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Shoring Suite Manual

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1. Wall 1 H2 D2 Impacts Wall 1 See Impact Ratio To Wall2 ri Step 3 Add Impact to Wall 2 E Xc 0 6 H2 D2 1 7D1 F Step 4 Run Wall 2 with Impact Impact Ratio 1 X Xc If X gt Xc there is no impact Warning DEPTH ft PRESSURE FRICTION BEARING ksf SLOPE kef FORCE kip MOMENT kip ft DEFLECTION in ing E ksi Page 17 CHAPTER 4 EARTHPRES MODULE Introduction EarthPres determines the lateral earth pressures and hydrostatic water pressure on retaining structures The program can calculate active passive hydrostatic water pressure and earthquake pressures from a set of complicated surface conditions The results can be integrated into the Shoring module for shoring wall designs Warning It is strongly recommended that the user only use the friction angle to calculate soil pressures Cohesion is not reliable in shoring design Using clay materials with zero friction and large cohesion in the program will lead to incorrect results Refer to lt 8 6 Cohesion in Shoring Analysis gt EarthPres Menu At the top of screen there is pull down menu This menu is shared by all the modules and will change to reflect the active module Usage of this pull down menu is as the same as in most Windows software Here are some specific functions of EarthPres menu Edit enabled when users click one of the tables on Pages B C and D Users can insert delete copy and paste a row of data in table Help Help Provides
2. 0 5KayH 1 2 Note The above ratio is default in program Users can input own values such as shape for example change 0 25H to 0 2H and ratio in option page Braced Wall Majority of Soil is Sand and Silt x A 0 25H gt y 0 25H E DU q gt 0 5H 0 75H J gt Y y Braced Wall Braced Wall 0 25H Majority of Soil is Majority of Soil Soft to Medium Clay is Stiff Clay Page 42 Slip plane a Mononobe Okabe active wedge Slip plane b Passive wedge 8 4 Method of Earthquake Analysis For temporary shoring walls within less than a one year lifetime it is not necessary to apply earthquake loading For permanent shoring walls or walls with a life longer than one year earthquake loading should be considered The program applies two additional earthquake forces KhW and KvW in the wedge analysis W is the weight of the wedge Kh is horizontal earthquake acceleration coefficient and Kv is vertical coefficient A typical value of Kh would be 0 3 This means that the earthquake acceleration is equal to 0 3g Kv is usually Kh multiplied by 0 5 In active conditions with single granular soils the wedge analysis generates results that match up with the results from the Mononobe Okabe equation The Mononobe Okabe equation is shown below Page 43 l gt _ ant gt 2 H IE K ae i k JA cos 6 w 0 Ko Se a i sin 6 6 sin 6 y P COS Y C
3. A General B Pressures C Braces and Force D Options E Two Walls Angle 1 Type of Lateral Support Braces 2 No Load Zone g C 1 No C 4 Plate Anchor 7 Sheet Pile VeLine 10 TE Angle2 from H Line 60 C 2 Sut Raker C 5 Deadman a 2 H Line Input H V ratio 0 25 Vertical Force Angle 90 Force against wall C E Mixed 1 3 Top Brace Increase Multiple Braces For Tieback Input Diameter Input2 Bond Strength Z depth Angle1 Spacing Inputl Input2 gt Add 15 C No 2 Force pulling wall Angle 4 Extemal Force Against Wall Negative cs Bond Strength Pressure ksf or kPa Diameter Width ft or m Passive Slope kef or Spacing is the horizontal distance between forces RESSURE FRICTION BEARING ksf SLOPE kef FORCE kip MOMENT kip ft DEFLECTION in I ing E k If the force is pushing against the wall input a negative value If the force is pulling on the wall input a positive value D Option Page External Force 1 Pile size selection has three options 1 No selection of pile in results 2 Group of piles that meet moment capacity these are listed after clicking Results as well as in the pull down list 2 3 Select user inputted pile specified in an adjacent box To let program to select pile size these steps should be performed e Step 1 Select option 2 e
4. Ka and Ko conditions are based on whether the wall has movement Refer to lt 8 1 and 8 2 Ko and Ka Conditions gt 4 Options for generation Earthquake loads refer to lt 8 4 Earthquake Analysis gt 5 6 Input Kh and Kv usually Kv 0 5Kh or zero Refer to lt 8 4 Earthquake Analysis gt B Soils and Water Parameter Page 1 A table for inputting soil parameters Users must click the button Click to Define Soil to open the Soil Parameter Screen screen and then input the data Directly typing the data into the table will result in missing information However you can edit the data in the table after closing Soil Parameter Screen screen 2 Options for water table and seepage refer to lt 8 9 Water Table and Seepage gt 3 Water density typically 62 4 pcf or 9 8 kN m3 4 Usually if users click File New all data in the program will be cleared Specifying this option will keep the soil data in table 1 for new files Warning about Cohesion It is strongly recommended to only input friction for soil strength Cohesion is not reliable in shoring Inputting cohesion may lead to incorrect results Refer to lt 8 6 Cohesion in Shoring Analysis gt If you still want to use C manual calculate the pressures and directly input in Shoring Module Page 19 lt Soil Parameter Screen gt Click the buttons in the 1 column of Soil Table in Page B to open the Soil Parameter Screen screen Then follow the steps below For t
5. 75 of the pressure from rigid wall The 50 deduction for the flexible wall is from shoring practices There is no reference The program provides it only as an option Users are responsible to use 50 deduction Page 52 CHAPTER 10 METHOD FOR HEAVE MODULE Most of the time heave happens in clay or sandy clay soils For clay the method developed by Bjerrum and Eide 1956 can be used for sandy clay and clay with sand Terzaghi s method 1943 is suitable Bjerrum s method only considers cohesion while Terzaghi s method considers both friction and cohesion of the soils Users should use their own judgment to determine which method is more suitable for situation in the field In Heave only Terzaghi s method is used 10 1 Terzaghi s Method The method of heave analysis was proposed by Terzaghi The method was used for trench excavation It also can be used for soldier pile wall People use this method for sheet pile wall and ignore the resistance from sheet piles Both the friction angle and cohesion of the soil are given It can be seen that the proposed failure is defined by the sliding surface bce According to this theory the factor of safety against heave is Factor of Safety FS Resistance Force Driving Force Where the driving force is the force that pushes soil block abcd downward It includes the weight of this block and surcharge on top This is expressed as Farive Wanca q B1 Where Wabca is the total we
6. EarthPres Title Large passive pressure C 1 Actual Pressures All walls All soils 2 Triangular Envelope No braced all soils 3 Rectangular Envelope Braced Sand and Silt 4 2 Trapezoid Envelope Braced Stiff Clay 5 Trapezoid Envelope Braced Soft Med Clay 3 Pressure Type 4 Earthquake 1 Active Ka 1 No Eartha Loads C 2 At rest Ko C 2 Active Only a zal 3 Active and Passive 5 Horizontal Acceleration Coefficient 0 Braced Wall 6 Vertical Acceleration Coefficient 0 Pa a ay E He pra Recommended Option DEPTH DISTANCE ft UNIT WEIGHT pef FORCE kip ft PRESSURE ksf SLOPE kef 1 Height is from the wall top to the base line dredge line The General module will overwrite the text if the user presses 5 Send data to all modules 2 Apparent pressure envelopes are the simplified pressures for shoring analysis Refer to lt 8 3 Apparent Pressure Envelopes gt 1 The pressures that are calculated directly from the analysis Some people like to use this option instead of option 2 below Triangle envelope 2 Triangle envelope For no braced wall with any soil type Some people also use it for one braced wall 3 5 For one or more braced wall The envelope is based on different soil types If you know the soil type select this choice Otherwise select option 5 6 For braced walls it will automatically determine the pressure envelope based on the majority soil types 3
7. Force D Options E Two Walls 1 Wall Heiaht H 112 General Title feo2 Cantilever Sheet pile Alternative E01 2 Wall Type C 1 Sheet Pil Shoring Title Input net pressure Both in active and passive C 4 Secant Tangent Pile Spacing S C 5 Concrete Slurry Wall C 3 Soldier Pile Driving 6 Trench Box Brace 3 Shaft Diameter D sheet pile 1 1 4 Pile Spacing sheet pile 1 1 5 Auto Fill Item 6 7 table below based on Item 2 3 4 6 Active Spacing g 7 Passive Arching Width or Width Passive Arching 1D loose sand or silt and clay 2D Medium Sand and sil 12 1 3D Dense sand pP Driving Drilled Pile Shaft For Driving Pile Additional Multiplier X1 5 X15 x1 DEPTH ft PRESSURE FRICTION BEARING ksf SLOPE kcf FORCE kip MOMENT kip ft DEFLECTION in I ing E ksi B Pressures Page 1 2 Input active and passive pressures in tables A pressure is a trapezoid polygon that is defined by 2 depths and 2 pressures called Z1 Z2 P1 and P2 A slope is defined as Slope P2 P1 Z2 Z1 One trapezoid polygon occupies one row of data in the table Users have 3 options in 3 to input data 3 Select one of the three options in the Input Options box Users only need to input four values for each pressure The program can remember the option as default option when the program is closed When users open the program next time the option is automatically selected
8. G Railroad Loads Ee C Line Loads Page X Horizontal distance from the line load to the wall feet or meters Qline Line load in kip ft or KN m Please refer to lt 9 2 Line Load gt lo EXPO2 LP8 Surcharge ojx venije paas A General B Point Loads C Line Loads D Strip Loads E Area Loads F Infinite Loads G Railroad Loads LENGTH DEPTH ft Opoint kip Oline kip ft Qstrip Qarea P D Strip Loads Page X Horizontal distance from the edge of strip load to the wall feet or meters Width Width of the load applied feet or meters Qstrip Strip load in ksf or kPa If the strip pressure is not uniform then the pressure can be bricked in to several uniform pressures as shown in the figure as well as sample E03 Please refer to lt 9 3 Strip Load gt Page 26 age 4 break in 5 Ic A General B Point Loads C Line Loads D Strip Loads E Area Loads F Infinite Loads G Railroad Loads x Width Qstrip 2 4 x IN 7 2 5 3 2 6 11 2 7 Qstrip 13 2 10 po Wall Plan View X Distance between Load and Vall WAAMdth of Load LENGTH DEPTH ft Qr kip EL e ki E Area Loads Page X Horizontal distance from edge of the area load to the wall feet or meters Width Width of the area load feet or meters Length Length of the area load feet or meters Qarea Area load in ksf or kPa Please refer to lt 9 4 Area Load gt 2 Report Shoring A General B
9. Point Loads C Line Loads D Strip Loads E Area Loads F Infinite Loads G Railroad Loads x Width a Qarea 20 LENGTH DEPTH ft kip Oline kip ft Ostri Page 27 F Infinite Loads The infinite loading has two options 1 Conversional active or at rest method It is based on active failure analysis This option 1 is recommended p Ka q as active pressure It is for flexible wall p Koq as at rest pressure It is for rigid wall p Ka Ko q 2 It is for semi rigid wall 2 Strip loading method as descript in Section 9 1 where Loading Width infinity This option gives much higher pressure Because it is originally from an elastic solution even modified by Dr Teng G Railroad Load Page The railroad load is for a standard E 60 and E 80 Cooper loading X is from the wall to the center of the railroad This value is for a train with a locomotive weight of 520 metric tons and axle load equal to 37 metric tons Please refer to lt 9 5 Railroad Load gt Note For standard E 60 and E 80 A rigid wall option should be selected in Item 3 Wall Condition in General Page A la EXPO4 LPS Surcharge olx SSC Coscia A General B Point Loads C Line Loads D Strip Loads E Area Loads F Infinite Loads G Railroad Loads x wall to center of road Railroad Loading Options No Railroad Loading Cooper E80 Cooper E60 Rigid Wall Condition in 4 General page Item 3 is used for Cooper E60 an
10. Strip loading is from wall to the nearest edge of the strip load Therefore if users check it with Strip loading the Xstrip Xrail 9 2 Xrail 4 5 Width 9 q 1 778 ksf The railroad load option of the program assumes 9 feet as railroad ties and use q 80 5 x9 1 778 ksf If you use 8 5 feet as railroad ties q 80 5 x8 5 1 882 ksf You need to use strip load option and input q 1 882ksf 9 6 Flexible and Rigid Walls Wayne C Teng Equation is based on Boussinesq equations which gives higher pressures due to following reasons 1 Boussinesq equation is elastic solution Soil is plastic materials 2 Boussinesq equation assumes half space condition and ground does not move But in flexible wall condition the ground moves under lateral pressure After the movement the pressures are partially released 3 Field measurements indicate Boussinesq equation give 50 higher pressures 4 The shoring design is based on failure analysis Ka active coefficient is used instead Ko at rest coefficient Ka is used for determination of the active pressure for flexible wall condition Ko is used for rigid wall condition at rest condition Commonly Wayne C Teng Equation is used for rigid wall condition It can be reduced about 50 to match Ka pressure for flexible wall condition In the program the calculated pressure of flexible wall gets 50 of the pressure from rigid wall The calculated pressure of semi flexible wall gets 0
11. Wall 2 and Find the Critical Distance Xc 0 6 H2 D2 1 7D1 e Assuming there is no wall behind Wall 2 e Run Wall 2 and find D2 e If X gt Xc Wall 1 does not have impact on Wall 2 so proceed to design Wall 2 without consideration of Wall 1 If X lt Xc Wall 1 may have an impact on Wall 2 so go to Step 3 Page 39 Adjusted ground surface remove soils behind Wall 1 4 Ppt D1 1 X Xc Pp1 Wall 1 Pa2 a E Wall 2 P2 Pa2 1 X Xc Pp1 Step 3 Find total Pressure for Wall 2 Use EarthPres to get active pressure Pa2 Based on the adjusted ground surface Total pressure P2 is a combination of Pa2 and part of the passive pressure Pp from Wall 1 P2 Pa2 1 X Xc Ppl Step 4 Run Wall 2 again Use Shoring to run wall to again and find pile size and final embedment D2 Notes Wall 2 1 X Xc Pp1 Pa2 P2 Pa2 1 X Xc Pp1 If there are more walls below Wall 2 repeat the same steps for the next lower wall Overall stability of the complete wall system should be checked Tiebacks are recommended in order to reduce the embedment of upper walls thereby reducing impact on the lower walls The bonded length of tiebacks should be placed outside the active and passive zone of the each wall The bonded length of tiebacks should be placed
12. and lt 9 6 Flexible Wall and Rigid Wall gt A flexible wall experiences less pressure because the pressure is released after the walls movement The calculated surcharge pressure of flexible wall is about 0 5 of the rigid wall A semi flexible wall is between flexible and rigid a small amount movement is allowed The calculated surcharge pressure of flexible wall is about 0 75 of the rigid wall A rigid wall experiences more pressure If the movement is restricted by utilities and sensitive structures behind the wall this option is recommended Load factor for surcharge Output pressure will be multiplied by this factor If the surcharge is footing input the load factor for a dead load If the surcharge is traffic storage or construction loading input the load factor for a live load If there are two loads one is considered as a dead load and another is a live load then the program needs to be run twice and Send to Shoring needs to be pressed twice to use the different load factors B Point Loads Page X Y Horizontal distance perpendicular to wall from the wall to the point load feet or meters Horizontal distance from the point load to the section of wall where the pressure is calculated feet or meters It is parallel to wall Qpoint Point load in kip ft or KN m Please refer to lt 9 1 Point Load gt Page 25 0 xj A General B Point Loads C Line Loads D Strip a E Area Loads F Infinite Loads
13. ere 1s a solution to this issue At least 2 3 penetration in rock At least 1 penetration in rock if the pile can be driven 2 3 inches into the rock or the drilled shaft has at least one A A Tip foot of penetration into the rock Significant friction can be developed to stabilize the shoring system In this situation the user has two options e Ifthe penetration into the rock is good unlimited friction can be developed and the program will thus be able to determine the friction e Ifthe rock is weakened or soft the penetration may meet the requirements and users should input the limited friction based on shear strength of rock Units are in ksf or kpa Note This option cannot be used for cantilever walls and should be limited in a one braced wall 7 6 Adding Ms for Embedment Calculation When Shoring calculates the embedment it takes the moment at the last brace If it finds a moment equilibrium condition the search is stopped and the embedment D is determined Some designs would like to add an additional pile moment capacity into equation as show in the figure In this way the pile embedment can be reduced This is especially important for cantilever wall However the embedment must be deep enough in the soil to fully develop Ms Generally eight feet 2 4 meters is the minimum requirement Using Ms is not recommended If you do not know how to use Ms Please do not apply Ms Ms is for someone with extensive shoring e
14. loading to the design to reduce movement the wall will have less movement If there are settlement sensitive structures such as utilities or foundation behind the wall the users should select the at rest Ko condition for soil pressure and select surcharge for rigid walls option for shoring design 8 2 Ko and Ka Conditions Ko is the at rest condition The soil pressure is higher than Ka Using Ko implies that the wall cannot have any movement If there is a settlement sensitive structure behind flexible wall or if the wall is rigid Ko should be used Ko 1 sin q Ka is active condition This implies that the soil behind the wall allows for small movements Although it is suitable for most shoring wall design it should not be used if movement is restricted due to settlement sensitive structures behind wall Ka tan 45 4 2 8 3 Apparent Pressure Envelopes Peck 1969 suggested using apparent pressure envelopes for shoring design Apparent pressure envelopes are converted from the total active force calculated from wedge or Coulomb s analysis For uniform soil this value is Eae 0 5KayH A conversion ratio is involved in the conversion Conversion ratio Total force of envelope Total active force above base Page 41 Triangular Envelope For cantilever walls or one wall braced with all types of soil There is no agreement on one braced wall some designers only use triangular for cantilever wall The slope of the pre
15. pages and then provides 20 30 40 and 50 increasing in Report text pages The program gives users options to increase embedment based on above approaches See Program Input Page D Item 21 Users are responsible to check the project condition to select proper value The default value is 1 2 Even AASHTO calls the increasing as safety factor users should not confuse it with Factor of Safety in Input Page B Item 2 which is an additional FS for passive pressures Some engineers think the compounding safety factors is unnecessarily conservative and expensive Braced Wall Based on the last brace the program searches for an embedment to reach moment equilibrium then determines the brace force based on force equilibrium Both moment and force equilibriums are satisfied However if the calculated embedment is less than eight feet the program will provide warning 5 10 feet is recommended In Shoring practice embedment should be at least 5 feet to prevent unexpected events and accident such as short pile soft ground running water construction error boiling and heave etc Fixed Embedment If there is an existing wall or the pile length is limited or an obstruction is encountered below the base the embedment is fixed and cannot be determined by program The program gives the option of specifying a fixed embedment 1 If the software determines that the request embedment is less than the fixed embedment this required embedment
16. the Sheet pile group input 1 4 Pile Spacing For the Soldier pile group input lagging space For the Sheet pile group input 1 5 After inputting and selecting data press 5 to automatically send data to the other modules 6 You can choose between either English or Metric units The units chosen are shown on the bottom in each module Selecting a new unit will clear all the data in all modules 7 This option keeps the General Module on top of all the other modules Page 7 8 When opening the program there are cover pages for each module Check this box to automatically turn off all cover pages the next time the program is opened 9 If you do not want to print graphics in color you can select this option Users can arrange and run the modules in two ways A Users can arrange each module as a separate window and run each module one by one B Run Modules Steps Users can run each module in step by step See Page B B Run Modules in Steps Users can run each module in steps based on input data available If users already have soil pressures users can directly input in Shoring without EarthPres User and Firm 2 EarthPres LLL ie Surcharge Functions Conditions Creates active and passive pressures from soil parameters c and unit weight If you do not know earth pressures you need to run EarthPres Creates lateral pressures from vertical surcharge loads If you have surcharges on
17. the ground you need to run Surcharge Input pressures to analyze If you aready know earth and design the shoring wall pressures you can directly run Shoring If the soils are soft you should run Heave 4 Shoring Check safety of the shoring wall against heave A Heave C User and Firm Page Input the user and firm name in the boxes as shown below and press Save The names will be saved by the program and automatically displayed on the reports A General B Run Modules in Steps Input Firm and User Name Firm 3424343 User 4324324234 CivilTech Software www civiltechsoftware com Page 8 CHAPTER 3 SHORING MODULE Introduction Shoring requires users to input soil pressures Based on the pressures it determines the moment shear deflection pile size brace reaction and embedment of a shoring system based on DM 7 U S Navy Design Manual USS Steel Sheet Piling Design Manual and FHWA RD 75 Federal Highway Design and Construction Summary The program can be used to analyze and design sheet pile walls soldier pile walls and a variety of shoring walls There are a pull down menu menu bar and total of 5 pages A description of each item is listed below AE EXPO6 SH8 Shoring Arim D eS fi Results 4 Report i Diagram MAME Top brace above ground A General B Pressures C Braces and Force D Options E Two Walls Shoring Menu At the top of scr
18. time kip and ksf are used instead Ib or psf except unit weight is pcf e The top text menu is shared for all modules When a module is clicked It is the current module Then the top menu is only working for this manual Problem and Troubleshooting If you encounter any problems please save your data file and send us an email with the input files for each module Most time telephone call cannot solve the problem Attached input files and email can solve the problem quickly Email support civiltech com Please review Chapter 11 Questions amp Answers before contact us If you need administrative assistance such as USB problem please email your request to sales Ociviltech com Notes e In the program if input item is in black that means the item is important If input item is blue that means the item is optional e If an option is marked with a the option is set as the default and is the recommended option e Modules share the top pull down menu If one module is active the main menu will be used for that module e Each module except the General module has several samples that can be opened by pull down a list on the right side of the top menu bar Click Results button to run the samples lt Preview and Print Screen gt Most modules have the Preview and Print Screen when users press the Results button There are buttons at the top of the screen The function of each button is described below aF viewrorm A Page 1 of 1 ph
19. Area Loads Buildings and large equipment are typical area loads When they are placed near a sheet pile wall the lateral pressure distribution on the wall can be calculated as shown in the figure below The lateral pressure due to an area load can be calculated by using integration of Boussines equation Reference Poulos amp Davis Elastic Solutions for Soil amp Rock Mechanics Page 54 However the Boussines equation is an elastic solution which generates a relatively higher lateral pressure Since soils are plastic materials we think Teng Equation for strip loading is more suitable for the shoring calculation Therefore a length factor is added to Teng Equation for area loading calculation When the length L is infinitely long the equation is the same as that for strip loading Page 50 Parea f Pstrip Where f is length factor f 1 1 0 25 L X 1 1 L length of area loading X Distance to the wall When L is infinite f 1 Parea Pstrip We plotted curve from Boussinesq equation and use this curve to scale down to fit Wayne C Teng Equation Then we get the above equation 9 3 Line Loads A continuous wall footing of narrow width or similar load parallel to the retaining structure may be taken as a line load In this case the lateral pressure increases from zero at the ground surface to a maximum value at a given depth and gradually diminishes at greater depths When the width 1 foot or
20. Numerical Solution Wedge Analysis EA E ke Mogi dS Ss 2 Numerical Solution Log Spiral Analysis 3 Apparent Envelope Conversion Options 1 Default Terzaghi and Peck 3 Formulary Solution Coulomb Equation 2 Wall Friction Options 1 No wall friction C 2 Active only 10 Conversion Ratio fi Passive wall friction is only for Formulary Solution 11 Trapezoid Top Shape lt 1 0 25 12 Trapezoid Bottom Shape lt 1 0 25 13 Max Height in Graphics Very Shallow 2H y JV 14 Show Input Data in Report and Results 3 Wall Friction Angle 4 Factor Multiplier of Active Pressure 5 Factor Multiplier of Passive Pressure P 15 Show Failure lines in Graphics 16 Wall Batter Angle fi 6 Factor Multiplier of Water Pressure TTT 7 Factor Multiplier of Earthg Pressure DEPTH DISTANCE ft UNIT WEIGHT pef FORCE kip ft PRESSURE kst SLOPE kef Page 23 CHAPTER 5 SURCHARGE MODULE Introduction Surcharge calculates the lateral pressures on retaining structures due to surcharge loads The results can be integrated into the Shoring module for shoring wall designs This program is based on Boussingesq s equation modified by Teng USS Design Manual and NAVY DM7 Surcharge menu At the top of screen there is pull down menu This menu is shared by all the modules and will change to reflect the active module Usage of this pull down menu is as the same as in most Wind
21. OS 0 cos W 4 0 O 4 e a cos B 8 cos y 0 l 7 1 2 Pre gt K py 0 k h cos y 0 N PE sin 6 sin yw 8 cos 7 0 cos w 0 58 cos y cos O coslw 0 08 1 Reference DEPARTMENT OF THE ARMY EC 1110 2 6058 US Army Corps of Engineers If there are multiple soil layers or cohesion the Mononobe Okabe equation will not work users should take advantage of the wedge analysis The program generates an additional trapezoid earthquake pressure diagram above the base which has a total force of 0 6H from the bottom of the wall Below the base the earthquake loading is included in the active and passive pressures Earthquake loading increases active pressure but reduces passive pressure Generally earthquake loading should apply to both active and passive pressures Some designers and regulations only require applying the earthquake loading to active pressures The program provides the option of only applying earthquake loading to the active pressures If there is no earthquake loading the equations above are the same as Coulomb s Method 8 5 Soil Parameter Screen and Relationship Because of the wide variations of soil and site conditions the soil parameters should be determined on the basis of field exploration and laboratory testing However for preliminary designs or a lack of data it is often necessary to presume appropriate soil properties based on limited information The pr
22. Panel 2 Open Display 3 Try different Screen resolutions and Fonts size Most of time you can fix the problem How the program convert Nspt to other soil parameters The program used Section 8 5 from Nspt to get the other soil parameters Does Nspt need to be corrected Yes You need to input corrected SPT such as N1 If you only have field SPT it is OK to use them directly because the conversion is based on statistic data It is not so accurate Under the slide ruler the N value only up to 60 How to account for N gt 60 References only can find correlations between N and phi C unit weight up to N 60 If N gt 60 Users can directly input phi C and unit weigh based on lab testing or local experiences Actual N above 60 does not have too much meaning SPT method is back 70 year old and very rough Randomly encountered large gravel rock pieces or cobblestones can increase N significantly Lab tests such as unconfined compression test provide more meaningful data How to apply Load Factors and Factor of Safty e In Surcharge module apply Load Factor in Page A Item 4 e InEarthPres module apply Load Factor in Page E Item 4 7 e In Shoring module apply Load Factor in Page B Item 1 e Please note the Load Factor in Shoring is duplicated with Load Factor in EarthPres You only apply it in one place Please do not apply it twice Page 55 e There is also a Factor of Safety in Shoring module in Page B Item 2 For temporary wa
23. Shoring Suite Version 8 User s Manual Qy CivilTech Software 2015 All the information including technical and engineering data processes and results presented in this program have been prepared according to recognized contracting and or engineering principles and are for general information only If anyone uses this program for any specific applications without an independent competent professional examination or verification of its accuracy suitability and applicability by a licensed professional engineer he she does so at his her own risk and assumes any and all liability resulting from such use In no event shall CivilTech Software be held liable for any damages including lost profits lost savings or other incidental or consequential damages resulting from the use of or inability to use the information contained within the program Information in this document is subject to change without notice and does not represent a commitment on the part of CivilTech Software This program is furnished under a license agreement and the program may be used only in accordance with the terms of agreement The program may be copied for backup purposes only The program or user s manual shall not be reproduced stored in a retrieval system or transmitted in any form by any means electronic mechanical photocopying recording or otherwise without prior written consent from CivilTech Software Thanks to John J Peirce P E D GE of Peir
24. Step 2 Press Results to the program After this finishes 2 will be filled with available piles e Step 3 Open step 2 to select a pile The selected pile will also be displayed adjacent to option 3 of 1 ExP10 5H8 Shoring o A General B Pressures C Braces and Force D Options E Two Walls 1 Pile Size Selections 9 Embedment Options C 1 No Selection end Deflection C1Yes C2No E E Fike 15 Factor of Safety moves to Page B 2 List of Suitable Piles Gol z IV 16 As Continuous Span Beam 10 Fixed Embedment C 3 User Input Pile W10X88 11 Friction at Pie Tip Q Help C 4 User Input in item 4 oie Help 17 Results Graphics Scale ee n er ComCos Cos I 18 Deflection Calculation JT 12 Add Ms for Emdment El IV 19 Show Input Data in Results 4 1 in4 pile 534 00 Alomable Moment Ms 185 03 IV 20 Show Diagram Data in Report 5 Ple Mate al Steel kip ft foot 21 Cantilev Embedment fiz el FT 13 Check Vertical Bearing Capacity 22 Net Pressure x Spacing in Diagram 6 E ksi 23000 14 Vertical Bearing Capacity IT 23 Ignore Pressures above Wall Top T Fy 36ksi 248MPa v Side Friction Help 3K 24 Edit Sheet Pile List 8 Allowable Fb Fy x f066 TP Bearing o BK 25 Edit Soldier Pile List RE FRICTION BEARING ksf SLOPE kcf FORCE kip MOMENT kip ft DEFLECTION in I ing E ksi 2 Pull down list of piles users must select option 2 in 1 and run the program to get the list 3 If users selected op
25. T dara danos NAET E oR e diia 17 CHAPTER 4 EARTHPRES MODULE sesessersssesseoseoseesoososseossoseosoeseosssosoosooeosoessesseoseesoesssssossoseoseesseo 18 INTEOAUCI N LA AAA ia a ORG AAA A AR CET ig AAA RR A AA A 18 A RAN 18 ATINA PTS Menu La Ii E EI EEE E aoa e MEC oe EE dead 18 RUAN ANE ProgrMi A A ri 18 O A A SN 18 ALONE idad aeee 18 B Soils and Water Parameter PAage sccccccscccsssecessceesseceececeeceeesaeceeaceceeaeeceaeeeesaeceeaaecueceeeaeceeaaeceeaeeenaees 19 lt SOU Parameter Sereen gt whic ARA AA A AA CER IRL ER CLs Es 20 C Active Side PAGE noia ica 20 D Passive Side Paginas a ed 22 E Options Part A ad cis 22 CHAPTER 5 SURCHARGE MODULE sesessessssesseoseoseesoososoeoososeosoessosssosoosooeosoesseoseosoesoosssosossoseoseessoo 24 Tntrod ction A A Sa SE IA A Sg bg wi ig AS 24 SUECA EEN Sa oe ana goa be a Nag gM Se ha Dea TS Gna ba de Tesh Ce Ua a Vega tb va av bain 24 Runningthe PLO STM wae ee Ee SE BE Eee EE EE E e 24 SAMPLES 23 AA A sondage chee Vee E tah veel hte te AA Nace AA Ue es CES hte 24 A General AGC AA E send sate arte aTeo rin eria ee iiras iana 24 B4BOINtELOAdS PAGE eke heeled e E obit A A A A E 25 EEne Loads Pare a 26 D Strip Loads Pag nes ienien in 26 E Area Loads Pagan eee AE EE EE EE E A EEE AE TEE aiawadteeees Eet 27 Etre Lodi EE EEEE 28 G Railroad Load PAE A A IATA A E RATO REEE AR TEN 28 CHAPTER 6 HEAVE MODULE conocccnnonnconconncnnonnncononnononconccnconnconconnco nono nconconononc
26. actors eluate sblageb caera 35 7 8 Deflection Calculati n inici dd id 35 7 9 Pile Strength and MEA healt dose E Sete i ata ete baa Pata bv in he Ee ta ene hake ane 37 7 10 Single Span Beam and Continuous Beam ccccccccccssecessseesceceeseceeseeceseeessseceeaaeceeceecsecseaaeceeaeeenaees 38 RL PUE BULKING rot aa aE A EAA TEE AAA Tes ee bite eke ESE 38 FAD Step Wall Calculati oM anatre ienr enee eteh a o ienie e baby ateekin aerie a Tee ii eearri 39 CHAPTER 8 METHOD FOR THE EARTHPRES MODUL E ooccoccncccnnocononnnonononnncnnnconaconaconncconeconoconoss 41 8 1 Flexible Wall and Rigid Wall cccccccccscccsesssscsseessecssssssecsssessecessescecesesasecesseaaececssaaecesseaueesseeaueeesesaas 4 8 2 GIRAR AAA AAA NS 4 8 3 Apparent Pressure ENvelOpes i cccccccssccesssecessceeevecsensecseaceceseeeesaeceeacecseneecsaecsesaeceeaeeceeeeesaeceeaeeceeneess 4 8 4 Method of Earthquake Analysis cccccccccccssccessceeessceesseceeaceceeeeesaeceeacecseneecsaeeeeaaecseaeeseaeesesaeceeaeeseeeeens 43 8 5 Soil Parameter Screen and Relationship ccccccccccccscceessecesseeessecsenseceeceecsuecseaeceeaeecseeeeesaeceeaeeceeeeens 44 8 6 Cohesion in Shoring AndlySis i cccccccccccccccsccesscenseenseessecssecasecusecsaecusecuseceeeceeeeseeeseaeceaeeeseeeaeeeaeenaeeaees 45 8 7 Earth Pressure ANALY SIS Gion ascees nave cudnaubidede useedene thi lnesunvscatanstainteateseaensshshensaeesewes 45 8 8 Numerical Method vs Equation Method ccccsccsscesssesssecesecesecese
27. ailure lines Before computer became available engineers had to draw lines on paper for the wedge analysis This is called the Culmann method Using a computer the analysis is much easier than before Y Page 45 Coulomb s Method It is a special case of wedge analysis when the soil is made out of granular material and is uniform The limitations of Coulomb s equation are e Slope is infinite and the slope angle must be smaller than friction angle e Only for granular material no cohesion The equations used for Coulomb s Method are presented in Section 8 4 Rankine Method It is also special case for Coulomb s method when surface is flat and there is no wall friction Active Pressure Analysis R imax Active force Wall movement away from lt soil C Re B 5 0 w R b o Passive Pressure Analysis Page 46 Passive force toward the soil Log Spiral Analysis Although the actual failure line in the soil is somewhat different than the assumed straight line the results do not differ greatly However in the case of passive pressure when the wall friction increases the straight line increases the passive pressure values The high passive pressure values could lead to unsafe conditions so the Log spiral failure is suggested for walls with large values of friction as shown in figure Page 47 8 8 Numerical Method vs Equation Method The numeric
28. al method is used in the program for wedge analysis and log spiral analysis Using the numerical method the user can calculate e Complicated surface subsurface conditions e Different water tables e Multiple layers of soil e Soil with cohesion The numerical method breaks depth into many small segments and calculates the total active force at each depth Through deviation operation the soil pressure is generated Because of the deviation the results may generate some errors e The soil pressure gradually changes from one soil layer to another There is no sharp change as in Coulomb s equation However it is probably true to the actual soil pressure in the field e When pressure slope has significant changes some spike or noise may show up in the results e When soil changes from cohesive changes to granule material or vise versa some errors may occur in the interface of two layers e For large cohesion search may not be able to find the maximum active force or minimum passive force If the above situation occurs the pressure generated by the numerical analysis may look stranger Therefore the equation method should be used The equation method such as Coulomb s equation has limitations such as e Slope should be infinite The slope angle cannot be larger than the friction angle e Only for granular materials no cohesion e Users should try the equation method first then the wedge analysis Log spiral is used only if the wall frict
29. below the base also called penetration Page 3 CHAPTER 1 INTRODUCTION INSTALLATION AND ACTIVATION This manual of Shoring Suite version 8 has two portions Chapters 1 6 describe how to input data and run the program and chapters 7 10 describe calculation methods and theories The program may change frequently and so will the manual Please check our web site for the new version posted by date of the manual and download it in PDF format To find the manual go to the Download Page of our website http www civiltech com Modules The program has 5 modules General Used for software activation and modules arrangement It is not necessary to input data in General module This module does not conduct any calculation EarthPres Used for determining active passive and earthquake pressure from complicated soil water and ground conditions Surcharge Used for determining lateral pressure from the surcharge load on the ground surface such as line point strip area and railroad loading Shoring Used for conducting analysis and design for shoring wall Determining moment shear and deflection Finding pile length pile size brace force and tieback length Heave Used for checking if the shoring system is stable e Each module has own files The files should be saved within the own module There is no way to save the files from two or three different modules together e The units for each module are shown in bottom bar of the module Most
30. ble click this program to run it from your key You can also create a new folder save and open your project files directly to and from your key There should be enough room on the key for your files Running the Program from your Hard Disk You can also run the program from your hard disk the program may run a little bit faster from your hard disk There is a file called sh_setup exe in the root directory of the key Double click on the file to start installation The installation process will help you to install the program on your local hard disk Installation to network drive or disk is not recommended The program may not work properly The installation will create a shortcut on your desktop Click the icon to start the program You still need to plug the USB key into the USB port to run the program Page 5 It will automatically detect the USB key e The key activation status can be checked from Help in General Module under Activation If you do not have USB Installation to Local Hard Disk key g The installation file is called sh_setup exe Click it will start up the installation If you received the process automatically The installation process will help you to install the program program from email or on your local hard disk and create a shortcut on your desktop Installation to from download network drive or disk is not recommended The program may not work properly Temporary Activation before receiving USB key
31. ce Engineering Inc for his invaluable review and feedback of this manual Copyright 2015 CivilTech Software All rights reserved Simultaneously published in the U S and Canada Printed and bound in the United States of America Published by CivilTech Software Web Site http www civiltech com Page 1 TABLE OF CONTENTS CHAPTER 1 INTRODUCTION INSTALLATION AND ACTIVATION occccconconosesnsnosasiconcnosnsos 4 Modules austeridad salda elite le Ee alerones dosel cele 4 Problem and Troubleshooting ieee i E A E O E E O I O EN 4 lt Preview and Print STEENS xi ninietan A E ORIN Haga Co oe 4 Installation and Activation iien iiie iiti N E aE EEE ads Sees EEEE AE EEE E E ES 5 CHAPTER 2 GENERAL MODULE nnns teesis sooren no soosse sesoses oos osooso R eooo SK sses Sere ioeo sisson soe 7 TET OUUCEION A AR ER ASS TER PERRERA RR NT 7 A General Input Page a e 7 BRun Modules MISS lisa 8 Cy Userand Firm Pee iii ataca a a erani ae TS ei das tenia 8 CHAPTER 3 SHORING MODUL E oncoccccnconionconnconnconcnnonnnconcnnononconccncnnnconconnonnonenconco oseon ostossa Ss sE saso none ss 9 INTO UCI ia 9 Shoring Menta aia eae ape eR at er ai ieataas da 9 RUNNING The PLORTAM A An ie saeta 9 RII DI RENEE ATAA EE EEE A AOE T O EATE AATE cesado 9 Ay General Pagerie AR Ne A A EL A A EIEN EE 9 BAUPLESSULES TULE aa a A diran Il E Braces and Force Pare ai a 13 PD OPO PASE AE EAE EA E A tae eee TE Neo BEC IA Nee Cae tes 15 E Two Walls Pase a ineo TER o
32. ceseceeceseceseeseneeeaeeeaeeeseeeaaeenaeenaees 48 6 9 Water Table and Seepa ren ene ne EEE a E ERE ENR or EE e e AETS 48 CHAPTER 9 METHOD FOR SURCHARGE MODULE occccccncocnonnononscnnccnncononoconoccnnaconaccnncconoconeconoss 50 9 1 Strip Loads Wayne C Teng Equation ccccccccscccsssccessseceseceeseceeaceceeeeecsaeceeaaecseaeeceaeesesaeceeaaeceeeeens 50 9 2 Area Loads enei ea ee r E A E EEA E E E E a eaa an NEE cd 50 93 LANEROS A A A A N ANE 5I DA AS Load Senia EEE E OE EOS REA a 5I 9 5 Infinite Lodi id apie 51 DS Railroad Lods ou AA AAA A AA A A E AS EI A E E 52 9 6 Flexible and Rigid Walls ane riera seinistir erien ited gokstunnnds yedansha vets avbeqerignagtenssebvens 52 CHAPTER 10 METHOD FOR HEA VE MODULE ooocccccconconocnncnncnncnnocinconconoconconccnconcccccconoo nono rconcononoss 53 LOA TOrZAQNU S Mel deca AA arate SUES LAR LETT AOE E E OT E 53 LOD Hard Stratum AAA teas enka iets ease Mane bs het edn aac EREET Pina PA ENRE naa o AEPA EORR ATS aa eb 54 CHAPTER 11 QUESTIONS ANSWERS eesssessseoseseoseseossocesseosssoossoseesoosesesesooseseoseseo 55 Page 2 Terminology indicates a button or input item The number in the brackets corresponds to the item number in the program indicates a panel a screen or a module lt gt indicates a section in the Chapter 7 10 of the manual Z depth starts from the wall top Base means the excavation base excavation bottom or the dredge line Embedment Pile length
33. crease the output pressure The recommended value is 1 Please note In Shoring module there is also a Factor of Safety in Option Page D Item 15 The F S is only applied to passive pressure as item 5 here However 5 is multiplied to passive pressure F S in Shoring is divided to passive pressure Because the soil at the base line is distributed during excavation the upper two feet of passive pressure is commonly ignored in engineering practice If the top of the excavation base is filled with concrete users can input zero here The pressures of option of 2 on Page A are converted to apparent envelopes using one of two conversion options The default conversion factors which are based on Terzaghi and Peck Use input conversion ratio If this is chosen items 10 12 must be specified Page 22 10 12 Refer to lt 8 3 Apparent Pressure Envelopes gt 13 Maximum height of wall shown in graphics not for analysis the software will always output enough depth for shoring design This option only affects the schematics displayed in the Results 14 Turn on or off the input data in the Report 15 This option can show the failure lines on the graphical diagrams This is only available for wedge analysis Option 1 of 1 J6 EP8 D ew tL 4 Report Shoring Select samples below E English M Metric v A General B Soils and Water C Active Side D Passive Side E Options 1 Calculation Methods it i 0 1
34. creen For a mixed type enter the brace type in the last column In the same column if the data of the next row is the same as previous row users can leave the data in blank which assume the data is the same See Example E10 Recommended Data for Input 2 For tieback Input 2 is allowable bond strength which is the friction between tieback and soils It is from field tests For Plate Anchor Input 2 is allowable pressure which is from field tests It can be estimated as Kp Soil unit weight Depth For Deadman Anchor Input 2 is allowable pressure which is from field tests It can be estimated as Kp Soil unit weight Depth For Sheet Pile as Anchor Input 2 is allowable pressure slope It can be estimated as Kp Soil unit weight No load zone calculation the tieback deadman and plate anchor should be located outside of the no load zone Press Auto to get the recommended value Press Help for a definition of the no load zone Page 13 90 Angle2 30 Wale or Strut Fg from H Line Continue Angle1 0 a Br te Angle1 must 0 Nera Using Raker v Line Input2 Passive Pressure 1ksf Spacing 1 Angle1 45 Depth Passive Slope Angle1 0 7 There is no 7 Angle2 60 Input 1 Wale Input1 Input2 vw fromh Line Width and Angle2 Program will find Height V Line Strut and Raker La Input1 Plate Diameter 2 ngle1 30 Program finds number of plates Input2 1ksf V Line Bond
35. creen koba X 1 Soil Type A 2 SN C Eq Clay Clay C Silt Sand Gravel a ah iue Med Sand Eq Clay Equivalent Clay gt recommend for Clay a W_Soft OS Stiff Very Stiff Hard Very Dense Ni spt 12 _ _ _______m__ Y Links 5 10 25 30 3 40 45 50 CPT 72 0kat om2 Y G 116 9 Ib ft3 f f 18 4 kN m3 30 40 50 60 70 80 30 100 110 120 130 140 150 A E at 30 40 50 60 70 80 30 100 110 120 130 140 150 Friction 33 9 A 38 00 50 15 20 25 320 35 Q 45 50 C 0 00 kip ____ 0 00 kn 0 05 1 15 2 25 3 35 4 45 5x0 N1 Corrected SPT from field If you do not have N1 use SPT Y Apply X Cancel C Active Side Page This page is for inputting soil and water lines e I Input a series of ground lines on the table Users have to select a soil number for this line The soil number is defined on Page B It is assumed that the defined soil is under this line Users need to input one row per each ground line Select soil number and type by clicking the button in the first column Z is depth from the top of the wall Negative means it is above the wall Xa starts from wall to the right Active Side Xa must 0 at the starting point of the line Xa must 800 or larger at the ending point of the line Page 20 2 Xa starts from wall to the right Active At end point double click Xa to get 800 Two ground lines cannot intersect The View button provides an instant view of your inputted ground lines Input one wat
36. d E80 Loading E 80 COOPER RAILROAD LOADING LENGTH DEPTH ft Qpoint kip Qline kip ft Qstrip Qarea PRESSURE ksf Page 28 CHAPTER 6 HEAVE MODULE Introduction If the ground is soft or loose an excavation may become unstable as a result of heaving at the base Heave determines the stability of the excavation The program utilizes Terzaghi s method to check the heave condition of a deep cut in soft or loose ground Please refer to lt 10 1 Terzaghi s Method gt Heave MENU At the top of screen there is pull down menu This menu is shared by all the modules and will change to reflect the active module Usage of this pull down menu is as the same as in most Windows software Here are some specific functions of Heave menu Help Help Provides general help on how to use the Heave module Help General Module Opens General module if it has been closed u EXPO1 HV8 Heave 0 x Ded Ei A General B Soils Running Program There are three major buttons on the top menu bar After inputting data or opening a sample users can press one of these three buttons to run the program Results View the results and graphics Report See text results Samples Sample files can be opened from the list on top right of menu bar Samples that start with E are in English Imperial units Those that start with M are in metric units Users need to switch units in the General module to open samples of either Engl
37. d in the field is undisturbed During the excavation the clay will be disturbed The strength of the clay can be changed significantly e Based on cohesion calculations the active pressure can be zero or negative This however is a short phenomenon The pressure will increase when water intrudes or time creep occurs Equivalent Clay Based on the above reason we suggest avoiding use cohesion in shoring design A soil type called Equivalent Clay is provided in Soil Parameter Screen In this type of soil cohesion is converted to equivalent friction for shoring design Users should select this type for clay and silt The conversion is based on that two soils have the same field strength N SPT value The conversion C gt N then N gt Phi The converted soil only has phi and C 0 C to N and phi to N relations are in above table USS sheet pile manual page 12 table 2 and 3 If you still want to use C manually calculate the pressures and directly input in Shoring Module 8 7 Earth Pressure Analysis Wedge Analysis Active analysis assumes that the wall moves away from the soil mass The soil starts to fail in a straight line Wedge analysis tries to find maximum force between all the failure lines Passive analysis assumes that the wall moves against the soil mass and the soil starts to fail in a straight line Wedge analysis tries to find the minimum force between all the FLEXIBLE WALL STABILIZING BERM PLANE OF SHEAR f
38. duced in the center span due to horizontal arching This will be handled in our lagging module This arching does not apply to sheet pile walls Vertical Arching for apparent pressure envelopes in a braced wall the soil pressure increases at the brace location and reduces mid span between braces due to vertical arching The redistributed pressures are called apparent pressure envelopes This is handled in the EarthPres module Please see the EarthPres section of the manual for more details This arching does not apply to cantilever walls or one braced wall Refer to lt 8 3 Apparent Pressure Envelopes gt Passive Arching for passive spacing below the base when the soldier pile is pushed by active pressure and loading passive resistance is developed to counter the movement of pile Thus a large area of the soil is mobilized The effective width is about one to three times the width of the shaft For sheet piles there is no arching so the passive arching spacing is 1 The following is the equation for passive arching spacing for soldier piles Passive Arching Spacing Arching D n Where D is the pile size For drilled shaft and drilled in concrete soldier pile D is the diameter of shaft For driven pile D is the flange width Arching can be one of the following values e Dense sand arching 3 e Medium dense sand and stiff silt arching 2 e Loose sand soft silt and all clay arching 1 Arching 2 is recommended nis a multipl
39. e Excavation Base Total active force below base Normal Brace __ Low Brace ___ Passive Pressure developed in Left Side Passive Pressure developed in the Right Side 7 8 Deflection Calculation The deflection calculation should be started from pressure diagram Pressure Diagram The pressure diagram is inputted by users or imported from the EarthPres module Shear Diagram The shear diagram is the integration of the pressure diagram V f p dz where V Shear force at any point p Pressure at any point Page 35 dz Length segment for integration Moment Diagram The moment diagram is the integration of the shear diagram The zero shear location is where the peak moment occurs M J V dz where M Moment at any point Deflection Diagram The deflection diagram is the double integration of the moment diagram The first integration generates a slope diagram which is not shown in the report The second integration generates the deflection diagram using the following formulas 0 J M ED dz y J 6 dz where 0 Slope angle of curve E Elastic modulus of pile I Moment of inertia of pile y Deflection at any point Note Both the maximum deflection and the top deflection are given in the deflection diagram For cantilever walls the maximum deflection occurs at the top of the wall and thus equals the top deflection Boundary conditions are required to define the deflection diagram In
40. e Input P2 gt Slope input Z1 P1 Z2 and P2 the program will calculate Slope e Input Slope gt P2 input Z1 P1 Z2 and Slope the program will calculate P2 e Double click on gt If users input Z1 P1 Z2 and P2 double clicking on Slope will get the Slope data If users input Z1 P1 Z2 and Slope double clicking on P2 will get the P2 data e Users can input comments in a row by typing a in the Ist column The rest of the columns are then ignored and can be used for comments or remarks Each input cell can only hold 5 characters Page 11 Input Option 1 Wal1 Pile Top _ Input Z1 P1 Z2 and P2 The program calculates Slope Input Option 2 Input Z1 P1 Z2 and Slope The program calculates P2 Input Option 3 Input Z1 P1 Z2 and Slope then double click P2 Input Z1 P1 Z2 and P2 then double click Slope Notes e Z2 must gt Z1 Notes depth of Z2 by double click ZL top Top Pressure P1 Wall Height Slope Z2 bot Bottom Pressure P2 Input 800 or 999 for unknown Ti 1p Negative pressure is allowed represented in the diagram by red Negative Z1 is allowed if it is above a wall top Double clicking Z1 or P1 of the next row will copy the Z2 and P2 from the previous row Z2 bot Bottom Pressure P2 Passive Pressures Active Pressures below Base above or below Base Corner pile Corner soldier piles only need to support a half of active laggin
41. e After you have purchased the program and paid for express service we will send you an email to help you to download a full version of program You need to follow the instruction to open an activation panel e The CPU number is shown on the panel This is a unique number for your computer which must be reported to CivilTech by email e A temporary activation code will be emailed back to you after we verify you have purchased the program e Input the activation code in the Activation Pane and then close the program e Start the program which has full function now You can open the program for 20 times You may run many times for each opening Download Manual from The most updated manual can be downloaded from Download page of our Internet Web site www civiltech com software download html Click on Shoring Suite Manual to open the manual you must have Adobe Acrobat Reader to open the file Then save the PDF file onto your hard drive If you have slow internet connection you should save the file to your hard disk instead of opening it online To save the file using the right mouse click and select Save Target As Quitting the Program From the File menu of any modules select Exit Suite Input Firm and User From the Help of General Module select Firm and User Once the panel Name pulls out enter in your firm s name and the user s name This information will be printed in the report About Program and From the Help o
42. e length It is pile embedment lt 7 4 Fixed Embedment gt Enter fixed embedment Please note this is not total pile length it is the pile embedment Friction at pile tip If bedrock is encountered and pile embedment is limited there may be friction between pile and rock Adequate penetration in rock is required to develop friction Refer to lt 7 5 Limited Penetration in Rock gt Driving steel pile requirement At least 2 3 penetration in rock Drilled shaft requirement At least 1 penetration in rock Based on the penetration in to the bedrock following options should be selected If it does not meet the requirements select No If it is strong rock and meets the requirements select Unlimited If it is weak rock and meets the requirements select Limited and input rock strength in the input box The rock strength is in ksf or kPa During embedment calculation Ms can be considered as resistance to reduce the embedment Ms is the allowable capacity for movement in the pile At least a 5 1 5m embedment is needed to develop Ms Ref DM7 2 103 Refer to lt 7 6 Ms gt Ms will automatically be entered if the user selects option 1 or 2 in step 1 For soldier pile it is per pile For sheet pile it is per foot English or meter Metric 13 14 Check 13 then input vertical friction and Tip bearing capacity Refer to lt 7 3 Vertical bearing gt for details 15 23 Input F S for passive pressures If the input pressur
43. ed For water pressure and if there is seepage at wall tip the water pressure at wall tip is zero Since the depth of wall tip is unknown users can input Z2 Tip P2 0 Slope to tip If Earthpres module is used these values will be automatically generated and exported to Shoring module If the graphics show red color in pressure diagram you may have negative value in pressure input Any passive pressures above excavation base is ignored by the program Page 12 E expo1 ss shoring A General B Pressures C Braces and Force D Options E Two Walls 1 Active Water Surcharge Pressures above and below base 9 2 Passive Pressures below base Load Foctor Multiplier Factor of Safety Divider 1 12 Below Base 12 0 408 100 3 400 0 034 0 408 0 034 100 0 56 49 28 C Braces and Force Page 1 Select the type of braces and input data in the table below Depth is measure from top of wall Negative values represent a brace above the wall Angle clockwise is positive Spacing is the distance between two braces It may or may not equal to pile spacing In sheet pile case for wale and continuous brace input spacing 1 In soldier pile case input spacing Pile spacing But you can have different spacing other than pile spacing For example pile spacing 6 but tieback spacing 12 Input and Input2 are for different brace types Refer to the instructions of Help on the s
44. een there is pull down menu This ies ae menu is shared by all the modules and will change to Lookin _ Shoring8 y E e Edy reflect the active module Usage of this pull down Name Date modified ty menu is as the same as in most Windows software a 7 d Drawing 9 2 2014 5 10 PM Fi Here are some specific functions of Shoring menu IB sample 9 2 2014 5 10PM Fi File Open V8 can open V6 and 7 files from Files C SepWallF1 sh8 12 29 2005 2 57AM SE of Type list as shown in right Figure Because V8 SepWallF2 sh8 12 29 2005 2 57 AM SH adds many new fields Users need to modify the V6 and V7 before run the program 4 it Edit enabled when users clicks one of the tables on Pages B C and D Users can insert delete copy aina and paste a row of data in the table Files of type All Shoring y Cancel Help Help Provides general help on how to use the Open a read oriy Shoring module Help General Module Opens General module if it has been closed Running the Program There are three major buttons on the top menu bar After inputting data or opening a sample users can press one of these three buttons to run the program Results View the graphics and results Report See text results Diagram View and print shear moment and deflection diagrams Samples Sample files can be opened from the list on top right of menu bar Samples that start with E are in English Imperial units Those that start with M are i
45. er line for the active side The water line can be above the ground surface or above the wall top de E EarthPres A General B Soils and Water C Active Side D Passive Side E Options Ground Lines Q Z Depth from top of the wall a Distance from wall on active side S Instant View 10 0 5 56 0 2000 800 Soil No and Type 5 Loose Sand 0 0 10 6 1 Med Sand 25 0 23 25 24 60 15 800 5 Loose Sand 35 0 37 40 30 80 20 800 Click here to Select Soil ick here to Select Soil ick here to Select Soil ick here to Select Soil ick here to Select Soil ick here to Select Soil E E E E E E ick here to Select Soil DEPTH DISTANCE ft UNIT WEIGHT pef FORCE kip ft PRESSURE ksf SLOPE kef One row per ground line per g Xp Xa Ref Example E06 Select one Soil Type under each line EXP06 EP Zis depth from the top of the wall 06 8 Negative means it is above the wall Z 6 Z 6 Z 4 Side Z Xa 15 Xa 25 Xa 28 Xp starts from wall to the left Passive Line1 z 4 Side Soil 5 Xa 800 Xa Xp must 0 at the startingpointoh F Z 0 the line Xa 10 Xa Xp must 800 at the ending point of the line z Double click to get 800 H A in Water line can be above ground surface Water Line or above the wall top Z 25 Xp 800 Water Line Passive Side Active Side Page 21 Copy Data from Active Click Any A General B Soils and Wa
46. es are allowable use F S gt or 1 If the pressures are imported from EarthPres and the soil parameters friction and cohesion in EarthPres are allowable the pressures are allowable If the soil parameters or input pressure are ultimate F S gt or 1 5 is recommended The inputted passive pressures are divided by F S during calculation It is moved to Page B Item 2 Marking 16 can reduce the Maximum moment in the pile Refer to lt 7 10 Beam Span gt The graphics scale in Results and Diagram After opening any sample users can try it out by changing it and pressing Results Turn on or off the Deflection diagram in Diagram Turn on and off the top deflection in Results The top deflection is shown in followed pile each name when option 2 of 1 is selected Turn on or off the input data in Report Turn on or off the Shear Moment and Deflection vs Depth in Report which is a long list For cantilever wall only the calculated embedment is increased by 20 to reach the design depth in the program Advanced user may modify this data It does not affect braced wall Diagram button can show two options 1 Pressure on the wall ksf or kPa or 2 Pressure x Spacing on wall kip ft or kN m Check 22 to get 2nd option which gives real loading for soldier piles For sheet pile these two options are the same Negative depth Z lt 0 of a pressure means the pressure is above wall top Z 0 Check 23 will ignore any pre
47. f General Module select About This will provide you with Version the version of the program Click anywhere on the screen to exit back to the program Important e It is not necessary to input data in General module This module does not conduct any calculation e Each module has own files The files should be saved within the own module There is no way to save the files from two or three different modules together e The units for each module are shown in bottom bar of the module Most time kip and ksf are used instead Ib or psf except unit weight is pcf e The top menu is shared for all modules When a module is clicked It is the current module Then the top menu is working for this manual Page 6 CHAPTER 2 GENERAL MODULE Introduction This module manages the appearance of the other four modules Inputted data in this module can be sent to four modules to save time It is not necessary to input data in this module This module does not conduct any calculation A UNTITLED General o e A General B Run Modules in Steps C User and Firm Pull Down Menus File General module cannot open and save files You need to open and save files in each module Help Help Read the help manual or press F1 to open the help manual Help Troubleshooting If you encounter any problems please save your data file and send us an email with the attached data file We will respond to you as soon as possible Email tech civiltec
48. f of surface area above base Bearing Soil end bearing user input parameter ksf or kPa Friction Friction between soil and shaft user input parameter ksf or kPa F S Factor of Safety If F S lt 1 there is down drag problem and the pile is passable to settle 7 4 Embedment Calculation Users are responsible to have adequate Factor of Safety F S in embedment based on project condition There are two ways to apply F S in embedment One is input F S in Option page D Item 15 It will reduce passive pressure by dividing the pressure by F S Another way is increasing embedment length or total pile length based on calculated embedment from program Cantilever Wall The program searches for an embedment to reach moment equilibrium that the moment is balance at pile tip For the force equilibrium there are different approaches in Shoring practices 1 Some engineers suggest the force equilibrium is satisfied at the same embedment of moment equilibrium There is no additional increasing of embedment 2 USS Steel Sheet Piling Design Manual Page 23 Simplified Method suggests the embedment should be increased by 20 to 40 to get the design embedment or so called force equilibrium 3 AASHTO Standard Specifications suggest first calculate embedment for moment equilibrium then add safety factor of 30 for temporary shoring add safety factor of 50 for permanent shoring The program provides 20 increasing as in Results graphical
49. for Terzaghi s method Page 54 CHAPTER 11 QUESTIONS amp ANSWERS I cannot change printer For some Windows operation system you can t change printer within program If you want to change printer you need to do followings 1 Close the program 2 In Windows click Start go to Setup Printers amp Devices 3 Select the printer you want make it default printer Close the panel 4 Open the program again Then send to print How to make a PDF file You need to install PDF writer such as Adobe PDFwriter or CurePDF DoPDF It is installed in your computer as one of your printers To print PDF file you need to do followings 1 Close the program 2 In Windows click Start go to Setup Printers amp Devices 3 Find the PDF writer you installed before make it as default printer Close the panel 4 Open the program again Then send to printer The PDF write will ask you where to save the file Input the path to save the PDF file Input Error If you are in a country other than US you may use decimal symbol instead Our software must use for decimal symbol You need got to Windows Control panel Open Regional and Language Options ce 99 Select Number Tab change Decimal symbol from to no Buttons in input screen shifted or not aligned For some computers the buttons may not be aligned with column in the table You may do followings to improve it 1 Go to Windows Control
50. g spacing above base But they need to support active pressure with full width of shaft below base They also have full passive spacing including arching However the passive spacing can t be more than active spacing above base The program will check the spacing and give 50 reduction of active pressure above base Sometime a corner pile can have a smaller size and less embedment In some cases corner pile can be replaced by a steel angle Active pressure can be above ground negative Z1 Passive pressure can be above the base line Check the depth of active spacing in 6 of Page A It should be above or equal to the depth of any active pressures It is the same for the passive spacing in 7 of Page A For example if the depth of the first passive spacing starts with 10 feet and the user inputs a passive pressure of Z1 9 feet the program cannot determine the spacing for the passive pressure If users do not know Z2 enter 800 or 999 for an unknown Z2 Double click the Z2 column can get 800 If the 2nd pressure is a continuo of the Ist pressure users can double click Z1 or P1 on the 2nd row It will copy Z2 and P2 from the Ist row A negative value of P1 or P2 can be inputted If we assume the wall is on right side and excavation is on left a negative active pressure means it is from left to right A negative passive pressure means the pressure is from the right to the left If any one of P1 or P2 is negative the graphics will be shown in r
51. general help on how to use the EarthPres module Help General Module Opens General module if it has been closed fu EXPOLEPS EarthPres Sse SSE Cee coo 4 General B Soils and Water C Active Side D Passive Side E Options Running the Program There are three major buttons on the top menu bar After inputting data or opening a sample users can press one of these three buttons to run the program View View the graphics but cannot print Results View and print the results and graphics Report See text results Shoring Export results to the Shoring module Samples Sample files can be opened from the list on top right of menu bar Samples that start with E are in English Imperial units Those that start with M are in metric units Users need to switch units in the General module to open samples of either English or Metric units A General Page This page is for general information General Title is the project title text only The General module can overwrite this text if the user presses 5 Send data to all modules EarthPres Title is the subtitle text only Page 18 P a EXPOL EP8 EarthPres Ariza D E m ea Report Shoring JEn Clay in Passive Side Sand in Active Side v A General B Soils and Water C Active Side D Passive Side E Options 1 Wall Height H 20 General Title E01 Clay in Passive Side Sand in Active Side 2 Pressures and Apparent Envelopes 1 5
52. he program apply Rowe Reduction No Rowe Reduction applied You can apply it after program gives maximum moment If the existing wall has embedment less than program required minimum embedment For cantilever wall the fixed embedment should be longer than the required minimum embedment Otherwise the wall is not stable If the existing wall has been there for a long time the active pressure inputted may be too large You can reduce the active pressure by input a factor lt 1 in Item 1 Page B If the wall has embedment more than program required minimum embedment If you have fixed embedment longer than required minimum embedment the program only uses the minimum embedment Because the program is based on the passive pressure you inputted you can redistribute the passive pressure by inputting a FS gt 1 in Item 2 of Page B The passive pressure will be redistributed and the embedment increases Increasing the FS until the calculated minimum embedment fixed embedment Page 56
53. he relationships between the parameters refer to lt 8 5 Soil Parameter Screen and Relationship gt Oy ye Sia Notes Select soil type For clay and silt select type of Eqv Clay It is more suitable for shoring design Type soil description Move N1 spt to obtain the other parameters Slightly modify other parameter by moving individual bars Press Apply to close the screen Edit the data on the table in Page B as you wish Eqv Clay Equivalent Clay It is strongly recommend using friction for shoring design Cohesion is not reliable in shoring If the soils are clay or silt select Equivalent Clay as soil type This type soil converts cohesion to equivalent friction based on N1 spt Refer to lt 8 6 Cohesion in Shoring Analysis gt N 1 spt Corrected standard penetration test SPT in field If you do not have N1 use SPT CPT Cone penetration test in field If qc is available users can move N spt until CPT qc The other parameters will change with N spt If you know one parameter such as friction you can move N spt until the friction reaches the desired value G is the total moist unit weight Gs is the saturated unit weight Gs will be equal to or larger than G Friction internal friction angle phi C Cohesion of soil English unit is on left side Metric unit is on right side If you want to move N1 without changing other parameters uncheck the Link Box on right side F Soil Parameter S
54. here are several soil types found within this range then an average value of the each soil property should be entered in each respective input box Depth of Hard Stratum input the depth of hard stratum which provides support against heave If hard stratum is encountered within the possible failure zone the failure surface will be terminated at the top of the hard stratum Smaller failure zones will generate a higher F S Please refer to lt 10 2 Hard Stratum gt A General B Soils 1 Soil Layers Depth from Surface Cohesion U Weight Friction Cohesion Unit Weight 2 Bearing Soil 30 0 150 110 3 Depth of Hard Stratum from Surface DEPTH DISTANCE ft UNIT WEIGHT pef COHESION BEARING PRESSURE ksf FORCE kip ft Page 30 CHAPTER 7 METHOD FOR SHORING MODULE 7 1 Terminology Base Excavation bottom or base also called dredge line Depth Starts from wall top distance above the wall is negative Embedment Pile length below the base also called penetration 7 2 Arching Arching effects are commonly applied in soil structural interactions when the loads transfer from soil to structure or vice versa The rigid point receives more loads and the softer point receives fewer loads Arching effects apply to Shoring in three ways Horizontal Arching for lagging calculation because the soldier pile is rigid and the timber lagging is flexible the uniformly distributed pressure is redistributed and re
55. hsoftware com Help Activation Use this to open Activation Panel and to input the activation code If you have a CivilTech USB key plugged in your computer you do not need to activate your program Help Users and Firm Use this to input user and firm data ED General gt B Run Modules in Steps C User and Firm General Title 1 Wall Height H fio 9 Run Modules in Windows 5 Modules Tile 2 Wall Type Sheet Pile Slurry Wall and Trench Box Soldier Pile Secant and Tangent Pile 5 Modules Cascade 4 Modules Tile 3 Pile Diameter D sheet pile 1 1 3 Modules Tile 4 Pile Spacing sheet pile 1 1 C Shoring Onl 5 Send data to All Modules om ey 6 Units FF 7 This Module always on top English C Metric I 8 No cover page for modules Height Diameter and Spacing foot or meter I 9 Graphical in black white A General Input Page This module does not do any calculation The data in this module can be sent to all of the other modules to save time It is ok not to input data in General Module You can input data individually in each module 1 Height is from the wall top to the base line dredge line 2 Select wall type in two groups e Sheet pile group In this group 3 and 4 should equal 1 e Soldier pile group 3 Pile Diameter In the Soldier pile group for diving piles input the width of the pile flange or diameter and for drilled shaft input the diameter of the shaft For
56. ier which is determined based on pile installation method driving or drilling e For driven pile n 1 5 Generally driven steel piles have small flange width e For drilled shafts filled with lean concrete or cement n 1 For drilled shaft filled with gravel the arching should be reduced based on soil conditions n 0 5 for clay and n 0 75 for sand Page 31 Pile Spacing S Passive Arching 1D loose sand silt and 2D Medium Sand and silt 3D Dense sand ao Driving Pile I A X 1 5 7 3 Vertical Bearing Capacity Vertical loading Shoring walls experience three types of vertical loading Down drag force from tieback anchors if the angle of anchor is large the down drag force will be significant Vertical components from external force Vertical components from active pressure it is assumed that the friction between soil and wall resists the vertical components therefore this is ignored in the shoring calculation Vertical loads at the top of wall Engineers often use the wall as vertical pile to support structural loading The total vertical loading transferred to the shaft below the base If there is not enough bearing capacity the pile will settle Therefore checking the vertical resistance capacity is important for a soldier pile system with many tieback anchors Vertical Bearing Capacity Vertical bearing capacity is determined by three components Tip resistance at pile tip Side friction aro
57. ight of abcd q is the surcharge applied on the surrounding ground surface ab B is the distance of ab B B V2 B is the width of excavation B 425 q A000000000000000000000000000 a Ib 1 i i F wt i e d X l C Bearing Soin Ml a qy w Resistance force is formed by the friction along the failure line and the bearing capacity of the base soil under dc which is calculated by Meyerhof s modified bearing equation Das 1990 The resistance force R is calculated using the following formulae R q B F Page 53 Qu Cy Ne Fes Y B Ny F 2 Where C and y s are the cohesion and the effective unit weight of base soil Input total weigh in program N and N are the bearing capacity factors Fes and F are the shape factors And F is the friction force along the possible failure plane of bc which can be expressed as F X c dz X Ka Pv tand dz Where Ka is the Rankin s active coefficient Pv is the vertical earth pressure at the middle of each layer dz is the thickness of each soil layer c is the cohesion of soil is the friction angle of soil The Factor of Safety F S can be determined for the base soil of de FS R Farive 10 2 Hard Stratum If hard stratum is encountered within the possible failure zone the failure surface will be terminated at the top of the hard stratum where heave is unable to occur and will thus increase the overall F S The figure below shows this situation
58. ion is large 8 9 Water Table and Seepage Vv Actual Pressures WS y Net Pressure 1 No Seepage 2 Seepage at Wall Tip 3 Seepage at User Depth 4 Seal at Low Water Table Concrete Seal at Excavation Base User Input Depth such as bottom of Lagging Page 48 Sheet Piles and Slurry Walls are considered as water cutoff walls It only allows water to flow below the tip Soldier piles and secant pile walls allow water flow below the excavation base There are different categories No seepage at wall tip If the soil is impermeable such as clay the water cannot flow freely from one side to another side A large net pressure is built up at the active side The pressures of two sides are not equal Seepage at wall tip For the cut off wall when the wall tip is in permeable granular soil the water can flow freely from one side to another side The pressures at the wall tip are equal for both sides as shown in the drawing Seepage at depth other than wall tip For some shoring walls the cut off depth is not at the pile tip For example plate or sheet pile is used as cut off panel between the two soldier piles The cut off panel does not reach the pile tip it only reaches to certain depth below the base Users can input the depth Concrete seal at excavation base The hydraulic pressure will build up below base The seal should have enough weight to resist the pressure with an appropriate safety factor So
59. is used regardless of the fixed embedment If you want to use an embedment which is deeper than request minimum embedment you can apply a FS to the passive resistance in Page B Item 2 Increasing the FS until the calculated request embedment closes to the embedment you want Page 33 2 For a system with two or more braces the program will let the last brace take more loads from passive resistance on pile embedment so that a solution can be reached 3 Fora one brace or cantilever system the program cannot shift passive resistance to the brace If this is the case it will try to calculate a factor of safety of the system with reduced embedment This is useful for evaluating an existing shoring wall If the safety factor is low the system is not safe If bedrock is encountered and pile embedment H is limited select Fixed Embedment Option 7 5 Li m ited Adequate penetration in rock is required to Penetration in develop friction as shown in the drawings Rock If it does not meet the requirements select No Ifitis strong rock and meets Quite often when bedrock is the requirements select encountered the pile cannot Unlimited e Ifitis weak rock and meets be driven or drilled into the requirements select desired depth Without Limited and input rock adequate embedment the strength in the input box system is not safe However f L 5 luti hisi Driving steel pile requirement Drilled shaft requirement
60. ish or Metric units A EXPOL HV8 Heave AE Sean A General B Soils General Title E01 Three Soils w o Hard Stratum Heave Title No Hard Stratum 1 Excavation Trench Depth fo 2 Excavation Trench Width o 3 Excavation Trench Length 50 4 Water Table Outside Inside 5 Surcharge Outside poo Inside A General Page This page is for general information General Title is the project title text only The General module can overwrite this text if the user presses 5 Send data to all modules Heave Title is the subtitle text only L 2113 4 5 Height is from the wall top to the base line dredge line The General module will overwrite the text if the user presses 5 Send data to all modules Width and length of the excavation trench in feet or meters Water tables outside and inside in feet or meters Outside and inside surcharge pressures in ksf or kPa B Soils Page 1 Soil layer input Depth The depth of each soil layer The depth is measured from the surface to the top of the soil layer The topsoil has a depth of zero Friction The friction angle of soil in degrees Cohesion The cohesion of soil in psf or kPa U Weight The unit weight of soil in pcf or N m3 Please note that the total weight should be used instead of buoyant weight even below water table Bearing Soil the soil s deposited from the excavation base to the depth of B width of the trench If t
61. itle text only The General module can overwrite this text if the user presses 5 Send data to all modules Surcharge Title is the subtitle text only 1 Height is from the wall top to the base line dredge line The General module will overwrite the text if the user presses 5 Send data to all modules 2 Depth of surcharge input a positive number if the surcharge load is below the wall top negative if it is above the wall top Page 24 XPOL LP8 Surcharge lolx A General B Point Loads C Line Loads D Strip Loads E Area Loads F Infinite Loads G Railroad Loads General Title E01 Point Load Page 2 Q 50 kip 1 Flexible Wall Wallis flexible such as shoring wall 2 Semi flexible Wall Small movement allowed such Surcharge Title as retaining wall g from wall 1 off center 3 Rigid Wall No movementallowed such as basement wall 1 Height of Wall H 20 2 Depth of Loads D 0 3 Wall Condition 1 Flexible Wall Allow wall movement 2 Semiflexible Wall Some movement 3 Rigid Wall Recommend D Depth of Loads below wall top The pressures of flexible wall are 50 of rigid wall above wall Top It is based on shoring practices There is no reference See manual for details 4 Load Factor for Surcharge 1 LENGTH DEPTH ft Qpoint kip Oline kip ft Ostrip O Wall Condition refer to lt 8 1 Flexible Wall and Rigid Wall gt
62. ll FS 1 to 1 3 is recommended For permanent wall 1 5 is recommended How can seismic condition be considered in analysis In EarthPres module input acceleration form local building code Earthquake pressure is based on Mononobe Okabe method How to handle a force at wall top You have to way to input 1 Input a force in Page C Item 5 of Shoring 2 Apply a pressure equals to the force in Page B Item 1 For example Z1 0 Z2 1 Pl lksf P2 1ksf Spacing 1 for sheet pile in Page A Item 4 It is equal to a force 1 kip per foot If Spacing 8 for soldier pile the force will be 8 kip for each pile For a force is toward the wall input P1 P2 negative value How to input Ms item 12 in Page D Option page Shoring Please see Page 7 2 103 of DM7 for Ms Using Ms is not recommended If you do not know how to use Ms Please do not apply Ms Ms is for someone with extensive shoring experiences It needs a lot of engineering experiences and judgment Improperly using Ms causes failure in shoring How to handle Rock at bottom You need to use at least one brace For cantilever wall the shoring system is not stable You can handle the case with two options 1 Select Option 3 in Item 9 10 11 in Page D Input a fixed embedment and friction between rock and pile tip 2 Directly input a large passive resistance for rock layer in Page B Item 2 Typical value Z1 Top of rock Z2 bottom of rock P1 P2 3ksf to 5 ksf Does t
63. lled in soldier pile or drilled shaft enter the diameter of the drill hole The hole should be back filled with concrete or lean concrete Some people advocate filling the drilled hole with stone or soil If so use the pile flange width For sheet pile concrete slurry wall and trench box enter 1 English unit 1 foot Metric unit 1 meter Pile spacing For a soldier pile enter lagging spacing For sheet pile concrete slurry wall and trench box enter 1 English unit 1 foot Metric unit 1 meter After inputting data from 1 to 4 press 5 to automatically write data to 6 and 7 Depth and spacing for active pressures Above the base enter lagging spacing Below the base enter pile diameter No arching should be applied to active spacing For sheet pile concrete slurry wall and trench box spacing 1 English unit 1 foot Metric unit 1 meter Depth and spacing for passive pressures The depth should start from where the passive pressure starts most of time it is at the base The spacing is including passive arching Enter pile diameter and multiply the passive arching For details refer to lt 7 2 Arching gt For sheet pile concrete slurry wall and trench box spacing 1 English unit 1 foot Metric unit 1 meter Users can directly input 6 and 7 without press 5 or modify 6 and 7 after pressing 5 Page 10 E02 Cantilever Sheet pile Alternative input for El v A General B Pressures C Braces and
64. lt a Blal Alal r elmli Zoom farsa Finger Right If there are more than one page turn to next page Finger Left If there are more than one page turn to previous page View Page Height Zoom to the page height View Page Width Zoom to the page width Zoom In Enlarge the image Zoom Out Shrink the image Printer Send to printer Page 4 Printer Setup Clipboard Save Close Door Set up printer For some Windows system this button has no function or removed Copy the graphics to Windows Clipboard Users can paste the graphics into any Windows program such as MS Word Power Point and Excel Saves graphics to a Windows metafile which can be opened or inserted by other drawing programs for editing Close Preview Installation and Activation The program has two activation methods USB key activation and code activation Prior to activation the program is in demo mode In demo mode some functions of the program are disabled Please follow the installation and activation procedures below that correspond to your version of the software USB key If you have Civil Tech USB key the program is inside the key You can run the program from the key Introduction of USB key Civiltech USB key functions the same way as a USB flash drive also called memory sticks or jump drive but with a special chipset inside It has a memory of 128 MB and USB 2 0 connectivity The key is compatible with Windows 2000 Xp 7 8 or higher b
65. meter The strip load become line loading 9 4 Point Loads The lateral pressure distribution on a vertical wall due to a point load may be calculated as shown in Figure below When L 1 in Area Loading Equation f 1 140 25 1 X 1 1 Ppoint f Pstrip 9 5 Infinite Loads The infinite loading has two options l Conversional active or at rest method Itis based on active failure analysis This option 1 is recommended p Kaq as active pressure Itis for flexible wall p Koq as at rest pressure Itis for rigid wall p Ka Ko q 2 It is for semi rigid wall 2 Strip loading method as descript in Section 9 1 where Loading Width infinitive os This option gives much higher pressure Because it is originally from an elastic solution even modified by Dr Teng Page 51 E 80 COOPER RAILROAD LOADING 9 5 Railroad Loads The railroad load is for standard E 60 and E 80 Cooper loading On the figure below X is calculated as the distance from the wall to the center of the railroad track The locomotive weights of 520 metric tons and axle loads equal to 37 metric tons 80 kips The load is acting on two tracks 9 feet apart The axle spacing is 5 feet The vertical surcharge is 80 5 x9 1 778 ksf For standard E 60 and E 80 A rigid wall option is automatically selected in Item 3 of Wall Condition in Input Page A The calculation equation is the same as the one used in lt Section 9 3 Strip loading Please note X of
66. metimes sump drain is used to release pressure Page 49 CHAPTER 9 METHOD FOR SURCHARGE MODULE The function of a retaining structure is to retain various surface loadings as well as the soil behind it These surface loadings or surcharges generate lateral pressures on the wall which contribute to the active pressures that tend to move the wall outward Typical surcharge loadings come from railroads highways buildings piles cranes etc The loading cases of particular interest in the determination of lateral soil pressures are described below 9 1 Strip Loads Wayne C Teng Equation Highways and railroads are examples of strip loads When they are parallel to a shoring wall the lateral pressure distribution on the wall may be calculated using the figure below On T q Ib tt Sheet Pile Wall Elevation View e The middle dash line in drawing is at central line of the angle B Many people think it is at central point of the width W 2 It is incorrect which generates different result e This equation is developed by Dr Teng published in his paper Foundation Design Wayne C Teng Prentice Hall Inc Englewood Cliffs New Jesey 1962 It is based on Boussinesq equation and modified by experiment Boussinesq equation is an elastic solution Teng equation is considered as plastic solution 2 78 sin B cos2a e The equation is widely used in shoring design and is well accepted by shoring engineers 9 2
67. n metric units Users need to switch units in the General module to open samples of either English or Metric units A General Page This page is for general information Title 1 is the project title text only The General module can overwrite this text if the user presses 5 Send data to all modules EarthPres also will overwrite it when the Send to Shoring button is pressed Title 2 is the subtitle text only Page 9 Height is from the wall top to the base line dredge line The General module can overwrite the text if the user presses 5 Send data to all modules Select a wall type Drawings on the right side of the screen indicate the wall types For a Sheet piles 3 Pile diameter and 4 Pile spacing should be equal to 1 For Soldier piles users can choose between drilled shaft and driving pile For details refer to lt 7 2 Arching gt A sample is shown in the figure Pile 1 in the figure has two active spacing and two passive spacing Pile Spacing Example For Pile 1 lt _ _ ________ _ _ Assume Arching 2 Active Spacing S Active Spacing 0 5S Active Width D1 Passive Width 2D1 D2 Active Width D2 gt Passive Width 2D2 General Rule Active Spacing S above base called spacing Active Width D below base called width Passive Width 2 3D below base including arching Pile diameter For a driven soldier pile enter flange width For a dri
68. ogram provides relationships between each property for shoring analysis The relations are based on the following table after Terg and Navdocks General Soil Parameters for Sand Very Loose Loose Medium Dense Very Dense SPT NspT 10 30 30 50 Relative Density Dr 35 65 65 85 Friction o Deg 30 36 36 41 Unit Weight Moist Y pcf 110 130 110 140 Submerged Y pcf 60 70 65 85 SPT Standard Penetration Test Reference Steel Sheet Piling Design Manual USS 1975 p 12 Page 44 General Soil Parameters for Clay Very Soft Soft Medium Stiff Very Stiff Hard SPT Nspr 0 2 2 4 4 8 8 16 16 32 gt 32 UCS Qu pcf 0 500 500 1000 1000 2000 2000 4000 4000 8000 gt 8000 Shear Strength Cy psf 0 250 250 500 500 1000 1000 2000 2000 4000 gt 4000 Unit Weight Saturated y pcf lt 100 100 120 100 130 120 130 120 140 gt 130 UCS Unconfined Compressive Strength Reference Steel Sheet Piling Design Manual USS 1975 p 12 8 6 Cohesion in Shoring Analysis Generally cohesion is not recommended in shoring design Field experience indicates that e Cohesion is not reliable A vertical cut can stay for a few days but will collapse after some time e Tieback in the clay will creep e If there is a small amount of sandy in the clay the failure will go through the sand Therefore a small amount of sand controls the failure e When water intrudes on the clay the strength of the clay will reduce significantly e The property obtaine
69. on Diagram 25 7 9 Pile Strength and Size When the maximum moment is determined by the Shoring module the required pile section modulus is calculated by the following set of equations Page 37 Sm Mmax Fb Where Fb User inputted ratio Fy Typically User inputted ratio 0 66 Fb Allowable bending strength Fy Pile yield strength Mmax Maximum moment of pile Sm Minimum section module The program can automatically find a list of piles that meet the Sm requirement Sometimes a pile will be designed with multiple sections each section should meet the bending moment requirement Users can check the moment diagram or output data to find the moment distribution along the depth 7 10 Single Span Beam and Continuous Beam Users can let the software calculate moment as single span between braces This will generate a large moment in the middle of span and may be conservative However when the shoring is in the construction stage the pile is occasionally overstressed during over excavation This conservative approach can cover this overstressed situation In the final stage users can calculate moment as Continuous Beam between braces This will reduce maximum moment by about 20 This approach cannot be used for a cantilever or one brace wall Brace Calculate moment as Single Span Calculate moment as Continuous Beam between braces between braces Generate large moment Reduce Max moment about 20 This is g
70. onconconnoonccnnco nora rroncononoss 29 Heave MENU ots sn zac s32 s ceeh eens states DONA NONE Aar inn gle inenen Aaaa TARRA LAATRE AAA pings aves east ustansavesiess 29 RUNNINE BVO A ONTA a cu eben AOI Rai A Ua eae aa eee EE Nast I NTRS 29 SI I ARATE EOE E uaniseerdbdtabeasadelededlatabee bee careetabeeadlabueeniabacee E 29 As Genel Paren a E BETS EE A A OE SC EE EAs a 30 Bi SOUS PAC nosion E EE TE EEEE EE EE T E AE EEE E EAE EAE 30 CHAPTER 7 METHOD FOR SHORING MODULE ssesoossesocssessossessosseseossocssesoossessossessossossossosssseo 31 FA TLerminol Oyon eE A A iio as 31 MED ATA EEEE EEE E E E illa 31 7 3 Vertical Bearing Capacity cane aS SEAS 32 7 4 Embedment Calcula eE O N EEEE E EE 33 Users are responsible to have adequate Factor of Safety F S in embedment based on project condition There are two ways to apply F S in embedment One is input F S in Option page D Item 15 Itwill reduce passive pressure by dividing the pressure by F S Another way is increasing embedment length or total pile length based on calculated embedment from Program s s s 33 7 5 Limited Penetration in ROCK cccccccccccssscessseceseceesseceescecseceecsaeceesaeceeaeeceeeeesaecseaaeceeneeesaeeseaaecseaeeeeaees 34 7 6 Adding Ms for Embedment Calculation c ccccccccccccccsscessesesseeceeceessecscecasecuaeceseceseenseceueeeueeseaeenseenaes 34 7 7 Normal Brace Level and Low Brace Level This option is removed from program due to the risk fpinstability
71. ood for stage construction Not applicable for cantilever or one brace wall 7 11 Pile Buckling Generally design engineers do not consider pile buckling for the following reasons Soldier pile is confined by lagging that runs parallel to the wall In the perpendicular direction one side is supported by the soil and braces struts or tiebacks support the other side at a certain distance Sheet pile is also supported by soils and braces Therefore the program does not provide buckling calculation However if the tiebacks have a large angle and generate large down drag force or there is vertical loading at the top of wall pile buckling should be checked Page 38 7 12 Step Wall Calculation Warning CivilTech includes this method as an option There are no references about this method Civiltech does not provide any technical support and is not responsible for this method The program can analyze step wall through the following steps The active pressure from wall 1 is passed to passive pressure of wall 1 and translated to wall 2 as additional active pressures Xc 0 6 H2 D2 1 7D1 aiee D2 H2 H1 Passive Zone Active Z one D1 Wall 2 Step 1 Run Wall 1 e Assuming there is no wall in front of Wall 1 and Wall 2 e Use the EarthPres module based on existing soil parameters to find the active and passive pressure e Use the Shoring module to run wall 1 and find pile size and embedment D1 Step 2 Run
72. outside the failure plan defined in the stability analysis Surcharge pressure should be applied for each wall using the Surcharge module Earthquake load should be applied based on local conditions There is no reference It has been used among shoring engineers The method is recommendation only Engineering judgment is required to use this method Page 40 CHAPTER 8 METHOD FOR THE EARTHPRES MODULE 8 1 Flexible Wall and Rigid Wall 1 Flexible Wall A wall body is flexible if it allows small movements such as soldier pile wall and sheet pile wall Due to the wall movement the pressure behind the wall is released from the at rest pressure Ko to active pressure Ka For gravity retaining walls although the wall body is rigid small rotation is allowed between wall and soil and thus these walls are also considered flexible Active pressure should be used for design 2 Semi flexible Wall Walls between flexible and rigid are called semi flexible walls Small movement is allowed but the movement is less than that of the flexible wall Active pressure Ka can be used 3 Rigid Wall A typical rigid wall is a basement wall The wall body is rigid as the top and bottom of the wall are restricted by the floor and slab No movement is allowed The pressure behind the wall is the at rest Ko condition Loading Control Movement Users can control the wall movement even though wall is flexible For a flexible wall if users apply Ko
73. ows software Here are some specific functions of Surcharge menu Help Help Provides general help on how to use the Surcharge module Help General Module Opens General module if it has been closed Au EXPO1 LPS Surcharge lof x D a m Results 4 Report Shoring E01 Point Load Page 2 Q 50 kip A General B Point Loads C Line Loads D Strip Loads E Area Loads F Infinite Loads G Railroad Loads Running the Program There are three major buttons on the top menu bar After inputting data or opening a sample users can press one of these three buttons to run the program Results View the results and graphics Report See text results Shoring Export results to the Shoring module Users have two options for sending the data to Shoring e Combine all loads together and send the data to Shoring at one time Only one surcharge pressure is sent to Shoring e Input each load individually and click Send to Shoring several times Shoring will receive several surcharge pressures and show several surcharge pressures on the diagrams Samples Sample files can be opened from the list on top right of menu bar Samples that start with E are in English Imperial units Those that start with M are in metric units Users need to switch units in the General module to open samples of either English or Metric units A General Page This page is for general information General Title is the project t
74. ssure equals Ka y which is called equivalent fluid density The slope may be different from the slope below the excavation base if you have multiple soil layers Pressure pa KayH at base The pressure increases with depth and the total active force area of envelope is 0 5KayH The conversion ratio 0 5KayH 0 5KayH 1 Rectangular Envelope For two or more brace walls with sand For walls with two or more braces the pressure is shifted up due to vertical arching and preloading of braces For sandy materials the envelope is rectangular as shown in the second figure The slope in this case is zero Pressure pa 0 65KayH No Brace or One Brace Wall All Types of Soil The total force area of envelope is 0 65KayH which is 130 of total active force above base The conversion ratio 0 65KayH 0 5KayH 1 3 Trapezoid Envelope 1 For two or more brace walls with soft to medium clay For walls with two or more braces in soft to medium clays the trapezoid envelope is recommended Pressure pa KayH Based on Trapezoid Envelope shape the total force area of envelope is 0 875 KayH The conversion ratio 0 875 KayH 0 5KayH 1 75 Trapezoid Envelope 2 For two or more brace walls with stiff clay There are two slopes at the top and bottom at 0 25H distance Pressure pa 0 8KayH Based on Trapezoid Envelope shape the total force area of envelope is 0 6KayH The conversion ratio 0 6 KayH
75. ssures above wall top Uncheck 23 will include the pressures above wall top which usually present lateral loading on railing fence or pile head above ground 24 25 Users can open MS Excel to edit the pile list data The instructions are shown on top of the Excel file If you Notes do not have Excel installed in your computer this function cannot be activated Users can directly find two database files One is for Sheet pile and is named SheetPile8 txt The other is for soldier pile and is SoldierPile8 TXT The two files are in the Shoring8 folder Page 16 E Two Walls Page This page is for calculating two stepped walls For three or more walls users can analyze the top two walls first and then continue in this manner for the rest of the walls Refer to lt 7 12 Step Wall gt e The instructions are shown on the top of the page in red e The data for Wall 1 and Wall 2 is automatically saved as files F1 and F2 Clicking F1 or F2 can retrieve the file and rerun the analysis e To see an example please open example E19 and click on Step 1 and open the example file E20 and click on Step 2 A General B Pressures C Braces and Force D Options E Two Walls Instruction Input Wall 1 data or open file F1 Press Step 1 Two Wall Horizontal Distance X 100 Two Walls Analysis Two Wall Vertical Distance Y 10 A __ _ H1 rl Step 1 Run Wall 1 SAJ O ge H1 Di A D1 m Step 2 Run Wall2
76. strength y Input2 Allowable Anale2 6 Pressu e ks Input1 0 5 garom tne Anchor diameter Angle2 60 from H Line H Line Input H V Ratio 0 5 Input H V Ratio 0 25 Tieback AA Plate Anchor 90 Angle2 30 Chance anchor Screwed Plate or Helix rom H Line Angle1 must 0 Brace Spacing the horizontal V Line Seg Input 1 Width distance between two braces It may i or may not equal to pile spacing Brace Spacing 1 for Wale and Program Continuous Brace find pile length Numbers show in are for Examples Angle2 60 from H Line Input2 Passive Slope 0 3kcf Passive Slope Eqv Density Kp G Sheet Pile as Anchor G Soil unit weight Top brace is increased by 15 The top brace in a multiple bracing system should be increased by 15 due to unexpected surcharge at surface and over excavation for 2nd brace Ref DM7 2 103 This option should only be used in the case of two or more bracing levels External force see Help for details This table lets users input concentrated loads on the wall Users also can input vertical loads on top of the wall see Sample E11 Angle clockwise is positive Force Pushing on the wall is negative pulling on the wall is positive This is colored red in the graphics Spacing is the horizontal distance between two forces For external pressures input active pressure on Page B Page 14 F UNTITLED Shoring
77. ter C Active Side D Passive Side E Options Click to View Ground Lines Q Z Depth from top of the wall Xp Distance from wall on passive side E Instant View Water Line 45 0 45 800 Soil No and Type ig Click Screen to Close 3 4 Silt 2 pXa 80 0 4 D Xp 80 0 xp 5 Loose Sand 3 Click here to Select Soil Z 0 Wall Top Click here to Select Soil Click here to Select Soil y Click here to Select Soil Click here to Select Soil Click here to Select Soil Click here to Select Soil 2 20 0 Wall Base Place to Close 2400 D Passive Side Page This page is the same as C Active Side Page above except that Xp starts from wall to the left at the Passive Side E Options Page 1 Select from three calculation methods refer to lt 8 7 and 8 8 Earth Pressure Analysis gt Wedge analysis is the default choice Log spiral analysis Coulomb s Equations have limitations and may not work for stepped slop or a slope angle larger than the friction angle of the topsoil Select from wall friction options refer to lt 8 7 Earth Pressure Analysis gt Option 1 is conservative If the wall is a soldier pile wall option 2 should be selected If the wall is a sheet pile wall option 3 can be selected Only for Formulary Solution Input the friction in degrees It is limited to 15 degree A factor is multiplied to output pressures Factor larger than one increase the output pressure Factor less than one de
78. the program it is assumed that the deflection is zero at the brace level The numerical integration above can be found in most structural textbooks Deflection calculation for shoring walls uses numerical processes It is difficult to develop a single equation or formula to calculate the deflection of shoring wall Numerical Solution In the program numerical integration is performed Assuming the depth is D which can be divided in to N segments The segment has length dz For i from 1to N do integration at each point Z i 1 Z i dz V it 1 V i p i dz M i 1 M i V i dz 6 i 1 0 i MG dz EI y i 1 y i O i dz where Z i and p i are known So V 1 MG 0 1 and y i can be calculated Deflection calculation for cantilever case Point of Fixity For cantilever wall the fixed point is about 1 2 to 2 3 of embedment The program checks the passive resistance and determines the point fixity The results have been checked with many field measurements We found our deflections are a good match with the field measurements If you get different deflection Page 36 from other programs or methods probably the main reason is the different assumption of location of point of fixity Depthcft o 0 1kst AAA Press ure Diagram Top Deflectior 1 41Cin De pthcft Max Shear 10 13 kip Max Moment 17 11 kip ft Max Deflection 1 41 in 10 13 kip o 17 14 kp t o 4 409 in o ATA Shear Diagram Moment Diagram Deflecti
79. tion 3 of 1 and entered pile name in the adjacent box pressing 3 fills pile data in I 4 and Ms 12 4 I is Moment of Inertia Units are in4 in English or 100cm4 in Metric For example if I 500cm4 users should input 5 in the box If the user selects options 3 in step 1 the data will be automatically entered from pile database For soldier pile it is per pile For sheet pile it is per foot English or meter Metric 5 Use the pull down menu to select Elastic Module E E will be automatically entered to 6 Page 15 12 Users can modify E after selecting 5 Select yield strength Fy for steel pile If the last line User Input in Item 8 is selected then input Fb in Item 7 If you use aluminum or wood you can select User Input in Item 8 then directly input Fb in 8 Input ratio of Fb Fy Fb is the allowable bending strength Ratio Fb Fy Therefore Fb can be calculated by Fb Ratio Fy Please refer to lt 7 9 Pile Size and Strength gt If you User Input in Item 8 then directly input Fb in 8 Embedment Options Choose Yes for regular shoring The program will determine embedment to meet equilibrium requirements Choose No for a no embedment system such as a trench box or internal braces The system must have at least two or more braces If the user has an existing wall or fixed pile length choose Fixed The user needs to input the fixed embedment in 10 Please note it is not total pil
80. und shaft below base gt D Drilled shaft Downdrag from Ext Force Downdrag Sul Ne Tieback Uplift from va f Raker Total Vertical Loading Side Friction f i 1 Tip Bearing F S Vertical Capacity Vertical Force Vertical Bearing Capacity Check Side friction between the pile and soil above the base it is assumed that only the back face of pile is in contact with the soil Users have to input allowable tip bearing resistance and side friction to let program calculate the capacity If the capacity is not enough the program will issue a warning and ask the user to increase pile embedment Sheet piles generally do not have a vertical capacity problem because of the large contact area between the wall and the soil The friction in the area can resist most of the vertical loading Page 32 e Soldier piles with many tieback anchors need their vertical capacity to be checked due to the large down drag force and small contact area between the pile and the soil The friction between lagging and soil cannot be transferred to piles The requested embedment to support the vertical loading is calculated and provided by program Tip Resistance Tip Area Bearing Side Resistance Side Area Friction Total Vertical Capacity Tip Resistance Side Resistance F S Total Vertical Capacity Total Vertical Loading Where Tip area area of pile tip Side area Surface area of shaft below base and hal
81. ut may not work with Windows 98 You need to install USB driver for Win98 Insert the key into any USB port in your computer If you do not have an extra USB port you should buy a USB extension cord about 10 20 Wait until the small light on the back of the USB key stops flashing and stays red This means that Windows has detected the USB key A small panel may pop up that says USB mass storage device found you can either close this panel or click OK Do not remove the key while the light is blinking as that will damage the key You can remove the key only during the following situations 1 Your computer is completely turned off or 2 You have safely ejected the key from the system You can do this by going down to the Windows task bar finding the icon that says Unplug or Eject Hardware usually located at the bottom right hand side of the screen and clicking on that It will then tell you when it is safe to remove the hardware Running the Program within the Key No installation is required After you insert the key use Windows Explorer or click My Computer to check the USB drive on most computers it is either called D E or F You will find some files inside There is a folder called Keep inside Do not change remove or delete this folder or the files inside or else your key will become void You will find a folder called Shoring8 Open this folder and find ShoringSuite exe Dou
82. xperiences It needs a lot of engineering experiences and judgment Improperly using Ms causes failure in shoring There is no default value for Ms It is based on the pile you input If Ms is used and the program finds the embedment is too short it will ignore or reduce the effects of Ms SHEETING OR SOLDIER BEAMS WITH LAGGING RAKING BRACES P Pai 4 a f Ms 0 Mg ALLOWABLE MOMENT IN SHEETING Page 34 7 7 Normal Brace Level and Low Brace Level This option is removed from program due to the risk of instability For normal brace conditions when program takes the moment at the brace level the moment for active pressure is clockwise Moment for passive pressure is counter clockwise Therefore moment equilibrium can be reached For low brace conditions when the software takes the moment at brace level moment for active pressure is counter clockwise Because moment for passive pressure is also counter clockwise moment equilibrium cannot be reached Therefore passive pressure must be developed on the right side to achieve moment equilibrium However this system may not always be stable Warning This option is removed from program due to the risk of instability System may be not stable with the Low Brace Option Brace level above the total active force above base Total active force above base Total active force above base Brace level below the total active force above bas

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