 Active Passive 5 Supports 6 Misc 7 3D Loads Wall Shearing E Inlcude shear capacity of wall in stability except soldier pile and lagging walls Use ultimate wall capacities Soil Shear on Vertical Faces of End and Start Slices 6 Ignore 6 Use at rest pressures Use active passive pressures 30 Number of vertical intervals Note This option also controls the unbalanced lateral load pushing against the start and end vertical faces Options for tiebacks Include tieback shear on slice base Figure 3 13 13 Slope stability options Miscellaneous tab The following properties are available in this tab Choose to include tieback shear on slice base if tiebacks used in the model With this feature the normal stress and shear is increased when the fixed part of the tieback intersects the base of the slice Bishop method Symbol D
187. us option is selected Angle Range steps Define Angle range and steps if the sweep option is selected Include passive angle Choose to include passive angle limit and define it limit Sweep passive angle Choose to sweep active angle if the previous option is selected Define steps for block analysis if the block analysis option is selected Deep Excavation Page 179 DeepXcav 2011 User s Manual In the Supports tab Figure 3 13 12 the user can define how support forces are included within the slope stability analysis gt Slope Stability Options Oo Fl 3 6 Moc 7 30 Loads 8 Tesion ack 3 Radius Search 4 Active Passive 5 Supports Support Force Options Include Support Reactions Include support Service capacities Include support Ultimate capacities 5 Ignore support forces Soil nailing options E Determine soil nail mobilized forces from iteration longer calculation time Figure 3 13 12 Slope stability options Supports tab The following properties are available in this tab Symbol analysis wall analysis wall analysis Ignore support forces Ignores support forces in slope stability analysis Determine soil nail forces from Determines mobilized soil nail forces from iteration iteration when FS 1 Define minimum mobilization factor Defines minimum mobilization factor as a percentage as a percentage of the ultimate of the
188. ution progress file that contains basic progress calculations during the analysis Deep Excavation Page 104 DeepXcav 2011 User s Manual 2 15 View menu Esa General Properties Model Loads Supports Seismic Analysis Slope Stability Design Results Report View Optimize Help F iS EL User axis position Grid w Snap Option A A A i TA T Top View Ax Axes On Off Q x Result MomentShear Pressure Display p i d Legend Diagrams Diagrams Results Snap On Off A Transparency P Results on Screen P Grid Snap Zoom Dimension Plans v Figure 2 15 1 The View tab menu Transparency By pressing the button mia 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 m A Moment Shear Moment shear diagrams By pressing the button sms we can change the view settings of the moment and shear diagrams AL Pressure diagrams By pressing the button s we can change the view settings of the pressure diagrams Display Display results By pressing the button Fults we can change the display settings of the results User axis position User axis position By pressing the button we can change the axis position elevation Grid Grid snap By pressing the button we can change the view options of the snap and axis or show a grid Zoom a
189. uts tab Option to keep section within limits from original dimensions Define the maximum D and minimum D limit if the previous option is selected Define the maximum DPmax and minimum DPmin pipe diameter Define the maximum Tp_max and minimum Tp_ min pipe diameter Structural redesign optimazation options a Wals Tibacks Sins S265 Slab thickness design Min Bar size DIO ig Max Bar size D20 a Apply to all design sections Figure 2 16 5 The redesign optimization dialog Slabs tab The table below presents the options that are available in the slabs tab Minimum and maximum bar sizes for slabs Autodesign a Autodesign a support By pressing the button support ST after the calculations are performed and choosing a support the program performs an automatic structural optimization of the selected support iv Autodesign Autodesign a wall By pressing the button awai after the calculations are performed and choosing a wall the program performs an automatic structural optimization of the selected wall Autodesign fixed length Autodesign fixed length for a ground anchor By pressing the button rastoundanchoricen after the calculations are performed and choosing a ground anchor the program performs an automatic optimization of the fixed length of the selected ground anchor Deep Excavation Page 108 DeepXcav 2011 User s Manual 2 1
190. veness of Concrete for Stiffness Calculations see theory manual H Detailed Structural Properties of Steel Beam Section D 29 bog TE260 Z Redimesion wall automatically Figure 3 7 17 Steel section properties Wi Edit Wall Properties o E 2 Wall Sections Unbraced length options lateral and main axis Unsupported Length Lb i Excavation Increment 03 mi Unuo AA 5 lapin Concrete effectiveness for stifness calculations Effectiveness of Concrete for Stiffness 25 Calculations see theory manual 2 Detailed Structural Properties of Steel Beam Section D 29 cm A1125 jem 60 cmi yy 6310 cm cmd Syy 420 6 yy 641 2 Redimesion wall automatically Figure 3 7 18 H sections Deep Excavation Page 146 DeepXcav 2011 User s Manual Wi Edit Wall Properties Wa pendons A Wall Type T ML HE 300A 1260 cma 0 3 om Wi Edit Wall Properties Wall Sections Wall 1 Unbraced length options lateral and main axis Unsupported Length Lb i Excavation Increment 7 m Double channel options Unsupported Length Lx 5 JeW x pile Fl Douhie thanniis factor below excavation pi Concrete effectiveness for stifness calculations Effectiveness of Concrete for Stiffness 25 ap Calculations see theory manual 2 Detailed Structural Properties of Steel Beam Section DB 32 cm Ags cm k35 cm bf 10 cm 1 8 cm tw 14 cm tf F boc T0870 tome lyy 597 cmi J 66 7 com 4 me 12
191. w soil information Show soil layers on left side of model vV Show Ka and Kp values next to wall Show Assumptions Table on Model View Results on Model Options Show Moment and shear diagrams as Shaded graphs a Show Pressure diagrams as Fill and arrows x Show Graphs as Left and right of walls bi Calculation Summary Show calculation summary at end of calculations Figure 2 4 13 Settings Fonts View Tab Deep Excavation Page 45 DeepXcav 2011 User s Manual 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 gt Soil Properties tab Here we can define the steel member standard European or US and whether to read the members metric database or not Sy Default Settings o x Soil Properties Steel Members Database Steel Members All USA European Read steel members fram metric database Set Current Project As Default Da Figure 2 4 14 Settings Soil Properties Tab Deep Excavation Page 46 DeepXcav 2011 User s Manual gt Design tab Here we can define the default code used for structural design of steel and concrete members gt Default Settings o E 2 A General Fonts View Soil Properties Design Paratie Nondinear
192. w value Apply change to wall side Both wall sides Driving side UP Resisting side down Modify Soil Property Data 0 to 2 7 Changes apply only to spring analysis options 3to 4 Changes affect only NON Clay layers in spring analysis and all layers in 3 conventional analysis Add New Soil Material Change for Current Stage 5 6 Changes affect only NON clay layers spring analysis 7 Affects only spring analysis Delete Selected Soil Material Change A nga sis 8 11 12 Affects conventional and spring analyses clay layers 9 10 Affects Clay layers in spring analysis only Figure 2 6 10 Change soil properties dialog In the Change soil properties dialog the following properties are available Describe material change Select stage to Make material change effective q Draw left Draw left wall beam By pressing the button we can draw a second wall beam additional to the existing wall and modify its properties as shown in Figures 2 6 11 and 2 6 12 To draw a wall beam click on one point near the wall and then select the next wall beam point General Properties Model Loads Supports Seismic Analysis Slope Stability Desic gt JL Edit 1st wall 4 Left 0 00 gt Left 500 gt W ring J Add 2nd Wall esl 5 Draw left Surface I i Options n layers f Edit 2nd wa wall beam Options Right 0 00 Right 5 00 ing F Walls a Multiple wall elements r Surface Elev
193. wall is also applied to walls that are used as flow barriers mainly in waste containment by providing a low permeability barrier to contaminant transport Slurry wall technology hinges on specialized equipment for excavating slurry trenches The simplest type of trenching equipment is the mechanical clamshell attached on a kelly bar Individual contractors have developed their own specialized trenching equipment like hydraulic clamshells fraise or hydromills sample manufacturers Icos Bauer Casagrande Case Foundation Rodio etc The first diaphragm walls were tested in 1948 and the first full scale slurry wall was built by Icos in Italy in 1950 Puller 1996 with Bentonite slurry support as a cut off wall Icos constructed the first structural slurry wall in the late 1950s for the Milan Metro Puller 1996 Slurry walls were introduced in the US in the mid 1960s by European contractors The first application in the US was in New York City 1962 for a 7m diameter by 24m deep shaft Tamaro 1990 that was followed by the Bank of California in San Francisco Clough and Buchignani 1980 the CNA building in Chicago Cunningham and Fernandez 1972 and the World Trade Center in New York Kapp 1969 Saxena 1974 The majority of diaphragm wall projects in the US are located in six cities Boston Chicago Washington DC San Francisco and New York Diaphragm walls are extensively used in the Central Artery Tunnel project CA T in Boston Massa
194. xcavation Page 81 DeepXcav 2011 User s Manual gt Two step rectangular By choosing the Two step rectangular pressures option and by pressing the button KW the Two step rectangular pressure options dialog appears With this option lateral earth pressures above the excavation are calculated as M1 x Hexc above the water table and as Mz x Hexc below the water table Calculation Options ao Fc 2 Two step Rectangular Pressures Multiplier above water table M1 x Hexc Multiplier below water table M2 x Hexc 1 89 NOTE Inthis mode rectangular driving soil pressures are calculated as M1 x Excavation Depth for pressures above the water table and M2 x Excavation Depth for pressures below water Apply changes to stages To current stage only 0 All stages From stage 0 to 0 OK Cancel Figure 2 9 16 The Two step rectangular pressures options dialog Here we can define the multiplier for above water table M1 and the multiplier below water table M2 gt User pressures By choosing the user pressures option and by pressing the button KA the custom pressures dialog appears n Custom pressures left wall amp User defined driving earth pressures Elev m Pressure kP gt O O 15 0 These are user defined lateral earth pressures applied on the selected wall To use these pressures you must Select the User Defined Pressure Options in the main program Apply

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DeepXcav 2011 – User`s Manual USER` S MANUAL