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User Manual - Bridge Engineering Software & Technology (BEST

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1. amp EX ES Projecti Microsoft Visual Bas aim v 9 A9 12 21 PM 64 THE SABRE MAIN MENU This screen allows you to access any of the six utilities in SABRE or to exit the program These are the Input Analysis Output Graphics Post Processing Print and Help utilities SABRE Program Exit Input Analysis Output Graphics Post Processing Print Help Input Utility allows you to create new sign bridge data files or to edit existing files Once you have entered the details of a structure then you can save it for later use Analysis Utility allows you to execute the SABRE program using the data stored in any of your input data files Output Graphic Utility allows you to view and print the shape of a SABRE structure previously analyzed Post Processing Utility allows you to do base plate and other details fatigue check and design base plates and splice plates Print Utility allows you to view and print output files and tables It also provides a directory of available tables for your convenience 6 3 6 5 Exit allows you to exit SABRE simply by clicking on the word Exit in SABRE Main Menu or by typing Alt x on your keyboard Help Utility allows you to view help for the Help basics commands and buttons Help Utility also may be accessed from Input Utility DETAILED USAGE OF THE UTILITY PROGRAMS Input Utility is
2. SIGN BRIDGE ANALYSIS AND EVALUATION SYSTEM Bridge Engineering J Software amp Techno 7 Bridge Engineering Software amp Technology Center Department of Civil Engineering University of Maryland College Park MD Revision 5C April 2012 TABLE OF CONTENTS Page Ib igne ICD cs cca eae eet Nx ii Bist HR Kigures a une nee are ili Chapter 1 Introduction 1 1 Chapter 2 Description of Program 2 0 2 1100 000000000004 2 1 224 PU Bose ee 2 1 2 2 SIEH bridoe Components area euere 2 1 2 3 Buon t Cc pM 2 2 2 4 Does da a be deen 2 3 2 5 Automa Mesh Generatio ce een esse 2 4 2 6 CLE CM Graphen 2 4 2 4 Structural Analysis eia aitei 2 4 2 8 Review oL Analysis Results 2 6 2 9 Post Processins apabihties n zen 2 6 Chapter gt Input OF Da rs 3 1 3 1 3 1 222 MN 3 1 Chapter 4 Output of 00000 000000000000 4 4 Chapter 53 D1351n050 amp eee Eod een 5 1 Chapter 6 Description of System u 6 1 6 1 Usine WIN SABRE serer a att LM Las 6 1 6 2 Belore You B
3. Figure 7 1 Torsional Factors 7 30 Alternate 7 8 9 10 e e 2 3 4 5 Alternate B A 6 8 10 3 5 7 9 Figure 7 2 Example of Possible Joint Numbering Schemes 1 Y O 0 Y 1 EUR sin Oy Y cos Oy Figure 7 3 Examnle Rotation about Y Axis 7 32 X sin Ox cos X 0 1 X 1 0 X cos Ox sin Ox Figure 7 4 Example Rotation about X Axis 7 33 a ow am Figure 7 5 Example Rotation about Y and X Axes 7 34 m Figure 7 6 Space Frame Member Numbering System 7 35 Vy Critical Section Figure 7 7 Base Plate Design Factors 7 36 Appendix A Input Screens A 1 System Input Project Data DESCRIPTION DATE STRUCTURE NO STRUCTURE UNIT DESIGN BY CHECK BY SPECIFICATION CONTRACT NUMBER Data Type 01012 01022 Project Data ITEM DESCRIPTION DATE CONTRACT NUMBER STRUCTURE NUMBER STRUCTURE UNIT DESIGNED BY CHECKED BY SPECIFICATION UNIT none none none none none none none none FORMAT alphanumeric alphanumeric alphanumeric alphanumeric alphanumeric alphanumeric alphanumeric alphanumeric DESCRIPTION Enter the project description location or any other pertinent information Enter the date ofthe data entry Enter the project contract number Enter the structure identification number Enter the structure unit nu
4. a u 7 24 Allowable Unit Stress 21 000000000000000000 0 2 20000000 7 25 Allowable Unit Stress Relationships eu 7 26 All6wable Unit Stress Relationships 7 27 Interaction EQUGPOFS ats bad I E 7 28 Interaction GUAM ons asien 7 29 11 Figures otr ctural Coordinate System u 2 30 Tor On Race er ee ae seen 7 30 Example of Possible Joint Numbering Schemes cccssseesecceeeeeeeeeeeseeeeeeeeeaeeeeees 7 31 Example Rotation About Y ARIS 7 32 Example Rotation ABOUE X AXIS 2 alien 7 33 Example Rotation About Y and X AS 7 34 Space Frame Member Numbering 5 7 35 Base Plate Desten Factor dads 7 36 111 WIN SABRE Windows Based Pre Postprocessor for the Computer Analysis of 3 D Sign Bridge 1 INTRODUCTION WIN SABRE Sign Bridge Analysis and Evaluation System runs on Windows platform personal computers and includes preprocessor analysis and postprocessor modules The preprocessor includes data entry editing mesh generation and on screen graphing among other functions The analysis module uses the general stiffness method to perform static analysis of
5. Data 09012 Signs ITEM UNIT FORMAT DESCRIPTION SIGN WIDTH feet m real Enter the width of the sign panel SIGN HEIGHT feet m real Enter the height of the s gn panel SIGN THICKNESS inch mm real Enter the thickness of the sign panel SLOPE in ft mm m real Enter the slope of the sign panel horizontal parallel to the z axis per foot meter vertical parallel to the y axis DENSITY k cg Kg m real Enter the density of the sign material The value of 0 175 k cf 2803 Kg m is the density for aluminum signs X COORDINATE feet m real Enter the x coordinate of the lower left corner of the sign panel Y COORDINATE feet m real Enter the y coordinate of the lower left corner of the sign panel Z COORDINATE feet m real Enter the z coordinate of the lower left corner of the sign panel SIGN DRAG COEFFICIENT none real Enter the overridden sign drag coefficient SCD Internally set SCD for lt 1 SCD 1 12 1 lt lt 2 SCD 1 19 2 lt lt 5 SCD 1 2 5 lt W H lt 10 SCD 1 23 10 lt W H 15 SCD 1 3 A 12 A 3 Structure Lookup Input Definition of Joints Wi E E 3 E E E E 9 E 3 E E 12 E 15 16 17 118 118 Data Type 03012 Definition of Joints ITEM X COORDINATES Y COORDINATES Z COORDINATES X AXIS TRANSLATION Y AXIS TRANSLATION Z AXIS TRANS
6. MAIN SUB SUB SUB Options Parameters Override of wind 1ce dead load default data Joint Loads Entry of arbitrary joint leads Walkways Entry of walkway data Connections Chord post joint numbers Height Coefficients Override of wind load data Hinges Entry of chord post hinge data Member Option Override wind data allowable and eff length K Input Graphic S On Screen plotting of current data file Help Contents and SABRE on line help Index About SABRE Display SABRE information Output Base Plate Design Design a tower base plate Processing Splice Plate Design Design a beam splice plate Base Plate Fatigue Check Perform base plate fatigue check Print Open File Open a sign bridge output file View Print File On screen viewing or printing a sign bridge output file View Tables View selected tables from a sign bridge output file Print Table Print selected table from a sign bridge output file Exit Exit print utility Help Contents and SABRE on line help Index About SABRE Display SABRE information TABLE 6 2 DATA REQUIRED FOR MESH GENERATION SCREEN TITLE TYPE OF INPUT One of the five basic structural types to be analyzed e g cantilever span etc The number of beam chords tower posts and segments n both Configuration Dimensions Beam lengths widths depths heights and tower widths and heights Cross Sections The shapes and dimensions of each tower beam and bracing element Bac The type of tru
7. 2 01 z z oye Cd Drag coefficient of th member Table 3 6 of Reference 1 and I G V Importance Factor Table 3 2 of Reference Gust factor maximum of 1 14 and wind speed Figure 3 2 of Reference 1 Height coefficients are used to account for variation of wind velocity with respect to height If a member falls within more than one zone then a weighted average 15 used For example f a member with a length of 20 ft 6 096 m has 16 4 ft 5 0 m which fall into a zone with a coefficient of 0 87 and 3 6 ft 1 096 m which falls into a zone with a coefficient of 0 94 then the average coefficient 1s calculated to be English Units 0 87 16 4 20 0 94 3 6 20 0 88 Metric Units 0 87 5 0 6 096 0 94 1 096 6 096 0 88 Pressure due to wind loading 15 applied to the face of the sign but not to members which are shielded over more than 65 of their area For members with less than 35 shielded 7 10 the entire member s assumed to be completely exposed If one member s shielded by another then the drag coefficients are modified n accordance with Ref 1 The drag coefficients for the s gns are also taken from Ref 1 Wind areas for tapered members are taken on the average area of the member normal to the w nd direction User Defined Loads In addition to the automat cally calculated w nd dead and ce loads the user has the capability to define arbitrary joint loads These loads may be forces n the
8. 5W Wind Combination 2 in Z direction Member End Actions for Group III DL ICE 5W Wind Combination 1 in the Z direction Member End Actions for Group III DL ICE 5W Wind Combination 2 in the Z direction Tower Member Stress Information Tower Member Details Tower Member Allowables at 10096 Group 1 Tower Member Allowables at 133 Groups 2 3 Combined Stresses in Tower Members Truss Member Stress Information Truss Member Details Truss Member Allowables at 100 Group 1 Truss Member Allowables at 133 Groups 2 3 Combined Stresses Truss Members TABLE C 6 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT PHASE OUTPUT TABLE TITLE LEVEL Support Reactions Support Reactions for Group I DL Support Reactions for Group II DL W Wind Combination 1 in the Z direction support Reactions for Group II DL W Wind Combination 2 in the Z direction Support Reactions for Group II DL W Wind Combination 1 in Z direction support Reactions for Group II DL W Wind Combination 2 in the Z direction Support Reactions for Group III DL ICE 5W Wind Combination 1 in Z direction support Reactions for Group III DL ICE 5W Wind Combination 2 in Z direction support Reactions for Group III DL ICE 5W Wind Combination 1 in the Z direction support Reactions for Group III DL ICE 5W Wind Combination 2 in the Z direction
9. 1 0 TRUCK INDUCED GUST default 1 0 Enter the annual extreme wind velocity at 30 9 144 m above the ground surface The default value of 80 mph 128 Kmph is based upon a 50 year recurrence interval for all overhead sign structures in Maryland Enter the mean recurrence interval for wind velocity This data is optional and is used only as a label Enter the factor by which all wind levels will be multiplied to account for gust effects Regular method 1 14 4 or 5 ed alternate method in Spec Appendix C 1 69 5 ed only This information is Enter the value of the ice load which is to be applied to the surface of the structural supports and to one face of the sign panels The default value is 3 psf 143 6 KPa Enter 0 if the ice load is to be considered only on one side of the signs Enter 1 if the ice load is to be Default or 0 is Moment Bracing by assuming all braced members are fixed at both ends Enter 1 for Truss Bracing by assuming truss action for all braced Enter the factor by which the structure dead load is multiplied to account for the weight of connections Default 1 0 see AASHTO Table 3 2 Enter the yearly mean velocity The default value of 11 2 mph 5 m s is a reasonable upper bound of yearly mean wind velocities for most locations in the country Enter the vehicle speed The default value of 65 mph 30 m s wind to approximately coincide with existing AASHTO 4 Ed I
10. Data Type 21000 Configuration ITEM UNIT FORMAT DESCRIPTION CONFIGURATION none To select a configuration click the mouse to the desired choice The current configuration is highlighted with a bright color A configuration must be chosen if automatic joint and member generation is desired Element Definition Single Span DATA TYPE 31000 CHORDS 4 4 Box truss SEGMENTS SEGMENTS E 1 SEGMENTS POSTS 2 2 Two trussed posts Even number only Number of braces 2 for top and bottom Data Type 31000 Element Definition ITEM UNIT FORMAT DESCRIPTION CHORDS none integer Enter one of the following numbers 1 monotube 2 plane truss tri chord truss 4 box truss SEGMENTS none integer Enter the number of segments desired in each beam chord or tower post For span type beam 1 supported by a tower on each end only an even number of segments are allowed No more than 16 segments are allowed for a span type beam chord POSTS none integer Enter one of the following numbers 1 single post 2 two trussed posts A 5 Dimensions Single Span BEAM LENGTH 6 096 LOW CHORD BEAM ELEY 4 572 BEAM DEPTH 1 524 BEAM WIDTH 1 524 0 3048 LENGTH 0 3048 TOWER WIDTH 524 LAST BRALE FIRST BRALE TOP ELEV 6 096 6 096 TOP ELEV ELEV BOT ELEY Data Type 34000 Dimensions I
11. Group III Wind Load Joint Loads for Combination 2 in the Z direction Group III Member End Actions for Wind Combination 2 1n the Z direction Group III Wind Load Joint Loads for Combination 1 in the Z direction Group III Member End Actions for Wind Combination 1 in the Z Direction Group III Wind Load Joint Loads for Combination 2 in the Z direction Group III Member End Actions for Wind Combination 2 n the Z direction Ice Load Data General Ice Load Information Ice Load Joint Loads Member End Actions for Ice Loading Pe jem TABLE C 3 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT PHASE OUTPUT TABLE TITLE Iu 70 7 Group Joint Loads Joint Loads for Group I Analysis DL Joint Loads fro Group II DL W Wind Combination 1 in the Z direction Joint Loads for Group II DL W Wind Combination 2 in the Z direction Joint Loads for Group II DL W Wind Combination 1 in Z direction Joint Loads for Group II DL W Wind Combination 2 in Z direction Joint Loads for Group III DL ICE 5W Wind Combination 1 in Z direction Joint Loads for Group III DL ICE 5W Wind Combination 2 in Z direction Joint Loads for Group III DL ICE 5W Wind Combination 1 in the Z direction Joint Loads for Group III DL ICE 5W Wind Combination 2 in the Z direction Joint Displacements Joint Displacements for Group I DL
12. If left blank assumes value of 1 0 8 IEEE He 2 23 TABLE 2 8 SUMMARY OF SIGN BRIDGE COMPONENTS Sign P Hesse NM The bas c number of beams and towers Configurations in the structure and their orientation Tower Types The number of posts in each tower Beam Type The number of chords in each beam The combinations of beams and towers B Sign Bridge and their connections Tables 2 6 2 7 section Types The allowable member cross sections sign Types The signs supported by the structure The maintenance walkways catwalks Walnway Ly pes supported by the structure The members connecting the signs to the VAM Types structure Men ber uec The category of each member and its Table function within the structure 2 5 2 24 TABLE 2 9 DEFINITION OF PROGRAM LIMITS MAXIMUM ITEM NO DESCRIPTION NORMAL LARGE Number of Joints Number of Sections Number of Members Number of VAMs Number Supporting Members VAM Number of Walkways Number of Load Numbers Number of Signs Number of VAMs per Sign Number of Units per Structure Number of Posts per Tower Number of Chords per Beam Number of Segments per Post Number of Segments per Chord Cantilever beam Span beam 2 25 TABLE 2 10 ANALYSIS ASSUMPTIONS ITEM NO DESCRIPTION Linearly elastic material Small deformations shear deformations neglected 6 kinematic degrees of freedom at each joint axial 2 sh
13. space frames and includes automatic load calculation dead wind and ice stress analysis and code checking The analysis 1s based upon the 2009 AASHTO Standard Specifications for Structural Supports for Highway Signs Luminaires and Traffic Signals 5 Edition or the 2001 AASHTO Specs 4 edition for both steel and aluminum structures For comparison purpose the AASHTO Specs 3 edition is also available but for steel structure only The postprocessor includes on screen graphing review of analysis results base plate fatigue check fatigue detail check Excel and design of base plates and splice plates The American Association of State Highway and Transportation Officials AASHTO has developed the Standard Specifications for Structural Supports for Highway Signs Luminaires and Traffic Signals to govern the design of sign structures These specifications Reference 1 standardize the requirements for load application methods of analysis allowable stresses and design details for sign supports and as a result have made easier the design and erection of sign supports All of the entry and editing of data 1s accomplished with the aid of windows input screens This relieves the user of the responsibility of creating and maintaining the formatted text files required for analysis Each screen 15 divided into a number of data cells which can be edited individually The user can move freely from screen to screen and from cell to cell and
14. 2 Vertical support truss type K 1s assumed as 1 2 by the program Case 3 Horizontal supports pole and truss type K 1s assumed as 0 65 by the program Case 4 All secondary members K 15 assumed as 0 65 by the program 7 25 TABLE 7 4 2 ALLOWABLE UNIT STRESS RELATIONSHIPS STRESS EQUATION TYPE ID COMMENTS Round Compact Tubes l F p Round Noncompact Tubes Bending I PB Polygonal Compact Tubes Polygonal Noncompact Tubes Tbe a QUNM Rectangular 060 _ See TABLE 5 3 of 2009 AASHTO Standard Specifications for Structural Supports for Highway Signs Luminaires and Traffic Signals 7 26 TABLE 7 4 3 ALLOWABLE UNIT STRESS RELATIONSHIPS STRESS EQUATION TYPE ID EQUATION RANGE COMMENTS VI Round Tubes V2 Shear V3 Fy Polygonal Tubes V4 V5 F Other shapes 7 27 TABLE 7 5 1 INTERACTION EQUATIONS COMPONENT m CSR COMMENTS FIGURE Pole Type Tower Compres Ca Coeff Of Amplification Member i Untrussed Sect Stabil E Trussed Tower Member Overall Stab K 2 Trussed Tower Tensile RP Member 6F 7 7 28 COMPONENT Horizontal and inclined truss support members Horizontal and inclined truss support members TABLE 7 5 2 INTERACTION EQUATIONS EQUATION ID Compres 14 Tensile I5 7 29 COMMENTS where 34 1 AAA
15. 2 5 in the User Manual for definitions of primary and secondary members Enter 1 if interior truss members for boxed and trichords Enter 2 if exterior truss member for boxed and trichords Enter 3 if main vertical members towers Enter 4 if truss members for tower units Enter the yield stress for the member material See Screen 8 for the yield stress default values Enter the member identifier Blank or 0 is assuming a fixed end member 14 is assuming truss member For other member types see Table 2 13 Fatigue stress category at the joint For details see Appendix A2 Note Members and joints are generated by Mesh User may add delete or alter members and joints on their respective screens after Mesh Definition of Principal Axis A 15 A 4 Options Input Parameters DATA TYPE 01042 WIND VELOCITY mph or m s MEAN REGULAH INTERVAL 50 years GUST FACTOR ma ICE LOADS 3 0 psf or ICE LOAD OPTIONS 0 Ine Side TRUSS BRACING OPTIONS 0 Moment Bracing default 1 0 WIND IMPORTANCE FACTOR D L DETAIL FACTOR default 1 0 see AASHTD Table 3 2 For Fatigue Design Only YEARLY MEAN VELOCITY FOR NATURAL WIND GUST VEHICLE SPEED FOR TRUCK INDUCED GUST FATIGUE IMPORTANCE FACTOR OPTIONS default 11 2 mph or 5 m s default 65 mph or 30 m s GALLOPING default 1 0 Data Type 01042 Parameters NATURAL WIND default
16. The program will interpolate the section properties for the intermediate members Ifthis cell is for a secondary member not part of a unit then simply enter the section number from the K end of the member Enter the joint number from Screen Definition of Joints of the J end of the member Enter the joint number from Screen Definition of Joints of the K end of the member Enter the angle defining the principal axis of the cross section Refer to the figure below For tubular sections this angle may be ignored since any axis 1s a principal axis For wide flange or other sections the default angle is the strong axis along the Z axis out of plane For the calculation of the allowable changing angle will affect the stress calculation but not the post KL r computation where the program assumes the strong axis as r with the total height as L and K of 1 2 to calculate the allowable This can be used for majority of the case since the weak axis is usually the direction of the tower s post s If not user may use the optional screen to enter their own desired allowable UNIT NUMBER none integer UNIT TYPE none integer METERIAL YIELD Fy ks MPa real MEMBER TYPE none integer STRESS CAT none Alphanumeric Enter the unit member starting with 1 in which the member exists A unit is a major continuous structural member made up of smaller members defined between joints This cell should be left blank for secondary members See Table
17. X Y or Z directions or moments about the X X Y Y or Z Z axes Joint loads are always applied in the global direction Live Loads Optional walkway live loads can be defined at the user s discretion The magnitude of the load 1s input as well as the load s location on the structure The live load 1s then distributed to the structure via the VAMs Because walkways are not considered structural elements the effect of the live load on the walkway 1s not checked Joint Loads The forces due to the wind dead and loads are distributed to the joints under the assumption that the members are simply supported Fixed end moments are not considered it 15 assumed that the moments will cancel internally over the length of the unit The appropriate shear components determined by the direction cosines are applied to the corresponding degrees of freedom The various loads are combined in accordance with AASHTO requirements as summarized n Table 7 3 and the maximum effects calculated for each member individually Structural Analysis The method employed for structural analysis 1s that of the general stiffness method for three dimensional frames This method 15 described detail Reference 2 and assumes the following 1 Linearly elastic material 2 Small deformations 3 No shear deformations 4 6 kinematic degrees of freedom at each joint axial 2 shears 2 moments and 1 torsion see Figure 7 6 7 6 Special
18. corner radius of 25 6 4 mm 1s selected So English Units n 4 D 50 25 t 25 IF 25 R 50 25 25 2 25 1 360 4 90 h 25 sin 90 25 S 2 4 25 200 A 4 25 25 2500 and Ta 25 25 5 Therefore K 25 1 200 5 25 4 2500 200 25 _ Ee 25 log 5 25 2 2500 Metric Units n 4 D 1276 4 mm t 6 4 mm f 6 4 mm R 1276 4 6 4 2 635 mm 1 360 4 90 635 sin 90 635 mm S 2 4 635 5080 mm A 4 635 635 1612900 mm 6 4 6 4 12 8 mm Therefore _ 6 4 1 5080 12 8 6 4 4 1 612 900 5080 6 4 T 64 log 5 25 20 612 900 From AASHTO Figure 1 3 1B 3 is found to be about 1 44 The results for this and two other examples can be found in Table 7 1 As can be seen in that table the results compare favorably Note that the dimensions used in the examples are chosen for convenience only and do not represent any real shapes 7 5 MESH GENERATION Special methods for this program to streamline the mesh generation process are described in this section Joint Numbering One of the primary functions of mesh generation is the creation of the joints and members in such a manner as to minimize the size of the required stiffness matrix In programs which use the banded matrix method the size of the stiffness matrix 1s related directly to the total number of degrees of freedom and the semi band width F
19. cross section JOINT FORCE kips KN real Enter the shear reaction force at the desired joint The x X DIRECTION direction refers to the structure global axis JOINT FORCE kips KN real Enter the axial force at the desired joint The y Y DIRECTION direction refers to the structure global axis JOINT FORCE kips KN real Enter the shear force at the desired joint The z Z DIRECTION direction refers to the structure global axis JOINT MOMENT k ft KN m Enter the moment about the x x axis at the desired joint X X AXIS The x x refers to the structure global axis JOINT MOMENT k ft KN m real Enter the moment about the y y axis at the desired joint Y Y AXIS The y y refers to the structure global axis JOINT MOMENT k ft KN m real Enter the moment about the z z axis at the desired joint Z Z AXIS The z z refers to the structure global axis ALLOWABLE WELD STRESS kis MPa real Enter the allowable stress for the weld connecting the A 23 column to the splice plate to the chord GROUP LOAD NO SPLICE PLATE SHAPE DESIRED NO OF BOLTS JOINT NUMBER COEFFICIENT none none none none none integer integer integer integer A 24 Enter the applicable group load number associated with the forces and moments entered previously Refer to Table 3 1 in the AASHTO Standard Specs for Structural Supports for Highway Signs Luminaries and Traffic Signals Enter the shape number as defined above for the chord sha
20. depth of the section This data is for information purposes only and its input 1s optional Enter the nominal weight of the section This data is for information purposes only and its input is optional Enter one of the following cross section numbers 2 round cross section 3 dodecagonal cross section 4 octagonal cross section 5 square cross section 999 connection Enter the outside diameter of the tubular cross sections Enter the wall thickness of the tubular section Enter the torsional stress concentration factor for the particular cross section This value may be inputted directly or calculated by the program upon leaving the Sections screen Enter one of the following cross section numbers 6 rectangular cross section or cruciform 7 angle cross section 8 channel currently unavailable 9 W cross section 10 Z cross section Enter the weight per unit foot for the general section Enter the S1 S2 53 S4 S5 parameters DATA TYPE 07012 YAH ID Coords as Y x eu 7 tt m NE ME E 1 2 3 4 b 9 10 12 16 17 18 20 28 5 Gun porting Members are generated by Mesh Data Type 07012 VAMS ITEM VAM SECTION I D NUMBER UNIT none integer T
21. feet m FORMAT integer real real integer integer integer real real real real A 18 Walkways alkway A Coord Ends Load Type TTE Loading Lm SETS DESCRIPTION Enter the walkway number for the load type under consideration If more than one load type is to be applied to a particular walkway each load type must be defined separately and on different lines Enter the x coordinate of the left end of the walkway Enter the x coordinate of the right end of the walkway Enter a 1 to indicate the presence of a uniform dead load on the walkway If you enter a 1 in this column and also wish to apply an additional ice or live load to the walkway you must enter the additional load on another line Enter a 1 to indicate the presence of a uniform ice load on the walkway If you enter a 1 in this column and also wish to apply an additional dead or live load to the walkway you must enter the additional load on another line Enter a 1 to indicate the presence of a uniform live load on the walkway If you enter a 1 in this column and also wish to apply an additional dead or ice load to the walkway you must enter the additional load on another line Enter the intensity of the uniform load applied to the walkway Enter the z coordinate of the location of the resultant of the uniform load Enter the area in the z direction which defines the wind on the walkway Enter the y coordinate of the c
22. generation for span type beams only Cantilevered beams will not be affected Member ID Drag Coeff Data Type 06012 Member Option ITEM MEMBER NO WIND DATA SHIELD ID WIND DATA WIND DRAG COEFFICIENT WIND DATA HEIGHT COEFICIENT AXIAL TENSION ALLOWABLE Ft AXIAL COMPRESSION ALLOWABLE Fa BENDING ALLOWABLE Fb SHEAR ALLOWABLE Fv EFFECTIVE LENGTH K FACTOR UNIT none none none none Ksi MPa Ksi MPa Ksi MPa Ksi MPa none Tension Bending Shear Ksi MPa Ksi HMPa FORMAT integer integer real real real real real real real A 22 DESCRIPTION Enter member number from screen Definition of Members where default values to be overridden Shield ID 1 shielding on the Z direction 2 shielding on the Z direction 3 no shielding 4 both shielding Override the AASHTO specified values Cd internally set by the shape of the member see AASHTO specification Table 3 6 Override the AASHTO specification values Ch as set on Screen Height Coefficient As per AASHTO Specifications See Chapter 7 As per AASHTO Specifications See Chapter 7 As per AASHTO Specifications See Chapter 7 As per AASHTO Specifications See Chapter 7 The default factors For single vertical post case K 2 0 For double vertical post with truss member connected K 1 2 Chords and truss members K 0 65 A 5 Post Processing Input Screens Splic
23. input sequence Check sign number given and sign Input sequence Check member input number of units 40 Check configuration no 1 5 only Check member number x tubular sections only for primary vertical members Check orientation for unit number given Member types and 4 cannot be part of a unit Analys s TABLE D 6 ERROR MESSAGES LEVEL ERROR MASSAGE REMEDY Initial Data Errors of Maximum Height Zone Procedure Fails VAM Type Number x Not Defined VAM Number x Section Number x 1s not Defined for VAM Number x The Supporting Member For VAM Number x 1s Not Defined D 6 Check structure input height gt 55 Check for proper number of support restraints at proper locations Check section of VAM number given Check section number for VAM number given cannot be 1 6 tubular Check input support member for VAM number given References Standard Specification for Structural Supports for Highway Signs Luminaires and Traffic Signals American Association of State Highway and Transportation Officials Washington D C 1994 2001 and 2009 Gere J M Weaver W Jr Analysis of Framed Structures D Van Nostrand Co New York 1980 Microsoft Windows Family of Operating Systems Microsoft Corporation 1987 2009 S Timenshenko Strength of Materials Part II D Van Nostrand Co New York 1957 Bathe K L Wilson E L Numerical Methods in Finite Elem
24. it has to be checked whether the dimensions of hole are in permissible limit or not The connections and diagrams are described as Detail 20 in NCHRP report 469 pg 11 15 Table 11 2 Diagram is given on pg 11 20 For above calculations NCHRP report 469 pg B94 1s used as reference Maximum Permissible Stress To calculate the maximum permissible stress the limitations given in NCHRP report pgl11 15 should be referred Depending on the dimensions of the hole the stress category may be C D or E 10 ksi 7 ksi or 4 5 ksi respectively The stress category depends on length of hole and thickness of column This excel sheet calculates the stress category and hence the permissible stress automatically depends on the input e Slotted tube to gusset connection Description This connection consists of a main member attached to a stub through a gusset plate Gusset plate slides into the slot n the stub and then it 1s welded The connections and diagrams are described as Details 15 and 24 in NCHRP report 469 Pg 11 15 Table 11 2 Diagrams are given on pgs 11 20 and 23 Maximum Permissible Stress The maximum permissible CAFL at the connection between stub and the gusset plate Detail 15 corresponds to category E Hence the stress should be less than 2 6 ksi For the connection between main member and column the stress category depends on R Detail 24 of category D of 7 ksi with R gt 2 and E of 4 5 ksi with R lt 2 respectively This
25. maximum joint displacements allowable stresses and combined stress ratios Basic level for engineering design or analysis The same as Output Level 1 plus Joint loads member end actions and joint deformations for all group loads Basic level for engineering design or analysis with added detail above level 1 5 DIAGNOSTICS To minimize the occurrence of errors certain checks are made within SABRE at five levels of program operations The first level of error checking occurs during data input and has been described previously in Special Features During data entry information 15 screened immediately upon entry and any invalid data will either generate an error message or will not be accepted As an example the cell containing the number of desired beam chords will accept only four different values the integers through 4 corresponding to a one chord beam monotube two chord beam plane truss etc If the user tries to enter any value outside of that range it will not be accepted by the program 1 the number pressed will not be echoed to the screen A second level of error checking occurs as a prelude to mesh generation or analysis Before mesh generation or analysis begins all data 1s reviewed for its validity If any invalid data 1s detected then an error message 1s generated For instance in order for a valid mesh to be created the elevations of the top and bottom of each tower must be entered If after check
26. modules and their relation to each other are described in more detail Chapter 6 Description of System 2 4 SPECIAL FEATURES WIN SABRE contains several special features developed to make the program as easy as possible to use and to shorten the design analysis cycle These features are outlined below Windows Pull Down Menu System A Windows pull down menu system 15 provided as a means of navigating about the program SABRE operates in a manner whereby the user may enter edit or review data in any order generally or make use of the many tools available at any time See Chapter 6 for more information Data Entry and Editing All data required by SIGN BRIDGE 15 entered by the user into input cells generally the computer keyboard The user may move to any cell on a screen by using the mouse or enter key and may move to any screen by using the pull down menu system To minimize input errors only data valid for that particular cell 15 accepted For example alpha characters cannot be entered into a cell expecting numerical data and a minus sign cannot be entered into a cell expecting a positive value Automatic Joint and Member Renumbering If a joint or member 15 deleted or inserted the remaining joints and members are automatically renumbered to maintain their positions relative to each other This eliminates the need to recalculate and enter the other joints and or members manually after deleting or inserting Chapter 6 prov
27. s measured to the assumed point of contraflexure located midway between the bolt and the outside edge of the weld For all of the preceding the allowable values are increased by 40 for load combinations including wind effects in accordance with AASHTO recommendations 77 FATIGUE CHECK The SABRE program can do fatigue check for cantilevered steel and aluminum sign structures when importing the following data from the fatigue file Base moment ranges about X X and Z Z axes and 2 Column parameters outside diameter wall thickness and cross section shape The user also needs to provide the following data l Base plate parameters bolt diameter bolt thread pitch farthest bolt diameter to the center and number of bolts and 2 Stiffener parameters height width thickness and total number Given these data the program calculates the following 1 Anchor bolt stress range 2 Stress range at column to baseplate connection J Stress range at stiffener to baseplate connection and 4 Stress range at termination of stiffener 7 17 Base Moment Range Calculation Three types of loading galloping natural wind gust and truck nduced gust should be considered for cant levered steel and alum num s gn structures based upon the new 59 edition AASHTO Standard Specifications for Structural Supports for Highway Signs Luminaries and Traffic Signals Galloping Overhead cantilevered sign structures shall be de
28. sheet calculates the stress category and corresponding CAFL as described in pg11 16 of NCHRP report f Stiffened base plate Description This consists of a base plate stiffened by stiffener pates Column is connected to base plate through stiffener plates Base plate 1s connected to abutments through anchor bolts Anchor bolt stress calculation and permissible stress n anchor bolts are similar to sheet 3 hence it is not discussed again in this document In case of stiffener plate connections the connections and diagrams are described as Details 12 21 and 23 in NCHRP report 469 pg 11 15 Table 11 2 Diagrams are given on pgs 11 22 and 23 Maximum Permissible Stress The maximum permissible CAFL at the connection between column and stiffener group corresponds to category E Detail 12 Hence the CAFL should not exceed 2 6 ksi The maximum permissible CAFL at the connection between stiffener plate and base plate corresponds to category C and it should not exceed 10 ks Detail 23 The maximum 7 20 permissible stress at the termination of stiffener plate corresponds to category E and should not exceed 2 6 ks Detail 21 7 21 TABLE 7 1 COMPARISONS OF CALCULATED AND TABLE VALUES OF PROB sapp NO OF OUTER WALL INNER NO SIDES DIAM THICK RAD CALC AASHTO M 7 22 TABLE 7 2 SIGN BRIDGE CONSTRUCTIONS PONENTS DEREN ME Basic Structure 7 23 TABLE 7 3 AASHTO GROUP LOAD COMBINAT
29. simplification which does not model real conditions accurately In an actual support structure such elements as u bolts although modeled as pins have fact some degree of fixity This can be accounted for with the use of linearly elastic connections where the degree of fixity can be set by the user It 1s suggested that this too be added to the program The program also does not perform the following AASHTO checks Allowable deflections camber and minimum material thicknesses It 15 the responsibility of the user to check these for compliance with the requirements REVIEW OF ANALYSIS RESULTS The output file created during analysis can be viewed on screen or sent to a printer With on screen viewing the user can page through the output file or jump directly to selected tables For printing purposes either the entire file can be printed or selected tables 2 9 POST PROCESSING CAPABILITIES There are four special features of sign bridges within the program base plate design splice plate design and base plate and other details fatigue check A base plate 15 the plate connecting the bottom of a sign bridge tower to the concrete foundation Given the proper data the program will calculate the shape and size of the base plate number and dimensions of the 2 6 anchor bolts and size of the tower to plate weld A splice plate s a plate connecting two abutting members of a beam chord Typically a sign bridge 1s constructed usi
30. 04012 03012 05012 06012 07012 09012 01042 10012 08012 01052 09112 40000 50000 51000 52000 4 OUTPUT OF RESULTS Results of a structural analys s by WIN SABRE are printed n tabular form n an ASCI text file The name of the output file and ts locat on are defined by the user prior to analys s Currently the user has two possible levels of output from which to choose level 1 short or level 2 long Level 1 generates the minimum amount of data providing a quick review of the results Level 2 generates additional data providing more detailed results See Table 4 1 for a description of the two levels The data within an output file are presented in various tables which are organized into three basic groups input verification analysis and code check The input verification tables provide a means for the user to check the validity of the data entered The analysis tables summarize the structural analysis results such as deflections end actions etc The code check tables summarize the results of the AASHTO code checks such as allowable stresses and CSR values The results are printed for each member load combination etc The data from any output file are available for base and splice plate design graphing and printing Appendix C contains a list of each table generated during analysis TABLE 4 1 DEFINITION OF OUTPUT LEVELS OUTPUT LEVELS DESCRIPTION OUTPUT GIVEN All input data
31. 1 0 0 00 110 OF 0 1 0 So R 0 1 000 l 0 0 I 10 0101 0 1 O 0 The coordinates of the rotated point then would be 00 1 nilo 1 0 1 1 1 100 as seen in Figure 7 5 If the point is then rotated 7 2 radians about the X axis another matrix operation is required Rotation about the X axis requires multiplication by Rx where 1 0 0 1 0 0 0 cosz 2 sinz 2 0 0 1 s nz 2 cosz 2 0 1 0 7 8 00 110 0 0 1 0 m R 0 1 0 0 0 1 0 0 1 10 0101 1 0 The coordinates of the new rotated point then would be 0 1 0 nilo 0 1 1 1 1 1 0 0 as seen in Figure 7 5 7 5 ANALYSIS The operations performed during analysis were listed Chapter 6 and are repeated here l Input of data 2 Calculation of member section properties 3 Formation and decomposition of stiffness matrix 4 Performance of AASHTO code checks and calculation of allowable stresses 5 Distribution of dead loads to joints 6 Calculation of dead load displacements and member end actions T Distribution of 1ce loads to joints 8 Calculation of ce load displacements member end actions 9 Distribution of wind loads to joints 10 Calculation of wind load displacements and member end actions Distribution of user defined loads to joints 12 Combination of displacements member end actions stresses and reactions for AASHTO group loadings 15 Calculation of maximum stresses and CSRs 14 Printing of results The
32. 5 equal to 6 7 1 for Alternate A and 3 4 1 for Alternate B Because 1 15 desirable to minimize these differences it 1s obvious that the numbering scheme used in Alternate B 1s preferable Alternate B will require a smaller stiffness matrix less memory and less processing time In SABRE this reasoning 1s expanded to cover all possible cases which can be summarized in the three following rules l The joints for a particular tower are numbered alternating from one post to the other See Table 2 2 2 The joints for a particular beam are numbered in a rotating fashion from one chord to the other See Tables 2 3 1 and 2 3 2 3 Structures which contain more than one tower or beam are numbered in a manner that minimizes the differences in joint numbers at connection joints where beam chords are attached to tower posts See Table 2 1 The joints for all structural configurations and beam tower combinations then are automatically numbered using the preceding rules whichever are applicable The result is reduced memory requirements and faster solution time SABRE Constructions Because of the large number of different SABRE configurations available a family of subroutines was developed and they are used for all configurations These subroutines are used to define a basic structure which can be combined in various ways to form any configuration The basic structure consists of a right handed cantilevered tower beam combination as seen in T
33. 7 TABLE 2 12 SUMMARY OF SIGN BRIDGE FEATURES AND OPTIONS LOADINGS AASHTO or user defined wind application automatic ice load calculation wind shielding taken into account automatic dead load calculation optimal user defined joint loads maximum load combinations effects used ANALYSIS analysis of all frame members automatic member property calculation calculation of joint displacements and reactions calculating of member end moments torques shears and axial forces stress calculation of each load condition calculation of stress interactions CODE CHECK AASHTO requirements for tubular members combined stress ratios equation number references POST PROCESSING base plate design splice plate design optional import of design forces and moments base plate fatigue check fatigue detail check in Excel GRAPHICS on screen graphics input review output review real time image rotation zooming substructure isolation member detail review deflected shape viewing highlighting of overstressed members 2 28 TABLE 2 13 DEFINITION OF MEMBER TYPES FOR RELEASE FAR JK END RELEASES FORCE MOMENT FORCE Da NEAR JJ END RELEASES MOMENT or Zu 1 2 3 4 5 7 10 11 12 13 14 2 29 BLA A RV S Figure 2 1 Structural Coordinate System 2 30 3 INPUT OF DATA 3 1 GENERAL In order for a sign bridge to be analyzed certain data
34. 9 pg B75 1s used as reference Maximum Permissible Stress As per the note f pgl11 17 the NCHRP report stresses at the bottom of the connection should be checked The maximum permissible CAFL at the bottom of the column 15 corresponding to category E Hence the stress should be less than 4 5 ksi For the stub the CAFL should be less than permitted category E for detail 18 for pass through or ET for Detail 19 for no pass through Hence the stress should be less than 2 6 ksi for Detail 18 or 1 2 ks for Detail 19 c Fillet welded socket connection Description This connection is used for base plate column connection The plate has a hole equal to the external diameter of the column with some clearance The column and plate are welded from inside and from outside as shown in the figure The connections and diagrams are described as Detail 16 fillet welded connection in NCHRP report 469 pg 11 15 Table 11 2 Diagram 15 given on pg 11 20 Example 7 For the above calculations NCHRP report 469 pg B94 1s used as reference 7 19 Maximum Permissible Stress The maximum permissible CAFL for the connection corresponds to category E Hence the stress calculated should be less than 2 6 ksi For the bolts CAFL corresponds to category D Hence the stress induced should be less than 7 ksi d Reinforced handhole connection Description In case of a column with a handhole with width and the length as W and
35. CATEGORY WITHIN UNIT MEMBER SIRUCTURAL COMPONENT TYPE CATEGORY DESCRIPTION FIGURE 1 Interior truss members for plane trichord and Bs Secondary box trusses Exterior truss members for plane trichord and Primary box trusses Vertical tower members Interior truss members for tower 2 19 TABLE 2 6 TUBULAR SHAPES 6 Round Dodecagonal FIGURE Not Used 2 20 STRESS CONCENTRATION FACTOR Not Required Figure B 1 AASHTO Spec Figure B 1 AASHTO Spec Figure B 1 AASHTO Spec COMMENTS Note the definition of the outer diameter D Note the definition of the outer diameter D Note the definition of the outer diameter D Note the definition of the outer diameter D TABLE 2 7 1 GENERAL SECTIONS GENERAL PARAMETERS TYPE FIGURE PARAMETER DESCRIPTION Width of section outside to outside in mm measured parallel to x x axis Width of section outside to outside in mm measured parallel to axis inm Thickness of section assumed to be Rectangular constant throughout section Shapes Stress concentration factor If left none blank program assumes value of 1 0 poe q Thickness of section assumed o2 2 mm constant 7 Angle Shapes S uode Stress concentration factor If left blank program assumes value of 1 0 os 5 Not Used Si eee D ID TYPE Rectangular
36. CRIPTION NUMBERING NUMBERING SEQUENCE SEQUENCE 2 9 TABLE 2 3 1 SIGN BRIDGE BEAM TYPES TYPE BASIC JOINT NUMBERING BASIC MAIN MEMBER jp e SEQUENCE NUMBERING SEQUENCE Cantilever Plane Truss Cantilever Trichord Truss Cantilever Cantilever TABLE 2 3 2 SIGN BRIDGE BEAM TYPES TYPE BASIC JOINT NUMBERING BASIC MAIN MEMBER Tae a eos SEQUENCE NUMBERING SEQUENCE Monotube Span Plane Truss Span Trichord Truss Span 2 11 TABLE 2 4 1 SIGN BRIDGE TYPES POSTS PER CHORDS TYPE ID DESCRIPTION TOWER PER BEAM REFERENCE Monotube on Single Post Table 2 4 2 Plane Truss on Single Post Table 2 4 3 Trichord on Single Post Table 2 4 4 Trichord on Double Posts Table 2 4 5 Box Truss on Single Post Table 2 4 6 Box Truss on Double ere Table 2 4 7 2 12 TABLE 2 4 2 ACTUAL STRUCTURE TYPE VS MODEL B SIGN BRIDGE TYPE MODEL 2 13 TABLE 2 4 3 ACTUAL STRUCTURE TYPE VS MODEL E SIGN BRIDGE TYPE MODEL 2 14 TABLE 2 4 4 ACTUAL STRUCTURE TYPE VS MODEL E SIGN BRIDGE TYPE MODEL Connection Members 2 15 TABLE 2 4 5 ACTUAL STRUCTURE TYPE VS MODEL MODEL SIGN BRIDGE TYPE 9 o Members 2 16 TABLE 2 4 6 ACTUAL STRUCTURE TYPE VS MODEL 5 B SIGN BRIDGE TYPE MODEL 2 17 ACTUAL STRUCTURE TYPE VS MODEL TABLE 2 4 7 MODEL SIGN BRIDGE TYPE 2 18 TABLE 2 5 MEMBER TYPE AND
37. IDTH STIFFENER THICKNESS NO OF STIFFENER COLUMN TO BASE PLATE CONNECTION COLUMN TO BASE PLATE CONNECTION x 1 Groove Welded Tube to Transverse Plate Connection v UNIT FORMAT DESCRIPTION none integer Enter the English or SI unit used in the design K ft KN m real Enter the moment range about the x x axis at the column base K ft KN m real Enter the moment range about the x x axis at the column base in mm real Enter the outside diameter of the column at the level of the base plate in mm real Enter the wall thickness of the column at the level of the base plate none integer 2 round cross section 3 dodecagonal cross section 4 octagonal cross section 5 square cross section none integer Enter the shape number as defined above for the column shape in mm real Enter the bolt diameter for the base plate in mm real Enter the bolt thread pitch in mm real Enter the diameter distance for the bolt circle none integer Enter number of bolts desired by the user in mm real Enter the height of the stiffener in mm real Enter the width of the stiffener in mm real Enter the thickness of the stiffener none integer Enter number of stiffeners desired by the user none integer 1 Groove Welded Tube to Transverse Plate Connection 2 Fillet Welded Socket Connection A 27 Appendix A2 Presentation and Calculation of Fatigue Combine Stress Ratio User has the option of overriding predefine stre
38. IONS 0 GROUP LOADS kie q DESCRIPTION AND LOAD COMBINATION 1 Case 1 Detail Factor x Member Weight only Case 1 Dead load wind the z direction with wind combination 1 100 normal 20 transverse components Case 2 Dead load wind the z direction with wind combination 2 60 normal 30 transverse components Case 3 Dead load wind the z direction with wind combination 100 normal 20 transverse components Case 4 Dead load wind the z direction with wind combination 2 60 normal 30 transverse components DL W Ice loads assumed acting on all exposed surfaces of ae 133 all members other than signs Ice loads assumed acting only on one face of signs Galloping natural wind gust and truck induced gust FATIGUE See Note considered for cantilevered steel and aluminum sign Structures Note See Section II AASHTO SPECIFICATIONS fro fatigue loads and stress range limits 7 24 TABLE 7 4 1 ALLOWABLE UNIT STRESS RELATIONSHIPS STRES EQUATIO S TYPE EQUATION RANGE COMMENTS Tensile Gross area A mese 06F GrossaeaA ed pole type Effective area A el members Compres Alltower Axial KL members except un trussed poles All other KL r KL ry primary and F secondary 2 lt members 2 XKL r KL r y Reference 1 Note Case 1 Vertical support pole type K 1s assumed as 2 0 by the program Case
39. Joint Displacements for Group II DL W Wind Combination 1 in the Z direction TABLE C 4 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT PHASE OUTPUT TABLE TITLE LEVEL Analysis Joint Displacements for Group II DL W Wind Combination 2 n the Z direction Joint Displacements for Group II DL W Wind Combination in Z direction Joint Displacements for Group II DL W Wind Combination 2 in Z direction Joint Displacements for Group III DL ICE 5W Wind Combination 1 in Z direction Joint Displacements for Group III DL ICE 5W Wind Combination 2 in Z direction Joint Displacements for Group III DL ICE 5W Wind Combination 1 in the Z direction Joint Displacements for Group III DL ICE 5W Wind Combination 2 in the Z direction Maximum Joint Displacements Group Load Member End Actions Member End Actions for Group I DL Member End Actions for Group II DL W Wind Combination 1 in the Z direction Member End Actions for Group II DL W Wind Combination 2 in the Z direction Member End Actions for Group II DL W Wind Combination in Z direction TABLE C 5 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT Analysis Member End Actions for Group II DL W Wind Combination 2 in the Z direction Member End Actions for Group III DL ICE 5W Wind Combination 1 in Z direction Member End Actions for Group III DL ICE
40. LATION X X AXIS ROTATION Y Y AXIS ROTATION Z Z AXIS ROTATION Coordinates Supp Translatioi Supp Rotation UNIT feet m feet m feet m none none none none none none FORMAT real real real integer integer integer integer integer integer A 13 DESCRIPTION Enter the x coordinate of the point in space for the corresponding structure joint Enter the y coordinate of the point in space for the corresponding structure joint Enter the z coordinate of the point in space for the corresponding structure joint Enter 0 if the joint 1s not supported against translation in the x direction Enter 1 if the joint is supported against translation in the x direction Enter 0 if the joint 1s not supported against translation in the y direction Enter 1 if joint is supported against translation if the y direction Enter 0 if the joint is not supported against translation in the z direction Enter 1 if the Joint is supported against translation in the z direction Enter 0 if the joint 1s not support against rotation about the x x axis Enter 1 if the joint is supported against rotation about the x x axis Enter 0 if the joint is not supported against rotation about the axis Enter if the joint is supported against rotation about the y y axis Enter 0 if the joint is not supported against rotation about the z z axis Enter 1 if the joint is supported against rotation about
41. Major changes for the 2009 AASHTO Standard Specifications for Structural Supports for Highway Signs Luminaries and Traffic Signals 5 Edition Cantilevered and no cantilevered support structures shall be designed for fatigue to resist each of the applicable equivalent static wind load effects specified n Article 11 7 of Ref 1 and modified by the appropriate importance factors given in Table 11 1 of Ref 1 Table B 1 1 Table 11 1 of Ref 1 Table 11 1 Fatigue Importance Factors Jr Fatigue Catego Imp ortance Factor _ Galloping I Sign 1 0 Traffic Signal Lighting x Sign 0 70 0 85 0 90 uz M Traffic Signal 0 0 80 0 85 Lig a Us 55 0 75 x m 0 40 0 70 0 80 em Lig NEU 0 30 0 50 x E 5 Trafe S Signal NE NM 1 0 1 0 Traffic S Signal X x 0 80 0 85 E Sign x 0 70 0 80 Z Traffic Signal x 0 55 0 70 A Notes x Structure is not susceptible to this type of loading Overhead cantilevered and noncantilevered sign and traffic signal components are susceptible to vortex shedding prior to placement of the signs and traffic signal heads i e during construction The alternate method for wind pressures may be computed using the following formula 0 0473 1 3Vm CaCn Eq C 1 of Ref 1 0 00256 1 3V m C Ch psf Where Design wind pressure Pa psf Vy Fastest mile wind speed from map for th
42. Members Special members such as connections have been created n order to make the structural model complete These special members are simplified representations of complex assemblages so stress results and code checks are not performed Connection members are required to ensure structural continuity A high moment of inertia 15 assigned automatically to represent their relatively high stiffness compared to that of the adjacent members Other special members are the VAMs and the horizontal members which compose the walkways and lighting support units These are not considered structural elements only as attachment points and dead load sources Stress Analysis As part of the analysis procedure SABRE performs a complete stress analysis of the structural members of the structure This analysis 1s described as follows Allowable Member Stresses Allowable stresses are required in the computation of the Combined Stress Ratio CSR of each member The allowable stresses are a function of the member s usage tower element truss element etc stress condition tension or compression effective length and cross sectional properties The equations used are taken from Reference and are summarized in Tables 7 4 through 7 6 Member Unit Stresses The unit stress in a member s found by performing a complete stress analysis for each loading condition The loading resulting in the largest stress for that member is then used for all subsequen
43. Menu screen you will be transferred to the SABRE Graphic Utility screen The Output option in addition to plotting the joints and members provides several other tools First the deflected structural shape for the various loading conditions can be plotted thus revealing obvious problem areas Also any member having been analyzed as overstressed CSR 1 0 will be highlighted on the screen making quick identification possible The user may also review the analysis results of any particular member in the structure including dimensions deflections and CSR value The user has the ability to view the image from any arbitrary viewing angle zoom in on any part of the image and toggle the joint and member numbering on and off Post Processing Utility The POST PROCESSING module has four special features of SABRKEs base plates design splice plates design and base plate and other details fatigue check The Base Plate Design option is used to design the plate connecting the bottom of a SABRE tower to the concrete foundation The Splice Plate Deign option is used to design the plate connecting two abutting members of a beam chord The data required for base plate design and splice plate design options can be entered by hand or imported from an output file When imported the forces and moments yielding the most conservative design are used For base plate fatigue check option the required data should be imported from the fatigue file An analysis ca
44. OP VAM X COORDINATES feet real TOP VAM Y COORDINATES feet m real TOP VAM Z COORDINATES feet m real LENGTH SUPPORTING MEMBERS feet m real none integer ATTACHED SIGN UNITS none integer WALKWAY UNITS none integer FORMAT DESCRIPTION Enter the desired section number from Screen Definitions of Sections for the vertical attachment member VAM Only general sections are allowed angles WF s and Z s A vertical attachment member is a member which attaches a sign to the sign structure Enter the x coordinate of the top of the vertical attachment member The x coordinate of the VAM cannot coincide with the x coordinate of any joint as defined in Screen Definition of Joints Enter the y coordinate of the top of the vertical attachment member Enter the z coordinate of the top of the vertical attachment member Enter the length of the vertical attachment member Enter the member numbers from Screen Definition of Members which support each vertical attachment member Supporting members are generated by Mesh Enter the sign numbers from Screen Sign Data which are supported by each vertical attachment member Enter the walkway numbers from Screen Walkways which are supported by each vertical attachment member A 11 Dimensions Lower Left Coord et Coelf 11154 F m m m Ei
45. SAGES LEVEL Eco ERROR MASSAGE REMEDY Mesh Error Generating Joints and or Review all input data for Generation Members omissions or invalid data Joints and Members Must be Generate Joints and members Generated First before proceeding Number of Generated Joints Reduce the number of tower gt and or beam segments Number of Generated Member Reduce the number of tower gt and or beam segments Vidd stess Missing Input y eld stresses for all element types Element Number Missing prani chords and tower posts Input the number of segments for each beam and tower Segment Number Missing Span type beams must have an even number of segments to ensure symmetry about midspan Beam Segments Must Be an Even Number Tower Segments Exceed 16 Reduce the number of tower segments Reduce the number of beam 174 175 Beam Segments Exceed x segments 176 Beam Length Cannot Equal 0 Input valid lengths for all beams Connection Length Cannot Input valid lengths for all Equal 0 connections Either increase the elevation of the top of the tower or decrease the elevation of the bottom Tower Top Elevation Must Be Above Tower Bottom D 3 Mesh Generation TABLE D 3 ERROR MESSAGES LEVEL Ec ERROR MASSAGE REMEDY Top Chord Elevation Cannot Be Below Tower Bottom Top Chord Elevation Cannot Be Above Tower Top Beam Width Must Exceed 0 Tower Width Must Exceed 0 Beam Depth Must Exceed 0 I
46. Shapes Alternate 1 Rectangular Shapes Alternate 2 TABLE 2 7 1 GENERAL SECTIONS cont FIGURE GENERAL PARAMETERS PARAMETER UNITS DESCRIPTION ann Width of section outside to outside measured parallel to x x axis mm Width of section outside to outside measured parallel to y y axis q Thickness of section assumed to be constant throughout section in mm Cover plate with parallel to x x axis in mm Cover plate thickness To distinguish Alt 1 from Alt 2 the field for thickness of round tube 15 used to input cover plate thickness T 55 Ban Width of section outside to outside measured parallel to x x axis rin Width of section outside to outside measured parallel to y y axis inam Thickness of section assumed to be constant throughout section in mm Wing section width parallel to x x axis imum Wing section height from outside of main section to outside of wing section Not Used un in mm Un YN 2 un 2 ON Oo NO ON m 5 TABLE 2 7 2 GENERAL SECTIONS TYPE Wide Flange Shapes Z Shapes GENERAL PARAMETERS FIGURE GENERAL PARAMETERS 0000002 PARAMETER UNITS DESCRIPTION 52 Not Used S5 in mm Flange thickness Not Used 9 7 51 in Width of both legs assumed symmetric in mm Height of section Height of section section in mm i assumed constant T rry Stress concentration factor
47. TABLE C 7 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT PHASE OUTPUT TABLE TITLE LEVEL Moment and Stress Range due to Galloping Moment and Stress Range due to Natural Wind Gusts Moment and Stress Range due to Truck Gusts Appendix D Error and Warning Messages Data Entry TABLE D 1 Error Message LEVEL ERROR MASSAGE REMEDY No Library Loaded Type of Shape File Not Recognized Unable to Calculate Stress Factor Data Missing Decimal Point Required File Name Required Not a Valid Sign Bridge File Not a Valid Sign Bridge Output File Can t Find Directory Can t Find Any Shape Files in LIBRARY LST VAM No x Coincides with a Joint Load a shape file from the LIBRARY selection of the pull down menu All shape file must have either ROU DOD OCT SQU or WF in the file name Make sure that the diameter and thickness of the section being imported have positive values Input a decimal point in the current cell Input a valid file name Input either the name of a new data file or the name of an existing SIGN BRIDGE data file Input the name of an existing SIGN BRIDGE output file saved under the current directory Enter the path to an existing directory on a valid drive The file names of all shape files must be entered LIBRARY LST Mover the X coordinate of VAM x so that it does not coincide with the X coordinate of a joint TABLE D 2 ERROR MES
48. TEM UNIT FORMAT DESCRIPTION BEAM LENGTH feet m real For a cantilevered beam enter the length of the beam measured from the center of the supporting tower to the end ofthe beam For a span beam enter the length of the beam measured from the centers of both measured from the centers of both supporting towers BEAM ELEV feet m real Enter the elevation of the lowest chord of the beam BEAM DEPTH feet m real Enter the depth of the trussed beam 1 the distance between the highest chord s and the lowest chord s CONNECTION LENGTH feet m real Enter the length of the connection member which attaches the beam chord s to the tower post s This length should not exceed 2 5ft 76m for accurate results For a trussed tower with two posts this value may equal 0 For all other structures this value must exceed 0 TOP ELEV feet m real Enter the elevation of the top of the tower For a trussed tower with two posts both posts will be assumed to have the same top elevation BOT ELEV feet m real Enter the elevation of the bottom of the tower For a trussed tower with two posts both posts will be assumed to have the same bottom elevation TOWER WIDTH feet m real Enter the width of the trussed tower s 1 the distance between the from post and the rear post LAST BRACE feet m real Enter the vertical distance from the bottom of the beam to the point below where the tower bracing is to end FIRST BRACE feet m real Enter the ve
49. able 7 2 The five available configurations can be constructed with all or part of this structure For instance a single cantilevered beam SABRE configuration 1 can be formed from only one basic structure as seen Table 7 2 A single span type SABRE can be formed with two structures one right handed and one left handed as seen in the same table Some configurations 3 and 4 make use of just the beam portion of the basic 7 4 7 4 structure as a component Again the advantage of this method is that only the programming of the basic structure 15 required thus reducing development time and memory requirements for the program code SABRE Modeling Another important consideration in mesh generation 15 the creation of a structural model to represent the actual structure A real sign bridge consists of a number of three dimensional elements beams plates connections etc which together act as a unit In this program however all elements are assumed to behave as beam elements Of particular concern are the special connections which attach the beam chord to the tower post For cantilevered structures beams supported at only one end connection members are treated as rigid members with relatively high moments of inertia in order to provide structural continuity and to avoid stability problems U bolts hinges etc would create stability problems in a cantilevered beam during analysis and so are not allowed The connections are given a
50. accessed by clicking on the Input in the main menu It allows you to create new sign bridge data files or to edit existing files Once you have entered the details of a structure you can then save it for later use To open a data file On the File menu click Open In the Look in box click the drive that contains the file Below the look in box click folder that you want Double click the data file or type it in the File Name box Se Em To create a new data file On the File menu click New To save a new unnamed data file 1 On the File menu cl ck Save As 2 In the File name box type a name for the data file 3 Click Save To save an existing data file On the File menu click Save Input Screens The available input categories are System Structure Generation Structure Lookup Options Each category has its own submenu s which include related bridge input data screens Using the keyboard with input screens To move in a table Press To the next cell in the row ENTER or TAB or Right arrow To the previous cell in the row Left arrow Up one row in a table Up arrow Down one row in a table Down arrow To move in individual fields Press space bar To the next field ENTER or TAB or Right arrow or Down arrow To the previous field Left arrow or Up arrow To delete cut copy and paste data in a field To delete data select them Then on the Edit menu click Delete To cut data so you can move it to anot
51. amp II 5 Ed Cantilever 1 amp II Non ITEM UNIT FORMAT DESCRIPTION WIND VELOCITY mph m s real MEAN REGULAR INTERVAL years integer GUST FACTOR none real optional ICE LOADS psf KPa real ICE LOAD OPTIONS none integer considered on both sides of the signs TRUSS BRACING OPTIONS none integer members DEAD LOAD DETAIL none real FACTOR bolts etc WIND IMPORTANCE none real FACTOR YEARLY MEAN VELOCITY mps m s real FOR NATURAL WIND GUST VEHICLE SPEED FOR mps m s real TRUCK INDUCED GUST vehicle speed limit FATIGUE IMPORTANCE none FACTOR OPTIONS Cantilever I amp II IMPORTANCE FACTORS none real GALLOPING NATURAL WIND TRUCK INDUCED GUST A 16 Enter the value of the importance factors Importance factors are introduced into the specifications to adjust the level of structural reliability of cantilevered support structures Please see user manual Appendix B Table B 1 1 Table 11 1 of Ref 1 Additional Joint Loads DATA TYPE 10012 Ge S For Load Types 3 4 and 5 enter force range on their designated direction only Data Type 10012 Additional Joint Loads ITEM UNIT FORMAT DESCRIPTION JOINT NUMBER none integer Enter the joint number from Screen Definition of Joints where the load is to be applied LOAD TYPE none integer Type of added load 0 or blank Dead load 1 Wind load 2 Ic
52. and wind load calculations The methods used in calculating these loads are given in detail in Chapter 7 Maximum flexibility with respect to loadings 15 allowed with the various options described as follows 1 The dead load may be altered with a detail factor to account for connections stiffeners etc 2 Ice loads may be adjusted by overriding the standard 3 psf that AASHTO specifies with another value The load may be placed on either one or both sides of the sign 3 Wind loads may be adjusted by altering the wind velocity or gust factor Finally the program allows for completely general loadings via a manual entry Here the loads are input as Joint loads Sign Bridge Details The sign bridge details are composed of components such as signs vertical attachment members used to attach the sign to the structure and walkway units These can be placed at any location on the structure and the effects of their dead weights wind loads and ce loads are then included automatically during analysis Stress Analysis The stress analysis performed by the program follows the AASHTO Specifications Reference 1 The stress investigation itself involves the determination of stresses and their interaction 1 the Combined Stress Ratio for all members throughout structure A detailed description of the method can be found in Sect 7 2 5 2 8 Structural Analysis The method used n the analys s of the s gn support stru
53. are required These data define the joint locations element connectivity member properties and other structure information required for analysis It is important that the entry and editing of this data are made as easy as possible so that maximum time can be spent on the engineering aspect of the problem 3 2 DATA INPUT Data entry 1s accomplished with input screens Instead of being entered into a formatted text file data 1s entered into cells which appear on the screen Each screen has a number of input cells which can be edited individually Table 3 1 summarizes the program input screens and the card numbers used with each screen Also Appendix A contains copies of all SABRE input screens and Appendix B contains descriptions of each input cell 3 1 TABLE 3 1 LIST OF SIGN BRIDGE INPUT SCREENS DATA TYPE NUMBER USED WITH SCREEN TITLE SCREEN Project Data 01012 01022 General Program Options sign Bridge Configuration Element Definition Dimensions Cross Sections Bracing Yield Stresses Definition of Sections Definition of Joints Definition of Members Member Option Vertical Attachment Members Sign Data Gen Program Design Parameters Joint Load Data Walkways Connections Height Coefficients Hinges Base Plate Design Parameters Splice Plate Design Parameters Base Plate Fatigue Check Parameters 01032 21000 31000 32000 34000 35000 36000 37000 41000 33000 33000 38000 39000
54. can concentrate on the meaning of the data rather than whether it 15 entered into the proper location Also a number of utilities are provided to aid in the review and editing of the data such as on screen graphics and output file viewing The mesh generation capabilities cover thirty of the most common sign bridge configurations used in most of the states This frees the user from the task of calculating and typing each structure joint and member into data file That data can now be generated automatically Also the structure solved by the stiffness method can be code checked automatically 1 1 2 1 2 DESCRIPTION OF PROGRAM PURPOSE The primary purpose of the development of this program was to shorten and simplify the design analysis process for sign support structures To be used properly though the user must be aware of the capabilities and limitations of the program These are described in this chapter 2 2 SIGN BRIDGE COMPONENTS l sign bridge configuration 21 Tower types 3 Beam types 4 sign Bridge types 5 Member types 6 Section types Ta Sign types 8 Walkway types 9 Vertical attachment member VAM types These components are described more detail the remainder of this chapter Sign Bridge Configurations The configuration of a sign bridge defines the basic layout of the structure 1 the overall number of towers and spans Currently five configurations are available in the pro
55. cture s the stiffness matr x method with a three dimensional frame formulation This method subject to the assumptions listed n Table 2 10 yields joint displacements member end moments torques shears axial forces and reactions The limits of the number of members and Joints allowed in the analysis are given 1n Table 2 9 A detailed description of the method can be found in Reference 2 The results of the analysis printed in an ASCII text file form a complete report of the analyzed structure including input verification section properties joint loads deflections stresses etc The user 1s then free to review the results graphically import the reactions for design purposes and perform other postprocessing operations See Chapter 4 Output of Results for more information on this subject Limitations Currently the program does not consider the following special conditions Vibration effects prestrained members induced displacements elastic connections or supports thermal stresses or P A effects Of special concern 15 the effect of vibration on the structure According to the AASHTO code the member L r restrictions should prevent vibration failure and so only a static analysis 1s required To be complete however a rigorous dynamic analysis would be desirable Also of special concern 15 the effect of elastic connections As explained later this program assumes all member connections to be either completely fixed or pinned a
56. e Plate Design Parameters ENG SI UNIT Calculate Import Engish YIELD STRESSES BOLT SPLICE PLATE CHORD CHORD PARAMETERS DUTSIDE DIAMETER infmm WALL THICKNESS in mmi CROSS SECTION SHAPE 2 Round cross section 55 00 ksilMPal 36 00 ksi M Pa 55 00 ksiMPa JOINT FORCES DIR DIR 2 DIR JOINT HOMENTS AA AXIS Y Y AXIS 2 2 ARIS TI kiN ALLOWABLE WELD STRESS GROUP LOAD NO ksfMFa SPLICE PLATE SHAPE DES NO OF BOLTS JOINT NUMBER 1240 m COEFFICIENT ana Edition MhEdition Splice Plate Design Parameters 2 2 Round cross section ITEM UNIT FORMAT DESCRIPTION ENGLISH S I UNIT none integer Enter the English or SI unit used in this design BOLT YIELD STRESS ksi MPa real Enter the yield stress for the splice plate anchor bolts PLATE YIELD STRESS ksi MPa real Enter the yield stress for the splice plate CHORD YIELD STRESS ksi MPa real Enter the yield stress for the chord CHORD OUTSIDE DIAM in mm real Enter the outside diameter of the chord at the level of the chord at the desired joint CHORD WALL THICKNESS in mm real Enter the wall thickness of the chord at the desired joint CHORD SHAPE I D NO none integer Enter one of the following tubular shape numbers 2 round cross section 3 dodecagonal cross section 4 octagonal cross section 5 square
57. e design mean recurrence interval see Figures C 1 C 2 and C 3 Ref 1 km h mph 1 Appendix Output Tables TABLE C 1 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT PHASE OUTPUT TABLE TITLE LEVEL Input Verification Definition of Joints Definition of Sections Definition of Members Definition of Vertical Attachment Members Definition of Walkways and Conduits Definition of Signs Coefficients of Height Joint Load Data Dead Load Data Analysis General Dead Load Information General Data 2 1 General Member Data 2 2 General Member Data Wind Load Data General Wind Load Information Group II Wind Load Joint Loads for Combination 1 in the Z direction Group II Member End Actions for Wind Combination in the Z direction Group II Wind Load Joint Loads for Combination 2 in the Z direction Group II Member End Actions for Wind Combination Analysis 2 1n the Z direction TABLE C 2 LIST OF OUTPUT TABLES TABLE OUTPUT OUTPUT PHASE OUTPUT TABLE TITLE LEVEL Group II Wind Load Joint Loads for Combination 1 in the Z direction Group II Member End Actions for Wind Combination in the Z direction Group II Wind Load Joint Loads for Combination 2 in the Z direction Group II Member End Actions for Wind Combination 2 n the Z direction Group III Wind Load Joint Loads for Combination 1 in the Z direction Group III Member End Actions for Wind Combination in the Z direction
58. e different associated matrices When a point in three dimensional space 15 rotated about the Y axis only the X and Z coordinates are affected For example as can be seen in Figure 7 3 the point originally at 1 Y 0 and then rotated 1 radians about the Y axis would have the coordinates cos ly Y sin iy Similarly as seen in Figure 7 3 the point at 0 Y 1 which is rotated 1 about the Y axis would have the resulting coordinates sin 1 Y cos 1 This transformation can be represented by the multiplication of a vector and a 3 x 3 matrix Or PR P Eq 7 3 where P the vector coordinates of the original point R 3 3 rotation matrix the vector coordinates of the rotated point The matrix R can be found using the two previously mentioned points In matrix notation 1 Y 0 1y Y sin y and 10 Y 1 sin yj Y cos y KR T R y 7 6 Solving for the unknowns Rj R33 yields R33 COS y in 0 R31 in 9 1 0 050 0 sin so that R 0 l 0 7 4 sind 0 0 The coordinates of any point rotated about the Y axis can be found by equation 7 3 where R is given by equation 7 4 The rotation about the X axis 1s calculated in a similar fashion It can be seen in Figure 7 4 that the point originally at X 0 1 and then rotated 1 radians abou
59. e load 3 Galloping Y only 4 Natural wind gusts Z only 5 Truck gusts Y only For load types 3 4 and 5 enter force range on their designated direction only DESCRIPTION none alphanumeric Enter a description of the load e g ICE etc FORCES X kip KN real Enter concentrated force that is to be applied to the joint in the x direction FORCES Y kip KN real Enter concentrated force that is to be applied to the joint in the y direction FORCES Z kip KN real Enter concentrated force that is to be applied to the joint in the z direction MOMENTS X X k ft KN m real Enter the concentrated moment that is to be applied to the joint about the x x axis MOMENTS Y Y k ft KN m real Enter the concentrated moment that is to be applied to the joint about the y y axis MOMENTS Z Z KN m real Enter the concentrated moment that 1s to be applied to the joint about the z z axis Note Dead wind and ice loads will be generated by the program internally These are additional loads other than default A 17 1 Left feet m f i EN m EN m THEE Data 08012 Walkways ITEM WALKWAY NO X COORDINATE END LEFT X COORDINATE END RIGHT LOAD TYPE DL LOAD TYPE ICE LOAD TYPE LL UNIFORM LOAD Z COORDINATE WIND AREA Y COORDINATE UNIT none feet m feet m none none none klf KN m feet m ft ft m m
60. ear in a screen window giving him or her the opportunity to reconsider The final level of error checking occurs at the language level These are unprogrammed error checks which are embedded in the programming languages and end with typically unpredictable results An example of such an error 1s the calculation of the square root of a negative number If this condition has not been trapped in the previous levels then the result will depend on the present program level SABRE has been designed to avoid all errors at this level 5 A list of all SABRE error and warning messages is contained in Appendix D 6 DESCRIPTION OF SYSTEM 6 1 USING WIN SABRE WIN SABRE currently is available for use on microcomputers using the Microsoft Windows environment This manual describes the Windows version of WIN SABRE hereafter referred to as SABRE This version utilizes a Windows based pull down menu structure to access SABRE s input analysis output graphics post processing and printing utilities 62 BEFORE YOU BEGIN SABRE is designed to run on microcomputers that use the Microsoft Windows operating system While this manual provides step by step instruction in the use of SABRE it cannot address the specific operation of every personal computer PC Before you begin please ask yourself the following questions l Are you familiar with the PC or microcomputer you are using Are you familiar with Microsoft Windows 3s Do you have an understand
61. ears 2 moments and 1 torsion Tapered members are modeled as a combination of stepped prismatic members All steel all aluminum or steel post aluminum chord construction Window V3 2 based on 4 edition only 2 26 TABLE 2 11 SUMMARY OF SIGN BRIDGE FEATURES AND OPTIONS SYSTEM FEATURES pull down menus extensive on screen help at all levels automatic generation of joints and member on screen lookup table of AISC standard rolled sections on screen lookup table of user defined tubular sections user selected out levels default value overriding capability extensive output generation in tabular form on screen output file viewing indexed output tables in 8 gt x 11 format design tools multi level error checking and diagnostics in core analysis complete documentation SPECIFICATIONS Latest AASHTO Standard Specs for Structural Supports for Highway Signs Luminaires and Traffic Signals AASHTO load application AASHTO allow stress calculation AASHTO code checking STRUCTURAL MODEL 3 D space frame model degrees of freedom arbitrary boundary conditions arbitrary hinge placement general direct stiffness method w optimized memory 5 basic structural configurations tower and beam combinations prismatic or tapered members steel all aluminum or steel post aluminum chord construction Window V3 2 and up based on 4 edition only tubular frame members 2 2
62. enlarged structure can then be rotated zoomed again etc The structure can be returned to the unzoomed original scale at any time with the touch of a key 7 5 Viewing of Rotated Structure A useful feature of the program 15 the ability to view the plotted SABRE structure from an arbitrary viewpoint by rotating the structure about the system origin at the center of the screen The structure may be rotated about the vertical or horizontal screen axes using the four keyboard arrow keys left right up and down The left and right arrow keys rotate the structure about the vertical screen axis where a rotation to the right 1s defined as positive The up and down arrow keys rotate the structure about the horizontal screen axis where a rotation up 1s defined as positive The rotations about the two axes are defined by the angles 1 and 1 Each time an arrow key 1s pressed the corresponding angle 15 redefined by the current angle increment set by the user and the sign positive or negative each joint is mathematically rotated about the associated axis and the structure is replotted It 1s important to emphasize that the angles 1 and 1 are not cumulative values but rather incremental values measured from the previous position The mathematical rotation of each joint 1s performed using a matrix transformation whereby the coordinates of the new joint are products of the old joint coordinates and a rotation matrix The two rotation axes hav
63. ent Analysis Prentice Hall Inc New Jersey 1976 Building Code Requirements for Reinforced Concrete American Concrete Institute Detroit 1999 Blodgett W Design of Welded Structures Lincoln Arc Welding Foundation Cleveland 1968 ASD Manual of Steel Construction 9h Edition American Institute of Steel Construction Chicago 1980 NCHR Report 469 Fatigue Resistant Design of Cantilevered Signal Sign and Light Supports Transportation Research Board Washington D C 2002 Reference 1
64. entroid of the wind area Connections DATA TYPE 01052 data is generated by Mesh Data Type 01052 Connections ITEM CONNECTION JOINTS UNIT none CONNECTION JOINTS FORMAT integer A 19 DESCRIPTION Enter the number of each structure joint where a beam is connected to a tower Normally this information is created by the program when the joints and members are generated therefore the manual entry of the data is not required Height Coeff DATA TYPE 09112 HEIGHT lest or m COEFFICIENT Ch M Data 09112 Height Coeff ITEM UNIT FORMAT HEIGHT feet m integer COEFFICIENT Ch none real HEIGHT COEFFICIENT none A 20 3rd Edition Edition default DESCRIPTION Enter the height upper or lower limit for the corresponding wind coefficient The heights must be in ascending order from the bottom of the screen to the top of the screen Enter the height coefficient for the corresponding upper and lower heights 3 edition 48 58 edition default Data Type 40000 Hinges ITEM HINGES UNIT none m noc noc FORMAT integer A 21 E ee E p DESCRIPTION Enter 1 if a hinge moment release is desired about the structure y y axis at the corresponding beam end or the structure z z axis at the corresponding beam end Enter 0 or space if a hinge is not desired This data will be used to model bolts during mesh
65. enu It allows you to view and print output files and tables It also provides a directory of available tables for your convenience To open a result file Click the drive that contains the file Click the directory folder that you want Double click the file in the file list box or type it in the file name box Click OK To view whole result file Click the View Print File tab to view the whole file To find a string 1 Click Find String 2 In the Enter Search String box enter the text you want to search for 3 Click OK To find next string Click Find Next to search the next string To print the whole result file l Click the Print button 2 Chose a printout option oF Click OK To change printing options im Click Print Setup To change printers paper size or page orientation make the appropriate modifications 3 Click 6 amp To view the tables Click View Tables tab 2 Click on table you would like to view from l st on top 3 The selected table will be displayed on the bottom To print the tables l Click the Print Tables tab 2 Click on the tables you would like to print from the list on the bottom gt The selected tables will appear on the top list 4 Click Print Note To delete a table from the top list click on the table Output Graphics Utility By clicking on the word Graphic shown in the menu bar of the Main
66. erner 6 1 6 3 ACCESSOS the Ma Mo NU 6 2 6 4 MID sense ans des 6 3 6 5 DetailedUsace or Prosa esse 6 4 Chapter 7 Meth6d0l08Y u nee 7 1 74 ee ee tee ne 1 1 752 Calculation of Torsional Concentration Stress 00000 000 7 1 7 3 AS SISSE TO ET SEDIT 7 3 7 4 SIE ee MP ML NIMM MEI 7 5 7 5 EI E a 7 9 7 6 Base Plate De ee 7 13 7 1 Patou sen Be ee 7 17 1 8 Fatigue Design Examples for Highway Sign Details 8 7 18 APPENDIX A Input Screens 1 APPENDIX A2 Presentation and Calculation of Fatigue Combine Stress Ratio A2 APPENDIX B Major Changes for the 2009 AASHTO Specifications B 1 APPENDIX C inni M EI eR C 1 APPENDIX D Error and Warning D 1 References Tables Con eari ION S een 2 8 brer Bridee Tower Bis een len 2 0 sien Beam Types eon 2 10 DPM Ide Deal ee 2 11 Bridee WY DES area eben 2 12 Actual Structure Type Ws Model zn 2 13 Actual St
67. gram as summarized in Table 2 1 The beams in a structure can be placed at different elevations and can have different depths and widths The towers in a structure can have different top and bottom elevations but towers with two posts must all have the same width The joint and member numbering schemes are explained in Chapter 7 Methodology Tower Types Two types of towers are allowed single post towers or double posts The tower posts can be either prismatic or linearly tapered The double posts can be trussed or nontrussed A restriction of the program is that all towers within a structure must have the same number of posts Table 2 2 contains an illustration of the two tower types Beam Types Eight basic beam types are allowed as shown in Tables 2 3 1 and 2 3 2 The cantilever and span beams are similar except for their joint and member numbering schemes which are explained n Chapter 7 The beam chords can be either prismatic or linearly tapered A restriction 1s that all beams in a structure must have the same number of chords 2 2 3 Sign Bridge Types The four beam types and two tower types can be combined in six different ways These define the sign bridge type as summarized Table 2 4 1 The six types can be used in any of the five sign bridge configurations described previously but only one bridge type can be used in a configuration at any one time Member Types The program includes four different member types w
68. han are defined easily during input or calculated during analysis The calculation of however requires some effort The calculation of K 1s taken from Reference 4 where the stress due to torsion at the corner of a tubular member 15 given as _ Tor 1 s r r 4A Lost 7 2 r log r r 2 ES where to and t are as previously defined inner corner radius outer corner radius r distance to the point of interest for maximum stress S tube perimeter to the midline of the wall and A tube area to the midline of the wall These factors are illustrated Figure 7 1 By relating equations 7 1 and 7 2 it can be shown that 7 1 T ICE sr T r log r r 2A l When the sectional dimensions of a tubular member are imported into Screen 9 the parameters D t and are read directly from the shape file In order to calculate then it 15 necessary to first calculate r s and A by fr tt S 2 nh and A nR h where n number of sides to the section D outside to outside diameter R D t 2 t wall thickness 1 360 n and h Rsin Knowing these values K can be determined Examples several example problems have been performed for comparison with AASHTO Figure 1 3 1B 3 In Example 1 a square tube with an outside to outside diameter of 50 25 1276 4 mm a wall thickness of 25 6 4 mm and an inner
69. hecked against minimum and maximum AISC requirements Reference 8 If the dimensions are found to be not in accordance with AISC requirements then the dimensions are adjusted accordingly Plate Design Shape of the base plate depends on the number of anchor bolts required four bolts require a square plate 6 bolts require a hexagonal plate and eight bolts an octagonal plate Size of the plate is based on the diagonal separation distance of the bolts plus an additional five inches of clearance to the plate edge Thickness of the plate 15 governed by bending along the critical section shown in Figure 7 7 The effective width of the plate at that point along the critical section 1s given by English Units B 2dNX D 25 for square hexagonal octagonal where 2 5 inches X for Square plate 2 for Hexagonal tan 67 5 for Octagonal 7 16 and Dp t 25 bolt hole diameter B Dp 25 for round Metric Units b 2d4 X D 6 4 for square hexagonal octagonal where d 63 5 mm X for Square plate 2 for Hexagonal tan 67 5 for Octagonal and Dg 6 4 bolt hole diameter B B Dp 6 4 for round Plate thickness is found from t N 6S where 5 M F required section modulus Me P moment due to eccentricity e Be De 2 4 eccentricity and 66 Fy allowable bending stress of plate Eccentricity e
70. her field select the data Then on the Edit menu click Cut To copy data so you can paste a copy of it in another field select the data Then on the Edit menu click Copy To paste data you have cut or copied click the place where you want to put the data Then on the Edit menu click Paste To undo your last action on the Edit menu click Undo To delete cut copy and paste data in a row To delete a row of data double click the gray area on the leftmost side of the table to highlight the row Then on the Edit menu click Delete To cut a row of data so you can move it to another place double click the gray area on the leftmost side of the table to highlight the row Then on the Edit menu click Cut To copy a row of data so you can paste it 1n another place double click the gray area on the leftmost side of the table to highlight the row Then on the Edit menu click Copy To paste a row of data you have cut or copied double click the gray area on the leftmost side of the table to highlight the row where you want to put the data Then on the Edit menu click Paste To undo your last action on the Edit menu click Undo Going to the next or previous screen Clicking on the up arrow gt icon takes you back to the previous screen 6 5 Clicking on down arrow gt icon takes you down to the next screen Going to a specific screen On the Input Screen menu click any input screen title On the Go To menu cl ck an
71. hich define the function of the member within the structure The four member types classified as either primary or secondary members are listed Table 2 5 Section Types Each member must be assigned a cross section type which defines its physical properties In all eight section types are recognized four tubular shapes Table 2 6 and four general shapes Tables 2 7 1 and 2 7 2 The tubular shapes are used as primary and secondary structural members The general shapes are used only as vertical attachment members 5 Sign Types Presently only one sign type 15 considered rectangular signs with constant thickness Walkway Types Only one walkway type s considered rectangular walkways mounted parallel to the bridge beams VAM Types Only one vertical attachment member type 1s recognized prismatic general shapes see section types above A summary of the above components 16 presented Table 2 8 To aid understanding the components in that table are grouped into three groups I II and III These groups represent different levels of detail with increasing detail from level I to level III OVERVIEW The program consists of an integrated environment for the analysis and design of sign bridge support structures Included in the environment are a preprocessor module for data and file management an analysis module and a postprocessor module for screen graphics and output review The organization of these
72. ides more information on this subject Section Lookup Before analysis can occur the section properties for each member must be defined These properties are calculated from the member diameters wall thicknesses etc which can be entered manually by the user or imported from a shape file A shape file 15 a user created text file containing a table of dimensions for a particular structural shape An example would be a file containing dimensions of the various AISC wide flange shapes The user may call this file up onto the screen review the data within it and select a suitable section The data for that section then is copied into the current data cell See Chapter 6 for additional discussion On Screen Help The program provides extensive on screen help during operation This may be the form of a brief description of the data expected allowable values or other pertinent information Pressing Help displays a window on the screen with information Help 1s available at all times except during analysis 2 3 In addition to the special features just described WIN SABRE has other capabilities which make the program easier and faster to use These are outlined in the following sections 2 5 AUTOMATIC MESH GENERATION Because the calculation and entry of the structural Joints and members can be time consuming automatic generation of these data 1s provided When used the mesh generator can create all data required to define the jo
73. ing the top elevation of a tower 15 found to be lower than the bottom a physical impossibility then two actions will be taken First an error message will be printed a screen window notifying the user of the specific problem and second control will be passed to the input screen where the tower elevations are entered The improper data must be entered correctly before mesh generation can be reattempted An error of this type cannot be ignored or overridden The third level consists of normally fatal errors found during analysis These are errors undetected by the previous levels of checking but which result in unacceptable conditions An example of such an error 1s the definition of a wide flange shape as a main tower member Only tubular shapes are allowed for main members so this condition 1s checked and flagged Errors detected at this level will result 1n termination of the analysis process A fourth level of error checking warning messages 15 less restrictive than the others Warning messages notify the user of potential problems but also let the user ignore the implications For example a sign is connected to its support structure with one or more vertical attachment members VAMs If the user fails to define the VAMs properly for a sign then that sign will not be connected to the structure and as a result its dead load wind load etc will not be considered during analysis To alert the user to this condition a warning will app
74. ing of the concepts and use of terms such as menus help screens cursor mouse files etc 4 Have you read installed the SABRE software using the installation instructions you received with your system disks Have you filed your installation instructions with your other SABRE reference material If you cannot answer Yes to all of these questions please take the time to address them before continuing on in this manual If you are prepared to continue take a moment to look over the Table of Contents provided at the beginning of this manual You will find that the remainder of this document illustrates the detailed use of the four basic utility functions of SABRE in Section 1 4 The remainder of this section describes how to enter SABRE and how to access the Main Menu 6 I 6 3 ACCESSING THE MAIN MENU The SABRE MAIN MENU s the ma n access screen to each of the utilities provided within the SABRE system It s also the main return point when you have finished using one of the utilities If your PC s currently off simply turn it on and run Microsoft Windows After entering Windows SABRE can be run by double clicking the SABRE icon The SABRE Introduction screen will be displayed on your monitor in a few seconds University of Maryland Bridge Engineering Software and Technology Center SABRE Sign Bridge Analysis and Evaluation System indows Version 3 2 Copyright 1987 2004 BEST Ctr UM All rights reserved
75. ints and members of a sign bridge Currently the five different basic structural configurations can be generated with each configuration built of one of the six sign bridge types See Chapters 6 and 7 for additional information 2 0 ON SCREEN GRAPHICS An image of a sign bridge structure can be viewed Windows environment This provides a convenient means of checking the data used to define a particular structure The graphic 1mage consists of a wire frame representation of the structure and can be of the current structure being edited or a structure previously analyzed For a previously analyzed structure the deflected shape can be viewed for any load combination dead dead and wind etc and members found to be overstressed are highlighted Zooming and 1mage rotation capabilities are also provided 27 STRUCTURAL ANALYSIS CAPABILITIES SABRE can analyze support structures for a wide variety of configurations boundary conditions member types and loading conditions See Table 2 9 Definition of Program Limits for more information The analysis capabilities are further described below Configurations The five basic support configurations are allowed with the six beam tower types for a total of thirty possible types These thirty sign bridge types comprise the most common structures currently used in Maryland Coordinate System Each joint is defined by X Y and Z coordinates This coordinate system s right handed as shown in Fig
76. ized in Table 6 3 With that data MESH 1s able to generate the data listed Table 6 4 which defines the frame joints and members After generation of all mesh data the structural frame 15 completely defined and can be analyzed assuming that all other required data also has been entered Analysis Utility is accessed by clicking on the Analysis the main menu It allows you to execute the SABRE program using the data stored 1n any of your input data files To select an input data file 1 Click the Input File button 2 In the Look in box click the drive that contains the file 3 Below the look in box click the folder that you want 4 Double click the data file or type it in the File Name box NOTE The default output file will appear below the output file button after an input data file 1s selected To select a different output file click the Output File button then follow the same procedures To execute SABRE Clicking the OK button on the run utility screen will execute SABRE After the execution starts a separate window will appear on the screen with the program status shown Print Utility To change printers and printing options l On the Print menu click Print Setup 2 To change printers paper size or page orientation make the appropriate modifications 3 Click 6 7 To Print screen On the Print menu click Print Screen Print Utility 1s accessed by clicking on Print in the main m
77. mber Enter the designer s name Enter the name of the person who checked the input data Enter the project specification number General Program Options DATA TYPE 01032 ITEM OPTION DESCRIPTION OUTPUT LEVEL 2 Detail Level Output DESIGN CODE AASHTO TYPE OF UNIT n 0 English MATERIAL ID fg MODULUS OF ELASTICITY Default 206 850 30 000 ksi for steel Default 68 950 Mpa 10 000 ksi for aluminum ALUMINUM TYPE ID 1 6051 7651 Aluminum only 6061 WELDED W 4043 ALLOY FILLER WIRE Data Type 01032 Program Options ITEM UNIT FORMAT DESCRIPTION OUTPUT LEVEL none integer Enter 1 if the basic level of output is desired Enter 2 if the basic level of output plus additional detail is desired TYPE OF UNIT none integer Enter 0 for English Units Enter 1 for Metric Units MATERIAL ID none integer Enter 0 for Steel Enter 1 for Aluminum Enter 2 for Steel Posts and Aluminum Span MODULUS OF ELASTICITY none integer Default 206 850 Mpa 30 000 ks1 for steel Default 68 950 Mpa 10 000 ksi for aluminum ALUMINUM TYPE ID none integer Enter 1 for 6061 7651 Enter 2 for 6061 T6 Enter 3 for 6063 T6 Enter 4 for 6065 Enter 5 for 5086 H34 Enter 6 for 6061 T651 T6 welded Enter 7 for 6063 T6 welded Enter 8 for 6005 T6 welded Enter 9 for 5086 H34 welded 6061 T6 WELDED W 4043 none integer Enter 0 for no Enter 1 for yes ALLOY FILLER WIRE A 3 A 2 Structure Generation Input
78. n anchor bolt L is based upon bond stress and 15 given by 5 135zD SF where 135 045 allowable bond stress Ref 6 Ls 3000 psi 20 684 MPa assumed and bolt diameter SF 1 for group load 1 and 1 33 for others Weld Design The column plate connection s made with a continuous fillet weld which s designed for shear The force on the weld 15 found by uniformly distributing all reactions forces and moments to equivalent forces per unit length of weld and finding the resultant force Reference 7 The design force 1s the maximum force of f and b which can shown as I HT TU Ft fox h fu Tu y where V C shear force X direction Ls V C shear force Z direction f My 0 2 Jw torsional force f V C axial force fox M Sy bending force X X axis 5 MS bending force Z Z axis Ds fye Ac C capacity of shear force mz foc Se Sw capacity of moment Io 0 33 fy SF safety factor 0 5 fbc 0 66 fyc SF safety factor 0 5 C weld length column circumference De column outside diameter area of column Sc section modulus of column Jw polar moment of inertia per unit length and S section modulus per unit length The weld dimensions are found from Wi f 707 Fw leg length and 707 throat length where Fw allowable weld stress The calculated weld dimensions are c
79. n be performed when all other desired data is entered The results are displayed in a screen window and can then be sent to a printer or viewed graphically Fatigue detail check 15 an independent Excel template for several most popular details This Excel template contains macros to run the macros change the macro security level to a lower setting The security setting 1s under Options on the Tools menu 6 9 TABLE 6 1 1 LIST OF SABRE EXE MENU SELECTIONS MAIN SUB SUB SUB 5 PUBCHOICES sUBCHOICES SUBCHOICES een Input File Create a new input data file Open an existing input data file save an existing data file save a new unnamed data file Edit Undo Undo the action Copy Copy the selected data Cut Cut the selected data Paste Paste the selected data Delete Delete the selected data Input Screen system Project Data Entry of project identification data Structure Configuration Choice of basic structural configuration Generation Elements Entry of number of posts chords and segments Dimensions Entry of fame dimensions Cross Sections Entry of main member properties Bracing Entry of truss types and secondary member properties Yield Stresses Entry of material yield stresses Sections Entry of section properties VAMs Entry of vertical attachment member data Signs Entry of sign data Structure Lookup Joints Entry of joint data eee imen emer ______ 6 10 TABLE 6 1 2 LIST OF SABRE EXE MENU SELECTIONS
80. ng ki where f V A actual bolt shear stress P A actual bolt tensile stress k combined shear tension constant 0 30 F allowable bolt shear stress Fi 0 50 Fy allowable bolt tensile stress V EV y V 22 de y actual shear Vx shear in X direction shear n Z direction Vix Shear in X direction due to torsion Viz shear in Z direction due to torsion V actual bolt tension ignore term if in compression B B 2 or 50 of the maximum column allowable load moment about X axis moment about Z axis Vy axial force Ap bolt area bolt separation or opposite bolt distance 1 e column diameter 6 B number of bolts and bolt yield stress As can be seen the total shear force on a bolt V is found considering the shear forces in both the X and Z directions as well as the shear due to torsion The total tensile force on bolt P is found considering biaxial bending and as well as the axial force Vy These reactions are illustrated 1n Figure 7 7 7 14 A three inch separation distance s initially set from the outside column wall to the bolt center If this distance 1s subsequently found to be insufficient it 15 increased and the process 1s repeated until a satisfactory design 1s found or the assumed limits of the design are exceeded The embedment length of a
81. ng prefabricated tubular beam elements of constant length When a beam exceeds that length then two elements must be spliced together Given the proper data the module will calculate the shape and size of the splice plate number and dimensions of the connecting bolts and size of the tube to plate weld The data required for either a base or splice plate e g yield stresses forces and moments etc can be entered by hand or imported from an output file The data required for base plate fatigue check base plate moment range and column information should be imported from a fatigue file The results can be viewed on screen or be sent to a printer See Chapter 7 for more information on the program s post processing capabilities The fatigue detail check Excel 1s an independent calculation template for several most popular details Together the features and options described above provide a comprehensive system for sign bridge analysis Table 2 12 contains a summary of these features With the development of SABRE the capability now exists to design and analyze structures with a great many configurations types dimensions etc all a reasonable amount of time 2 7 TABLE 2 1 SIGN BRIDGE CONFIGURATIONS CONFIG 5 JOINT AND MEMBER NUMBER NUMBERING LEM B single Span with Cantilever Double Span 2 8 TABLE 2 2 SIGN BRIDGE TOWER TYPES BASIC JOINT BASIC MAIN MEMBER TYPE ID DES
82. nteger integer A 26 the forces and moments entered previously Refer to Table 1 2 6 in the AASHTO Standard Specs for Structural Supports for Highway Signs Luminaires and Traffic Signals Enter the shape number as defined above for the column shape Enter number of bolts desired by the user If nothing is input program will design the number of bolts Note Number of bolts should be an even number Note Minimum 6 bolts for cantilever structures Minimum 4 bolts for overhead bridge structures Select 34 Edition or 4 Edition Default Exit _Calculate Import ENG SI UNIT BASE MOMENT RANGE X X AXIS k ft or KN m Z Z AXIS k ft or KN m BASE PLATE PARAMETERS Base Plate Fatigue Check Print COLUMN PARAMETERS OUTSIDE DIAMETER nomm WALL THICKNESS CROSS SECTION SHAPE STIFFENER PARAMETERS SHAPE 2 Round cross section HEIGHT in or mm BOLT DIAMETER in or mm WIDTH or mm BOLT THREAD PITCH in or mm THICKNESS in or mm BOLT CIRCLE DIAMETER in or mm TOTAL NUMBER DISTANCE NUMBER OF BOLT Base Plate Fatigue Check ITEM ENGLISH SI UNIT BASE MOMENT RANGE X X AXIS BASE MOMENT RANGE Z Z AXIS COLUMN OUTSIDE DIAM COLUMN WALL THICKNESS COLUMN SHAPE ID NO BASE PLATE SHAPE BASE PLATE BOLT DIAM BASE PLATE BOLT THREAD PITCH BOLT CIRCLE DIAMETER DISTANCE NO OF BOLT STIFFENER HEIGHT STIFFENER W
83. nvalid Cross Section No Section Not Defined for Beam End Members Increase the elevation of the top beam chord or decrease the elevation of the tower bottom Increase the elevation of the top of the tower or decrease the elevation of the top beam chord Input a valid width for all box or trichords Input a valid width for all braced tower posts Input a valid depth for all box or trichords Input a cross section that 15 defined on Screen Definition of Sections Enter the desired section numbers for the members comprising the bracing at the ends of the beams Analys s TABLE D 5 ERROR MESSAGES LEVEL ERROR MASSAGE REMEDY Input Data Sequence at Card No X Total of x 1s Inconsistent with Joint Number x Total of x 1s Inconsistent with Section Number x Total of x 1s Inconsistent with Member Number x Total of x 1s Inconsistent with VAM Number x Total of x 1s Inconsistent with Walkway Number x Total of x 1s Inconsistent with sign Number x Maximum Number of Units Exceeded maximum 40 structure Type Error Improper Section for Tower Member x Orientation Error for Unit Number x D 5 Check sequence of card number given Check joint number given and Joint input sequence Check section number given and section input sequence Check member number given and member input sequence Check VAM number given and VAM input sequence Check walkway number given and walkway
84. of these is described in the following Data Entry The column parameters base forces and base moments can be entered by hand or imported from an output file When imported from an output file the results yielding the most conservative design are used This is governed by the following rules l 2 Column parameters are taken from the largest column in the structure Base Forces Base shears V and V are taken from the largest shear reactions found for all AASHTO load combinations V2 max Base axial force 15 taken from the smallest axial force found for all load combinations Base Moments Base biaxial moments and M are taken from the largest moment reactions of all AASHTO combinations M max Base torsion M s taken from the largest torsional reaction found for all load combinations Governing Load Combination The load combination resulting in the largest base reactions 1s used Anchor Bolt Calculation Design of the base plate anchor bolts 15 an iterative process which starts with minimum number of bolts four and proceeds through a series of calculations until either an acceptable design 1s found or a maximum number of bolts eight 1s exceeded Each time an unacceptable design 15 found the number of bolts 15 incremented by two and the process 15 repeated According to Reference 1 anchor bolts subject to combined shear and tension loads may be proportioned usi
85. operations unique to the program are explained in greater detail in the remainder of this chapter Section Properties The section properties for tubular shapes are given Table B 1 in the AASHTO Specifications Reference 1 The section properties for tapered members are calculated from the average of the dimensions at the two ends of the member 7 9 Dead Loads Dead loads are automatically generated within the program by applying the member weights to the corresponding joints This 1s shown as DL A L DF where DL weight of ith member l 490 pcf 7849 Kg m unit weight of steel A cross sectional area of ith member length of th member and DF detail factor connections etc Ice Loads An ice loading with a default value of 3 psf 143 64 Pa 1s applied to the surfaces of all structural supports and on the face of all sign panels An alternate 1ce load value may be input at the user s discretion The load may be applied to both sides of a sign or only to one side Wind Loads Wind loads in accordance with AASHTO requirements are generated automatically by calculating the wind pressure on the structure elements This can be shown as Wi A Li wind load due to i member where 0 00256 K GV P wind pressure on ith member A average area normal to axis of ith member Li length of ith member exposure factor of ith member Table 3 5 of Reference
86. or space frames the size of the stiffness matrix 1s an N Ng array where N total number of degrees of freedom Np semi band width 6 JK JJ 1 max 6 number of degrees of freedom per joint JK the joint number at the right member end JJ the joint number at the left member end 7 3 and 1 to the total number of members As indicated by the max notation Ng 1s defined by the largest difference between the end joint numbers for all members It 15 evident then that to minimize the amount of required memory the maximum difference between the joint numbers at either end of a member must be minimized for all members A disadvantage of this method 1s that many zero terms in the stiffness matrix are included within the bandwidth and consequently are stored and operated on unnecessarily SABRE however makes use of the skyline method a more efficient storage scheme where the zero terms outside of the skyline are not used The result is a method which is less sensitive to the joint numbering sequence and therefore requires less memory and processing time Detailed discussions of the band width and skyline methods can be found in References 2 and 5 respectively Despite the benefits n the use of the skyline method it s still desirable to number the joints n such a manner as to minimize the joint number differences As an example in Figure 7 2 the maximum difference in the joint numbers of the diagonal members 1
87. or the bracing members attached perpendicularly to the main members of the towers Enter the material yield stress for the bracing members attached diagonally to the main members of the towers Enter the material yield stress for the main primary members of the beams Enter the material yield stress for the bracing members attached perpendicularly to the main members of the beams Enter the material yield stress for the bracing members attached diagonally to the main members of the beams 4 T ow r o ID _ 5 mp _ 8 _ 8 _ 121 1 MI 15 156 iaf 181 20 ELLO LLL GE OUT D mch Data Type 04012 Definition of Sections ITEM STANDARD SECTION NO STANDARD SECTION DEPTH STANDARD SECTION WEIGHT TUBULAR SHAPE I D NO TUBULAR OUTSIDE DIAM TUBULAR WALL rw TORSIONAL STRESS GENERAL SECT I D NO GENERAL SECT WEIGHT 51 S2 53 54 55 PARAMFTERS UNIT none inch mm Ib ft none inch mm inch mm none none kip ft KN m inch mm FORMAT alphanumeric integer integer integer real real real integer real real A 10 Definition of Sections mm mm mm mm DESCRIPTION Enter W for a wide flange section or L for an angle This data is for information purposes only and its input is optional Enter the nominal
88. pe Enter number of bolts desired by the user If nothing 15 input program will design the number of bolts Note Number of bolts should be an even number Enter the number of the joint on the beam where the splice will be located A splice can be located only at a joint Select 3 Edition or 4 Edition Default Exit Calculate Import ENG SI UNIT 0 arm YIELD STRESSES COLUMN PARAMETERS BOLT 55 00 ksilMPa OUTSIDE DIAMETER BASE PLATE 36 00 ksiMPa WALL THICKNESS COLUMN 55 00 ksiMPa CROSS SECTION SHAPE BASE FORCES BASE MOMENTS X DIR AXIS Y DIR Y Y AXIS 2 DIR Z Z AXIS ALLOWABLE WELD STRESS 1240 ksiMPa BASEPLATESHAPE gt GROUP LOAD DES OF BOLTS Minimum bolts for cantilever structures COEFFICIENT Minimum 4 bolts for overhead bridge structures Edition Ath Editor Default Base Plate Design Parameters ITEM UNIT FORMAT DESCRIPTION ENGLISH S I UNIT none integer Enter the English or SI unit used in this design BOLT YIELD STRESS ksi MPa real Enter the yield stress for the base plate anchor bolts BASE PLATE YIELD STRESS _ ksi MPa real Enter the yield stress for the base plate COLUMN YIELD STRESS ksi MPa real Enter the yield stress for the column COLUMN OUTSIDE DIAM in mm real Enter the outside diameter of the column at
89. properties for the truss members attached perpendicularly to the main members Only tubular sections are allowed for perpendicular members DIAG SECTION none integer Enter the section number from Screen Definition of Sections which defines the cross section properties for the truss members attached diagonally to the main members Only tubular sections are allowed for diagonal members PATTERN TOWER none integer Tower bracing 1 Pratt truss 2 Pratt truss reversed 3 Warren truss 4 Warren truss reversed Note If there is no perpendicular member for any pattern leave perpendicular section blank A 8 DATA TYPE 33000 MEMBER TYPE MAIN MEMBERS PERPENDICULAR BRACING DIAGONAL BRACING Yield Stresses Steel only TOWERS 55 0 ksifMPa 55 0 ksifMPa 55 0 55 0 55 0 BEAMS ksi MPa ksi MPa ksi MPa Data Type 39000 Yield Stresses Steel only ITEM UNIT FORMAT TOWER YIELD STRESS ksi MEMBER Mpa TOWER YIELD STRESS PERP ksi BRACING Mpa TOWER YIELD STRESS DIAG ksi BRACING Mpa BEAM YIELD STRESS MAIN ksi MEMBER Mpa BEAM YIELD STRESS PERP ksi BRACING Mpa BEAM YIELD STRESS DIAG ksi BRACING Mpa real real real real real real A 9 DESCRIPTION Enter the material yield stress for the main primary members of the tower Enter the material yield stress f
90. rtical distance from the base of the tower to the point above where the tower bracing is to begin A 6 Cross Sections DATA TYPE 33000 Single Span LCT BL BC BH RCT 1 Eu 1 i 1 BRC 1 LCE RCE Column Bottom section CCB Center Column Bottom section no CCT Center Column Top section no CT Column Top section no Beam Center BL Beam Left section no BLC Beam Left Connection BH Beam Aight section BAC Beam Right Connection LEC Left Beam Center LBL Left Beam Left section no LELC Left Beam Left Connection LER Left Beam Aight section no Data Type 33000 Cross Sections ITEM UNIT FORMAT DESCRIPTION CROSS SECTION none integer Enter the section number from Screen Definition of Sections A 7 _Bracing Single Span FRONT PATTERN TOP PATTERN REAR PATTERN BOTTOM PATTERN PERP SECTION DIAG SECTION PATTERN fi fi l PATTERN PERP SECTION PERP SECTION DIAG SECTION DIAG SECTION Note If there is no perpendicular member leave Perp Section blank Data Type 38000 Bracing ITEM UNIT FORMAT DESCRIPTION FRONT PATTERN none integer Front truss face TOP PATTERN none integer Top truss face REAR PATTERN none integer Rear truss face BOTTOM PATTERN none integer Bottom truss face PERP SECTION none integer Enter the section number from Screen Definition of Sections which defines the cross section
91. ructure Type vs RE 2 14 Actual structure Type vS Model eria ale 2 15 Actual structure Type Vvs Model users 2 16 structure vs Model uie o bete et 2 17 Actual Structure Type vs Model tu Ru asus 2 18 Member Type and Category Within 2 19 Tubular Shapes sets een Baer ee 2 20 General SECTIONS nennen 2 2 SECON ee bunte a Mere hee 2 23 Summary Of Sien Bridge Components 2 24 D finition or Program Lisa 2 25 SIS ASS 2 26 Summary of Sign Bridge Features and Options sese 2 27 Summary of Sign Bridge Features and 0000000048 2 28 Definition of Member Types Tor Releases uie ale ak 2 20 Bridse Input Screens uoc ec Ha Ba 3 2 Detuution OF OUtp t Ley6els oes Soie ee 4 2 Histo SABRE EXE MenuSelectons us od tue 2 Union 6 10 List of SABRE EXE Menu Selections 220000000 55 5 0 00 6 11 Data Required for Mesh Gener li n ar ae ea 6 12 Data reated d rime Mesh Generation 6 13 Comparisons of Calculated and Table Values 7 22 CODSIFUCLDOPS c iss 7 23 AASHTO Group Load Combinations
92. s tubes WF etc and dimensions diameters depths thicknesses etc The entry of this data can be accomplished in one of two ways by the manual entry of the data or by the import of the data from a shape file A shape file 1s a user created formatted text file containing a list of dimensions for a particular type of structural shape As an example the user can create a shape file using any word processor which contains a list of the diameters wall thicknesses moments of inertia etc for round tubes That file then can be called up from screen Definition of Sections by pressing the Section Lookup key The data in that file will appear in a screen window which users can browse through at their convenience If the user desires to use the data for a particular section the user can highlight the data and click copy Then click the record selector to highlight the row where you want to put the data and click paste The relevant data from the selected section will be imported into the proper cells on the current line of Definition of Sections Currently two types of shape 6 6 files are recognized tubes and wide flange sections The tubes can be round square octagonal or dodecagonal The file formats are predefined and cannot be changed by the user Description of MESH MESH generates the joint and member data used in the analysis In order to generate the mesh certain data which defines the structure are required These data are summar
93. s and luminaries Some excel templates have been prepared for this paper Following 1s a description of each sheet a Built up box Description This consists of two small gussets fillet welded to the main member which are connected to a main gusset plate Another gusset plate with mast arm connected to it 1s bolted with the main gusset The connections and diagrams are described as Details 5 17 and 19 in NCHRP report 469 pg 11 15 Table 11 2 Diagram is given on pg 11 21 For above calculations NCHRP report 469 pg B14 1s used as reference Maximum Permissible Stress The maximum permissible CAFL Constant Amplitude Fatigue Limit for the welded connection as per Detail 19 1s corresponding to category and Detail 17 to category Hence the stress induced should be less than 1 2 ks and 2 6 ks for steel connection categories and E respectively For bolted connections as per Detail 5 the category is D and the CAFL 15 7 ksi b Fillet welded tube to tube pass through connection Description This connection consists of two tubes A stub passes through the column and it 1s welded along the perimeter on both sides of the column The connections and diagrams are described as Details 18 and 19 pass through amp no pass through fillet welded tube to tube connections respectively in NCHRP report 469 pg 11 15 Table 11 2 The diagram 15 given on pg 11 21 Example 9 For above calculations NCHRP report 46
94. signed for galloping induced cyclic loads by applying an equivalent static shear pressure vertically to the surface area as viewed in normal elevation of all sign panels The magnitude of this vertical shear pressure range shall be equal to the following P 1000 I P Metric Units 21 1 psf English Units where Ir 15 the importance factor applied to limit state wind load effects to adjust for the desired level of structural reliability Natural Wind Gust Cantilevered overhead sign structures shall be designed to resist an equivalent static natural wind gust pressure range of 250C I P Metric Units 5 2C I psf English Units Where Ca 1s the wind drag coefficient specified Table 3 6 AASHTO Specifications The design natural wind gust pressure range 15 based on a yearly mean speed of 5 m s 11 2 mph For locations with more detailed wind records particularly sites with higher wind speeds the natural wind gust may be modified Truck Induced Gust Overhead sign structures shall be designed to resist an equivalent static truck gust pressure range of 900C I P Metric Units 18 8C 1 psf English Units The equivalent static truck pressure range may be reduced for locations where vehicle speeds are less than 30 m s 65 mph 7 8 Fatigue Design Examples for Highway Sign Details This section deals with the fatigue design of connections used for highway sign structure
95. special designation during generation to mark them as connection members For span type structures beams supported at both ends connection members are treated as regular beam members u bolts hinges etc may be defined at the user s discretion Tables 2 4 2 through 2 4 7 illustrate each of the six SABRE types and the associated models SCREEN GRAPHICS SABRE includes an extensive library of special graphics functions which allow for easy data review Several of these functions are discussed 1n this section Scaling When initially displayed the SABRE image 15 plotted at a scale that ensures it fits within the screen limits Scaling 1s accomplished by requiring that the ratio of the span length to tower height of the image 1s the same as that of the actual structure This s done automatically within the program The origin of the screen coordinate system 15 set at the center of the computer screen and the structure 15 plotted so that 1 1s centered about the origin If the structure s then rotated it will appear to rotate about a point at the screen center Zooming Any arbitrary part of the structure may be magnified for closer inspection by creating a zoom window A zoom window is created by defining the opposite corners of a rectangular area on the screen After these corners are defined the portion of the structure enclosed by the zoom window is rescaled in proportion to the window dimensions so that it fills the entire screen The
96. ss categories as defined in Table A 2 1 and demonstrated Figure 2 1 or enter their own stress categories on input screen for Definition of Members Data Type 05012 Input has to be after MESH command Otherwise input will be emptied Stress categories as defined in Table A 2 2 are allowed and their corresponding constant amplitude fatigue limits are utilized by the program Calculation of fatigue combined stress ratio FCSR is shown below fat f bx fpy l Close section 2 round 5 square sections ST Fats bxtS by 2 Open section 7 angle 8 ST sections Where Fs Allowable stress range based on tables above Table A 2 1 Predefined detail locations with their respective stress categories Examples plate connections 16 Fillet welded tube to transverse connection plate connections me uem connection site connections Truss to post or truss to 19 Fillet welded T Y and K tube 10 11 chord connection to tube angle to tube or plate to tube connections Table A 2 2 Constant amplitude fatigue limits Steel 7 8 12 10 D 7 45 26 Stress category E Truss to post or truss to chord connection VW Stress category E Post to chord AV connections both span and Cantilever types Stress category E Post End Figure A 2 1 Predefined detail locations with their respective stress categories A2 2 Appendix B
97. ss pattern e g Pratt Warren etc or each beam and 5 tower and shape and dimensions of the bracing members The material yield stress for each type of beam tower and bracing Yield Stresses element The type of member end conditions desired at the beam to tower connections 1 e fixed hinged etc 6 12 TABLE 6 3 DATA CREATED DURING MESH GENERATION SCREEN Joint numbers coordinates boundary conditions and beam chord Joint Data connection numbers Member numbers section numbers joint numbers principle axis unit ember Data number unit type material yield stress and member type 6 13 7 METHODOLOGY 7 1 GENERAL The methodologies of topics specifically related to the SABRE program are discussed in this Chapter 7 43 CALCULATION OF TORSIONAL CONCENTRATION STRESS FACTOR As described in Chapter 6 the program can calculate the torsional stress concentration factor for tubular members For nonround tubular members the shear stress due to torsion 1s constant about the periphery of the section with higher concentrations at the corners Torsional shear stress can be expressed as M IK LER t 0 t Eq 7 1 where K stress concentration factor To average tors onal stress torsional moment about the local X X axis C shape coefficient for the particular tube R tube radius to the midline of the wall and t wall thickness All of these parameters other t
98. t computations The specific formulas used in the stress computations for the various shapes are given Table Reference 1 Interaction Relationships The combined effects of moment shear and axial stresses are considered with the CSR interaction equations These are given in Reference 1 and are summarized in Tables 7 5 1 and 7 5 2 The AASHTO specifications require that all members be designed so that their individual CSRs are less than or equal to one This requirement restricts the member stress to less than that of the material yield stress divided by some safety factor BASE PLATE DESIGN The program can calculate the quantities and dimensions of certain details pertaining to column base plates when given the following data l 2 3 4 5 Yield stresses bolts base plate and welds Column parameters outside diameter wall thickness and shape round square etc Base forces X Y and Z directions Base moments about the X X Y Y and Z Z axes AASHTO governing load combination DL DL W etc Given this data the program calculates the following l 2 3 Anchor bolts quantity diameter area separation and embedment length Weld throat and leg lengths Base plate shape diameter and thickness It is important to note that the design is based on finding a minimally sized plate and that it is up to the design engineer to verify the suitability of the results The methodology for each
99. t the X axis would have the resulting coordinates X sin 1x cos 1x Also as seen in Figure 7 4 the point at X 1 0 would have the rotated coordinates X cos 1x sin 1x Using these two points X 0 1 Rx X sin 1x cos 1x and X 1 0 Rx X cos 1x Sin 1x and solving yields 1 0 0 0 cos sin Eq 7 5 1 cos The two matrices R and R are used to update the cumulative rotation matrix R The cumulative rotation matrix represents the effects of all previous rotation operations In the initial unrotated state the R matrix is defined by a 3 3 identity matrix When arrow key is pressed R 1s multiplied by either Ry or R depending on the key pressed This 1s represented by R T where Rj Ro Rn equal either or and n equals the total number of rotations to date The original coordinates of all joints are multiplied by R and replotted each time R 1s updated When the structure 1s returned to the unrotated home position the R matrix 15 reinitialized to an identity matrix 7 7 Example Say that the point 1 1 1 1 is to be rotated 7 2 radians about the Y axis If the point 15 initially in the unrotated position then the cumulative R matrix before the rotation 1s given by oO Oo Rotation about the Y axis requires multiplication by Ry where cosz 2 0 s nz 2 0 0 I 0 1 0 50 1 0 sinz 2 0 cosz 2
100. the level of the base plate COLUMN WALL THICKNESS in mm real Enter the wall thickness of the column at the level of the base plate COLUMN SHAPE I D NO none integer Enter one of the following tubular shape numbers 2 round cross section 3 dodecagonal cross section 4 octagonal cross section 5 square cross section BASE FORCE kips KN real Enter the shear reaction force at the column base The X DIRECTION x direction refers to the structure global axis BASE FORCE kips KN real Enter the axial force at the column base The y Y DIRECTION direction refers to the structure global axis BASE FORCE kips KN real Enter the shear force at the column base 7 Z DIRECTION direction refers to the structure global axis BASE MOMENT KN m real Enter the moment about the x x axis at the column X X AXIS base The x x refers to the structure global axis BASE MOMENT k ft KN m Enter the moment about the y y axis at the column Y Y AXIS base The y y refers to the structure global axis BASE MOMENT k ft KN m real Enter the moment about the z z axis at the column base Z Z AXIS The z z refers to the structure global axis ALLOWABLE WELD STRESS kis MPa real Enter the allowable stress for the weld connecting the column to the base plate GROUP LOAD NO none integer Enter the applicable group load number associated with A 25 BASE PLATE SHAPE DESIRED NO OF BOLTS COEFFICIENT none none none i
101. the z z axis Definition of Members Excel Work Sheet Note If user specifies his own members please 1 Use one prismatic or tapered section within one unit 2 Maximum unit number is 40 User may define multiple units within one unit type 3 Only 4 unit types are allowed 1 chord interior truss 2 exterior truss main chord members 3 tower main vertical members 4 tower truss 4 If member types are blank fixed end members are assumed Data Type 05012 Definition of Members ITEM UNIT FORMAT SECTION FROM none integer SECTION TO none integer JOINTS FROM none integer JOINTS TO none integer ANGLE degree real A 14 DESCRIPTION If this cell is for a primary member part of a unit and the member is the first member in that unit exists at the J end of the unit then enter the section number from Screen Definition of Sections for the J end of the unit If this cell is for a secondary member not part of a unit then simply enter the section number for the J end of the member If this cell is for a primary member part ofa unit and the member is the last member in that unit exists at the K end of the unit then enter the section number from Screen Definition of Sections for the K end of the unit All intermediate cells between the cell defining the unit J end and the unit K end must be left blank
102. ure 2 1 and 1s termed the structural or global coordinate system Boundary Conditions Boundary conditions consist of two distinct quantities reactions and member releases Reactions are those joints for which no movement 15 allowed These may be specified such that no movement occurs for X Y or Z translations and or X X Y Y or Z Z rotations Member releases occur in members which are not continuous with respect to one or more components of shear moment axial load or torque An example would be a member which contains a hinge The hinge 15 a moment release at either end of the member It s necessitated by var ous construction details such as u bolts where no moment can be transmitted from a horizontal member to the vertical tower members Table 2 13 gives the Definition of Member Types for Releases Prismatic or Tapered Members Structural members can be either prismatic or tapered To accommodate tapering members can be grouped into a unit which can be assigned different cross sections at the two ends For example the members comprising a tapered tower can be grouped into a tower unit and the cross section properties defined at only the top and bottom of the tower The dimensions and section properties of each member of that unit are then interpolated by the program Loadings The program allows for both automatic load generation and for manual load input The automatic load generation follows the AASHTO code for all dead ce
103. y input screen data type number Input Graphic Plots the joint location and member connectivity for the current data file as inputted by the user or created by the MESH generator Automatic Joint and Member Renumbering The user may insert or delete an entire row of data defined as a record The insertion or deletion of a record may however affect data on another screen For instance the left and right ends of a member on Definition of Members represent joints defined on Definition of Joints If a record is deleted on the Joints screen then all joints listed following that record will be shifted down the joint list For example if joint number 6 15 deleted from the joint list then joint number 7 will become 6 8 will become 7 and so on All members connected to joints numbered greater than 6 will automatically be renumbered on the Member screen thus saving the user the tedious task of renumbering by hand Any member however that previously had been connected directly to joint 6 will become undefined The user 15 responsible for redefining any such member It 15 important to note that even when data has been created by the mesh generator the user then can edit that data as 1f 1t had been entered by hand This provides a considerable degree of flexibility Shape Files The input of the member properties for each element of a SABRE 15 accomplished Definition of Sections The data required on that screen consist of section type

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