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ADAPT-PT 2012 - ADAPT Corporation

1. For example Cap T which is the heading of column 2 is shown at the bottom right hand side of Fig 8 3 3 to indicate the total depth 133 Chapter 8 REPORTS ADAPT 134 of CAP STEP 1 in the figure indicates the first thickening of the slab past the support and is referred to as DROP CAP regardless of its size The second change in thickness is called DROP PANEL or STEP 2 a PARTIAL PLAN OF SLAB OVER AN INTERIOR COLUMN b SECTION THROUGH COLUMN SLAB JUNCTION DEFINITION OF GEOMETRY AND PARAMETERS AS USED IN THE GEOMETRY INPUT FILE OF ADAPT NOTE SUFFIX L LEFT R RIGHT GEOMETRY OF DROP CAP PANEL FIGURE 8 3 3 If no drop caps nor panels are present zeros are shown in this data block A zero indicates that the user has not entered any value for a parameter However as far as the computations are concerned ADAPT selects a minimum default value if necessary For example CAPT equal zero will result in a default value of CAPT equals span thickness for calculations 2 6 Transverse Beam Data Transverse beam data are reported in the table of Section 2 5 2 7 Support Width and Column Data This data block is only printed if columns data are input or if support widths are specified for reduction of moments to face of support Otherwise the following sentence is printed NO COLUMN STIFFNESS IS INCLUDED IN THE ANALYSIS REPORTS Chapter 8 Length LC B DIA LC
2. 10 3 Base Reinforcement This section describes base reinforcement as entered by the user Base Reinforcement Isolated bars Span Location From Quantity Size Cover Length Area ft in ft in2 1 TOP 00 5 5 1 50 72 59 1 55 Mesh Reinforcement Span Location From Spacing Size Cover Length Area ft in in ft in2 1 1 BOT 00 12 00 4 1 50 19 17 3 60 2 BOT 00 12 00 4 1 50 27 17 3 60 3 BOT 00 12 00 4 1 50 22 75 3 60 CR BOT 00 12 00 4 1 50 3 50 3 60 This section is the same as Section 10 The only difference is that 8 3 4 11Section11 Mild Steel Redistributed the values for reinforcement are based on the redistributed moments 8 3 4 12Section 12 Shear Reinforcement Depending on the structural system selected either a punching shear check two way systems or a one way shear check one way systems is conducted A one way shear check is conducted for BEAMS and ONE WAY SLABS 12 1 Shear Calculation Envelope Each span is subdivided into 20 equal parts Shear is checked at each subdivision REPORTS Chapter 8 SPAN 1 XL x d Vu Mu Ratio Reg Spacing ft in k kft in2 in 0 00 0 00 31 69 87 92 102 18 0 57 0 05 23 62 0 05 3 20 30 50 77 86 163 08 0 53 0 05 23 62 0 10 6 40 30 50 67 80 396 16 0 80 0 05 23 62 0 15 9 60 30 50 57 74 597 04 0 88 0 05 23 62 0
3. 2141 97 CR 712 45 18 01 o 1 1 1 Tensile stresses are shown as positive and compressive stresses as negative Maximum tension and compression at the top and bottom at the left and right face of support and midspan are printed in their respective columns Note that the maximum stress in aspan may occur elsewhere For the location and magnitude of 145 Chapter 8 REPORTS fein the maximum stress refer to either the graphical display of stress distribution or the detailed report of stresses at 1 20th point of each span 7 6 Post Tensioning Balance Moments Shears and Reactions The post tensioning balanced moments are moments generated in the slab as a result of post tensioning These are displayed in a manner similar to the moments shears reactions and column moments in Section 5 They refer to the total tributary Span Moments and Shears 146 Span Moment Left Moment Center Moment Right Shear Left Shear Right k ft k ft k ft k k 1 0 15 16 53 29 09 0 45 0 45 CR 17 09 wre 10 79 Reactions and Column Moments Joint Reaction Moment Lower Moment Upper Column Column k k ft k ft 1 0 448 0 000 0 000 2 0 458 3 888 0 000 Note Moments are reported at face of support If the reduction of moments to the face of support option is used in the data input
4. 3 1 2 3 1 3 Save As Saves both the input files and the results report file under a user specified filename pe Save As Default Values Once you save data using this option the program will open all the new projects in the future using the values you saved To change the default values open a new file modify the parameters of your choice and re save it using Save As Default Values Close Closes the currently open project Delete Intermediate Files Deletes all intermediate calculation files from the current project directory Export Graph Allows the user to export the currently active graph as either a bitmap BMP or a Windows metafile WMEF Print Prints the currently active report or graph window amp Page Print Setup Sets the paper size report margins paper orientation and printer Exit Closes all windows and exits the program Action Menu The Action menu operations are Enter Edit Data Opens the data input editor P Execute Analysis Executes the program calculations Recycle Window Opens the recycling window Used when re running a project in order to adjust the post tensioning force or profile a View Menu The View menu operations are Status Bar Turns the status bar at the bottom of the main window on and off 23 Chapter 3 WORKSPACE Seaton 24 3 1 4 3 1 5 Graphs The Graphs menu item opens a submenu which allows any or all of the Results Graphs to be viewed Th
5. aan Sanz Span3 Gane Comment FIGURE 7 2 2 Page Print Setup This option allows you to specify the printer set the margins or the orientation of the reports Exit Exits the PT Sum Module Graphs Menu Summary When you select this option the Summary Report window will open with a default format for the Summary report as shown in Fig 7 3 1 View All Graphs This option will show all available graphs for selected load combination or envelope Forces Diagram This tool displays forces diagram for selected load combination or envelope Fig 7 2 3 a 99 Chapter 7 PROGRAM EXECUTION Spare Forces Diagrams Y Span 1 Denperr 1 Land Cao E TRDISTHI Min Li Y Spm 2 130 SW 1 60 LL Min 1 30500 1 20 XL 40 00 PT 4100 NYP ODO LAT See Cicas Ever Der y ETC 200 100 eleci Deseleci 44 die Facer so z F Shew romaltopiane 9 77 Shax freira 0 F Asda Force 100 at 20 FIGURE 7 2 3 Moment Diagram This tool displays bending moment diagram for selected load combination or envelope Fig 7 2 4 hd Spans Moment Diagrams jan i 1 Land Cms SERVICE Min L Y Span 2 1 00 SW 0 30 LL Min 3 00 SDL 00 0 1 00 PT 10 00 HYP 10 00 LAT Y Span 3 on Tension y Span 4 A soo AN Select Devalect 8 20 E avi 400 j Moments g F Den rg Boot J o zoo 200 salian A ALEE sean Sean un span FIGURE 7 2 4 Stresses Diagram Displays
6. i i i i i i i 7 2 Status NA RE RE NA For two way slabs data block 7 plots an elevation view of the model which indicates the punching shear stress ratio at each support and states whether the stress ratio is acceptable per the specified code Note This block is available only 107 Chapter 7 PROGRAM EXECUTION ei if you select Envelope from the drop down list of load combinations on the Main toolbar Data Block 8 Legend 8 LEGEND 4 Stressing End 4 Dead End Data block 8 identifies the symbols used to indicate stressing and dead ends Note however that the stressing and dead ends are only shown when the Tendon Selection option has been used for the analysis The legend is not applicable if Force Selection was used Data Block 9 Design Parameters DESIGN PARAMETERS Code ACIDOS fe 4000 psi fy 60 ksi longitudinal fy 60 ksi shear fpu 270 ksi 9 2 Rebar Cover Top 1 in Bottom 1in Rebar Table Data block 9 reports the following design parameters used in the ADAPT PT run e Design Code e Concrete strength f c e Mild steel yield strength f for longitudinal and shear reinforcement e Ultimate tendon strength fou e Minimum Top and Bottom rebar cover e Rebar Table Data Block 10 Designer s Notes Data block 10 contains notes added by the designer The entry in this box will be used on future runs and future projects until it is cleared To clear the notes sel
7. 73 PT SUMMARY REPORT The Figure 7 3 1 shows Summary report as it opens once you select Summary from Graphs menu or click on Summary report button in the main toolbar A ADAPT BuilderSum C Documents and Settings WlorianWeskiopldemo OBS SH SB Eeee FIGURE 7 3 1 The format of Summary report can be modified using the Span Selection Toolbar With this toolbar you can select which of the data blocks to print or you can recalculate the mild steel requirements using a bar size which is different from what was initially specified in the ADAPT run In addition you can select to print the report in color or black and white portrait or landscape and on a variety of paper sizes After the data blocks are selected the report is automatically rescaled to fit the specified paper size The following is the description of the Span Selection Toolbar Span Selection Toolbar Q M Qu 0 Go 102 PROGRAM EXECUTION Chapter 7 Report Setup To specify what information to print select the Report Setup A window with three tabs will appear Figure 7 3 2 A C shows these three tabs e Use the check boxes on the Sections to be printed tab to select which data blocks to print v2 Member Elevation v3 Top Rebar Y 4 Tendon Profile v15 Bottom Rebar v 6 Selected Rebar v7 Shear Ratios Stirups Beam and One way systems vw 8 Legend v 9 Design Parameters Y 10 Designer s Notes Select Deselect
8. Stud headed bar Stirrup 60 ksi Preferred stud diameter 0 375 vn Modulus of Elasticity 29000 ksi Yield strength fy shear reinforcement 60 ksi Preferred Bar Size for Top Bars 5 X Number of rails per side Prefered Bar Size for Bottom Bars 8 v Yield strength fy main bars FIGURE 5 4 2 STEEL MATERIAL INPUT SCREEN 63 Chapter 5 STRUCTURAL MODELING When entering data for a beam and one way slab there will be an entry for preferred stirrup bar size and number of legs When entering data for two way slab there will be an option to select between stirrups and studs o If you select Studs the program will ask you to specify stud diameter and number of rails per side of a column o If you select Stirrups the program will ask you to specify stirrup bar size The preferred bar sizes are used when calculating the number of bars required The bar sizes may be changed on the PT Summary report however 5 4 3 Specify Post Tensioning Material This screen is used to input the post tensioning system parameters Fig 5 4 3 A Material Post Tensioning E Posttensioning settings Post tensioning system Bonded Unbonded Area of Tendon one or more strands 0153 ir Ultimate Strength of Tendon fpu 270 ksi Effective long term Stress fse 1m ksi lt lt Back Cancel DK i FIGURE 5 4 3 PRESTRESSING MATERIAL INPUT SCREEN The information entered here is used to calcu
9. Top Bar Extension nn Bottom Bar Extension 12 in lt lt Back DK Cancel FIGURE 5 5 9 CRITERIA MINIMUM BAR EXTENSION INPUT SCREEN The values entered for cut off lengths are used to calculate top and bottom bar lengths when minimum reinforcement requirements govern The lengths of bars required for ultimate strength are calculated from the reinforcement necessary to supplement post tensioning at 1 20th points along each span Bar lengths for steel required for ultimate strength will include the specified extension lengths 71 Chapter 5 STRUCTURAL MODELING 5 5 9 Specify Load Combinations This screen is used to define the load combination factors for service strength ultimate and initial load conditions It also gives an access to the input screens for lateral loads and lateral loads combinations Fig 5 5 10 It is also used to enter any applicable material factors or strength reduction factors The default values depend on selected design code Al Criteria Load Combinations ES Strength load combination factors Service load combination factors Bs E Bie Te 7 HYP y sw 03 u fi soL fos x fi BU epee Load 20 swe 2 ue P sore P xf He 20 swe 0 ue some P xe P opr afe swe 2 ue P spore O xf He z swe ief soL xe PT Total Load aP swf ur P soe P xaf He aP swf ur P sos P xe f0 Pr Strength reduction factors Initial load combination factors Bend
10. ADAPT PT 2012 USER MANUAL Copyright 2012 support adaptsoft com www adaptsoft com ADAPT Corporation Redwood City California 94061 USA Tel 1 650 306 2400 Fax 1 650 306 2401 ADAPT International Pvt Ltd Kolkata India Tel 91 33 302 86580 Fax 91 33 224 67281 Content LIST OF CONTENTS LIST OF CONTENTS SIGN CONVENTION 22222 15 WORKSPACE cscsssessseesesseeeeeeee ERROR BOOKMARK NOT DEFINED 3 3 1 3 2 3 3 3 4 OVERVIEW rn es Bein ne A NE 21 THE MAIN PROGRAM WINDOW u uuunsssessssenssnessnsennnnensnsnnnnensnsnnnnn essen 21 MAIN PROGRAM WINDOW MENU ITEMS AND CORRESPONDING TOOLS Ga ci dials Riga Sais En eat E lea 22 3 1 1 A RON 22 31 2 Action Meia a E A e ias 23 3 1 3 View MENU Re AA ias 23 3 14 Options Ment sesiet irte dante ebd vieo as E 24 3 1 5 Window MENU ra es Bas Ae E a aeS 24 316 Help Menun n a HER ia 25 ADAPT PT INPUT SCREEN iie a a E aei 25 ADAPT PT INPUT MENU ITEMS AND TOOLS codccccoconononononcconanonnnccananinnncconoss 27 3 41 File OEE EE beds E E EAEE A EEE EE E EOE 27 3 4 2 NN 28 BAB GOOMEILY ersen rr e EEE Ea eam eae E Ea 28 BAA Bl NN 28 JAS Material annue a E E E E E N 28 3 460 Criteria era r TN 28 eR PA A ae a AA 29 34 8 TOO A E E TE E E E T 29 BA OS 29 3 4 10 Structure Vie Wasii orenean niee er E ciao idad 29 3 4 11 View Tools Toolbar seen ci n 29 BASIC PROGRAM OPERATIONS 2ur20r20r00000000n00000nennennesnenansnesonsnnssesene 33 4 4
11. FIGURE 8 3 5 7 2 Selected Post Tensioning Forces and Tendon Drape Columns 2 through 6 of this data block give the total post tensioning forces and tendon heights selected by the user for tendon type A Columns 7 and 8 are values calculated by ADAPT based on the post tensioning selected in the preceding data block Tendon A Span Force CGS Left CGS C1 CGS C2 CGS Right P A Wbal WBal DL k in in in in psi k 1 425 877 5 00 1 00 9 00 197 17 5 396 120 2 425 877 9 00 1 00 9 00 197 17 3 578 80 3 425 877 9 00 1 00 7 25 197 17 4 545 101 CR 425 877 7 25 5 00 197 17 13 038 290 The All Tendons table lists the sums of the PT force P A and Wbal of Tendon A Tendon B and Tendon C selected 142 REPORTS Chapter 8 All Tendons Span Force Total P A Total WBal DL k psi 1 425 877 197 17 120 2 425 877 197 17 80 3 425 877 197 17 101 CR 425 877 197 17 290 Approximate weight of strand 600 3 LB During the execution of the program ADAPT calculates the required post tensioning forces and displays them on the screen The execution may pause requiring the user to confirm the prompted values or modify them The modification of the values calculated by ADAPT and prompted on the screen is referred to as Selection of post tensioning by the user After user s selection modification of forces and drapes the program recalculates all the pa
12. Lower Column Length D Dimension in Span Direction D Dimension in Span Direction Haft H2 Upper Column Length Dc Diameter of circular column Left edge Interior or exterior tear R Percentage of column stiffness B Dimension perpendicular Right edge Interior or exterior Ehi B D pe H2 B D De Left edae Right edae Exterior v Exterior v 1 200 1200 120 00 0 00 0 00 100 00 Emterior vlExterior v 2 10 00 _ 14 00 100 00 90 _10 001100 00 Exterior v Exteror v 3 1200 14 00 140 100 00 9 00 16 000 14000 2 100 00 Exterior vjExterior v lt lt Back Cancel i Nest gt u FIGURE 5 2 9 SUPPORT GEOMETRY AND STIFFNESS INPUT FORM 56 fair STRUCTURAL MODELING Chapter 5 If you model a two way system or a beam the available support options will be o Lower column o Both columns o No columns If you model a one way system the support options will be o Lower wall o Both walls o Point support or transverse beam To model supports do the following 1 Select lower both or no support option 2 Enter the height of lower supports H1 if any H1 is the distance from the mid depth of the slab to the top of the slab below 3 Specify cross section dimension for support o If rectangular enter data in column D dimension in span direction and B dimension perpendicular to span direction o If circular enter data in column De diameter of circ
13. urseesseensesnnesnneenennnennnennnnnnennnensnennennn 72 PROGRAM EXECUTION o ccsccdssuisccassslessasdesatdooeddsestvssiicedvedscdestadedesseadsccee TD 6 6 1 6 2 6 3 6 4 OVERVIEW usa oe apa ng 77 PT RECYCLING WINDOW TABS uesnessnssnnesnessnensnennonsnonsnennnnnnennnnnnennnenn 78 DESIGN INDICATOR BOX c ucsensenseennesnnesnnesnnesnnesnnnnnonsennnennennnnnennnenn 84 RECYCLE WINDOW CONTROL BUTTONS 2222222 nn snensenseennennnenn 86 PT SELECTION METHOD iia 88 6 4 1 Force Selection Method lisesinin iei iin 88 6 4 2 Tendon Selection Method oooooccnoccconccconoccnnncconcnconnnconccoonnncnno nooo nnnnnn ccoo nncnnnnos 89 6 4 2 1 Description of Features oooconncnnnnnonnnonnnnnnnoncnnnconoc nono nocnccnnornnonns 89 6 4 2 2 Description of Execution useessessessnesnnesnnennnesnnennennnensnennnenn 92 VIEW VALIDATE RESULTS 2 2 aaa JS 7 OVERVIEW aber 97 Content LIST OF CONTENTS 7 1 ADAPTPT SUM SCREEN consi 97 7 2 ADAPT PT SUM MENU ITEMS AND CORRESPONDING TOOLS 98 7 2 1 Hlemmi a sale id 98 1 2 2 SA 02028 E E ER ups 99 7 2 3 Oplons menu su asia MEA MS eee 101 7 24 Window menden Beige nesnbenbnsniks ttene 101 1 2 3 Help melina tii eesti 101 7 3 PT SUMMARY REPORT seepran se tvecestaziep apres tai 102 74 EXPORT TO DXF RIEE ciar birria 109 REPORTS csccssssssssssssessesseeseeees ERROR BOOKMARK NOT DEFINED 8 8 1 8 2 8 3 OVERVIEW 2
14. 1 00 XL 1 00 LAT Factored Lateral Moments Not Redistributed Span Left Left Middle Middle Right Right Max Min Max Min Max Min k ft k ft k ft k ft k ft k ft 1 113 57 113 57 155 01 155 01 409 44 409 44 2 215 92 215 92 303 02 303 02 364 26 364 26 3 176 54 176 54 284 61 284 61 119 03 119 03 CR 37 01 37 01 11 30 11 30 0 00 0 00 Load Combination 1 20 SW 1 00 LL 1 20 SDL 1 00 XL 1 00 LAT Factored Lateral Moments Not Redistributed Span Left Left Middle Middle Right Right Max Min Max Min Max Min k ft k ft k ft k ft k ft k ft 1 79 47 79 47 155 01 155 01 225 09 225 09 2 404 88 404 88 303 02 303 02 175 30 175 30 3 363 35 363 35 284 61 284 61 75 11 75 11 CR 37 01 37 01 11 30 11 30 0 00 0 00 Note Moments are reported at face of support 163 Chapter 8 REPORTS 8 3 5 7 Section 27 Detailed Stresses SPAN 1 XL X SW DL Bot SDL SDL Bot XL XL LLTop LLTop LLBot LLBot PT PT Bot Top Top Top Bot Max T Max C Max T Max C Top ft psi psi psi psi psi psi psi psi psi psi psi spi 0 00 0 00 0 05 0 96 0 0 10 17 0 0 5 5 8 8 125 125 0 10 1 92 0 0 19 31 0 0 9 9 16 16 103
15. 161 0 90 17 25 0 0 55 91 0 0 22 22 36 36 318 193 0 95 18 21 0 0 73 120 0 0 30 30 50 50 348 244 1 00 19 17 XL x Initial Initial Initial Initial Env 1 Env 1 Env 1 Env 1 Top Top Bot Max Bot Max Top Top Bot Max Bot Max Max T Max C T C Max T Max C T C ft psi psi psi psi psi psi psi psi 0 00 0 00 0 05 0 96 154 127 14 100 0 10 1 92 137 155 131 115 0 90 1725 310 132 gt 241 66 0 95 18 21 328 160 245 74 1 00 19 17 8 3 5 8 Section 28 Required Post tensioning The post tensioning required at 1 20th point along each span is calculated and listed in this table XL X PT X PT X PT X PT ft k ft k ft k ft k SPAN 1 SPAN 2 SPAN 3 CR 0 00 0 00 u 0 00 0 00 0 00 0 05 0 96 0 00 1 36 0 00 1 14 0 00 0 17 0 10 1 92 0 00 2 72 0 00 2 28 0 00 0 35 0 00 0 90 17 25 0 00 24 45 0 00 20 48 0 00 3 15 0 00 0 95 18 21 0 00 25 81 0 00 21 61 0 00 3 33 0 00 1 00 19 17 ps 27 17 22 75 3 50 0 00 8 3 5 9 Section 29 Detailed Rebar The rebar required at 1 20th point along each span is calculated and listed in this table SPAN 1 XL x Analysis Top Analysis Bot Minimum Top Minimum Bot Selected Top Selected Bot ft in2 in2 in2 in2 in2 in2 0 00 0 00 0 00 0 00 0 00 0 00 0 27 0 00 0 05 0 96 0 00 0 00 0 00 0 00 0 27 0 00 0 10 1 92 0 00 0 00 0 00 0 00 0 27 0 0
16. FIGURE 6 4 2 The number of strands in each type of tendon and consequently the force in each tendon will usually be different Tendons can have different profiles Stress Loss Calculations There are two types of prestress losses PROGRAM EXECUTION Chapter 6 e Immediate losses which occur at the time the tendon is stressed and e Long term losses which may continue for several years The final effective force in the tendon is the jacking force minus all losses The immediate losses friction and anchorage seating are calculated based on the user input friction parameters together with the tendon s profile and stressing configuration The stress in the tendon immediately after it is seated with due allowance for friction and seating loss is referred to as the initial or lock off stress Although friction coefficients are different for grouted bonded and unbonded systems the friction loss computations are essentially the same There are three options for long term stress loss calculations e Lump sum entry A lump sum value may be calculated by the user and entered during data input The effective stresses in the tendon are calculated by subtracting this value from the initial stresses Since the friction and seating losses cause the initial stresses to vary along the tendon the effective stresses will also vary e Long Term Loss calculations for unbonded tendons For unbonded tendons the strain in the tendon
17. Right tributary 300 0 60 300 0 40 180 120 300 in 49 Chapter 5 STRUCTURAL MODELING ry he hg 50 Enter reference height Rh The reference height identifies the position of a reference line that is used in determination how to display tendon heights The Rh indicates the distance from the reference line to the top of the slab with positive being measured upwards Typically the reference height is set equal to the slab depth Figure 5 2 2 shows several different reference height configurations Typically the same reference height is used for all spans The reference height can thus be set via the typical row If the slab or beam depth changes the same reference height can still be used as long as the resulting tendon heights are adjusted accordingly when transferred to the structural drawings Alternatively the reference height can be entered as zero which will set the reference line at the top of the slab If the reference line is at the top of the slab tendon heights will be shown as negative numbers indicating distance below the top of the slab ADAPT STRUCTURAL MODELING Chapter 5 C DIFFERENT THOOESS ON TWO SDES RESULTS N SAME DISTANCE df da F REFERNGE HEIGHT 18 ABOVE SLAB OR AT TOP OF SLAB 8 DISTANCES OF CGS 4 AND da ARE MEASURED FROM THE REFERENCE LINE DEFINITION OF DISTANCE OF CGS CENTER OF GRAVITY OF STRAND FROM USER DEFINED REFERENCE LINE FIGURE 5 2 2 The reference height c
18. refer to data block 1 slab moments printed are those reduced to face of support Otherwise they are centerline moments Shears reactions and column moments are centerline values It is reiterated that values printed herein are due only to post tensioning Since post tensioning forces are in self equilibrium the sum of external reactions generated by them must add up to zero The reactions reported in this data block are the hyperstatic secondary actions due to post tensioning 8 3 4 8 Section 8 Factored Moments and Reactions Envelope This data block lists the duly combined actions for the evaluation of the member s ultimate strength 8 1 Factored Design Moments Not Redistributed The factored and combined actions or design actions are the sum of dead loading live loading and secondary effects each multiplied by a coefficient If reduction to face of support is invoked by the user the factored moments given relate to face of support else they represent centerline moments REPORTS Chapter 8 Span Left Max Left Min Middle Middle Right Max Right Min Max Min k ft k ft k ft k ft k ft 1 19 59 19 59 170 84 170 84 392 27 392 27 2 411 09 411 09 237 27 237 27 478 44 478 44 3 482 70 482 70 242 86 242 86 28 06 28 06 8 2 Reactions and Column Moments The factored support reactions are printed for the unit strip as defined in columns 4 through 7 of data block 2 1 an
19. 1 42 4 3 4 4 4 5 4 6 OVERVIEW scams an ansehen 35 START A NEW PROJECT e ieee onsas sense Er Rss 35 OPEN AN EXISTING PROJECT 00 eee ceeecesecnsecneecseecseeeeeeeaeeeeseaeeeaeeeneeseenes 35 SAVE INPUT DATA cocino RR RRE BSH act 35 SAVE INPUT DATA AS DEFAULT 22 z224022202nenne seen 36 SELECT SYSTEM OF UNITS vrs 22022 enter 36 CONVERT SYSTEM OFUNITS u Rena 37 STRUCTURAL MODELING oi visscccecscccesecesessncesnscbvcesesccoceteccuncestcsonsesvccsecence OF 5 5 1 OVERVIEW Anh esses EE EE iia 41 PROJECT INFORMATION 2 2 8 sto ii 41 LIST OF CONTENTS Content 5 2 5 3 5 4 5 5 5 1 1 Specify General Project Information ooconnnonnnonnnonnconononcnnonnnonnncnnnraninncnnos 41 5 1 2 Specify Analysis and Design Options esscesseessesnnesnnesnnennnesnensnensnen nn 42 GEOMETRY 4 2 25 nati 46 2 2 1 Specity SpanGeomelty arnsssenesns ren nissen 47 5 2 1 1 Prismatic Uniform panS ooccoococccononononcconnnononccononononoconcnonnnccnnes 47 5 2 1 2 Non prismatic non uniform spans uuesseessesnnesnnesnnesnnesnensnennn 51 5 2 2 Specify Effective Flange Width oooncnnnnnnncnnccnoonconoconcconoconocnocanonaninnnnnns 54 5 2 3 Specify Geometry of Drop Cap and or Transverse Beam 55 5 2 4 Specify Geometry of a Drop Panel ooonncnnncnnncnonnnonnconoconccononnnonnnonnccanonnnonn 56 5 2 5 Specify Support Geometry and Stiffness onononcnoccnocnconcconccano
20. Diagrams Tensile Stress Positive EQUIVALENT FRAME SLAB EXAMPLE FOR A D A PT Load Case SERVICE_1_Max_LI 1 00 SW 1 00 LL_ Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT Allowable Stresses 8 50 NET es sl Span 1 Span 2 Span 3 Span 4 Span 1 Span 2 Span 3 Span 4 SERVICE COMBINATION STRESSES Tension stress positive Moment Di agrams Y EQUIVALENT FRAME SLAB EXAMPLE FOR AD A PT Load Case SERVICE _1_Max_LL 1 00 SW 1 00 LL Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT Moment Drawn on Tension Side 300 200 E 100 E 0 E y 2 100 E 200 300 so Span 1 Span 2 Span 3 Span 4 DESIGN MOMENT Moment is drawn on tension side Rebar Di Y EQUIVALENT FRAME SLAB EXAMPLE FOR A D A PT Load Case SERVICE_1_Max_LL 1 00 SW 1 00 LL Max FLO SDL 00 XL 1 00 PT a CORTE OUT Rebar Required Top Rebar Required Bottom az 5 Rebar Provided Top Rebar Provided Bottom 3 5 3 0 25 et E 2157 1 0 os ol MT ul er Span 1 Span 2 Span 3 Span 4 REINFORCEMENT REQUIRED AND PROVIDED 169
21. Force Selection button at the top of the Recycle Window will toggle the program back to the Force Selection mode Any changes that have been made while in the Tendon Selection mode will be reflected in the forces shown on the Tendon Force amp Heights tab 93 Chapter 7 VIEW VALIDATE RESULTS 95 HE PROGRAM EXECUTION Chapter 7 7 1 OVERVIEW After the analysis is executed a graphical report can be generated The PT summary module ADAPT PT Sum enables you to generate comprehensive graphical reports for each ADAPT PT run You have an option to display and print results graphs for each load combination and generate a report that summarizes all post tensioning parameters rebar requirements and shear checks on a single page of output ADAPT PT SUM SCREEN To invoke ADAPT PT Sum click on the Open PTSum button zz or select the PT Sumary menu item from the View menu in the Main program window The window will open as shown in Figure 7 1 1 PT Sum Menu bar PT Sum Title bar PT Sum Toolbar FIGURE 7 1 1 PT Sum Title Bar Contains program name and name and location of the opened file 97 Chapter 7 PROGRAM EXECUTION Zeiss 7 2 98 PT Sum Menu bar Menu bar lists all available menus in ADAPT PT Sum module PT Sum Toolbar This toolbar contains all available tools in the ADAPT PT Sum screen Status Bar Status bar gives you information about units current date and time Combination List This is a d
22. Reinforcement No Redistribution This table shows unbalanced moments for different load combinations Load Combination STRENGTH_1_Max_LL Joint Gamma Gamma Width Width Moment Left Moment As Top As Bot n Bar n Bar Left Right Left Right Right Top Bot ft ft k ft k ft in2 in2 1 0 00 0 78 0 00 27 00 0 00 22 49 0 00 0 00 0 0 2 0 59 0 59 10 00 10 00 5 94 0 00 0 00 0 00 0 0 3 0 59 0 59 10 00 10 00 0 94 0 00 0 00 0 00 0 0 Load Combination 32 2 Unbalanced Moment Reinforcement Redistributed This table shows unbalanced moments for different load combinations where moments were redistributed STRENGTH_2_Max_LL_Pos Lat Joint Gamma Gamma Width Width Moment Left Moment As Top As Bot n Bar n Bar Left Right Left Right Right Top Bot ft ft k ft k ft in2 in2 1 0 00 0 78 0 00 27 00 0 00 105 65 0 00 0 00 0 0 2 0 59 0 59 10 00 10 00 194 82 0 00 0 00 0 00 0 0 3 0 59 0 59 10 00 10 00 186 15 0 00 0 00 0 00 0 0 165 Chapter 8 REPORTS 8 3 5 12 Section 34 Demand Moment and Moment Capacity This data block lists the demand moment and the moment capacity for the 1 20 points along each span based on the user selection in the Design settings input screen Columns 7 and 8 of this table list the ratio of the demand and capacity for both positive an
23. Space has been provided in this data block for the designer to provide alternate information on rebar quantity size and length The designer may also use this space to write in any additional notes or remarks pertaining to the rebar Data Block 4 Tendon Profile 4 TENDON PROFILE 4 1 Datum Line 4 2 CGS Distance Alin 1 0 J 1 00 1 00 8 00 500 4 3 Force A 920 658 kips 920 658 kips 920 658 kips 920 658 kips 4 6 CGS Distance Blin 4 7 Force B CGS Distance Clin Force Data block 4 shows an elevation view of the tendon profile Tendon control points are marked and their heights with respect to the reference line are given If the computer run was done in the Force Selection mode the program shows the total post tensioning force in each span If the Tendon Selection option was used the elevation view also includes the total number of tendons the location of all dead and live stressing ends and any added tendons Heights of tendon control points with respect to the reference line and the total post tensioning force or total number of strands specified for each span Data Block 5 Bottom Rebar 5 BOTTOM REBAR 5 1 ADAPT selected R Opoze 5 2 ADAPT selected amp 26x36 Data block 5 reports the amount and length of rebar required at the bottom of the member The format is the same as data block 3 Top Rebar 106 EE E PROGRAM EXECUTION Chapter 7 Data Block 6 Required amp Provide
24. Support geometry o Boundary conditions Loads Menu This menu opens the Loads input form where you can specify the loads Material Menu This menu enables you to access input forms where you can specify material properties for o Concrete o Reinforcement o Post tensioning Criteria Menu Criteria menu contains all input screens that you use to specify project criteria The Criteria menu input forms are o Base Non Prestressed reinforcement o Allowable stresses WORKSPACE Chapter 3 3 4 7 3 4 8 3 4 9 3 4 10 3 4 11 o Post tensioning o Calculation options o Tendon profile o Minimum covers o Minimum bar extensions o Load combinations o Design code Execute Menu If you click on the Execute menu the program will initiate an analysis The corresponding tool is Save amp Execute Analysis BB in the Common toolbar Tools Menu The Tools menu allows you to convert units and change color settings The menu items are o Convert units o Color selection Window Menu This menu lists which of the graph windows are open The graphs may be stacked vertically for scrolling or the windows may be cascaded Structure View Menu If you click on this menu it will open the 3D structure view View Tools Toolbar iew Tools x TIALE So eRe Ie QQQRQRS 29 Chapter 3 WORKSPACE epee Pe he 30 This toolbar contains tools for selecting the entities that you want to be visible o
25. at the left and right of each span 139 Chapter 8 REPORTS Joint 5 2 Reactions and Column Moments Excluding Live Load Moment Upper Column Moment Lower Column Load Case Reaction k k ft k ft _ SDL 30 30 0 00 0 00 SDL 115 61 1 26 0 00 Reaction is the centerline dead load reaction at each support line Moment Lower Column and Moment Upper Column are upper and lower dead load column moments and are given for each support at the connection of column to slab beam If a support does not have a column or if moment transfer between the support and slab is inhibited by the user through the specification of an appropriate column boundary condition a zero 0 is printed Live load moments shears and reactions are values reported at the center of supports and refer to the entire tributary 5 3 Span Moments and Shears Live Load This section is a summary of maximum and minimum live load moments and corresponding shear forces at the left and right centerlines as well as at center span Span Moment Left Max Moment Left Min Moment Midspan Max Moment Midspan Min Moment Right Max Moment Right Min Shear Left Shear Right k ft k ft k ft k ft k ft k ft k k 0 00 0 00 46 96 46 96 104 52 104 52 15 25 26 16 104 66 104 66 54 55 54 55 118
26. calculated stresses for selected initial or service load combinations Fig 7 2 5 Note this tool will not be active if you select strength load combinations Stress Diagrams 1 Projet Buamgpis Lond Cur ERRNICH 1 Min LL 1 00 3 40 0 LL Min 1 00 SOL OH wh OO PT 9000 NYP 10 00 LAT 3 Temis Sn m une mua t oraes Select Deseloct Al 00 20 Dotiom Suess Only rosa Shoss Oriy o Lop and Botiom Stones q w Suesses Alomatis Values E m Top Huesos with 00 a Va FIGURE 7 2 5 100 ei PROGRAM EXECUTION Chapter 7 Rebar Diagram Displays calculated rebar for the selected load combination or envelope The graph shows required rebar calculated at 1 20th points and provided rebar Fig 7 2 6 iE Ei E 4m M wp f M botos Spat Span 2 Spans Spans FIGURE 7 2 6 7 2 3 Options Menu Summary options Displays summary report setup window Fig 7 3 2 a c It has the same function as Report Setup button 4E on the Span Selection toolbar Graph properties Configures the graphs generated by the program Options include whether to include X and Y gridlines min max data points and a legend 7 2 4 Window Menu This menu lists which of the graph windows are open The graphs may be stacked vertically for scrolling or the windows may be cascaded 72 5 Help Menu Documentation Opens folder product manual 101 Chapter 7 PROGRAM EXECUTION HADAS
27. can be used if several rows in a column have same data To enter typical values type the value into the appropriate cell in the top row and then press ENTER The typical value will be copied to all rows in the column The value of any field initialized in this manner can be subsequently changed as necessary Data can be entered in the typical row at random it is not necessary to enter values in all fields of the typical row 3D Structure View Structure View window allows you to view the structure loads tendons and rebar in 3D as you enter the data You can also display the properties of each component if you bring the mouse pointer over it and right click You can change the display in 3D window with View Tools toolbar 3 4 ADAPT PT INPUT MENU ITEMS AND TOOLS All options that can be accessed by the PT Input menus are listed below 3 4 1 File Menu The menu items have the same function as File menu in the main program screen 27 Chapter 3 WORKSPACE Py here hee 28 3 4 2 3 4 3 3 4 4 3 4 5 3 4 6 Project Menu This menu enables you to specify the project title structural system and select analysis and design options through General Settings and Design settings input forms Geometry Menu This menu enables you to access input forms that you use to define geometry of a model The input forms included in this menu are o Span geometry o Effective Flange width o Drop cap transverse beam o Drop panel o
28. end 0 2 Right end 0 2 Left cantilever Shape oftendon extension Span 1 y 0100 0 500 0 100 a j f Span 2 x 0 100 0 500 0 100 Span 3 x 0 100 0 500 0 100 Left end Right end Downward parabola anchor at centroid Downward parabola anchor at centroid Span 4 z 0 100 0 500 0 100 Follow shape specified in above table Follow shape specified in above table 70 5 5 7 lt lt Back DK Cancel Next gt gt FIGURE 5 5 7 CRITERIA TENDON PROFILE INPUT SCREEN The parameters used to define the tendon are shown in the schematics at the top of the screen The profile and values shown a reversed parabola with the low point at mid span and inflection points at span length 10 are the defaults These are typical industry defaults they will be appropriate for most designs with essentially uniform loading Note that if a non standard profile 1 e a low point at somewhere other than midspan is used this must be clearly called out on the structural drawings Transfer girders and slabs with heavy concentrated loads may require a harped profile The low point is usually specified to coincide with the column being transferred or the concentrated load Tendons in the model can have up to three different profiles To define all three profiles fill in data in the tables of tab Tendon A Tendon B and Tendon C You have an option to define length and shap
29. parabola simple parabola with straight portions over the supports harped strait and extended reversed parabola tendons Low relaxation and stress relieved strands as well as unbonded and grouted post tensioning systems are also supported by ADAPT PT Uniform line partial concentrated loads and moment triangle variable and trapezoidal loads may be specified in practically unlimited numbers and variations ADAPT PT accounts for the shift in the location of the neutral axis of a member at changes in cross section along the member length Thus the program can correctly handle steps along a member ADAPT PT executes either automatically or interactively In its automatic mode based on user s specifications the software determines the required post tensioning and the associated reinforcement In its interactive mode the program displays the calculated required post tensioning on the screen to the user You have the option to modify both the forces and the drapes during the program execution and recycle the selection until a satisfactory design is obtained Or you can input the conditions of an existing design You can select the actual number and position of strands along a member Also in the interactive mode you can graphically view the distribution of stresses tendon profile and the required post tensioning This provides a good guide for you to achieve an optimum design Stresses are computed and reported using the actual for
30. populated into all of the cells in that column Required and Provided PT Force Tab The PT forces tab shows the PT forces provided in the left center and right region of each span as well as the forces required in each region for minimum P A and allowable tensile stresses Fig 6 1 2 80 Tendon force and height 1 Required PT force 3 lt Required PT Force gt lt Provided PT Force gt let Center Right Let Center Right 270 0 270 0 270 3 270 3 270 3 270 0 270 0 270 3 270 3 270 3 270 0 270 0 270 3 270 3 270 3 270 3 All Forces are in Kips FIGURE 6 1 2 The post tensioning force provided in each region is compared with the governing minimum force in that region as shown on the Required Forces tab If the provided force does not envelop the required values FORCE NG No Good is displayed in the indicator box at the top of the screen Forces that are less than what is required will be highlighted in red in the Provided PT Force columns Required PT Force Tab This tab shows the required post tensioning forces for only the most recently calculated profile Fig 6 1 3 PROGRAM EXECUTION Chapter 6 Tendon force and height 1 i Required and provided PT force 2 lt Required PT Force gt lt Based on Tensile Stresses gt Other Considerations Left Center Right Pdi Whal ZDL 0 0 Center Right nter amp mid 270 0 270 0 0 0 0 0 27
31. section is available only if you selected to redistribute moments Span Left Max Left Min Middle Middle Right Max Right Min Redist Coef Redist Coef Max Min Left Right k ft k ft k ft k ft k ft k ft 1 116 61 81 74 242 64 11 11 350 12 80 38 0 00 20 00 2 345 69 106 37 307 05 119 29 370 32 171 61 13 67 2 42 3 370 74 173 88 251 75 121 76 23 49 12 44 10 69 0 00 Note Moments are reported at face of support If reduction to face of support is invoked by the user the factored moments given relate to face of support else they represent centerline moments 148 REPORTS Chapter 8 8 3 4 10 Section10 Mild Steel No Redistribution The mild reinforcement is calculated on the basis of one of the following three sets of criteria e One way unbonded systems e Two way unbonded systems and e Grouted systems The applicable set of criteria is invoked by the user through the choice of the structural system one way or two way and the post tensioning system unbonded or grouted The user s selection is shown clearly in data block 1 10 1 Required Rebar This section shows required rebar based on ultimate and minimum criteria 10 1 1 Total Strip Required Rebar Span Location From To As Required Ultimate Minimum Initial UBC ft ft in2 in2 in2 in2 in2 1 TOP 0 00 5 25 0 52 0 52 0 14 0 00 0 00 1 TOP 29 75 3
32. self weight uniform or concentrated Note that when calculating Wbal for display on this screen the downward tendon forces are not included This approximation is made only for the purposes of obtaining a rapid screen display The actual computations of moments and stresses include all forces in each tendon 81 Chapter 7 PROGRAM EXECUTION Extreme Fiber Stresses Tab This tab shows the maximum tensile and compressive stresses in the left center and right regions of each span Fig 6 1 4 ij Tendon selection and extents 5 ji Service load condition Initial load condition Tension Stress f c 1 2 Compression Stress fc lt Allowable suggested values gt Center Right Left Right 0 563 0 589 1 709 0 071 0 081 0 105 1 388 1 606 2 892 0 118 0 088 0 152 2 631 3 734 4 027 0 151 0 125 0 126 0 076 0 064 ens bot 7 500 7 500 0 450 7 500 7 500 0 450 7 500 7 500 0 450 7 500 7 500 0 450 Tension stresses expressed as fraction of f c 172 Compression stresses expressed as fraction of Fc FIGURE 6 1 4 The stresses are calculated at 1 20th points and the highest stress in each region is displayed If any of the stresses displayed are more than the allowable value they will be highlighted in red If the stress at any of the 1 20th points exceeds the allowable value an NG warning is displayed in the indicator box The location of the critical stress v
33. table Extreme fiber stresses 4 ji TENDON EXTENTS Tendon LeftEnd Right End Span Type Location Location Tendon A A Tendon B Tendon C To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down the Shift key To change tendon extents position the mouse cursor over the tendon end press the left mouse button and draa the end to its new location Anchor ends of Tendon B at centroid Anchor ends of Tendon C at centroid 7 FIGURE 6 1 5 If you select Tendon Selection you will be able to edit the number of A tendons change the length of short tendons and stressing ends Fig 6 1 Extreme fiber stresses 4 if TENDON EXTENTS Tendon Average Selected LeftEnd Right End Span Type Force Number Location Location 30 0 1 0 00 4 00 Tendon A A TandanB B 29 6 0 0 00 1 20 Tendon C c 29 6 0 2 80 4 00 Force units K To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down the Shift key To change tendon extents position the mouse cursor over the tendon end press the left mouse button and draa the end to its new location Anchor ends of Tendon B at centroid Y Anchor ends of Tendon C at centroid Y FIGURE 6 1 6 83 Chapter 7 PROGRAM EXECUTION ss The tendon ends and extents can be modified as described above In th
34. to be printed Rebar Selection Designer s Notes Designer notes are printed on the bottom of the screen The notes will be kept for future runs and future projects until they are closed Click on Clear ant than Apply to clear the notes Cancel Apply FIGURE 7 3 2C Click on the Apply button to apply the selected options to the report FR Page Setup This tool gives you an option to print your report in portrait or landscape El Color Settings The tool gives you an option to print your report in color or black and white his will change the color setup on both the screen and the printout aa 10 gt Zoom options The Zoom buttons can be used to adjust the size of the report on the screen o M 3 7 104 ei PROGRAM EXECUTION Chapter 7 Spans selection Allows you to format the report to include only certain spans From the left drop down list select first span and from the right drop down list specify last span that you want to include in the Summary Report The following is a description of the data blocks that can be included in the Summary Report Data Block 1 General Project Information ADAPT STRUCTURAL CONCRETE eee SYSTEM ADAPT PT Version 8 00 Date 05 2007 Time 17 38 File Mnl5 2 PROJECT TITLE Example 1 1 Design Strip 2 Load Case SERVICEN Min_LL 1 00 SW 0 30 LL_Min 1 00 SDL 0 30 XL 1 00 PT 0 00 HYP 0 00 LAT 1 1 1 Data block 1 contains the General and Spe
35. 0 0 95 18 21 0 00 0 00 0 00 0 00 0 27 0 00 1 00 19 17 0 00 0 00 0 00 0 00 0 27 0 00 164 REPORTS Chapter 8 8 3 5 10Section 30 Punching Shear Reinforcement Reinforcement option Stud Stud diameter 0 38 Number of rails per side 1 Column 2 Layer Cond a d bi b2 Vu Mu Stress Allow Ratio As NStuds Dist in in in in k k ft ksi ksi in2 in 1 2 17 19 34 38 35 19 46 37 250 14 1 15 0 082 0 215 0 38 0 00 0 0 00 2 2 17 19 34 38 295 23 82 37 250 14 1 15 0 025 0 145 0 17 0 00 0 0 00 Dist Distance between shear studs between layers Note Columns with have not been checked for punching shear Note Columns with have exceeded the maximum allowable shear stress Legend 30 Layer Cond a d b1 b2 Vu Mu Stres S Allow Ratio As Nstud The layer of the reinforcement for each column 1 Interior 2 End 3 Corner 4 Edge The distance between the layer and face of column or drop cap Effective depth length of section parallel to span line length of section normal to span line Factored shear Factored moment Maximum stress Allowable stress Ratio of calculated to allowable stress Required area of reinforcement Number of shear studs between layers on each rail 8 3 5 11Section 32 Unbalanced Moment Reinforcement 32 1 Unbalanced Moment
36. 0 0 88 8 270 0 270 0 17 4 0 0 89 4 270 0 1339 270 0 270 0 34 5 29 2 0 0 270 0 96 9 0 0 270 0 236 All Forces are in Kips FIGURE 6 1 3 Note that all values in the tables are forces and that these forces refer to the entire tributary width entered in the geometry input The window consists of three sections The left light blue boxes display the governing forces for the left center and right region of each span The force selected for each region is the largest required force based on tensile stresses in that region minimum P A and minimum percentage of dead load to balance The middle light yellow boxes display the forces required for tensile stresses If the moments in a particular region are such that no post tensioning is required a zero 0 is shown The first column of the right light green section is the post tensioning force required to satisfy the minimum average precompression specified by the user based on the member s cross sectional area at midspan P A mid Average precompression P A is not a function of the applied loading or tendon profile The second column of the right section Wbal DL is the force required to provide an uplift equal to the minimum percentage of the total dead load specified by the user The force required for each span depends on the tendon geometry and loading of that span All the dead loads including superimposed dead load are summed for each span regardless of whether they are
37. 04 50 99 0 79 0 90 17 25 0 00 47 34 0 00 22 01 0 00 206 52 0 79 0 95 18 21 0 00 51 65 0 00 24 08 0 00 0 79 0 79 1 00 19 17 0 00 55 97 0 00 26 16 0 00 0 79 0 79 162 REPORTS Chapter 8 8 3 5 5 Section 25 Factored Moments and Reactions This section lists factored design moments for different load combinations The envelope of factored moments is shown in Section 8 Load Combination 1 40SW 1 70LL 1 40SDL 1 70XL 1 00SEC Factored Design Moments Not Redistributed Span Left Max Left Min Middle Middle Right Max Right Min Max Min k ft k ft k ft k ft k ft k ft 1 22 49 22 49 204 63 204 63 418 19 418 19 2 412 24 412 24 370 76 370 76 388 36 388 36 3 387 38 387 38 355 24 355 24 29 27 29 27 CR Agat e e e ae Eee Reactions and Column Moments Joint Reaction Max Reaction Min Moment Moment Moment Moment Lower Lower Upper Upper Column Max Column Min Column Max Column Min k k k ft k ft k ft k ft 1 69 14 69 14 0 00 0 00 0 00 0 00 2 250 08 250 08 1 31 1 31 0 00 0 00 3 254 68 254 68 0 71 0 71 0 00 0 00 4 125 24 125 24 0 00 0 00 0 00 0 00 Note Moments are reported at face of support 8 3 5 6 Section 26 Factored Lateral Moments This section list factored design moments for different load combination including lateral loads The envelope of factored moments is shown in Section 9 Load Combination 1 20 SW 1 00 LL 1 20 SDL
38. 1 2 1 6 3 3 4 9 6 5 8 2 3 1 0 2 1 3 1 4 1 5 1 6 2 7 2 4 Dist Distance measured from the face of support Note Columns with have not been checked for punching shear Note Columns with have exceeded the maximum allowable shear stress 8 3 4 14Section 14 Deflections The deflection data block in the report is a summary of the calculations showing only the maximum values obtained for each span 14 1 Maximum Span Deflections Span SW SW PT SW PT S SW PT SDL LL x Total DL Creep in in in in in in in 1 0 03 0 06 0 02 0 06 3928 0 03 6923 0 00 0 06 4021 2 0 06 0 03 0 10 0 29 1108 0 04 8002 0 00 0 33 975 3 0 07 0 04 0 09 0 28 966 0 06 4421 0 00 0 34 797 CR 0 04 0 00 0 08 0 23 184 0 03 1234 0 00 0 26 160 Note Deflections are calculated using effective moment of inertia of cracked sections The concrete s modulus of elasticity E used for the deflection is calculated by ADAPT using the concrete strength input by the user and the selected code s formula for normal weight and light weight concrete The user has the option to overwrite the code based modulus of elasticity and enter his her choice The Creep factor K is input by the user It is the number by which the deflection due to dead load and post tensioning is multiplied to obtain the additional time dependent deflection A negative
39. 1 8 3 4 14 Section 14 Deflections n eresse oerni oeiee i eih 153 8 3 4 15 Section15 Friction Elongation and Long Term Stresses 154 8 3 9 Detailed Report sioi noiis essen 161 8 3 5 1 Section 21 Tendon Heights 00 eee eee eeceeeceseceseesseesseeaes 161 8 3 5 2 Section 22 Post tensioning Balanced Loading 161 8 3 5 3 Section 23 Detailed Moment oo eee eee nennen 162 8 3 5 4 Section 24 Detailed Shears 00 eee eeceeeceseceecsseeseeeaes 162 8 3 5 5 Section 25 Factored Moments and Reactions uene 163 8 3 5 6 Section 26 Factored Lateral Moments 0 cece eee ee nn 163 LIST OF CONTENTS Content 8 3 5 7 Section 27 Detailed Stresses uuresscssnssnsnssnnensnensnnnnnnn onen 164 8 3 5 8 Section 28 Required Post tensioning unsensenseenseensnnnenn 164 8 3 5 9 Section 29 Detailed Rebar uuessrsessssnessnnnnnnnenen 164 8 3 5 10 Section 30 Punching Shear Reinforcement eee 165 8 3 5 11 Section 32 Unbalanced Moment Reinforcement 165 8 3 5 12 Section 34 Demand Moment and Moment Capacity 166 8 3 0 Graphical Reporte 166 83 0 1 PIMROree as ast asin ea wii are Beben nie 166 8 3 6 2 PT Pr flle 2 3 3208 rta ie EEEo is AEE Eae Sis 167 8 3 0 3 Deflecti n eskiseen donado sanidad 167 8 3 0 42 A R EAEE REE EEEO E 167 8 3 6 5 Load Combination ee eeeceesceceseceeececeseeeeseeceeeeeneeceeeeseneeens 169 Chapt
40. 1 V Span 2 V Span 3 Right Cantilever Select Deselect All Tendon concrete geometry IV Tendon height iv Concrete outline Extreme fiber stresses FT Self weight Superimposed dead load I Other loading I Live load J Past tensioning IV Service envelope Initial I User defined Ee E Display allowable computed stresses Top Fiber Bottom Fiber Service MT Initial 7 Post tensioning Required post tensioning 7 Provided post tensioning TescosHe wat 0d Fille Mnl5 2 Tension Lamit 164 3 Comprossion Linitz 1800 Senio Envelope Bottom tviax T Senio Envelope Bottomiviax Stress psi Por FTensloning Dips FIGURE 6 3 2 Stresses This graph plots the maximum compressive and tensile stresses at the top and bottom face of the member All types of loadings can either be shown separately or combined The Display allowable computed stresses options show the combined stresses along with an envelope of the allowable 87 Chapter 7 PROGRAM EXECUTION ML stresses The graph provides easy interpretation of stress results and clearly shows if stress limits are exceeded Post tensioning This graph shows the required and provided post tensioning force at 1 20th points along each span The graphs may be configured to show only certain spans and values by clicking on the check boxes at the left of the window To maximize a graph
41. 18 130 REPORTS Chapter 8 8 3 4 2 Section 2 Input Geometry This data block reports model geometry as input by the user It includes basic span geometry effective width used in calculations drop can drop panel transfer beam dimensions as well as support width and column dimensions The geometry is described as follows 2 1 Principal Span Data of Uniform Spans This section is available only if the user selects conventional geometry input Span Form Length Width Depth TF Width TF Thick BF MF BF MF Rh Right Mult Left Mult Width Thick ft in In in in in in in 1 1 19 17 120 00 12 00 10 00 0 50 0 50 2 1 27 17 120 00 12 00 10 00 0 50 0 50 3 1 22 75 120 00 12 00 10 00 0 50 0 50 C 1 3 50 120 00 12 00 10 00 0 50 0 50 2 2 Detailed Data for Nonuniform Spans This section is available only if the user selects segmental geometry input 2 2 Detailed Data for Nonuniform Spans Span Seg Form Left Dist Width Depth TF Width TF Thick BF MF BF MF Rh Right Left Mult Width Thick Mult ft In in in in in in 1 1 2 0 00 24 00 30 00 216 00 8 00 10 00 0 56 0 44 1 2 2 0 33 24 00 30 00 216 00 8 00 10 00 0 56 0 44 1 3 2 5 00 24 00 30 00 216 00 8 00 10 00 0 56 0 44 1 4 1 18 42 24 00 30 00 10 00 0 50 0 50 The following is the description of the data Span This column shows the sp
42. 20 12 80 30 50 47 66 765 59 0 81 0 05 23 62 0 25 16 00 30 50 37 62 902 17 0 64 0 05 23 62 0 30 19 20 30 50 27 57 1006 27 0 47 0 00 0 00 0 35 22 40 30 50 17 49 1078 62 0 30 0 00 0 00 0 40 25 60 30 50 7 43 1118 49 0 13 0 00 0 00 0 45 28 80 30 50 2 64 1125 87 0 04 0 00 0 00 0 50 32 00 30 50 12 68 1101 51 0 21 0 00 0 00 0 55 35 20 30 50 22 75 1044 66 0 39 0 00 0 00 0 60 38 39 30 50 32 81 956 07 0 56 0 05 23 62 0 65 41 60 30 50 42 87 834 99 0 73 0 05 23 62 0 70 44 82 30 50 52 95 681 80 0 74 0 05 23 62 0 75 48 00 30 50 62 98 496 42 0 66 0 05 23 62 0 80 51 21 30 50 73 04 278 70 0 50 0 00 0 00 0 85 54 40 30 50 83 12 28 88 0 56 0 05 23 62 0 90 57 61 31 69 93 18 253 30 0 61 0 05 23 62 0 95 60 79 31 69 103 24 567 44 0 67 0 05 23 62 1 00 64 01 31 69 113 30 913 98 0 87 0 05 23 62 Note Sections with have exceeded the maximum allowable shear stress The first and last points refer to the system line at support X L 0 and X L 1 It is not required by ACI to check the shears at the system line The first point for which shear is to be checked is recommended to be taken a distance equal to the depth of member from the face of support Hence the values given for X L 0 and X L 1 are to be considered as a guideline The depth d used for stirrup calculations is based on the total depth of the section and reinforcement cover 8 3 4 13Section 13 Punching Shear Reinforcement A punching shear check is carried out if th
43. 4 22H id 113 REPORT GENERATOR SCREEN nin e E a A S 113 HOW TO CREATE REPORT eneeier aaea oen aee oee as 114 DESCRIPTION OF REPORT SECTIONS cococococcconocnncnnncononanonnnnnncnnnnnncnnnonnncnnoss 115 8 3 1 Report Cover Parent 116 8 3 2 Table of Contents cortita cti 22 008888 Bessikese isn she 117 8 3 3 Concise Repo seee eera ea a Eroto arras EEEn iene ins 120 834 Compact Reporty irisaren essee o e San E ESKE pR E EE 128 8 3 4 1 Section 1 User Specified General Analysis and Design Parameters rrini he orne ee share 128 8 3 4 2 Section 2 Input Geometry censeessersnnsnnesnnesnnennnennen nennen nn 131 8 3 4 3 Section 3 Input Applied Loading ooonocnnccnicnnonnconoconccanocanonanonn 135 8 3 4 4 Section 4 Calculated Section Properties eee eres 137 8 3 4 5 Section 5 Moments Shears and ReactionS ococcconnconononcnncn 139 8 3 4 6 Section 6 Moments Reduced to Face of Support 141 8 3 4 7 Section 7 Selected Post tensioning Forces and Tendon Pronles r H 2a 141 8 3 4 8 Section 8 Factored Moments and Reactions Envelope 146 8 3 4 9 Section 9 Factored Lateral Moments Envelope 148 8 3 4 10 Section10 Mild Steel No Redistribution 149 8 3 4 11 Section11 Mild Steel Redistributed 00 een 150 8 3 4 12 Section 12 Shear Reinforcement unseesseesnesnnesnneenne nenn 150 8 3 4 13 Section 13 Punching Shear Reinforcement n ne 15
44. 43 118 43 23 95 24 96 140 Maximum and minimum values at a section may occur due to the skipping of live loading 5 4 Reactions and Column Moments Live Load This section is a summary of the maximum and minimum live load reactions and column moments given for each support at the connection of column to slab beam Span Reaction Max Reaction Min Moment Lower Column Max Moment Lower Column Min Moment Upper Column Max Moment Upper Column Min K k k ft k ft k ft k ft 15 25 15 25 0 00 0 00 0 00 0 00 50 10 50 10 0 14 0 14 0 00 0 00 If a support does not have a column or if moment transfer between the support and slab is inhibited by the user through the REPORTS Chapter 8 specification of an appropriate column boundary condition a zero 0 is printed in the moment columns These are minimum and maximum centerline values based on skipped loading case Values given as moments shears and reactions all refer to the total tributary and not the unit strip Moments in this data block are system line moments 8 3 4 6 Section 6 Moments Reduced to Face of Support If the option of reducing moments to the face of support is invoked by the user ADAPT adjusts the centerline moments to the face of support The adjustments are based primarily on support widths The adjusted values are pr
45. 5 01 0 53 0 53 0 14 0 00 0 00 2 TOP 0 00 5 25 0 38 0 38 0 14 0 00 0 00 2 TOP 29 75 35 01 0 36 0 36 0 14 0 00 0 00 3 TOP 0 00 5 25 0 36 0 36 0 14 0 00 0 00 3 TOP 29 75 35 01 0 38 0 38 0 14 0 00 0 00 4 TOP 0 00 5 25 0 53 0 53 0 14 0 00 0 00 4 TOP 29 75 35 01 0 52 0 52 0 14 0 00 0 00 1 BOT 12 25 22 75 0 14 0 06 0 14 0 00 0 00 2 BOT 12 25 22 75 0 14 0 00 0 14 0 00 0 00 3 BOT 12 25 22 75 0 14 0 00 0 14 0 00 0 00 4 BOT 12 25 22 75 0 14 0 06 0 14 0 00 0 00 10 2 Provided Rebar This section lists 10 2 1 Total Strip Provided Rebar provided rebar details Span ID Location From Quantity Size Length Area ft ft in2 1 1 TOP 0 00 6 5 52 00 1 86 3 2 TOP 17 20 1 5 9 50 0 31 CR 7 BOT 2 32 1 8 1 50 0 79 1 8 BOT 0 00 2 8 20 50 1 58 2 9 BOT 8 51 1 8 10 50 0 79 10 2 2 Total Strip Steel Disposition Span ID Location From Quantity Size Length ft ft 1 1 TOP 0 00 6 5 19 17 1 3 TOP 0 00 1 5 2 00 1 4 TOP 9 54 5 5 9 63 2 1 TOP 0 00 6 5 27 17 149 Chapter 8 REPORTS lt 2 4 TOP 0 00 5 5 3 87 2 5 TOP 23 45 3 5 3 72 3 1 TOP 0 00 6 5 5 66 3 2 TOP 17 20 1 5 5 55 3 5 TOP 0 00 3 5 2 28 CR 2 TOP 0 00 1 5 3 95 1 6 BOT 0 00 2 8 19 17 1 8 BOT 0 00 2 8 19 17 2 6 BOT 0 00 2 8 27 17 2 8 BOT 0 00 2 8 1 33 2 9 BOT 8 51 1 8 10 50 3 6 BOT 0 00 2 8 22 75 CR 6 BOT 0 00 2 8 0 41 CR 7 BOT 2 32 1 8 1 50 150
46. 5 5 CRITERIA RECOMMENDED POST TENSIONING VALUES INPUT 5 5 5 SCREEN These values are used by the program to determine the post tensioning requirements shown on the Tendon Forces and Heights tab of the Recycle window They are also used to determine the status of the Pmin Pmax and Wbal Min Max indicators on the Recycle window If data is being entered for a one way or two way slab the bottom of the screen will ask for the maximum spacing between tendons This is entered as a multiple of the slab thickness i e 8 x slab thickness The program does not check tendon spacing However this is something that must be checked on the shop drawings Tendon spacing is typically more of an issue for detailing than design but on very thin very lightly loaded slabs it might govern the design Specify Calculation Options This screen is used to select the post tensioning design option Fig 5 5 6 In STRUCTURAL MODELING Chapter 5 A Criteria Calculation Options Analysis and design method Sara Calculate force number of tendons Friction stress losses Ratio of jacking stress to ultimate strenath PB Strand s Modulus of Elasticity 29000 ksi Angular Coefficient of Friction Mu a Wobble Coefficient of Friction K 0 0014 radift Anchor set Draw in of wedges 95 in Long term stress losses Perform Long term Loss Calculations C No Yes E Long term stress loss parameters Type of Strand Low Lax Stress Rel
47. 78 172 18 166 23 166 08 164 78 TENDON _B 1 177 12 182 05 189 17 169 42 171 89 178 28 TENDON _B 2 189 17 0 00 0 00 178 42 0 00 0 00 TENDON _B 3 0 00 0 00 0 00 0 00 0 00 0 00 TENDON B CR 0 00 0 00 0 00 0 00 0 00 0 00 TENDON_C 1 0 00 0 00 0 00 0 00 0 00 0 00 TENDON_C 2 0 00 0 00 191 05 0 00 0 00 180 17 TENDON_C 3 191 05 184 38 175 52 180 17 173 92 166 95 TENDON C CR 175 52 173 78 172 18 166 23 166 08 164 78 15 6 Summary Tendon Force Ext Start End Ext Elong Left Elong Right Anchor Anchor Max Left Span Span Right Left Right Stress ratio k in in TENDON_A 28 15 0 00 1 CR 0 00 5 65 0 01 0 66 0 64 0 73 TENDON B 28 13 0 00 1 1 0 20 1 88 0 00 0 66 0 71 0 71 TENDON_C 27 58 0 20 3 CR 0 00 0 00 2 43 0 72 0 64 0 72 160 HAS E REPORTS Chapter 8 8 3 5 Detailed Report The detailed report consists of listing of values at 1 20th points along each span As an example the following illustrates partial listings of moments stresses post tensioning losses and final stress and tendon heights Selected detailed results of the analysis and design at 1 20th points along each span may be appended to the comprehensive output using the report setup dialog box Detailed output for some of the results are available after completion of the run while others are only available after successful execution of one of the program s post processors All of the detailed output files are written to separate data files with the
48. ADAPT Post tensioning Software System The material presented identifies the input parameters by the user the parameters which the user may edit during the execution of the program and finally those which are computed by ADAPT The reports clearly identify the values input by the user from those calculated by the program Each report is broken down into sections Each section is given a unique identification number The report consists of those sections that are selected by the user Hence the content and details of a report are user controlled However the user can save selected report content as templates REPORT GENERATOR SCREEN To create a report click on the Report Setup button 3 on the Main toolbar The Report Generator window opens Fig 8 1 1 Report Generator List of all Sections List of Selected Sections Report Cover Table of Contents Concise Report Tabular Reports Compact Tabular Reports Detailed Graphical Reports Legend ee User Selections Remove Selection Save Selection Save as Default Browse Reports Update Company Info Default FIGURE 8 1 1 REPORT GENERATOR SCREEN The following is the description of report generator 113 Chapter 8 REPORTS 2222222 8 2 114 List of All Sections It includes a tree that lists the sections available in the report To select a section checkmark the box in front the section To exclude the se
49. All Cancel Apply FIGURE 7 3 2A e Use the Rebar Selection tab to change the bar sizes or bar system used for top and bottom reinforcing steel Sections to be printed Rebar Selection Designer s Notes Rebar Table Rebar Sizes C Use Input Data as Default Top bars BE J Bottom bars 8 C ASTM US SI Bars C Euro BS BPEL DIN CSA Canada Cancel Apply FIGURE 7 3 2B The bar system used for the ADAPT PT analysis is determined according to the design code selected during data input The preferred bar size is also specified during data input Although these will be used as defaults for the Summary Report both the bar system and bar size can be changed All of the bars systems shown on the Rebar Selection tab ASTM US Customary ASTM US SI Euro or CSA are available no matter 103 Chapter 7 PROGRAM EXECUTION what design code was used for the ADAPT PT run First select the desired bar system Then specify the top and bottom bar size from the pull down list of bar sizes available for that bar system Click on Apply to recalculate the mild steel reinforcing requirements with the new bar sizes To go back to the bar system and sizes in the original ADAPT PT run select the Use Input Data as Default option Click on Apply to recalculate the number of bars required e Use the Designer s Notes tab to input notes that will be printed at the bottom of the report Sections
50. Allowable Stresses rss psi Span 1 Span 2 Span 3 Span 4 SERVICE COMBINATION STRESSES Tension stress positive 126 REPORTS Chapter 8 B 6 Rebar Report Base Reinforcement Isolated bars Span Location From Quantity Size Cover Length Area ft 5 in ft in2 1 TOP 00 5 5 1 50 72 59 1 55 Mesh Reinforcement Span Location From Spacing Size Cover Length Area ft in in ft in2 1 1 BOT 00 12 00 4 1 50 19 17 3 60 2 BOT 00 12 00 4 1 50 27 17 3 60 3 BOT 00 12 00 4 1 50 22 75 3 60 CR BOT 00 12 00 4 1 50 3 50 3 60 Total Strip Provided Rebar Span ID Location From Quantity Size Length Area ft ft in2 1 1 TOP 0 00 1 5 4 00 0 31 1 2 TOP 15 33 2 5 9 50 0 62 2 3 TOP 21 74 4 5 10 00 1 24 3 4 TOP 18 20 1 5 5 50 0 31 2 5 TOP 24 81 4 5 4 50 1 24 B 7 Punching Shear Critical Section Stresses Label Layer Cond Factored Factored Stress due Stress due Total stress Allowable Stress ratio shear moment to shear to moment stress k k ft ksi ksi ksi ksi 1 ie ae ESE La a Ea EX E 2 3 1 247 80 21 29 0 12 0 003 0 124 0 181 0 683 3 3 1 265 96 9 29 0 13 0 001 0 132 0 181 0 725 4 ae z5 lis En Br de Ber Bar Punching Shear Reinforcement Reinforcement option Shear Studs Stud diameter 0 38 Number of r
51. B 1 Geometry Elevation 123 Chapter 8 REPORTS 2252522 B 2 Applied loads Superimposed Dead Load Live Load Ht Ok ft2 Lateral Load me 100 0 oO 100 0 ot 100 0Q k ft En ep fe s de i 124 REPORTS Chapter 8 B 3 Design Moment LOAD COMBINATION Envelope Moment Diagrams O WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A D A PT Load Case Envelope Moment Drawn on Tension Side Bending Max Strength Bending Min Strength Bending Max Service Bending Min Service Bending Pos Moment Bending Neg Moment 250 Moment kt q 250 4 SARA Span 1 Span 2 Span 3 Span 4 DESIGN MOMENT Moment is drawn on tension side 500 B 4 Tendon Profile Tendon Height Diagram File Mnl5 2 gt Es 5 25 4 5 0 4 757 nn San an Spana ght Cantilever POST TENSIONING PROFILE 125 Chapter 8 REPORTS ADAST B 5 Stress check results Code check LOAD COMBINATION Envelope Stress Diagrams O WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A D A PT Load Case Envelope Tensile Stress Positive En 750 Top Max Top Min Allowable Stresses ROLLO Ee I luca ILI 1a dl Span 1 Span 2 Stress Diagrams O WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A D A PT Load Case Envelope Tensile Stress Positive Bottom Max Bottom Min
52. DAT extension and may also be appended to the tabulated output Examples of each output are provided at the end of this section 8 3 5 1 Section 21 Tendon Heights The detailed tendon height output reports the height of the centroid of tendon at 1 20th points along each span The data is stored in the PTCGS DAT file for the interested user The regular ADAPT report gives only the type of tendon profile and its CGS centroid of tendon high and low points as well as distances to inflection points if applicable This means three horizontal and three vertical distances XL x CGSA CGS B CGS C x CGSA CGS B CGS C ft in in in ft in in in SPAN 1 SPAN 2 0 00 0 00 3 56 3 56 3 56 0 00 9 00 9 00 9 00 0 05 0 96 3 56 3 56 3 56 1 36 9 00 9 00 9 00 0 10 1 92 4 86 4 86 4 86 2 72 5 57 5 57 5 57 1 00 19 17 9 00 9 00 9 00 27 17 9 00 9 00 9 00 The tendon height option is of particular interest to post tensioning suppliers and others who either prepare or review shop drawings 8 3 5 2 Section 22 Post tensioning Balanced Loading After completion of a run this option lists the equivalent loading generated to substitute the post tensioning obtained in ADAPT s final design The listing of Balanced Loading or Equivalent Loading can be used as an applied loading in an independent general frame program to verify the accuracy of ADAPT post tensioning solutions 161 Chapter 8 REPORTS
53. Force kips PT Force per unit width kips ft Tendon Height inch PZA psi FIGURE 6 1 1 The table lists the post tensioning forces at the midpoint of each span the tendon heights at the left center and right of each span the average precompression at midspan P A mid and the percentage of dead loading balanced in each span Wpa DL for current tendons and all tendons You can select either single tendon path or multiple tendon path for the force selection method You can select the particular tendon to evaluate while the Mulitple Tendon Path is selected If Single Tendon Path is selected then only Tendon A will remain as an option for the analysis For Multiple Tendon Path the PT force must be the same for each tendon group For Single Tendon Path the PT force can vary along the length of the structure Adjustments in tendon force and or tendon height may change the average precompression and the percentage of dead load balanced These changes are reflected in the P A and Whga columns as the changes are made In order to see how the changes affect the stresses and average precompression at locations other than midspan however it is necessary to recycle the window The Typical Values Row option allows for the inclusion of a typical values row in the Tendon force and height table By activating this option 79 Chapter 7 PROGRAM EXECUTION values entered into the TYP row followed by hitting the Enter key are
54. R Cant Right Cantilever PR Prismatic Seg Segments L Span Length reference plane M gt Right Multiplier _Label_ PR sec LU L ee ee ee 1 m gt Le Des AA 00 1200 ei O 30 00 12 00 8 50 20 00 O E 120 am ee 4 R Can pR vf ee 3 650 1200 650 850 16 0 10 00 lt lt Back OK Cancel i FIGURE 5 2 1 SPAN GEOMETRY INPUT SCREEN o The tributary width dimension b is composed of left tributary the portion of the tributary width that falls to the left of the frame line and the right tributary the portion that falls to the right of the frame line The tributary width can vary from span to span but is assumed to be constant within a single span unless segmental input is used There are two methods of modeling tributary width Unit Strip input and Tributary input Both methods produce the same results which method to use is a matter of user preference Once a method is selected however it should be used consistently throughout a given project to avoid confusion Note that the calculations and results are always shown in terms of the total tributary width regardless of the way the slab was modeled during data entry Unit strip modeling Fig 5 2 1A It is typically easiest to model slabs with the unit strip method A unit strip is a strip parallel to the span with a width equal to or less than the total tributary width Although the unit strip width is typically 12 in or 1000 mm any reasonabl
55. S DIALOG BOX 37 Chapter 5 STRUCTURAL MODELING 39 ili STRUCTURAL MODELING Chapter 5 OVERVIEW During the structural modeling step the user defines the basic analysis and design parameters i e the structural system beam one way or two way slab the span lengths cross sectional geometries tributary widths and supports The user also defines the loading allowable stresses and reinforcement covers This is the most critical stage of the modeling process The user s experience and engineering judgment play a major role in the selection of suitable design parameters This stage of the modeling should be performed or at least reviewed by a senior 5 1 engineer A structure that is not modeled correctly is not likely to yield reasonable results using ADAPT PT or any other software Data entry in ADAPT PT is independent from the execution of the analysis Data for a particular project may be entered at any time for later execution Data is entered through ADAPT PT Input screens described in Section 4 2 PROJECT INFORMATION Project information includes specification of general information and analysis and design options 5 1 1 Specify General Project Information The General Settings window automatically opens when a new project is started or an existing project is opened This screen is also available through menu option Project gt General Settings A General Settings General Title T
56. T PT Input Input Form Each input form is the dialog box that will prompt you to select options or enter required information When first entering data for a project you would typically go through the screens in order by clicking on the Next and Back buttons or pressing ALT N and ALT B In subsequent editing specific screens may be selected from the PT Input menu If the input form contains a table Fig 3 3 2 the right mouse click will give you the following options e Insert a new line e Delete line 26 ADAPT WORKSPACE Chapter 3 e Copy selected lines e Paste lines A Span Geometry o ER Number of Spans 5 Units i ae H etre R CH Ph So Mh E E i Pal All others in o o b al le bal le Legend L Cant Left Cantilever NP Non Prismatic Sec Section 0 0 Reference plane 2 Ah Distance from lt M Left Multiplier R Cant Right Cantilever PR Prismatic Seg Segments L Span Length reference plane M gt Right Multiplier _tabel_ PR Sec Sea ob I n 1 br ne bm RA Ml Mo Ea 7 M Lcam PR ej 00 1200 em 8 50 16 00 10 00 spani Jen e 51 00 120 em a E SPAN PR SSS 2000 12 00 700 eso 20 00 Em o o ana es td 4 R Cant PR yl A gt gt 650 1200 659 850 1600 10 00 lt lt Back Cancel i FIGURE 3 3 2 SPAN GEOMETRY INPUT SCREEN Each table contains a Typical row for fast input of data The typical input row top row
57. a input for all spans click Next to save the data and open next input screen Support Geometry and Stiffness 5 2 2 Specify Effective Flange Width If you enter a beam and you answer Yes to Consider Effective Flange Width on the General Settings screen the Span Geometry screen will be followed by the Effective Flange Width screen Fig 5 2 6 This screen is also available through menu Geometry gt Effective Flange Width A Effective Flange Width Units Legend bf be bf in bf Top Flange Width be in be Effective Top Flange Width Effective width calculation method ACI 318 User Input Effective Top Flange Width ID Section Seqments bf be 1 Left cantilever a SPAN 1 O a Cancel OK Next gt gt FIGURE 5 2 6 EFFECTIVE FLANGE WIDTH INPUT SCREEN 1 Open Effective Flange Width input screen 2 Select Effective width calculation method o If you choose to use the ACI 318 method of effective flange width calculation the resulting flange widths will be displayed but you will not be able to edit them o If you select User Input calculation the effective width column be will default to the ACI calculated values but you will be able to change them 54 STRUCTURAL MODELING Chapter 5 5 2 3 3 Click Next to save data and go to the next input form Note ACI does not actually specify an effective flange width for prestressed beams The widths calculated by the program are in
58. accordance with the ACI recommendations for non prestressed beams Specify Geometry of Drop Cap and or Transverse Beam If you enter a two way system and you answered Yes to the Include Drops amp Transverse Beams question on the General Settings screen the Span Geometry screen will be followed by the Geometry Drop Cap Transverse Beam screen Fig 5 2 7 This screen is also available through menu Geometry gt Drop Cap Transverse Beam The input parameters are defined in the figures at the top of the screen Note that H the depth of the cap or beam is the total depth of the section not the depth below the slab A Geometry Drop Cap Transverse Beam E EX Units Legend DyDa A H Den DC Drop Cap H TB Transverse Beam D Da Drop Cap Drop Cap Plan Transverse Beam jp 1800 2500 18 00 18 00 3000 2 36 00 36 00 1 jpe gt 20 00 2 bc 18 000 20 00 3 pc 160 2400 21 00 48 00 48 00 4 be gt 145 140 1600 2400 24 00 lt lt Back OK Cancel Next gt gt FIGURE 5 2 7 DROP CAP TRANSVERSE BEAM INPUT SCREEN If there are drop caps or transverse beams with the same dimensions at several supports their dimensions may be entered using the typical row To enter typical values for drop caps type the value into the typical row and press ENTER The value will be copied to any supports that have been marked as having drop caps Any supports which are subsequently marked as having drop caps wil
59. agrams Project Project A Load Case Envelope Mbment Drawn on Tension Side l Bending Max Strength Bending Min Strength Bending Pos Moment Bending Neg Moment Select Deselect All Moments Envelopes Design Moment Capacity Moment kNm V Positive moment IV Negative moment Units SI 2 9 2012 3 54 PM FIGURE 5 1 3 4 Specify the percentage of top and bottom reinforcement and postensioning that will participate in resisting unbalanced moment This option is available only for two way systems 5 Click Next This will save input data and open a new input screen Span geometry where you can specify geometry of spans 5 2 GEOMETRY The geometry of the problem is defined via a series of input screens that can be accessed through the Geometry menu The screens will vary depending on which structural system has been specified There are three basic screens Span Geometry Support Geometry and Support Boundary conditions Additional screens are used to enter effective flange widths segmental data drop caps drop panels and transverse beams 46 T STRUCTURAL MODELING Chapter 5 5 2 1 Specify Span Geometry The span geometry can be modeled as prismatic uniform or non prismatic non uniform o The geometry without changes in cross section along the span excluding geometry of drop cap drop panels or transverse beams is called prismatic uniform geometry o Geometry of a cross section that chang
60. ails per side 1 Col Dist Dist Dist Dist Dist Dist Dist Dist Dist Dist in in in in in in in in in in 1 aa 2 3 4 aa Dist Distance measured from the face of support Note Columns with have not been checked for punching shear Note Columns with have exceeded the maximum allowable shear stress 127 Chapter 8 REPORTS B 8 Deflection Deflection Diagrams File Mnl5 2 Service Envelope Max Service Envelope Min 0 10 0 088 E 0 088 0 05 _ 0 00 3 N 3005 0 10 F 0 18 0 133 AA IT um Span 1 Span 2 Span3 Right Cantilever B 9 Quantities CONCRETE Total volume of concrete 1088 85ft3 40 33 yd3 Area covered 1306 62 ft2 MILD STEEL Total weight of rebar 1342 75 lbs Average rebar usage 1 03 psf 1 23 pcf PRESTRESSING MATERIAL Total weight of tendon 600 3 Ib Average tendon usage 0 46 psf 0 55 pcf 8 3 4 Compact Report The compact report consists of the mirror image of user input plus a tabular listing of critical information such as post tensioning and reinforcement necessary for preparation of structural drawings Also it includes values of actions such as moments shears and stresses at left center and right of each span The following is the description of the available report sections 8 3 4 1 Section 1 User Specified General Analysis and Design Parameters This data block reflects the user s input in t
61. alues can be determined by looking at the Stresses Recycle graph Tensile stresses are shown as a ratio of the square root of the concrete compressive strength at 28 days Pel 2 Compressive stresses are shown as a ratio of f The allowable stress values are shown for reference Tendon Selection and Extents Tab This screen is used to edit tendons The options in this window will change depending on the PT selection method you chose in recycling screen If you select Force selection the screen will allow you to change the stressing ends of all the tendons and tendon extents of short tendons B and C Fig 6 1 5 To change tendon extents position the mouse cursor over the tendon end and drag the end to its new location To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down Shift key You can also use the table to the side of the tendon layout to enter change the locations of tendon types B and C These shorter tendons must be at least 1 span length long but can be located anywhere along the length of the member The values of the Left End location start at 0 0 at the far left end of the modeled structure 82 PROGRAM EXECUTION Chapter 6 and the Right End Location will vary up to the number of spans modeled The table values will update as the mouse is used to change the tendon extents graphically and the graphical view will update if the values are entered into the
62. an be changed from span to span to model steps at the top of the slab If this is done however it will be necessary to adjust the tendon profiles so they match at the supports In general it is best to use the same reference height for all spans Changes in the slab depth should be modeled accurately however to ensure that the calculations are done correctly 5 2 1 2 Non prismatic non uniform spans The following example illustrates data entry for a non prismatic section using the segmental option The example is a single span beam which is made up of seven segments of varying cross sectional geometries Fig 5 2 3 51 Chapter 5 STRUCTURAL MODELING FIGURE 5 2 3 Although this is not a practical design it illustrates ADAPT s ability to model complex geometries To model non prismatic span do the following 1 Select Segmental in the General Settings input form 2 Open Span Geometry Fig 5 2 4 A Span Geometry DER Number of Spans Units b by br br pot Ls tr t len WS CTRL R C ihh Ph bl lo h h En a All others in i Lt o o b a le bn b gt Legend L Cant Left Cantilever NP Non Prismatic Sec Section 0 0 Reference plane 2 Ah Distance from lt M Left Multiplier R Cant Right Cantilever PR Prismatic Seg Segments L Span Length reference plane M gt Right Multiplier Label PR Sec Sea E b h bf hf bm hm Rh lt M M gt X L C
63. an number ID If the problem has a cantilever at left its data precedes the first span by a line starting with C Likewise in the case of a cantilever at right the last line will start with C describing the geometry of the right cantilever Seg This column shows the segment number ID Form Identifies the cross sectional geometry of the slab at midspan Figure 8 3 2 illustrates the cross sectional options The same figure also gives the definition of parameters Depth Width TF Width top flange width TF Thick Top flange thickness BF MF Width bottom flange middle flange width and BF MF Thick bottom flange middle flange thickness 131 Chapter 8 REPORTS ADA E CROSS SECTIONAL GEOMETRIES 1 WOTH RECTANGLE em 3 N FLANGE WIDTH CROSS SECTIONAL GEOMETRY TYPES FIGURE 8 3 2 Length The centerline to centerline distance between adjacent supports for each span Rh Reference height The distance from a user specified reference line to the top of the slab For example if a slab is 7 thick and Rh is set to 7 the datum is located at the slab soffit This data identifies the location from which tendon height control points are measured and is also used to input steps in a member Right or Left Width Multiplier A parameter which describes the factor by which the slab unit strip must be multiplied to cover the total tributary of a given span 132 REPORTS Chapter 8 It shoul
64. ant X SPAN 1 NP v More 30 00 2 00 18 00 20 00 4 00 8 00 4 00 2 00 0 50 0 50 v R Cant lt lt Back OK Cancel Next gt gt FIGURE 5 2 4 SPAN GEOMETRY 3 To set the number of spans use CTRL or click on the up down arrow at the left of the screen If there are cantilevers on the right and or left ends of the frame add them by clicking on the appropriate check box This will activate the input fields for the corresponding cantilever 4 Select section type by clicking on the button in the Sec column 5 Enter the dimensions of the span sections All dimensions are defined in the legend at the top of the screen and or illustrated in the appropriate section figure The dimensions 52 HAS E STRUCTURAL MODELING Chapter 5 specified in the Span Geometry screen including reference height and left and right multipliers define the geometry of a mid segment of the span All other segments of the span are defined in the Geometry Span More screen as explained in the following 6 Change prismatic column PR to NP Changing a span to NP activates the button in the Seg column 7 Click on the button in the Seg column to open the Geometry Span More window for that span Fig 5 2 5 Al Geometry Span More HER SPAN 1 Units b A b 2 be hr br N RJ EST rd bal keh Rh En E Mba Aahesein u A o o b Alba bal fe CTRL 2 Sec Section XL Distance fro
65. at any given point is not directly related to the local strain in the concrete The program can calculate an average long term loss value for the entire tendon based on the average precompression in the member and expected losses due to shrinkage creep elastic shortening and relaxation of the prestressing steel The effective stresses in the tendon are calculated by subtracting the average long term loss value from the initial stresses e Long Term Loss computation for grouted tendons Long term stress losses in grouted tendons are a function of the local strain in the concrete Long term losses are thus computed at 1 20th points along the tendon The effective stress at each point is the jacking stress minus the friction seating loss and long term stress losses at that point The long term losses are stored in the file LTLOSS DAT This is a text file and can be viewed with any text editor or word processor 91 Chapter 7 PROGRAM EXECUTION sei 6 4 2 2 Description of Execution The Tendon Selection amp Extents tab Fig 6 4 3 becomes active when the Tendon Selection mode is chosen Extreme fiber stresses 4 if TENDON EXTENTS Selected LeftEnd Right End Span Number Location Location Tendon A Tendon B Tendon C Force units K To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down the Shift key To change tendon extents posi
66. at locations of angle change in tendon For the purposes of illustration only the upward forces are averaged over 143 Chapter 8 REPORTS 144 the span length and the average value is entered under column 8 For the internal working of the program however the forces are considered at the correct locations and the correct magnitudes A positive value of Wbal means load acting upward against gravity A negative value indicates a load in the direction of gravity 7 4 Required Minimum Post Tensioning Forces The forces in this data block refer to the required forces at left center and right for the entire tributary Based on Stress Conditions Based on Minimum P A Type Left Center Right Left Center Right k k k k k k 1 0 00 49 12 84 24 18 00 18 00 18 00 2 117 15 75 52 123 58 18 00 18 00 18 00 3 119 88 73 46 0 00 18 00 18 00 18 00 CR 0 00 n 18 00 o The required forces determined are the net effective forces after the immediate and long term stress losses have been deducted From the effective forces determined by ADAPT the post tensioning supplier calculates the initial forces required at time of stressing of tendons This data block shows the post tensioning required to meet the prime design criteria Columns 2 through 4 are based on maintaining the tensile stresses in concrete at the location of maximum span moment to the limit specified by the user in data b
67. ces and drapes selected This feature distinguishes ADAPT PT from simple programs where a single pass analysis is performed in which the option of the user initiated changes in post tensioning are not reflected in the subsequent calculations ADAPT PT has a multi pass processor It updates all the design values based on changes made in the tendon profile and force before it concludes its report of design values OVERVIEW Chapter 1 Serviceability design of the slab beam is achieved through a detailed stress control followed by a deflection calculation Where stresses exceed the cracking limits of concrete a cracked section deflection estimate is carried out using an equivalent moment of inertia A thorough strength analysis and design is conducted to determine any non prestressed reinforcement that may be necessary to meet the ultimate strength limit conditions Other code requirements for non prestressed reinforcement such as the minimum requirements of the building codes are also checked and a listing of the reinforcement based on different criteria is reported Bar sizes and lengths are selected and reported both in a graphical and tabulator format ready to be entered on the structural drawings The punching shear option checks the adequacy of the column caps as well as the immediate slab drop panel region beyond the cap and provides punching shear reinforcements if required For one way slabs and beams a one way shear analysi
68. chorage divided by the strand s ultimate strength Max Stress Ratio is the ratio of the maximum stress along each tendon to the strand s ultimate strength immediately after jacking and seating of tendon Description of Output Type A Type B and Type C e A solution for a grouted system in effective force mode with lump sum stress specification TYPE B e A solution for an unbonded tendon system in effective force mode together with computed long term stress losses TYPE A and e A solution for a grouted system in tendon selection mode with computed long term stress loss TYPE C An unbonded tendon system with tendon selection mode and computed long term loss calculations also has a report type C as indicated in the flow chart 157 Chapter 8 REPORTS INPUT TENDON SELECTION FRICTION LT LOSS PRINT SECTION 15 TYPE C 20TH POINT DATA GRAPHICAL DISPLAY Type A FORCE SELECTION UNBONDED FRICTION LOSS GROUTED FRICTION LOSS of A LONG TERM N LOSSES P LOSSES ONLY PRINT SECTION 15 TYPE A PRINT SECTION 15 TYPE B 15 FRICTION ELONGATION AND LONG TERM LOSSES 15 1 Input Parameters Parameter Value Parameter Value Type of Strand Low Relaxation Coefficient of Angular Friction meu 0 07000 1 rad Age of Concrete at Stressin 5 days Coe
69. cific titles entered during data input Data Block 2 Member Elevation 2 MEMBER ELEVATI ft 19 17 O 2717 22 75 Ja Data block 2 contains an elevation view of the member with span dimensions It also includes a graphical representation of the tendon profile that shows inflection points and low points An elevation view of the member including all drops and steps with span lengths and the post tensioning tendon profile including inflection points and low points Data Block 3 Top Rebar 3 TOP REBAR 3 1 ADAPT selected R 3 2 ADAPT selected Jets e 7 5x98 g asx oo Q JERSKSE Data block 3 reports the amount and length of rebar required at the top of the member The rebar shown is the larger of the steel required to withstand the negative moment demand and code specified minima If the steel required is controlled by the negative moment demand the bar lengths are based on the required rebar quantities at 1 20th points The selected rebar is calculated as two lengths in an effort to minimize material requirements This is particularly helpful for cases where rebar requirements vary and a large amount of 105 Chapter 7 PROGRAM EXECUTION reinforcing is required over a short section of the span In these cases using bars that are all the same length might be an unnecessary waste of materials Note that the steel selected by the program is only one of several acceptable design solutions
70. ction uncheck the box Note that the section will not be shown in the report tree if not applicable For example if your structural system is a beam the punching shear Remove Selection es Removes highlighted selection from the drop down list Save Selection Adds your settings to the drop down list Save as Default Saves the current selections as default Create New Report ms Generates report and displays them in rich text format RTF when completed Browse Reports Opens already created reports Update Company Info Allows you to customize report footer and cover page Exits Report Generator and goes back to the ADAPT Main program window HOW TO CREATE REPORT To create reports go through the following steps 1 First set the report to show your company information when you create Update Company Info the report documents To do so click on The Company Information dialog box opens button HAS E REPORTS Chapter 8 EE CompanyInformation Company Information These information will appear at the bottom of each page Leave Blank to use default ADAPT information This logo will appear at the cover page of the report FIGURE 8 2 1 In the Company Information edit box specify the text that you would like to include in the footer of each page of your report To upload the company s logo click on the Browse button and upload Bitmap or JPEG file of your logo The logo wi
71. culations These conditions are clearly displayed at the top of this data block From the geometry of the problem inputted by the user ADAPT determines which of the conditions is applicable at each support The condition as identified by ADAPT is listed in data column 3 If ADAPT determines that a punching shear check is not applicable for a support such as in the case of a wall support no values will be printed for that joint Data columns 4 and 5 are the applicable FACTORED shear and moment at the joints Calculated stresses due to the factored shears and moments are shown in data columns 6 and 7 The hypothetical punching perimeter to which these stresses refer is indicated by the case number in data column 10 TOTAL stress column 7 is the sum of stresses due to shear and bending sum of columns 5 and 6 The average post tensioning substituted in the relationship is the post tensioning of the current problem The contribution of the tendon slope in increasing the allowable stress is conservatively omitted In the calculation of permissible stresses the corner exterior and interior columns are treated in the same manner 13 3 Punching Shear Reinforcement This section lists required punching shear reinforcement HRS i REPORTS Chapter 8 Reinforcement option Shear Studs Stud diameter 0 38 Number of rails per side 1 Col Dist Dist Dist Dist Dist Dist Dist Dist Dist Dist in in in in in in in in in in
72. d Bars 6 REQUIRED amp PROVIDED BARS 6 1 Top Bars max 2 08 2 25 2 25 1 62 in 1 required provided 0 12 6 2 Bottom Bars max 0 00 0 00 1 88 0 00 Data block 6 plots the rebar required and provided for the top and bottom of the section at each 1 20th point The maximum required areas of steel required for the top and bottom of each span are also shown Data Block 7 Shear Stirrups Punching Shear One Way Shear 7 SHEAR STIRRUPS 7 1 ADAPT selected Bar Size 5 Legs 2 Spacing in 7 2 User selected Bar Size Legs 7 3 Required area in2 A For beams data block 7 reports the stirrup size and spacing based on user input during data entry The spacing shown is the maximum spacing along the different segments of the span The data block also includes a bar graph of the area of shear reinforcement required along each span This block is typically not included on reports for one way slabs since shear reinforcement is seldom required Although this block may indicate that shear reinforcement is required at the supports for a one way slab a review of the Results Report will show that this is for beams only Note the shear diagram is only available for strength and envelope load combinations Data Block 7 Shear Stirrups Punching Shear Two way Shear 7 PUNCHING SHEAR Acceptable RE Reinforce NG Exceeds code NA not applicable or not performed 7 1 Stress Ratio l
73. d be noted that the results printed in the output such as the moments and reactions refer to the total tributary unless indicated otherwise 2 3 Effective Width Data of Uniform Spans This section applies to Conventional geometry input Span Effective Width in 1 57 51 2 81 51 3 68 25 Effective Width Data for Non Uniform Spans This section applies to Segmental geometry input Span Seg Effective Width in 1 1 57 51 1 2 57 51 1 3 57 51 Span This column shows the span number ID If the problem has a cantilever at left its data precedes the first span by a line starting with C Likewise in the case of a cantilever at right the last line will start with C describing the geometry of the right cantilever Seg This column shows the segment number ID Effective width Mirrors the data in the Geometry Effective Flange width input form 2 5 Drop Cap and Drop Panel Data This data block gives the dimensions of drop caps panels for each support Figure 8 3 3 illustrates the definition of data columns 2 through 10 Joint Cap T Cap B Cap DL CapDR Drop TL Drop TR Drop B Drop L Drop R in in in in in in in in in 1 36 00 48 00 0 00 24 00 0 00 30 00 100 00 0 00 50 00 2 36 00 48 00 24 00 24 00 24 00 30 00 100 00 50 00 50 00 3 36 00 48 00 24 00 24 00 24 00 30 00 100 00 50 00 50 00 4 36 00 48 00 24 00 24 00 24 00 30 00 100 00 50 00 50 00
74. d for the entire tributary in column 3 of data block 8 2 The factored support moments are given in data block 10 4 Joint Reaction Max Reaction Min Moment Moment Moment Moment Lower Lower Upper Upper Column Max Column Min Column Max Column Min k k ft k ft k ft k ft 1 60 27 60 27 0 00 0 00 0 00 0 00 2 219 37 219 37 19 21 19 21 0 00 0 00 3 235 32 235 32 7 98 7 98 0 00 0 00 For the design of columns total factored reactions and factored column moments are normally used If design handbooks are used for column design the relating eccentricity of the axial loading commonly required for use in such handbooks is readily obtained by dividing the printed factored column moment by the corresponding total factored reaction Shears reactions and column moments are centerline values 8 3 Secondary Moments Secondary hyperstatic moments are caused by post tensioning forces These are induced in the member by the constraints of the supports to the member s free movement They are calculated from the secondary actions at the supports Span Left Midspan Right k ft k ft k ft 1 0 66 18 88 36 27 2 30 04 28 53 27 02 3 32 23 16 67 0 49 Note Moments are reported at face of support Secondary moments are adjusted to the face of support provided this option is selected during input into ADAPT 8 4 Factored Design Moments Redistributed These section shows moments are listed i
75. d negative moments 34 1 Based on User Entered Values The capacity listed in this section is calculated with the user entered base reinforcement and PT SPAN 1 X L x Demand Demand Moment Moment Demand Capac Demand Capac Moment Pos Moment Neg Capacity Pos Capacity Neg ity Pos ity Neg ft k ft k ft k ft k ft 0 00 0 00 113 95 0 00 296 86 238 52 0 38 0 00 0 02 0 33 113 95 0 00 296 86 238 52 0 38 0 00 0 05 0 96 138 03 0 00 296 86 238 52 0 46 0 00 0 95 1821 0 00 365 42 150 07 421 98 0 00 0 87 0 96 18 42 0 00 388 80 150 07 421 98 0 00 0 92 1 00 19 17 0 00 388 80 150 07 421 98 0 00 0 92 34 2 Based on Designed Values The capacity listed in this section is calculated with the rebar and PT required for the design including user defined base reinforcement 8 3 6 Graphical Report 166 The graphical display includes print plots of critical information such as moments deflections stresses post tensioning and reinforcement 8 3 6 1 PT Force Post Tensioning Diagrams File Mnl5 2 E Post Tensioning Required Post Tensioning Provided 8 g 88 400 ae Pogg Ten 3 100 4 8 o POST TENSIONING REQUIRED AND PROVIDED REPORTS Chapter 8 8 3 6 2 PT Profile Tendon Height Diagram File Mn15 2 10 9 000 o _ Tendon Height in 3 Span3 Right Cantilever POST TENSIONING PROFILE 8 3 6 3 Deflection Service Envel Deflec
76. deflection value indicates deflection upward Values in the parentheses are the deflection ratios computed as the length of each span divided by its maximum deflection Deflection ratios are entered as positive regardless of direction of deflection If a deflection ratio exceeds 100000 a value equal to 99999 is entered within the parentheses Data column 2 SW is deflection due only to selfweight It should be noted that this column of data serves only as background information for the user for at no time during its function is the 153 Chapter 8 REPORTS slab expected to be subjected to selfweight alone Under normal conditions either post tensioning or shoring will be present SW PT in column 3 is the immediate elastic deflection of the slab due to the selfweight and the post tensioning SW PT SDL in column 4 is the immediate elastic deflection of the slab due to the selfweight user defined dead loading and the post tensioning SW PT SDL CREEP in column 5 is the sum of the immediate deflection column 3 and the deflection due to creep The deflection due to creep is not applied to the live loading This column is 1 K times the deflection due to SW PT SDL column 4 Deflection due to live loading LL is listed in column 6 Finally the long term deflection due to dead load post tensioning and the immediate live load deflection are totaled in the last column column 7 8 3 4 15Section15 Friction Elongation a
77. e value may be used The unit width has no affect on the analysis as long as the total tributary width is modeled correctly The tributary is modeled by specifying a unit strip width along with left and right multipliers The left and right multipliers lt M and M gt indicate the number of times the unit strip needs to be multiplied to cover the left and right tributaries The multipliers need not be whole numbers 48 Zei STRUCTURAL MODELING Chapter 5 j SPAN LEFT CENTER RIGHT 77 COLUMN WALL 1 p 3 S FIN gt gt Bur ste UNT 5 E T LENGTH E gt FR x NB NE 3 PP WIDTH OF UNIT STRIP 1 Y ji PARTIAL PLAN TRIBUTARY AND UNIT STRIP MODELING FIGURE 5 2 1A Tributary Modeling In tributary modeling the total tributary width is entered as the b dimension The width multipliers lt M and M gt are used to indicate how much of the tributary falls on either side of the frame line The sum of the left and right multipliers should be one Example Model the following tributary using A unit strip method B tributary method Total tributary 300 in Left tributary 180 in Right tributary 120 in A Unit strip method b 12in lt M 15 M gt 10 Total width Left tributary Right tributary 12 15 12 10 180 120 300 in B Tributary method b 300 in lt M 0 60 M gt 0 40 Total width Left tributary
78. e Show Graphs button on the main toolbar displays all graphs PT Summary Allows you to see result graphs for moments forces reinforcement and stresses for each load combination and envelope Also 7 it displays the report summary sheet and DXF export option 9 Options Menu The Options menu operations are System of Units Allows the user to select the default units American SI MKS Design Code Allows the user to select the default code Remember Printer Selection If this option is checked the program uses the latest printer settings for all future runs regardless of the default printer selected in the Windows settings Report Setup Opens a Report Generator window where the report contents may be set Graph Properties Configures the graphs generated by the program Options include whether to include X and Y gridlines min max data points and a legend Spreadsheet Options Configures the action of the ENTER key in the data entry spreadsheets The key may be set to move the cursor right down or stay in the same field Window Menu The Window menu operations are This menu lists which of the graph windows are open The graphs may be stacked vertically for scrolling or the windows may be cascaded AA WORKSPACE Chapter 3 3 3 3 1 6 Help Menu The Help menu operations are Documentation Opens folder with product manual About ADAPT Company address phone fax and e mail information About ADAPT PT P
79. e of tendon extension that terminates at the interior of a member You have the option to select the option to set tendon ends using CG of effective section If left unchecked the tendon ends will be set using the CG of the gross section Specify Minimum Covers This screen is used to specify minimum covers for both the post tensioning tendons and mild steel reinforcement Fig 5 5 8 ei STRUCTURAL MODELING Chapter 5 LA Criteria Cover CGS Posttensioning Minimum CGS of tendon from the top fiber Ton Minimum CGS of tendon from the bottom fiber Interior Spans 0h Exterior Spans 1 75 in Non prestressed Reinforcement Clear Bar Cover Top 7 0 in Clear Bar Cover Bottom 10 in lt lt Back OK Cancel FIGURE 5 5 8 CRITERIA COVER CGS INPUT SCREEN Note that the cover for the pre stressing steel is specified to the center of gravity of the strand cgs whereas for mild steel it is clear cover For Ya in strand the clear cover on the tendon will be 4 in less than the distance to the cgs 5 5 8 Specify Minimum Bar Length This screen is used to define how mild steel reinforcement bar lengths are calculated Fig 5 5 9 A Criteria Minimum Bar Extension E Minimum bar lengths Cut off length of minimum reinforcement over support length clear span 0 17 Cut off length of minimum reinforcement in span length clear span 0 33 Development length of reinforcement required for strength
80. e of the ADAPT PT run dxf To change the name of the file click the Change File button to define the new name of the drawing you are creating then click Create DXF button to create the drawing file and launch AutoCAD Al Export Tendon Profiles to DXF Drawing Drawing Title Drawing Font Tendon Profiles Selection Tendon Visualization Details Standard IV Tendon amp V Tendon Solid Profile C Arial IV Tendon B J Tendon Anchor Points Times New Roman IV Tendon E V Tendon Control Points Font Scaling Tendon Height Reference Level Tendon Height Details Large Font Scale Datum Line J Tendon Heights Table Small Font Scale Structure Soffit V Heights at Extreme Points 7 Heights at 20th Points Drawing Scaling Tendon Height Location Level Vertical Scale Tendon CGS Heights Heights at Interval Points A ft Horizontal Scale Tendon Support Heights f M Preset Support Heights Tendon Profile Settings Tendon Drawing Arrangement acci n Overlaid Tendon Profiles Center Offset Ini C Stacked Tendon Profiles Height Roundup in Change File Create DXF FIGURE 7 4 1 109 Chapter 8 REPORTS 111 ADAPT REPORTS Chapter 8 8 1 OVERVIEW This section describes in detail the reports generated by the ADAPT PT program for one way slabs two way slabs and beams It is primarily intended for those who are using the report in their designs or those who review structural designs based on the
81. e same assumption is used for change of geometry over the supports of finite width as shown in Fig 8 3 4 b REPORTS Chapter 8 a IDEALIZED SUPPORT b FINTE SUPPORT CHANGE IN CROSS SECTION AT SUPPORT FIGURE 8 3 4 If the analysis is done with finite support widths and the user has included the option to increase moment of inertia over the support then ADAPT adds an additional segment over each support 8 3 4 5 Section 5 Moments Shears and Reactions Values given as moments shears and reactions all refer to the total tributary and not the unit strip Moments in this data block are moments at the center of supports system line moments 5 1 Span Moments and Shears Excluding Live Load Span Load Case Moment Left Moment Moment Right Shear Left Shear Right Midspan k ft k ft k ft k k 1 SDL 0 00 83 70 246 03 30 30 55 97 2 SDL 247 29 147 79 287 62 59 65 62 62 3 SDL 287 33 133 69 27 56 62 61 39 77 CANT SDL 27 56 15 75 Moment Left and Moment Right relate to centerline moments in the slab at the left and right of each span respectively Moment Midspan refers to the moment at midspan The moment at midspan is not necessarily the largest value For the location and value of the maximum moment refer to Section 23 that gives detailed report at 1 20th points Shear Left and Shear Right are the centerline shear forces
82. e structural system is TWO WAY 13 1 Critical Section Geometry Column Layer Cond a d b1 b2 in in in in 1 2 1 4 69 9 38 52 37 45 37 2 1 1 8 19 16 38 28 84 28 84 3 1 1 7 19 14 38 28 38 30 37 4 1 1 4 44 8 88 38 87 56 87 Layer The layer of the reinforcement for each column Cond 1 Interior 2 End 3 Corner 4 Edge a The distance between the layer and face of column or drop cap d Effective depth 151 Chapter 8 REPORTS PE E b1 length of section parallel to span line b2 length of section normal to span line 13 2 Critical Section Stresses The outcome of the punching shear analysis is summarized in data column entitled Stress ratio This is the punching stress calculated divided by the allowable stress If the stress ratio for any support exceeds limits imposed by the code the cross section has to be enlarged or punching shear reinforcement provided Label Layer Cond Factored Factored Stress due Stress due Total stress Allowable Stress ratio shear moment to shear to moment stress k k ft ksi ksi ksi ksi 1 2 1 211 90 163 79 0 12 0 026 0 142 0 186 0 764 2 1 1 341 03 56 61 0 18 0 014 0 194 0 190 1 025 3 1 1 395 71 417 12 0 23 0 005 0 239 0 190 1 259 4 1 1 196 22 263 75 0 12 0 046 0 162 0 183 0 884 152 Four location conditions such as corner column edge columns etc are differentiated in the punching shear cal
83. ect Clear and then click on Apply in the Designer s Notes tab of Report Setup The Summary Report can be viewed in final form on the screen It can then be printed or saved as either a WME or BMP or copied and pasted to a word processor If it is saved as a file it can be inserted into contract documents calculation packages or structural drawings 108 33 E PROGRAM EXECUTION Chapter 7 EXPORT TO DXF FILE The DXF export feature will allow users to graphically extract relevant tendon profile information from their ADAPT PT runs The exported tendon profile information will be either centered around CGS or Support Height information used to place tendons The DXF feature includes options to customize the name and scale of the drawing file Up to three distinct tendon profiles can be shown with respect to the datum line or the soffit of the structure if they differ They can be arranged as overlaid or stacked profile Further details of exporting to DXF include the customization of visualization of the tendon profile anchor points and control points as well displaying information at 20 interval points or user specified intervals The Figure 7 4 1 shows the export to DXF screen as it opens once you select Export to DXF file from the File menu or click on Export to DXF file button a DXF in the main toolbar The Drawing Title will be displayed on the top of the drawing file The default name of the file will be the nam
84. endon Profile B 5 Stress check Code check Envelope B 6 Rebar Report B 7 Punching Shear 117 Chapter 8 REPORTS Ih I B 8 Deflection B 9 Quantities Tabular Reports Compact 1 User Specified General Analysis and Design Parameters 2 Input Geometry 2 1 Principal Span Data of Uniform Spans 2 2 Detailed Data for Nonuniform Spans 2 3 Effective Width Data of Uniform Spans 2 4 Effective Width Data for Non Uniform Spans 2 5 Drop Cap and Drop Panel Data 2 6 Transverse Beam Data 2 7 Support Width and Column Data 3 Input Applied Loading 3 1 Loading As Appears in User s Input Screen 3 2 Compiled Loads 4 Calculated Section Properties 4 1 Section Properties of Uniform Spans and Cantilevers 4 2 Section Properties for Non Uniform Spans 5 Moments Shears and Reactions 5 1 Span Moments and Shears Excluding Live Load 5 2 Reactions and Column Moments Excluding Live Load 5 3 Span Moments and Shears Live Load 5 4 Reactions and Column Moments Live Load 6 Moments Reduced to Face of Support 6 1 Reduced Moments at Face of Support Excluding Live Load 6 2 Reduced Moments at Face of Support Live Load 7 Selected Post Tensioning Forces and Tendon Profiles 7 1 Tendon Profile 7 2 Selected Post Tensioning Forces and Tendon Drape 7 3 Tendon Extents and Stressing Conditions 7 4 Required Minimum Post Tensioning Forces 7 5 Service Stresses 7 6 Post Tensioning Balance Moments Shears and Reactions 8 Fact
85. entry or modeling are readily detected when user s input is displayed on the computer screen Hard copies of the graphical display of the structural model can be readily obtained ADAPT PT uses the detailed scheme throughout its operation This scheme is based on 1 20th point values along each span However to retain the simplicity of presentation of the report in addition to the optional 1 20th point reports a summary of the solution is compiled for the left center and right of each span In addition to graphical reports the outcome of the analysis and design is composed into a clear text file that can be viewed edited and printed by you The content and extent of the report can be controlled by you through a user friendly menu It is also possible to generate a one page graphical summary report that extracts and incorporates all important design information in an easy to interpret format The report may also be exported as a DXF file for incorporation into construction documents The DXF feature includes options to customize the name and scale of the drawing file Up to three distinct tendon profiles can be shown with respect to the datum line or the soffit of the structure if they differ Tendon heights can be exported in the format of the tendon CGS heights or tendon support heights Further details of exporting to DXF include the customization of visualization of the tendon profile anchor points and control points as well displayin
86. er 1 OVERVIEW E OVERVIEW Chapter 1 ADAPT PT is the state of the art industry standard computer program for the analysis and design of one way or two way post tensioned floor systems and beams It is based on a single story frame analysis with upper and lower columns For two way floor systems the equivalent frame modeling of ACI can be used as an option ADAPT PT is a Windows based program ADAPT PT treats multi span continuous slab plate and beam frames with or without cantilevers e In addition to drop caps ADAPT PT allows drop panels of different sizes to be specified for different supports Having a general frame analysis module for variable sections ADAPT PT can accuratel y model a wide range of drop cap panel geometries Also special modeling features implemented in the program facilitate the modeling of local thickening in the slab along the line of columns generally referred to as slab bands e The slab beam frame may be supported by walls beams or columns with different connection details such as clamped rotational free and more e ADAPT PT fully incorporates the equivalent frame option as described in ACI 318 with no simplifications In addition to the capability to handle the conventional configurations of column capitals and drop panels the program allows the user to define a wide range of cross sectional shapes The software allows for the cross section of the member to change along the length of a span with abru
87. es along the span is called non prismatic non uniform geometry You will have to model span geometry as non uniform if at least one span is not uniform 5 2 1 1 Prismatic Uniform Spans The Span Geometry screen is used to enter the cross sectional geometry of the slab or beam at midspan Fig 5 2 1 To input data for uniform spans do the following 1 Open Span Geometry 2 To set the number of spans use CTRL or click on the up down arrow at the left of the screen If there are cantilevers on the right and or left ends of the frame add them by clicking on the appropriate check box This will activate the input fields for the corresponding cantilever 3 Select section type by clicking on the button in the Sec column Section type can be set to Rectangular T section I or L section and Extended T section 4 Enter the dimensions of the span sections All dimensions are defined in the legend at the top of the screen and or illustrated in the appropriate section figure o Span lengths are measured from support centerline to support centerline 47 Chapter 5 STRUCTURAL MODELING a Span Geometry e laj Number of Spans Units b b be be St Hr p ne WS CTRL 4 R I Ph bal m h f En E ho h All others in Am o o b A lb bol le Legend L Cant Left Cantilever NP Non Prismatic Sec Section 0 0 Reference plane 2 Ah Distance from lt M Left Multiplier
88. ferent spans Solutions of the second set are combined to yield the maximum possible negative and positive moments at each location Results of moment combinations from i and 11 are then merged to arrive at the governing moments for design 8 3 4 4 Section 4 Calculated Section Properties The data block on section properties gives the cross sectional area moment of inertia and the location of the neutral axis of the entire tributary perpendicular to the direction of the span 4 1 Section Properties of Uniform Spans and Cantilevers The table below shows the data for rectangular cross sections Span Area l Yb Yt in2 in4 in in 1 4448 00 0 44E 06 22 44 13 56 2 4448 00 0 44E 06 22 44 13 56 3 4448 00 0 44E 06 22 44 13 56 In the case of flanged T beams there are two cross sectional properties computed One is for the section reduced by effective width and the other is for the entire tributary The reduced values are used for flexure of the member and the total values for inplane axial loads The Section 4 1 is then as shown below 137 Chapter 8 REPORTS HR E Span Area Yb Yt b_eff i Yb Yt in2 in in In in4 in in 1 4448 00 22 44 13 56 57 51 0 6052E 07 17 71 18 29 2 4448 00 22 44 13 56 57 51 0 2421E 06 17 71 18 29 3 4160 00 17 79 12 21 100 00 0 2250E 06 15 00 15 00 4 2 Section Properties for Non U
89. fficient of Wobble Friction K 0 00140 rad ft Ec at Stressin 1523 00 ksi Ratio of Jacking Stress 0 80 Average Relative Humidity 80 00 percent Anchor Set 0 25 in Volume to Surface Ratio of Members 0 00 in Tendon_A Stressing Method Both sides Es of Strand 29000 00 ksi 15 2 Long term Losses Tendon _ Elastic Shortening Shrinkage Creep Relaxation Total ksi ksi ksi ksi ksi TENDON_A 1 19 4 04 1 61 3 54 10 48 15 3 Calculated Stresses After Friction and Long term Losses Tendon Span Stress Left Stress Center Stress Right Stress Left Stress Center Stress Right FL Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 177 67 182 56 189 66 167 19 172 08 179 18 TENDON_A 2 190 64 196 29 190 93 180 16 185 81 180 45 TENDON_A 3 189 97 183 44 176 94 179 49 172 96 166 46 TENDON _A CR 176 47 173 32 170 50 165 99 162 84 160 02 158 REPORTS Chapter 8 15 4 Summary Tendon Avg LTL Avg FinallAvg Final Elongation Elongation Elongation Left Right Initial Stress Force Left Right Total Anchor Anchor Stress Set Set ksi ksi ksi k in in in ft TENDON_A 183 20 10 48 172 72 26 94 5 59 0 00 5 59 32 03 32 5 15 5 Critical Stress Ratios Tendon Stressing Stressing Anchorage Anchorage Max Left Right Left Right TENDON_A 0 80 0 80 0 66 0 64 0 73 Type B 15 FRICTION ELONGATION AND LONG TERM LOSSES 15 1 I
90. for detailed viewing or change the display options right click on the desired graph and use the editing menu that opens up Selecting the Exit button closes the PT Recycling window and starts calculations of internal forces deflection and reinforcement based on the most recent tendon force and profile selection At the conclusion of the calculations the user is returned to the Main Program window The Results Report the PT Summary Report and the Results Graphs may then be viewed and or printed Note If force or profile adjustments are made and you did not click on Recycle button before exiting the program will automatically do a Recycle 6 4 PT SELECTION METHOD If you select Force Tendon Selection option in the Criteria Calculation Options screen you may choose between the Force selection and Tendon selection modes in the PT Recycling window Fig 6 4 1 PT selection method Force selection Tendon selection FIGURE 6 4 1 6 4 1 Force Selection Method 88 It assumes that a tendon will be assigned a final and constant effective force equal to the jacking force minus all stress losses expressed as a single representative value PROGRAM EXECUTION Chapter 6 6 4 2 Tendon Selection Method The Tendon Selection method is a newer more accurate procedure than force selection method In the Tendon Selection method the post tensioning force is assumed to vary along the length of the tendon The variation accou
91. for supports o To manually enter support width uncheck box in front SW Actual width of support and input data 3 Choose support boundary conditions by clicking on the arrow in the appropriate cell of the table The following figure shows the available boundary conditions and symbols used in 3D view lod Condition 1 Condition 2 Condition 3 fixed pinned roller a b c FIGURE 5 2 11 BOUNDARY CONDITIONS Note If No Columns option was specified on the Supports Geometry screen the boundary condition entries will be ignored The support widths will be used to calculate reduced moments however 59 Chapter 5 STRUCTURAL MODELING 5 3 LOADS ADAPT PT allows you to specify a variety of load types including dead live earthquake or wind loads lateral loads 5 3 1 Specify Dead Live and Other loads Figure 5 3 1 shows the screen used to enter loading information A Loads DER Units Legend a ft w k M kft SW Selfweight SDL Superimposed Dead Load Skip Live Load Yes C No b ft P1 kift F k LL Live Load CL Cantilever Left Skip F c ft P2 k ft X Other user defined load case CR Cantilever Right ater Include Selfweight Hat Yes C No a Ea ELITE Pos Unit wen an es ie ma Fa res err mr 60 Spai 0120 b c p o y I 0 050 X pe at y SDL 0 20 00 30 00 3 y SDL 6 50 5 000 CR y SDL 6 50 3 000 CR y SDL E 6 50 3 000 CR y SDL LE 6 50 2 000 lt lt Bac
92. ft 10 00 10 000 20 000 25 00 25 000 positive direction shown Legend M1 Left of span M2 Right of span FIGURE 5 3 3 LATERAL INPUT DATA SCREEN 4 Click OK The lateral moments will show on the screen 5 4 MATERIAL 5 4 1 Specify Concrete Material This screen is used to enter concrete properties Fig 5 4 1 62 STRUCTURAL MODELING Chapter 5 LA Material Concrete Cylinder C Cube Concrete strength at 28 days Column 4000 psi Strength at 28 days Fc Slab Beam Weight f Normal Semi Lightweight C Lightweight Modulus of Elasticity at 28 Days 3605 ksi Strength at 28 days Fc 4000 psi Modulus of Elasticity at 28 Days 3605 ksi 2 Ultimate Creep Coefficient Concrete strength at stressing initial condition f ci 3000 psi Cancel OK Next gt gt FIGURE 5 4 1 CONCRETE MATERIAL INPUT SCREEN Depending on the code the concrete weight classification is used in shear and or flexure calculations Default values of the modulus of elasticity are calculated based on the concrete strength and the appropriate code formula The ultimate creep coefficient is used in the calculation of long term deflections 5 4 2 Specify Reinforcement Material This screen is used to specify bar sizes and properties for longitudinal and shear reinforcement Fig 5 4 2 A Material Nonprestressed Reinforcement Shear reinforcement Longitudinal reinforcement
93. ft support of the respective span P is for a partial uniform load that acts on the entire width tributary of a span over the length entered by the user M is for an applied moment that acts on the entire tributary at a distance from the left support entered by the user Li is for a Line load that acts along the frame line of the slab Line loads are entered in the same manner as partial loads R is for triangle load that acts along the frame line of the slab V is for variable load that acts along the frame line of the slab HAS E REPORTS Chapter 8 e T is for trapezoidal load that acts along the frame line of the slab The user can also select the selfweight option Using the geometry and unit weight entered by the user ADAPT calculates the selfweight of the entire beam slab and automatically amends the loading file The value of the selfweight loading will appear in the output data Live load is not skipped unless stipulated by the user in which case the following sentence appears at the end of the loading table LIVE LOADING is SKIPPED with a skip factor of x xx The skip factor specified by the user will appear in lieu of x xx shown above When the skip load option is activated ADAPT obtains two sets of solutions 1 In the first set live loading is assumed to act without the skip factor on all spans 11 In the second set live load multiplied by the specified skip factor is selectively placed on dif
94. g information at 20 interval points or user specified intervals The graphical display option of ADAPT PT provides a vivid exposition of the distribution of calculated values along the entire structure or for its selected members The displays include moments shears stresses post tensioning required post tensioning provided tendon profile deflections and reinforcement required provided Each graph may be printed or exported as a bmp or a metafile ADAPT PT input data is stored in a single file with the ADB extension However the program is also backward compatible with input generated by earlier Windows versions of the program ADAPT PT is integrated into the ADAPT Builder software suite Structural models generated using the Modeler module of the Builder OVERVIEW Chapter 1 suite can automatically be transferred to ADAPT PT for analysis and design This capability provides a seamless link between the Finite Element Method of ADAPT Builder and ADAPT PT 13 Chapter 2 SIGN CONVENTION zei SIGN CONVENTION Chapter 2 The following is the sign convention used in ADAPT PT Applied loads Downward loads and counterclockwise moments are considered positive Fig 2 1 a Span Actions Counterclockwise shear is considered positive Bending moment is considered positive if it causes tension at the bottom Fig 2 1 b Column actions Counterclockwise column moments are considered positive Fig 2 1 d Positive d
95. gram can calculate and report an average long term loss value for the entire tendon based on the average precompression in the member and expected losses due to shrinkage creep elastic shortening and relaxation of the prestressing steel The effective stresses in the tendon are calculated by subtracting the average long term loss value from the initial stresses To obtain these results the user has to execute ADAPT in Force Selection mode The section table will show as follows Tendon Elastic shortening Shrinkage Creep Relaxation Total MPa MPa MPa MPa MPa TENDON_A 28 52 17 28 34 96 42 49 123 20 Long Term Loss computation for grouted tendons Long term stress losses in grouted tendons are a function of the local strain in the concrete In order to calculate long term stress loss for a grouted system a detailed strain computations must be done along the path of tendon Detail listing of stresses of long term losses is available if ADAPT is executed in Tendon Selection mode In this case the values at left center and right of each span are listed as shown in the following table Tendon Span Left Center Right ksi ksi ksi TENDON A CL 7 29 7 57 8 16 TENDON_A 1 8 26 8 87 9 46 TENDON_A 2 9 58 9 05 9 03 ADAPT calculates the losses at 1 20 points along each span and lists them in a file for interested users friction_detail dat This is a text file and can be viewed with any
96. h and different stressing fixed ends A given tendon type may include one or more strands Figure 6 4 2 a shows a five span beam with three different tendon arrangements Tendon A extends the entire length of the beam and is stressed at both ends It is shown in Fig 6 4 2 b as a straight line with two arrowheads representing the stressing ends The other two tendon types B and C start at either end of the beam and extend only part way through the member The short vertical lines signify a fixed non stressing end 89 Chapter 7 PROGRAM EXECUTION ss 9 Figure 6 4 2 c illustrates the shapes that the different tendon types can assume Tendon type A must extend from one end of the member to the other It can be stressed at one or both ends Tendons types B and C can be configured the same as A the same as one another or completely different They can be stressed at one or both ends Under normal conditions the three tendon types will be configured differently A post tensioned member may not need all the three tendon types however Many members have only a Type A tendon Type B and C tendons are typically configured to provide additional post tensioning in end spans if necessary B A C re a EXAMPLE MEMBER WITH THREE TENDONS TENDON A TENDONB lt A TENDON C e b SYMBOLIC REPRESENTATION OF TENDONS OF ABOVE EXAMPLE PERMISSIBLE c TENDON EXAMPLES TENDON TYPES AND EXAMPLES
97. he selection of post tensioning design parameters and the design options 128 fic REPORTS Chapter 8 Parameter Value Parameter Value Concrete Fy Shear reinforcement 60 00 ksi F c for BEAMS SLABS 4000 00 psi Minimum Cover at TOP 1 00 in F ci for BEAMS SLABS 3000 00 psi Minimum Cover at BOTTOM 1 00 in For COLUMNS WALLS 4000 00 psi Post tensioning Ec for BEAMS SLABS 3605 00 ksi SYSTEM UNBONDED For COLUMNS WALLS 3605 00 ksi Fpu 270 00 ksi CREEP factor 2 00 Fse 175 00 ksi CONCRETE WEIGHT NORMAL Strand area 0 153 in 2 UNIT WEIGHT 150 00 pcf Min CGS from TOP 1 00 in Tension stress limits f c 1 2 Min CGS from BOT for interior 1 00 in spans At Top 6 000 Min CGS from BOT for exterior 1 75 in spans At Bottom 6 000 Min average precompression 125 00 psi Compression stress limits f c Max spacing slab depth 8 00 At all locations 0 450 Analysis and design options Tension stress limits initial Structural system BEAM f c 1 2 At Top 3 000 Moment of Inertia over support is INCREASED At Bottom 3 000 Moments reduced to face of YES support Compression stress limits initial Moment Redistribution NO Some of these parameters such as the ultimate strength of strand and mild reinforcement enter the design with the values as shown in this data block Others such as tendon cover are the initial values set by the user at the start of analysis During the execution of the prog
98. hown in plan Bars shown in elevation FIGURE 5 5 3 BASE REINFORCEMENT VIEW 5 5 3 Specify Allowable Stresses This screen is used to enter initial and final allowable stresses Fig 5 5 4 A Criteria Allowable Stresses Tension stresses Initial Stress Fci Sustained Stress fic Total Stress fic Top Fiber 3 E 6 Bottom Fiber 3 6 6 Compression stresses Initial Stress Fci Sustained Stress Fc Total Stress fic 0 6 0 45 0 6 OK Cancel Next gt gt FIGURE 5 5 4 CRITERIA ALLOWABLE STRESSES INPUT SCREEN Tension stresses are input as a multiple of the square root of f compression stresses are entered as a multiple of f The values entered for final allowable stresses will be shown on the Stresses Compression and Tension tab of the Recycle window 67 Chapter 5 STRUCTURAL MODELING 68 5 5 4 Specify Recommended Post Tensioning Values This screen allows the user to specify minimum and maximum values for average pre compression P A total prestressing divided by gross cross sectional area and percentage of dead load to balance Wha Fig 5 5 5 A Criteria Recommended Post Tensioning Values Average Precompression Minimum 125 psi Maximum 300 psi Percentage of Dead Load to Balance Minimum 25 Maximum 200 Maximum Spacing Between Tendons 8 multiple of slab depth lt lt Back OK Cancel Next gt gt i FIGURE 5
99. hree Span Two Way Slab with Drop Caps and Drop Panels Specific Title ADAPT Manual Example Structural System Geometry input Conventional C Segmental lt F F lt WE fos A Au t A k Drop Panel Drop Cap Transverse Beam ac I a al 7 K p ol E Include Drops amp A Sac Q T r Transverse Beams Yes C No a amp dl Two Way Slab One Way Slab Beam Cancel OK FIGURE 5 1 1 GENERAL SETTINGS INPUT SCREEN 41 Chapter 5 STRUCTURAL MODELING Is APT 42 Input information as follows 1 Type in General and Specific title Note that the General title and Specific title of the project will appear at the cover page of a report and in the header of each page of a report 2 Select Geometry input option o If you model spans with uniform geometry where the tributary width section type and or section depth do not change within a span select Conventional input This will also give you an option to include drop caps drop panels and or transverse beams o If you model spans with non uniform geometry within a span select Segmental input 3 Select a type of a Structural System o If you select Two Way slab you will have an option to include drop caps drop panels and or transverse beams o If you select One Way Slab you will have an option to include transverse beams only o If you select Beam you will have an option to include an effective flange width in the calculations 4 Click Next This w
100. ibuted over the upper most surface of the member with a constant intensity per unit area The user only needs to enter the loads intensity and ADAPT calculates the frame loadings These frame loadings are reported in report table 3 2 Compiled loading 4 Enter load intensity and position The schematics for each load type indicate the required input data Note that on cantilevers distances are always measured from the support Fig 5 3 2 The distances for a left cantilever are thus entered contrary to those of the typical spans 2 al LEFT CANTILEVER a RIGHT CANTILEVER DISTANCES FOR LOADS ON CANTILEVERS ARE MEASURED FROM FIRST INTERIOR SUPPORT FIGURE 5 3 2 Any number of different loads and load types may be entered for a span You may also specify whether to skip the live loading and whether to 61 Chapter 5 STRUCTURAL MODELING ADAPT calculate selfweight automatically If these features are selected the skip factor and concrete unit weight must be entered 5 3 2 Specify Lateral Loads ADAP PT allows you to specify lateral loads wind or earthquake loads as unbalanced concentrated moments acting at the face of supports To define these loads 1 Go to Criteria gt Load Combination 2 Check Include Lateral Loads and click Set Values 3 Go to Lateral moments tab and input values Fig 5 3 3 A Lateral Input Data Lateral load combination Y Lateral moments Lateral Moments Moments Units k
101. idspan If the P A is above or below the specified limits in a support region the Pmin and Pmax indicators will show OK however the PT Force indicator will show NG In two way slabs with drops or transverse beams for example the cross sectional area at the supports will be much larger than the cross section at midspan Providing the minimum P A at the supports may result in a much higher PT force than necessary Typically the post tensioning is adjusted so that the P A at the supports is lower than the specified minimums The Force indicator will thus show NG even if the P A at midspan is within the specified limits The PT Forces tab Fig 6 1 2 shows the post tensioning force required in each of the three regions of each span Balanced DL Min OK Balanced DL Max NG The total upward force of the tendon Wbal in each span is computed from the post tensioning force in span and the tendon geometry in the span This upward force is compared with the total dead loading on the respective span An OK for both Wbal Min and Wbal Max means that the ratio of balanced loading to the total dead loading fell within the limits specified by the user in all spans The percentage of dead load balanced in each span is shown on the Tendon Force amp Heights tab 6 1 1 The force required to balance the specified minimum percentage of dead loading is shown on the Required Forces tab Fig 6 1 3 Stresses service or initial Tens OK Comp NG This bl
102. ieved Age of Concrete at Stressing Poo days Concrete s Modulus of Elasticity at Stressing 01523 ki Relative Ambient Humidity RH a Volume to Surface Ratio VS sn Are all tendons stressed at one time Yes No lt lt Back OK Cancel FIGURE 5 5 6 CRITERIA CALCULATION OPTIONS INPUT SCREEN 5 5 6 The two options are Force Selection and Force Tendon Selection Force Selection is the default option In order to use Tendon Selection the Force Tendon Selection option must be specified If Force Tendon Selection is specified the screen will prompt for the information required to calculate the prestress losses The values given as defaults are fairly typical in the industry and should be used unless more accurate information is available Long term losses may either be entered as a lump sum value or the information required to calculate them may be entered Specify Tendon Profile This screen allows the user to specify the tendon profiles Fig 5 5 7 69 Chapter 5 STRUCTURAL MODELING A Criteria Tendon Profile DERK Legend x X3 x X3 x X3 x X2 A L L L i L Tendon A profile Typical 1 Reversed Parabola 2 Partial Parabola 3 Harped Parabola 4 Straight 5 Extended Reversed Parabola m Option for tendons Tendon B profile Tendon C profile XI OIL XL Default extension of terminated tendon as fraction of span x 0 100 0 500 0 100 0 000 Left
103. ill not be available if in the Design Settings window you select to disregard contribution of prestressing in strength check 73 Chapter 6 PROGRAM EXECUTION 75 PROGRAM EXECUTION Chapter 6 OVERVIEW The program can be executed either by selecting the Execute Analysis item on the Action menu or clicking the Execute Analysis button HE on the Main Toolbar The program begins by reading the data files and performing a number of preliminary data checks If an error is detected the program will stop and display a message box indicating the most likely source of the error The data consistency checks are not exhaustive however which means that the user is ultimately responsible for ensuring that the data is entered correctly The program can be executed in Automatic or Interactive mode In the automatic mode the program attempts to select a post tensioning force and profile within the design bounds specified by the user If a solution is possible the program will complete the calculations and return to the Main Program window The results can then be viewed and or printed If a satisfactory solution is not possible the program will display a message box which describes the problem and will switch to the interactive mode The user can then decide whether it is possible to change the original design criteria and continue with the design The automatic mode begins by assuming the maximum drape for each span and determining the mi
104. ill save input data and open next input screen Criteria Design Code where you can select design code 5 1 2 Specify Analysis and Design Options You can select various analysis and design options through the Design Settings dialog box Fig 5 1 2 To specify analysis and design options 1 Click on Project gt Design Settings The Design Settings input screen opens STRUCTURAL MODELING Chapter 5 a Design Settings Analysis options Design options a Use all provisions of the code Execution mode Automatic Interactive oo Reduce moments to Face of Suppott Yes C No Disregard the following provisions Redistribute moments post elastic C Yes No Use Equivalent Frame Method Yes C No Minimum rebar for serviceability Design capacity exceeding cracking moment Contribution of prestressing in strength check Generate moment capacity based on Design values User entered values Contribution to unbalanced moment Top Isolated Bars 100 Bottom Isolated Bars ho 2 PostTensioning fin lt lt Back Dl Cancel FIGURE 5 1 2 DESIGN SETTING INPUT SCREEN 2 Select Analysis options o Automatic In the automatic mode the program attempts to select a post tensioning force and profile based on the parameters specified by the user If a solution is possible the program will complete all calculations and return to the Main Program window The results can then be viewed and or printed If a satisfactor
105. in 216 0 12 0 12 0 216 0 DLC LC Length B DIA DUC UC CBC UC UC in ft in 8 0 18 0 18 0 8 0 ft 10 0 10 0 10 0 10 0 100 100 100 100 Support Width Is the support width at each joint These values are used in the reduction of moments to the face of support This value may be different from the column dimensions Length LC Is the height of the lower column measured from the center of the slab to the top of the bottom slab Length UC Is the height of the upper column measured from the center of the slab to the bottom of the top slab B DIA Is the dimension of the column cross section normal to the direction of the frame A circular column is entered using B DIA only D Is the column dimension parallel to the frame CBC is the Column Boundary Condition parameter B and D can also describe the horizontal dimensions of the structural element supporting the slab such as the thickness and length of a continuous wall Whether or not a given wall column support dimensioned through B and D is taking moments is determined by the manner in which the wall column is connected to the slab The nature of the connection of the support to the slab at the slab support junction is indicated by the CBC parameter as defined by the user and reflected in columns 6 and 10 of this data block Note that the CBC parameter also describes the condition of fixity of the column at
106. ing 0 9 Oneway 0 75 Two way 0 75 fl 0 1 0 1 15 max value shear shear 1 SW LL SDL X PT Later ombination factors Legend SW Selfweight SDL Superimposed DL Set Values LL Live Load X Other Loading lt lt Back OK Cancel E ls FIGURE 5 5 10 CRITERIA LOAD COMBINATION INPUT SCREEN To define load combinations that include lateral loads check Include lateral load option and click Set Values The Lateral Input Data window opens Fig 5 5 11 A Lateral Input Data amp Lateral load combination Lateral moments Load Combination Factors 1 U 120 swe 1 00 11 1 20 50 1 00 x 1 00 sec 1 00 Lat 2 u 090 sw 000 090 spr 000x 1 00 sec 1 00 Lat Options Legend Do lateral moments change sign No Yes SW Selfweight LL Live Load PT to resist Factored Moments 100 SDL Superimposed DL X Other loading Lat Lateral Seismic wind Sec Secondary OK Cancel FIGURE 5 5 11 LATERAL INPUT DATA INPUT SCREEN If you answer Yes to the Do lateral loads change sign question the program will internally consider a new load combination with the modified sign of lateral load and report results for it PT to resist Factored Moment option is used to specify the percentage of contribution of post tensioning to unbalanced moment due to lateral loads Note that 72 STRUCTURAL MODELING Chapter 5 this option w
107. inted in Sections 6 1 and 6 2 6 1 Reduced Moments at Face of Support Excluding Live Load Span Load Moment Left Moment Moment Right Case Midspan k ft k ft k ft 1 SDL 9 85 83 67 205 33 2 SDL 203 83 147 75 241 92 6 2 Reduced Moments at Face of Support Live Load Span Moment Left Moment Left Moment Moment Moment Right Moment Right Max Min Midspan Max Midspan Min Max Min k ft k ft k ft k ft k ft k ft 1 4 96 4 96 46 97 46 97 85 50 85 50 2 87 25 87 25 54 55 54 55 100 25 100 25 This data block only appears if user selected to reduce moments to the face of support 8 3 4 7 Section 7 Selected Post tensioning Forces and Tendon Profiles 7 1 Tendon Profile Tendon profile types available in the library of the ADAPT version used are listed in this data block 141 Chapter 8 REPORTS Tendon A Span Type X1 L X2 L X3 L A L 1 1 0 050 0 500 0 080 2 2 0 070 0 500 0 070 3 2 0 070 0 500 0 070 CR 2 0 000 Type Reflects the profile type chosen for each span Parameters X1 L X2 L X3 L and A L are the horizontal distance ratios selected for the profiles used These are illustrated in Fig 8 3 5 Some parameters are unnecessary for describing certain profile types 1 Reversed Parabola 2 Partial Parabola X14 X3 3 Harped Parabola 4 Straight 5 Extended Reversed Parabola
108. irection of frame as well as definition of right and left tributary region is defined as shown in Figure 2 1 c CONCENTRATED ARTAL OR MOMENT a POSITIVE DIRECTIONS OF APPLIED LOADING Eje lap b SPAN SHEAR c SPAN MOMENT COUNTER CLOCKWISE TENSION BOTTOM POSITIVE POSITIVE b POSITIVE DIRECTION OF SPAN ACTIONS SLAB SYSTEM l LN IE de JOINT fm tower I COLUMN DIRECTION COLUMN MOMENTS OF FRAME COUNTER CLOCKWISE POSITIVE c DIRECTIONS OF VIEW AND d POSITIVE DIRECTION DEFINITIONS OF LEFT OF ACTIONS AND RIGHT FIGURE 2 1 SIGN CONVENTION 17 Chapter 3 WORKSPACE DAPT WORKSPACE Chapter 3 3 OVERVIEW This chapter describes Graphical User Interface GUI for the main program screen and data input module of ADAPT PT program All program functions including data entry and program execution are accessed through the Main Program window The data entry is done through separate program module called ADAPT PT Input 3 1 THE MAIN PROGRAM WINDOW Figure 3 1 1 shows the main ADAPT PT program screen as it appears once a project has been opened Main Program Title Bar Main Menu Bar examp a ptslab ADD m4 ADAPT PT 2012 C Wocui ats and Settings florianWDasktop damo _PT Main Toolbar To Edi input desa uve tocar ion Pay To Execute iur det ure toobat icon FEE To View result of completed analy E use toolbar icon Status Bar FIGURE 3 1 1 MAIN PROGRAM WINDOW 21 Cha
109. is case the table also shows the Average Force and Selected Number of tendons for each tendon group The average force in each strand is the force after all losses Note however that the average forces are not actually used in the calculations They are displayed to provide the user with a measure of the relative efficiency of each strand type You can edit the number of strands per each tendon type and the extents of the short tendons You can choose to anchor ends of short tendon types Band C at the centroid of the concrete section Once all changes have been made Recycle the screen to make sure all changes are included in the calculations 6 2 DESIGN INDICATOR BOX Iteration No 3 Weightof PT 0 33 Ib ft2 PT Force Min OK Max Balanced DL Min OK Max OK Stresses service Tens OK Comp OK Stresses initial Tens OK Comp OK FIGURE 6 2 1 The status of the current design is summarized and displayed in the Design Indicator box at the top center of the Recycle window Each design check is identified as either OK or NG No Good The items displayed in the Design Indicator Box are as follows 84 Iteration No Each time a force or tendon height is adjusted and recycled the program recalculates the related balanced loadings moments stresses average precompression and percent of dead load balanced Each set of calculations is referred to as a cycle The number of cycles executed for a particular design is shown in the Iteration b
110. its far end away from the beam slab namely at its connection to the slab above and the slab footing below is the percentage of the column stiffness included in the analysis 8 3 4 3 Section 3 Input Applied Loading This data block reports model geometry as input by the user Loads entered by the user are sorted according to the span on which they act and are listed in the loading data block 135 Chapter 8 REPORTS 3 1 Loading As Appears in User s Input Screen This section mirrors the data as shown in the Loads input screen Span Class Type W P1 P2 A B C F M k ft2 k ft k ft ft ft ft k k ft 1 LL U 0 120 1 SDL U 0 250 3 2 Compiled loads This section shows frame loads calculated by the program If you specified uniformly distributed or partial loadings the program will calculate frame loading based on the tributary width Span Class Type P1 P2 F M A B C Reduction Factor k ft k ft k k ft ft ft ft 1 LL P 2 160 0 000 19 170 0 000 1 SDL P 4 500 0 000 19 170 136 Class Specifies load class for each span Class LL is live load class SDL is superimposed dead load class SW is selfweight and class X is other loading Type There are 8 different load types U is for a uniformly distributed load acting on the entire tributary C is for a concentrated load It acts at a point entered by the user and measured from the le
111. k Cancel OK Next gt gt FIGURE 5 3 1 LOAD INPUT FORM 1 Specify loaded spans o To enter load for an individual span click on the arrow in cell of the Span column and select a span number from the list of all available spans or just type in a span number o To enter a load for all spans enter all or ALL as the span number o To enter loads on a left cantilever enter either LC or 0 as the span number To enter loads on a right cantilever enter either RC or the number of spans 1 as the span number 2 Specify the class of load by clicking on the arrow in the cell of a Class column There are four available classes o SW selfweight This load class will be available only if you select No for Include selfweight In this case you have an option to enter selfweight of the structure manually instead of allowing the program to calculate it STRUCTURAL MODELING Chapter 5 o SDL superimposed dead load o LL live load o X other load Specify the type of loading by typing U P C M L R V or Z in the L T column or by dragging the icon from the graphics of the loading that you intend to apply to the cell in the L T column There are eight load types U Uniform P Partial uniform C Concentrated M Moment L Line T Triangle V Variable and T Trapezoidal 0 0 Os O 0770 Note Uniform and partial loads are assumed to be uniformly distr
112. l also be assigned this value as a default Transverse Beams dimensions are entered in the same manner 55 Chapter 5 STRUCTURAL MODELING 5 2 4 Specify Geometry of a Drop Panel If you enter a two way system and you answered Yes to the Include Drops amp Transverse Beams question on the General Settings screen the Drop Cap Transverse Beam screen will be followed by the Geometry Drop Panel screen Fig 5 2 8 This screen is also available through menu Geometry gt Drop Panel a Geometry DropPanel DER Units Legend w my Hy Ha a MEG 0 0 Reference plane 2 D D 5 1 H1 H2 Drop thickness A a includes slab Drop Panel Elevation Drop Panel Plan Support Hm H2 pi Do w w 84 00 48 00 48 00 1 110 11 001 36 00 12 00 10 00 96 00 72 00 60 00 60 00 12 00 13 00 96 00 84 00 84 00 84 00 11 50 10 50 72 00 54 00 4200 42 00 lt lt Back OK Cancel Next gt gt FIGURE 5 2 8 DROP PANEL INPUT SCREEN The data entries for drop panels are the same as for drop caps Typical values can be entered with the typical row at the top of the table 5 2 5 Specify Support Geometry and Stiffness This screen is used to input support heights widths and depths of supports Fig 5 2 9 Support selection options will change depending on the structural system you selected La Support Geometry and Stiffness Support selection Lower Column Both Columns No Columns Legend H1
113. late the ultimate moment capacity of the member when the effective force option of the program is used When the tendon selection option is used the program calculates the effective stress The stress in the tendon at nominal strength fps is calculated from the effective stress and the reinforcement ratio 64 STRUCTURAL MODELING Chapter 5 5 5 1 Specify the Design Code To select the code Click Criteria gt Design Code The Criteria Design Code 1 dialog box will open Fig 5 5 1 A Criteria Design Code European EC2 2004 Design codes American ACI318 1999 C British B58110 1997 Indian 151343 2004 C American AC1318 2005 IBC 2006 C Hong Kong CoP 2007 C American ACI318 2008 IBC 2009 Canadian 423 3 1994 C Australian 4 3600 2001 Canadian A23 3 2004 Chinese GB 50010 2002 lt lt Back OK Cancel o FIGURE 5 5 1 CRITERIA DESIGN CODE INPUT SCREEN 2 Select the design code from the list 3 Click Next This will save input data and open a new input screen Design Settings where you can select your analysis and design options Note Depending on the code chosen materials factors and other design parameters may need to be entered These are entered on the Load Combinations screen Fig 5 5 10 If you model in American or MKS units only ACB18 codes are available 5 5 2 Specify Base Non Prestressed Reinforcement This screen is used to specify base
114. ll show on the report cover page Once you set up your company information the program will use it whenever you create new reports If left blank the program will use default ADAPT information 2 Click OK to close Company Information edit box 3 Inthe Report Generator tree select the sections that you would like to include in your report The selection will appear at the right side of the window in the List of Selected Sections Create New Report 4 Click on button The program will ask you to specify name and location where you would like to save your report The default location is the ADB file folder where your project is saved 5 Click OK The program will start generating the report Once completed the program will open the report in rich text format The report content will include sections you selected and they will be shown in default program settings You will be able to modify it as you wish 83 DESCRIPTION OF REPORT SECTIONS The main report sections available are e Report cover page 115 Chapter 8 REPORTS ALIAE L e Table of contents e Concise report e Tabular report compact e Tabular report detailed e Graphical reports e Legend The following explains each of these sections 8 3 1 Report Cover Page 116 The program generated cover page will contain a company logo title bitmap of a 3D structure view and date Fig 8 3 1 The cover page will be created only if you select the Report Cover
115. lock In most cases two to three cycles are adequate to arrive at an acceptable solution It is rarely necessary to exceed five cycles Weight of PT Lb ft or Kg m The weight of post tensioning strand required to provide the selected forces is estimated and displayed in either pounds per square feet or kilograms per square meter The weight is estimated as follows The force supplied by each strand is calculated based on its cross sectional area and final effective stress both of which are values input during data entry The number of strands required to provide the forces shown on the Tendon Forces and Heights tab is then determined The actual length of each strand is assumed to be PROGRAM EXECUTION Chapter 6 its calculated length plus 3 feet 1 meter to allow for a stressing tail If the force changes between successive spans it is assumed that the larger force extends over the common support and the tendons are anchored at 1 5 of the next span if otherwise specified by user If the forces are modified the weight is recalculated and displayed after the window is recycled PT Force min OK PT Force max OK This block compares the average precompression at midspan with the minimum and maximum values entered by the user If the average precompression is above or below the specified limits an NG is displayed Note that although the PT Force indicator considers the P A all along the span this block only considers the P A at m
116. lock 1 Each row includes three regions for a given span Data column 2 relates to the span s left support region data column 3 is for the midspan region data column 4 shows the required force at the right support region of the same span For example if the specified permissible stress for the exterior span is input as x f c 1 2 in data block 1 the number printed on column 3 in row of span is the post tensioning force necessary to meet that requirement At a given support the post tensioning required at the left of a support may be different from the force at its right The following considerations are observed in calculating the required post tensioning in the support region REPORTS Chapter 8 Envelope of Service 1 e Stresses are calculated at 1 20th points in the span In the region closest to the left support the highest stress value is selected and the required post tensioning force provided to meet this condition is printed If user wishes to know the exact location of the highest stress detailed reports of stresses at 1 20th points given in report Section 27 should be reviewed e If moments are not reduced to the face of support the centerline moments are used in lieu of moments reduced to face e The cross section associated with the centerline of a support is that of the slab at the support line without any contribution from the supporting structure If at any location the existing moments are such that
117. lt Span Type W F M a b k ft k k ft ft ft 1 2 66 58 0 96 1 3 7 718 0 96 9 59 1 3 26 830 9 59 17 64 1 2 216 02 17 64 2 2 202 46 1 90 2 3 17 329 1 90 13 59 2 3 17 329 13 59 25 27 2 2 202 46 25 27 3 2 220 46 1 59 3 3 22 536 1 59 11 38 3 3 12 116 11 38 21 16 3 2 118 53 21 16 CR 3 13 691 0 00 3 50 CR 2 47 92 0 00 8 3 5 3 Section 23 Detailed Moments This section shows a detailed listing at 1 20th points in each span for moments SPAN 1 XL X SW SDL XL LL Min LL Max PT Secondary ft k ft k ft k ft k ft k ft k ft k ft 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 05 0 96 0 00 26 97 0 00 13 63 13 63 0 76 0 76 0 10 1 92 0 00 49 81 0 00 25 27 25 27 58 75 1 52 0 15 2 88 0 00 68 52 0 00 34 92 34 92 111 17 2 28 0 90 17 25 0 00 147 01 0 00 58 35 58 35 515 29 13 70 0 95 18 21 0 00 194 45 0 00 80 44 80 44 596 90 14 46 1 00 19 17 0 00 246 03 0 00 104 52 104 52 597 66 15 23 8 3 5 4 Section 24 Detailed Shears This section shows a detailed listing at 1 20th points in each span for shears SPAN 1 XL X SW SDL XL LL Min LL Max PT Secondary ft k k k k k k k 0 00 0 00 0 00 30 30 0 00 0 00 15 25 0 79 0 79 0 05 0 96 0 00 25 99 0 00 0 00 13 18 65 79 0 79 0 10 1 92 0 00 21 67 0 00 0 00 11 11 58 39 0 79 0 15 2 88 0 00 17 36 0 00 0 00 9
118. m support to 0 0 Reference plane lt M Left Multiplier segment start 2 Rh Distance from reference plane M gt Right Multiplier Segment 1 Segment 2 Segment 3 Segment 5 Segment 6 21 00 Segment 7 26 00 FIGURE 5 2 5 GEOMETRY SPAN MORE SCREEN 8 To set the number of segments in the spans use CTRL or click on the up down arrow at the left of the screen Up to seven segments may be entered per span The parameters are input in the same manner as general span geometry data except the XL column is used to specify the distance from the left support centerline to the start of the segment The length of each segment is calculated automatically based on the distance to the start of the next segment The start of the first segment is always zero Note that if either the Use Equivalent Frame Method or Increase Moment of Inertia Over Support option was selected the program will automatically generate additional segments over each support using the geometry entered for the first and last segments If the first and last segments are generated before the support dimensions are entered their XL values will be initialized with values of zero and the 53 Chapter 5 STRUCTURAL MODELING ei span length respectively These values will be updated when the support dimensions are entered 9 Click OK to save input data and close Geometry Span More window 10 When you complete dat
119. n prestressed reinforcement in the beam slab The values for beam stirrups where applicable are given in Section 12 of the report e Post tensioning system indicates the user s selection between grouted bonded or unbonded post tensioning The average effective stress in a strand fse is the user s estimate of the stress in a strand after all losses have taken place This value is used in the determination of the ultimate strength of a section if the force selection option of the program is used It affects the amount of supplemental rebar which may be required to meet the strength stipulations of a section If the variable force option tendon selection is used the program does not use this value It calculates the applicable stress e Analysis option used If the answer to moments reduced to face of support is YES it indicates that the calculated centerline moments at each support are adjusted to face of support In addition to the centerline moments ADAPT prints out the moments reduced to face of support Refer to moment data blocks for the description of printed values e Moment of Inertia over support The beam or slab region over the width of a support columns or walls exhibits a greater stiffness than the unsupported regions ADAPT has an option to allow for this greater stiffness by increasing the moment of inertia of region over the support The increase is determined by a relationship proposed in ACI 3
120. n Section 8 1 after redistribution This section is available only if you selected to redistribute moments 147 Chapter 8 REPORTS Span Left Max Left Min Middle Middle Right Max Right Min Redist Coef Redist Coef Max Min Left Right k ft k ft k ft k ft k ft k ft 1 20 70 20 70 202 53 202 53 331 35 331 35 0 00 16 16 2 328 74 328 74 321 95 321 95 391 50 391 50 20 00 18 20 3 394 38 394 38 288 57 288 57 26 72 26 72 18 92 0 00 8 3 4 9 Section 9 Factored Lateral Moments Envelope This section shows the results for the combination of lateral and gravity moments 9 1 Input Lateral Moments This section mirrors the input data specified in the Lateral Input Data screen Span Left Right k ft k ft 1 100 00 100 00 2 50 00 50 00 9 2 Factored Lateral Moments Not Redistributed This section shows factored and combined actions of dead loading live loading secondary effects and lateral moments each multiplied by a coefficient Span Left Max Left Min Middle Middle Right Max Right Min Max Min k ft k ft k ft k ft k ft k ft 1 116 75 83 25 246 59 15 64 433 41 67 43 2 401 64 131 91 261 48 83 47 461 61 168 38 3 413 50 215 57 210 40 121 33 24 13 13 07 Note Moments are reported at face of support 9 3 Factored Lateral Moments Redistributed These section shows moments listed in Section 9 2 after redistribution This
121. n Stressing Left Stressing Right Anchorage Left Anchorage Max Right TENDON_A 0 90 0 90 0 80 0 78 0 84 15 6 Summary It gives average force per span tendon extends elongation left and right of span anchor set left and right of span stress at anchorage and maximum stress along tendon Data block is for tendon selection and data Tendon Force Ext Left Start End Ext Elong Left Elong Right Anchor Anchor Max Span Span Right Left Right Stress ratio k in in TENDON_A 33 58 0 00 1 3 0 00 5 80 0 06 0 80 0 78 0 84 TENDON_B 33 63 0 00 0 20 2 68 0 00 0 80 0 84 0 84 TENDON_C 32 83 0 20 3 3 0 00 0 00 2 16 0 83 0 78 0 83 Tendon column lists the types of tendons used These may be tendons A B and C Force is the average force in each strand along the length of each tendon The average force is not used in the computations It is listed as an indicator since this force is viewed by some engineers as a measure of effectiveness of a strand when comparing alternatives 156 REPORTS Chapter 8 Ext Left and Ext Right illustrate the extent of each tendon type into left and right spas Elong Left and Elong Right are the elongations at left and right of each tendon If a tendon type is stressed at one end only the elongation at the dead end will be shown by a zero in the report Anchor Left and Anchor Right is the stress after seating loss at an
122. n is used to set the display of the project items on the screen Depending on which boxes you select you can display additional information about each entity e Dynamic Pan Rotate E Zoom In Q Zoom Out Q Zoom Extents R Dynamic Zoom 9 Screen Capture Takes a screen shot of the Structure View window S Print Prints currently active window 31 Chapter 3 WORKSPACE 32 4 3D Display Settings Background Spans I Visible 000 BR Span segments Supports Boundary conditions Y Visibl IV Visible Be Fixity Symbols Drops Beams IV Visible Rebar IV Visible Label position Label size Symbol size Gridline Grid length IV Visible fas Tendons Iv Visible Loads and moments Arrow size Symbol size fof Visible HIV Self Weight HIV Superimposed Dead Load HY Live Load HY X Load Lv Lateral Load IV Show values Font size a Ra FIGURE 3 4 1 3D DISPA Y SETTINGS DIALOG BOX Chapter 4 BASIC PROGRAM OPERATIONS 33 art BASIC PROGRAM OPERATIONS Chapter 4 4 1 4 2 4 3 OVERVIEW This chapter explains the basic program operations START A NEW PROJECT When starting a new project you should specify design code and system of units To start a new project 1 Double click on PT icon of your desktop to open the program 2 Select File gt New or click on the New Input Session button D OPEN AN EXISTING PROJECT To open an existi
123. n the screen as well as for creating rendered or shaded views of structural models It is used to zoom in or out pan increase scale create a screen shot and print Plan View It will show structure in plan view Elevation View It will show structure in elevation view Isometric View It will show structure in 3D isometric view Free Rotate Perspective View Wire Frame Transparent Shader Solid Shader Outline Shader Show Hide Gridlines Displays or hides gridlines and reference line Show Hide Spans Displays or hides spans of the structural model Show Hide Supports Displays or hides columns and walls of the structural model Show Hide Drops Beam Displays or hides drop caps and beams of the structural model Show Hide Loads Displays or hides all loads that have been identified as visible in the Select Set View Items window Li E WORKSPACE Chapter 3 Show Hide Rebar Displays or hides the entire user defined base reinforcement e Show Hide Tendons Displays or hides the entire tendons of the structural model rf Show Hide Fixity Displays or hides all fixity symbols of the supports Increase Scale Factor This tool provides you with the option of distorting the dimension of the model in one or more direction in order to obtain a better view of its details such as magnifying the profile of a tendon within a slab thickness s Select Set View Items Fig 3 4 1 This butto
124. nanonnncnncnnnonn 56 5 2 6 Specify Support Boundary Conditions esseessesssesnnesnnesneennensnensensn en 58 LOADS 22 22 22 sh bekennen 60 5 3 1 Specify Dead Live and Other loads 222222202202 ner nnensensnennensnennn 60 5 3 2 Specify Lateral Loads 0220022002000nseenneenneennesnnesnnennnnnnennnensnensnennn 62 MATERIAL 38 2 sad de alee eS 62 5 4 1 Specify Concrete Material uursursensenssesnnesnesnnesnnesnnesnnesnnnsnensnen nn 62 5 4 2 Specify Reinforcement Material uesseessessnesnnesnnesnnesnennnensnennnennensnennn 63 5 4 3 Specify Post Tensioning Material unseesseessessnesnnesnnesnnennensnensennnenn 64 CRITERIA ua src asia en ann Stead ea 65 5 5 1 Specify the Design Cod rc eiivor isi sn 65 5 3 2 Specify Base Non Prestressed Reinforcement 22rs0r nennen 65 5 5 3 Specify Allowable StressSes oocooninncnonncocnncnnonnconnconoconoc nooo norn nono nonnncanarnss 67 5 5 4 Specify Recommended Post Tensioning Values o oonncnnonnnonononcconocanonnnonn 68 5 5 5 Specify Calculation Options ooooonoccnncnonnnoconononancnnconoco noc no cono nn nono nonnncnncrnos 68 959 6 Specify Tendon Prone mesitas 69 5 5 7 Specify Minimum Covers oocococcconcnonocononnnonnnnonnnnnnnnnnnnnc nono no cono cn noo ncrnnonnninns 70 5 5 8 Specify Minimum Bar Length oooconnnnnncnnccnnonconnconoconoconocnnocnnonnnonnccanonanonns 71 5 5 9 Specify Load Combinations
125. nd Long Term Stresses 15 1 Input Parameters This section shows the values entered during data entry Parameter Value Parameter Value Type of Strand Low Relaxation Coefficient of Angular Friction meu 0 07000 1 rad Age of Concrete at Stressing 5 days Coefficient of Wobble Friction K 0 00050 rad m Ec at Stressing 10500 00 MPa Ratio of Jacking Stress 0 90 Average Relative Humidity 80 00 percent Anchor Set 6 00 mm Volume to Surface Ratio of Members 130 00 mm Tendon_A Stressing Method Both side Es of Strand 190000 00 MPa 154 15 2 Long term Losses This section can report different information depending on the option that the user selected for the long term stress loss calculation There are three options for long term stress loss calculations e Lump sum entry A lump sum value may be calculated by the user and entered during data input The effective stresses in the tendon are calculated by subtracting this value from the initial stresses Since the friction and seating losses cause the initial stresses to vary along the HAS E REPORTS Chapter 8 tendon the effective stresses will also vary The lump sum is reported in the Section 15 1 Input parameters In this case the section 15 2 is not reported e Long Term Loss calculations for unbonded tendons For unbonded tendons the strain in the tendon at any given point is not directly related to the local strain in the concrete The pro
126. ndary condition for A J er ER 1 Fixed 2 Pinned 3 Roller LC Lower Column N Near N EN da UC Upper Column F Far F Units SW in EW Actual width of support lt lt Back OK Cancel Next gt gt FIGURE 5 2 10 SUPPORTS BOUNDARY CONDITIONS INPUT FORM Full fixity option left slab beam end 1 Select Slab beam boundary conditions at far ends o Choose No if the slab end is rotationally free This occurs when a slab beam terminates over wall column or beam 58 HD E STRUCTURAL MODELING Chapter 5 o Choose Yes if the slab end is rotationally fixed This occurs if the span beam end is tied to a structure that is rigid enough to prevent rotation A typical example might be slab tied to a stiff shear wall A rotationally fixed end condition can also be used to model half of a symmetrical multi span frame if there will be no rotation over the support at the line of symmetry Note If there is a cantilever at the right or left end of span the corresponding slab beam end condition option will not be available 2 Specify support width SW This option is available if you choose Yes to the Reduce Moments to face of support in the Design Settings screen o To automatically set the values in SW column to actual support widths D check box in front SW Actual width of support This option will not be available if you select no columns or point support transverse beam option
127. ng if so desired but provides the full live load for the 25 UBC design loading Live load reduction is optional if the live load entered on the Loading screen was not reduced the ratio of reduced to actual live load would be 1 Note that the DL 25 LL provision is not required by ACI 318 nor is it included in the IBC 2000 International Building Code The program calculates and reports the moment capacity in both graphical and tabular format based on the user selection If you select Design values the moment capacity will be calculated using the rebar and PT required for the design including user defined base reinforcement Jf you select User entered values the moment capacity will be calculated only with user entered rebar base rebar and PT The moment capacity for the 1 20 points can be observed in the appropriate tabular report Tabular Report Detailed 34 Demand Moment and Moment capacity The moment capacity graph is plotted together with the moment envelope Fig 5 1 3 To see the graph Open PTSum select Envelope from the drop down list and click on Moment Diagram Click on the Design Moment Capacity frame and select positive or negative moment capacities 45 Chapter 5 STRUCTURAL MODELING A ADAPT BuilderSum C Documents and Settings florian Desktop demo _PT_example joburg_pt joburg SEE File Graphs Options Window Help ena y ee ee amp ME Envelope joburg_pt A Bending Moments Moment Di
128. ng project 1 In the Main program window select File gt Open or click on the Open Project button gt 2 Select the ADB file that you want to open Note The four most recently accessed files will be recorded in File menu for easy access SAVE INPUT DATA 1 To save the input data and execute the analysis either select Execute from the Input Editor menu or click on the Save amp Execute Analysis button EH e If you are entering a new project you will be prompted for a file name and directory in which to save the file Once the file is saved the program will automatically execute the analysis e If you opened an existing project it will be saved to the same directory under the same filename The program will then automatically execute the analysis 35 Chapter 4 BASIC PROGRAM OPERATIONS Paiz E 4 4 4 5 36 2 To save the input data and return to the Main Program window select either Save or Save As from the Input Editor File menu or select the Save button E on the Input Editor Toolbar e If you have opened an existing file Save will save the file under the same name in the same directory e Save As will allow you to change the file name and or directory Once the file is saved select Exit to return to the Main Program window SAVE INPUT DATA AS DEFAULT Note that it is often not necessary to go through all of the screens even when entering a new project Much of the information on the Material
129. niform Spans The table below shows the data for rectangular cross sections Span Seg Area Yb Yt in2 in4 in in 1 1 4448 00 0 6052E 07 17 71 18 29 1 2 4448 00 0 2421E 06 17 71 18 29 1 3 4160 00 0 2250E 06 15 00 15 00 For T flanged beams the data are shown as follows Span Seg Area Yb Yt b_eff i Yb Yt in2 in in in in4 in in 1 1 4448 00 22 44 13 56 57 51 0 6052E 07 17 71 18 29 1 2 4448 00 22 44 13 56 57 51 0 2421E 06 17 71 18 29 1 3 4160 00 17 79 12 21 100 00 10 2250E 06 15 00 15 00 138 The calculated section properties are given in terms of span segments for both customary and segmental input geometries A non segmental span with no drop caps or drop panels has one segment A span with drop caps at either end has three segments A span with drop caps and drop panels has five segments Finally a segmental span can have up to seven segments Yt and Yb refer to the distance of the neutral axis to the top and bottom fibers When there is a change in cross section of a span at the line of support as shown in the idealized Fig 8 3 4 a two options regarding the face of support arise Over the support line ADAPT considers the cross section at the face of support of the shallower member to be the same as that of the deeper member But recognizing that the deeper span does not penetrate into the shallower one ADAPT assumes a zero length for the geometry of the deeper section into the shallower span Th
130. nimum force which satisfies the maximum allowable tensile stresses The same force is used for all spans The force is then adjusted to meet the following requirements as specified by the user e Minimum percentage of dead loading to balance for each span e Minimum average precompression for each span and e Maximum spacing of tendons applies only to slabs After these initial adjustments each span is checked for compliance with the following e Maximum percentage of dead loading to balance if the balanced loading in any span exceeds the maximum percentage specified by the user the program adjusts the tendon drape in that span in order to lower the balanced loading It then recalculates the balanced loading and the related moments e Average precompression and compressive stresses if either the average precompression or the compressive stresses exceed the 77 Chapter 7 PROGRAM EXECUTION maximum permissible values the program will stop and display a message box It then switches to the Interactive mode and displays the Recycle window The interactive mode gives the user an opportunity to optimize the design by adjusting the tendon forces and tendon drapes in each span It can be executed using either the Force Selection or Force Tendon Selection mode The program begins by going through the same calculations that it goes through for the Automatic mode After it has determined an initial tendon force and profile howeve
131. no post tensioning is required a zero 0 will be printed at that location MIN P A in column 5 through 7 are the post tensioning forces required to provide the user specified minimum average compression see data block 1 in the left right and center regions of the span 7 5 Service Stresses tension shown positive Based on the post tensioning forces and profiles confirmed or selected by the user the top and bottom fiber stresses are calculated for each span and printed out in this data block The stresses refer to concrete Span Left Left Left Left Center Center Center Center Right Right Right Right Top Top Bot Bot Top Top Bot Bot Top Top Bot Bot Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C psi psi psi psi psi Psi psi psi psi psi psi psi 1 501 10 197 03 973 81 279 36 1298 70 1993 14 CR 728 53 34 09 Envelope of Service 2 Span Left Left Left Left Center Center Center Center Right Right Right Right Top Top Bot Bot Top Top Bot Bot Top Top Bot Bot Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C psi psi psi psi psi Psi psi psi psi psi psi psi 1 509 34 197 39 1055 58 361 14 1447 52
132. non prestressed reinforcement Fig 5 5 2 65 Chapter 5 STRUCTURAL MODELING la Base Non Prestressed Reinforcement Base Reinforcement Yes C No Legend Type Mesh reinforcement or single straight bar s L span length associated to X1 and X2 Spacing and cover are in in Isolated 3 i 2 Bar size size of the mesh or isolated rebar First end location Second end location the spans in which reinforcement starts and terminates Number number of isolated bars X1 X2 distances of the first and second end of a Spacing distance between the mesh bars reinforcement to its immediate left support J re Tite ae on es nei an Truman cw location location a fi A Top Top Top 24 00 Bottom OK Cancel Next gt gt FIGURE 5 5 2 BASE NON PRESTRESSED REINFORCEMENT IPUT SCREEN The program allows you to specify a base reinforcement that is taken into consideration when designing the structure You have an option to define reinforcement as mesh or isolated bars The position of a bar is defined with distances of the first X1 and second X2 bar end to its immediate left support For example Bar 3 starts at 0 8 of Span 2 and ends at 0 2 of Span 3 X1 0 8 L gt 2 x2 0 2 L3 La is length of Span 2 Lais length of Span 3 Span 3 The user can see the base reinforcement in the 3D Structure View window as shown in Figure 5 5 3 66 STRUCTURAL MODELING Chapter 5 Bars s
133. nput Parameters Parameter Value Parameter Value Long term Lump Loss 1 16 ksi Ratio of Jacking Stress 0 80 Es of Strand 29000 00 ksi Anchor Set 0 25 in Coefficient of Angular Friction meu 0 07000 1 rad Tendon_A Stressing Method Both sides Coefficient of Wobble Friction K 0 00140 rad ft 15 3 Calculated Stresses After Friction and Long term Losses Tendon Span Stress Left Stress Center Stress Right Stress Left Stress Center Stress Right FL Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 178 42 183 36 190 47 177 26 182 20 189 31 TENDON_A 2 190 47 197 01 190 91 189 31 195 84 189 75 TENDON_A 3 190 91 184 38 175 52 189 75 183 21 174 36 TENDON _A CR 175 52 173 78 172 18 174 36 172 62 171 02 15 4 Summary Tendon Avg LTL Avg FinallAvg FinallElongationElongationElongation Left Right Initial Stress Force Left Right Total Anchor Anchor Stress Set Set ksi ksi ksi k in in in ft TENDON_A 184 00 1 16 182 84 27 98 5 65 0 01 5 64 32 76 39 83 15 5 Critical Stress Ratios Tendon Stressing Stressing Anchorage Anchorage Max Left Right Left Right TENDON_A 0 80 0 80 0 66 0 64 0 73 159 Chapter 8 REPORTS Type C 15 FRICTION ELONGATION AND LONG TERM LOSSES 15 1 Input Parameters Parameter Value Parameter Value Type of Strand Low Relaxa
134. nt design a Status indicator and four control buttons Recycle Recall Graphs and Exit PT RECYCLING WINDOW TABS The PT Recycling Window tabs are PROGRAM EXECUTION Chapter 6 Tendon Force amp Heights Tab This screen allows the user to select the tendon profile adjust the tendon heights and post tensioning forces Fig 6 1 1 gr Tendon force and height 1 Required and provided PT force 2 Required PT force 3 Force selection method Left face of support at left of span Tendon A 1 Specify a constant or variable force along a single tendon Center midspan C Tendon B 1 Single tendon path path identified by tendon profile selected Right face of support at right of span 2 Multiple tendon path A a a P A average precompression at midspan C Tendon z Speni a constant force for each of the tendon profiles Le e total E lead balanced by tendon RR o L BL L gt Dumm A lt Tendon Control Point Height gt lt Required Force gt Number of PT Force per DL Total Total PT force Total PT s Total Total strands unit width PT Force P A balanced Left Center Right strands per unit width force Left Center Right P A DL zm 291 291 404 42 3 00 1 75 5 00 2 291 29 1 58 29 52 404 42 2 291 29 1 404 75 5 00 1 00 5 00 2 29 1 29 1 39 21 38 404 75 2 291 291 404 75 5 00 1 00 5 00 2 29 1 29 1 38 21 39 404 75 2 23 1 29 1 404 42 5 00 1 75 3 00 2 29 1 23 1 52 29 58 404 42 Units
135. nts for stress losses in the tendon due to both immediate and long term effects It also includes consideration of the interaction between the various sources of loss It is thus more accurate than procedures which account for losses as a lump sum approximation In Tendon Selection mode the actual number of strands as opposed to effective forces may be specified The user is able to see what the final stresses will be and can adjust the number of strands short tendon locations the tendon profiles and the stressing ends as necessary At each design section along a span the program performs an analysis based on the post tensioning force at that section Consideration is given to both short term friction seating loss and long term elastic shortening creep shrinkage and relaxation of the prestressing steel stress losses If the tendon profile is altered friction and long term losses are recalculated and the revised tendon forces are used for the computations If the tendon forces have changed significantly however the selected profile may not be satisfactory The solution thus becomes iterative since subsequent changes to the profile will also result in changes to the tendon forces The iteration is automatically continued until an acceptable solution is reached 6 4 2 1 Description of Features Tendon types For each member up to three tendon types A B and C may be specified Each type can be configured to have a different lengt
136. ock compares the tensile and compressive stresses with the allowable values specified by the user The maximum stresses in each span are shown on the Extreme Fiber Stresses tab Fig 6 1 4 If the compressive stress or tensile stress exceeds the allowable limits the values will show in red in that tab as appropriate under Sustained Total or Initial load conditions 85 Chapter 7 PROGRAM EXECUTION In addition to this the program will prompt warning message Fig 6 2 2 if the compressive stress exceeds allowable stress for the initial condition ADAPT PT Design exceeds allowable compression stresses at initial condition Program will not report reinforcement required for tensile overstress Do you want to exit Recycling Window FIGURE 6 2 2 6 3 RECYCLE WINDOW CONTROL BUTTONS Recycle The Recycle button causes the stresses and required forces along the member to be recalculated based on the current tendon profile and forces If changes are made to either the tendon profile or force in any span the status indicator at the top right of the Recycle window will begin to flash Once all of the changes are made click on the Recycle button to update all of the tabs the Design Indicator box and the Recycle Graphs Recall The Recall button allows the user to undo editing changes by recalling the tendon forces and profile from the previous recycle After selecting Recall the window must recycled again in order to update
137. olumn These numbers may be changed independently of one another To delete a tendon type set the number of strands to zero To add a tendon type enter the number of strands to use for that type o Changing the stressing ends and or extent of the tendons To change a tendon end from dead to stressing or stressing to dead hold down the Shift key and left click once at the end of the tendon Clicking a second time will change the tendon back to its original configuration Note that the tendon must have at least one stressing end To change the extent of a Type B or C tendon position the cursor over the tendon end hold down the left mouse button and drag the end to the desired location The table to the side of the tendon layout can also be used to change the location of tendon types B or C These shorter tendons must be at least 1 span length long but can be located anywhere along the length of the member The table will automatically update as the mouse is used to update the tendon extents graphically and the graphical view will update if the values are entered into the table If any changes are made to the tendon profiles or number of strands the window must be recycled to recalculate the force provided There is no limit on the number of changes that can be made or the number of times the window can be recycled Once an acceptable post tensioning layout has been determined select Exit to continue with the calculations Clicking on the
138. option from the list of sections Your company logo will appear at the top of the report cover page and will show the bitmap or JPEG file that you uploaded Fig 8 2 1 The default cover page title will be the Generic title and Specific title of your project that you specified in the General Settings window of PT Input While in PT Input you can set the structure view as you want it to appear on the cover page of your report When you exit PT Input click on Close button or click Execute the program will take a screen shot of the 3D structure and show it on the cover page At the bottom of the cover page the program shows the date when you created report REPORTS Chapter 8 Your Partner in Concrete Design TWO WAY EQUIVALENT FRAME SLAB EXAMPLE FORADAPT TWO WAY THREE SPAN Friday September 07 2007 FIGURE 8 3 1 REPORT COVER PAGE 8 3 2 Table of Contents To include a table of contents with your report select the Table of Contents section in the Report Generator tree The table will contain only sections that were selected by user and listed in the Selected Sections of the Report Generator window The following table includes all sections available in ADAPT PT report TABLE OF CONTENT Concise Report A Project Design Parameters and Load Combinations A 1 Project Design Parameters A 2 Load Combinations B Design Strip Report B 1 Geometry B 2 Applied Loads B 3 Design Moments Envelope B 4 T
139. ored Moments and Reactions Envelope 8 1 Factored Design Moments Not Redistributed 8 2 Reactions and Column Moments 8 3 Secondary Moments 8 4 Factored Design Moments Redistributed 9 Factored Lateral Moments Envelope 9 1 Input Lateral Moments 9 2 Factored Lateral Moments Not Redistributed 9 3 Factored Lateral Moments Redistributed 10 Mild Steel No Redistribution 118 REPORTS Chapter 8 10 1 Required Rebar 10 1 1 Total Strip Required Rebar 10 2 Provided Rebar 10 2 1 Total Strip Provided Rebar 10 2 2 Total Strip Steel Diposition 11 Mild Steel Distributed 11 1 Required Rebar 11 1 1 Total Strip Required Rebar 11 2 Provided Rebar 11 2 1 Total Strip Provided Rebar 11 2 2 Total Strip Steel Diposition 12 Shear Reinforcement 12 1 Shear Calculation Envelope 13 Punching Shear Reinforcement 13 1 Critical Section Geometry 13 2 Critical Section Stresses 13 3 Punching Shear Reinforcement 14 Deflections 14 1 Maximum Span Deflections 15 Friction Elongation and Long Term Stress Losses 15 1 Friction and Elongation Parameters 15 2 Calculated Stresses 15 3 Summary 15 4 Critical Stress Ratios Tabular Reports Detailed 21 Tendon Heights 22 Post Tensioning Balanced Loading 23 Detailed Moments 24 Detailed Shears 25 Factored Moments and Reactions 26 Factored Lateral Moments 27 Detailed Stresses 28 Required Post Tensioning 29 Detailed Rebar 30 Punching Shear Reinforcemen
140. pt steps at the top bottom or both e Box girder bridge sections can be readily modeled as equivalent I sections ADAPT PT is well suited for a first design of box girder bridges where an initial estimate of the amount and location of prestressing is sought to achieve given stress levels and design criteria e For flanged beams you can either select the software s built in effective width computation based on ACI 318 or input a user defined alternative effective width e The program recognizes and accounts for the difference between the effective width in bending and pure compression e Using the geometry of the structural model input by the user the program calculates the selfweight loading of the structure for combination with other loads The calculated values of the selfweight are reported in the program s output Chapter 1 OVERVIEW 10 All the three systems of units the American customary units ft lb SI units mm Newton and the MKS units m kg can be executed from the same copy of the software Also all the different codes are integrated into a single version You can either edit the factory set or define your own default values for input of data while retaining the option to revert to factory set default values if you so choose A library of tendon profiles allows the user to select a suitable tendon layout for each particular case Common profiles included are the simple parabola reversed
141. pter 3 WORKSPACE EE EE 3 2 22 Main Program Title Bar Contains program name and name and location of the opened file Main Menu Bar Lists all available menus in main program window Menu options will be grayed out when they are not applicable For example if there is no project open the Save As Close and Print options on the File menu will be grayed out Main Toolbar Main Toolbar contains all available tools in the main program window The tools will not be available when they are not applicable For example e If you open ADAPT PT program available tools are al e If you open existing file the main toolbar contains the following options Dee amp At sel Status Bar Status bar gives you information about project name selected design code units execution mode key type current date and time To turn Status Bar on or off go to View gt Status Bar Hint Window Hint window gives you information on how to proceed if you want to edit execute or view your structure To close the Hint Window right click anywhere on the screen MAIN PROGRAM WINDOW MENU ITEMS AND CORRESPONDING TOOLS All options that can be accessed by the main program menus are listed below For the commands that might be activated using the toolbar the appropriate icon is displayed next to the feature 3 1 1 File Menu The File Menu operations are New Starts a new project O Open Opens an existing project amp WORKSPACE Chapter 3
142. quivalent Frame Method is not used 3 Select Design options o If you select Use all provisions of the code the program will consider all provisions of the selected design code including calculation of minimum rebar for serviceability check for cracking capacity and add reinforcement if needed considering the contribution of postensioning in strength check If you select Disregard the following provisions you will have an option to choose which of the following provisions you would like to disregard in design Jf you choose to disregard Minimum rebar for serviceability the program will not report minimum rebar If you choose to disregard Design capacity exceeding cracking moment the program will not report the rebar due to design capacity exceeding cracking moment capacity If you choose to disregard Contribution of prestressing in strength check the program will not consider postensioning in strength check This scenario applies when a user adds tendons to a project for deflection or crack control o If data is being entered for a beam you will have an option to Include the DL 25 LL case of UBC This is a UBC Uniform Building Code requirement used to determine the amount of mild steel reinforcement required STRUCTURAL MODELING Chapter 5 If this is answered Yes the ratio of reduced live load to actual live load must be entered This option allows a reduced live load to be used for the post tensioni
143. r it displays the PT Recycling window shown in Fig 6 1 LA PT Recycling E Torsten oa WeichtofPT 033 1572 PT selection method Status of data displayed NG No Good does not meet specified Recall PT Force Mn OK Ma OK i ts CURRENT requirements 4 Salenesri hi Kr US TE OR OK meets specified requirements Graphs Exit Stresses service Tens OK Comp OK Pr a Stresses initial Tens OK Comp OK Extreme fiber stresses 4 Tendon selection and extents 5 Tendon force and height 1 Required and provided PT force 2 Required PT force 3 Left face of support at left of span 1 Specify a constant or variable force along a single tendon Center midspan 1 Single tendon path path identified by tendon profile selected Right face of support at right of span Eon A Force selection method C Tendon B 2 Multiple tendon path 2 i tant fi hof thet fi P A average precompression at midspan Tendon C Zope ES ZDL balanced percentage of total dead load balanced by tendon lt Required Force gt 6 1 78 Number of PT Force ETET Total Total PT force Total PT strands per unit strands per unit width Units Force kips PT Force per unit width kips ft Tendon Height inch P amp psi FIGURE 6 1 The PT Recycling window is comprised of five tabs which display information about the post tensioning design a Design Indicator box which summarizes the status of the curre
144. ram the user has the option to modify some of the initial design parameters listed in this data block The following are parameters which enter the computations as recommended initial values but can be edited during the execution of the program The final values are listed in the output section of the report Tendon CGS Center of Gravity of Strand at top of support and midspans these are the user suggested values The actual cover used in the calculations are listed in Section 7 of the report Minimum average precompression shows the value set by the user The actual average post tensioning is listed in Section 7 of the report Max spacing between strands is also entered by the user Refer to Section 7 where the force provided by each tendon reveals whether or not this postulation is adhered to 129 Chapter 8 REPORTS e Tension stress limits are defined as multiples of the a Based on these values the required post tensioning along the member is determined Specifying a set of permissible values in this data block is no guarantee that the final stresses are in fact equal or less than the limits stated During execution the user may overwrites the previously set stress limits with the selected post tensioning The actual stresses are reported in data sections Section 7 of the report The following input data cannot be altered during the execution of the program e Reinforcement This data block refers to the no
145. rameters and stresses based on the user s input and prompts a new set of suggested values The important issue for a reviewer to note is that at this stage the user has the option to override ADAPT s displayed values It is recommended that the reviewer pays particular attention in comparing the user selected post tensioning as displayed in data block 7 2 with the calculated required minimum values given in data block 7 4 Columns 3 through 5 of data block 7 2 refer to the height of the tendon s centroid CGS from a user defined reference line The left and right locations refer to the maximum height of tendon at left and right of the span relative to this reference line In the case of a reversed parabola these are the heights over the centerline of supports For simple parabolas with straight portions over the supports the heights refer to maximum rises at left and right of the span at location of transition to a straight line The straight portion is called the Tendon Support Width and is defined through the coefficients in data block 7 1 P A in column 7 is the calculated average compression at midspan based on the user selected post tensioning Wbal in column 8 is the balanced loading normally uplift in each span due to post tensioning force and profile selected It is the average uplift force over the entire span For example if a harped tendon is used the balanced loading would consist of a number of concentrated loads
146. rogram information such as version Support Programs Information on how to obtain program support Disclaimer Defines responsibility of the software user Calculator Invokes the standard windows calculation ADAPT PT INPUT SCREEN Project input data is created edited through separate program module called ADAPT PT Input The input editor is used both to enter new projects and edit existing files e To enter a new project either click New on the File menu or click the New button Q on the Main Toolbar e To edit existing file either click on Enter Edit Data on the Actions menu on the Main Menu bar or click the Edit Data button ry on the Main Toolbar Figure 3 3 1 shows the ADAPT PT Input screen as it appears once the input editor is opened 25 Chapter 3 WORKSPACE kstentnieratilie PT Input title bar PT Input menu bar PT Input Toolbar AAD PTinput 2012 1 Fle Projet Geometry Loads Material Crtens Deote Took Rute vew He OSA 8889709000 HNFABFRL TE PH 2Qarans A Structure View 3D Structure View Window Input Form A Genaral Settings Geomety input Corgentona Segre Drop Panel Drop Cap Transverse Beam Maton Deel Cra Gm FIGURE 3 3 1 ADAPT PT INPUT SCREEN PT Input Title Bar Contains program name and name and location of the opened file PT Input Menu Bar Menu bar lists all available menus in ADAPT PT Input PT Input Toolbar This toolbar contains all available tools in the ADAP
147. rop down list that contains all available load combinations ADAPT PT SUM MENU ITEMS AND CORRESPONDING TOOLS All options that can be accessed by the PT Sum program menus are listed below For the commands that might be activated using the toolbar the appropriate icon is displayed next to the feature 7 2 1 File Menu Export Graph Allows you to export the currently active result graph or summary report as either a bitmap BMP file or a Windows metafile WMBP The graph or report must first be set up with the desired information and in the desired format 4 Export to DXF File Allows you to export the tendon profiles to a Drawing Exchange Format DXF file If installed on your computer AutoCAD will launch and the file will automatically open after the file is created Print This tool prints active result graph with frame containing project information or active Summary Report When you print a graph the program will display the Print Graphs Option screen Fig 7 2 1 where you have an option to select sheet orientation and add additional comments that will appear at the bottom of the graph Fig 7 2 2 amp PROGRAM EXECUTION Chapter 7 7 2 2 A Print Graph Options Print Orientation Portrait Landscape Enter the graph caption in the text field below Comment OK Cancel FIGURE 7 2 1 MorentDiagrams Project Narre g 8 8 Example Maneni DM o Sep 5 2007 05 48 PM
148. s and Criteria input screens will be the same on many projects The program is set up with ADAPT defaults for all screens To change the default values from ADAPT selected 1 Open the file with the data you would like to save as default and use in other files 2 Choose File gt Save as Default The program will save the file as default ADB file Once you saved data using this option the program will open all the future new projects using the values in the data you saved To change the default values open a new file and re save it using Save As Default Values SELECT SYSTEM OF UNITS ADAPT PT features three systems of units SI MKS and American known as Imperial To select system of units for the new project 1 Double click on the PT icon on your desktop to open the main program window 2 Select Options gt System of Units ei BASIC PROGRAM OPERATIONS Chapter 4 3 Check one of the options SI MKS or American The program will automatically close the Options menu 4 6 CONVERT SYSTEM OF UNITS To convert system of units 1 Open an existing project 2 Click on Edit Data tool re to open Input Editor 3 Select Tools gt Convert Units The Convert Units dialog box opens Fig 4 6 1 4 Select New Unit and click Convert Note The Convert Unit option is available only if the design code is ACI Convert Units Current Unit New Unit SI American C MKS Convert FIGURE 4 6 1 CONVERT UNIT
149. s is carried out Shear reinforcement is calculated and the stirrup requirements are given This version of ADAPT PT can handle both the effective force and the variable force methods In variable force method ADAPT PT calculates the change of tendon force along its length and can use the force at each location along the length of a member to perform a code check for that location In addition to the immediate losses due to friction and seating loss and at user s option the software accounts for the long term stress losses along the length of the structure Since long term losses for grouted tendons are functions of local strain an iterative non linear capability is built into the program The non linearity in the solution is with increments of load In the effective force mode the force along each tendon is assumed constant In this case the design is based on a non iterative linear solution in terms of the effective force Another execution option is the computation only of immediate losses resulting from the friction and seating of strands The long term losses in prestressing are then effected through a user defined lump sum stress loss 11 Chapter 1 OVERVIEW MAL 12 The geometry of the structural model can be viewed on the screen in a three dimensional space The capability to rotate pan zoom and view the model allows the user to examine the structure in detail prior to the execution of the program Errors in data
150. si F ci for BEAMS SLABS 3000 00 psi Minimum Cover at TOP 1 00 in For COLUMNS WALLS 5000 00 psi Minimum Cover at BOTTOM 1 00 in Ec for BEAMS SLABS 4031 00 ksi Post tensioning For COLUMNS WALLS 4031 00 ksi SYSTEM BONDED CREEP factor 2 00 Fpu 270 00 ksi CONCRETE WEIGHT NORMAL Fse 175 00 ksi UNIT WEIGHT 150 00 pcf Strand area 0 153 in 2 Tension stress limits f c 1 2 Min CGS from TOP 2 50 in At Top 6 000 Min CGS from BOT for interior spans 2 50 in At Bottom 6 000 Min CGS from BOT for exterior 2 50 in spans Compression stress limits fc Min average precompression 125 00 psi At all locations 0 450 Max spacing slab depth 8 00 Tension stress limits initial f c 1 2 Analysis and design options At Top 3 000 Structural system Equiv Frame TWO WAY At Bottom 3 000 Moments reduced to face of support YES Compression stress limits initial f c Moment Redistribution NO At all locations 0 600 DESIGN CODE SELECTED American ACI318 2011 IBC 2012 A 2 Load Combinations Strength load combinations 1 12SW 1 6LL 1 2SDL 16X 1 HYP Service load combinations Sustained Load 1 1SW 03LL 1SDL 0 3X 1PT Total Load 2 1SW ILL 1SDL 1X 1 PT Initial load combinations 1SW 1 15 PT Lateral load combinations 1 U 12SW ILL 1 2SDL 1X 1Sec 1 Lat 2 U 0 9SW 0 9SDL 1 Sec 1 Lat 122 Reinforcement ADAPT REPORTS Chapter 8 B Design Strip Report TWO WAY THREE SPAN Plan
151. t 32 Unbalanced Moment Reinforcement 34 Demand Moment and Moment Capacity 119 Chapter 8 REPORTS Ih I Graphical Reports PT Force PT Profile Deflection Load Cases Load Combinations Legend 8 3 3 Concise Report The concise report is the short version of the report that includes all information necessary to describe project input and results Sections of concise report are o Project Design Parameters o Design Strip Reports Project Design Parameters includes information common to the entire project and can be printed as evidence that data in design criteria was properly entered into the program It includes o Material properties o Covers o Code o Allowable stresses o Load combinations o Other common entries for all support lines Design Strip Report includes o Definition of geometry annotated graphics o Applied loads annotated graphics o Tendon layout and values graphics with information on force tendon height 120 HAS E REPORTS Chapter 8 o Stress check results o Rebar report o Punching shear o Deflection graph o Quantities The following is the example of concise report 121 Chapter 8 REPORTS A Design Parameters and Load Combinations A 1 Project Design Parameters Parameter Value Parameter Value Concrete Fy Main bars 60 00 ksi Fc for BEAMS SLABS 5000 00 psi Fy Shear reinforcement 60 00 k
152. text editor or word processor If a friction and long term losses calculation need to be done for a grouted system designed with Force Selection a lump sum must be entered for long term loss 155 Chapter 8 REPORTS 15 3 Calculated Stresses After Friction and Long Term Losses Shows calculated stresses after friction and long term loss at left center and right of span Tendon Span Stress Left FL Stress Center Stress Right Stress Left Stress Center Stress Right Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 215 59 218 49 224 01 203 97 206 88 212 54 TENDON_A 2 224 01 225 32 220 53 212 54 213 70 208 91 TENDON_A 3 220 53 213 85 210 36 208 91 202 23 198 75 15 4 Summary Gives the average initial stress the total long term losses the final average stress and the final average force The section shows the left right and total elongation after anchor set It also gives the left and right anchor set influence distances Tendon Avg Initial LTL Avg Final Avg Final Elongation Elongation Elongation Left Anchor Right Stress Stress Force Left Right Total Set Anchor Set ksi ksi ksi k in in in ft ft TENDON_A 219 45 11 60 207 85 31 89 5 80 0 06 5 74 28 00 32 00 15 5 Critical Stress Ratios The Critical Stress Ratios shows the ratios of the stresses to the strand s specified ultimate strength Tendo
153. the tabs the Design Indicator box and the graphs If the Single Tendon Path was originally selected with non constant PT force and then Multiple Tendon path is selected the program will give you the warning shown in Fig 6 3 1 You have to click cancel and select single tendon path in order to keep the non constant PT force If you click OK force will be made constant due to multiple tendon path selection ADAPT PT 5 Tendon forces will be made constant due to Multiple tendon path selection Please click OK to continue or Cancel to abandon operation Canal FIGURE 6 3 1 86 PROGRAM EXECUTION Chapter 6 The Graphs button displays a set of three graphs which provide detailed information on the tendon profile the tension and compression stresses and the required versus provided post tensioning forces The Recycle graphs are shown in Fig 6 3 2 The graphs are as follows Tendon Height The Tendon Height graph can be used as a means of verifying that the tendon profile is at least reasonable This graph allows the user to see the tendon profile either by itself or as it relates to the member elevation concrete outline This can be helpful for finding input errors such as a tendon profile that extends outside the member or a profile that is not continuous The concrete outline shows all steps drop caps panels transverse beams and changes in thickness A Recycle Graphs Tendon Height Diagram v Span
154. tion Coefficient of Wobble Friction K 0 00140 rad ft Age of Concrete at Stressing 5 days Ratio of Jacking Stress 0 80 Ec at Stressing 1523 00 ksi Anchor Set 0 25 in Average Relative Humidity 80 00 percent Tendon_A Stressing Method Both sides Volume to Surface Ratio of Members 0 00 in Tendon_B Stressing Method Left side Es of Strand 29000 00 ksi Tendon_C Stressing Method Right side Coefficient of Angular Friction meu 0 07000 1 rad 15 2 Long term Losses Tendon Span Left Center Right ksi ksi ksi TENDON_A 1 7 92 10 17 10 97 TENDON_A 2 10 90 11 20 10 89 TENDON_A 3 10 95 10 45 8 77 TENDON A CR 9 26 7 65 7 30 TENDON_B 1 7 73 10 17 10 85 TENDON_B 2 10 86 0 00 0 00 TENDON_B 3 0 00 0 00 0 00 TENDON B CR 0 00 0 00 0 00 TENDON_C 1 0 00 0 00 0 00 TENDON_C 2 0 00 0 00 10 84 TENDON_C 3 10 95 10 45 8 77 TENDON_C CR 9 26 7 65 7 30 15 3 Calculated Stresses After Friction and Long term Losses Tendon Span Stress Left Stress Center Stress Right Stress Left Stress Center Stress Right FL Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A i 178 42 183 36 190 47 170 44 173 20 179 44 TENDON_A 2 190 47 197 01 190 91 179 58 185 83 180 02 TENDON_A 3 190 91 184 38 175 52 180 02 173 92 166 95 TENDON _A CR 175 52 173
155. tion Diagrams File Mnl5 2 Max Service Envelope Min 0 10 4 0 05 4 0 0 0 0 VS 0 15 4 Span 1 8 3 6 4 Load Cases DEFLECTION LOAD CASE Super Imposed Dead Load pe mm Span 3 Right Cantilever 300 4 250 200 150 4 100 Moment kt gt 50 4 50 100 150 4 Moment Diagrams No Redistribution File Mn15 2 MOMENT Span3 Right Cantilever Shear Diagrams File MR C 62 PAE 25 o E 3 L L 25 50 7 62 61 Span 1 Span3 Right Cantilever SHEAR 167 Chapter 8 REPORTS Stress Diagrams File Mnl5 2 Tension Limit 164 3 Compression Limit 1800 E 100 Superimposed Dead Load Top Superimposed Dead Load Bottom a 90 00 92 50 oH E E 2 E 00 ST 100 C 50 0 150 7 Span 1 Span 2 Span3 Right Cantilever STRESS 168 Deflection Diagrams File Mnl5 2 0 003 9 008 Span 1 Span2 DEFLECTION Span3 Right Cantilever REPORTS Chapter 8 Y EQUIV ALENT SLAB 1 00 SW 1 00 LL_Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT To 8 3 6 5 Load Combination LOAD COMBINATION SERVICE_1_Max_ Stress Diagrams FORA DA PT Load Case SERVICE_1_Max LI Y Tensile Stress Positive Bottom Allowable Stresses LL Stress
156. tion the mouse cursor over the tendon end press the left mouse button and draq the end to its new location Anchor ends of Tendon B at centroid Y Anchor ends of Tendon C at centroid Y FIGURE 6 4 3 The right side of the tab shows the average force in each strand and the number of strands selected for each tendon type The average force in each strand is the force after all losses Note however that the average forces are not actually used in the calculations They are displayed to provide the user with a measure of the relative efficiency of each strand type The left side of this screen shows a symbolic representation of the spans and the tendon layout The default layout is a Type A continuous tendon stressed at both ends of the member a Type B tendon stressed from the left and extending over the leftmost span and a Type C tendon stressed from the right and extending over the rightmost span You can edit the post tensioning layout by o Adjusting the tendon profiles Tendon heights are edited on the Tendon Force amp Heights tab Note that when the Tendon Selection option is active you cannot access the Force column on this tab In the Tendon Selection option 92 PROGRAM EXECUTION Chapter 6 forces are calculated based on the number of strands and the final stresses in the strand o Editing the number of strands in a tendon type The number of strands to use for each tendon type is shown in the Selected Number c
157. ular column 4 Specify the percentage column stiffness that you would like to consider in analysis 5 Repeat the procedure to define geometry of upper columns if any or simply copy the data 6 If you model a two way system you will have an option to assign a Left edge and Right edge condition This option is available only for two way systems and it is used to determine column condition for punching shear check 57 Chapter 5 STRUCTURAL MODELING o If you select Exterior the program will automatically check the left and right tributary width If the tributary that falls to the left or to the right side of the column is less than code required for interior column the program will automatically consider it as an exterior column o If you select Interior the program doesn t check left and right tributary width and treats the column as interior Note The program always checks left and right distance to the slab edge If the dimension B of a column is at least 80 of tributary width the program will treat this column as wall and will not check it for punching shear 5 2 6 Specify Support Boundary Conditions This screen is used to enter support widths and column boundary conditions Fig 5 2 10 A Supports Boundary Conditions EIER Slab beam boundary condition at far ends Column boundary condition Legend Full fixity option right SW Support width in direction of F slab beam end design strip N Cc Ce Ye Bou
158. y solution is not possible the program will display a message box which describes the problem and will switch to the interactive mode The user can then decide whether it is possible to overwrite the original design criteria and continue with the design o Interactive The interactive mode gives the user an opportunity to optimize the design by adjusting the tendon forces and tendon drapes in each span o If you select Yes for Moment reduced to face of support the calculated moment at the support centerline will be adjusted to face of support and used in design o If you select Yes for Redistribute moments post elastic the program will perform redistribution of moments and readjust elastic moments based on the provisions of the selected design code o If you select Yes for Use Equivalent Frame Method the program models the structure using the Equivalent 43 Chapter 5 STRUCTURAL MODELING ry he he 44 Frame Method EFM This option is available only for two way systems If you select Yes for Increase Moment of Inertia Over Supports the program will internally model the structure with increased moment of inertia over supports This option affects the relative stiffness of the beam and column members It also in turn affects the relative distribution of the moments and may affect the amount of post tensioning required The option is available for one way systems and two way systems where the E

ADAPT-PT 2012 - ADAPT Corporation

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