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design, analysis and rating of straight girder bridge systems

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1. dus 3 2 WINSDASH Man Menu S Che Cl e 3 3 RUN TY M 5 1 Input Data UM Ea buco aub 5 2 Graphics WGN SCLC Diu Dub pet ede 6 1 Pile Sube IIo ot tut edu NEM EM E 6 1 Open File Window dd Open E 6 2 Moment Diasranis S UCT 6 5 Total Maximum Moment Diagram Screen 6 5 Shear Dragtar SUDITIe BU oa ga ae Eg por neat v epos 6 6 Total Maximum shear epi 6 6 Detlecti n Diagrams SUDMOCNU dte sete uere ud 6 7 Total Dead Load Deflection Diagram 5 6 7 Camber Dide eee 6 8 Total Dead Load ae nae em NOT 6 8 Rance Stress SU DMC MT n 6 9 Top Flange stress Range Pe IEEE LESE EIOS 6 9 Top Flanges mes UD DE 6 10 Top Flange Maximum Total Positive and Allowable Stress Screen 6 10 bottom Flange Stress SUDITI
2. om auc aate d 4 4 hA EB IS RM TRUE 4 1 File Menu Toolbar Tips DASH input data file or DASH XML file 4 2 Data Input Pages cuu putas Navigate to a Data Input Page dh SY SUOMI a 4 5 m2 A PIOISCE I 4 5 2 2JBGeneral Prostany Spa e ache 4 6 d DEOS aoo 4 8 OUCH al DOE S oor 4 9 4 2 2B Span Length For non PC 4 11 42 2C Span Length For PC Bridge only 4 12 4 2 2D Ene OC AM ONS 4 13 422E 4 14 422P Boundary 4 15 22197 4 16 4 2 3 1 Steel 4 16 4 2 3 1 Wide Hance Plate Gander 4 16 4 2 3 1 B Definition of 4 18 42 2 IROIDntOrced wise tuli angen oe 4 2 9 2 AGRCSOCHODuc 4 22 452 22 Reinforcement Details iuo adeo xem 4 25 4 2 3 2C Definition of Members eoo et rre euet edd 4 26 4 2 33 Prestressed CONi lE i c c
3. Emm 5 hd p E p gt e v 2 gt 2 Z y X 2 lt 45 gt Z Un 1 93 LIVE LOAD STRESSES FOR N 80 L1 93A LIVE LOAD STRESS RANGE FOR N 8 0 ksi 1 1 9 4 DL LL I STRESS SUMMARY FOR COMPOSITE 0 1 CONSTRUCT SIRESSES AT SECTION CHANGE POINTS continuea im oO MERLIN DASH from the BEST CENTER Table 7 2 Definition of Output Tables for Composite Construction continued INDEX OUTPUT TITLE LEVEL NO PHASE 0 1 213 CODE CHECK ALLOW SHEAR STRESS FOR UNSTIFFENED WEB ELEMENT DEPTH THICKNESS RATIOS 1121 7 TRANSVERSE STIFFENER REQUIREMENT AND 0 1 SPACING 1 1 21 9 SECTION PROPERTIES CHECK OF TRANSVER 1 SIIFFENERS FATIGUE STRESS RANGE WITHLOADING 1 1 21 18A FATIGUE STRESS RANGE FOR TRUCK 121 188 12119 SHEAR CONNECTOR FATIGUE CRITERIA 112119 T 1 21 19A SHEAR CONNECTOR ULTIMATE STRENGTH CRITERIA I 1 21 20 RE BAR FATIGUE CHECK IN THE NEG MOMENT REGION p 21 21 UPLIFT CHECK 1 1 1 21 22 A E STRESSES F IN THE BOTTOM l E 21 21 23 MAX HORIZ FORCE IN THE DIAPH amp CROSS 1 FRAMES continuea Ol ol o 7 9 MERLIN DASH from the BEST CENTER Table 7 2 Definition of Output Tables for
4. eS a e ee Pour 1 0 2 2 day 2 days later 3 4 day 4 days later after Pour 1 A 9 STAGING ANALYSIS Based 209 Creep Coefficient The general form of the creep equation 1s pU E TT C d t where y and d are constants and C is the ultimate creep coefficient C p where C 2 35 and humidity respectively and CF are correction factors for loading age and strength f e The general form of the strength equation 15 a4 ft where a and D are constants depending on the concrete type Modulus of Elasticity Eer E 1000 330 f E C S where is the effective modulus and is used to compute the modulus ratio between concrete and steel A 10 APPENDIX A2 USER SPECIFIED TRUCK FILE INPUT SHEET As specified in Section 2 2 Methodology user are allowed to specify their own trucks in a predefined truck file called either TRUCK26 DAT or TRUCK26M DAT When delivered the software package includes the TRUCK26 DAT and TRUCK26M DAT files with a few AASHTO rating trucks Users are allowed to alter the existing truck records or to add their own State trucks by following the attached truck file input sheet The users must take care that the truc
5. 7 3 A Typical View Table ou sesenta cour Fete eu teat 7 4 ZA Ay pica Prnt Table eun to M Au INIM Ui M UM 7 5 vii APPENDIX A Table A 2 Structural Dd atqut eas toad A 2 Table AX L5 Detimition of Member Types deae esu enm A 3 Table AT Allowable Live Load Typis e n a enge ee mun 4 Table A 1 5 Formulation of the Impact Factor seeeeeeeeseeeeeeeeeen nnne A 5 Table A 1 6 Definition of Distribution Factor A 6 Al EXAMPLES FOR ROLLED BEAM DESIGN AND STAGING A2 USER SPECIFIED TRUCK FILE INPUT SHEET A3 MORE INSIGHT ABOUT MERLIN DASH A4 WIN DASH SPLICE DESIGN IN LRFD A5 INPUT PROCESSOR OPTION SCREEN ORGANIZER APPENDIX B B1 LFD THEORY FOR PRESTRESSED CONCRE B2 LRFD THEORY FOR PRESTRESSED CONCRE B3 THEORY FOR STEEL BRIDGES APPENDIX C PIER CONTINUITY PC GIRDER LRED DESIGN viii 100 INTRODUCTION 1 1 Abstract MERLIN DASH Design Analysis and Rating of StraigHt Girder Bridge Systems was developed for use by bridge design engineers who function in a software production environment order to provide a program which would be applicable nationally the BEST Center developed MERLIN DASH to offer the widest range of features and options possible MERL
6. 6 7 O24 Camber Diara oars 6 8 0 2 5 Ransel siess esos 6 9 0 2 0 SeS 6 10 6 2 6 1 Top Flange Stress Diagrams 4 esent eerta ee oa eines 6 10 6 2 6 2 Bottom Flange Stress Diagrams 6 11 6 3 Graphic Plots for Prestressed Concrete 6 12 065 Moment Diaris sssaaa earache nana E 6 15 09 7 Shear 6 16 65 5 Displacement 6 17 Bottom Stress dE 6 18 O35 Siress Digerati 6 19 60 2 0 Slab Top Stress Dia eras R 6 20 cdi BN OI MD EE 1 1 74 Open Pile uit tedio Mai tui t tea 7 2 Js 7 2 T teta te 7 4 eer E E eee t 7 5 v r r 7 5 7 6 Output Dehniuons and ho atari apt 7 6 LOL Index or Output T voies va a ovem ete 7 6 custo 1 1 TO iDenirition OL OUEDUE Potete DAT 7 12 REFERENCES 4 21 4 22 4
7. 6 10 8 2 2 2 in which slenderness ratio for the compression flange b 6 10 8 2 2 3 2t y pf limiting slenderness ratio for a compact flange E 0 38 6 10 8 2 2 4 yc limiting slenderness ratio for a noncompact flange E 0 56 6 10 8 2 2 5 where compression flange stress at the onset of nominal yielding within the cross section including residual stress effects but not including compression flange lateral bending taken as the smaller of 0 7F and Fyw but not less than 0 5F R web load shedding factor determined as specified in Article 6 10 1 10 2 hybrid factor determined as specified in Article 6 10 1 10 1 L limiting unbraced length to achieve the nominal flexural resistance of R R F under uniform bending in E 1 07 6 10 8 2 3 4 F yc L limiting unbraced length to achieve the onset of nominal yielding in either flange under uniform bending with consideration of compression flange residual stress effects in E TOrLI 6 10 8 2 3 5 yr Ly unbraced length in TABLE 1 2 22 9 SUMMARY OF STRENGTH CATEGORY OF CROSS SECTION B3 2 TABLE 1 2 22 102CONSTRUCTABILITY CHECK Eq 6 10 6 2 3 1 1s on the last page of this file Siu TIO RT 6 10 3 2 1 1 1 o lt 6 10 3 2 1 2 and Fig O m 6 10 3 2 1 3 where resistance factor for flexure specified Article 6 5 4 2 Fou flange stress calculated without con
8. For example if the cells area is selected as below and the first row in Data Page is selected the last two columns will be left as is after pasting 4 72 Nominal Depth X Weight Excel Work Sheet Nominal Top Top Bottom Bottom Depth Thick Depth X Weight inch nch Width Thick Width Thick Inch Lb Ft Inch Inch Inch Inch Copy Data From Data Input Page Click any cell in a row to select a row in Data Page or click any cell while holding SHIFT key to select multiple rows press Ctrl C to copy selected data into Clipboard Then use Paste function Ctrl V to copy it to most Windows applications including Excel and Word The following two captures shows a selection in Data Page and that in Excel after pasting Excel Work Sheet Nominal Depth X Weight Inch Lb Ft Top Top Bottom Bottom Width Thick Width Thick Inch Inch Inch Inch Depth Thick Inch Inch PG vl si 2 0 160 20 PS 1 0 180 2 0 eJ pc 7 4 73 4 74 4 3 Graphic Pages Graphic pages are used to show different aspect of a bridge model such as Plan View Bridge Sections Girder Girder Profile and Loads PC Tendon Configurations and Trucks When data 15 entered or modified in some Data Input Pages graphic pages will be automatically refreshed Graphic Pages are shown on the right of the window To view a gr
9. Table 4 30 Design Plate Size Range Input Description DATA REQ BUDE INPUT ITEM DESCRIPTION UNITS MODE 12062 The following plate sizes are allowed to be within the ranges of the max and min Web Plate Depth Max Used as the depth at pier for nonprismatic design Web Plate Depth Min Used as the depth at mid span for nonprismatic design Web Plate Thickness Max Web Plate Thickness Min Top Flange Width Max Top Flange Width Min Top Flange Thickness Max Top Flange Thickness Min Bottom Flange Width Max Bottom Flange Width Min 4 55 4 2 7 Material and Fabrication Cost Data Type 12072 ASTM Yield Base a Unit Unit Designation Strength Price Price dnt Price 709 Ks S Lb Lb 6 Lb Table 4 31 Material and Fabrication Cost Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 12072 Material Data ID Maximum number of materials allowed Material Data ASTM Designation Yield Strength Weathering NONE Designation always will be A 709 with yield strength 36 50 70 100 no weathering or weathering Default is 36 ksi yield strength for design Material Cost Base Price Override base price used in the cost function Material Cost Extras Adjustment Override extras adjustment used in the cost function Material Cost Override base price and extras Fabrication Cost Adjustment Override fabrication cost us
10. 2 gt 210 dp 7 LY gg Ls JH S L L flor m TABLE A 1 3 DEFIN OF MEMBER TYPES DATA TYPE 05012 COLUMNS 30 32 FIGURE laa Y d d in P 5 1 fi or m TABLE A 1 4 ALLOWABLE LIVE LOAD TYPES INPUT DESIGNATION 06012 A AASHTO LIVE H 10 H 15 As given by the 1983 AASHTO Standard Specifications LOADING H 20 HS 15 for Highway Bridges HS loading can be specified by HS 20 5 user up to HS 99 06022 STATE 2D 3D VEHICULAR LANDING Maryland Standard DUMP TRUCKS D 06022 M STATE m 3 382 VEHICULAR 3 LOADING Maryland MAXIMUM ALLOWABLE TRUCK M 07022 C SPECIAL VEHICLE AS DEFINED BY USER May have up to 20 axles TABLE A 1 5 FORMULATION OF THE IMPACT FACTOR EQUATION EQUATION COEFFICIENTS COMMENTS NUMBER DEFINITION I IMPACT FACTOR L LOADED LENGTH FT If no values are given the AASHTO equation 15 CL C3 automatically assumed 1 50 1 125 I L 0 30 A 5 TABLE A 1 6 DEFIN OF DISTRIBUTION FACTOR OPTIONS DATA 08012 APPLICATION The special distribution factor defined 16 applied to the indicated loading type of calculations for all moments shears and deflections The special distribution factor defined 15 applied only to the loading types used for calculating moment The special distribution factor defined 16 applied only to the loading types used for cal
11. LRFD 5 8 2 9 Shear Stress on Concrete v db d Figure C5 8 2 9 1 Illustration of the Terms b and d B2 4 LRFD Eq 5 8 2 4 1 LRFD Eq 5 8 2 5 1 LRFD Eq 5 8 2 7 1 LRFD Eq 5 8 2 7 2 LRFD Eq 5 8 2 9 1 The LRFD Specifications Article 5 8 3 introduces the sectional design model Subsections 1 and 2 describe the applicable geometry required to use this technique to design web reinforcement The nominal resistance is taken the lesser of V V V Vor LRFD Eq 5 8 3 3 1 0 25 fb d LRFD Eq 5 8 3 3 2 where b effective web width d effective shear depth LRFD Eq 5 8 3 3 2 represents an upper limit of V to assure that the concrete in the web will not crush prior to yield of the transverse reinforcement The LRFD Specifications defines the concrete contribution as the nominal shear resistance provided by the tensile stresses in the concrete This resistance 1s computed using the following equation V 0 03 168 f b d LRFD Eq 5 8 3 3 3 The units used in LRFD Specifications kips and inches The factor 0 0316 is equal to 1 4 1 000 which coverts the expression from psi to ksi units for the concrete compressive strength The contribution of the web reinforcement is given by the general equation 4476 cot coto sino A See LRFD Eq 5 8 3 3 4 S S where the angles 2 and V represent the inclination of the diagonal comp
12. New Run go back to Ist input screen to run new analysis Exit exit analysis and goes to MainSheet C 8
13. k gt ___ d s 07d im on LeLy P m S L L fi or m 4 21 4 2 3 2 Reinforced Concrete Beam Definition for reinforce concrete bridge contains RC Section Data Type 04012 RC Reinforcement Details Data Type 04022 and Definition of Members Data Type 05012 4 2 3 2A RC Section Data Type 04012 Web Web Top Top Bottom Bottom Moment User defined ee UD XE Flange Flange Flange Flange AES Area Reinforce Depth Thick pes Py Ua Inertia ri Or ID WD Width Thick Width Thick IZ Stored Section TW 2 Incl Vite ch Inch oic 46 AASHTO BI Inch Arbitrary Rectangle T Section Invert T I Section Circular Void Rectangle Void PI Stored Section 46 AASHTO BI36 Area 560 5 Yb 13 35 I 50334 WIF 0 VS 0 _ Do Mamm SSS SSS SS eee 4 22 Table 4 10 Reinforced Concrete Sections Input Descriptions DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 04012 For Reinforced Concrete Sections Only Section Number Cross sections are defined for each change in cross section and are defined for both the left and right end member range SEE DATA TYPE 05012 Each discrete cross section does not need to be numbered if it has been identified already with a previous section number Section numbers begin with the integer 1 Section Type 0 User defined arbitrar
14. grh present in your WIN DASH directory By clicking on the directory icons on the right you can search other directories for graphics files WIN DASH allows the user to open graphics files created only by the WIN DASH utility If you open a file not created by the WIN DASH Run utility and then try to produce a plot an error message will occur Only one graphics file can be opened at a time If a second file is opened the first one will automatically be closed 6 1 File name Network P Files of type Graphic files rk Cancel 2 Figure 6 3 Open Graphic File Window PRINT SETUP Choosing Print Setup from the File submenu allows the user to change the printer setup PRINT Choosing Print from the File submenu sends the currently displayed plot to the printer Using the Print option is the only way to print out graphics plots produced by WIN DASH The Print Utility discussed later cannot be used to print graphics plots itis used exclusively for printing Result Files EXIT Choosing Exit from the File submenu closes the graphics file if one is opened and brings you back to the WIN DASH Main Menu 6 2 6 2 Graphic Plots for Steel Six options are available in WIN DASH They are Moment Shear Deflection Camber Stress Range and Stress diagrams which are listed in Table 6 1 When plot is displayed the value at any given point can be determined by clicking on
15. 1 for simple span for dead load and continuous span for line load case applied to either PC or Steel bridges 4 13 4 2 2 Beam Spacing Data 03042 Table 4 6 Beam Spacing Input Description DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 03042 I Beam Spacing Span N Spacing The beam ft m REAL REQ spacing for each span These data are used to compute he LL distribution factor 4 2 2F Boundary Conditions Data Type 09022 Elastic Support Support Support Number Bending _ sth Fixed 56 ettlement Constant Inch Bending Kips Ft Rad Kips Ft Abutment 1 Table 4 7 Boundary Conditions Input Description DATA pe TYPE INPUT ITEM DESCRIPTION UNITS MODE 09022 Support number Support no Starting from left end as 1 Bending Fix Fix support bending if fix 1 Default 0 Support Settlement Vertical downward settlement Downward is negative Elastic Support Constant Bending Rotational spring constant kip ft Vrad REAL KN m rad Reaction Vertical spring constant kips ft kN m 4 15 4 2 3 Beam Definition 4 2 3 1 Steel Beam Definition for steel bridge contains Steel W PG Section Data Type 04012 and Definition of Members Data Type 05012 4 2 3 1A Wide Flange Plate Girder Data Type 04012 Excel Work Sheet Nominal Depth Thick Bottom Bottom Depth X Weight Width Thick Width Thick Inch
16. DESIGN ANALYSIS AND RATING OF SIRAIGHT GIRDER BRIDGE SYSTEMS The BEST Center Bridge Engineering Software amp Technology Center Department of Civil Engineering University of Maryland May 12 2014 1 0 2 0 3 0 WIN DASH User Manual TABLE OF CONTENTS ln CR DINI THON rm E 1 1 1 1 AO AON fa rec lace d duces et IMP pM I C 1 1 t2 History OF MERLIN DAS H nies Ress epe a ona ties 1 2 1 3 support for MERLIN DAJSH 2 eroticos tetra een La Ferr eaa eoe aaa 1 2 2 1 2 1 Proerdm C apabiHtleSs ieu b pom icr 2 System Features Specifications Unit Systems Structural Model Live Load Dead Load Analysis Code Check Graphics Rating Detailed Design Optimum Design 2 27 ceu 2 5 Analysis Design Dead Loadings Live Load Maxima AASHTO Loadings Special Loadings Definition of Trucks Moment Shear Interaction Rating Staging E e 3 1 3 1 Pelor Y OU BOS 3 1 222 46 SNCessine the Wain VICTUS ie 3 1 3 3 The WIN DASH Main Menu Visual Input Utility Run Utility Graphic Utility Post Processor Print Utility Exit MERLIN DASH for WINDOWS Help Utility ZINPETTULEIEDI
17. Load Types D and Data 06022 from Data Input Pages and select Dump and Maximum Allowable Trucks in Graphic Pages area to open this page Select live loads in Dump Trucks D Designation and Maximum Allowable Trucks M Designation to illustrate the trucks if no live loads are defined for Load Types D and M See Zoom and Pan of a 2D Graphic View for more operations on 2D section view 4 90 4 3H 3 Special Vehicle pem r FA ee X AXTempiaa Soe J Navigate to Special Vehicle Loading Load Data Type 07012 from Data Input Pages or select Special Vehicle in Graphic Pages area to open this page Select a live load in Loading Designation to illustrate the truck if no live load is defined for Load Type C See Zoom and Pan of a 2D Graphic View for more operations on 2D section view 4 91 4 3 Zoom and Pan of a 2D Graphic View Right click over any area of a 2D graphic view a menu as shown below will open Zoom All Zoom Qut Zoom In Zoom Window Pan Zoom All Select Zoom All to change the view to full extent Zoom Out Select Zoom Out then move cursor over a point and click left button to zoom out the view The view will be centered at the point where the mouse is clicked Zoom In Select Zoom In then move cursor over a point and click left button to zoom in the view The view will be centered at the point where the mouse is clicked Zoom W
18. 1909 22 a E i NNNM Table 4 4 A Span Lengths Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE Left Overhang Distance of left overhang from left 03062 bearing pan I Lengths Span N Lengths The length of each span up to a maximum of 10 spans Right Overhang Distance of right overhang from right bearing Overhang to Overhang Gap distance between overhangs at the interior pier Note Total length referred to in the input is based on the sum of the span lengths only Program will adjust the total length including overhang lengths 4 12 4 2 2D Hinge Locations Data Type 03032 Hinge Location Hinge Stage EN 0 or blank Hinge at All Stages ae 0 or blank Hinge at All Stages 0 or blank Hinge at All Stages IN 0 or blank Hinge at All Stages Dor blank Hinge at All Stages Table 4 5 Hinge Locations Data Input Description Distance from the extreme left support left bearing location Note maximum number of hinges 10 and hinge location limit should be less than the total span length The current version only allows hinges at the pier supports Distance of the hinge location is the accumulation of the span lengths defined in Data Type 03062 not including overhangs inge ID 0 or blank Hinge at Stage Hinge at DL Stage 2 Hinge at Superimposed DL Stage 3 Hinge at LL Stage Hinge ID
19. 36 39 ksi or AASHTO Std 10 4b Fa 0 7509Fy AASHTO LRFD 6 13 6 1 4C 1 Fa 37 50 governs or AASHTO Std 10 4b Vaf 0 75 2278 50 00 36 39 37 50 37 50 1 B Top flange Flexural stress due to the factored loads at the mid thickness of the non controlling flange at a point of splice concurrent with fe fat 2 11 ksi Ro Absolute value of the ratio of F to f for the controlling flange Fol Ra 1 65 Design stress for the non controlling flange at apoint of splice Fret 1 AASHTO LRFD 6 13 6 1 4C 2 3 47 ksi or AASHTO Std 10 4 Fer 0 750F y 37 50 ksi governs of PR a fe 8 Fe 1 00 37 50 R Fae RR O 975095 22 78 3750 3750 2 Design force for the flange at a point of splice 2 Bottom Flange in tension and in control Bolt size d 0 875 in Bolt Row 2 Hole size d 0 94 in factor applied to the gross area of a flange to compute the effective flange area 1 when holes are equal to or less than 1 27 dia E 0 08 B 0 00 when holes exceed 1 27 diameter gross area of bottom flange 14 00 A net area of the flange AASHTO LRFD 6 8 3 Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 4 12 6 Splice Design LRFD LFD Page COMPUTATION SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 2 2 2004 oplice
20. IT7B 14 D truck 2 axles 15 D truck 2 axles 82 4 16 D truck 3 axles 17 D truck 3 axles 18 4 axles 13 19 4 NSS 20 5axles 66 21 G axles NS7B 22 4axles 0 O 23 4axles 74 0 O 24 5axles NTSB 25 5axles 000 0 0 O 26 5axle 04 27 6axles 02 28 G truck 7axles 02 29 G truck Jaxles NTB O Step 2 Make 11 run cases as follows Run case D truck M truck G truck 3 axles max 1 uu axles max STA 2 BABA ISS A STB 3 ISCGC 4 J NSH N2 NAGGR NSB 2 S3 NT4A 02 TSB 114 10 TSA TSB 2 NOAA Example of 3 runs together which can be expanded to 11 run cases shown above Execute Merlin Dash P C Windash test StraightGdr41 30LRFD_1 dat C Windash test StraightGdr4130LARFD_ 2 dat C Vindash test S traightGdr41 30LAFD_3 dat A 15 APPENDIX MORE INSIGHT ABOUT MERLIN DASH Listed below are detailed descriptions of entries in the program we hope that they give some insight into how to input and what the program assumes Structural Details Data Type 03012 No of Beams Following AASHTO Specifications the program uses this parameter to average the live load deflection assuming adequate cross bracing or diaphragms The distribution factor f
21. Lb Ft Inch inch Inch Inch e LL 7 DEFINITION OF SECTIONS Wide Flange Shape V Plate Girder Shape PG Coverplate Top Top Plate Width Width lt gt Thickness Thickness T T Web J Web Standard Shape Thickness Depth 4 4 Thickness Coverplate Thickness Width Coverplate Bottom Plate 4 16 Table 4 8 Flanged Sections Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 04012 For Steel Section Section Number Cross sections are defined for each change in cross section and are defined for both the left and right end member range SEE DATA TYPE 05012 Each discrete cross section is not numbered if it already has been identified with a previous section num ber Section numbers begin with the integer 1 ection Identification all upper case letters ALPHA REQ W Wide Flange Rolled Shape PG Plate Girder RC Reinforced Concrete tandard Section Nominal Depth Nominal depth of the AISC section No entry is made for plate girders tandard Section Weight Nominal weight of the lb ft AISC section No entry is made for plate girders kN m Plate Girders Web Depth and Thickness Web in mm depth and thickness of the plate girder No entry is ade for standard rolled beams Plate Girders and Standard Sections With Cover Plates Top Bottom Plate Width and Thickness he width and thickness of
22. Plan Vi 4 System Project Data 01012 01022 r3 General Program Options 01032 4 Structure Framing Structural Details 03012 Span Lengths 03022 Beam Spacing 03042 Hinge Locations 03032 Boundary Conditions 09022 Beam Definition Factor Definition Live Load Dead Load Design Property Details n 4 2 1 System System group contains Project Data Data Types 01012 and 01022 and General Program Options Data Type 01032 This group is for all structure types 4 2 1A Project Data Data Type 01012 01022 11 4 2010 a Options No Hinge Hinge 0 Manual DL SDL Input Auto Generating DL SDL AASHTO Live Load Only AASHTO Non AASHTO Live Load AASHTO Default Im act User Table 4 1 Project Data Input Description DATA REQ ODE INPUT ITEM DESCRIPTION UNITS MODE Project Data 1 General Description of Project Date Project Data 2 General Description of Project Contract Number Structure Number Structure Unit Designed By Checked By Specification Used 4 2 1B General Program Options Data Type 01032 Basic Level for Analysis 1 Steel Composite English 0 WSD 0 DL Analysis Options For Post Tension Only 0 Bonded Member LRFD State Special 0 Default 2 Option REL E octal Option 65 i 0 2008 Full Width Default 7 4 6 Table 4 2 General Program Options Input Description DATA REQ
23. Service II limit state 15 based on the maximum of the AASHTO or the General vehicles 4 2 5D Special Vehicle Loading Load Type C Data 07012 MST 6 0 Both Ways Axle Weight Kips Space Foot Table 4 22 Special Vehicle ID and Description Input Description DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 07012 Special Vehicle Identification and Description Load Type C Loading Designation Designation which identifies vehicle Arbitrary as defined by the user Direction of Travel Input option to define direction of travel This option is usually used to evaluate the passage of special permit vehicles 0 Both Ways Default Left to Right 2 Right to Left Description Description of vehicle 4 45 4 2 6 Dead Load Dead Load group contains Slab Loads Per Beam Data 10012 Arbitrary Uniform and Concentrated Loads Per Beam Data Type 11012 and Auto Generation of Dead and Superimposed Dead Loads Data Type 02012 For steel bridges this group also contains Lateral Bending Stress Loads Data Type 11022 4 2 6A Slab Loads per beam Data Type 10012 Final Distance Distance 1 tensity Description Depth Pouring Modulus Modulus Intensity Load Pouring ro 2 Inch Ratio N1 Ratio N2 Kips Ft Foot Foot No No
24. j j esse NEU DNE ENSE Table 4 23 Slab Loads Input Description DATA REQ SE INPUT ITEM DESCRIPTION UNITS MODE 10012 Slab Loads A constant uniformly distributed load acting over the entire bridge and must be defined per span if more than one span exists Load Identification Number sequence number of the REQ load The loads for staging as well as non staged slab loads must be numbered sequentially beginning with one 1 Pouring Number Starting from one 1 Load Identification Description Any identification for the ALPHA OPT particular LOAD and SEQUENCE identified continued 4 46 Table 4 23 Slab Loads Input Description continued DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 10012 Slab Data Final Design Depth Depth of the slab at the cont point of maximum wear This is used to calculate should strength and therefore be the minimum value design depth excluding integral wearing surface depth Pouring Day Pouring day counted from the first pour Therefore the first pour is always zero 0 day Slab Data Final Modular Ratios NI and N2 These values NONE REAL are the modular ratios Es Ec used in computing the composite section properties under superimposed dead and liv
25. 23 4 24 4 25 4 26 4 27 4 28 4 29 4 30 4 31 4 32 4 33 4 34 4 35 4 36 4 37 4 38 4 39 4 40 6 1 TABLES Summary ob Peatutes and ODUOTS c eodeni da etri 2 3 ZASSUTTIDELOTS Pow dg adieu de Pedo bes bes r uota ba 2 6 PHO i Ata Offset et e 2 6 SSUIBDEOLS 5 Ged den Eee te dtd e 2 7 Project Data Input beige HAT 4 6 General Program Options Input Description 4 7 structural Details Input Deseript On ssi oce 4 9 Spam DescttDUOFTLg RE 4 11 Span Lengths Input Description For PC Bridge 1 4 12 Hinge Locations Input Description UR 4 13 beam spacine put Desc Hpo 4 4 Boundary Condition Input Description eese nennen 4 15 Flanged Sections Input 4 17 Definition of Members Input 4 19 Reinfored Concrete Section Input 4 23 RC Reinforcement Detail Input Description esses 4 25 Definition of Members Input Description For 4
26. 28 days ksi MPa Unit weight used to calculate concrete modulus of Ib ft kg m Elasticity and weight of slab Slab Reinforcement at Negative Moment Area ksi MPa in ft mm m in mm Rebar Yield Strength Bar Area unit width of slab Distance from top of slab lab at Ultimate Strength Optional Default 2 AASHTO allowable Allowable Compressive Stress Allowable Tensile Stress Allowable Crack Stress ksi MPa ksi MPa ksi MPa 4 63 4 2 8 2D Precast Beam Data Type 12036 Optional Precst Prestressed Girder At Release Allowable Compressive Ksi default 0 6 fci Stress Allowable Tensile Stress Ksi default 3 sart fc Precst Prestressed Girder At Ultimate Strength Allowable Compressive Ksi default 0 4 fc Stress DL LL 4 64 Table 4 37 Precast Beam Data Input Description DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 12036 Precast Concrete Data Compressive Strength at 28 days ksi MPa Compressive Strength at release ksi MPa Unit Weight lb ft kg m Relation Humidity In Percent For Concrete 9 Precast Prestressed Girder at Release Optional Default AASHTO allowable Allowable Compressive Stress ksi MPa Allowable Tensile Stress ksi MPa Precast Prestressed Girder at Ultimate Strength Optional Default AASHTO allowable Allowable Compressive Stress ksi MPa Allowable Tensile Stress ksi MPa Creep and Shrinkage Optional Default AASHTO
27. 6 1 At the strength limit state the following requirement shall be satisfied B3 4 fa tf 6 10 8 1 1 1 where resistance factor for flexure specified in Article 6 5 4 2 Joi flange stress calculated without consideration of flange lateral bending determined as specified in Article 6 10 1 6 ksi p flange lateral bending stress determined as specified in Article 6 10 1 6 ksi bs nominal flexural resistance of the flange determined as specified in Article 6 10 8 2 ksi At the strength limit state the following requirement shall be satisfied fa tf SAP 6 10 8 1 2 1 where P nominal flexural resistance of the flange determined as specified in Article 6 10 8 3 ksi TABLE 1 2 22 15 UNSTIFFENED SECTION SHEAR CAPACITY e If EK then 1 D C a 6 10 9 3 2 6 1 in which k shear buckling coefficient 5 5 6 10 9 3 2 7 d TABLE 1 2 2216 5 OF WEB STRENGTH CATEGORY 6 10 2 1 1 Webs Without Longitudinal Stiffeners Webs shall be proportioned such that P 150 6 10 2 1 1 1 Ww B3 5 6 10 2 1 2 Webs With Longitudinal Stiffeners Webs shall be proportioned such that 2 lt 300 6 10 2 1 2 1 the section satisfies the web slenderness limit 2D E lt 3 76 6 10 6 2 2 1 hi where D depth of the web in compression at the plastic moment determined as specified in Article D6 3 2 in e web satisfi
28. 6 21 Girder Wt Shear Diagram Screen for Prestressed Concrete 6 16 6 3 3 Displacement Diagrams for Prestressed Concrete Displacement submenu and a sample diagram are shown in Figures 6 22 and 6 23 respectively i C AIPCSIPci9 1a grh Girder Wt Displacement File Moment Shear Displacement Bottom Stress Stress Slab Top Stress Help u Girder Wt Displacement lr Slab Wk Displacement SOL Displacement LL Positive LL Displacement LL Negative LL Displacement Initial Prestress Displacement Ultimate Prestress Displacement Total Maximum Displacement Total Minimum Displacement Figure 6 22 Displacement Diagram Submenu for Prestressed Concrete C Pc Pci9 1a grh Girder Wt Displacement E x File Moment Shear Displacement Bottom Stress Top Stress Slab Top Stress Help 18 Location 0 Value 0 Figure 6 23 Girder Wt Displacement Diagram Screen for Prestressed Concrete 6 17 6 3 4 Bottom Stress Diagrams for Prestressed Concrete Bottom Stress submenu and a sample diagram are shown in Figures 6 24 and 6 25 respectively i C APCSPci9 1a grh Girder Wt Moment File Moment Shear Displacement Bottom Stress Stress Slab Top Stress Help u amp Girder Wr Bottom Stress Slab Wt Bottom Stress SOL Bottom Stress LL Positive LL Bottom Stress LL Megative LL Bottom Stress PSI Initial Prestress Bottom Stress PSU Ultimate Prestress Bottom Stress Total A
29. 83 d OD eC psu Ma E 4 83 ToD ZPE SC NON RERO UTR CUT 4 84 SECUONS E a 4 85 4 86 Girder Prone and dete detiene tence 4 87 AG PC Tendon ContISuratlOB 0 5 35 4 88 lU e 4 89 a Mos General AIC UR TT IU 4 89 4 3H 2 Dump and Allowable 4 90 d EE Special Vehicles cont A 4 9 4 3 Zoom and Pan of a 2D Graphic 00000 4 92 2 3 Interactive moD Graphie VIO Wo abo REPE 4 94 ROUN GOTICI o beau cun E Ud oid 5 I SX MEE S DERE m a 5 I 32 abd atate men ee enn Oe 5 2 2 9 NIUltiple RI EX 5 3 GRAPHICS UU TIEDE 6 1 6 1 File SUBMICIU td 6 1 Print Screen Close 111 Exit 6 2 Ciraphite TOT 6 3 0 2 b Moment De Eni b e da 6 5 0 25 VA AMS icut OE edu 6 6 0 2 5 n
30. AASHTO trucks only If Betal is also used for AASHTO trucks input GMA 10 4 38 4 2 4D Load Resistance Factors LRFD Data Type 09012 Table 4 18 Load Factors LRFD Option DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 09012 For LRFD Option Load Factor for DC Maximum REAL Maximum load factor for component and attachments Default 1 25 Load Factor for DC Minimum REAL Minimum load factor for component and attachments Default 0 90 Load Factor for DW Maximum REAL Maximum load factor for wearing surfaces and utilities Default 1 50 4 39 Table 4 18 Load Factors LRFD Option DATA REQ sits INPUT ITEM DESCRIPTION UNITS MODE 09012 Load Factor for DW Minimum NONE REAL OPT cont Minimum load factor for wearing surfaces and utilities Default 0 65 Load Factor for Strength I Live Load Live load factor for Strength I load combination relating to the normal vehicles Default 1 75 Load Factor for Strength II Live Load Live load factor for Strength II load combination relating to the special design vehicles and or permit vehicles Default 1 35 Load Factor for Service I Live Load Live load factor for Service I load combination relating to the normal operational use of the bridge Default 1 00 Load Factor for Service II Live Load Live load factor for Service II load combination relating to yielding and slip control Default 1 30 L
31. AJ du tod Tu LRFD Eq 5 7 3 3 1 2 dus 2 where d QU The commentary to the LRFD Specifications allows use of the same flexural strength equations as in the Standard Specifications STD Eqs 9 22 and 9 23 in cases where the maximum reinforcement limit is exceeded 2 Minimum Limit At any section the amount of prestressed and nonprestressed reinforcement should be adequate to developed a factored flexural resistance M at least equal to the lesser of 1 2 times the cracking strength determined on the basis of elastic stress distribution or 1 33 times the factored moment required by the applicable strength load combinations The LRFD Specifications give a similar procedure for computing the cracking moment Mer B2 3 2 4 M S Spe Ms 5 5 7 nc where S Saw composite and noncomposite section modulus fepe compressive stress in concrete due to effective prestress forces at extreme fiber of section f modulus of rupture 0244 f Contrary to the Standard Specifications the LRFD Specifications require that this criterion be met at all sections TABLE 3 2 6 12 SUMMARY OF WEB SHEAR REINFORCEMENT LRFD 5 8 2 4 Regions required transverse reinforcement V 7 0 5 V V LRFD 5 8 2 5 Minimum transverse reinforcement A gt 0 03164 f Bo y LRFD 5 8 2 7 Maximum spacing of transverse reinforcement If v lt 0 125f then Smax 0 8d x 24 inch If v 20 1257 then Sing 0 4d x 24 inch
32. AND USE IS PROHIBITED EXCEPT AS EXPRESSLY RUTHORIZED BY THE UNIVERSITY OF MARYLAND BRIDGE ENGINEERING SOFTWARE CENTER 3 WARRANTY AND LIMITATION OF LIABILITY A UMD REPRESENTS THAT TO THE BEST ITS KNOWLEDGE THE LICENSED MATERIALS DO NOT INFRINGE ANY COPYRIGHT TRADE SECRET OR PATENT B THE SELECTION OF APPROPRIATE SOFTWARE THE COLLECTION AND STORAGE OF DATA AND THE INTERPRETATION OF OUTPUT ARE LICENSEE S RESPONSIBILITY AND NOT UMD S RESPONSIBILITY THE LICENSED MATERIALS ARE ONLY TO BE USED AS A TOOL AND NOT 5 SUBSTITUTE FOR LICENSEE S PROFESSIONAL JUDGMENT C THE LICENSED MATERIALS WERE FORMERLY OVNED AND DEVELOPED WITH THE ASSISTANCE OF THE STATE HIGHWAY ADMINISTRATION OF THE MARYLAND DEPARTMENT OF TRANSPORTATION MDOT THE LICENSED MATERTALS ARE MADE AVAILABLE ON AN AS IS BASIS EXCEPT AS EXPRESSLY SET FORTH IN THIS AGREEMENT BOTH UMD AND MDOT DISCLAIM ANY AND ALL PROMISES REPRESENTATIONS AND WARRANTIES BOTH EXPRESS AND IMPLIED WITH RESPECT TO THE LICENSED MATERIALS AND ANY SUPPORT Figure 7 2 A Typical Result File Screen 7 2 MERLIN DASH from the BEST CENTER Clicking on the Print button on the screen will bring up a window which is shown in Figure 7 3 The options available are Print File with Form Feed and Print File without Form Feed TT O Print File with Form Feed Print File without Form Feed Figure 7 3 Print File Window Clicking Find String button
33. Composite Construction continued m GO N mA AL bb EY 125 3 1 2 5 4 1 2 5 5 1 2 6 1 TITLE LEVEL 0 1 m SIPROGRAM ASSUMPTIONS Ip EY LOADING INFORMATION 3 RIDGE SUPERSTRUCTURE QUANTITIES Eu DISTRIBUTION OF WHEEL LOADS NON COMPOSITE SECTION PROPERTIES FOR N OMPOSITE SECTION PROPERTIES FOR N 27 00 OMPOSITE SECTION PROPERTIES FOR N 9 00 NON COMPOSITE D L MOMENTS FOR N INFINITY 1 OMPOSITE D L MOMENTS FOR N 27 00 OMPOSITE L L MOMENTS FOR N 9 00 FACT MOMENT RANGE FOR N 9 0 k ft UNFACT MOMENT SUMMARY FOR COMPOSITE CONST 0 1 MOMENT SUMMARY FOR COMPOSITE CONST 0 1 UNFACT NON COMPOSITE D L SHEAR FOR N INFINITY FACT NON COMPOSITE AND COMPOSITE UJ 2 1 2 6 2 1 2 6 3 1 2 6 3A 1 2 6 4 1 2 6 5 D L SHEAR SUMMARY FACT L SHEAR FOR N 9 0 FACT SHEAR RANGE FOR N 9 0 kips UNFACT A lt a iun SHEAR SUMMARY FOR COMPOSITE CONST 0 1 UNFACT EROR SUMMARY FOR COMPOSITE CONSTRUCT 0 1 COMPOSITE AND NON COMPOSITE DL DEFLECTION 1 2 7 1 L L REACTIONS UNFACT 2 72 SUMMARY OF REACTIONS UNFACT 0 1 2 8 1 Beet FOR INFINITY amp N 27 0 UNFACT 1 2 8 2 1 2 9 12 92 CAMBER INFORMATION UNFACT LOCATION OF D L
34. DASH input data file Save Save current DASH input project as a DASH input data file Save As Save current DASH input project as a different DASH input data file Open XML Open an existing DASH XML file Save XML Save current DASH input project as a DASH XML file Save XML As Save current DASH input project as a different DASH XML file Exit Quit the Input Utility DAYS EIUS Most Recent Files Items listed between Save XML As and Exit are most recent files accessed by the Input Utility Click any one of them to open it directly Tips DASH input data file or DASH XML file DASH input data file is the input file for DASH analysis program It is fundamental to run the DASH program DASH XML file has more information than DASH input data file has For example in the current release DASH input data file does not contain cross sectional tendon configurations of a Prestressed Concrete structure while DASH XML file does contain all data DASH XML file takes more space and takes more time to load If a structure is not Prestressed Concrete keep DASH input file only For a PC structure always keep XML file to retain cross sectional tendon configuration When ready to run DASH analysis program save a copy of DASH input data file For a PC structure when a project is read directly from DASH data input file missed cross sectional tendon configuration will be faked by assuming tendons are equally spaced in lateral by a default spa
35. DU soe ort PEU mE 6 11 Bottom Flange Maximum Total Positive and Allowable Stress Screen 6 11 Moment Diagram Submenu Prestressed 6 15 Girder Wt Moment Diagram Screen iios terea toan eek ons exa e Pere boa 6 15 Shear Diagram Submenu Prestressed Concrete eese 6 16 Girder Wb Shear Diapram SCreen ei 6 16 Displacement Diagram Submenu Prestressed Concrete 2 011 6 17 Girder Wt Displacement Diagram Screen 6 17 Bottom Stress Diagram Submenu Prestressed 2 000112 6 18 Girder Wt Bottom Stress Diagram SCfOeEH u outdoors E ve ve Do e Penes 6 18 Top Stress Diagram Submenu Prestressed Concrete 000 0 6 19 Girder Wt Top Stress Diagram etre EE DAE 6 19 Slab Top Stress Diagram Submenu Prestressed Concrete 6 20 SDE Slab Top Stress Diagram SCreefi once eter 6 20 Print UGN SCree al ue aen T Se 1 1 A Typical Result F te anni 7 2 Pett Te SW WIN ON teta SU mean ecd T M EE M MM eM M IUE 7 3 search Sions WAIDUON
36. Design Checked By 5 1 No 1 Splice Date Splice Design for S 1 63 00 90 00 90 00 1 2 oplice No 1 at span 1 from DASH Table 1 2 22 29 Stresses Actual Factored Stresses ksi from DASH Table 1 2 9 5D Strength Total Negative Top Flange Bottom Flange Top Flange Bottom Flange 2 11 22 78 14 58 Bolt Shear Design Strength 36 50 ksi 1 Flange Allowable Stress Force Control flange is the bottom flange Where Compression flange is the top flange 1 A Bottom flange f Maximum elastic flexural stress due to the factored loads at the mid thickness of the controlling flange at the point of splice fer 22 78 ksi Rn Reduction factor for hybrid girders AASHTO LRFD 6 13 6 1 4C Rn 1 00 or AASHTO Std 10 53 1 2 Fy Specific minimum yield strength of the flange Fyi 50 00 ksi 65 00 ksi Factor for flange splice design 1 00 0 Resistance factor for flexural specified 1 00 for flexural Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 4 17 PA 6 Splice Design LRFD LFD Page COMPUTATION SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 2 2 2004 oplice Design Checked By 5 1 No 1 Splice Date Design strength for the controlling flange at a point of splice Fo 1 2 fo Rp 000 F yr AASHTO LRFD 6 13 6 1 4C 1 36 39 ksi or AASHTO Std 10 4b Fa 0 7509Fy AASHTO LRFD 6 13 6 1 4C 1 Fa 37 50 govern
37. GIVEN given on TYPES 06XXX and WRONG O7XXX FATAL INPUT ERROR REFERENCES 1 Standard Specifications for Highway Bridges The American Association of State Highway and Transportation Officials Seventeenth Edition with 2003 Interim 2 Manual of Steel Construction Load and Resistance Factor Design American Institute of Steel Construction Inc Third Edition 2001 3 Manual for Condition Evaluation of Bridges The American Association of State Highway and Transportation Officials 1994 4 LRFD Bridge Design Specifications The American Association of State Highway and Transportation Officials U S Units and S I Units 6th Edition 2012 5 The Manual for Bridge Evaluation 2 Edition 2010 with 2013 Interim Appendix TABLE A 1 2 STRUCTURAL DATA DATA 03012 DESCRIPTION OF USAGE AND INPUT ITEM DEFAULT VALUES FIGURE NUMBER OF BEAMS POSITION INTERIOR OR EXTERIOR WIDTH BETWEEN CURB OR BARRIER OVERHANG WIDTH EDGE OF SLAB TO CURB HAUNCH DEPTH HAUNCH WIDTH PERCENT COMPOSITE DETAIL FACTOR This integer is used in the automatic computation of the distribution factor If the distribution factor 15 to be specified by the user Data Type 08012 this must be left blank This integer is used in dead load calculations If left blank an interior beam is assumed by the system This variable 15 used for calculating distribution factors If distribution factors are specified by the use
38. Members may consist of several possible prismatic or non prismatic configurations of different lengths A detailed description of this input is given as follows If design option is chosen no member needs to be specified Member Number sequence number of the member or range numbered from the leftmost point on the bridge Section Number L R These define the beginning and ending cross sections of the member Input the section number found at the extreme left and right ends of the member These section numbers correspond to those input on DATA TYPE 04012 Member Type 0 Prismatic Default 2 Linear 2 Parabolic Concave Down 3 Parabolic Concave Up Member Parameters Length Length or range of the member SO amp S1 These two parameters correspond to different constants that must be defined for a non prismatic member Leave blank for a prismatic member teel Yield Stress of the Web Element for the Hybrid section Ksi MPa teel Yield Stress of the Top Flange for the Hybrid section Ksi MPa teel Yield Stress of the Bottom Flange for the Hybrid section Ksi MPa 4 19 Member 0 Prismatic Default Lm L member length d depth at left end d depth at right end 1 Linear for steel only d d 4 20 2 Parabolic Concave Down for steel only lt L Ls gt di enr 8 21 1 flor m 3 z Parabolic Concave Up for steel only
39. No input required for parameters S0 S1 2 2 2 20 As shown 41 42 1 LINEARLY TAPERING MEMBER e Open section Constant Flanges Linear variation in web depth No input required for parameter 50 S1 As shown 41 d2 or d1 d2 EU se e HArHnzoOn A 3 DESCRIPTION HAUNCHED PARABOLIC MEMBER So The parabolic constant that defines the variation in depth of the web This value is positive for increasing depth and negative for decreasing depth S The length of the portion of the bridge for which a particular value of So parabolic constant has been defined S equals the total length of the members within the parabolic range L the length of member n L the length of member n 1 HAUNCHED PARABOLIC MEMBER So The parabolic constant that defines the variation in depth of the web This value is positive for increasing depth and negative for decreasing depth S The length of the portion of the bridge for which a particular value of So parabolic constant has been defined S equals the total length of the member within the parabolic range L the length of member n L the length of member n 1 Pt omguuggzmuzozcuu rumZioz gt gt ToS e 2 gt 2 gt 20 az 4ezoo azpsuzoa CEN
40. SUMMARY TOP STRESSES AT SERVICE III LOAD CASE 1 Compression using the service limit state Load Combination I a due to permanent dead load i e beam self weight deck slab weight diaphragm weight wearing surface and barrier weights 0 45 f b due to permanent and transient loads i e all dead loads and live loads and during shipping and handling 0 60 f due to live load and one half of the permanent loads 0 40 f 2 Tension using service limit state Load Combination where only 80 of the live load effects are considered a for components with bonded prestressing tendons other than piles 0 194 f ksi b for components subject to serve corrosive conditions 0 09484 f ksi for components with unbonded prestressing no tension is allowed TABLE 3 2 6 11 SUMMARY OF ULTIMATE MOMENT TABLE 3 2 6 11A DETAILS OF ULTIMATE MOMENT CALCULATION C The average stress in bonded prestressing steel f 1 k PN LRFD Eq 5 7 3 1 1 1 p Assuming rectangular section behavior the neutral axis depth 0 85 f b 4 p LRFD Eq 5 7 3 1 1 4 P 2 1 C distance between the neutral axis and the compressive face Aps area of prestressing steel p specified tensile strength of prestressing steel 4 of mild steel tension reinforcement h yield strength of tension reinforcement area of compression reinforcement P yield strength of compress
41. Single Run Execute Merlin Dash Please select files Figure 5 1 Run Utility Single Execution Screen Clicking on the Input File button opens the Input Data File window which is shown in Figure 5 2 Choosing a file highlighting the file and then clicking OK will place the filename on the Input File button This can also be accomplished by double clicking on the filename in the Input Data File window After selecting the desired input file clicking OK in the RUN Utility screen would execute WIN DASH After the execution starts a separate window will appear on the screen with program status shown MSECTION 1 My Computer Km Ficname _ d 2 Files of type Data files dat E Cancel Figure 5 2 Input Data File Window 9 1 Dashback 1 9 5 s EXAMP1D RCEXAMPLE1 2 RCEXAMPLE2a EXAMP2D SECTION a TRUCKZ6 3 TRUCK26M LFDEXZE TRUCK 5 1 If analysis option Flow Control 0 1 7 or 8 15 selected only Part I Analysis status window will be shown If code check option Flow Control 6 is chosen Part II Code Check window will appear following Part I If Rating Flow Control 3 1s required Part III Rating window will then follow The default Output File and Graphic File will have same names as the selected Input f
42. To compute load intensity user can input the uniform noncomposite load based on any slab thickness to be carried by the steel section Arbitrary Uniform and Concentrated Loads Data Type 11012 Partially uniform loads and or concentrated loads can be specified here at any location of the bridge during either DL or SDL stage For noncomposite construction it is only one stage DL stage and load stage is of no use For composite construction load type blank 0 orl are all for superimposed dead load and load type 2 is for dead load Reinforcement and Concrete Strength Data Data Type 12032 This Data Type has all the default values associated with each entry If connectors are specified in the negative moment region and slab reinforcement entities are specified steel section with rebar will be considered in the stiffness generation and stress calculation in the negative moment region Rebar is not considered in the transformed section in the positive moment region Design Option 1 5 Data Types 12042 12082 These 5 Data Types will be used only for the design case and will be ignored for analysis code checking or rating The six design parameters web depth and thickness top flange width and thickness bottom flange width and thickness can be fixed individually or can be given a tolerance value by specifying upper and lower limits It is recommended not to specify one parameter such as web depth both fixed on Data Type 1
43. VPE INPUT ITEM DESCRIPTION UNITS MODE 01032 General Program Options Output Level Basic Default 1 Detailed Span Interval Number of equally spaced intervals usually given between 10 and 20 into which the spans are to be divided for output Maximum 20 Structural Type 1 Steel Composite Default 2 Steel Non Composite 3 Reinforced Concrete 4 Prestressed Concrete Type of Units 0 US Customary 1 SI 2 SI input US Customary output 3 US Customary input SI output Design Code Option 0 WSD Default 1 LFD 2 LRFD Program Flow Control This is used to define the Flow of the program as follows 0 DL ANALYSIS ONLY Default option 1 DL LL ANALYSIS 2 CODE CHECK 3 RATING 4 DESIGN 6 DESIGN RECYCLE CODE CHECK 7 DL STAGE ANALYSIS 8 DL STAGE LL ANALYSIS For Post Tension Tendon only 0 Bonded member 1 Unbonded member 4 7 DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE COE IE 01032 LRFD State Special Option T cont Enter O or blank for no LRFD state special option Enter 1 for MN DOT option for neg LLM factor 0 9 if span length lt 100 1 1 if span length gt 200 Interpolate in between Enter 2 for MI DOT option for HL 93 1 2 RFD Effective Flange Width Option 0 Default 2008 full width 1 Prior to 2007 width Please refer to Appendix A 5 for Screen Organizer 4 2 2 Structure Framing Structure Framing group co
44. allowable Creep Correction Factor Ks Shrinkage Correction Factor t Time in days ti Time when load is applied in days Web Shear Steel Bar Size 4 65 4 2 9 Details Details group contains Yield Stress and Lateral Bracing Data Type 13012 Longitudinal Stiffener Data 14012 and Transverse Stiffener Data Type 15012 This group is for steel bridge only 4 2 9A Girder Field Stress and Lateral Bracing For Steel bridges only Data Type 13012 D gt 2 m IL z hee UU YI JTess T Jon strengt Actual Spacing Foot Distance To Foot Distance From Foot Web Fy Ksi Fy Ksi DEFINITION OF LATERAL BRACING Longitudinal View Lateral Bracing Data From Equal Spacing 4 66 Transverse View T T Table 4 38 Yield Stress and Lateral Bracing Data Input Description DATA REQ T INPUT ITEM DESCRIPTION UNITS MODE Location Distance From To Distance from the left bridge support over which the section or lateral bracing data is given for a bridge having no change in yield strength from 0 and to the total length of the bridge NOTE The sum of the from to distance given for section data required and bracing data optional must equal the entire bridge length Input of Yield Strength of bracing data where data does not equal to the total bridge length will result in an error and termination of the run see Table
45. amp MOMENT FOR THE WEB PLATE 256 20 amp ECCENT FOR THE WEB PLATE 3 4 IN amp HORIZ FORCE FOR THE WEB BOLT SPACING Sr SEN BOLT EDGE DISTANCE Leo AN CONTROL FLANGE IS ON BOTTOM COMPRESSION FLANGE IS ON BOTH A WEB SPLICE DESIGN WEB PLATE SIZE 2 PLATES 0 3750 X 30 00 WEB PLATE BOLTS USE 2 COLUMNS OF 10 BOLTS FOR EACH COL SIZE 0 875 DIA TOTALS ARE 4 COLUMNS WITH 40 BOLTS SHEAR FORCE 41 3 KIPS THE SHEAR RESISTANCE OF THE BOLT AS 92 INPS SO THE WEB BEARING IS OK SHEAR FORCE 259 0 KIPS lt THE SHEAR RESISTANCE OF IHE PLATE 652 5 KIPS SO THE WEB SPLICE PLATE IS WEB SPLICE BENDING STRESS 36 93 KSI lt THE ALLOWABLE STRESS 50 00 KSI SO THE ADEQUACY OF WEB SPLICE PLATES IS B TOP SPLICE DESIGN TOP PLATE SLAE ug 794 5750 2 2400 d adit TOP PLATE BOLTS USE 4 ROWS 2 BOLTS FOR EACH ROW SIZE 0 875 DIA TOTALS ARE 8 ROWS WITH 16 BOLTS C BOTTOM SPLICE DESIGN BOLTOM PLATER O qovPLNIUuS50X o SAEI 04590 xX TE BOTTOM PLATE BOLTS USE 3 ROWS OF 4 BOLTS FOR EACH ROW SIZE 0 875 DIA TOTALS ARE 6 ROWS WITH 24 BOLTS Splice Design LRFD LFD Page COMPUTATION SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 3 8 2002 oplice Design Checked By 5 1 No 1 Splice Date Design strength for the controlling flange at a point of splice Fo 1 2 fo Rp 000 F yr AASHTO LRFD 6 13 6 1 4C 1
46. beneath the bridge Stop Walking Resume Walking To stop or resume the animation Options Change options of 3D bridge rendering Move cursor over Options on top the following window will pop up Stop Walking K Diaphragm Show Deck Check to show deck or uncheck to remove deck Show Diaphragms Check to show diaphragms or uncheck to remove diaphragms Show Stiffeners Check to show stiffener plates or uncheck to remove it Diaphragms Select one of the following diaphragms K Diaphragms Invert K Diaphragms Cross Diaphragm and Plate Girder The Following capture shows a bridge without deck diaphragms and stiffeners 4 80 Auto Rotation Center Check to automatically update the 3D rotation center whenever components in the scene are changed Uncheck to keep rotation center unchanged When Auto Rotation Center is unchecked Update Rotation Center will be enabled Click it to manually update the rotation center Interactive in 3D Graphic View for details Open Bridge Component Window Check to open the Bridge Component Window as shown below or uncheck to close it This window can also be closed by clicking the cross on the title bar as shown below In the Bridge Component Window all bridge components are listed as a tree with Dash Bridge as the root Expand and browse the list to locate a bridge component When a component is highlighted in the list it will become the Current Bridge Component The Current Bri
47. both steel flanges of noncomposite sections f 2 0 80R F 6 10 4 2 2 3 pro mU PUR 10 4 2 The nominal bend buckling resistance shall be taken as p 098 2 1 but not to exceed the smaller of and 0 7 6 10 1 9 1 1 in which B3 7 11 12 13 k bend buckling coefficient 6 10 1 9 1 2 where D depth of the web in compression in the elastic range in For composite sections D shall be determined as specified in Article D6 3 1 hybrid factor specified in Article 6 10 1 10 1 When both edges of the web are in compression k shall be taken as 7 2 Vs horizontal fatigue shear range per unit length kip in 2 2 F 6 10 10 1 2 2 longitudinal fatigue shear range per unit length kip in TABLE 1 2 22 23A FATIGUE STRESS RANGE FOR TRUCK TABLE 1 2 22 24 SHEAR CONNECTOR FATIGUE CRITERIA The fatigue shear resistance of an individual stud shear connector Z shall be taken as Z gt HE 6 10 10 2 1 in Which a 34 5 4 28log N 6 10 10 2 2 where d diameter of the stud in N number of cycles specified in Article 6 6 1 2 5 TABLE 1 2 22 24A SHEAR CONNECTOR STRENGTH LIMIT STATE 6 10 10 4 Strength Limit State 6 10 10 4 1 General The factored shear resistance of a single shear connector Q at the strength limit state shall be taken as Q Q 6 10 10 4 1 1 where Q nominal shear resistance of a sing
48. different output options are available in the MERLIN DASH system These options provide the user with maximum flexibility in both the selection and the identification of the output for the various construction types and design specifications These options are described below 7 6 1 Index of Output Tables Due to the extremely detailed output requirements for structural design problems all output from MERLIN DASH is indexed for user access and identification The output is given in an 8 11 tabular format and is categorized into four indices represented by TABLE I J L which are defined Table 7 1 Table 7 1 Definition of Output Indices TABLE I J K L CONSTRUCTION TYPE I 1 Composite Construction e SPECIFICATION J 1 AASHTO WSD INFORMATION TYPE K Index of Output Input Verification Design Notes Section Properties Moments Shears Reactions Deflections Stresses Code Check WSD Code Check LFD Rating WSD Rating LFD Minimum Cost Design LFD 42 Minimum Cost Design WSD N NUMBER L The Sequence Number 1 N of the Output Table 7 6 MERLIN DASH rom the BEST CENTER 7 6 2 Output Options The amount of detail presented in MERLIN DASH output tables 1s broken up into two levels The user selects the output level using the WIN DASH Input Screen Basic Program Options Level 0 Basic Engineering Output Level This level of output has only those tables which are necessary for design
49. dimensions Table 2 3 Program Limits Torsional effects are neglected Shear deformations are neglected Two kinematic degrees of freedom are assumed at each joint vertical deflection and rotation Concentrated member loads 8 Uniform member loads uM EAE joints Non prismatic with haunches members modeled with automatic joint generation eo composite sections Sections symmetric about Y Y axis 6 Suppors JU 8 Lateral bracing sets 90 9 Longitudinal stiffener sets 30 load dead load HS vehicles HS DESIGN MERLIN DASH allows steel plate girder and rolled beam design by using WSD LFD or LRFD methods The construction can be either composite or non composite By default the program designs a prismatic girder beam with constant web depth but varied flange and web thickness along the girder beam Since version 6 1 for DOS the program allows the design of girders with haunch In a typical optimization problem one must define the Variables the Design Constraints and the Objective Function The design variables for a typical plate girder section are the top flange width and thickness web plate depth and thickness the bottom flange width and thickness and the transverse stiffener spacing The design constraints are the limitations imposed on the design variables which can be classified as Side Constraints or Behavioral Constraints The Side Constraints are imposed either by the progra
50. freedom The sizes of the elements and locations of the joints are totally dependent on the user input The user can make a series of varied size beams to simulate the haunched member Therefore the user has complete control of the numerical model and the output Since the program assumes simply supported beam at the first stage and then makes it continuous at later stages the boundary conditions have to be preset for Dead Load Stage Superimposed Dead Load Stage and Live Load Stage AASHTO specifies that live load distribution factors and impact factors are also input by the users With live load distribution factors AASHTO permits computation of the truck applied to a single beam instead of the whole bridge With internally generated influence lines AASHTO or any arbitrary trucks can be calculated individually B1 2 FLOW CHART INPUT Geometry Calculation Loading Definition Fixed End Force Calc Stiffness Matrix Analysis Dead Load amp Influence Line superimposed DL Generation Force Calc Live Load Impact Force Calc OUTPUT ALLOWABLE STRESSES The concrete strength of precast prestressed members is in the Engineer s judgment In cases where higher concrete strengths are considered the Engineer shall satisfy himself completely that the controls over materials and fabrication procedures will provide the required strengths 1 2 1 Prestressing Steel Stresses at anchorages after seating for pretensioned member
51. in M bending moment about the major axis of the cross section determined as specified in Article 6 10 1 6 kip in My yield moment with respect to the tension flange determined as specified in Article D6 2 kip in Sy elastic section modulus about the major axis of the section to the tension flange taken as M F At the strength limit state the compression flange shall satisfy Fu lt 9 6 10 7 2 1 1 where resistance factor for flexure specified in Article 6 5 4 2 Fou flange stress calculated without consideration of flange lateral bending determined as specified in Article 6 10 1 6 ksi nominal flexural resistance of the compression flange determined as specified Article 6 10 7 2 2 ksi The tension flange shall satisfy T tof lt S Fy 6 10 7 2 1 2 where fh flange lateral bending stress determined as specified in Article 6 10 1 6 ksi nominal flexural resistance of the tension flange determined as specified Article 6 10 7 2 2 ksi For shored construction the maximum longitudinal compressive stress in the concrete deck at the strength limit state determined as specified in Article 6 10 1 1 1d shall not exceed 0 6 Lateral bending stresses in continuously braced flanges shall be taken equal to zero Lateral bending stresses in discretely braced flanges shall be determined by structural analysis AII discretely braced flanges shall satisfy f lt 0 6 6 10 1
52. of graphics rendering depends on end computers including CPU memory and the most important video card For a given computer turn off diaphragms and stiffeners in a steel bridge will increase the performance significantly 4 82 4 3D Sections Section Graphic Pages are used to display cross sections during entering of section data It contains W PG Sections for steel bridges PC Sections for prestressed concrete bridges and RC Sections for reinforced concrete bridges 4 3D 1 W PG Sections x Steed Section IDAU1Z x Wand PG Sections Steel Section Show Section Numbers Aue Zoom ho Sections Fer Row 12 she zii LO NS Section Section 2 Section 3 Section Sectiancs Eoctipmb 5ecban7 Section Sections Section 10 Section Section 12 Sections PROBE o Navigate to Steel W PG Section Data Type 04012 from Data Input Pages area or select W and PG Sections in Graphic Pages area to open this page Show Section Numbers turn on or off sections numbers on top of each section Auto Zoom to Extent check to automatically zoom to full extent when a new section is added or modified in Steel W PG Section Data Type 04012 Sections Per Row enter a number of sections displayed per row See Zoom and Pan of a 2D Graphic View for more operations on 2D section view 4 83 4 3D 2 PC Sections 1 AASHTO Bulb Use
53. of the Special Vehicle C For the simultaneous execution of trucks A D M and G the program will pick up the maximum values of the results induced by these trucks The single execution of the Truck C will give the results induced by this single loading The AASHTO Truck should be defined according to the AASHTO Manual or proportioning up to HS 99 while the Special Vehicle is defined in Screen numbers 12 and 13 of MERLIN DASH Input Utility 1 Dump Truck D The only limitations for defining Dump Trucks are Dump Truck Loading Designation 2 Characters Number of Axles 3 Axles If the number of axles exceeds three or the loading designation 15 not specified in the predefined truck file the program will give an error message and be terminated 2 Maximum Allowable Truck M The limitations on user input are Maximum Allowable Truck Loading Designation 6 Characters Number of axles 6 Axles If the number of axles exceeds six or the loading designation 15 not specified in the predefined truck file the program will give an error message and be terminated 3 General Truck G The limitations on user input are General Loading Designation 4 Characters Number of Axles 20 Axles If the number of axles exceeds twenty or the loading designation is not specified in the predefined truck file the program will give an error message and be terminated In the LRFD calculation for live load 1 For Strength I Service I and F
54. or meter id Span For main tendon at mid span 2 Section No Section number in the middle segment Read only defined by Cross Sectional Tendon Config Total Wires Total wires in the middles segment Read only calculated from Cross Sectional Tendon Configurations Distance The Distance to the bottom of section inch Or mm in the middle segment of a span Read only calculated from Cross Sectional Tendon Config pan Right For right raised tendon If no right raised 3 endon leave this block blank Section No Section number at right end Read only defined by Cross Sectional Tendon Configurations 4 32 Table 4 15 Member Tendon Geometry Data Input Description DATA REQ BE INPUT ITEM DESCRIPTION UNITS MODE Raised or Debond Wires Number of wires raised or Debond in right part of a span Read only calculated From Cross Sectional Tendon Configurations Raised Distance The distance to the bottom of section inch mm at the right end of a span Read only calculated from Cross Sectional Tendon Config Draped or Debond Length The distance from right end To where the tendon starts draped or debond foot or Meter Note Tendon input can be per row basis with the distance as the row distance or per group of rows basis with the distances as the centroid of the tendon group Tendon group can be raised or unraised group 4 2 4 Factor Definition Factor Definition for WSD LFD contains Im
55. spans Imported of Entered COE Cancel To Import Data from DASH Use this option to browse and import data from DASH file Number of spans Number of spans of continuous girder either imported from DASH or entered manually imported or entered Input Screen 2 Input Data for Continuous Girder Input Data for 2 spans continuous girder Input Based on DASH EAM ahamedYPiei Additional Input irder Type AASHTO BulbTee 6348 y Diaphragm Width bw 36 or Enter for PCEF opan Length between Diaphragm Depth h fin 85 1 Bearings ft total height MD Slab Type XXI X XIX 2 Girder Spacing ft 21 29 Haunch Depth fin at the Centerline Bearing Gap Distance Between Adjacent Spans ft Ratio ot Draped Length of lendons to Span Length Additional Dead Load DC 1 pst Input Based on DASH Girder Type AASHTO BulbTee Imported from DASH for AASHTO or BulbTee girders or entered manually for PCEF or Enter for PCEF Span Length between Bearings ft Span length incase of 2 spans girder Exterior span incase of 3 spans girders and more Interior Span Length between Bearing ft Interior span length incase of 3 or 4 spans girder First interior span length incase of 5 spans girder Second Interior Span Length between Bearing ft Second interior span length incase of 5 spans girder Girder Spacing ft Main girder spacing Haunch Depth in at the Centerline Bearing Haunch dep
56. that point An arrow will appear on the screen at the location of the chosen point The Location box in the upper left portion of the screen gives the distance from the left end of the first span to the chosen point in the appropriate units The unit feet or meters is determined by the unit system chosen on the input screen shown in Figure 4 7 The Value box gives the magnitude of the quantity plotted at the chosen point Its units are also dependent upon whether the U S Customary S l unit system was chosen on the same input screen Table 6 1 Graphic Plot Options OPTIONS SUB CTEGORIES MOMENT Non composite Dead Load Moment superimposed Dead Load Moment Live Load Moment Positive Live Load Moment Negative Total Maximum moment Total minimum Moment SHEAR Non composite Dead Load Shear superimposed Dead Load Shear Live Load Shear Positive Live Load Shear Negative Total Maximum Shear Total Minimum Shear DEFLECTION Steel Dead Load Deflection Slab Dead Load Deflection Superimposed Dead Load Deflection Total Dead Load Deflection 6 3 Table 6 1 Graphic Plot Options continued CAMBER Steel Dead Load Camber Slab Dead Load Camber Superimposed Dead Load Camber Total Dead Load Camber RANGE Stress Stress Range Top Flange Stress Range Bottom Flange STRESS Top Flange Steel Dead Load Stress Slab Dead Load Stress Superimposed Dead Load Stress Maximum Total Positive and Allowable Stress Ma
57. the Graphic Utility refer to Section 6 0 Post Processor please refer to Appendix E for details 3 3 Print Utility allows you to view and print output files and tables It also provides a directory of available tables for your convenience For instructions on using the Print Utility refer to Section 7 0 Exit allows you to exit WIN DASH simply by clicking on the word Exit in the WIN DASH Main Menu or by typing Alt x on your keyboard Help Utility allows you to view help for the Help basics how to commands and buttons Hit Fl key will bring up the input description of the current input screen Help Utility may also be accessed from Input Utility see Section 4 5 To access any of the utilities available from the Main Menu use your mouse to position the cursor over the desired utility such as Input and click once The utilities may also be accessed using the button below them new screen will appear with a menu listing the options available under that utility By again positioning the cursor over the desired menu item and clicking the left mouse button a submenu will appear with additional options With the cursor positioned over the desired option click the mouse button once to choose that option Sections 4 0 7 0 will provide a step by step explanation of each of the options available under each utility Each of the utilities can also be accessed by pressing the appropriate underlined letter on the menu bar while holdi
58. the top bottom plate This will be taken as the top bottom flange dimensions for a plate girder and the top bottom cover plate dimension for a standard rolled section oment of Inertia for Reinforced Concrete his input is used if RC option is selected Area for Reinforced Concrete his input is used if RC option is selected 4 17 4 2 3 1B Definition of Members Data Type 05012 012 Excel Work Sheet Length m 50 51 Web oot LL bee meme LL LL LL p bee LL imei LL bee LL beee Lp bee T f beee LL bee LLL T YE DEFINITION MEMBERS Sec 1 Sec 2 Sec 3 Mem 1 Mem 2 Mem 3 Mem 4 Mem 5 Length Length Length Length Length Note Member Type 0 defines a prismatic member For other types of members please refer to the User s Manual 4 18 Table 4 9 Definition of Members Input Description DATA REQ REDE INPUT ITEM DESCRIPTION UNITS MODE 05012 A member is defined as a range or segment of a plate girder or rolled beam The members must be numbered and input sequentially along the beam starting at the extreme left support Members are defined between section numbers Thus a member ranges from a left section number to a right section number which may be the same or different
59. these live loads will be considered as overload except that Type D can be designated as design vehicle in the maximum load calculation The Load Factor Design live load considers a Maximum Load AASHTO load truck land and tandem with or without design Type D truck times Gamma factor 1 3 and Beta factor 5 3 b Overload Load AASHTO load with any types D M and trucks times Beta Factor 5 3 c Service Load AASHTO load only Note 1 Impact factor and distribution factor are calculated internally or overridden by the users and applied to the live load Note 2 User can access the ASCII file TRUCK26 DAT or TRUCK26M DAT for metric version to define their own trucks For Working Stress Method all types are considered in the design code checking process except fatigue check which only considers AASHTO load Load Data Types 07012 amp 07022 This loading is considered by itself and does not combine with any other load types If this loading is specified for LFD all other load types will be blocked out As with the other load types for Data Types 06022 and 06032 users can access to the ASCII file TRUCK26 DAT or TRUCK26M DAT for metric version to define their own trucks This option is used usually for the rating or capacity check and the direction of the truck can be specified Specification of Impact amp Distribution Factors Data 08012 If default i e skip this Data Type 08012 AAS
60. 2052 and Max Min Web depth on Data Type 12062 If nothing is specified on Data Types 12052 and 12062 the program will determine optimal sizes User can define their designs from the first trial without specifying any design parameters If nothing is specified for material on Data Type 12072 709 with 36 ksi yield stress wil be used for design Uniform one material or mixed two or more materials can be used for design but not yet at this time for hybrid design If nothing is specified on Data Type 12082 the dead load point of contraflexure will be used as the field splice location In this version only one section is designed for each field section If a more refined design is needed users can specify their own splice locations In the next version up to 3 sections will be designed for each field section For simple spans if no splice locations are specified up to three sections will always be considered Yield Stress and Lateral Bracing Data Data Type 13012 There are two different entities Yield Stress and Lateral Bracing on one Data Type Locations From and To can be anywhere ranged by material or by bracing distance Lateral bracing distances are important for determining the allowable stresses for WSD and moment capacities for LFD The bracing can be diaphragm or crossframe where it prevents the compression flange from lateral buckling If nothing is specified 25 which corresponds to AASHTO specified max diaphragm spa
61. 27 PC Sections Input DesctiIpHOoll eco tu PUE SU Red USE 4 29 PC Remrorcement Input rq 4 30 Member and Tendon Geometry Data Input Description 440002 4 32 Impact and Distribution Factors Input Description 4 34 Load Factors Gamma and Beta Input 4 38 L ad actors RE DO Edda m Eid 4 40 AASHTO Live Load Input DeSceriptOn 4 42 State Vehicle Loading Input 440 412200600006 00000 4 43 General Vehicles Input Desc iphones ue itat BO Uo uet A onis 4 44 Special Vehicle ID and Input 4 45 Slab Loads Input 4 46 Arbitrary Uniform and Concentrated Loads Input Description 4 48 Lateral Bending Stress Load Input 4 49 Auto Generation of Dead and Superimposed Dead 4 5 splice Design Data Input DGsCtIpLOD ice iE Deva ERR he Su De aber Se ERO rra eu RR ERE Que 4 52 Design Method and Stiffener Option Input 4 53 D sienated Plate size Input DescripU
62. 3C Definition of Tendons Data 05032 Tips When entering tendon column spacings use C C N D C N D formats For example a row of 5 tendons with equal spacing of 6 inches enter 406 a row of 12 tendons with spacings of 2 25 8 5 6 8 2005 enter 2 5 8 5 6 8 2 5 a row of only one tendon enter 0 Tendons are center aligned Longitudinal Definitions 4 31 Table 4 15 Member Tendon Geometry Data Input Description DATA REQ eh INPUT ITEM DESCRIPTION UNITS MODE 05032 No Span Number which span the tendon row is for starting from 1 to maximum 10 spans Ready only defined By Cross Sectional Tendon Configurations Strand pattern Wire Code 1 Straight or Draped Pretension Parabolic Pretension 2 3 Straight Posttension 4 Parabolic Posttension pan Left For left raised tendon If no left raised tendon 1 leave this block blank Section No Section number at left end Read only defined by Cross Sectional Tendon Configurations Raised or Debond Wires Number of wires raised or debond in left part of a span Read only calculated from Cross Sectional Tendon Configurations Raised Distance The distance to the bottom of section inch or mm at the left end of a span Read only calculated from Cross Sectional Tendon Config Draped or Debond Length The distance from left end To where the tendon starts draped or debond foot
63. 5 22 mm for SI units Bolt Allowable Stress Default is 15 Ksi 103 MPa for WSD 35 Ksi 241 MPa for LFD LRFD NOTE Please refer to AASHTO Specification Table 10 32 3C for WSD p 253 Table 10 56A for LFD p 293 4 52 4 2 7 Design Method and Stiffener Option Data Type 12042 Plate Girder 0 Minimum Height 0 Unstiffened No Longitudinal Stiffene AJO9GR36 Table 4 28 Design Method and Stiffener Option Input Description DATA pot INPUT ITEM DESCRIPTION TYPE 2 INPUTITEM DESCRIPTION 0 12042 ID 0 Plate girder Wide flange compact 2 Wide flange braced non compact Design Method For optimization 0 Minimum weight Minimum cost Member Type 0 Prismatic Default Linear 2 Parabolic concave down 3 Parabolic concave up Transverse Stiffener Option 0 Unstiffened Stiffened Longitudinal Stiffener Option 0 No longitudinal stiffener 1 Longitudinal stiffener 15 required 4 53 4 2 7 Design Plate Size Data Type 12052 Table 4 29 Designated Plate Size Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 12052 following sizes are allowed to be fixed in design Web Plate Depth Web Plate Thickness Top Flange Width Top Flange Thickness Bottom Flange Width Bottom Flange Thickness 4 54 4 2 7D Design Plate Size Range Data Type 12062
64. 7 3 Section Yield Strength Fy Yield strength of the material corresponding to the from to interval Default 36 ksi or 248 MPa Section Yield Strength Web Yield strength for steel girder Leave blank if homogeneous or specify if hybrid Lateral Bracing Data Spacing Lateral bracing spacing within the from to span interval This input is used to define the bracing points within the from to span interval Default equal spacing within span closest to 25 ft or 7 62 m Default example Span length 90 ft So no of bracing spacing 90 25 3 6 use 4 Bracing dist 90 4 22 5 ft ote For Mixed or Hybrid Steel use Data Type 05012 Definition of Members 4 67 4 2 9B Longitudinal Stiffener For Steel bridges only Data Type 14012 Distance Distance E Location From To Inch or Ksi Location Width Thickness Inch or Width Thickness Inch Inch Inch Inch Foot Foot fraction fraction inch inch DEFINITION OF TRANSVERSE AND LONGITUDINAL STIFFENERS Longitudinal View Transverse View 1 Top Long Lac T Transverse Stiffener gt gt Distance nom zu Equal e spacing gt Longitudinal Stiffener gt Distance From To 4 68 Table 4 39 Longitudinal Stiffener Data Input Description DATA REQ DE INPUT ITEM DESCRIPTION UNITS MODE Location Distance From To Distance measured from the left bridge suppor
65. Allow Stress Total Megative and Allow Stress Figure 6 14 Top Flange Stress Submenu im C Windash Examp2d grh Top Flange Steel Dead Load Stress l x File Moment Shear Deflection Camber Range Stress Help Location 0 Top Flange Value 0 400 320 240 160 160 240 320 400 Figure 6 15 Flange Steel Dead Load Stress Diagram Screen 6 10 6 2 6 2 Bottom Flange Stress Diagrams Bottom Flange Stress submenu and a sample diagram are shown in Figures 6 16 and 6 17 respectively im 24 9 Flange Steel Dead Load Stress File Moment Shear Deflection Camber Range Stress Help u amp Top Flange b Bottom Flange Steel Dead Load Stress Slab Dead Load Stress Superimposed Dead Load Stress Positive Live Load Stress Megative Live Load Stress Total Positive and Allow Stress Total Megative and Allow Stress Figure 6 16 Bottom Flange Stress Submenu ig C Windash Examp2d grh Bottom Flange Steel Dead Load Stress E l 8 x File Moment Shear Deflection Camber Range Stress Help Location 0 Bottom Flange Value 0 400 320 240 160 160 240 320 400 Figure 6 17 Bottom Flange Steel Dead Load Stress Diagram Screen 6 11 6 3 Graphic Plots for Prestressed Concrete oix options for Prestressed Concrete are available in WIN DASH They are Moment Shear Displacement Bo
66. Data Input Description DATA REQ P DE INPUT ITEM DESCRIPTION UNITS MODE 12032 Data Number Per Transverse Section Number of shear studs per transverse section If Z section or channel shapes used input one 1 Diameter of Studs Su value and Zr values for truck and land will be calculated based on the input Road Type data type 06012 and concrete strength Default 7 8 in 22mm With provided stud diameter program will generate proper Su and Zr values based on AASHTO specs Shear Connector Data Connectors in Negative Moment Region Use the following for placement of shear connectors in negative moment region No shear connector placed in negative moment regions Default 2 Shear connectors placed in negative moment regions Ultimate Strength of the Shear Connector Su value defined in Section 10 38 5 of AASHTO for the shear connector ultimate strength requirement Allowable Range of Horizontal Shear Zr value for the truck or ane as defined in Section 10 38 5 of AASHTO for the shear connector fatigue requirements For Road Type 1 WSD or L FD enter Zr value for over two million cycles Default Zr for any Road Type in Data Type 06012 with 7 8 in 22mm Diameter shear studs INPUT DESCRIPTIONS ABOVE ARE FOR STEEL ONLY cont 4 59 Table 4 33 Reinforced Concrete Strength Data Input Description cont d DATA REQ iid INPUT ITEM DESCRIPTION UNITS MODE 12032 Slab Reinforcement Data Rebar Yield Str
67. EAR CONNECTOR ULTIMATE STRENGTH 0 1 CRITERIA MAX HORIZ FORCE IN THE DIAPHRAGMS AND CROSS FRAMES V MERLIN DASH from the BEST CENTER 7 6 3 Definition of Output A summary of the tables which are output from MERLIN DASH are given in Table 7 2 Also defined Table 7 2 are the specified levels and information type e g analysis code check rating etc associated with each set of tables summary of possible error messages from MERLIN DASH 15 given in Table 7 3 Table 7 3 Error oe ERROR ERROR IDENTIFICATION ERROR TYPE REMEDY NO MESSAGE 1 1 ISPAN INTERVAL Change SPAN INTERVAL ONLY ALLOWING on 01032 to be less FATAL INPUT MAXIMUM 20 than 21 ERROR 1 2 DESIGN OPTION NOT Give DESIGN CODE on DEFINED TYPE 01032 NON FATAL INPUT 3 11 BEAM XXX SPACING Give BEAM SPACING on ERROR NOT GIVEN TYPE 03042 SECTION NUMBER SECTION NUMBER 41 SEQUENCE WRONG SEQUENCE on 04012 51 SECTION NUMBER Specify SECTION NUMBER NOT GIVEN on TYPE 05012 NON FATAL INPUT ERROR MEMBER LENGTH Use BEAM MEMBER 5 2 LESS THAN 1 0 FT LENGTH more than 1 0 ft on TYPE 05012 FATAL INPUT ERROR 4 NO SUCH SECTION Redefine SECTION NUMBER NUMBER on TYPE 05012 SUM OF MEMBER Check TOTAL LENGTH defined by TYPE 03022 and ROAD TYPE NOT Give correct ROAD TYPE on FATAL INPUT GIVEN OR GIVEN TYPE 06012 ERROR WRONG FOR DESIGN LIVE LOAD NOT Check LIVE LOADING 7 1 GIVEN OR
68. HTO impact and distribution factors will be imposed to the truck The input is on a per span basis If no impact is expected input a very small impact factor value such as 0 176 and mark the loading type The loading without impact is then specified Maximum factor is to override the AASHTO max factor and cap the impact factor calculated internally or by the input equation The user can use the AASHTO impact factor and cap it by the input max factor Individual moment shear distribution and deflection factors can be specified per span Live Load Deflection is internally set as equally deflected for all beams girders Gamma and Beta Data Type 09012 Gamma and Beta factors are the overriding factors to AASHTO 1 3 and 5 3 A new second Beta factor will be the live load factor applied to the overload case Slab loads Data Type 10012 Slab loads are specified either for all spans or span by span In the span by span case load number corresponds to the Span No Distance From and Distance To should be the beginning and end of each span Initial Depth is not used in the program and used only for reference Final Depth is used for the section calculation effective width calculation and rebar location determination for composite construction For noncomposite construction thickness is not essential but in the process of internal calculation thickness will be used Therefore it is recommended to input a value to avoid divided overflow
69. IN DASH incorporates a standardized sequence of steps starting with analysis and proceeding at the user s option to perform a code check design and or rating which allows for the following 1 Analysis Only For the analysis of dead and or live load effects 2 Analysis Code Check For analysis and then code checking 3 Analysis Rating For rating or posting of existing structures 4 Design For design with weight or cost optimization Design Code Check Void 6 Design Code Check Recycle First design then recycle to re analyze the designed section then perform a code check 7 DL Stage Analysis Dead Load pouring sequence stage analysis 8 DL LL Stage Analysis Dead Load pouring sequence stage and Live Load analysis The generality of the program also extends into the structural model incorporated within MERLIN DASH The structural analysis is performed using a series of modular subroutines which are based on the stiffness method Utilizing this methodology allows the use of various specialized members such as straight and parabolic haunches hinges and flanged transitions The loading capabilities of MERLIN DASH include joint concentrated and segmented uniform member loads An extensive mesh generation capability allows for the incorporation of fully automated AASHTO Dead Load DL and Live Load LL sequences A highly general and wide range of live load capabilities are also incorporated into MERLIN DASH Standar
70. MA Live load falls into two major categories maximum live load moments and maximum live load shears Maximum live load deflections for each span are also obtained during the process of computing the maximum live load moment In addition reactions at each support due to live load are computed and listed in the program output The maximum values of each of the specified highway loadings AASHTO lane and truck tandem special vehicle truck train loading are retained as needed Only maxima are given for each interval and are utilized in constructing envelopes If impact and distribution factors are not specified by the user they will be automatically calculated accordance with AASHTO live loading computations are influenced by these two factors except for the sidewalk live load which 1s directly applied to the outside girders AASHTO LOADINGS For a truck loading each axle is moved over the current interval point to produce maximum positive moment The same process is applied to lane loading but only the minimum point on the moment influence line of the entire structure is considered as the point where the truck will be moved to obtain the maximum negative moment Two directions of travel are taken into consideration if not otherwise specified A unidirectional direction can be specified if it is desired Tandem loading 15 treated in an identical manner For maximum positive shear the distributed loads are applied from the current
71. MENTS FOR N INFINITY FACTORED 2 LIVE LOAD MOMENTS FOR NONCOMPOSITE CONSTRUCTION FACTORED 2A LIVE LOAD MOMENT RANGE UNFACTORED SUMMARY FOR NONCOMPOSITE CONSTRUCTION FACTORED 1 NONCOMPOSITE DEAD LOAD SHEARS FOR N INFINITY FACTORED 3 3 4 5 5 5 5 6 6 2 LIVE LOAD SHEARS FOR NONCOMPOSITE CONSTRUCTION FACTORED 6 2A LIVE LOAD SHEAR RANGE in kips UNFACTORED 6 3 SHEAR SUMMARY FOR NONCOMPOSITE CONSTRUCTION FACTORED 7 1 LIVE LOAD REACTIONS UNFACTORED 7 2 SUMMARY OF REACTIONS UNFACTORED 8 1 DEAD LOAD DEFLECTIONS FOR NONCOMPOSITE CONSTRUCTION UNFACTORED 8 2 LIVE LOAD DEFLECTIONS FOR NONCOMP CONSTRUCTIONS 20 1 SUMMARY OF FORCES for REINFORCED CONCRETE BEAM ANALYSIS 20 2 SUMMARY OF SECTION PROPERTIES OF RC BEAM 20 3 SUMMARY OF REINFORCEMENT PROPERTIES OF RC BEAM 23 1 WSD INVENTORY BENDING STRESSES amp RATING of TOP CONCRETE 23 1 WSD INVENTORY BENDING STRESSES amp RATING of RC BEAM TOP STEEL 0 0 0 0 0 0 0 0 0 0 0 2 2 2 2 2 2 2 2 2 2 1 1 2 ub 2 2 2 2 2 7 5 Exit 0 0 0 0 0 0 0 0 8 0 0 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 28 24 1 Figure 7 6 Typical Print Table Screen Choosing Exit tab exits the Print Utility and brings you back the WIN DASH Main Menu 7 5 MERLIN DASH from the BEST CENTER 7 6 Output Definitions and Options Several
72. OFtsss 4 54 Design Plate Size Range Input Description 4 55 Material and Fabrication Cost Input 4 56 Field Splice Location and Material ID Input Description 0014 4 5 Reinforced Concrete Strength Data Input Description 4 59 Prestressing Steel Properties Data Input Description 4 61 Post tension Steel Material Properties eene ab edo a ue 4 62 Slab Data Input DeSCEU LIOTI e Fee ePi eo duc be ees bep 4 63 Precast Beam Data Input Description sserrep e n 4 65 Yield Stress and Lateral Bracing Data Input 4 67 Longitudinal Stiffener Data Input Description 4 69 Transverse Stiffener Data Input Description 4 70 Graphic Plot Options N 6 3 6 2 7 1 7 2 VS Graphic Plot Options Prestressed Concrete 6 12 Definition of Output Indices TABLE LJ Dye iio rd eto oce utet cts 7 6 Definition of Output Tables for Composite Construction 7 8 BETO RING tunis aan ras alae dare d ume me Pd Ded RM 7 12 vi FIGURES The Plow Charto MERLUN DAS EA 2 2
73. ON SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 2 2 2004 oplice Design Checked By 5 1 No 1 Splice Date 0 7 resistance factor for yielding of tension members 0 95 AASHTO LRFD 6 5 4 2 A Effective area of the bottom flange with holes As AntBAg lt Ag AASHTO LRFD 6 10 3 6 1 or Std 10 40 A 10 37 in 10 05 OK Bolt diameter d 0 875 Bolt Area A 14 74 Bolt strength double shear 2 43 90 kips Bolts required Pj P 11 56 507 38 3B Top Splice in compression and in non control Outside Plate PL 12 x 3 8 Use the same width Inside Plate 2 PL 5 25 x 1 2 Reduce by the web and clearence for the weld of plates Outside Plate 12 00 0 375 Inside Plate 0 375 Figs 37 50 ksi P 337 50 kips 50 00 ksi 6 75 in Ag provided Bolts required 7 69 Use 8 bolts each side Prci required Bolts Use Bolts side 337 50 43 90 76 18 4 Design force on web 4A Design force due to moment Web Plate 36 00 in x 0 4375 in Rp 1 00 a 37 50 ksi Rot 1 65 Lae 2 11 ksi Muw Design moment at the point of splice representing the portion of the flexural moment assumed to be resisted by the web twD 12 RiFe Rerfrcsl AASHTO LRFD C6 13 6 1 4b 1 1936 00 kips in AASHTO Std 10 41 161 333 kips ft Bolt diameter d 0 875 in Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 4 17 RA 6 Splice Desig
74. ORGANIZER HINGE C HINGE default far Steel and HC default for PC bridge bridges MANUAL DL SDL INPHIT AUTO GENERATING DL SDL simplified Data Type 0201 2 AASHTO LIVE LOAD C AASHTO NON AASHTO LIVE ONLY LOAD AASHTO DEFAULT C USER INPUT IMPACT AND IMPACT AND DISTRIBUTION FACTORS DISTRIBUTION FACTORS ANDO SKEW ANGLES AND HON SKEW ANGLE only AASHTO LOAD AND C USER INPUT LOAD AND RESISTANCE FACTORS RESISTANCE FACTORS v DEFAULT BOUNDARY USER INPUT BOUNDARY CONDITION CONDITION Steel and RU No 1 No Hinge Default for Steel 03032 and RC bridges Hinge Default for PC bridge 03032 5 0 Manual DL SDL Input 10012 11012 02012 Simplified Data Type 02012 Live Load 07012 07022 AASHTO Default Impact and NENNEN Distribution Factors and Non skew Angle User input Impact and 08012 Distribution Factors and or Skew Angles LRFD only AASHTO Load and 09012 Resistance Factors User input Load and 09012 Resistance Factors Default Default Boundary Condition Condition 0002 User input o Condition Appendix B1 LFD THEORY FOR PRESTRESSED CONCRETE General DASH P analyzes and performs the code check according to the most current AASHTO specifications Structural analysis of the beam 15 performed by the program stiffness matrix solver The program assumes the beam is a line element with translational and rotational degrees of
75. POINT OF CONTRA FLEXURE UNFACT MAX L L DEFLECTION FOR COMPOSITE CONSTRUCTION EY 1 2 9 3 1 2 9 3A 1 2 9 4 1295 1 2 9 5 A F 1 2 10 1 NIN ool gt TOTAL D L STRESSES STRESSES FOR N 9 0 UNFACT L STRESS RANGE FOR N 9 0 ksi UNFACT OTAL DLSDL LLAD STRESS SUMMARY m UNFAC OTAL STRESS SUMMARY RFD LIMIT STATE STRESS SUMMARY TRESSES AT SECTION CHANGE POINTS UNFACT I z OP ur 5 I ERI ER G MERLIN DASH from the BEST CENTER Table 7 2 Definition of Output Tables for Composite Construction continued TABLES APPLICABLE FOR 1 COMPOSITE CONSTRUCTION J 1 AASHTO WSD INDEX OUTPUT TITLE LEVEL NO PHASE 0 1 CODE DETAILED MOMENT INFORMATION CHECK DETAILED SHEAR INFORMATION MEMBER LENGTH AND SECTION GEOMETRY 0005 DEPTHTHICKNESS RATIOS Nx 1 PEXOTSA DEPTH THICKNESS RATIOS N INFINITY PROJECTING COMPRESSION FLANGE ELEMENT COMPACT SECT SUMMARY OF STRENGTH CATEGORY OF CROSS SECTION DM CAPACITY REDUCTION FOR UNBRACED 0 1 BENDING CAPACITY FOR NON COMPOSITE DEAD 0 1 SECTION PROPERTY CHECK OF TRANSVERSE 0 1 STIFFENERS SHEAR CONNECTOR FATIGUE CRITERIA UNFACT 22224 SH
76. QUIRED PITCH TABLE 1 2 22 24C TENSION COMPRESSION REVERSAL AREAS B3 10 APPENDIX C Pier Continuity PC Girder LRFD Design Purpose of the program Design and analysis based on AASHTO LRFD of PC bridges composed of simple span precast girders made continuous for live loads If the minimum age of the precast girder is at least 90 days based on AASHTO LRFD the positive moment connection is designed as 1 2M If the age of girders is within 90 days time dependent restraint moments at interior supports of a continuous bridge are calculated The calculation based on NCHRP 519 depends on girder age at the time continuity 1s established properties of the girder and slab concrete and bridge and girder geometry C2 Design and adequacy check a To obtain and check the negative moment reinforcement Bar A b To check the negative moment at the pier c To obtain and check the positive moment connection Bar B d To obtain and check the diaphragm reinforcement between girders Bars C amp D CENTER LINE PIER CENTER f 3 CENTER LINE BEARING LINE 3 8 s CONTINUOUS FULL WIDTH OF DECK ROUGHENED CONSTRUCTION JOINT TOP OF BEAM NORMAL DECK REINFORCING INCLUDING ADDITIONAL BEARING STEEL OVER PIER SEE STD BR 55 6 30 88 195 Bar A B CF EQUALLY SPACED BETWEEN BEAMS e401 TO MATCH SPACING 6 STIRRUPS Bar 1 6 TO PASS THROUGH HOLE IN INTERIOR BEAM WEB Bar D j B 5 EACH FACE TO BE PLACED BE
77. TWEEN BEAMS 1 6 TO PASS THROUG 5 10 HOLE IN INTERIOR BEAMS Hee 10 1 6_ CONTINJOUS FROM OUTSD FACE OF EXTERIOR BEAM TO EXTERIOR 2 8 Bar B BEAM TERMINATE BAR 2 FROM FACE OF EXTERIOR BEAM SECTION SCALE 1 0 C 1 C3 Calculated a Bar A Based on the reinforcement provided by the selected Standard Slab and additional negative moment slab reinforcement at the pier adequacy is checked Bar A in Design Results Table 15 the summation of the two and the total area and the distance can be used for DASH input b Negative moment Calculated ultimate moment is checked against total factored negative moment provided by the user and the 1 2 times the cracking moment c Bar B Depending on the girder age at continuity based on either the restraint moment calculated at the pier or 0 6 times the cracking moment for girders age less than 90 days or 1 2 times the cracking moment for girders age more than 90 days Bar B 1s designed and checked for two design options steel bars or strands Bar B can be the reinforcement extended from the precast girders d Bars C and D Based on the minimum reinforcement requirement Bars C and D are obtained and checked C4 Input data The available input screens are Number of Spans Input Data for Continuous girder Concrete amp Steel Data Loads Data amp Continuity Details Input Screen 1 Number of Spans Number of 5pans Number of
78. Table 7 2 Level 1 Detailed Engineering Output Level Many more tables are output than required for basic engineering purposes Table 7 2 7 7 MERLIN DASH from the BEST CENTER Table 7 2 Definition of Output Tables for Composite Construction TABLES APPLICABLE FOR I 1 COMPOSITE CONSTRUCTION J 1 AASHTO WSD INDEX OUTPUT TITLE LEVEL PHASE 0 1 Z L111 PROGRAM ASSUMPTIONS 1 1 2 1 LOADING INFORMATION 1 1 3 1 BRIDGE SUPERSTRUCTURE QUANTITIES DISTRIBUTION WHEEL LOADS L141 NON COMPOSITE SECTION PROPERTIES FOR N 11 42 COMPOSITE SECTION PROPERTIES FOR N 11 43 COMPOSITE SECTION PROPERTIES FOR 8 00 l 1 1 5 1 NON COMPOSITE DEAD LOAD MOMENTS FOR 1 53 COMPOSITE LIVE LOAD MOMENTS FOR N 8 00 5 3 LIVE LOAD MOMENT RANGE FOR N 8 0 0 I MOMENT SUMMARY FOR COMPOSITE CONSTRUCTION NON COMPOSITE DEAD LOAD SHEAR FOR N INFINIT NON COMPOSITE AND COMPOSITE DL SHEAR SUMMARY LIVE LOAD SHEAR FOR N 8 0 LIVE LOAD SHEAR RANGE FOR N 8 0 kips 1 1 6 4 SHEAR SUMMARY FOR COMPOSITE ee CONSTRUCT LIVE LOAD REACTIONS SUMMARY OF REACTIONS 1 1 8 1 COMP AND NON COMP DL DEFL FOR INFINITY AND N 24 CAMBER INFORMATION LOCATION OF DEAD LOAD POINT OF CONTRA FLEXURE MAX LIVE LOAD DEFLECTION FOR COMPOSITE CONST NON COMPOSITE DEAD LOAD STRESSES FOR N INFINIT DL STRESS FOR N 24 0 AND TOTAL DL Y
79. ad Load Shear Live Load Shear Positive Live Load Shear Megative Total Maximum Shear Total Minimum Shear Figure 6 6 Shear Diagram Submenu i C Windash Examp2d grh Noncomposite Dead Load Shear Em 4 5 x File Moment Shear Deflection Camber Range Stress Help ar S Location 0 Value 42 1 2000 1600 1200 400 400 1200 1600 2000 Figure 6 7 Noncomposite Dead Load Shear Diagram Screen 6 2 3 Deflection Diagrams for Steel Deflection submenu and a sample diagram are shown in Figures 6 8 and 6 9 respectively lt 24 Dead Load Deflection File Moment Shear Deflection Camber Range Stress Help eb Steel Dead Load Deflection Slab Dead Load Deflection Superimposed Dead Load DeHection Total Dead Load Deflection Figure 6 8 Deflection Diagrams Submenu ig C Windash Examp2d grh Steel Dead Load Deflection 5 File Moment Shear Deflection Camber Range Stress Help Location 0 Value 0 60 48 36 24 24 36 48 60 Figure 6 9 Steel Dead Load Deflection Diagram Screen 6 2 4 Camber Diagrams for Steel Camber submenu and a sample diagram are shown in Figures 6 10 and 6 11 respectively i Cr Windash Examp2d grh Steel Dead Load Deflection File Moment Shear Defection Camber Range Stress Help Steel Dead Load Camber Slab Dead Load Camber S
80. al and may be used to override impact and distribution factors which are calculated automatically by the program in accordance with the AASHTO code 4 34 Table 4 16 Impact and Distribution Factors Input Description continued DATA pete TYPE INPUT ITEM DESCRIPTION UNITS MODE 08012 Span Number This indicates the span for which impact cont factor and or distribution factor information is given A span number may be repeated as often as needed to input impact and distribution factor data Impact Factor This input will override the impact factor which normally would be computed automatically by the program for the indicated span The impact value input will be taken as a fixed value independent of loaded Lengths as specified by AASHTO NOTE Alternatively the standard AASHTO equation for impact may be modified or another equation defined through the use of the Calculation Factor Options as described below Calculation of Factor Equation Number This refers to a specific equation available for the computation of the live load impact factor This equation can take many forms and is a function of the loaded length The various equations available within the system are defined in Table A 1 5 FORMULATION OF THE IMPACT FACTOR Constants C2 C3 Constants used to define fully the Special impact factor equation See TABLE A 1 5 for a complete description For LRFD Option If DF application option is equal
81. ands in If option 2 1s selected prove the total Length of Extended Strands Otherwise leave blank or zero Bar C Stirrups in Pier Diaphragm Bar C as shown and defined on sheet Continuity details Bar D Longitudinal Reinforcement in Pier Diaphragm Bar D as shown and defined on sheet Continuity details Input Screen 5 Load Data amp Continuity Details Strandata Strand Data amp Sequence of Construction Input Based on DASH EAMohatmed Pier Cont Additional Input Centroid of straight strands 5 35 Time between tensioning of strand and 1 prestress transfer days Centroid of draped strands at girder end and m establishment of continuity days T1 Centroid of draped strands at midspan n Time between prestress transfer and 31 Number of straight strands placement of deck days T2 Do you wish to include the restraming Number of draped strands effect of slab reinforcement on shrinkage 7 Cross sectional area of each strand 0 153 which the m effect is introduced days T3 Initial strand tension psi 202500 Type of strand SR for Stress Eelieved LL LL for Low Relaxation Modulus of elasticity of prestressing strand 29098 Input Based on DASH Centroid of straight strands in Distance from bottom to the centroid of straight strands Centroid of draped strands at girder end in Distance from bottom to the centroid of draped st
82. aphic View for more information about how to turn a view 4 86 4 3F Girder Profile and Loads Girder Profile and Loads graphic page is for steel bridges only X CABESTIDash Data haunchso Slab Loads Per Beam 10012 Fit Bi 3 w deb eens Stab Loads Per Seam 10012 Girder Profile and Loads Scales Horizontal Linch 12 Foot Vertica Linch 3 Foot Na ID Depth X V dis LE 64 uc i380 10 a Naight Trach Lha Fel 9 JPG Select Girder Profile and Loads in Graphic Pages area to open this page Girder profile can be generated in different scales in horizontal and vertical Scales Horizontal enter a scale for horizontal displaying Scales Vertical enter a scale for vertical displaying When hover the mouse over the girder the current segment will be highlighted and it correspondent definition will be highlighted on top of the window See Zoom and Pan of a 2D Graphic View for details about operations on 2D graphics view 4 87 4 36 PC Tendon Configuration Tendon Configurations is used to show tendon definitions of PC bridges XL CATemplaa Definition of Tendons 05032 LER ET lt Definition of Tendons 05032 gt PC Tendon Configurations Navigate to Definition of Tendons Data Type 05032 from Data Input Pages area or select Tendon Configurations in Graphic Pages area to open this page Pr
83. aphic page you need to Navigate to a Graphic Page first JL Untitled Project Data 01012701027 DATEFIUITTITLE PC Tendon Configuratinms Bede Dump and Maximum Allowable Trucks General Vehicle Special Vehicle PC Sections 17 2010 f Lu 3 el 1 x Options ua 4 75 4 3A Navigate to a Graphic Page To view a graphic page select the page name from the drop down list as shown below Jntitled P Intitled fe Project Data 01012 01022 Plan View Plan View PC Tendon Configurations Bridge Dump and Maximum Allowable Trucks General Vehicle Special Vehicle Girder gt 1 HI 1 7 2010 Some Graphic Pages are linked to some Data Input Pages When a linked data input page is navigated the correspondent graphic page will be automatically navigated For example the following screen capture shows that RC Sections is automatically opened when PC Sections Data Type 04012 is navigated on the left of the window 4 76 u p Sections 4012 5 PC A012 AASHTO Bui liver f uso san n A 13 AASHTO User feted 2 4 3B Plan View Plan View shows the span and beam layout in plane view The following example shows a plan view of a two span PC bridge lek Fans Spa
84. asing number of non standard trucks currently in use MERLIN DASH S capability of handling special loadings allows the user to compute the rating or the posted weight limits for any bridge The special loading capabilities include Dump Truck 2D or 3D Maximum Allowable Trucks MST76 3 352 3 3 General Vehicles when the axle loads and spacing are defined by the user Special Vehicles where the axle loads and spacings of up to 20 axles can be defined by the user A od al T Special vehicles must be input and run independently from the other loading cases The identical procedure for calculating the AASHTO moments and shears 15 also utilized for the specified special truck loading within MERLIN DASH DEFINITION OF TRUCKS MERLIN DASH allows users to specify their own truck configurations in a predefined truck file This file is in an ASCII format and must be defined prior to the MERLIN DASH run It contains the truck name number of axles axle weights and spacings Predefined truck files for several AASHTO rating trucks are included your MERLIN DASH software package The files TRUCK26 DAT and TRUCK26M DAT contain the truck configurations in U S Customary and S I units respectively MERLIN DASH allows the simultaneous execution of the AASHTO Truck A see attachment 6 of this user s manual for the format of the truck files Dump Truck D Maximum Allowable Truck M and General Vehicle G or the single execution
85. at 28 days Deck concrete compressive strength at 28 days psi Deck concrete compressive strength at 28 days Girder concrete unit weight pcf Girder concrete unit weight Deck concrete unit weight pcf Deck concrete unit weight Relative humidity 9c Relative humidity in percent Additional Input Girder concrete ultimate creep coefficient Girder concrete ultimate creep coefficient Girder concrete ultimate shrinkage microstrain Girder concrete ultimate shrinkage microstrain Deck concrete ultimate shrinkage microstrain Deck concrete ultimate shrinkage microstrain C 4 Input Screen 4 Load Data amp Continuity Details Loads amp Continuity Details Loads Data amp Continuity Details Input Based on DASH EA Mohamed Pier t Additional Input Deck additonal steel is Dead load t at dm Default by MD slab tree which absolute untactored value be overmdden Bar B Distance from bottom of girder eupenmposed dead load moment at 1110 to centroid of positive moment steel pier MDUCZ cB Bars or Strands m absolute unfactored value Girder age at continuity lt 90 days 8 Wearing surface dead load moment D If BN 2 25 at pier MDW he ff Positive moment connection absolute untactored value Option 1 Steel bars Negative live load moment at pier 3740 OR MLLH f Option 2 Strands 3 Hp absolute untactored value Total L
86. atigue Limit States only HL 93 truck lane amp interstate lane 15 considered Default or user specified distribution factors for either moment or shear are employed 2 For Service II Maximum of HL 93 and Permit is considered Default or user specified distribution factors for either moment or shear are employed 3 For Strength II Maximum of HL 93 and combination of one lane Permit and adjacent lanes HL 93 is considered where defined in Eq 4 6 2 2 4 1 is applied with default or user specified distribution factors for either moment or shear as their respective gm multiple lane live load distribution factor These considerations apply to all actions M V D and R MOMENT SHEAR INTERACTION In calculating the live load moment for each loading case there will be two envelopes formed one for maximum positive moment and one for maximum negative moment The shear corresponding to each moment case is also computed and stored so that the interaction equation required for the design of transverse stiffeners can be accurately calculated The maximum deflection of each span is computed and stored to compare with the allowable deflection given in AASHTO 10 6 Only two moment envelopes one positive and one negative are generated for special vehicles Two shear envelopes and their corresponding moments are recorded for each loading case These separate moment and shear diagrams lead to the calculation of consistent fat
87. aunch and DL2 for any additional concrete tay in place form for DL1 weight intensity of stay in place form to be distributed to all girders beams Dead Load 2 per bridge Railing Utility Weight for DL2 it is total weight of both railing and utility will be shared equally by all girders beams Wearing surface for DL2 the weight intensity will be shared equally by all girders beams Area of Additional Concrete for DL2 will be shared equally by all girders beams Concrete Modulus Ratio Values are the modular ratios Es Ec used in computing the composite section properties under superimposed dead and live load conditions 1 for DL2 default 3N 24 N2 for LL default N 8 4 51 4 2 7 Design Used for Flow Control 4 or 6 only Design group contains Splice Design Data Type 12012 Design Method and Stiffener Option Data Type 12042 Designate Plate Size Data Type 12052 Design Plate Size Range Data Type 12062 Material and Fabrication Cost Data Type 12072 and Field Splice Location and Material ID Data Type 12082 data types in this group are for steel bridges only 4 2 74 Splice Design Data Data Type 12012 0 By AASHTO default Table 4 27 Splice Design Data Input Description DATA REQ TODE INPUT ITEM DESCRIPTION UNITS ons ort ar 12012 Number of Columns of Web Bolts Default will start from 2 No more than 5 columns per side are allowed Bolt Diameter Default is 0 87
88. brings up a window which 1s shown in Figure 7 4 This window allows the user to enter a string a word or phrase which he she 15 trying to locate the output file After entering the string and choosing the program will locate the first occurrence of that string the output file Clicking the Find Next button then brings the next occurrence of the string Enter search string Figure 7 4 Search String Window 7 3 MERLIN DASH from the BEST CENTER 7 3 View Tables Although the scroll bar lets the user move back and forth between the pages one may find it time consuming if a specific table of results is desired for review The View Table option serves this purpose The top window contains the list of tables Highlighting a table brings that table to the lower window A typical View Table screen 1s presented in Figure 7 5 C Windash RCEXAMPLE1A RES Open File View Print File View Tables Print Tables Exit PROJECT DATA P GENERAL PROGRAM OPTIONS STRUCTURAL DETAILS SPAN LENGTHS in feet SPACING in feet DEFINITION OF SECTIONS DEFINITION OF MEMBERS BRE e N EN TABLE 0 0 1 1 PROJECT DATA DESCRIPTION CONTRACT NUMBER STR NO STR UNIT DES SPECS USED TABLE 0 0 1 2 GENERAL PROGRAM OPTIONS OUTPUT SPAN CONSTRUCTION ANALYSIS CODE LEVEL INTERVAL 20 1 COMPOSITE CODE YEAR UNIT DESIGN TYPE OPTION output leve
89. cing 4 2 4 2 Data Input Pages Input Data for DASH program are grouped by different Data Types Each data type has a data type number and a name In the Input Utility data input for each data type are grouped together by a Data Input Page Data Input Pages are grouped by their purposes The available Data Input Page groups are System Structure Framing Beam Definition Factor Definition Live Load Dead Load Design Details and Property etc Data Input Pages are shown on the left side of the window The following screen capture shows Project Data input page on the left To enter DASH data you need to Navigate to a Data Input Page First I Untitled Project Data 010 3 m e AH Project Data 01012 01022 gt Plan View 11 4 2010 v Options 4 3 Navigate to a Data Input Page Controls beneath Toolbar are for navigation between Data Input Pages Untitled General Progran J S aHa FAAN E lt General Program Options 01032 Go previous page aj Drop down page list to select a page Go next page When page list drops down by clicking any where over the middle control the following window will pop up Double click over any bold item in the window to expand collapse a group of Data Input Pages Double click over any page item to go to that page I Untitled General Program Options 0103 _ lt _ General Program Options 01032 gt
90. cing will be used for all code checking rating and design cases Note The yield stress specified on Data Type 12072 is used only for design and the yield stress on Data Type 13012 is for code checking and rating If your flow control choice is 6 Design Code Check the yield stresses on both Data Types should be consistent Longitudinal Stiffener Data Data Type 14012 Longitudinal stiffeners are used for deep steel sections to resist shear and prevent web buckling They should be used with transverse stiffeners specified on Data Type 15012 Transverse Stiffener Data Data Type 15012 Transverse stiffener data can be specified for code checking or left blank if users want the program to determine spacing Within the specified locations From and To spacing will be used for determining allowable shear stress for WSD and shear capacity for LFD Appendix A4 WIN DASH SPLICE DESIGN BRIDGE ENGINEERING SOFTWARE amp TECHNOLOGY CENTER MERGIN V 83 0 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND ERE 2000 CODE CHECK PAGE 82 TABLE 1 2 22 29A SPLICE DESIGN AT SPLICE NO 1 ARCkCkCk Kok Kok ck kck kock kock Kok ck ck ck ko ck k k SPLICE NO 1 AT SPAN 1 DISTANCE FROM LEFT END IS 63 0 FEET TOP PH I2 00 X 0 750 BOTTOM Ph 16 00 X 0 975 WEB PL 36 00 X 0 4359 DESIGN FORCE FOR THE TOP PLATE 9073499 KLPS amp FOR THE BOTTOM PLATE 451 205 KIPS DESIGN SHEAR FOR THE WEB PLATE 2909403 LPS
91. ck flow chart of the program is given in Figure 2 1 In this chapter the capabilities and methodology will be discussed 2 1 Program Capabilities A full range of features has been incorporated into MERLIN DASH which provide for the most general usage These are categorized into those features which either are available currently or are under active development The features are described as follows SYSTEM FEATURES A full range of general user friendly features are available with MERLIN DASH including a Windows based pull down menu system indexed output tables the ability to perform a complete and rigorous analysis and code check design and rating capabilities and wide range of eraphics plots which serve to greatly enhance the users ability to quickly and accurately interpret the numeric output SPECIFICATIONS Various code specification methods are available in MERLIN DASH including the AASHTO WSD LFD and LRFD alternates for both design and rating The analysis and code check are fully detailed and based on the AASHTO specifications see item 2 0 in Table 2 1 UNIT SYSTEMS The user has the option of choosing either U S Customary or S I input and output MERLIN DASH will perform all design code check analysis rating and graphics plots using the selected unit system STRUCTURAL MODEL A number of features are available within MERLIN DASH which allow the analysis of diverse bridge configurations see item 3 0 in Tabl
92. culating shear The special distribution factor defined is applied only to the loading types used for calculating deflection 6 APPENDIX 1 EXAMPLES FOR ROLLED BEAM DESIGN AND STAGING Rolled beam design is allowed since in Version 5 0 the user needs only to specify Wide Flange in the design option see example for Rolled Beam Design Staging analysis will analyze the bridge after each pouring The pouring days and segmented loads can be specified individually see Example for Staging A 7 Example for Rolled Beam Design Design Method and Stiffener Option SECTION ID T Wide Flange compact 7 0 Prismatic default 0 No Stiff 0 Stiff B 0 A709GR36 DESIGN METHOD MEMBER TYPE THRANSYERSE STIFFENER LONGITUDINAL STIFFENER BEARING STIFFEHER E EBEN Design Plate Size Range in mm WEB DEPTH MINIMUM WEB DEPTH WEB THICKNESS MINIMUM WEB THICKNESS TOP FLANGE WIDTH MIN TOP FLANGE WIDTH TOP FLANGE THICKNESS TOP FLANGE THICKNESS BOT FLANGE WIDTH MIN BOT FLANGE WIDTH BOT FLANGE THICKNESS MIN BOT FLANGE THICKNESS Note input desired plate size using either Data Type 12052 or 12062 Note l On Data Type 12042 Section ID 1s 1 for rolled beam design 2 On Data Type 12052 designated constant Web Depth should be a nominal depth in AISC Steel Ma
93. d AASHTO truck and lane loadings Non standard AASHTO loadings e g HS 25 HS 26 etc The interstate or tandem vehicle Various standard state truck configurations Generalized user specified two and three axle trucks VU ele 1 1 6 generalized up to 20 axle user defined truck where direction of travel may be specified 7 Generalized predefined truck files A more detailed description of the capabilities of MERLIN DASH 15 given in Chapter 2 1 2 History of MERLIN DASH For nearly twenty years the Maryland State Highway Administration MD SHA Bureau of Bridge Development has sponsored research at the Department of Civil Engineering University of Maryland College Park to develop bridge design software One of the first systems to be undertaken was the MERLIN DASH program Since the completion of the basic system in 1978 MERLIN DASH has become widely used and has undergone numerous revisions and upgrades The mainframe version was in use within various state and municipal design agencies MERLIN DASH was selected by the National Highway Research Program Committee 12 18 as the most general program for universal application on a national basis It is also used by Federal Highway Administration FHWA demonstration project DP 81 Load Factor Design by Computers as a result of which delivered to over thirty states 1 3 Support for MERLIN DASH Both first and second level support are available to users on the o
94. dge Component will be highlighted in the 3D scene also When cursor hover over any component in the 3D scene its correspondent item will be highlighted in the Current Bridge Component When the current bridge component is selected the components in the scene can be set to Only the Current Component All Components but the Current Component and All Components These three states are toggled by pressing F3 See Interactive in 3D Graphic View for details Bridae Components Dash Bridge Beam 1 2 23 166 t Beam 1 2 11 583 Beam 10 0 Beam 1 211 583 Beam 1011 583 Member 1 Beam 111 583 Member 2 Beam 1011 583 Member 3 Beam 111 583 Member 4 Beam 1011 583 Member 5 Beam 111 583 Member 6 Beam 16 11 583 Member 7 Beam 111 583 Memher amp 8 I 4 81 Help brief help on interactive operations in 3D scene Move cursor over Help on top the following window will pop up Move the cursor over the cross in the title bar to close it See Interactive in 3D Graphic View for details about how to control the 3D view How to change view Hold Left Button while moving to Rotate Hold Right Button while moving to Zoom In Out Hold Left Button and Right Button while moving to Pan How to show an individual component When a component is highlighted press F3 to toggle among Show All Components Show Only Highlighted Component and Show All But the How to increase performance The performance
95. duction Screen will be displayed on your monitor for a few seconds This screen contains both the copyright statement and the version number of the WIN DASH software you will be using This version number will be important all communications with the BEST CENTER and your WIN DASH vendor University of Maryland Bridge Engineering Software and Technology Center MERLIN DASH Design and Analysis of Straight Girder Bridge Systems Version 6 0 WSD LFD LRFD All rights reserved Copyright 1987 2012 BEST Ctr UM Figure 3 1 WIN DASH Title Screen 3 3 WIN DASH Main Menu This screen allows you to access any of the five utilities available in WIN DASH or to exit the program These are the Input Run Graphic Print and Help utilities Win Dash Program Exit Run Graphic Post Processor Print Help ima Figure 3 2 WIN DASH Main Menu Screen Visual Input Utility allows you to create new 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 For detailed instructions on using the pull down menu system of the Visual Input Utility refer to Section 4 0 Run Utility allows you to execute the WIN DASH program using the data stored in any of your input data files For detailed instructions on using the Run Utility refer to Section 5 0 Graphic Utility allows you to view and print output graphic files For instructions on using
96. e 2 1 A summary of the assumptions contained within the program are given in Table 2 2 MERLIN DASH INPUT PREPROCESSOR ANALYSIS OPTIMAL DESIGN NO YES YES MIN COST or MIN WEIGHT DESIGN YES eov NO STAGING CODE CHECK RATING STAGING CODE CHECK RATING MERLIN DASH POSTPROCESSOR Figure 2 1 The Flow Chart of MERLIN DASH 2 2 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 13 2 0 24 2 2 2 3 2 4 3 0 3 1 3 2 3 3 3 4 3 5 3 6 3 7 3 8 3 9 3 10 3 11 3 12 4 0 4 1 4 2 4 3 4 4 4 5 TABLE 2 1 Summary of Features and Options SYSTEM FEATURES Menu driven input Menu driven input data editing Discrete help screen for every input screen User selected output levels Graphics for DL and LL deformation Moment and shear diagram graphic output Indexed output tables in 8 H 11 format Built in diagnostic level output Output at designated intervals Output automatic at changes in section Minimum input requirements Capability of performing a full and detailed analysis Design recycling SPECIFICATIONS Latest AASHTO WSD LFD and LRFD specifications Bridge rating for WSR LFR and LRFR Fully automated analysis code check for WSD LFD and LRFD A minimum cost weight design for WSD LFD or LRFD STRUCTURAL MODEL Up to 10 simple or continuous spans Hinges at any location during different stag
97. e distance between resultants of tensile and compressive forces b interface width Required strength nominal strength or where V nominal shear resistance of the interface surface c where C cohesion factor 0 10 for this case u friction factor 1 0 for this case Avs interface area of concrete engaged shear transfer area of shear reinforcement crossing the shear plane within area P permanent net compressive force normal to the shear plane may be conservatively neglected JT yield strength of shear reinforcement Typically the top surface of the beam is intentionally roughened to amplitude of 1 4 in B2 6 Therefore for normal weight concrete cast against hardened roughened normal weight concrete the above relationships may be reduced to the following formula Vin 0 1 A f PCI Eq 8 5 3 3 where the minimum 0 055 f LRFD Eq 5 8 4 1 4 Nominal shear resistance 15 the lesser of V 0 2 f A and LRFD Eq 5 8 4 1 2 V lt 0 84 LRFD Eq 5 8 4 1 3 While the LRFD Specifications require that minimum reinforcement be provided regardless of the stress level at the interface designers may choose to limit this reinforcement to cases where is greater than 0 10 ksi This would be consistent with the Standard Specifications the ACI Code and other references It would seem to be impractical and an unnecessary expense t
98. e load conditions The default values for N1 and N2 are 24 and 8 respectively Load Data Load Intensity Intensity of the uniform slab kips ft load identified by load number and sequence number kN m including integral wearing surface intensity Load Position Distance From Distance To Location of ft m the left and right ends of the uniform slab load measured from the extreme left support of the bridge 4 2 6B Arbitrary Uniform and Concentrated Loads per beam Data Type 11012 Excel Work Sheet Load Load amaramen Intensity From To Intensity Distance No Type P Kips Ft Foot Foot Kips Foot o s og 14 95 11 11 12 40 1014 95 p uS 95 1210 14 41 4 47 Table 4 24 Arbitrary Uniform and Concentrated Loads Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 11012 Load Identification Load Number Integer beginning with one 1 and proceeding sequentially to the last nth load This data is used to define the sequence of the application of the uniform and concentrated loads Load Type The load types are defined as follows 0 2 Loads for Non Composite Construction or Superimposed Loads for Composite Construction DW for LRFD Default for Non Comp Construction 2 Superimposed Loads DC2 for LRFD Default for Composite Construction 2 Non Composite Loads for LRFD For WSD LFD and non composite construction the load type should be either b
99. e this utility gc Program Files DashP m Figure 7 1 Print Utility Screen 7 1 MERLIN DASH from the BEST CENTER 7 1 Open File Print files previously saved under your WIN DASH directory will appear in the larger box on the lower left side of the Open File screen Double clicking on the name of one of these files opens it Print files saved in other directories or drives can be accessed by scrolling through the Directories and or the Drives boxes files to be opened must have the extension res Files may also be opened by typing or highlighting the name in the File Name box and then clicking on the OK button or hitting the ENTER key 7 2 View Print File This option allows the user to review the results page by page in a continuous manner A typical result file screen is given in Figure 7 2 This screen will be activated automatically after opening a file Windash RCEXAMPLE14 RES E 8 x Open File View Print File View Tables Print Tables Exit BRIDGE ENGINEERING SOFTWARE CENTER DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF MARYLAND COPYRIGHT NOTICE AND DISCLAIMER 1 NOTICE COPYRIGHT 1985 1987 THE UNIVERSITY OF MARYLAND BRIDGE ENGINEERING SOFTWARE CENTER 2 DISCLAIMER THE SOFTWARE IS A PROPRIETARY PRODUCT OF THE UNIVERSITY OF MARYLAND BRIDGE ENGINEERING SOFTWARE CENTER AND ONLY CONDITIONALLY ISSUED POSSESSION ACCESS
100. ed in the cost function Fabrication Cost Unit Price Override fabrication adjustment used in the cost function 4 56 4 2 7F Field Splice Location and Material ID Data 12082 Distance Field Ending From Left Section at Support of Material ID No Span Current Span Foot Table 4 32 Field Splice Location and Material ID Input Description DATA REQ cee INPUT ITEM DESCRIPTION UNITS MODE 12082 Field Section Number Start from 1 up to 20 Distance from Left Support of the Current Span Distance to the end of current section NOTE The last distance should match the end of the bridge Corresponding Material ID Material ID of the current field section These material ID numbers correspond to those input on DATA TYPE 12072 4 57 4 2 8 Property 4 2 8 1 Steel Reinforced Concrete Property group for Steel and Reinforced Concrete bridges contains Reinforced Concrete Strength Data Type 12032 It is the same for both Steel and Reinforced Concrete bridges 4 2 8 1A Reinforced Concrete Strength Data Data Type 12032 Shear Connector 4 58 DEFINITION SHEAR CONNECTORS AND SLAB REBARS 1 Longitudinal View Transverse View T T T T T 005 Distance from slab rebar to top of concrete Number of Shear Connectors per Transverse Dir 3 Table 4 33 Reinforced Concrete Strength
101. ement Details Data Type 04022 Excel Work Sheet n 1 Area Distance Grade Area Distance Grade Area Distance Grade Asb Db Fyb Asb Db Fyb Asb Db Fyb Inch 2 Inch Ksi Inch 2 Inch Ksi Inch 2 Inch Table 4 11 Reinforcement of Concrete Sections Input Description 04022 Reinforcement Number Reinforcements defined here are are to be used in DATA TYPE 04012 as reinforcement ID for concrete sections Bottom Top and Shear Steel Areas Total steel areas at the bottom top and web within the defined section Distances Distance for bottom steel Distance from bottom face of the member to the centroid of bottom steel Distance for Top Steel Distance from top face of the member to the centroid of top steel Space for Shear Steel Spacing between two vertical shear steel Bottom Top and Shear Steel Grades Yield Stress Yield stresses of bottom top and shear steel 4 25 4 2 3 2C Definition of Members Data Type 05012 Excel Work Sheet 4 26 Table 4 12 Definition of Members Input Description DATA REQ DE INPUT ITEM DESCRIPTION UNITS MODE 05012 A member is defined as a range or segment of a plate girder or rolled beam The members must be numbered and input sequentially along the beam starting at the extreme left support Members are defined between section numbers Thus a member ranges from a left section number to a ri
102. ength Fy Yield strength of the slab reinforcing bars This is used in computing section properties in negative moment region Slab Reinforcement Data Bar Area Per Foot or Meter of Slab Area of reinforcing bar per transverse foot or meter of slab Slab Reinforcement Data Distance From Top of Concrete Distance from the top of the concrete slab to the center of gravity of the reinforcing bars Concrete Data Compressive Strength The 28 day compressive strength of the concrete slab Default 4000 psi 27 58 MPa Concrete Data Compressive Allowable Allowable compressive strength of the concrete slab 4 2 8 2 Prestressed Concrete Property group for Prestressed Concrete bridges contains Prestresssing Steel Properties Data Type 04032 Post Tensioning Steel Properties Data Type 04042 Prestressing Concrete Slab Data Type 12034 and Precast Beam Data Type 12036 4 60 4 2 8 2 Prestressing Steel Properties Data Type 04032 l Stress Relieve default Table 4 34 Prestressing Steel Properties Data Input Description DATA y INPUT ITEM DESCRIPTION UNITS MODE 04032 Type of steel NONE stress relieve default 2 low relaxation Nominal Diameter in mm Steel Area in mm Itimate Strength Initial Stress Modulus of Elasticit Overriding Initial Loss which overrides the internally calculated total initial stress loss by AASHTO Code Overriding Ultimate Loss w
103. ength o Extended 42 strands mn Bar C Stirrups in Pier it 12 m Diaphragm Bar D Longitudinal Reinforcement in 3 6 12 im Pier Diaphragm lt Back Input Based on DASH Dead load moment at pier MDC1 k ft absolute unfactored value Dead load moment at pier MDC k ft absolute unfactored value Superimposed dead load moment at pier MDC2 k ft absolute unfactored value Superimposed dead load moment at pier MDC2 k ft absolute unfactored value Wearing surface dead load moment at pier MDW k ft absolute unfactored value Wearing surface dead load moment at pier MDW k ft absolute unfactored value Negative live load moment at pier MLL I k ft absolute unfactored value Negative live load moment at pier MLL I k ft absolute unfactored value Additional Input Deck additional steel is Default by MD slab type which can be overridden Bar B Distance from bottom of girder to centroid of positive moment steel bars or strands in Bar B which can be rebars or strands as shown and defined on sheet Continuity details Girder age at continuity 90 days Y N As defined in the 4th Edition of AASHTO LRFD 5 14 1 4 for restraint moment Positive moment connection Option 1 Steel bars Option 1 Steel bars for the positive moment connection at the pier OR Option 2 Strands Option 2 Strands for the positive moment connection at the pier Total Length of Extended Str
104. er the highlight component is changed When a simple component is highlighted as shown in above and the rotation center is set to the center of the diaphragm if you want to rotate the whole bridge along this center you need to uncheck Auto Rotation Center before pressing F3 to toggle the scene back to showing all components Then turning afterwards will be along the center of the simple component instead of the whole bridge Click Update Rotation Center to get the rotation center back to the center of whatever components are showing in the scene The following capture shows a bridge being rotated along the center of a diaphragm 4 96 50 RUN UTILITY The Run Utility of WIN DASH performs calculations based on the choice entered in the PROGRAM FLOW CONTROL field found in data type 01032 The Run Utility allows single run and multiple run By clicking on a submenu with the options Single Run and Multiple Run appears The user can only select one DASH input data file to run and get one set of result and graphic files for the single run After finishing the run the print utility can view print this result file by default For the multiple run the user can select several existing DASH input data files from any directory to run and get their respectively sets of result and graphic files In this case the user can select the result file one at a time to view print Single execution screen 15 shown in Figure 5 1 5 1
105. es Prismatic or stepped prismatic sections Linear haunches Various parabolic haunches Standard rolled section table lookup Standard sections with cover plates Plate girder sections Composite or Non composite construction Composite or Non composite in negative moment regions Hybrid Precast prestressed concrete beam LIVE LOADING AASHTO trucks and lane loadings Tandem or interstate loading A menu of trucks specified by the user Generalized trucks Extended AASHTO truck and lane loadings 4 6 4 7 4 8 4 9 4 10 5 0 5 1 5 2 5 3 6 0 6 1 6 2 6 3 7 0 7 1 7 2 7 3 7 4 8 0 8 1 9 0 9 1 9 2 9 3 9 4 9 5 9 6 9 7 2 3 User specified trucks up to 20 axles Impact automatically determined with user over ride capability sidewalk LL Distribution factor automatically determined with user over ride capability LRFD live load provisions including vehicles distribution and impact factors DEAD LOADING DL conditions given automatically Special DL conditions DL staging analysis ANALYSIS Full and detailed analysis Analysis includes Section properties moments shears reactions deflections camber stresses and stress ranges for DL and LL minima maxima Arbitrary boundary conditions CODE CHECK A full and detailed formal code check for the AASHTO WSD LFD and LRFD The code check includes The AASHTO specification reference the equation number and applicable coefficient
106. es the noncompact slenderness limit 2D lt 5 6 10 6 2 3 1 6 10 9 2 Nominal Resistance of Unstiffened Webs The nominal shear resistance of unstiffened webs shall be taken as 6 10 9 2 1 in which V 0 58 F Dt 6 10 9 2 2 where C of the shear buckling resistance to the shear yield strength determined by Eqs 6 10 9 3 2 4 6 10 9 3 2 5 or 6 10 9 3 2 6 as applicable with the shear buckling coefficient k taken equal to 5 0 V shear buckling resistance V nominal shear resistance kip V plastic shear force kip Otherwise the nominal shear resistance shall be taken as follows B3 6 10 0 87 1 C 42144 Co 6 10 9 3 2 8 2 189 D D in which Mrs 0 58 DU 6 10 9 3 3 2 where C ratio of the shear buckling resistance to the shear yield strength determined by Eqs 6 10 9 3 2 4 6 10 9 3 2 5 or 6 10 9 3 2 6 as applicable D shear buckling resistance kip V plastic shear force kip The transverse stiffener spacing for end panels with or without longitudinal stiffeners shall not exceed 1 5D TABLE 1 2 22 17Z TRANSVERSE STIFFENER SPACING TABLE 1 2 22 21 SERVICE LIMIT STATE CHECK Flanges shall satisfy the following requirements e For the top steel flange of composite sections f lt 0 95 6 10 4 2 2 1 e For the bottom steel flange of composite sections f 14 095R F 6 10 4 2 2 2 10 4 2 For
107. ese eroe Ehe d 2 9 9 PC See nose Eod 4 28 4 2 3 3B PG Reinforcement Details 4 30 4 2 3 3C Definition of Tendons 00 4 31 Factor Dermo 4 33 4 2 4 Impact and Distribution Factors WSD LFD 4 33 4 2 Impact and Distribution Factors LRFD 4 34 4 2 4 Gamma and Beta WSD or LFD een 4 38 4 2 4 Load and Resistance Factor LRFD esee 4 39 22 0 netten 4 4 A DA AASHTO Live ionem oe om tes 4 4 2 2 State Vehicle iste Eta Uu reds Pate teeter melee 4 43 2 25 General VelicleSs da 4 44 4 2 5D Special Vehicle Loading Load Type C 4 45 BDO Dead oto mos tomos 4 46 2 2 OA GSTIaDILOSUS siete Quotes 4 46 4 2 6B Arbitrary Uniform Concentrated Loads 4 47 4 2 6C Lateral Bending Stress 4 49 4 2 6D Auto Generation of Dead and Superimposed Dead Loads 4 50 4 2 7 Design Used for Flow Control 4 or 6 only 4 52 AIAS PUCE Desen a eds 4 52 5 0 6 0 4 2 7B Design Method and Stiffener Op
108. etailed output print Output Output for 2 span continuous girder lt Back Back go back to input screens to modify data 7 Print Results print summery of analysis results After clicking on this you will go to the print sheet where you can print a summarized table of the design results and also you can find the other option to print a detailed output table AASHTO Girder Continuity Over Pier Analysis and Desiqn Bp C C Fu ibrahim amp M Dave Bar A Additional Negative Moment 4 eee Check adequacy of steel per girder FAIL You mag increase additional reinforcement Check 4Mn Mu O O O o O O O FAIL Ee C Check cides 0 60 7 5 1 052227 Check of Negative Cracking Moment 12Mcr FAIL Bar B Positive Moment Bars Steel Bars Option 1 asume ems Girder Age is lt 90 dass YIN STEEL BARS 8 7 i uem Check c des 060 O OSAASHTOLRFD 5 7 21 T Bar B Positive Moment Strands Strands Option 2 Girder Age is lt 90 days YIN pases Essen HERREN 5 j diam 05 in CheckeMm I2Mcr Youmeedtoimsreasesuands Check adequacyofBarC o T T Bar D gitudinal Reinforcement in Pier Diaphragm Back Front amp Check adequacy of Bar D OK
109. eters for different section types If a Parameter is not defined for a particular type of section it ill be disabled When a stored section 15 selected all Parameters will be disabled 4 29 4 2 3 3 Reinforcement Details Data Type 16012 Excel Work Sheet Area Distance Grade Area Distance Grade Area Distance Grade Distance Asb Db Fyb Asb Db Fyb Asb Db Fyb Foot nch 2 Inch Ksi Inch 2 Inch Ksi Inch 2 Inch Ksi A Wi ud r a 115 1 12 0 2 0 20 0 2 0 Table 4 14 PC Reinforcement Input Description einforcement Number Reinforcements defined here are in ascending order starting from 1 Note If there is no input for this screen default shear steel based on 3 bar is designed and used for check and load rating ange Distance Range starting from the 18 to the last spans between supports For instance 100 100 spans can be defined 20 60 20 for the first span and the same for the 2 span for six ranges Bottom and Top Steel Areas Total steel areas at the bottom and top within the defined section later hear Steel Areas Total steel areas at the web within D Spacing distance Distances ace to the centroid of top steel respectively later Distance D for Shear Steel Spacing between two vertical shear steel Bottom Top and Shear Steel Grades Yield Stress Yield stresses of bottom top and shear steel 4 30 4 2 3
110. eview Template Select to show section preview as shown above or the section template of current section type Show Rebars turn on or off rebars Auto Zoom to Extent check to automatically zoom to full extent when a new section is added or modified in Definition of Tendons Data Type 05032 Vertical Exaggeration enter a factor to exaggerate the girder profile Grab the green horizontal line to adjust areas of section view and girder profile view See Zoom and Pan of a 2D Graphic View for more operations on 2D section view 4 88 The following capture shows tendons definition template Detnition of Tendons 105032 PC Tendon Configurations Tips When entering tendon colann spati 5 tendons with equal spacing of 0 inches enter 45 E 2095 enter 2005 8 506 0 2095 ar of only om 4 3H Trucks Trucks graphic pages are used to illustrate the live load definitions It contains General Vehicle Dump and Allowable Truck and Special Vehicle 4 3H 1 General Vehicle 1 CATempiaa General Vehicle Loading Load Type 050 File t S bi wu General Vehicle Loading Load Type G 06032 v gt General Vehicle 9 28Klps 20Kips 20Kips 12Kips 12Kips General Vehicle Loading Load Type G Included in Maximum Load Designation M5776 ing 9 2 Design Load Case 4 89 4 3H 2 Dump and Allowable Truck L CiTemplaa Navigate to State Vehicle Loading
111. feas AASHTO 9 9 where concrete stress at the center of gravity of the prestressing steel due to all dead loads except the dead load present at the time the prestressing force 15 applied B1 3 5 Prestress Losses due to Relaxation of Prestressing Steel Pretensioned Members 250 to 270 ksi Strand CR 20 000 0 4 ES 0 2 SH CR for stress relieved strand AASHTO 9 10 5 000 0 10 ES 0 05 SH CR for low relaxation strand AASHTO 9 10A Post tensioned Member 250 to 270 ksi Strand CR 20 000 0 3 FR 0 4 ES 0 2 SH for stress relieved strand AASHTO 9 11 CR 5 000 0 07 FR 0 1 ES 0 05 SH CR for low relaxation strand 9 1 1A 240 ksi Wire CR 18 000 0 3 FR 0 4 ES 0 2 SH CR 9 12 where FR friction loss stress reduction in psi below the level of 0 70 f at the point under consideration ES SH appropriate values as determined for either and pretensioned or post tensioned members B1 3 6 Estimated Losses Loss of prestress due to all causes excluding friction 1s determined by the following method TOTAL LOSS Af SH ES CR CR AASHTO 9 3 where Af total loss excluding friction in pounds per square inch SH loss due to concrete shrinkage in pounds per square inch ES loss due to elastic shortening in pounds per square inch CR 1055 due to creep of concrete in pounds per square inch CR 1055 due to relaxation of prestres
112. ght section number which may be the same or different Members may consist of several possible prismatic or non prismatic configurations of different lengths A detailed description of this input is given as follows If design option is chosen no member needs to be specified Member Number sequence number of the member or range numbered from the leftmost point on the bridge Section Number This defines the cross sections of the member This section number corresponds to this input on RC Section DATA TYPE 04012 Member Length Length or range of the member 4 27 4 2 3 3 Prestressed Concrete Beam Definition for prestressed concrete bridge contains PC Sections Data Type 04012 PC Reinforcement Details Data Type 16012 and Definition of Tendons Data Type 05032 4 2 3 3A PC Section Data Type 04012 s Bottom Bottom W User defined Flange Flange Flange Flange or i i Pr ERU Secti Pd DUM Stored Section Inch Inch Inch Inch Inch Inch TS TST BST Inch Inch Inch Inch AASHTO Bulb T T Section Invert T I Section Circular Void Rectangle Void PI Stored Section 1PCEF 7729 Area 635 Yb 14 65 I 66940 WTFT 0 662 VS 3 4524 AASHTO Bulb User Defined a EN AASHTO Bub 4 28 Table 4 13 PC Sect
113. hich overrides the internally calculated total ultimate stress loss by AASHTO Code Transfer Length at Beam End measured distance from he beam end to the location with full prestressing force default 3 ft 4 61 4 2 8 2B Post tension Steel Material Properties Data 04042 Table 4 35 Post tension Steel Material Properties Data Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 04042 Stage 1 area ratio Post tensing steel ratio of 2 stage area to the total area i e if 5 out of 10 post tensioning steel tendons pull during stage the ratio is 0 5 inal Stress Final stress due to jacking force before loss ksi MPa Wobble coefficient Wobble friction coefficient 1 ft 1 m Curvature coefficient Curvature friction coefficient 1 rad tage 1 loss length The length of tendon affected by ft m anchorage set at the end of stage 1 tage I loss stress Stress loss due to anchorage set at the ksi MPa end of stage 1 tage 2 loss length The length of tendon affected by ft m anchorage set at the end of stage 2 tage 2 loss stress Stress loss due to anchorage set at the ksi MPa end of stage 2 Area of Post Tensing Steel in mm 4 62 4 2 8 2 Prestress Concrete Slab Data 12034 a Optional Slab At Ultimate Strength Allowable Compressive Ksi default 0 4 fc Stress Allowable Tensile Stress Slab Concrete Data Compressive Strength at
114. igue stress ranges for each number of live load cycles RATING WSD and rating methods contained in AASHTO Manual for Condition Evaluation of Bridges and the LRFD method contained in AASHTO The Manual for Bridge Evaluation are employed within MERLIN DASH STAGING After a bridge design 1s completed using MERLIN DASH the same data file can be used for staging analysis The pouring days of the consecutive pouring after the first pour can be input The modulus of elasticity and the creep effects will be determined by the program The intermediate moments stresses and deflections will be included in the output 2 10 3 0 USING MERLIN DASH MERLIN DASH 15 currently available for use on micro computers using the Microsoft Windows environment This manual describes the Windows version of MERLIN DASH hereafter referred to as WIN DASH This version utilizes a Windows based pull down menu structure to access WIN DASH s input execution graphing and printing utilities 3 1 Before You Begin WIN DASH has been designed to run on micro computers that use the Microsoft Windows operating system While this manual provides step by step instruction in the use of WIN DASH it cannot address the specific operation of every personal computer PC Before you begin please ask yourself the following questions 1 Are you familiar with the or micro computer you are using 2 Are you familiar with Microsoft Windows 3 Do you have an
115. ile with different extensions Output file has a RES extension and Graphic file has a GRH extension User can click on either button to choose different names for output file or graphic file respectively Cancel button on the RUN utility screen returns the user to the main menu 5 2 Multiple Run Clicking on multiple run submenu opens multiple run screen which is shown in Figure 5 3 Pressing on the Select Input Files button opens the Input Data File window which is shown in Figure 5 2 Choosing a file highlighting the file and then clicking will place the file on the list at the bottom of the screen To delete a file from the list click on the file After selecting all the desired input files clicking OK in the RUN Utility screen would execute WIN DASH output file res and a graphic file grh with the same file name as the input data file will be generated after each run C windash EXAMPs DAT Figure 5 3 Run Utility Multiple Executions Screen 5 2 5 3 Single Multiple Run Exit After each execution ends a pop up window will appear on the screen with message Program Terminated with exit code 0 Exit Window Exit code 0 is a normal exit of the computation click Yes to exit the RUN utility Exit code 1 is an abnormal exit Check input and output files for the cause of termination FNRDASHN xi Program Terminated with exit code 0 Exit Window Figure 5 4 Prog
116. indow Select Zoom Window then move cursor to one corner and drag the mouse hold left button while moving cursor to another corner A pink rectangle as shown below will be showing while mouse is dragging Release left button the view will be zoomed to that rectangle 4 92 Pan Select Pan and then drag the view to pan the view When Zoom Out Zoom In Zoom Window or Pan is selected it will be set as current command The same operation can be performed without selecting again 4 93 4 3J Interactive in 3D Graphic View How to change view Hold Left Button while moving to Rotate Hold Right Button while moving to Zoom In Out Hold Left Button and Right Button while moving to Pan How to show an individual component When a component is highlighted press to toggle among Show All Components Show Only Highlighted Component and Show But the Highlighted Component How to Zoom To an individual component When a component is highlighted press F2 to Zoom To the Highlighted Component Preset Views Click Top Elevation Side and Perspective buttons to change to preset views When components in scene are changed The rotation center is always set to the center of scene when Auto Rotation Center is checked Rotation may appear abrupt when components are changed as the rotation center changes A preset view may be needed to restore the view This is true when scene is changed from local small component to global big component
117. ineer to specify the distribution factor is available via DATA TYPE 08XXX Overhang Width The distance from the centerline of an exterior beam or girder to the outside edge of the bridge dge of Slab to Curb The distance from the outside edge of the bridge to the curb line aunch Depth Width The dimensions of the haunch which is used in computing the section properties of composite sections Leave blank for non composite construction Haunch depth is from top of the steel web to the bottom of the slab ercent Composite in Negative Moment Area Extent of composite action assumed for the DL negative oment region for the generation of the stiffness matrix his item is expressed as a decimal percentage 1 e 0 0 through 100 leave blank for non composite construction Default 100 Detail Factor for Beam factor used as a multiple of the DL of the basic beam for or plate girder sections to account for such details as connections cross frames hangers etc Default 1 0 4 10 4 2 2 Span Length For non PC Bridge Data 03022 Table 4 4 Span Lengths Input Description DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 03022 Span 1 Lengths Span N Lengths The length of each ft m REAL REQ T 22 span up to a maximum of 10 spans 4 11 4 2 2 Span Length for PC Bridge only Data 03062 Right Overhang 5 Overhang to Overhang f m Span Length
118. ion flange thickness and which satisfy AASHTO Eq 9 25 the design flexural strength 1s 0 A f d d 0 85f b AASHTO 9 14 where As in Eq 9 14 AASHTO 9 15 As A A f f As in Eq 9 14a AASHTO 9 15a O085f b b t f AASHTO 9 16 Asp the steel area required to develop the ultimate compressive strength of the overhanging portions of the flange B1 4 3 Steel Stress Bonded Members with prestressing only t p tit AASHTO 9 17 with non prestressed tension reinforcement included f fe AASHTO 9 17 p Unbonded members f fse 900 d AASHTO 9 18 BI 7 B1 5 DUCTILITY LIMITS 1 5 1 Maximum Prestressing Steel Prestressed concrete members are designed so that the steel 15 yielding as ultimate capacity 1s approached In general the reinforcement index 1s such that 7 f for rectangular sections AASHTO 9 20 and A f f I b df for flanged sections AASHTO 9 21 does not exceed 0 368 For members with reinforcement indices greater that 0 361 the design flexural strength is not greater than For rectangular sections OM o 0 365 0 0887 f ba AASHTO 9 22 For flanged sections 0 368 0 088 f b d 0 85 b b d 0 5t AASHTO 9 23 B1 5 2 Minimum Steel The total amount of pres
119. ion reinforcement b width of compression of flange k factor related to type of strand 2 1 042 LRFD Eq 5 7 3 1 1 2 pu 0 28 for low relaxation strand dy yield strength of prestressing steel d distance from extreme compression fiber to the centroid of the prestressing strand The depth of the compression block a fic If a gt hy depth of the compression flange flanged section behavior must be used with c calculated by 24 7 ALS 0 855 f b b Jh 0 85 f b kA LRFD Eq 5 7 3 1 1 3 P where 5 width of web B2 2 Rectangular Sections a a ror a M A f 4 4 A f 4 4 A f 4 5 LRFD Eq 5 7 3 2 2 1 b Flanged Sections M A AU 4 A f a 4 A 4 0 85 b b A h 2 4 2 2 Where Jos average stress in prestressing steel a depth of the equivalent stress block 2 area of prestressed tension reinforcement d distance from extreme compression fiber to the centroid of nonprestressed tensile reinforcement area of compression reinforcement d distance from extreme compression fiber to the centroid of nonprestressed compression reinforcement Factored flexural resistance LRFD Eq 5 7 3 2 1 1 Where resistance factor 1 00 l Maximum Limit The maximum amount of prestressed and nonprestressed reinforcement should be such that 0 42 LRFD Eq 5 7 3 3 1 1 e
120. ions Input Descriptions DATA mont TYPE INPUT ITEM DESCRIPTION UNITS MODE 04012 Section Number Cross sections are defined for left middle and right part of a span which are prismatic within its range See Definition of tendons Data Type 05032 Section numbers begin with the integer 1 It is automatically assigned user cannot change it Section Type 0 AASHTO Bulb T AASHTO Bulb I 1 Solid Rectangular or slab 2 T Beam 3 Inverted T Beam 4 Beam 5 Circular Voided Slab 6 Rectangular Voided Slab 7 PI User defined or Stored Section Select User Defined to define NONE cross section by entering different parameters according to different section type or select a stored section if there is any predefined section of selected section type Reinforcement I D This defines the reinforcement of the member Input reinforcement number defined in PC Reinforcement Details Data Type 16012 According to The steel areas on top and bottom of the section rebars will be show in section preview and any other pages that Show sections The vertical locations of rebars truly reflect The rebar distance defined in PC Reinforcement Details Data Type 16012 Rebars are laid out with an equal spacing Horizontally center aligned The number of rebars are defined By a default rebar size Web Depth and Thickness Top Flange Width Thickness Bottom Flange Width Thickness BS TS TST and BST Enter section param
121. ive moment area If 100 0 is used the stiffness generation for analysis will include the concrete in the negative moment area If this entry is O or blank and rebar is not specified Data 12032 the stiffness generation for analysis will use bare steel section in the negative moment area If this entry is O or blank but rebar and shear studs are specified in the negative moment area the stiffness generation for analysis will use combined rebar and steel section in the negative moment area Span Lengths Data Type 03022 The total of the span lengths will be used to check the total length defined in Data Type 05012 Definition of Members and Data Type 13012 Yield Stresses and Lateral Bracing Data Hinges Data Type 03032 Hinge definition can be skipped if spans are continuous The hinge can be defined at the piers to break the bridge into a series of simple spans or at any location as long as the structure is stable Beam Spacing Data Type 03042 Girder spacing is used to determine the effective slab width and distribution factor As specified by AASHTO if S exceeds 14 simple beam action will be used for calculating the distribution factor For end shears and reactions simple beam action will be used to calculate the shear and reaction distribution factors which normally will give higher end shears and end reactions Definition of Sections Data Type 04012 More sections than used in Data Type 05012 may be defi
122. k names are unique Otherwise the wrong truck record may be found Users are advised to check the input echo of the specified truck on the output For trucks to be placed into the TRUCK26M DAT SI units file use KN instead of KIPS and M instead of FT A 11 TRUCK FILE INPUT SHEET 15 VEDEIS WERE B MAXIMUM ALLOWABLE TRUCK IDENT AND DESCRIPTION LOAD OADING D IGNATIC D 2 T OF ANTES THAR ric mM is an Ee E petes Example for DASH multiple trucks Step 1 Enter all trucks input TRUCK26 DAT file by following the truck loading designation only once is needed 1 Dump Truck D The only limitations for defining Dump Trucks Dump Truck Loading Designation 2 Characters Number of Axles 3 Axles 2 Maximum Allowable Truck M The limitations on user input are Maximum Allowable Truck Loading Designation 6 Characters Number of axles 6 Axles 3 General Truck G amp Special Truck C The limitations on user input are General Loading Designation 4 Characters Number of Axles 20 Axles So in TRUCK26 file the following names are used 3 D mick 3 axles IS3C 3C 4 44 48 0 0 G O 25 5 8 y O 6 6axles SOA G O 7 G truck Tale 0 00 8 G truck 7 0 8 0 00 9 4axles 1 0 10 5 axles ITSB ll 6axes IT A 0 12 G truck 7axles IT7A 13 G truck 7axles
123. ken less than 0 81 Shear Strength Provided by Web Reinforcement The shear strength provided by web reinforcement 1s taken as 1 9 S y S AASHTO 9 30 where A is the area of web reinforcement within a distance 5 V is not taken greater than 8 f b d The spacing of web reinforcing shall not exceed 0 75h 24 inches When V exceeds a b d this maximum spacing is reduced by one half The minimum area of web reinforcement 1s _ 50b s f Sy A AASHTO 9 31 where b and s are in inches and fs is in psi 1 10 B2 1 B2 2 B2 3 Appendix B2 LRFD THEORY FOR PRESTRESSED CONCRETE TABLE 3 2 6 6 SUMMARY OF BOTTOM STRESSES AT RELEASE TABLE 3 2 6 7 SUMMARY OF TOP STRESSES AT RELEASE Stress limits for concrete at release LRFD Art 5 9 4 1 1 Compression for pretensioned or post tensioned members 0 60 f 2 Tension a in areas without bounded auxiliary reinforcement 0 0948 f lt 0 2 ksi b in areas with bounded reinforcement which is sufficient to resist the tension force in the concrete computed assuming an uncracked section 0 24 f ksi TABLE 3 2 6 8 SUMMARY OF BOTTOM STRESSES AT SERVICE LOAD TABLE 3 2 6 5B SUMMARY OF BOTTOM STRESSES AT SERVICE III LOAD CASE I TABLE 3 2 6 8C SUMMARY OF BOTTOM STRESSES AT SERVICE III LOAD CASE TABLE 3 2 6 9 SUMMARY OF TOP STRESSES AT SERVICE LOAD TABLE 3 2 6 9B SUMMARY OF TOP STRESSES AT SERVICE III LOAD CASEI TABLE 3 2 6 9C
124. l 0 basic output 1 detailed output span interval maximum 20 default 10 structural type 1 composite default 2 noncomposite 3 reinforced concrete 4 prestressed concrete type of unit 0 English default Figure 7 5 Typical View Table Screen 7 4 MERLIN DASH from the BEST CENTER 7 4 Print Tables The print tables screen will be shown after clicking on the Print Tables tab The bottom window contains the list of tables Highlighting a table brings that table to the upper window Table Selected Click on the Print button will send the table selected to a printer A typical Print Tables screen is presented in Figure 7 6 C Windash RCEXAMPLE1A RES Open File View Print File View Tables PintTables Exit Table Selected 18 x List of Tables 1 1 PROJECT DATA 1 2 GENERAL PROGRAM OPTIONS 3 1 STRUCTURAL DETAILS 3 2 SPAN LENGTHS in feet 3 4 SPACING in feet 4 1 DEFINITION OF SECTIONS 5 1 DEFINITION MEMBERS 0 6 1 AASHTO LIVE LOADING LOAD TYPE A 8 1 2 SPECIFICATION OF IMPACT AND DISTRIBUTION FACTORS 11 1 DEFINITION OF UNIFORM AND CONCENTRATED LOADS 12 3 SHEAR CONNECTOR AND SLAB REINFORCEMENT DATA 1 1 PROGRAM ASSUMPTIONS 2 1 LORDING INFORMATION 1 BRIDGE SUPERSTRUCTURE QUANTITIES 2 DISTRIBUTION OF WHEEL LOADS 1 NONCOMPOSITE SECTION PROPERTIES FOR N INFINITY 1 NONCOMPOSITE DEAD LOAD MO
125. lank or blank or 1 load types are all superimposed loads For LRFD please follow the above defined load type Load Identification Description ALPHANUMERIC description identifying the LOAD NUMBER Uniform Load Data Intensity Intensity of the uniform kips ft load identified by LOAD NUMBER and SEQUENCE kN m NUMBER Uniform Load Position Distance From Distance To ft m Location of the left and right ends of the uniform load measured from the extreme left support of the bridge respectively Leave blank if identifying a uniform load applied throughout the entire bridge Concentrated Load Data Intensity Intensity of the concentrated load identified by LOAD NUMBER and SEQUENCE NUMBER Leave blank if identifying a uniform load Concentrated Load Data Distance To Location of the concentrated load as measured from the extreme left support of the bridge 4 48 4 2 6C Lateral Bending Stress Load per beam Data Type 11022 Stress Ksi Stress Ksi Foot Foot Top Lateral Bottom Lateral From To Table 4 25 Lateral Bending Stress Load Input Description DATA INPUT ITEM DESCRIPTION UNITS MODE 11022 Load Identification Load Number Integer beginning with one 1 and proceeding sequentially to the last nth load This data is used to define the sequence of the application of the uniform and concentrated loads Load Type The load types are defined as follows Cons
126. lculated as follows T T ewe When ua is not greater than 0 3 the following equation is used T T 1 KL ua AASHTO 9 2 The following values for and u may be used when experimental data for the materials used are not available Type of Steel Type of Duct K ft Wire strand Rigid and semi rigid galvanized metal sheathing 0 0002 0 15 0 25 Polyethylene 0 0002 0 23 Rigid steel pipe 0 0002 0 25 High strength bars Galvanized metal sheathing 0 0002 0 15 A friction coefficient of 0 25 is appropriate for 12 strand tendons A lower coefficient may be used for larger tendon and duct sizes Lubrication will probably be required 1 3 2 Prestress Losses Due to Shrinkage Pretensioned Members SH 17 000 150 RH AASHTO 9 4 Post tensioned Members SH 0 80 17 000 150 RH AASHTO 9 5 where RH mean annual ambient relative humidity percent 1 3 3 Prestress Losses Due to Elastic Shortening Pretensioned Members ES f AASHTO 9 6 Post tensioned Members E ES Lr AASHTO 9 7 where E modulus of elasticity of prestressing steel strand modulus of elasticity of concrete in psi at transfer of stress feir E concrete stress at the center of gravity of the prestressing steel due to prestressing force and dead load of beam immediately after transfer 1 3 4 Prestressed losses due to Creep of Concrete Pretensioned and post tensioned members CR 12 feir 7
127. le shear connector determined as specified in Article 6 10 10 4 3 kip B3 8 resistance factor for shear connectors specified in Article 6 5 4 2 At the strength limit state the minimum number of shear connectors n over the region under consideration shall be taken as P 6 10 10 4 1 2 where P total nominal shear force determined as specified in Article 6 10 10 4 2 kip Q factored shear resistance of one shear connector determined from Eq 1 total longitudinal shear force in the concrete deck at the point of maximum positive live load plus impact moment taken as the lesser of either P 7 0 85 fbt 6 10 10 4 2 2 Or P Fbst F bet 6 10 10 4 2 3 I total radial shear force in the concrete deck at the point of maximum positive live load plus impact moment kip taken as L F P P 6 10 10 4 2 4 where b effective width of the concrete deck in ts thickness of the concrete deck in L arc length between an end of the girder and an adjacent point of maximum positive live load plus impact moment ft R minimum girder radius over the length L ft 6 10 10 4 2 6 total longitudinal shear force in the concrete deck over an interior support taken as the lesser of either E Dt FB at g FL but 6 10 10 4 2 7 Or B3 9 0 45 f b t 6 10 10 4 2 8 C S S 14 TABLE 1 2 22 24B RECOMMANDED SHEAR CONNECTOR RE
128. m s built in limitations based on the engineering judgment or the user s input based on the design case 1 e max web depth The Behavioral Constraints are those constraints associated with the structural behavior and the AASHTO code requirements The Objective Function can be either Minimum Weight Optimization or Minimum Cost Optimization The Minimum Weight Optimization is an optimization of the cross sectional area of the design members On the other hand the Minimum Cost Optimization includes the cost model for bridge elements to the objective function for the optimization problem TABLE 2 4 Loading Assumptions LOAD pa RATIO NON ASSUMPTIONS TYPE COMPOSITE COMPOSITE DL steel 2 Uniform Member Loads x Detail Factor Steel DL Vibiniy Infinity where Uniform Member Loads Steel Only Detail Factor 2 Connections etc Unit Weight of Steel 490 Ib per cu ft Slab DL Slab DL Uniform member load taken as input SDL Wearing surface parapets etc taken as uniform member loads or as input Pis Taken as uniform or concentrated loads along member as input AASHTO truck and lane loads taken to give maximums Each pour is considered superimposed dead load and partial composite is considered for each stage DEAD LOADINGS For steel beam bridges which act compositely with reinforced concrete decks the analysis proceeds in stages Non composite bridges utilize steel only for all DL conditions see Table 2 4 LIVE LOAD MAXI
129. ment Diagram Submenu for Prestressed Concrete C Pc Pci9 1a grh Girder Wt Moment 18 X File Moment Shear Displacement Bottom Stress Top Stress Slab Top Stress Help S Location 0 Value 0 a Sa eet a Al E NS 1600 2400 3200 4000 Figure 6 19 Girder Wt Moment Diagram Screen 6 15 6 3 2 Shear Diagrams for Prestressed Concrete Shear submenu and a sample diagram are shown in Figures 6 20 and 6 21 respectively i 9 1 Wt Moment File Moment Shear Displacement Bottom Stress Stress Slab Stress Help u amp Ginder Wr Shear Slab Wt Shear SOL Shear LL Positive Shear LL Megative LL Shear Total Maximum Shear Figure 6 20 Shear Diagram Submenu for Prestressed Concrete ig C Pc Pci9 1a grh Girder Wt Shear _ la X File Moment Shear Displacement Bottom Stress Top Stress Slab Top Stress Help gt Location 0 Value 40 200 160 120 80 40 40 80 120 160 200 Figure
130. ments shears etc and stress ranges to the allowable values generated automatically by the program Supplementing all code check results the program output are the applicable code equation numbers the code provisions and the constants which are used to calculate the allowable values These results are given for all fatigue and non fatigue details Flags highlight all overstressed conditions GRAPHICS The MERLIN DASH Windows version includes various graphics which support the tabular output These include moment and shear diagrams for all DL conditions moment and shear envelopes for LL conditions and deflection and camber curves for composite and non composite construction Also included are stress ranges stresses and allowable stresses for top and bottom flanges RATING MERLIN DASH provides the inventory operating and safe load capacity ratings WSD LFD and LRFD DETAILED DESIGN MERLIN DASH can perform detailed designs utilizing either the AASHTO WSD LED or LRFD methodologies Among the various features available to the users are design recycling placement of lateral bracing capacity increases for unbraced sections the shear moment interactions stiffener requirements and code checks OPTIMUM DESIGN Incorporated within MERLIN DASH is the capability to generate optimal designs based upon minimum cost Included within this procedure are determinations of the sections splices welds stiffeners etc 2 2 Methodol
131. n LRFD LFD Page COMPUTATION SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 2 2 2004 oplice Design Checked By 5 1 No 1 Splice Date Bolt Area A 1d 4 0 60 in Bolt strength double shear 0 6F 2 A 43 90 kips Bolt strength bearing o5 2 4 F 70 4 AASHTO LRFD 6 13 2 9 bb bolt bearing on material AASHTO LRFD 6 5 4 2 47 78 kips Huw Horizontal design force resultant in the web at a point of splice Huw twD 2 RpFot Retfnct AASHTO LRFD C6 13 6 1 4b 2 267 96 kips AASHTO Std 10 4m 4B Design force due to shear LRFD Max Shear Table 1 2 22 16 220 70 Kips Unstiffened Shear Capacity 297 40 Kips Q V 1 0 V 297 40 kips Design shear in the web at the point of splice Vaw 1 5 V 331 05 kips V 0 5Vj AASHTOLRFD 6 13 6 1 4b 2 Vuw 1 2 VV 259 05 gt 0 5 AASHTO Std 10 4i amp 10 4j Distance from the centerline of the splice to the centroid of the connection on the side of the joint under consideration 3 38 in Design Moment due to the eccentricity of the design shear at the point of splice 72 86 Kips ft Total design moment due to web flexure and eccentricity Muy Muw 234 19 Kips ft Mu Kpft Muy Kipft 220 70 297 40 259 05 72 86 161 33 234 19 m no of vertical rows of bolts n no of bolts in one vertical row s the vertical pitch g the horizon
132. n Lengths 03062 z Plan view 4 77 4 3C Bridge Bridge view is a 3D graphics rendering of a bridge The SD rendering truly reflects the bridge geometry data entered in Data Input Pages such as span lengths beam spacings girder dimensions diaphragm locations stiffener locations deck width and thick Some other secondary geometries are faked For example diaphragm details rails and substructures are all assumed by default dimensions The following capture shows the bridge view of a bridge Bridge Elevation Side Walking on Deck Walking Beneath Stop Walking Options Help Date 11 7 2010 Contract Humber Structure Humber Structure Unit Design By Check By Specification LFD Options Walking on Deck Walking Beneath Stop Walking Option Top To view the bridge on top An example of top view of a bridge is showing in above Elevation To view the bridge in elevation Side To view the bridge from side Perspective To view the bridge in perspective The following captures show a bridge elevation side view and perspective view 4 78 ee mA EVA Ee poA 4 79 Walking on Deck simulate walking on bridge deck an animation of bridge simulating walking on deck Walking Beneath To simulate walking beneath bridge an animation of bridge simulating walking
133. ned here The current version allows W PG and limited use of RC reinforced concrete Two utility programs are available to alter the contents of the Steel Section Table Please contact your user support Definition of Members Data Type 05012 Members can be defined over the piers without breaks for Type O For other than Type 0 the member should be defined separated where the slope changes For Member Types 1 2 or 3 the program will interpolate between two ends of the defined member to find the sections at the interval points for stress calculation For hybrid member please input yield strength in this screen AASHTO Live Load Data Type 06012 For loads higher than HS 20 HS 20 load will be used for the fatigue check For tandem loading designations of 1 the tandem load of 2 24 loading will apply to the structure no matter what HS loading applies For tandem loading designation of 2 the tandem load will be proportioned up from 2 24 loading For example if AASHTO loading is 5 25 and tandem loading designation is 2 the tandem load will be 2 30 kip loading Input for Type of Road will determine the fatigue allowables and the shear stud spacing calculation Sidewalk loading is used override the internal set of AASHTO sidewalk loading Input sidewalk loading is a constant over the length of the bridge it is not changed based on the span lengths Load Type D M amp G Data Types 06022 amp 06032 For Load Factor Method
134. ng Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 06022 State Loading Loading Type D amp M D Loading Designation Dump truck loading designation ALPHA is either 2D or 3D or any predefined vehicle with no more than 3 axles Loading Designation is limited to 2 characters M Loading Designation Maximum allowable truck loading ALPHA OPT designation be 3 352 3 3 or MST76 predefined vehicle with no more than 6 axles Loading Designation is limited to 6 characters 4 43 4 2 5C General Vehicles Data 06032 Weight Kips Space Foot Table 4 21 General Vehicles Input Description DATA ird TYPE INPUT ITEM DESCRIPTION UNITS MODE General Vehicles Loading Type G G Loading Designation Input any 4 characters for general vehicles or any predefined vehicle with no more than 20 axles Design Load Blank No 1 Yes This loading will be considered in the Maximum Design Load Case If the Design Load is 1 the maximum load effect is the maximum of the AASHTO vehicle and the Load Type G If the Design Load 15 Blank the maximum load effect is considering A ASHTO vehicle and the Load Type G side by side 4 44 Note for LRFD Results For Steel only 1 Values for Service 1 Strength I Strength IV and Fatigue limit states are based on the AASHTO vehicles only 2 Strength II limit state 1s due to side by side AASHTO and General vehicles 3
135. ng down the ALT key For example the Input Utility could be accessed by typing ALT I the Run Utility by typing ALT R etc the sub menu s in WIN DASH also be accessed by using the ALT key in this manner 4 0 INPUT UTILITY The Input Utility allows you to create new bridge data files or to edit existing files Once you have entered the details of a structure you can save it for later use While entering data items different graphics including bridge plan cross sections girder profile tendon configuration truck illustrations and 3D bridge will be showing on right of the screen so data can be checked visually 4 1 Main Menu File Menu By clicking on File a submenu with the options New Open Save Save As Open XML Save XML Save XML As and Exit appears Project Data 0101701020700 35k Sa New Open Save As Open XML Save XML As C BEST Comments PCEF69_spacing9 C BEST Dash Data VPCI9 1A C BEST Comments Rating_of_0401900 CABEST Dash Data Maunchso C BEST Comments Interior_4 C BEST Comments 10091int3 CABEST Dash Data Pci9 6a CABESTVCommentsyDelaware 107 54 Single Span 1 2 3 4 5 6 Ti 8 9 Exit Toolbar Untitled Project Data 01012 01022 fe 5 bli ow WS Help Open help window New Create a new DASH input project Open Open an existing
136. nimum Displacement Girder Wt Bottom Stress Slab Wt Bottom Stress SDL Bottom Stress LL Positive LL Bottom Stress LL Negative LL Bottom Stress PSI Initial Prestress Bottom Stress PSU Ultimate Prestress Bottom Stress Total At Release and Allowable Bottom Stress Total Maximum and Allowable Bottom Stress Total Minimum and Allowable Bottom Stress Girder Wt Top Stress Slab Wt Top Stress SDL Top Stress LL Positive LL Top Stress LL Negative LL Top Stress PSI Initial Prestress Top Stress 6 13 continued Table 6 2 Graphic Plot Options continued OPTIONS SUB CATEGORIES SLAB TOP STRESS PSU Ultimate Prestress Top Stress Total At Release and Allowable Top Stress Total Maximum and Allowable Top Stress Total Minimum and Allowable Top Stress SDL Slab Top Stress LL Positive LL Slab Top Stress LL Negative LL Slab Top Stress Total Maximum and Allowable Slab Top Stress Total Minimum and Allowable Slab Top Stress 6 14 6 3 1 Moment Diagrams for Prestressed Concrete Moment submenu and a sample diagram are shown in Figures 6 18 and 6 19 respectively i C APCSPci9 1a grh Girder Wt Moment File Moment Shear Displacement Bottom Stress Top Stress Slab Stress Help Ginder Wr Moment Slab Wt Moment SDL Moment LL Positive LL Moment LL Megative LL Moment Total Maximum Moment Capacity y Total Minimum Moment Capacity Figure 6 18 Mo
137. ntains Structure Detail Data Type 03012 Beam Spacing Data Type 03042 and Hinge Location Data Type 03032 for all structure tyoes and Span Length Data Type 03022 for non PC structures Soan Length Data Type 03062 for PC structures and Boundary Condition Data Type 09022 for steel structures 4 8 4 2 2 Structural Details Data Type 03012 l Interior Defa Table 4 3 Structural Details Input Description DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE umber of Beams Number of beams within the bridge cross section This is used to compute the live load distribution factor for an exterior beam according to the design code specified on DATA TYPE 01032 and to average the live load deflections osition This is used in determining the LL distribution factor and in the application of any sidewalk live loading 2 Interior Default 2 Exterior Width Between Curb and Barrier Distance between curbs or barriers This parameter is sed in determining the traffic lane division for the exterior beam live load distribution factor continued 4 9 Table 4 3 Structural Details Input Description continued DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 03012 NOTE Median barriers are considered movable cont therefore are not accounted for in the determination of the LL distribution factor for an exterior beam OPTION An option which allows the eng
138. nual 1 W33 3 Or on Data Type 12062 Web Depth range should be two AISC specified nominal depth 1 W30 to W40 as in the above screen 4 On Data Type 12072 material may be defined 1 A36 A588 8 Example for Staging For Pouring Sequence check You can get the same DASH input file and make change on 2 screens 1 Data Type 01032 Program Flow should be change to 7 for DL stage analysis or 8 for DL stage LL analysis 2 Data Type 10012 slab loads should be changed to loads in segment with different Pouring No Pouring Day and Distances See example below Slab Loads Load ID Slab Load Data IF j Ar cx i T Description Depth Depth n atio K Ftor R 11 fi SLAB LOAD 80 80 c cc Ho v uon 4 12 1 SLAB LOAD 80 80 __ _ 2 SLABLOAD 80 80 E 14 SLAB LOAD 80 80 4 24 1400 58 95 _ 5 3 SLAB LOAD eo 80 4 24 8 10401 150 180 4 SLAB LOAD ao 80 24 0 ED 3s qp UE p m NS M Ll cep EI 1 posce e ueber EI S p pO Ss Ll o V NE Q 1 dq Sp um EH
139. o provide connectors in a number of common applications such as precast stay in place panels if the interface stress 1s lower than 0 10 ksi B2 7 Appendix B3 LRFD THEORY FOR STEEL BRIDGES TABLE 1 2 22 5 DEPTH THICKNESS RATIOS n 6 10 2 1 1 Webs Without Longitudinal Stiffeners Webs shall be proportioned such that 2 2150 6 10 2 1 1 1 Ww 6 10 2 1 2 Webs With Longitudinal Stiffeners Webs shall be proportioned such that D lt 300 6 10 2 1 2 1 t Ww e web satisfies the noncompact slenderness limit AD lt 5 7 E 6 10 6 2 3 1 P TABLE 1 2 22 5A DEPTH THICKNESS RATIOS N inf the web satisfies noncompact slenderness limit 2D E lt 5 7 6 10 6 2 3 1 P where D depth of the web in compression in the elastic range in For composite sections D shall be determined as specified in Article D6 3 1 moment of inertia of the compression flange of the steel section about the vertical axis in the plane of the web in moment of inertia of the tension flange of the steel section about the vertical axis in the plane of the web in TABLE 1 2 22 7A FLB AND LTB CATEGORIES TABLE 1 2 22 7B FLB AND LTB RESISTANCE 6 10 8 2 2 Local Buckling Resistance The local buckling resistance of the compression flange shall be taken as If A lt then B3 1 6 10 8 2 2 1 Otherwise F 4 4 R R F
140. oad Factor for Fatigue Live Load Live load factor for Fatigue Load combination under a single design truck Default 0 75 oad Modifier DRI Factor 1 for Strength Limit State A combined factor relating to ductility redundancy and operational importance for strength limit state Default 1 00 oad Modifier DRI Factor 2 for all other Limit States A combined factor relating to ductility redundancy and operational importance for all other limit states Default 1 00 4 40 Table 4 18 Load Factors LRFD Option DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 09012 Resistance Factor where condition NONE REAL cont factor system factor and LRFD resistance factor Default 1 00 4 2 5 Live Load Live Load group contains AASHTO Live Loading Load Type A Data Type 06012 State Vehicle Loading Load Types D and M Data Type 06022 General Vehicle Loading Load Type G Data Type 06032 and Special Vehicle Loading Load Type C Data Type 07012 4 2 5A AASHTO Live Load Data Type 06012 4 41 Table 4 19 AASHTO Live Load Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE 06012 AASHTO Live Loading Loading Type A H HS and HL Loading Designation AASHTO loading ALPHA OPT designation from H 15 H 20 HS 15 HS 20 and up to HS 99 H HS HL must be upper case letters NOTE For SI units M or MS is used in stead of H or HS For e
141. ogy This section briefly describes the methodology used in MERLIN DASH ANALYSIS The analysis techniques used in MERLIN DASH are based upon the direct stiffness method which possesses many advantages over other popular approximate methods such as moment distribution or slope deflection An automatic mesh generation is performed within MERLIN DASH which automatically sequences all nodal points and section properties for each AASHTO dead load and live load condition Here mesh changes for various loading and construction conditions are generated automatically which results the following advantages 1 The analysis 1s accomplished using only those changes in section which actually exist on the structure with no numerical approximation required 2 The analysis can easily accommodate various specialized elements and boundary conditions 3 The analysis offers much greater efficiency than other popular methods The stiffness methodology incorporates both joint and member loads A summary regarding the assumptions inherent in MERLIN DASH 15 given in Table 2 2 definition of the program limits 15 given in Table 2 3 The assumptions regarding each of these construction types as well as for LL moments of inertia are given in Table 2 4 Loading assumptions for all load types are given for composite and non composite construction in Table 2 4 Table 2 2 Assumptions ITEM Detlections are small 3 Beam length is much greater than lateral
142. or deflection is DF 2 x NL NB where NL is number of lanes and NB is the number of beams Position Int Ext This program determines the effective slab width and the distribution factor based on AASHTO Specifications for interior and exterior beams Default is interior beam Width between curbs This entry will determine the number of lanes used in averaging the live load deflection Min of 12 ff one lane is assumed by the program Overhang width This entry will be used for the exterior beam to determine the effective width For exterior beam to determine the effective width the girder spacing S used for interior beam is replaced by S 2 overhang width Edge of Slab to Curb This parameter is used by the program to determine the sidewalk live loading The sidewalk live loading specified by AASHTO in terms of lb ft times this parameter gives the distributed load in Ib ft This distributed load will be applied to the influence lines to determine the max and min effects due to sidewalk live loading Haunch depth thickness The haunch will raise the slab above the beam The program assumes haunches are constant all across the bridge The haunch depth is always the distance from the bottom of the top flange or plate or top of the steel web to the bottom of the slab If 0 0 is input the steel top flange is inside the slab The weight of the haunch should be included in the slab intensity input 76 Of composite in the negat
143. p of each section Show Rebars turn on or off rebars Auto Zoom to Extent check to automatically zoom to full extent when a new section is added or modified in RC Section Data Type 04012 Sections Per Row enter a number of sections displayed per row See Zoom and Pan of a 2D Graphic View for more operations on 2D section view 4 85 4 3E Girder Girder graphic page is used to display girder member definitions for steel bridges He ld am FLT a Definition of of Members 105012 x s I Prismatic gt 2 Parole Down p Paraboc Concave Dow 000641 p Pato Eom Dou OD i e eg Corm Down 00041 T2 070417 bo NN CNN NN iier ee Parabolic Concave Down ae md I RN ESSE SSS mme LL see r LJ Select Girder in Graphic Pages area to open this page Top To view the girder on top An example of top view of a bridge is showing in above Elevation To view the girder in elevation Side To view the girder from side Perspective To view the girder in perspective When hover the mouse over the girder the current segment will be highlighted and it correspondent definition will be highlighted in Steel W PG Section Data Type 04012 Girder is a 3D rendering and it shares same view operation with bridge except that no component browsing See Interactive in 3D Gr
144. pact and Distribution Factors WSD LFD Data Type 08012 and Gamma and Beta LFD Data Type 09012 For LRFD it contains Impact and Distribution Factors LRFD Data Type 08012 and Load and Resistance Factors LRFD Data Type 09012 4 2 4 Impact and Distribution Factors WSD LFD Data Type 08012 Span Impact Equation Constant Constant Constant Load Load Load Load Load Dist Appl Appl Appl Appl Appl No Factor Number Cl C2 3 Factor TypesA TypesD TypesM TypesG TypesC Factor OptionA Option D Option M OptionG Option C pot 1 ft Not Apo Not Apfo Not Ap 4 33 4 2 4B Impact and Distribution Factors LRFD Data Type 08012 istribution Factors i Ys s imi imi M rap M imi imit Sta Service Limit State A D G Limit State Limit State Limit State LimitState D G Limit State Limit State Limit State LimitStae 0 6 Angle Limit State Moment Moment Moment Moment Degree Mome ent Moment Moment Moment Fatique Fatigue Skew Table 4 16 Impact and Distribution Factors Input Description DATA REQ ven INPUT ITEM DESCRIPTION UNITS MODE 08012 Specifications of Impact and Distribution Factors For LRFD OPTION AXLE DISTRIBUTION FACTORS SHOULD BE INPUT FOR OTHERS WHEEL DISTRIBUTION FACTORS ARE REFERRED The input given here is option
145. peration assumptions and problems related to the MERLIN DASH program First level support which is the first contact for all user initiated queries is generally provided by the authorized vendor from whom the program was purchased The BEST Center staff will provide second level in depth technical support as a backup to the vendor for unresolved issues relating to first level support In addition the BEST Center will make Bug Fixes The BEST Center will make every effort to identify and rectify all verified bugs within MERLIN DASH user should report all suspected bugs program abnormalities and suggested improvements to the authorized vendor from whom the program was purchased Code Updates The BEST Center will perform updates consistent with the changes specified within revisions of the AASHTO Standard LRED Specifications for Highway Bridges or appropriate addenda These updates of MERLIN DASH will be performed as required to provide the user access to the most current code provisions Program Upgrades Periodically the MERLIN DASH system will be modified to accommodate enhancements Such upgrades may include features which already exist within the network or single user version or which are newly developed for the microprocessor 1 3 2 00 OVERVIEW MERLIN DASH is window application program written in FORTRAN 90 VB and C and NET Framework 4 languages which consists of more than 100 000 statements The blo
146. point to the right end of the span and every other span in that direction and the previous span plus every other span in that direction The concentrated load of the lane loading will be just to the right or left of the point under consideration to produce the maximum positive or negative shear In calculating 2 7 end shears and reactions no distribution factor for the wheel loads needs to be applied according to AASHTO 2 23 1 1 LRFD Application of Design Vehicular Live Loads 1 The fatigue load shall be one design truck or axles specified LRFD Art 3 6 1 2 2 but with a constant spacing of 30 0 ft between the 32 0 kip axles The dynamic load allowance IM 15 15 2 Maximum live load is the larger of the following e The effect of the design tandem 33 with combined with the effect of the design lane load or e The effect of one design truck with the variable axle spacing specified in LRFD Art 3 6 1 2 2 IM 33 combined with the effect pf the design lane load and For both negative moment between points of contraflexure under a uniform load on all spans and reaction at interior piers only 9096 of the effect of two design trucks 33 spaced a minimum of 50 0 ft between the lead axle of one truck and the rear axle of the other truck combined with 9096 of the effect of the design lane load The distance between the 32 0 kip axles of each truck shall be taken as 14 0 ft SPECIAL LOADINGS Due to the incre
147. r Data Type 08012 this may be left blank This variable is used for calculating distribution factors and section properties for an exterior beam If an interior beam 15 being considered and distribution factors are specified by the user Data Type 08012 this may be left blank This variable is used for calculating distribution factors section properties and sidewalk loading intensity for an exterior beam If an interior beam is being considered and distribution factors are specified by the user Data Type 08012 this may be left blank These two variables are used for calculating section properties This variable refers only to the negative dead load moment region If left blank the system assumes 0 0 This factor is used as a multiple of the actual computed and input dead load intensity This accounts for additional dead load such as splice connections bolts etc If left blank 1 0 is assumed A 2 b a width between curbs or barriers b overhang width c edge of slab to curb d haunch depth top of steel web to the bottom of the slab for steel top of beam to the bottom of slab for PC e haunch width TABLE A 1 3 DEFIN OF MEMBER TYPES DATA TYPE 05012 COLUMNS 30 32 PARAPETERS DESCRIPTION FIGURE NNAARAQs Hs PRISMATIC MEMBER e Open Section Constant Web Constant Flanges L member length 4 depth at left end d depth at right end
148. r Defined pee pm i Somra an Es o 14 MA Navigate to PC Sections Data Type 04012 from Data Input Pages area or select PC Sections in Graphic Pages area to open this page Preview Template Select to show section preview as shown above or the section template of current section type Show Section Numbers turn on or off of sections numbers on top of each section Show Rebars turn on or off rebars Auto Zoom to Extent check to automatically zoom to full extent when a new section is added or modified in PC Sections Data Type 04012 Sections Per Row enter a number of sections displayed per row See Zoom and Pan of a 2D Graphic View for more operations on 2D section view 4 84 m 11 31 AM 11 8 2010 4 3D 3 RC Sections B TLT RC Sections 04012 Data 04012 Section Type cime cece ea come commod 7 1 B 3 Arbitrane L 7 Navigate to RC Section Data Type 04012 from Data Input Pages area or select RC Sections in Graphic Pages area to open this page Preview Template Select to show section preview as shown above or the section template of current section type Show Section Numbers turn on or off of sections numbers on to
149. r Prestressed Concrete 6 19 6 3 6 Slab Stress Diagrams for Prestressed Concrete Slab Top Stress submenu and a sample diagram are shown in Figures 6 28 and 6 29 respectively i CrP c Pci9 la geh SOL Slab Top Stress File Moment Shear Displacement Bottom Stress Stress Slab Top Stress Help x amp SDL Slab Top Stress LL Positive Slab Top Stress LL Meqgative LL Slab Top Stress Total Maximum and Allowable Slab Stress Total Minimum and Allowable Slab Top Stress Figure 6 28 Slab Top Stress Diagram Submenu for Prestressed Concrete C Pc Pci9 1a grh SDL Slab Top Stress l E l B 8 File Moment Shear Displacement Bottom Stress Top Stress Slab Top Stress Help ZE Location 0 Value 0 2 4 1 8 1 2 0 6 0 6 1 2 1 8 2 4 Figure 6 29 SDL Slab Top Stress Diagram Screen for Prestressed Concrete 6 20 MERLIN DASH from the BEST CENTER 7 0 PRINT UTILITY The Print Utility of WIN DASH 15 accessed by clicking on the word Print shown in the menu bar of the MAIN MENU screen This transfers you to the WIN DASH Print Utility screen Figure 7 1 The Print Utility performs the printing of the output files created by the Run Utility It offers the user the ability to view the output before printing The entire output file or selected tables can be printed from this utility It is important to note that an output file must be opened first to us
150. ram Terminated with Normal Exit Window 5 3 6 0 GRAPHICS UTILITY The Graphics Utility of WIN DASH is accessed by clicking on the word Graphic shown in the menu bar of the MAIN MENU screen This transfers you to the WIN DASH Graphics Utility screen The Graphics Utility of WIN DASH creates plots from the graphics files produced by the Run Utility It allows you to open any graphics file created by WIN DASH view any of the graphics plots within that file or print those plots using the Print option under the File Menu Figure 6 1 shown below is the graphic plot menu options for the Steel Dead Load Deflection File Moment Shear DeHection Camber Range Stress Help Figure 6 1 Graphics Utility Screen for Steel 6 1 File Submenu The File submenu which is shown in Figure 6 2 can be accessed by clicking on File in the Graphic Utility screen The available options are Open Print Setup Print and Exit iw C WindashExamp2d grh teel Dead Load Deflection File Moment Shear Deflection Camber Range Stress Help Print Setup Prnt Exit Figure 6 2 File Submenu OPEN Choosing Open from the File submenu brings up the Open Graphic File window Figure 6 3 This window allows the user to type in the name of the graphics file you wish to open or to select the name of the file in the file name box The file name box contains all the graphics files
151. rands at girder end Centroid of draped strands at midspan in Distance from bottom to the centroid of draped strands at midspan Number of straight strands Number of straight strands Number of draped strands Number of draped strands Cross sectional area of each strand Cross sectional area of each strand Initial strand tension psi Initial strand tension psi C 6 of strand SR for Stress Relieved LL for Low Relaxation Type of strand SR for Stress Relieved LL for Low Relaxation Modulus of elasticity of prestressing strand Modulus of elasticity of prestressing strand Additional Input Time between tensioning of strand and prestress transfer days Time between tensioning of strand and prestress transfer days Time between prestress transfer and establishment of continuity days 1 Time between prestress transfer and establishment of continuity days T1 Time between prestress transfer and placement of deck days T2 Time between prestress transfer and placement of deck days T2 Do you wish to include the restraining effect of slab reinforcement on shrinkage Y N Including Dischinger effect or not If yes deck age at which the dischinger effect is introduced days T3 Deck age at which the dischinger effect 1s introduced days T3 C5 Output Data There are two options for the output data Either summarized output for the design results which can be accessed from the output screen or d
152. ressive stresses measured from the horizontal beam axis and the angle of the web reinforcement relative to the horizontal beam axis respectively For cases of vertical web reinforcement the expression for V simplifies to B2 5 2 5 _ 4 3 4 cot S y S LRFD Eq C5 8 3 3 1 Transverse shear reinforcement should be provided when V gt 0 5 V LRFD Eq 5 8 2 4 1 When the reaction introduces compression into the end of the member the critical section of shear is taken as the larger of 0 5d cot0 or measured from the face of the support To determine the nominal resistance the design engineer must determine 3 and 2 from the LRFD Specifications Article 5 8 3 4 For mildly reinforced concrete sections the values of 3 and 2 are 2 and 45E respectively These will produce results similar to the Standard Specifications However for prestressed concrete the engineer can take advantage of the precompression and use lower angles of 2 which optimizes the web reinforcement TABLE 3 2 6 12A SUMMARY OF HORIZONTAL SHEAR CHECK LRFD Specifications give no guidance for computing horizontal shear due to factored loads The following formula may be used as discussed in Section 3 8 1 with the substitution d for jd V Vin PCI Eq 8 5 3 1 where Vuh horizontal factored shear force per unit area of interface V factored vertical shear force at specified section due to superimposed loads d th
153. s or AASHTO Std 10 4b 0 757 2278 50 00 36 29 37 50 37 50 1 B Top flange Flexural stress due to the factored loads at the mid thickness of the non controlling flange at a point of splice concurrent with fe fat 2 11 ksi Ro Absolute value of the ratio of F to f for the controlling flange Fol Ra 1 65 Design stress for the non controlling flange at apoint of splice Fret 1 AASHTO LRFD 6 13 6 1 4C 2 3 47 ksi or AASHTO Std 10 4 Fer 0 750F y 37 50 ksi governs of PR a fe 8 Fe 1 00 37 50 R Fafa RR O 975095 22 78 3750 3750 2 Design force for the flange at a point of splice 2 Bottom Flange in tension and in control Bolt size d 0 875 in Bolt Row 2 Hole size d 0 94 in factor applied to the gross area of a flange to compute the effective flange area 1 when holes are equal to or less than 1 27 dia E 0 08 B 0 00 when holes exceed 1 27 diameter gross area of bottom flange 14 00 A net area of the flange AASHTO LRFD 6 8 3 Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 9 4 17 6 Splice Design LRFD LFD Page COMPUTATION SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 2 2 2004 oplice Design Checked By 5 1 No 1 Splice Date An Ag bolt row d t 12 36 or AASHTO S
154. s Uncheck Auto Rotation Center and press Update Rotation Center when scene changes to bigger to avoid this How to Browse component Move cursor over a component to highlight it The component highlighted by cursor is at the lowest level of the bridge Use Left or Right arrow keys to browse components in the same level Use Up or Down arrow keys to browse components in one level up or down You can also browse the component list window to highlight component For example a girder segment is highlighted as below 4 94 Press Up key to move to one level up to the whole girder as shown below A component diaphragm is highlighted as below Press Down key to move the current component down to the first sub component of the diaphragm as shown below 4 95 About Rotation Center When holding Left Button and moving the cursor the view will be changed as the bridge is being rotated This is implemented by a Tracking Ball Turning the bridge is as moving on the sphere on the ball The center of the tracking ball is called the rotation center which is automatically set to the center of the bridge by default When a simple component that is far away from the center of the bridge is highlighted the rotation center should be set to the center of the highlight component Rotation of that component will be abruptly if otherwise When Auto Rotation Center is check in Bridge options the rotation center will be updated automatically whenev
155. s are POT 0 70 E for stress relieved strands o TT 0 75 f for low relaxation strands 1 2 2 Temporary concrete stresses before losses due to creep and shrinkage Compression Pretensioned Members ato bae Societe uses fodere a Done edits 0 60 f Post tenstoned members tinet Cer tete 0 55 Tension Precompressed tensile zone No temporary allowablestresses are specified Other Areas In tension areas with bonded TEINTOLCEMICNE 9994 dn dedos bob 200 psi or 3 f With bonded re mforce BIeDE serui eese de Lu B1 2 3 Concrete stress at service load after losses have occurred cH 0 40 f Tension in the precompressed tensile zone a For members with bonded reinforcement 60 6 f For severe corrosive exposure conditions SUC IASC OAS Al dress us 3 f b For members without bonded 0 c Modulus of rupture from tests or if not available lor normal welo hi Concrete 25 E 7 5 f Por sand Heltwereht CONCTCIC ase tai E 6 3 f For all other lightweight Concrete 5 5 f B1 3 LOSS OF PRESTRESS 1 3 1 Friction Losses These friction losses are ca
156. s given in the output provisions of the AASHTO specifications are utilized Moment Shear interaction RATING The program allows the user to calculate inventory operating and safe load capacity rating DESIGN Design with minimum weight or minimum cost Design with stiffeners or without stiffeners Fix web and or flange plate sizes Specify maximum and minimum plate sizes Specify types of material and their costs Specify field splice locations Rolled beam design LIVE LOAD MERLIN DASH incorporates a wide range of highly general Live Load capabilities see Item 4 0 1n Table 2 1 DEAD LOAD Dead Load conditions including Dead Load staging analysis are given automatically for both composite and non composite construction in accordance with AASHTO see item 5 0 in Table 2 1 ANALYSIS A comprehensive range of analysis capabilities 15 available with MERLIN DASH These capabilities are demonstrated in the detailed voluminous and user selectable outputs which are generated for section properties moments shears deflections cambers reactions stresses for dead loadings maxima minima for moments shears deflections and reactions and stresses for live loadings see Tables 7 1 and 7 2 in Section 7 0 CODE CHECK MERLIN DASH performs a rigorous and detailed code check for the AASHTO WSD LFD and LRFD alternate design methods The code check includes a comparison of all actual stresses or stress resultants e g mo
157. sideration of flange lateral bending determined as specified in Article 6 10 1 6 ksi f flange lateral bending stress determined as specified in Article 6 10 1 6 ksi Farw nominal bend buckling resistance for webs specified in Article 6 10 1 9 ksi Fac nominal flexural resistance of the flange ksi 5 be determined as specified in Article 6 10 8 2 For sections in straight I girder bridges with compact or noncompact webs the lateral torsional buckling resistance may be taken as determined as specified in Article A6 3 3 divided by S In computing F for constructability the web load shedding factor shall be taken as 1 0 My yield moment with respect to the compression flange determined as specified in Article D6 2 kip in hybrid factor specified in Article 6 10 1 10 1 SE elastic section modulus about the major axis of the section to the compression flange taken as M F in For critical stages of construction the following requirement shall be satisfied Sig tte a0 AGL 6 10 3 2 2 1 TABLE 1 2 22 14 STRENGTH LIMIT STATE CHECK At the strength limit state the section shall satisfy 1 domus 6 10 7 1 1 1 where resistance factor for flexure specified Article 6 5 4 2 B3 3 f flange lateral bending stress determined as specified in Article 6 10 1 6 ksi M nominal flexural resistance of the section determined as specified in Article 6 10 7 1 2 kip
158. sing steel in pounds per square inch B1 4 FLEXURAL STRENGTH B1 4 1 Rectangular Sections For rectangular or flanged sections having prestressing steel only which the depth of the equivalent in rectangular stress block defined as As fu 0 85 feb is not greater than the compression flange thickness 4 and which satisfy AASHTO Eq 9 20 the design flexural strength shall be assumed as T 0 6 EN J AASHTO 9 13 For rectangular or flanged sections with non prestressed tension reinforcement included in which the depth of the equivalent rectangular stress block defined as As fey 5 0 85 f b is not greater than the compression flange thickness t and which satisfy AASHTO Eq 9 24 the design flexural strength shall be assumed as OM A f 1 0 6 d 1 A f d s pus N sy d f AASHTO 9 13 1 6 1 4 2 Flanged Sections For sections having prestressing steel only in which the depth of the equivalent rectangular stress block defined as 0 85 f b is greater than the compression flange thickness and which satisfy AASHTO Eq 9 21 the design flexural strength 18 ST Su oja f di 0 E 4 0 85f echoes AASHTO 9 14 For sections with non prestressed tension reinforcement included in which the depth of the equivalent rectangular stress block defined as f 0 85 f b is greater than the compress
159. sured from the OPT left bridge support FROM and TO the span interval for which transverse stiffener data are given Both FROM and TO distances are given when specifying actual stiffener spacing An individual stiffener may be located by giving the DISTANCE TO the stiffener as measured from the bridge support B Parameter Value of B required by AASHTO Spec NONE REAL OPT REF 1 Section 10 34 4 7 as follows B 1 0 for stiffener pairs Default B 1 8 for single angles B 2 4 for single plates Although the B parameter is referenced in the LOAD FACTOR specifications a value is needed for WORKING STRESS DESIGN to compute the stiffener properties ield Stress Fy Yield stress of the stiffener materials for the eiven FROM TO span interval Default is 36 ksi or 248 Mpa Stiffener Spacing Stiffener spacing within the FROM TO span interval Stiffener Width Width of the transverse stiffeners Stiffener Thickness Thickness of the transverse stiffener 4 70 Use Excel Work Sheet to Enter Data Some data input pages have Excel Work Sheet button on top Click this button to launch Microsoft Excel with a predefined template XLS file for this data type User can enter data into the XLS file then paste them back to Data Input Page by pressing Ctrl V Copy Data From Excel When data entering is done in Excel select data cells as shown below and press Ctrl C 1 Steel Beam Definition Data Type 04012 2 Input Description 3 Sec
160. t FROM and TO the span interval for which longitudinal data 15 given Yield Stress Fy Yield stress of the stiffener material for the given FROM TO span interval Top Stiffener Data Location Location of the longitudinal stiffener given as a fraction or the clear web depth measured from just below the top flange Example For a web with a depth of 45 in and having a longitudinal stiffener located 9 in from the top flange input the fraction 9 45 as the decimal 0 2 or plainly input 9in Stiffener Width Width of the top longitudinal stiffener Stiffener Thickness Thickness of the top longitudinal stiffener Bottom Stiffener Data Location Width and Thickness Location of the bottom longitudinal stiffener given as a fraction or the clear web depth measured from just above the bottom flange Input for width and thickness same as above 4 69 4 2 9 Transverse Stiffener For Steel bridges only Data Type 15012 Excel Work Sheet Distance Yield Stiffener Stiffener Stiffener Stiffener From To E Parameter Strength Spacing Spacing Width Thickness Foot Foot Ksi Foot Inch Inch Inch posee posee _ 1 1o ssteer fose posee 1 0 Stiffener Table 4 40 Transverse Stiffener Data Input Description DATA REQ INPUT ITEM DESCRIPTION UNITS MODE Location Distance From To Distance mea
161. t Release and Allowable Bottom Stress Total Maximum and Allowable Bottom Stress Total Minimum and Allowable Bottom Stress Figure 6 24 Bottom Stress Diagram Submenu for Prestressed Concrete C Pc Pci9 1a grh Girder Wt Bottom Stress E _ 8 x File Moment Shear Displacement Bottom Stress Top Stress Slab Top Stress Help ZE Location 0 Value 0 3 2 2 4 1 6 1 6 2 4 3 2 Figure 6 25 Girder Wt Bottom Stress Diagram Screen for Prestressed Concrete 6 18 6 3 5 Stress Diagrams for Prestressed Concrete Top Stress submenu and a sample diagram are shown in Figures 6 26 and 6 27 respectively i C2 Pc Pci9 1a geh Girder Wt Moment File Moment Shear Displacement Bottom Stress Tap Stress Slab Top Stress Help u amp Girder Wt Tap Stress Slab Wt Stress SOL Top Stress LL Positive Top Stress LL Megative LL Top Stress PSI Initial Prestress Top Stress PSU Ultimate Prestress Stress Total At Release and Allowable Top Stress Total Maximum and Allowable Stress Total Minimum and Allowable Top Stress Figure 6 26 Top Stress Diagram Submenu for Prestressed Concrete ig C Pc Pci9 1a grh Girder Wt Top Stress B 8 File Moment Shear Displacement Bottom Stress Top Stress Slab Top Stress Help 44 Location 0 Value 0 3 2 2 4 1 6 1 6 2 4 3 2 Figure 6 27 Girder Wt Top Stress Diagram Screen fo
162. tal pitch 1530 00 in AASHTO LRFD C6 13 6 1 4b 3 1530 00 Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 4 17 6 Splice Design LRFD LFD Page COMPUTATION SHEET Made By C C Fu Ph D Subject AISI LRFD Example 2 Date 2 2 2004 oplice Design Checked By 5 1 No 1 Splice Date Ps VN Vy n m 12 95 Kips HUN H n m 13 40 Kips 259 05 267 96 12 95 13 40 Puy Mya X l 237 644 12 1 5 1530 276 Mig y ly 237 644 12 13 5 1530 24 80 Kips 234 19 1530 00 Puy 41 30 Kips lt OK 12 95 13 40 24 80 lt 43 90 5 Check flexural yielding of the web splice plates Web Splice Plate 2 PL30inx 0 375 d 3000 in t 0375 in Sp 2 t d 6 112 50 in Ay 2 t d 22 50 in MyutMuw SpitHuw Api lt Fy Myu Muw Spit Huw Api 36 89 ksi lt Fs 50 00 ksi Mra Sort 234 19 267 96 112 50 22 50 36 89 50 00 6 Check the factor resistance shear AASHTO LRFD 6 13 5 3 AASHTO LRFD 10 48 8 Viw lt R Rs 0 0 58A F AASHTO LRFD 6 13 5 3 2 or Sid 10 115 by 1 00 AASHTO LRFD 6 5 4 2 259 05 kips R 0 58 652 50 kips Mos 259 05 652 50 7 0 0 5 22 50 50 00 652 50 259 05 Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 9 4 17 6 APPENDIX A5 INPUT PROCESSOR OPTION SCREEN ORGANIZER OPTION SCREEN
163. td 10 16 4 u resistance factor for fracture of tension members 0 80 resistance factor for yielding of tension members 0 95 AASHTO LRFD 6 5 4 2 A Effective area of the bottom flange with holes AntBAg lt Ay LRFD 6 10 3 6 1 or Std 10 49 13 53 14 00 in OK Design force for the controlling flange at a point of splice Pa E Fer 507 38 Kips 13 53 37 50 507 38 2B Top Flange in compression and in non control A Gross area of the top flange A 900 in P Design force in the non controlling flange at a point of splice Prot Ag Pact 337 50 Kips Prot Fret 900 3750 337 50 3 Calculate numbers of bolts on top and bottom flanges 3A Bottom Splice in tension and in control Outside Plate 16 x 3 8 Inside Plate 2 6 5 x 3 8 of plates Outside Plate 16 00 0 375 Inside Plate 0 375 Pot 507 38 Kips 50 00 ksi req 10 15 0 0 1 gt 0 0 when holes are equal to or less than 1 27 dia 0 08 0 00 when holes exceed 1 27 diameter Ag gross area of bottom flange 10 88 in A net area of the flange AASHTO LRFD 6 8 3 A Ag bolt row d t 9 47 in or AASHTO Std 10 16 4 0 resistance factor for fracture of tension members 0 80 Splice LRFD amp LFD 2 spanDesign XLS printed on 2 2 2004 4 17 BA 6 Splice Design LRFD LFD Page COMPUTATI
164. th above the PC girder Gap Distance between Adjacent Spans ft Gap distance between overhangs at the interior pier Ratio of Draped Length of Tendons to Span Length For draped case Otherwise enter zero Additional Dead Load DC1 psf Enter zero here pier moments will be calculated by DASH and entered to the 4th screen Additional Input Diaphragm Width b in Pier diaphragm width Diaphragm Depth h in total height Pier diaphragm depth MD Slab Type XXI XXIX 21 29 Maryland slab types as defined on sheet tables Input Screen 3 Concrete amp Steel Data Material Properties Concrete amp Steel Data Input Based on DASH EXMohamedtPier Cor Additional Input Yield strength of steel fy psi B arder concrete ultimate creep coefficient Girder concrete compressive strength 6000 Girder concrete ultimate shrinkage at transter pst microstraim Cirder concrete compressive strength at 7000 Deck concrete ultimate shrinkage ricrostram 25 days pst Deck concrete compressive strength at 4500 2a days psi Carder concrete wut weight pct mn Deck concrete utut weight pct Eelative humucity ro Input Based on DASH Yield strength of steel f psi Reinforcement yield strength Girder concrete compressive strength at transfer psi Girder concrete compressive strength at transfer Girder concrete compressive strength at 28 days psi Girder concrete compressive strength
165. the shear distribution factor of the strength service limit state in the positive moment area f DF application option is equal to 4 for deflection sually average deflection is used for steel bridges If option 4 is used average deflection is overridden Distribution Factor Application Option This data is used OPT to apply the distribution factor for the indicated span to a particular live load type for a specific function for example it may be desired to apply the special distribution factor to an HS 20 truck for computing deflection only Input the integer 1 2 3 or 4 under the live load truck type A zero 0 or blank indicates that the Special distribution factor is not applied to the indicated loading type These application options are described in detail in TABLE A 1 6 DEFINITIONS OF DISTRIBUTION FACTOR OPTIONS 4 37 4 2 4C Gamma and Beta WSD or LFD Data Type 09012 Table 4 17 Load Factors Gamma and Beta Input Description DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 09012 For WSD LFD Option Load Factor Gamma Factor for Dead Load Default 1 3 Load Factor Beta Factor for Live Load Default 5 3 Load Factor Beta 1 Factor for Overload Live Load Default 5 3 Penn DOT Load Factor Gamma Gamma is a factor for Penn DOT formula If 0 or blank Penn DOT table will not show up 1 3 for staggered cross frames 1 0 for non staggered Betal is designed for Non
166. tion 00 2220 4 53 4 2 1C Desienated Plate SiZe daa bw dedu su im di 4 54 42 AD Dest Om Plate SERIN e tae eode REP aedi 4 55 4 2 7 Material and Fabrication 4 56 4 2 7 Field Splice Location and Material ID 4 5 Ao POPE 4 58 AD S Steel and Reinforced 4 58 4 2 8 1 A Reinforced Concrete Strength Data 4 58 4 2 0 2 PIesttessed C odeoncec tibsessesonterekasdiet dieta ssi agii eta p pe E daas 4 60 4 2 8 2A Prestressing Steel Properties ed 4 61 4 2 8 2B Post tension Steel Material Properties 4 62 6 26 Drestress Concrete STD 4 63 4 2 6 2D Precast Bearra here 4 64 ar Dm iR E dr 4 66 4 2 9A Girder Field Stress and Lateral Bracing 4 66 4 2 9B LEonett cdinal SUTICHet idet on er deae Fei o to reni ie ede 4 68 22 90 Transverse Ie He 4 70 Use Excel Work Sheet to Enter Data Lue oo 4 7 4 3 Graphie deste avete toe wiegt seda 4 75 44A Graphie 4 76 4 9B 4 77 qOC a 4 78 S ASI MEE eR DI E 4
167. tion No Integer 4 Section ID Alpha W or PG 9 Standard Sections Nominal Integer Nominal depth of the AISC section 6 Standard Sections Weight Heal Nominal weight of the AISC section 7 Plate Girders Web Depth and Thickness Heal Web depth and thickness of the plate girc 6 Cover Plates and Plate Girder 9 Top Bottom Plate Width and Thickness Real The width and thickness of the top bottom 10 11 Top Bottom Bottom Nominal Depth X Plate Plate Plate Weight Go back to the Data Input Page and highlight a row starting from which data will be copied by clicking any cell in that row The following screen capture shows the second row is highlighted Data will be copied to row 2 and 3 4 71 Excel Work Sheet Ti T ch ncn Press Ctrl V to paste data as shown below Note Read only columns such as No will be ignored and skipped Cells matching Data will be read from the first row and first column of selected area in Excel The first row of selected Excel area matches the selected row in the Data Page The first column of selected Excel area matches the first column in the Data Page If a column in the Data Page is read only it will be skipped and the corresponding cell in Excel area will be ignored When cells in Excel area reach end matching will start at next row in the Data Page Excel Work Sheet 2 0 16 0 16 0 qe po qe po po P
168. to 2 for moment he moment distribution factor of the strength service limit state in the negative moment area fix format using as The moment distribution factor of the fatigue limit state in the positive moment area fix format using as C2 he moment distribution factor of the fatigue limit state the negative moment area fix format using as C3 If the DF application option is equal to 3 for shear 4 35 Table 4 16 Impact and Distribution Factors Input Description continued DATA pete TYPE INPUT ITEM DESCRIPTION UNITS MODE 08012 Span Number This indicates the span for which impact cont factor and or distribution factor information is given A span number may be repeated as often as needed to input impact and distribution factor data Impact Factor This input will override the impact factor which normally would be computed automatically by the program for the indicated span The impact value input will be taken as a fixed value independent of loaded Lengths as specified by AASHTO NOTE Alternatively the standard AASHTO equation for impact may be modified or another equation defined through the use of the Calculation Factor Options as described below Calculation of Factor Equation Number This refers to a specific equation available for the computation of the live load impact factor This equation can take many forms and is a function of the loaded length The various equations a
169. tressed and non prestressed reinforcement shall be adequate to develop an ultimate moment at the critical section at least 1 2 times the cracking moment Ma OM gt 12 where M f Mar S S 1 Appropriate values for Maj and Sp are used for any intermediate composite sections Where beams are designed to be non composite substitute 5 for S in the above equation for the calculation of Me B1 6 SHEAR B1 6 1 General Members subject to shear are designed so that o V AASHTO 9 26 where V 1s the factored shear force at the section considered 15 the nominal shear strength provided by concrete and is the nominal shear strength provided by web reinforcement 1 6 2 Shear Strength Provided by Concrete The shear strength provided by concrete is taken as the lesser of the values or The shear strength Vei is computed by M V 0 64 f b d V LL AASHTO 9 27 but need not be less than L7 f b d and d need not be taken less than 0 8h The moment causing flexural cracking at the section due to externally applied loads Mer is computed by 1 M um AASHTO 9 28 t The maximum factored moment and factored shear at the section due to externally applied loads Mmax and Vi are computed from the load combination causing maximum moment at the section The shear strength 15 computed by y 8 5 035 b d V AASHTO 9 29 but d need not be ta
170. truction limit state 2 Strength limit state 3 Both Load Identification Description ALPHANUMERIC description identifying the LOAD NUMBER Top Lateral Stress Bottom Lateral Stress Input amplified positive factored values and the program will maximize the total stresses in Tables 1 2 22 10 and 1 2 22 14 Distance From Distance To Location of the left and right ends of the lateral stress measured from the extreme left support of the bridge respectively 4 49 4 2 6D Auto Generation of Dead and Superimposed Dead Loads Data Type 02012 Table 4 26 Auto Generation of Dead Loads DATA REQ E INPUT ITEM DESCRIPTION UNITS MODE 02012 Auto Generation of DL1 and DL2 Option for the auto generation or blank default DL1 and DL2 will not be generated automatically and should be input manually in Data Types 10012 and 11012 1 Auto Generation of DLI DL2 is based on the input on this screen Dead Load 1 per bridge Thickness of Slab Constant slab thickness excluding integral wearing surface throughout If there is any change in the thickness Data Type 10012 should be used This is also used to calculate strength Thickness of the Integral Wearing Surface Integral wearing surface will be counted for DL1 but not the section property calculation This is used for load intensity only Unit Weight of Concrete Used to calculate DL1 based on thicknesses of slab and integral wearing surface and h
171. ttom Stress Top Stress and Slab Top Stress diagrams which are listed in Table 6 2 When a plot is displayed the value at any given point can be determined by clicking on that point An arrow will appear on the screen at the location of the chosen point The Location box in the upper left portion of the screen gives the distance from the left end of the first span to the chosen point in the appropriate units The unit feet or meters is determined by the unit system chosen on the input screen shown in Figure 4 7 The Value box gives the magnitude of the quantity plotted at the chosen point Its units are also dependent upon whether the U S Customary or S l unit system was chosen on the same input screen Table 6 2 Graphic Plot Options OPTIONS SUB CATEGORIES MOMENT Girder Wt Moment Slab Wt Moment SDL Moment LL Positive LL Moment LL Negative LL Moment Total Maximum Moment Capacity Total Minimum Moment Capacity Girder Wt Shear Slab Wt Shear SDL Shear LL Positive LL Shear LL Negative LL Shear Total Minimum Shear DISPLACEMENT Girder Wt Displacement Slab Wt Displacement continued 6 12 Table 6 2 Graphic Plot Options continued OPTIONS SUB CATEGORIES DISPLACEMENT BOTTOM STRESS TOP STRESS SDL Displacement LL Positive LL Displacement LL Negative LL Displacement Initial Prestress Displacement Ultimate Prestress Displacement Total Maximum Displacement Total Mi
172. understanding of the concepts and use of terms such as menus help screens the cursor the mouse files etc 4 Have you read installed the WIN DASH software using the installation instructions you received with your system disks 5 Have you filed your installation instructions with your other WIN DASH reference material If you cannot answer Yes to all of these questions please take the time to address them before continuing 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 WIN DASH Section 4 0 The Input Utility Section 6 0 The Graphic Utility Section 5 0 The Run Utility Section 7 0 Print Utility The remainder of this section describes how to enter WIN DASH and how to access the Main Menu 3 2 Accessing the Main Menu The WIN DASH MAIN MENU is the main access screen to each of the utilities provided within the WIN DASH system It is also the main return point when you have finished using one of the utilities If you have not yet done so please refer to your installation instructions and install your WIN DASH software 3 1 If your PC 15 currently off simply turn it and run Microsoft Windows After entering Windows WIN DASH be run by double clicking the WIN DASH or DASHLRFD icon The WIN DASH Intro
173. uperimposed Dead Load Camber Total Dead Load Camber Figure 6 10 Camber Diagram Submenu ig C Windash Examp2d grh Steel Dead Load Deflection i E 5 File Moment Shear Deflection Camber Range Stress Help Location 0 Value 0 60 48 36 24 24 36 48 60 Figure 6 11 Steel Dead Load Camber Diagram Screen 6 2 5 Range Stress Diagrams for Steel Range submenu and a sample diagram are shown in Figures 6 12 and 6 13 respectively EE E DE Dead Load Deflection File Moment Shear Deflection Camber Range Stress Help Stress Range Top Flange ange Bottom Flange Figure 6 12 Range stress Submenu im C Windash Examp2d grh Stress Range Top Flange E l 5 x File Moment Shear Deflection Camber Range Stress Help ZE Location 0 Value 0 50 40 30 20 30 40 50 Figure 6 13 Top Flange Stress Range Diagram Screen 6 2 6 Stress Diagrams for Steel 6 2 6 1 Top Flange Stress Diagrams Top Flange Stress submenu and a sample diagram are shown in Figures 6 14 and 6 15 respectively w Windash Examp2d grh Top Flange Steel Dead Load Stress File Moment Shear Deflection Camber Range Stress Help u amp Top Flange Steel Dead Load Stress k Slab Dead Load Stress Superimposed Dead Load Stress Positive Live Load Stress Megative Live Load Stress Bottom Flange Max Total Positive and
174. vailable within the system are defined in Table A 1 5 FORMULATION OF THE IMPACT FACTOR Constants C2 C3 Constants used to define fully the Special impact factor equation See TABLE A 1 5 for a complete description For LRFD Option If DF application option is equal to 2 for moment he moment distribution factor of the strength service limit state in the negative moment area fix format using as The moment distribution factor of the fatigue limit state in the positive moment area fix format using as C2 he moment distribution factor of the fatigue limit state the negative moment area fix format using as C3 If the DF application option is equal to 3 for shear 4 36 Table 4 16 Impact and Distribution Factors Input Description continued DATA REQ TYPE INPUT ITEM DESCRIPTION UNITS MODE 08012 For WSD LFD Option cont Distribution Factor This value will override the distribution NONE REAL OPT factor computed automatically by the program for the given span This special distribution factor may be applied to a specific live load truck type for a special function only such as deflections or moments as described below For LRFD Option If DF application option is equal to 2 for moment This value represents the moment distribution factor of the strength service limit in the positive moment area If DF application option is equal to 3 for shear This value represents
175. xample MS 18 is equivalent to HS 20 For LRFD design option HL 93 is the design truck Tandem Loading No Default Yes 2 Yes weight is proportional to HS loading over 520 Type of Road Case I 2 3 WSD LFD Case I Default 2 Case II 3 Case III As defined by AASHTO See the AASHTO Specifications TABLE 10 3 2A Stress Cycles Case 1 2 3 4 LRFD Table C3 6 1 4 2 1 1 Rural Interstate 2 Urban Interstate 3 Other Rural 4 Other Urban Fraction of truck in traffic 0 20 0 15 0 15 0 10 respectively Sidewalk Loading per beam Sidewalk live load intensity kips ft K Ft or KN m if 10 kN m of AASHTO sidewalk loading if gt 10 Average Daily Truck Traffic for LRFD Fatigue ADTT for the LRFD fatigue calculation Default is 20 000vehicles per lane per day ADT times the fraction of ruck traffic based on class of highway road type defined in LRFD Table C3 6 1 4 2 1 his entry is the ADTT not ADTTSL ADTTSL is equal to ADTT pp where pp if one lane only 0 85 if two lanes 0 8 if more than two can fit within the width between curbs lease note that ADTTSL is used in fatigue and ADTT itself is sed in LRFD rating L 93 Design Truck Multiplier for LRFD only default 1 0 NONE REAL 4 42 4 2 5 State Vehicle Loading Data Type 06022 2D MST 6 Axle Weight Space Axle Weight Space No Kips Foot No Kips Foot Table 4 20 State Vehicle Loadi
176. ximum Total Negative and Allowable Stress Total Positive Live Load Stress Total Negative Live Load Stress Allowable Stress Bottom Flange Steel Dead Load Stress Slab Dead Load Stress Superimposed Dead Load Stress Maximum Total Positive and Allowable Stress Maximum Total Negative and Allowable Stress Total Positive Live Load Stress Total Negative Live Load Stress Allowable Stress 6 2 1 Moment Diagrams for Steel Moment submenu and a sample diagram are shown in Figures 6 4 and 6 5 respectively i 24 Dead Load Moment File Moment Shear DeHection Camber Range Stress Help Moncomposite Dead Load Moment y Superimposed Dead Load Moment Live Load Moment Positive Live Load Moment Hegative Total Maximum Moment Total Minimum Moment Figure 6 4 Moment Diagram Submenu im C Windash Examp2d grh Noncomposite Dead Load Moment E 5 x File Moment Shear Deflection Camber Range Stress Help Location 0 Value 0 8000 6400 4800 3200 1600 1600 3200 4800 6400 Figure 6 5 Noncomposite Dead Load Moment Diagram Screen 6 2 2 Shear Diagrams for Steel ohear submenu and a sample diagram are shown in Figures 6 6 and 6 7 respectively im Cr Windash Examp2d grh Noncomposite Dead Load Shear File Moment Shear DeHection Camber Range Stress Help a b Moncomposite Dead Load Shear Superimposed De
177. y 2 Solid Rectangular or slab 2 3 Inverted T Beam 4 Beam 5 Circular Voided Slab 6 Rectangular Voided Slab T ePI User defined or Stored Section Select User Defined to define a cross section by entering different parameters according to different section type or select a stored section if there is any predefined section of selected section type Reinforcement I D This defines the reinforcement of the member Input reinforcement number defined in Data Type 04022 Concrete Strength F c The 28 day compressive strength of concrete section Web Depth and Thickness Thickness and depth of the web for the types 2 3 and 4 Thickness and depth of the section for the types 1 5 and 6 For type 0 analysis only no thickness needed continued 4 23 Table 4 10 Reinforced Concrete Sections Input Descriptions continued DATA INPUT ITEM DESCRIPTION UNITS MODE 04012 Flange Width and Thickness 1 No input Input for top flange No input Input for top flange Input width as the diameter of inner circle Input as the width and height of rectangular void Bottom Flange Width and Thickness 1 No input 2 No input 3 Input for bottom flange 4 Input for bottom flange 5 No input 6 No input Moment of Inertia For concrete type 0 only Cross Section Area For concrete type 0 only 4 24 4 2 3 2B Reinforc

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