ABLRFD v1.3 Revisions - PENNDOT LRFD and Engineering
Contents
1. 3 3 3 3 S oO Front Face The horizontal component of the front face batter Horizontal Used in conjunction with the front face vertical Component component to describe a battered front face If the front face is vertical this parameter should be left blank m Front Face The vertical component of the front face batter Vertical Used in conjunction with the front face horizontal Component component to describe a battered front face If the front face is vertical this parameter should be left blank Back Face The horizontal component of the back face batter Horizontal Used in conjunction with the back face vertical Component component to describe a battered back face If the back face is vertical this parameter should be left blank Back Face The vertical component of the back face batter Vertical Used in conjunction with the back face horizontal Component component to describe a battered back face If the back face is vertical this parameter should be left blank Additional The additional fill height is the distance from the top Fill Height of the abutment to the finished grade of the backfill after the superstructure has been constructed E n 34 O N oO 5 94 Revised 3 01 Chapter 5 Input Description 5 9 RWL RETAINING WALL COMMAND KEYWORD COMMAND DESCRIPTION RWL RETAINING WALL This command describes the geometry of a retaining wall The dimensions ar2. Maximum Heel Projection N A Pile Cai Batter x y varies Batter Piles per Row varies Pile Cai Optimization A of Pile Cai Rows Epoxy Coated Rebar Rock or Soil Layers Live Load Surcharge Y Earth Surcharge Y Example Problem 13 DSGN ANAL ANAL DSGN DSGN ANAL AT1 PIL AT2 RW SPR L ew soe crm rus us a a ws US ep N A A A NO NO T BACK BOTH 6 0 ft 15 0 ft 4 2 ft 15 0 ft 1 5 ft 1 25 ft 1 5 ft 0 4 ft NONE 5 4 m 1 3 m 2 0m 3 5 m varies varies N A o na m i ere m Z Z P P N Y 1 8 m 18 0 ft 10 95 ft NA 0 75 m 1 5 m 1 5 m 1 8 m 2 0 ft 2 58 ft 2 33 ft N A def 5 0 ft N A def 5 0 ft N A 3 12 0 COST N A N A N A Y N A N Y N Soil 1 Y N Revised 3 01 TECHNICAL QUESTIONS AND REVISION REQUEST This chapter contains reply forms to make it easier for users to convey their questions problems or comments to the proper unit within the Department General procedures for using these forms are given Users should keep the forms in the manual as master copies which can be reproduced as needed They are also included as a Word template on the disk that has been provided for the program 2 TECHNICAL QUESTIONS Technical questions related to the interpretations of the design specifications as implemented in this program why certain assumptions are made applicability and limitations of this program and
3. i oy gt 0 1 e Oo Op Ah Sc Ge log Zt if of SOp Tre Op 3 4 1 3 3 Secondary Settlementof Clays and C and C Soils The secondary settlement is calculated using the same sublayers as for the consolidation settlement The secondary settlement Ss is equal to the sum of the secondary settlement Ss for each sublayer This settlement starts at the end of primary consolidation settlement nsub Ss 2 SSi i 3 43 Revised 3 01 Chapter 3 Method of Solution The secondary settlement is a function of the coefficient of secondary compression C the time interval ts t for which the settlement is being computed and the thickness of the sub layer SSi Ah ce log a ti 3 4 1 3 4 Allowable Settlement The acceptable total settlement is set by the program to a default value of 1 inch 25 mm The user may override this value See the SOI and RCK commands in Chapter 5 However a warning message is still issued if the total settlement exceeds the program default value of allowable settlement 3 4 1 4 Bearing Capacity Check The bearing capacity check consists of comparing the factored bearing resistance of the soil or rock foundation to the factored applied loads at the bottom of footing level The check is evaluated for all applicable limit states stages load cases The applied pressure due to the factored applied loads depends on several factors and is described in Section 3 4 1 4 3 3 4 1 4 1 Bearing
4. engineering judgement to either include the temporary stage settlement or not to include it 6 18 6 Bearing Capacity Phi Factor The value of this parameter is applied to the unfactored bearing resistance of the soil foundation to evaluate the factored bearing resistance The factored bearing resistance is compared to the applied factored loads Values for the bearing capacity resistance factors at the strength limit state range from 0 35 to 0 55 depending on the foundation analytical method soil type and test method See DM 4 Table D10 5 4 1 6 18 7 Sliding Phi Factor The value of this parameter is applied to the unfactored sliding resistance of the soil foundation to evaluate the factored sliding resistance The factored sliding resistance is compared to the applied factored horizontal loads Typical values for the sliding resistance factor range from 0 80 to 1 0 See DM 4 Table D10 5 4 1 6 17 Revised 3 01 O gt D n D m x O 3 D a O 2A D 3 7 Solution Type ANAL Structure Type 1 AT2 Footing Type 2 U r Units US or SI CD Footing Elv Fixity Footing Near Slope Input Height 4 2m Q D F Z m m m m Z gt P P gt Stem Batter 3 BOTH Front Water Level 2 2 m Back Water Level 2 1m Backfill Slope y x Min Footing Thickness 0 75 m Minimum Toe Projection 0 85 m Minimum Heel Projection 1 62 m Max Footing Thickness Maximum Toe Projection N A
5. video display and DOS 3 0 or higher Alternately the input file for ABLRFD can be created as an ASCII file using a text editor and typing the commands directly as defined in Chapter 5 of this User s Manual 4 3 1 Running the IDP Program To run this program type IDP at the DOS command prompt and press lt Enter gt The program will search the current directory for a parameter definition file PD If no PD file exists in the current directory the program will abort with an error message If multiple PD files exist on the current directory a selection list is provided from which to choose the appropriate PD If only one PD exists the program will continue and request an input file name Enter the input file name Alternately the input file name may be entered as a parameter after IDP at the DOS prompt e g C IDP ABLRFDO1 DAT If the input file is not in the same directory or diskette as the IDP then you must enter the entire path e g C DIR1 FILENAME EXT The program will read up to fifty characters for an input file name 4 3 2 Creating a New Input File After entering the name of the new file the File name and Record line number will be displayed on the screen along with a menu of input commands The records will appear on the screen sequentially starting with Record 1 Select the appropriate input command for the data to be entered from the Commands menu If the program has more than thirty 30 commands you may need to selec
6. width B the effective length L and the internal soil friction angle See DM 4 When the internal friction angle is zero isis computed as per DM 4 When the horizontal force is zero ic ly ig are set to 1 0 3 4 1 4 2 2 Bearing Capacity for Category 2 weak clay over strong clay OR strong clay over weak clay The procedure consists of calculating the bearing capacity using an effective or weighted average of the soil properties The capacity is determined by Gt C1Nm Q where q yD US q gyD SI y unit weight of soil Ym moist unit weight of soil D depth to base of footing from finished grade over toe see SOI command Chpt 5 Nm soil correction factor It is evaluated as per DM 4 10 6 3 1 2kP 2 for soil case 3 or according to Winterkorn amp Fang FDNHBK Section 3 37 for soil case 2 This value is specified by the user if the footing is near a slope see SOI command Chapter 5 3 4 1 4 2 3 Bearing Capacity for Soil Category 3 sand over clay OR clay over sand The bearing capacity for this category depends on three cases Case 1 If the top layer is a sand c 0 and the internal friction angle is between 25 and 50 degrees the capacity is calculated as per the basic soil capacity equation based on the properties of the clay layer as shown in the equation below Revised 3 01 3 46 Chapter 3 Method of Solution If the stress is compressive or the tensile stress is less than 80 of the r
7. your problem and attach samples and or documentation you feel would be helpful in correcting the problem If the input data is more than 4 or 5 lines Licensees should provide the input data file on a diskette If you require more space use additional 8 x 11 sheets of plain paper FORWARD COMPLETED FORM TO Engineering Unit Bureau of Information Systems Pennsylvania Department of Transportation P O Box 8213 Harrisburg PA 17105 8213 PHONE 717 783 8822 FAX 717 783 8816 E MAIL hlathia dot state pa us FOR DEPARTMENT USE ONLY RECEIVED BY ASSIGNED TO Revised 3 01 9 5 This page is intentionally left blank 9 6 This page is intentionally left blank 9 7 This page is intentionally left blank 9 8
8. Capacity of Rock Foundations The user is responsible for specifying the bearing capacity of rock foundations The capacity is specified using the RCK command in Chapter 5 3 4 1 4 2 Bearing Capacity of Clay and Sand Foundations The bearing capacity of soft soils is not computed The definition of a soft soils can be found in Section 3 4 1 3 discussion of settlement The factored bearing capacity of the soil is the lesser value of dq and 0 7 0 85 f For multi layer soils Quit IS typically calculated using properties based on a weighted average of the soil layers except when a multi layer capacity is used The effective footing width and length values are used in the bearing capacity calculations as defined in DM 4 10 6 3 1 2eP Revised 3 01 3 44 Chapter 3 Method of Solution The soil density is a function of the water level It may be Ym Y or a function of both Ym and Y Nc Ny and N are functions of the friction angle o For a footing on or near a slope Neg and N q are determined by DM 4 and N is 0 0 S is a function of B L Ns and Ng s is a function of B and L s is a function of B L and the friction angle d If the length of the footing is greater than five times the width the analysis is performed as a strip footing in which case Se Sy S are set to 1 0 ic ly ig are functions of the applied unfactored vertical load VLF the applied unfactored horizontal load HLF the effective
9. LRFD ABUTMENT AND RETAINING WALL ANALYSIS AND DESIGN SUMMARY OF MARCH 2001 REVISIONS VERSION 1 3 Since the release of ABLRFD Version 1 2 several revision requests and user requested enhancements have been received This release of ABLRFD Version 1 3 corrects the following known problems and provides enhancements The following list describes the changes made to the program ABLRFD Version 1 3 contains the following revisions 1 10 11 12 13 14 Revised the moment calculation to properly take into account the effect from changing the Bearing Location Y on the AT1 and AT2 commands Changed the ARE and SRA commands for the upper limit of Area per Unit Width parameter to 8500 mm to be consistent with the US unit upper limit Revised the program so that foundations with battered piles or caissons can be run without entering the strength and service lateral capacities Revised output messages for a spread footing on rock run that fails to obtain a design to clarify that sliding is not checked when N is entered for the Sliding Resistance on the RCK command Revised to make the program to run when the user input minimum footing width is exactly equal to the sum of the user input toe plus the user input heel plus the stem width at the top of the footing Revised the default values of Toe End Cover and Heel End Cover to 2 50mm for the CVR command in accordance with BD 631 and BD 632M Enhanced the prog
10. ONS This form is to be used to ask questions on technical issues related to this engineering program Questions on the interpretations of the design specifications as implemented in this program why certain assumptions are made by the program and other questions not related to the operation of this program may be submitted using this form or by calling the telephone number listed in this form Users are requested to read the User s Manual LRFD Specifications and DM 4 before submitting this form or calling to ask questions CONTACT PERSON DATE ORGANIZATION PHONE E MAIL ADDRESS FAX PROGRAM VERSION Clearly state your question s and attach documentation you feel would be helpful in answering your question s If you require more space use additional 8 x 11 sheets of plain paper FORWARD COMPLETED FORM TO Bridge Quality Assurance Division Pennsylvania Dept Of Transportation P O Box 3560 Harrisburg PA 17105 3560 PHONE 717 787 2881 FAX 717 787 2882 FOR DEPARTMENT USE ONLY RECEIVED BY ASSIGNED TO Revised 3 01 9 3 This page is intentionally left blank 9 4 ABLRFD REVISION REQUEST This form is to be used to report suspected program malfunctions or to request revisions to the program or its documentation Users are requested to review their input data and the program User s Manual before submitting this form CONTACT PERSON DATE ORGANIZATION PHONE E MAIL ADDRESS FAX PROGRAM VERSION Define
11. YSIS AND DESIGN 4 The program does not compute settlement correctly for over consolidated clay soil 5 The program will not try to design more than 2 pile rows unless the minimum pile spacing is set to 3 and the maximum pile spacing is set to 15 6 Ifthe Ncq parameter in the SOI command is not entered greater than zero for a Footing Near Slope the bearing resistance of a spread footing may not be calculated correctly 7 Anenhancement to allow the user to enter a horizontal wind load on the substructure of an abutment that would be applied to the exposed face of the stem 8 Implement additional compiler settings to prevent the program from performing invalid operations such as dividing by zero Revised 3 01 Xiii b GENERAL DESCRIPTION 1 1 PROGRAM IDENTIFICATION Program Title LRFD Abutment and Retaining Wall Analysis and Design Program Name ABLRFD Version 1 3 Subsystem Substructure Authors Pennsylvania Department of Transportation Imbsen and Associates Inc and Modjeski and Masters Inc ABSTRACT The LRFD Abutment and Retaining Wall Analysis and Design program ABLRFD performs an analysis and specifications check in accordance with the AASHTO LRED Bridge Design Specifications and the Pennsylvania Department of Transportation Design Manual Part 4 for cast in place reinforced concrete abutment and retaining wall structures The user can enter input data in metric SI or US Customary US units and the pr
12. am IDS EXE has been provided as part of this program delivery This program uses the parameter definition file ABLRFD PD to generate and print data sheets which can be used to facilitate the preparation of the input data files needed to run ABLRFD To generate a set of input data sheets type IDS at the DOS prompt and press lt Enter gt If more than one parameter definition file PD exists on the current directory the IDS program will prompt for a number to indicate which file to use For this program choose the ABLRFD PD file 4 1 Revised 3 01 Chapter 4 Getting Started The ABLRFD PD file must be located in the same directory as the IDS EXE Program The program will then automatically send a set of input data sheets to the default DOS printer attached to the computer PRN 4 3 INPUT DATA PROCESSOR The Input Data Processor IDP is an interactive program that can be used to create an input file for ABLRFD which uses the command line free format style input IDP uses menus and command parameter descriptions based on the input data requirements given in this User s Manual Since each engineering program has a unique set of input commands and parameters the IDP program must be able to access the parameter definition file ABLRFD PD for this engineering program Thus a copy of the parameter definition file ABLRFD PD must be located in the same directory as IDS EXE The IDP should run on any IBM compatible microcomputer which has a color
13. cal reinforcement is situated like the stem back vertical reinforcement shown in Figure 5 22 1 LOWER UPPER DESCRIPTION UNITS LIMIT LIMIT The area per width of vertical reinforcing bars in the in 0 0 back face of the backwall Leave blank for structures mm without a backwall The area per width of reinforcing bars in the top of the footing running in the perpendicular direction Leave blank for pedestal footings The area per width of reinforcing bars in the top of the footing running in the parallel direction Leave blank for spread footings The area per width of reinforcing bars in the bottom of the footing running in the perpendicular direction Leave blank for pedestal footings The area per width of reinforcing bars in the bottom of the footing running in the parallel direction Leave blank for spread footings The maximum diameter in the backwall used to compute the effective section depth The maximum diameter of the footing reinforcement top face perpendicular direction used to compute the effective section depth and serviceability checks Leave blank for pedestal footings 5 60 Chapter 5 Input Description 5 27 SRA STEM REINFORCEMENT AREAS COMMAND KEYWORD COMMAND DESCRIPTION STEM REINFORCEMENT AREAS This command is used to describe the back face vertical reinforcement in the stem for an analysis problem The alternative is to use the SRB command The reinforcement is described in segments as s
14. e footing Service Axial The compressive axial capacity of a single pile for Capacity service conditions Strength The compressive axial capacity of a single pile for Axial strength conditions This capacity will also be used Capacity when evaluating Extreme Event II Service The lateral capacity of a single pile in an all vertical Lateral pile foundation for service conditions Capacity Strength The lateral capacity of a single pile in an all vertical Lateral pile foundation for strength conditions This capacity Capacity will also be used when evaluating Extreme Event II Allowable The allowable pile uplift of a single pile Uplift is Pile Uplift allowed for all limit states except the service limit states 1 A blank indicates circular piles Revised 3 01 5 32 Chapter 5 Input Description 5 13 CAI CAISSON COMMAND KEYWORD COMMAND DESCRIPTION CAISSON This command describes caisson properties and individual caisson dimensions Individual caisson dimensions are illustrated in Figure 5 12 1 This command may only be specified once LOWER UPPER PARAMETER DESCRIPTION UNITS LIMIT LIMIT 1 Caisson Diameter of a caisson in 0 0 60 0 0 0 1500 0 E W Diameter Caisson Vertical distance from the bottom of the footing to i 0 0 Embedment the top of the embedded caissons in the footing i 3 eee u Service Axial The compressive axial capacity of a single caisson Capacity for service cond
15. e shown in Figure 1 This command may only be specified once LOWER UPPER PARAMETER DESCRIPTION UNITS LIMIT LIMIT ft 1 Height The structure or stem height For design if the 0 0 40 0 footing top elevation is fixed the height of the stem m 0 0 12 0 is required If the footing bottom elevation is fixed E W the total height of the structure stem and footing is required For analysis enter the stem height 2 Top Width The width of the stem at the top of the structure In 0 0 60 0 17 25 mm 0 0 1500 0 450 0 E W 3 Front Face The horizontal component of the front face batter 0 0 100 0 zs Horizontal Used in conjunction with the front face vertical Component component to describe a battered front face If the front face is vertical this parameter should be left blank E W Front Face The vertical component of the front face batter Vertical Used in conjunction with the front face horizontal Component component to describe a battered front face If the front face is vertical this parameter should be left blank Back Face The horizontal component of the back face Used Horizontal in conjunction with the back face vertical component Component to describe a battered back face If the back face is vertical this parameter should be left blank Back Face The vertical component of the back face batter Vertical Used in conjunction with the back face horizontal Component component to describe a ba
16. e top of the first soil layer Layer Footing The length of the footing is measured in the Length parallel direction see Figure 2 1 1 Parallel FO O O oO Au lt Zz Footing Enter Near Slope Y Footing is on or near a slope see Figures 2 and 3 N Footing is not on or near a slope E Al cde oes O O for all footing toe sizes E W 1 0 1 0 Ai 25 0 0 35 0 75 W W 7 Sliding Phi Strength reduction factor applied to sliding 0 80 1 0 Factor resistance W E 8 Number of The foundation may consist of one or two 1 Soil Layers layers of soil E 9 Soil Layer The thickness of the soil layer The first soil 0 0 300 0 Thickness layer must be sufficiently thick so that the m 0 0 90 0 footing does not punch through the layer i e E W m m m i Allowable Allowable total settlement of the structure Settlement m Moo m NO So Bearing Strength reduction factor applied to bearing Capacity capacity Phi Factor T S Soil Level Height of soil above the front face of the toe At Toe of the footing For design this value is used ft ft ft n m ft the bottom elevation of the first soil layer must be situated below the bottom footing MN gt elevation 10 Undrained Undrained shear strength S of the clay ksf 0 0 20 0 0 0 Clay Shear soil layer Leave blank for sand or c soils kPa 0 0 1000 0 0 0 Strength E W 5 45 Revis
17. ed by the engineer if piles are closely spaced At this time the program recognizes only soft converted metric reinforcement bar commands SRB and BAR when working in SI units Outputs denoting bars are also referring to soft metric values Analysis may be performed with hard metric areas of ARE and SRA commands Additional assumptions and limitations including parameter lower limits and defaults are presented with the input descriptions in Chapter 5 Revised 3 01 2 10 Chapter 3 Method of Solution Table 3 3 2 4 Stem Applied Loads Axial Description Temp Fma temp Firar Temp Finar Earthquake force from EQ EQ superstructure Earthquake force due to earth EQ pressure Collision force applied to the parapet on top of retaining wall Notes Temporary stage considers concrete and soil up to seat level i Design or special live load depending on user input Applied to abutments only Revised 3 01 3 22 Chapter 3 Method of Solution In the horizontal direction the pressure due to LS is computed as follows 3 3 2 6 3 3 2 7 LS his YD Kap H ES ES is a uniform earth surcharge that may be applied to the surface of the backfill ES is expressed as an equivalent height of backfill soil The value of ES may differ between the temporary stage and final stage ES has components in the horizontal and vertical direction In the vertical direction ES is computed as a uniformly distributed load on t
18. ed 3 01 Chapter 5 Input Description 5 18 SOl SOIL DATA COMMAND Cont UNIT LOWER UPPER Soil PARAMETER DESCRIPTION S LIMIT LIMIT Type 11 Mass Unit Weight Density The mass non saturated unit weight density Ym of only a clay soil layer Leave blank for sand or c soils 12 Saturated The saturated unit weight density Ys of the Unit soil layer Weight Density 13 Elastic Modulus The elastic modulus for the layer of soil used for determining settlement of a spread footing bf 65 0 150 0 120 0 Clay kg m 1042 0 2405 0 1900 0 W W bf 65 0 150 0 Au kg m 1042 0 2405 0 W W ksf 50 0 4000 0 Al MPa a 14 Poisson s Poisson s ratio for the layer of soil used for be i 7 Ratio determining settlement of a spread footing The cohesion c of c o soil layer Leave blank for sand clay soils 15 Cohesion 16 Effective Friction Angle The effective friction angle of c o or sand soil layer Leave blank for clay soils Bearing capacity factor N for a soil layer when the footing is on or near a slope If the footing is not near a slope this parameter should be left blank Bearing capacity factor Ny for a soil layer when the footing is on or near a slope If the footing is not near a slope this parameter should be left blank The Soil Type column indicates which parameters are required for the three possible soil type
19. for the Extreme Event limit state For piles and caissons factor applied to the strength axial capacity and strength lateral capacity entered on the PIL and CAI commands to determine the axial capacity and lateral capacity for the Extreme Event limit state 4 Vertical EQ The additional vertical component of soil pressure Soil due to earthquake based on the soil pressure factor Y Include vertical component N Do not include vertical component Leave blank for retaining walls 5 Horizontal The horizontal force at the abutment bearing Superstructure location due to earthquake effect on the Force superstructure Leave blank for retaining walls This load is applied in the direction that is perpendicular to the skew of the abutment Hence the magnitude of the load should be adjusted accordingly For spread and pedestal footings must be greater than 0 0 E For piles and caissons 1 0 E For spread and pedestal footings 1 0 W For piles and caissons 2 0 W 5 75 Revised 3 01 Chapter 6 Detailed Input Description 6 12 5 Strength Axial Capacity 6 12 6 6 12 7 The Strength Axial Capacity is equal to the smaller of a factored geotechnical capacity or b the factored strength axial structural capacity as indicated below For piles driven to refusal on bedrock the factored strength axial structural capacity is ofA for steel piles in accordance with DM 4 D6 15 2P The check for geotechnical capacity
20. he axial structural capacity for steel piles 0 1 f Ag No uplift is permitted under a service limit state Revised 3 01 poe Chapter 6 Detailed Input Description 6 18 3 Footing Near Slope A footing is considered to be near a slope when any portion of the footing is located within a distance of three times the footing width of the crest of slope A sloping ground surface in front of a footing will reduce the bearing resistance Please refer to DM 4 Section 10 6 3 1 2hP If the footing is near the slope or on a slope the values of Neq and Ng must be specified by the user Otherwise leave these parameters blank Neg and Ngg values These are bearing capacity factors used in calculating the bearing capacity of a footing on or near a soil slope These parameters are input only when the footing is to be designed or analyzed on or near a slope Refer to DM 4 Section 10 6 3 1 2hP For cohesive soils typical values of Neg are in the range of 2 to 6 For cohesionless soils typical values for N are in the range of 15 to 60 6 18 5 Allowable Settlement The computed settlement is compared to the value of this parameter For clay and c phi soil the computed settlement is the sum of the elastic consolidation and secondary settlement For a sand foundation only the elastic settlement is considered The temporary stage settlement is reported but is not deducted from the total settlement The allowable settlement should be selected using
21. he backfill ES hes Vo Wor In the horizontal direction the pressure due to ES is computed as follows ES hes YD Kap H WA WA consists of three forces The buoyant force acting under the footing The downward force equal to the weight of water over the toe of the footing and the horizontal force due to water pressure on the front face of the stem When computing buoyancy the water levels at the front and back of the structure are considered The program computes an area of buoyant effect below the footing as shown in Figure 1 The buoyant force is then determined by multiplying the area of buoyant effect by the unit weight of water Note The buoyant force is not applied for spread footings on rock ls Hwr Buoyant Area Hw above the Toe Hw below the Toe Figure 3 3 2 7 1 Illustration of WA Load 3 27 Revised 3 01 Chapter 3 Method of Solution ates 47 p q q where p mn g m tn B m Z B n Z When q p lt 0 the tan term is negative Consequently the angle is offset by m radians so that the bearing capacity will be a positive value i e tan 8 tan n 9 lt O for 0 lt lt z 2 radians The effective soil pressure is evaluated for each sub layer It is used with the compression index C recompression index C and void ratio e at initial vertical effective stress to compute the consolidation settlement for the sub layer as show below Ah oC x log 2 0log Z
22. he footing measured in the parallel Length direction see Figure 2 1 1 Parallel Sliding Sliding resistance on rock Resistance Y Perform check N Do not perform check Allowable Allowable total settlement of the structure Settlement Bearing Strength reduction factor applied to bearing Capacity Capacity Phi Factor Sliding Phi Strength reduction factor applied to sliding Factor resistance Leave blank if sliding resistance is not to be checked Revised 3 01 5 50 Chapter 5 Input Description 5 22 CVR REINFORCEMENT COVER COMMAND KEYWORD PARAMETER 1 Backwall Cover Back Ver Stem Cover Back Ver Footing Cover Top Perpend Footing Cover Top Parallel Footing Cover Bot Perpend Footing Cover Bot Parallel Toe End Cover Heel End Cover Revised 3 01 COMMAND DESCRIPTION REINFORCEMENT COVER This command describes the clear concrete cover for reinforcement at various locations in the backwall stem and footing Cover is illustrated in Figure 1 Exposure conditions for the backwall stem and footing are also described on MRD This command may only be specified once LOWER UPPER DESCRIPTION UNITS LIMIT LIMIT in l The cover measured from the back face of the backwall to the outside edge of the vertical reinforcement in the backwall Leave blank for structures without a backwall The cover measured perpendicular from the back face of the stem to the ou
23. hown in Figure 1 The user is responsible for ensuring that the values of the parameters entered are representative of the effective area of the stem reinforcement as per the plan sheets Parameters 1 through 3 may be repeated up to ten times This command may only be specified once LOWER UPPER PARAMETER DESCRIPTION UNITS LIMIT LIMIT 1 Area per Area of fully developed reinforcement for the Unit Width segment defined End Distance from top of footing to where the Location reinforcement segment ends Last segment entered should extend to the top of the stem 3 Maximum Bar diameter used for effective depth calculation and Bar serviceability checks Diameter Revised 3 01 5 62 Chapter 5 Input Description 5 34 EQL EARTHQUAKE LOADS COMMAND KEYWORD COMMAND DESCRIPTION EQL EARTHQUAKE LOADS This command describes earthquake criterion for all structures and loads per unit width applicable to abutments The Extreme Event limit state is only evaluated if the EQL command is specified External earthquake loads are depicted in Figure 5 30 1 This command may only be specified once 1 Response The response modification factor applied to the Modification earthquake design loads 2 Soil Pressure The factor by which the soil pressure load EH is Factor to be multiplied to obtain earthquake effects 3 Phi Factor For spread footings and pedestal footings Foundation strength reduction factor applied to the bearing capacity
24. is not needed when piles are driven to absolute refusal on bedrock the structural capacity of the pile should govern The resistance factor to use for steel piles is given in DM 4 D6 5 4 2 Note that for typical point bearing piles on non soluble rock for axial resistance in compression and subject to damage due to severe driving conditions where use of a pile tip is necessary a resistance factor of 0 35 shall be used For typical point bearing piles on non soluble rock for axial resistance in compression under good driving conditions where use of a pile tip is not necessary a resistance factor of 0 45 shall be used For concrete filled steel pipe piles determine the factored strength axial structural capacity in accordance with DM 4 D5 13 4 7P The resistance factor to use for concrete piles is given in DM 4 D5 5 4 2 1 The strength axial capacity for friction piles is equal to the factored geotechnical resistance at Strength Limit State and is to be computed in accordance with DM 4 D10 7 3 Service Lateral Capacity The Service Lateral Capacity depends on the type of pile group For a pile group with all vertical piles the Service Lateral Capacity is to be determined using COM624P Program Service Lateral Capacity is based on a lateral deflection of 0 5 inch as discussed in DM 4 D10 7 2 2 The procedure that must be followed is iterative and is described in DM 4 D10 7 3 8 2P For a pile group with battered and vertical
25. itions Strength The compressive axial capacity of a single caisson Axial for strength conditions This capacity will also be Capacity used when evaluating Extreme Event Il Service The lateral capacity of a single caisson in an all Lateral vertical caisson foundation for service conditions Capacity 0 0 0 0 E 0 0 0 0 E 0 0 0 0 E Strength The lateral capacity of a single caisson in an all Lateral vertical caisson foundation for strength conditions Capacity This capacity will also be used when evaluating Extreme Event Il lt OO Allowable The allowable caisson uplift of a single caisson Caisson Uplift is allowed for all limit states except the service Uplift limit states Revised 3 01 5 34 Chapter 5 Input Description 5 18 SOl SOIL DATA COMMAND KEYWORD COMMAND DESCRIPTION SOIL DATA This command describes properties of soil below the footing This command may not be used if the RCK command has been specified and is not applicable for pile caisson or pedestal footings Parameters 9 through 18 may be repeated once for the description of a second layer of soil Figure 1 illustrates the dimensions described in this command This command may only be specified once UNIT LOWER UPPER PARAMETER DESCRIPTION S LUMIT LIMIT 0 0 300 0 90 0 E E 100 0 Al 30 0 E E 0 O O Oo 1 Stem Top This dimension is measured from the top of to Soil the structure to th
26. ogram will produce results in the corresponding units The program can perform an analysis or design for a variety of abutment configurations including geometries with or without backwalls and with either straight or notched stems Retaining walls may have battered front and back faces and either sloped or level backfills Spread pile caisson and pedestal footings may be evaluated The loads applied to the structure are based on the LRFD limit state combinations that have been adjusted to incorporate PennDOT policies The limit state combinations include strength service and extreme limit states for both temporary and final construction stages The program computes and performs specifications checking of the reinforcement at selected locations in the stem backwall and footing The program also performs specifications checking of the structures for overturning sliding settlement and bearing capacity whenever applicable Revised 3 01 1 1 Chapter 2 Program Description 17 18 19 20 E 0 033 145 f ksi US E 0 043 2320 f Mpa SI The modulus of elasticity of reinforcement E is assumed to be 29 000 ksi 200 000 MPa For footings on rock the thickness of rock layer is assumed to be very large It is inherent in the settlement calculations and it is not entered as an input value Punching shear is checked for single piles only Effects due to overlapping shear planes should be check
27. other questions not related to the operation of this program can be directed to the appropriate person in PennDOT using this form or the information provided on this form Please review the information provided in this User s Manual and the references given in Chapter 1 before submitting this form for processing or calling for assistance The completed form should be sent to the Bridge Quality Assurance Division see form for complete address 9 2 REVISION REQUEST This form is to be used to report Suspected program malfunctions that may require revisions to the program It can also be used to request revisions that may be required due to changes in specifications and for the enhancement of the program Unexpected or incorrect output rejection of input data endless program cycling and program abortion are examples of program malfunctions Users are requested to review their input data and the program User s Manual before submitting this form for processing This form may also be used to submit suggestions for improving the User s Manual for this program Suggestions might include typographical error correction clarification of confusing sections expansion of certain sections changes in format and the inclusion of additional information diagrams or examples The completed form should be sent to the Engineering Unit via mail fax or e mail 9 1 Revised 3 01 This page is intentionally left blank 9 2 ABLRFD TECHNICAL QUESTI
28. piles the lateral capacity is equal to the horizontal component of service axial capacity of the battered piles Lateral capacities are assigned to battered piles only In the current version of the program a value must be entered even though the program does not use the input value This will be corrected in the next release of the program Strength Lateral Capacity The Strength Lateral Capacity depends on the type of pile group For a pile group with all vertical piles the Strength Lateral Capacity is to be determined using COM624P Program Strength Lateral Capacity is based on a lateral deflection of 1 0 inch at a strength limit state as ote Revised 3 01 Chapter 6 Detailed Input Description discussed in DM 4 D10 7 2 2 The procedure that must be followed is iterative and is described in DM 4 D10 7 3 8 2P For a pile group with battered and vertical piles the lateral capacity is equal to the horizontal component of strength axial capacity of the battered piles Lateral capacities are assigned to battered piles only In the current version of the program a value must be entered even though the program does not use the input value This will be corrected in the next release of the program 6 12 8 Allowable Pile Uplift The uplift capacity must be based on geotechnical analysis with or without pullout testing refer to DM 4 10 7 1 9 Alternately in the absence of analysis or testing the uplift capacity may be taken as 10 of t
29. ram so input files do not have to reside in the same directory as the executable file Revised the program so it can run under Windows 2000 It should also run under Windows 9x and Windows NT Revised the program to use unfactored horizontal and vertical loads when computing the inclination factors and use B and L when determining if the footing is continuous Revised the default for the Top Width parameter for the AWB and RWL commands to 1 5 25 in accordance with BD 624M Revised the program to work properly for parameter 4 of the EQL command Clarified several error messages Several pages of the User s Manual have been revised including a new Chapter 9 The parameter definition file is now named as ABLRFD PD Previously it was using the PDF file extension that would cause confusion with the Acrobat Adobe file The following is a list of reported problems user requests and clarifications that have not been addressed in Version 1 3 1 To allow the user to enter a horizontal load applied to the top of the backwall to be used only for the design of the backwall The program will stop prematurely if during the stem design the height of backfill at an stem location is 0 0 An enhancement to allow the user to enter the footing thickness increment currently 2 and footing width increment currently 3 to soeed up the design runs by entering larger increments Xiil a Revised 3 01 LRFD ABUTMENT AND RETAINING WALL ANAL
30. s Clay 10 0 900 0 0 0 0 0 W 60 0 ksf 0 0 kPa i 0 0 E 0 0 C or sand A parameter should be left blank if the soil type does not appear in the column Refer to Section 6 18 for more details Revised 3 01 5 46 Chapter 5 Input Description 5 19 RCK ROCK DATA COMMAND KEYWORD COMMAND DESCRIPTION ROCK DATA This command describes properties of rock below the footing This command may not be used if the SOI command has been specified and is not applicable for pile or caisson footings This command must be specified for pedestal footing problems Only one rock layer can be described Figures 5 18 1 and 2 illustrate the dimensions described in this command This command may only be specified once OWER UPPER PARAMETER DESCRIPTION UNITS LIMIT LIMIT Empirical The ultimate bearing capacity qut of the rock Bearing based on the empirical method as outlined in the Capacity DM 4 Stem Top to The elevation of the rock layer is specified as a Rock Layer distance from the top of the structure For spread footings the top of the rock layer must be situated within the elevation of the footing If the footing is embedded in the rock layer the EH load will be affected as described in section 3 3 2 4 For pedestal footings the top of the rock layer must be situated within the elevation of the pedestal i e below the bottom of the footing and above the bottom of the pedestal Footing The length of t
31. t NEXT MENU or PREVIOUS MENU to display more commands Refer to the section Editing Data Fields and fill in the appropriate fields on the screen Once the entire record has been properly coded on the screen press lt Enter gt Press lt Page Down gt to continue to sequentially enter the lines of data Records When all the data have been entered select EXIT from the commands menu to exit the IDP Pressing lt Esc gt when editing data fields will exit the IDP without saving the record currently displayed on the screen Revised 3 01 4 2 Chapter 5 Input Description 5 8 AWB ABUTMENT WITHOUT BACKWALL COMMAND KEYWORD COMMAND DESCRIPTION ABUTMENT WITHOUT BACKWALL This command describes the geometry of an abutment without a backwall The dimensions are shown in Figure 1 This command may only be specified once LOWER UPPER PARAMETER DESCRIPTION UNITS LIMIT LIMIT 40 0 m 00 E 17 25 O 450 0 pN a 0 0 a i E 0 or i E 0 0 po j a E 0 0 1 Height The structure or stem height For design if the footing top elevation is fixed the height of the stem is required If the footing bottom elevation is fixed the total height of the structure stem and footing is required For analysis enter the stem height Top Width The width of the stem at the top of the structure Bearing Centerline of bearing measured from the front face Location of the stem oolmoo pepe Q9 O O O O I I
32. tside edge of the vertical reinforcement in the stem The cover measured from the top of the footing to the outside edge of the perpendicular reinforcement in the footing The cover measured from the top of the footing to the outside edge of the parallel reinforcement in the footing The cover measured from the bottom of the footing to the outside edge of the perpendicular reinforcement in the footing The cover measured from the bottom of the footing to the outside edge of the parallel reinforcement in the footing The cover measured from the toe face of the footing to the end of the perpendicular reinforcement The cover measured from the heel face of the footing to the end of the perpendicular reinforcement 5 54 Chapter 5 Input Description 5 26 ARE REINFORCEMENT AREA COMMAND KEYWORD PARAMETER Backwall Back Vertical Footing Top Perpend Footing Top Parallel Footing Bottom Perpend Footing Bottom Parallel Backwall Maximum Diameter Footing Top Perpend Maximum Diameter Revised 03 01 COMMAND DESCRIPTION REINFORCEMENT AREA This command describes reinforcement areas per unit width at various locations in the backwall and footing for an analysis problem Reinforcement can be specified by using the ARE command or by using the BAR and SPA commands together This command may only be specified once Footing reinforcement locations are illustrated in Figure 5 22 1 Backwall verti
33. ttered back face If the back face is vertical this parameter should be left blank Exposed For retaining walls with backfill less than the full in 0 0 120 0 Stem height of the stem the exposed stem height is mm 0 0 3000 0 Height measured vertically from the top of the stem to the E W start of the backfill Backfill The horizontal component of the backfill Used in 100 0 a Horizontal conjunction with the backfill vertical component to W Component describe a sloped backfill If the backfill is flat this parameter should be left blank ODO D D Mo p 2 O s o l I Mo Revised 3 01 5 24 Chapter 5 Input Description 9 12 PIL PILE COMMAND KEYWORD COMMAND DESCRIPTION PILE This command describes pile properties and individual pile dimensions Individual pile dimensions are illustrated in Figure 1 This command may only be specified once LOWER UPPER PARAMETER DESCRIPTION UNITS LIMIT LIMIT 1 Pile Diameter of a circular pile or the flange width or web Dimension A depth of an H pile measured in the perpendicular direction of the footing A pile footing may consist of only one type of pile circular or H Pile Flange width or web depth of an H pile measured in Dimension B the parallel direction of the footing For a footing with circular piles this dimension should be left blank Pile Vertical distance from the bottom of the footing to the Embedment top of the embedded piles within th
34. upture stress the program sets the applied steel stress f to zero The actual stress is based on the reinforced concrete theory based on a cracked section under service limit states The actual stress f is computed as follows M service As jd f sact k where j 1 k 20nN On pn 5 As bd _ Es 7 Ee The solution is obtained by solving for the neutral axis depth such that the tensile force is equal to the compressive force and the strain compatibility is maintained 3 5 2 Specification Checking A given section is checked for flexural strength crack control serviceability and shear The capacity is based on a section that has a unit width and is considered to be singly reinforced The reinforcement is assumed to be situated in the tensile zone Perpendicular and parallel bar details are illustrated in Figure 5 22 1 The program does not check if the bottom reinforcement interferes with the piles or caissons Hence the user should provide an adequate cover in such circumstances The flexural strength considers the minimum area of steel overreinforcement ratio and bar spacing For design problems the flexural strength check evaluates the area of reinforcement required to resist the applied moment then an appropriate spacing value is determined for each bar size For analysis problems the flexural strength check evaluates the resisting moment based on the area of reinforcement specified by the
35. user The resisting moment is compared to the applied moment In the pile footing the flexural reinforcement is placed in both the perpendicular and parallel directions Hence the reinforcement is checked in both directions 3 65 Revised 3 01 GETTING STARTED 41 INSTALLATION This program is delivered on a disk which contains the compressed executable program ABLRFD EXE Input Data Sheets program IDS EXE Input Data Processor program IDP EXE parameter definition file ABLRFD PD report definition file ABLRFD RPT example problem input files DAT and a file for runtime error messages F77L3 EER The microcomputer must be a 486 or higher based IBM compatible machine with at least 8 Megabytes of RAM and DOS version 6 0 or higher A math coprocessor is required for execution of this program The original delivery disk should be stored in a safe place The label on the disk contains useful information which may be required by PennDOT for requesting future versions of the program i e enhancements modifications or error corrections A backup copy of the original disk should be made and used for installation and running the program To install the program follow the installation instructions provided with the original disk The following files must be in the same directory as the input file 1 ABLRFD EXE 2 ABLRFD PD 3 ABLRFD RPT 4 F77L3 EER 5 IDS EXE 6 IDP EXE 4 2 INPUT DATA SHEETS An Input Data Sheets progr
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