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PTData.Net Application Manual

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1. is Commi Start Over Figure 3 5 The Transverse Beam Input Screen _ T 150 Member Name PTData Net Beam Input Project Name B2 5 4 OK Data is Correct Start ver TIOR lt gt lt gt 4 mos 7 4 voe S X ref x x I ve p Flange 1 ratus Figure 3 6 The Beam Geometry Input Screen with Scroll Bar PTData Net Application Manual 3 14 Chapter 3 Trib TribL Flange la vo FlangeL Tue OY ref H 15 1 B 8 Vez Yref 2 Yref X Flange B2 S Trib 9 lt E TibL _ Ins FlangeL FlangeR B Flange REL TY ON A 4 Trib Flange 1 X B LA lt Bt lt 7 TribL TribR BE FlangeL FlangeR Y H Bw y ref ine Hr v 7 20 _ Figure 3 7 Beam Types PTData Net Application Manual 3 15 Chapter 3 PTData Net Type 1 Cross Section o 2j Project Name Member Name Beam New Run Trib ft 18 00 Flange ft 8 67 Datum FEE Yref in 0 00 Press Enter for 1688 H in 35 00
2. 0 92 82 51 35 97 3431 3454 0 00 242 79 49 34 71 33 05 33 28 0 00 7 13 70 00 30 75 29 09 29 32 0 00 13 35 50 79 22 17 20 52 20 75 0 00 25 84 10 74 9 08 9 31 0 00 12 47 5 08 3 42 3 66 0 00 0 04 0 14 1 80 1 57 0 00 12 55 5 36 7 02 4 79 0 00 25 06 10 59 12 24 12 01 0 00 37 57 15 81 17 47 17 23 0 00 50 08 21 03 22 69 22 45 0 00 59 57 24 99 26 65 26 42 0 00 26 25 Review Menu PrintThis Span Figure 4 6 Unfactored Beam Shears Review Screen Change Span Next Span PTData Net Application Manual Chapter 4 PTData Flexural Concrete Stresses LLL Project Name Example Beam Design Member Sample Beam BEAM C Users Dirk Bondy Desktop PT RunsiSample Beam PTD Change Span Next Span Previous Span Review Menu Print This Span Figure 4 7 Flexural Concrete Stresses Review Screen PTData Net Deflections and Cracking Moments UNSERE Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Span 2 Lm I s eee in in ft kips ft kips 0 003 0 000 31595 65 17 0 004 0 001 312 32 6880 Change Span 1 17 3 47 0 011 249 02 132 09 0 031 155 78 184 16 0 049 120 23 219 71 0 061 101 37 238 57 0 062 99 20 240 75 0 053 113 71 226 23 Next Span Previous 0 014
3. Span 1 Print Segment 1 OK All Dimensions Correct Section Tvpe 1 Status Figure 3 8 The Type 1 Cross Section Input Screen Fisa EIL d LI dam Wre oe Span Geometry Drop Cap Geometry A fede wi Ww Tries iel hem P a E m A nid dd 1 me um um jum m ernst 14 4 jum am um LI ain Tapma lineal Wi Tre i Ss her Lue Trik i E 1 4 daki A fatton wi IE eu Figure 3 9 Two Way Slab Geometry Input Screen PTData Net Application Manual 3 16 Chapter 3 Edae Parallel Column Figure 3 10 Edge Corner amp Edge Parallel Drop Caps PTData Net Application Manual 3 17 Chapter 3 Wn Cn h For gt 2 For h lt 2 Cap Slab on Both Sides of Column Wn Cn Cap For h gt 2 Cap For h lt 2 Cap Slab on Only One Side of Column Figure 3 11 Minimum Cap Plan Dimensions Wn PTData Net Application Manual 3 18 Chapter 3 PTData Net Slab Geometry Input Data omo Typical Span Typical Slab h Project Name Member Name 1 Way Slab New Run OK Data is Correct Print StartOver Status Figu
4. dimension of a rectangular column perpendicular to the span In some cases PTData Net supports different PTData Net Application Manual 1 3 Chapter 1 perpendicular dimensions on either side of the centerline of the frame and these dimensions are identified as dimensions on the left side and or the right side of the frame centerline For these perpendicular dimensions PTData Net assumes that you are always looking towards the left end of the frame 1 towards the left end of the left cantilever if there is one or towards Joint 1 if there is no left cantilever For example if you are looking at the PTData Net frame as in Figure 1 1 the left L gt dimension is on your side of the frame the right L dimension is on the far side of the frame Similarly for a beam cross section which supports different TRIBUTARIES on either side of the frame centerline the left THIB is on your side of the frame the near side the right TRIB is on the far side of the beam section 2 as viewed in Figure 3 7 1 5 Design Points Most PTData Net frame parameters are calculated at a set of design points in each span some of which are determined by the user and some by PTData Net Parameters which are calculated at the design points include Concrete section properties Bending moments Shears Concrete flexural and average compression stresses Tendon CGS slope and effective prestress force Unstressed flexural reinforcement
5. Data net Post Tensioning Design and Analysis Program Application Manual Seneca Software Solutions 232 6 South Pointe Drive Suite 209 Laguna Hills CA 92653 949 595 8182 2011 Table of Contents Chapter 1 Installing and Starting PTData Net 1 1 General Information and Terminology 1 2 The Configuration File 1 3 The Datum Line 1 4 Dimensions Perpendicular to the Frame 1 5 Design Points 1 6 Sign Conventions 1 7 Units Chapter 2 Entering and Editing Input Data The MAIN MENU 2 1 PTData Net Menus 2 2 The MAIN MENU Chapter 3 The Input Data Screens 3 1 Entering and Editing Data in the Grids 3 2 The Start Over Command Button 3 3 General Inout Data Screen 3 4 Column Input Screen 3 5 Transverse Beam Input Screen 3 6 Beam and Slab Input Data a PTData Net Beam Input Screen b PTData Net Two Way Slab Input Screen c PTData Net One Way Slab Input Screen 3 7 Superimposed Load Input Screen 3 8 Tendon Profile Inout Screen Chapter 4 The REVIEW MENU 4 1 Forces and Tendon Profiles Review or Change 4 2 Tendon Data and Cross Section Properties Screen 4 3 Flexural Stress Summary Screen 4 4 Unfactored Beam Moments Review Screen 4 5 Unfactored Beam Shear Review Screen 4 6 Flexural Concrete Stresses Review Screen a Service Load Stresses b Transfer Stresses 4 7 Deflection and Cracking Moment Review Screen 4 8 Tendon Balanced Load amp Concrete Dead Loads Review Screen 4 9 Factored Load Review Screen 4 10 DL
6. addition to the concrete weight A maximum of 20 superimposed loads can be entered for each span in the frame Each superimposed load can have a dead load portion and a live load portion acting at the same location PTData Net supports five types of loads as shown in Figure 3 13 They are UNIFORM LOAD U A load in kips per square foot which acts over the full tributary of the beam starting at a distance A measured in feet from the left support centerline and ending at a distance B also measured in feet from the left support centerline For left cantilevers the distances A and B are measured from the right support centerline The length of the load is B Ain feet The uniform load option will always calculate a line load based upon the single tributary width specified Therefore if the beam or plate has various tributary widths along the span the Line Load L load type or additional Uniform Load U type can be used to model varying tributary widths LINE LOAD L A load in kips per lineal foot starting at a distance A measured in feet from the left support centerline and ending at a distance B also measured in feet from the left support centerline The length of the load is B Ain feet A LINE LOAD is independent of the beam TRIBUTARY and can be used to model various tributary widths POINT LOAD P A concentrated load in kips located at a distance A measured in feet from the left support centerline right support centerline in a left cant
7. 0 07 Total of Added Tendon Locations Maximum Jacking Stress 216 First CJ Location From Left J1 ft Modulus of Elasticity of P S Steel Es ksi 2 Second CJ Location From Left J2 ft Anchorage Seating Loss 0 25 PIS Steel Relaxation Coefficient psi Continue P S Steel Relaxation Coefficient 0 04 Average fpi fpu For Relaxation Coefficient C Age of Concrete at Stressing Days Average Ambient Relative Humidity Print 111 Initial Concrete Strength f ci Use Constant Force Figure 5 2 General Variable Prestress Force Input Data Screen PTData Net Application Manual 5 5 Chapter 5 PTData Net Added Tendon Location Data dl Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Added Number of SE Location DE Location Tendon Strands L R J1 J2 ft from Left 1 4 00 L 41 0 7 e Print didi Continue Figure 5 3 The Added Tendon Location Input Screen PTData Net Variable Prestress Force Review Project Name 2 Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT RunsiSample Plate PTD Edit V
8. For a transverse equivalent frame beam the dimension from the lowest slab soffit on either side of the joint to the soffit of the transverse beam Total member depth Moment of inertia Moment of inertia of the slab portion only of a flanged beam section including the full slab tributary and excluding any portion of the beam web extending below the lowest slab soffit used in the equivalent frame method Moment of inertia of an entire flanged beam section including the full slab tributary and the entire beam web used in the equivalent frame method Polar moment of inertia of the critical punching shear section about a horizontal centroidal axis perpendicular to the plane of the equivalent frame Beam span between support centerlines Most positive live load moment or shear at a design point Most negative live load moment or shear at a design point The dimension from the centerline of the equivalent frame beam to the centerline of the adjacent equivalent frame beam to 15 left looking towards the left towards Joint 1 PTData Net Application Manual Definitions Log dimension from the centerline of the equivalent frame beam to the centerline of the adjacent equivalent frame beam to its right looking towards the left towards Joint 1 Lc Column length from centerline of beam depth to point of fixity or pin at far end Lor Beam clearspan between support faces M Secondary moment Balanced or equivalent l
9. Application Manual 2 3 Chapter 2 iteration select the No Iteration option button This latter option can be useful in the case of very short cantilevers The 318 08 Check Box Checking this box tells the program to use the Load Factors Capacity Reduction Factors and Redistribution Cases of the latest ACI 318 Code This will be the default each time the program is opened Unchecking this box will tell the program to use the Load Factors Capacity Reduction Factors and Redistribution Cases of the 1997 Uniform Building Code The user may then over ride any of the load factors for his her individual requirements The capacity reduction factors and redistribution cases cannot be modified and will remain consistent with either the latest 318 Code or the 1997 Uniform Building Code depending upon the state of the check box You can modify data in the Configuration Screen and use the modified data in the current run only by clicking on the OK Return To The Main Menu button You can use the modified data in the current run and insert the modified data into the PTDATA NET INI file by clicking on the OK Change PTDATA NET INI File button Use this last action with care because the modified data will continue to be used all future runs until the PTDATA NET INI file is modified again When doubt as to the contents on the PTDATA NET INI file you can always bring up the Configuration Screen and review the c
10. Redistribution 7 5 Rebar Weight 0 868 psf 68 59 81 70 106 28 106 30 112 61 17107 Change Span Next Span Previous Span Next ZR Previous t Review Menu Print This Span Would be controlled by cracking moment Figure 4 14 Factored Load Rebar Review Screen R 7 5 PTData Net Application Manual 4 22 Chapter 4 Project Name Example Beam Design Member Name Sample Beam BEAM C Users Dirk Bondy Desktop PT Runs Sample Beam PT D Redistribution 15 Figure 4 15 DL 0 25LL Rebar Review Screen R 15 PTData Net Beam Shear Design 7 Project Example Beam Design Member Name Sample Beam BEAM C Users Dirk Bondy Desktop PT RunsiSample Beam PTD Span 3 X Vcn Vcw qt ips in2 ft in 0 92 74 79 136 07 178 57 0 502 9 6 STR 2 42 76 13 136 07 188 26 0 450 10 7 STR 7 13 92 06 136 07 264 56 0 286 16 8 STR 13 35 127 50 136 07 155 04 0 093 24 0 24 19 57 95 88 159 00 58 79 0 086 240 24 25 78 65 28 174 17 55 49 0 000 24 0 N R 32 00 67 29 179 53 57 20 0 000 24 0 N R 38 22 65 63 175 09 55 78 0 082 24 0 24MAX 44 43 104 17 160 84 78 99 0 085 24 0 24 50 65 128 17 136 78 238 69 0 092 24 0 24MAX 56 87 104 49 136 07 239 02 0 093 24 0 24MAX 61 58 81 12 136 07 170 68 0 114 24 0 24MAX 63 08 79 24
11. frame Previous Span Changes the screen display to the previous span in the frame e Typical Load Starts the input dialog for an identical load which is added to the current span and to every other span in the frame In each span the load will have exactly the same TYPE DL LL A and B values as input in the current span e Uniform Load Starts the input dialog for a load with Load Uniform U which is added to the current span and to every other span in the frame The added loads will have the same DL and LL values in all spans and will extend over the full length of each span from A20 to A L The uniform load is applied over the tributary width specified for each span e OK Data is Correct FOR ALL SPANS Press this command button only when all of the load data has been entered correctly for all spans It will close the Superimposed Load Input Screen and the program will proceed to the next step in the data input or editing process PTData Net Application Manual 3 10 Chapter 3 For UNIFORM LOADS which often occur over an entire span 0 L PTData Net will automatically insert into the data grid a value of L the span length in feet for the B dimension and a value of zero for A These values can be accepted or changed For uniform or line loads PTData Net will not accept a value for B which is less than or equal to the value already input for A For point loads and concentrated moments PTDat
12. moments shears stresses deflections reinforcing etc calculated at each end of each space R Secondary reaction R Maximum permissible percentage of inelastic negative moment redistribution S Number of spans in the frame not counting cantilevers Sm Section modulus Smp Section modulus at the bottom beam fiber Smt Section modulus at the top beam fiber S otirrup spacing measured along length of beam T Total tension force acting on free body cross section at nominal strength Tp Tg 2 C Aps ps tensile force in prestressing steel at nominal member strength the ultimate prestress force THIB Tributary the perpendicular distance supported by a frame beam TRIBL TRIBL Dimension from the centerline of a beam to a point midway to the adjacent beam Or Support to its left looking towards the left towards Joint 1 TRIBR Dimension from the centerline of a beam to a point midway to the adjacent beam or support to its right looking towards the left towards Joint 1 Is Asli tensile force in unstressed tension steel normally rebar at nominal member strength the yield rebar tensile force olab thickness U flexural or shear strength at a design point Vc Controlling nominal concrete shear strength determined from Von Vew Nominal shear strength for inclined cracking type of shear failure ACI 318 Eqn 11 11 PTData Net Application Manual Definition
13. 10 5 4 19 4 17 7 in o c 11 4 30 5 in o c 5 10 45 Next XR Review Menu Print This Form Mat Rebar 4 36in Figure 4 20 c The Controlling Rebar Screen for Two Way Slabs PTData Net Application Manual 4 27 Chapter 5 THE VARIABLE PRESTRESS FORCE OPTION The Variable Prestress Force Option is selected from the REVIEW MENU Following are definitions which are used the Variable Prestress Force mode a complete assembly consisting of a number of strands sheathing and anchorages Strand the high strength prestressing steel which extends between anchorages the element of tendon which is elongated and anchored to provide the necessary prestressing force Strands are most commonly supplied as a seven wire cable with an ultimate strength of 270 ksi Properties of the strand are input in the General Input Data Screen Section 3 3 Items 11 and 16 Note in the Variable Prestress Force Option a tendon is made up of a number of strands Through Tendon a tendon which is continuous from the left end of the frame to the right end of the frame Each PTData Net frame has one through tendon containing any number of strands including zero Added Tendon tendon which is in only part of the frame Any number of added tendons may be used in the frame Stressing End Anchor an anchor point where a tendon is stressed Dead End Anchor an anchor point where no
14. 136 07 162 39 0 166 240 24 Review Menu Print This Span Change Span Next Span Previous Span Figure 4 16 Beam Shear Design Review Screen PTData Net Application Manual Chapter 4 Pore hing Shear Arb Way Sab 8 Heme T Spee with Cantilever PLATE CIEN TRE FT Hm Capitals Critical Section 1 wi W3 h E A R e i in in kd 2000 Det 4 1572 1188 5 00 2 wo 2 nno 1475 1475 0227 1100 no 000 1475 1475 0117 02270 4 12400 24DO 4 000 1475 1475 5 3 amp 00 1100 5 000 475 1475 02773 amp 3 amp DO 3 amp DO amp 112000 040 166071 1475 014 0 Woo mo 7 1475 1475 0130 02273 8 3000 anno eaves 47725 4 573 1767 1 amp 73 0177 DU 0212 DINA Heview 1 Seclien Prim Ihen iga Figure 4 17 Punching Shear Analysis Review Screen Sect 1 SS Met Poaching Anak Propect Mame Tero Way Exampie 1 Member Kame spans with Can
15. 192 79 147 15 0 000 327 67 82 86 0 001 351 16 59 37 0 001 890 62 53 21 0 001 947 09 3 25 0 001 963 69 19 86 AA 347 610 873 1137 M 00 1663 0 1927 0 0 035 144 91 195 04 2190 2453 25 00 25 00 2642 27 17 Review Menu Print This Span Figure 4 8 Deflections and Cracking Moments Review Screen PTData Net Application Manual 4 17 Chapter 4 PTData Net Tendon Balanced Loads amp Concrete Dead Loads M Project Name 2 Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Tendon Balanced Loads Concrete Dead Loads Load Load Type Load kft Segment Load k R BF 1 Line 8 823 0 000 3 000 1 2 400 0 00 25 00 2 Line 2 406 3 000 14 000 2 3 150 25 00 28 00 3 Line 2 406 14 000 25 000 4 Line 8 823 25 000 28 000 5 Moment 122 891 25 000 xxx 6 Line 4411 0 000 3 000 7 Line 1 203 3 000 4 667 8 Point 11 229 4 667 xxxx 9 Moment 6 082 4 667 10 Line 7 562 25 000 28 000 11 Line 2 062 23 333 25 000 12 Point 19 250 23 333 xxx 13 Moment 10 427 23 333 9991 Span 2 100 3 Balanced Nice Review Menu Print Tendon Loads Print Conc Loads Change Span Next Span Figure 4 9 Tendon Balanced Load amp Concrete DL Review Screen PTData Net Application Manual 4 18 Ch
16. LL 4 Rebar Review Screen 4 11 Beam Shear Design Review Screen 4 12 Punching Shear Stress Review Screen 4 13 Variable Prestress Force Option 4 14 Controlling Rebar Option PTData Net Application Manual Table of Contents 4 15 Return to the MAIN MENU Option Chapter 5 Variable Prestress Force Option 5 1 The Tendon Stressing Patterns Input Screen 5 2 The General variable Prestress Force Inout Data Screen 5 3 The Added Tendon Location Screen 5 4 The Variable Prestress Force Review Menu PTData Net Application Manual Definitions C1 Cross sectional concrete area Cross sectional concrete area of the critical punching shear section Cross sectional area of unstressed longitudinal compression steel Cross sectional area of prestressed steel Cross sectional area of unstressed longitudinal tension steel Cross sectional area of shear reinforcement stirrups Tendon sag the maximum offset from the chord the line connecting the two highpoints in each span Depth of rectangular compression stress block at nominal strength Minimum web width of a T beam Width of rectangular concrete compression stress block at nominal strength Perimeter of the critical punching shear section Total compression force acting on free body cross section at nominal strength Compression force acting free body cross section resisted by concrete nominal strength Centroid of concr
17. Manual 3 2 Chapter 3 selection procedure contained in the REVIEW MENU Chapter 4 Also see THEORY Section 9 2 Enter the number of endspans at each end of the frame in the appropriate text box Left or Right 7 DL Transfer n the text box for this item enter the percentage of Superimposed dead load which is present and acting on the frame at the time the tendons are stressed This will be used in transfer stress calculations For example if half of the superimposed dead load is present at transfer enter 50 for this 8 Perpendicular Compression Code requirements for punching shear capacity at critical sections of two way slabs is a function of the average compressive stress acting on the faces of the critical section PTData Net knows the compression stress acting on the two faces of the critical section which are normal to the plane of the equivalent frame based on the prestress force at each joint however it does not know the compressive stress on the faces of the critical section which are parallel to the equivalent frame produced by prestress forces normal to the plane of the equivalent frame This input value is the compressive stress acting on the faces of the critical section which are parallel to the equivalent frame The default value for this variable is 125 psi 9 DL LL 4 Rebar Previous editions of the Uniform Building Code have required in one way post tensioned members with unbonded tendons
18. Relaxation 173 0 KLL 1 6 Column le lgross 1 00 Normal Relaxation 162 0 Kw1 1 6 ksi 270 0 Minimum Shear Cap Size Disabled ACI318 08 C Enabled Non Controlling Cantilever Iteration KCOMB 75 Iterate Highpoint Use Sag in Cantilever C No Iteration Straight CantileverTendon KDL1 12 OK Change PTData INI File 16 OK Return The Menu Figure 2 3 The Configuration Screen PTData Net Application Manual 2 6 Chapter 3 THE INPUT DATA SCREENS This chapter contains detailed descriptions of the six screens which are used to manage PTData Net input data When a New Run command button in the MAIN MENU is pressed PTData Net presents each required input screen consecutively and automatically i e starting with the General Input Data Screen and proceeding in order through the Tendon Profile Screen see Figure 2 2 for the precise input screen sequence After all of the six input data screens have been completed PTData Net returns to the Edit Input Data screen Figure 2 2 where the user has the opportunity to edit any of the input data by accessing the input screens individually This is done by pressing the appropriate Edit Input Data screen command button After each input data screen is edited PTData Net returns to the Edit Input Data Screen When all input data is correctly entered press the OK Data is Correct command button in the Edit Input Data screen and the prog
19. When the input data in this screen is correct press the Continue command button 5 4 The Variable Prestress Force Review Menu Once all of the data required for the Variable Prestress Force mode is entered PTData Net proceeds to the Variable Prestress Force Review Menu shown in Figure 5 4 This screen permits by pressing the appropriate command button the user to edit the Variable Prestress Force input data cancel the Variable Prestress Force mode and return to the REVIEW MENU and when all data is correctly input start the Variable Prestress Force Calculations When the calculations are completed the REVIEW MENU will appear and the output data can be reviewed PTData Net Application Manual 5 4 Chapter 5 Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD co 008 9 3 9 C 3 C 9 C 4 C 10 C 25 C 41 6 C 42 Print J1 Intermediate Stressing Anchor J2 Figure 5 1 Tendon Stressing Patterns Input Screen PTData Net General Variable Prestress Force InputDat o Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Friction Wobble Coefficient per Total of Thru Friction Curvature Coefficient per radian
20. a Two choices are available 1 Top and Bottom Columns Always Present 2 Top Column Present for Live Load Only PTData Net Application Manual 2 2 Chapter 2 If the first choice is selected PTData Net assumes that the top and bottom columns at each joint are both present and contribute stiffness to the joint under all loading conditions If the second choice is selected PTData Net assumes that only the bottom column is present to resist dead and balanced loads and both top and bottom columns are present to resist live loads Select the option you want by clicking on the option button in the Column Modeling Option frame b Cracking Moment Calculations Use this Option to include or ignore the cracking moment requirements of ACI 318 95 Section 18 8 3 see THEORY section 9 1 The requirement to consider cracking moment calculations has been eliminated in ACI 318 08 so this option is only applicable to analysis of older designs or new designs where ACI 318 08 has yet to be adopted c Spaces Enter in the text box the number of equal spaces unlimited into which each clearspan is to be divided design values calculated at each end of each space see THEORY Section 8 1 d Column Enter in the text box the ratio between the effective cracked and gross uncracked column moment of inertia le lgross The default value of 1 0 will result in gross column section properties for column stiffnesses This value will a
21. are conservative lf a larger bar is actually used the calculations are non conservative 26 Stirrup Size Entered as a number 3 9 using the pull down combo box provided and used to establish the required stirrup spacing 27 Concrete Cover Top Enter the clear dimension in inches from the top concrete fiber to the top of the longitudinal bar in the text box 28 Concrete Cover Bottom Enter the clear dimension in inches from the bottom concrete fiber to the bottom of the longitudinal bar in the text box 29 Bot Mat Spacing Enter the typical bottom mat rebar spacing The size of rebar will match the Long Bar Size input value If no bottom mat is used a 0 value is inputted This option is only available for two way slab designs 3 4 Column Input Screen This screen is used to input all data related to the frame columns There are two columns at each joint one above the joint the TOP column and one below the joint the BOTTOM column The total number of joints is S 7 therefore data for 25 2 columns must be entered for each frame The Column Input Screen is shown in Figure 3 4 For a new run PTData Net first requests input dimensions for the most typical column the one that repeats the most times If there are no repeating columns any one of the columns will do for this typical column Note that column dimensions are accepted for a TOP column above the joint and a BOTTOM column below the joint If there are no columns in
22. cause the cross section geometry input data screen to appear for the cross section type selected Figure 3 8 shows the input screen for the Type 1 Cross Section After the cross section geometry data is entered for each Cross Section Type program returns to the Beam Geometry Input Data screen as shown in Figure 3 6 Note that the column titled Section ID Type shows A 1 for each span indicating Section ID A and Cross Section Type 1 for each span To modify a Section ID use the procedures detailed in oection 3 1 To modify the Cross Section geometry highlight the appropriate cell in the Section ID Type column and press the Define or Review Geometry command button When all data is correct press the OK Data is Correct command button 3 6 b PTData Net Two Way Slab Input Screen Figure 3 9 shows the input data screen for two way slabs In the grid titled Span Geometry enter for each span the span length L between support centerlines the slab thickness the tributary lengths on the left and right sides of the equivalent frame centerline and the distance from the datum line to the top of the slab Use the PTData Net Application Manual 3 7 Chapter 3 Typical command buttons as appropriate or enter the data intoeach cell as detailed in section 3 1 Enter the dimensions of a rectangular drop cap if one exists at each joint in the grid titled Drop Cap Geometry At each joint enter the dimension
23. each clearspan is to be divided design values calculated at each end of each space see THEORY Section 8 1 Default 10 2 ColModel The column modeling code See THEORY Section 7 1 a 0 and bottom column always present 1 Top column present for live loads only Default 0 3 CrackMom An indicator 1 or 0 which tells PTData Net to consider 1 or ignore 0 the cracking moment calculation of Section 18 8 3 ACI 318 95 See THEORY Section 9 1 Default 0 4 Aps The cross sectional area of one post tensioned strand Default 0 153 in 5 EffStressLR The assumed effective stress in low relaxation tendons Default 173 ksi 6 EffStressSR The assumed effective stress in stress relieved tendons Default 162 ksi 7 MinCapSizeEnabled If this option is enabled Value 1 PTData Net will not permit a shear size W1xW2 to be entered which is smaller than the first inside critical section Section 1 If this option is disabled any shear cap size can be entered Default 1 8 ColumnStiffnessFactor The ratio between the effective cracked to gross uncracked moment of inertia le Igross for all columns Default 1 0 The data items contained in the configuration file that cannot be permanently modified by the user are as follows 9 KDL The load factor for dead loads except when combined with wind load only see Item 10 below Default 1 2 10 KLL The load factor f
24. except a left cantilever where the location is measured from the right support centerline In the example shown in Figure 4 2 the frame has five spans and two cantilevers One left end span and one right end span have been specified for General Input Data Item 6 see Section 3 3 The heading for Left End Spans identifies those spans as the left cantilever and Span 1 CL 1 and the heading for Right End Spans identifies them as Span 5 and the Right Cantilever 5 CR The remaining Spans 2 through 4 are identified as interior spans in the heading for Interior Through Spans 2 4 The maximum tensile stress in the top beam fiber in the left end spans is 0 214 ksi and it occurs in Span 1 at a distance of 28 75 feet from the left support centerline Joint 2 The maximum top fiber tensile stress in the interior Spans 2 through 4 is 0 275 ksi and it occurs in Span 3 at a distance of 1 25 feet from the left support centerline of Span 3 also at Joint 3 The maximum tensile stresses at the bottom beam fiber are also tabulated in a similar manner for both end and interior spans The sorting of maximum compressive stresses is not separated into end and interior spans as 15 the sorting for tensile stresses Rather the single maximum top and bottom fiber compressive stress in any span end or interior is found and displayed in this screen In the example shown the maximum compressive stress which exists at the top beam fiber anywhere in the frame is
25. exit the Unfactored Beam Shear Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU PTData Net Application Manual 4 5 Chapter 4 4 6 Flexural Concrete Stresses Review Screen This screen shown in Figure 4 7 shows the concrete flexural stresses at each design point produced by the unfactored service dead and live loads and by unfactored transfer loads The stresses are tabulated for the extreme top and bottom beam fibers and for service loads the most positive and most negative moments possible at each design point See Section 1 5 for a discussion of the design points and THEORY Section 2 1 and the entire THEORY Chapter 10 for a discussion of how the flexural stresses are calculated In PTData Net tensile stresses are positive in sign and compressive stresses are negative in sign 4 6 a Service Load Stresses Service load flexural concrete stresses are produced by unfactored dead and live loads with the live loads arranged to produce maximum positive and negative moments at each design point In the example shown in Figure 4 7 at x 32 02 feet the stress at the top beam fiber caused by the most negative moment Max M which can occur at that design point is 0 470 ksi The stress at the top beam fiber caused by the most positive moment Max which can occur at that design point is 708 ksi Thus the range of flexural stresses which can occur at the top beam fibe
26. in the Flexural Stress Summary Screen per section 4 3 and are recommended to be reviewed to verify code compliance and design intent 4 2 Tendon Data and Cross Section Properties Screen This screen is shown in Figure 4 3 It shows for each span and at each design point the effective tendon force F the tendon CGS dimension measured in inches from the datum line the tendon S ope in radians clockwise tangent rotation positive the centroid of the gross concrete cross section CGC measured from the datum line the PTData Net Application Manual 4 3 Chapter 4 cross sectional concrete Area in inf the top and bottom section moduli 5 and S in in and the average compressive stress F A in ksi To leave the screen and return to the Review Menu press the Review Menu command button 4 3 Flexural Stress Summary Screen If you select this Option PTData Net will sort the currently calculated values for concrete flexural tensile and compressive stresses and select the critical ones for your review The Flexural Stress Summary Screen is shown in Figure 4 4 This screen shows you the critical tensile stresses in end spans and through interior spans separately Critical compressive stresses are displayed for all spans both end and interior Critical stresses are shown for the top and bottom beam fibers along with the location in the span where the critical stresses occur measured from the left support centerline in all spans
27. of the cap parallel to the span of the frame W7 the dimension of the cap perpendicular to the span W2 and the total depth of the cap including slab h PTData Net assumes that the rectangular cap is centered on the column For edge corner or edge parallel columns enter the cap size as if it was a full sized cap centered on the column and extending beyond the slab edge Enter full size 7 and W2 dimensions for edge corner and edge parallel drops as shown in Figure 3 12 PTData Net will automatically truncate the sides of the drops to the slab edge as necessary to conform to the column slab edge relationships shown in Figure 3 12 Figure 3 12 shows rectangular columns these relationships are similar for round columns If the Minimum Cap Size option is enabled in the Configuration screen PTData Net will determine the plan dimensions of the cap 7 2 which are required based upon the column dimensions c1 and c2 and the cap depth h to ensure that the inner Critical section 1 falls within the cap and will not permit W1 or W2 dimensions which are smaller than those minimum dimensions These minimum dimensions and their relationship to c2 and are shown in Figure 3 13 If the Minimum Cap Size option is disabled any cap dimensions can be entered however in that case PTData Net will base the d dimension for the inner Critical Section on the total cap depth rather than the slab thickness The designer m
28. shown each design point are the three concrete shear capacities Ven Vew and from which the controlling concrete shear capacity is selected the controlling area of shear reinforcement A expressed in square inches of vertical web reinforcement per running foot of beam the required two legged stirrup spacing based upon the stirrup size entered in the General Input Data Screen and finally a CODE which identifies the ACI Code Section which controlled the shear design The CODES are e N R Shear reinforcement is not required in conformance with ACI 318 Section 11 4 5 1 In this case PTData Net will suggest a stirrup spacing of 24 e STR Shear reinforcement is controlled by strength requirements See THEORY Section 14 1 b Equation 14 8 e MIN Shear reinforcement is controlled by one of the two minimum shear reinforcement requirements in ACI 318 Equations 11 13 and 11 14 e 24MAX Shear reinforcement is controlled by the 24 maximum stirrup spacing requirement of ACI 318 Section 11 4 5 e 12MAX Shear reinforcement is controlled by the 12 maximum stirrup spacing requirement of ACI 318 Section 11 4 5 e 3 4H Shear reinforcement is controlled by the 3 4h maximum stirrup spacing requirement of ACI 318 Section 11 4 5 e 3 8H Shear reinforcement is controlled by the 3 8h maximum stirrup spacing requirement of ACI 318 Section 11 4 5 To exit the Beam Shear Design Review Screen press the Review Menu command button an
29. stressing occurs Input for the Variable Prestress Force Option is managed through four screens which appear after the Option is selected from the MAIN MENU These screens are described as follows in Sections 5 1 through 5 4 5 1 The Tendon Stressing Patterns Input Screen PTData Net supports twelve stressing patterns including every possible stressing arrangement for through tendons with up to two intermediate stressing construction joints The stressing patterns are described graphically in the Tendon Stressing Patterns Input Screen shown in Figure 5 1 In Figure 5 1 the horizontal line in each of the 12 patterns represents the full length of the through tendon i e the full length of the frame from left to right ends A solid black arrow represents a stressing anchor point and the direction in which the arrow points indicates the direction in which the tendon is stressed pulled at that point A short vertical bar at the left or right end of the tendon indicates a dead end anchor point The 12 patterns represent every possible combination of stressing for a through tendon with up to two intermediate stressing points Patterns 1 through 3 have no intermediate stressing points they are stressed only at the extreme ends of the frame Patterns 4 through 8 have one intermediate stressing point Patterns 9 through 12 have two PTData Net Application Manual 5 1 Chapter 5 intermediate stressing points The intermediate stressing
30. sufficient bonded unstressed reinforcing steel to develop using 1 0 the moments due to unfactored dead load plus 25 of the unfactored and unreduced live load This input item tells PTData Net whether this requirement is applicable Click the No option button if this requirement does not apply Click the Yes option button if it does apply 10 Full Reduced LL Ratio The number entered in this text box represents the ratio of unreduced to reduced live load for the entire frame For example if the Uniform Building Code section referenced in 9 above applies and the frame beams require an unreduced live load of 50 psf which is reduced to a minimum of 30 psf enter a value of 50 30 1 67 for this item All input live loads will be multiplied by a factor of 1 67 in calculations pertaining to this item only This results in some minor conservatism in spans where the reduced live load is greater than 30 psf This item will be disabled if the No option button is pressed in Item 9 The following General Input Data Screen items describe the post tensioned tendons 11 Tendon Type PTData Net supports four types of tendons Unbonded low relaxation Unbonded normal relaxation Bonded low relaxation Bonded normal relaxation PTData Net Application Manual 3 3 Chapter 3 12 13 14 15 16 The type of tendon is selected with the pull down combo box provided Bundle Diameter The diameter or height of the tendon bun
31. systems It is used to input the geometry of beams at any joint perpendicular to the span of the equivalent frame beams in the Lo direction See THEORY Section 7 2 b for a discussion of the equivalent frame transverse beams A rectangular transverse beam can occur to the left or to the right of each joint Data is thus required for 2S 2 transverse beams The beam geometry is defined by entering two values for each beam width of the transverse beam web in inches e vertical distance in inches from the datum line to the soffit of the transverse beam The Transverse Beam Input Screen is shown in Figure 3 5 For a new run PTData Net first requests input dimensions for the most typical transverse beam the one that repeats the most times If there are no repeating transverse beams any one of the transverse beams will do for this typical transverse beam If there are no PTData Net Application Manual 3 6 Chapter 3 transverse beams enter or for the first typical transverse beam dimension and the program will skip the entire transverse beam input routine If existing transverse beam data is being edited all of the previously entered data will appear in the data grid For a new run PTData Net makes all the transverse beams the same as the typical transverse beam Changes to the typical transverse beam data or the previously entered data can then be made as necessary using the met
32. the frame enter N or n for the first typical column entry the Bottom Column Le dimension and the PTData Net Application Manual 3 5 Chapter 3 entire column data entry routine will be skipped If existing column data is being edited all of the previously entered data will appear in the data grid For each column top and bottom PTData Net needs to know The column length in feet from the midpoint of the beam depth to the point of fixity or the pin at the far end see THEORY Figure 7 1 e The cross sectional column dimension in inches perpendicular to the beam span C The cross sectional column dimension in inches parallel to the beam span e FIX Thefar end column fixity condition Enter P or p for a pinned end Enter or for a fixed end Input the actual physical dimensions of the column Adjustments for equivalent frame column stiffnesses in two way systems are made automatically by the program Round columns can be input by entering the diameter for and zero for For a new run PTData Net makes all the columns the same as the typical column Changes to the typical column data or the previously entered data can then be made as necessary using the methods described in Section 3 1 To leave the screen and accept the column data as shown press the OK Data is Correct command button 3 5 Transverse Beam Input Screen This screen will appear only for two way
33. total weight of all tendons in the frame and the total tributary of the entire frame is calculated and presented in this screen Allowance is made for added tendon tails and excess strand protruding from the edges at exterior stressing ends To return to the REVIEW MENU and accept the force and profile data as shown press the Review Menu command button If any value has been changed in the Forces and Tendon Profiles Review Screen this includes pressing the Previous Force and Profile command button PTData Net will immediately upon leaving the screen recalculate all values which are a function of tendon force and profile including unstressed reinforcing steel data All calculated values accessible from the REVIEW MENU are thus consistent with the currently selected forces and profiles To the right of the tendon force and profile chart the flexural stresses are tabulated at the joints and midpoint of each span These stresses will change concurrently with any modification to the tendon force or profile with the screen remaining open If the flexural stress limits exceed the values input into the General Inout Data Screen Section 3 3 a flag will appear with a corresponding asterisk in the flexural stress chart at the location of exceedence The flags will not be a part of the printed output but identify areas for possible further review Flexural compressive stresses are not included in this table Those values are listed
34. value is 0 001 2 Friction Curvature Coefficient The value u in the friction loss equation shown Item 1 above The curvature coefficient is a multiplier of the total angular change expressed in radians through which the tangent to the tendon rotates in the length L between the stressing end and the point x The default value 15 0 07 3 Maximum Jacking Stress The maximum stress permitted in the prestressing tendon at the stressing end while the jack is still attached to the tendon 1 before anchorage seating losses The ACI Code limits this value to 0 94 or 0 80f5 whichever is less The default value is 216 ksi 4 Modulus of Elasticity of P S Steel The default value is 28 000 ksi 5 Anchorage Seating Loss distance in inches the wedges travel after the jack releases the tendon The default value is 0 25 inches PTData Net Application Manual 5 2 Chapter 5 6 P S Steel Relaxation Coefficient A coefficient used in the calculation for steel relaxation found in Table 2 of Estimating Prestress Losses Default values are 5 000 for low relaxation strand and 20 000 for stress relieved strand 7 P S Steel Relaxation Coefficient J A coefficient used in the calculation for steel relaxation found in Table 2 of Estimating Prestress Losses Default values are 0 04 for low relaxation strand and 0 15 for stress relieved strand 8 Average fpi fpu For Relaxation Coefficient coefficie
35. 0 465 ksi and it occurs in Span 5 16 77 feet from the left support centerline in Span 5 between Joints 5 and 6 At the bottom beam fiber the maximum compressive stress is 0 799 ksi and it occurs in Span 5 at a distance of 0 83 feet from the left support centerline Joint 5 Users must pay particular attention to the critical compressive stresses shown in this summary The PTData Net automatic design procedure is based upon fensile stresses only see THEORY Section 9 2 The user must verify that the compressive stresses for any design are within Code allowables This screen facilitates that since it displays the maximum top and bottom compressive stresses which exist anywhere in PTData Net Application Manual 4 4 Chapter 4 the frame Users are cautioned against the use of any post tensioned concrete member whose design 15 controlled by flexural compressive stresses To exit the Flexural Stress Summary Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 4 Unfactored Beam Moments Review Screen The Unfactored Beam Moments Review Screen is shown in Figure 4 5 It tabulates in kip feet the unfactored dead load balanced load live load secondary and wind moments for each design point in each span of the frame See Section 1 8 fora discussion of the design points Positive moments cause tension in the bottom beam fiber negative moments cause tension in the top beam fiber There a
36. 2 4 83 in 2 2 1 45 in 2 3 5 53 in 2 3 372 in 2 4 3 95 in 2 Next Previous XR Review Menu Print This Forn Figure 4 20 a The Controlling Rebar Screen for Beams PTData Net Controlling Rebar oom Project Name Application Manual Member Name Sample One Way Slab SLAB C Users Dirk Bondy Desktop PT Runs Sample Slab PTD Redistribution Ult 7 5 DL 0 25LL 10 Joint Top Rebar Span Total B Rebar 1 HA 0 0 in o c 1 HA 20 0 in o c 2 HA 20 0 in o c 2 20 0 in o c 3 HA 20 0 in o c 3 HA 20 0 in o c 4 183 in o c 4 HA 20 0 in o c 5 18 9 in o c 5 20 0 in o c 6 18 9 in o c 6 HA 20 0 in o c 7 4 19 8 in o c 7 HA 20 0 in o c 8 4 20 0 in o c 8 HA 20 0 in o c Previous 9 HA 0 o c Review Menu Print This Form Figure 4 20 b The Controlling Rebar Screen for One Way Slabs PTData Net Application Manual 4 26 Chapter 4 PTData Net Controlling Rebar OU Oe Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Redistribution Ult 7 5 DL 0 25LL 10 Joint Top Rebar Span Total B Rebar Added Rebar to Mat 1 7 5 1 10444 62 28 8 in o c 96 0 in o c 2 7 5 2 1 4 99 in o c 3 9 45 3 1 4 99 9 o c 4
37. 41 Mar Coempream ron ies Span Humirr Unice From Le Soppi CL 0 214 2575 0072 1 15 0 2 gar 1 25 126 18 17 0 83 5 in CH 125 0 0535 IE TT Ends pns Sera Right EL Figure 4 4 Flexural Stress Summary Review Screen PTData Net Application Manual Chapter 4 PTData Net Unfactored Beam Moments we Project Example Beam Design Member Name Sample Beam BEAM C Users Dirk Bondy Desktop PT RunsiSample Span 3 DL Load LL Max 2 Mwind 77719 61407 35962 1773 487 32 0 00 655 70 52234 30661 16 93 484 60 0 00 303 17 262 00 1522 1439 476 05 0 00 81 86 15 97 35 76 63 85 464 78 0 00 320 05 219 83 28 83 15587 45351 0 00 436 62 349 59 23 33 19493 442 24 0 00 47524 40524 17 82 20143 430 97 0 00 436 08 38680 1232 17547 41970 0 00 294 24 Print This Span Change Span Figure 4 5 Unfactored Beam Moments Review Screen PTData Net Unfactored Beam Shears i ii Tl iii iii Project Name Example Beam Design Member Name Sample Beam BEAM C Users Dirk Bondy Desktop PT Runs Sample Span 3 DL LL MaxML LL MaxMR LL MaxM
38. 5 of Critical Section 2 Figure 4 18 is 0 205 ksi on the right face at Joint 3 The allowable stress at these joints is 0 224 ksi so the design is adequate for punching shear at this critical section In PTData Net if any applied stress exceeds the allowable stress not only will the warning banner appear but the Design Capitals command button will be enabled Press this button and PTData Net will design the capitals first for Critical Section 1 and PTData Net Application Manual 4 11 Chapter 4 then for Critical Section 2 using a patterned process beginning with the two exterior joints and working inward This is a rigorous process and may take a considerable amount of time Since a change in the capital dimensions affects the stiffness of the frame members along with the shear stresses both the flexural design and the shear design must be addressed in the process To accomplish this PTData Net goes through an iterative process and recalculates the stiffness matrix moment distribution etc after every incremental change in a capital After the automatic design procedure is complete the user receives a message to verify that shear stresses are satisfied in both critical sections It is possible that after first determining the capital depth in Critical Section 1 at each joint and then determining the capital plan dimensions in Critical Section 2 at each joint that the frame stiffness has been modified enough that one of the Crit
39. English units are used in PTData Net Loads are expressed in kips and feet moments in kip feet stresses in kips per square inch and deflections in inches opans tributaries and column lengths are in feet and all cross section dimensions are in inches except for T beam flange widths which are in feet PTData Net Application Manual 1 5 Chapter 1 2 0 9 6 Figure 1 1 Span amp Joint Identification PTData Net Application Manual 1 6 Chapter 1 ART a Support Centerline Cin 2 2 CLR oa 1 2 3 4 5 7 8 P 2 L 22 1 2 3 4 5 6 7 8 Spaces amp 1 Points Selected by User Figure 1 2 a L hL 2 2 42 Two Points Critical Beam Shear Sections Figure 1 2 b 1 2 3 4 2 N 1 Points Section Changes Figure 1 2 c Figure 1 2 Design Points PTData Net Application Manual 1 7 Chapter 2 ENTERING AND EDITING INPUT DATA THE MAIN MENU 2 1 PTData Net Menus PTData Net operation is controlled by two menus the MAIN MENU which appears each time the program is started and the REVIEW MENU which appears after the user has inputted all of the design parameters and PTData Net has performed an initial design for a particular run The MAIN MENU is used to enter or modify input data for a particular run and to save the data The REVIEW MENU is us
40. Stirrup design Minimum bonded reinforcement The user determined design points are a function of the value P which is specified by the user and which appears the SPACES item in the configuration file Section 1 2 Item 1 Pis the number of equal spaces into which each clearspan is divided Each end of each of these P spaces is a design point There are therefore a total of 1 design points in each span which are specified by the user In addition to the user specified design points PTData Net adds a point at a distance h 2 from each support face where h is the depth of the beam segment immediately adjacent to the appropriate support Segment 1 at the left support Segment N at the right support This adds two design points to each span and one to each cantilever Finally PTData Net adds two design points at each change in cross section one immediately to the left of the change one immediately to the right These add 2 N 1 design points to the set in each span or cantilever The total number of design points is therefore P 3 2 N 1 for each span and P 2 2 N 1 for each cantilever The design points are shown in Figure 1 2 An exception to the above occurs when a user specified point occurs at exactly the same location as a section change In that case the user specified point will be omitted as it would contain exactly the same data as one of the two section change design points 1 for beams and one way slabs and N23 fo
41. TData Net A separate document also furnished with PTData Net is called the THEORY manual and it describes in technical detail what PTData Net actually does The THEORY manual is referenced often in this document PTData Net is used to design and analyze prismatic frames where the cross section of the beams or slabs can vary in any span however the cross section is constant between supports in any given span The maximum number of spans in the PTData Net frame is 25 plus a cantilever at either or both ends The term span herein is defined as a length of beam or slab supported at both ends as opposed to a cantilever which is supported at one end only Spans are numbered consecutively from left to right starting with 1 and ending with S where S is the total number of spans excluding cantilevers A left cantilever is identified as Span 0 and a right cantilever is identified as Span 5 1 maximum of 20 superimposed dead or live loads may be applied in any span or cantilever The applied loads can be uniform line loads over all or part of a span or cantilever point loads concentrated moments or applied wind moments acting at each end of each beam In PTData Net the cross sectional geometry for beams and slabs is prismatic constant between supports except for two way slabs where a drop panel is permitted at each column or a slab band a shallow wide beam may be modeled Each span or cantilever can contain one of a library of available cro
42. When this file is changed PTData Net will continue to use the new values until PTDATA NET INI is changed again If you make a change in PTDATA NET INI for an atypical run be sure to change the file back to its original values or PTData Net will continue to use the atypical values However each time the program is started the current ACI load factors will be loaded and the ACI 318 08 box will be checked The user can modify the load factors and uncheck the ACI318 08 box for individual runs and this will be saved permanently for those runs but the load factors and check box in the initialization file for future runs will not be modified 1 3 The Datum Line The vertical position of many PTData Net program parameters is determined by their distance from a constant horizontal line called the datum line The datum line can be anywhere and its location is determined in each run by the user Dimensions below down from the datum line are positive dimensions above up from the datum line are negative The most convenient location for the datum line is at the top of the topmost beam segment in the entire frame All dimensions from the datum line are then either Zero or positive 1 4 Dimensions Perpendicular to the Frame Many PTData Net dimensions are perpendicular to the plane of the frame Examples of this type of dimension are the horizontal dimensions for the beam or slab cross section the equivalent frame L dimensions at each joint and the
43. a Net skips the prompt for and inserts xxxx in the column Similarly for wind moments both the A and prompt are skipped and is inserted in those columns PTData Net will not accept an A or B value greater than L Figure 3 15 shows a Superimposed Load Input Screen for Span 1 which contains an example of each of the five types of loads When all loads in all soans are correct press the OK Data is Correct FOR ALL SPANS command button 3 8 Tendon Profile Input Screen The last of the input data screens is the Tendon Profile Input Screen which is used to define the shape of the tendon profile in each span and cantilever PTData Net supports a library of tendon profiles which is shown in Figure 3 16 as well as on the screen Note that tendon TYPES 1 through 7 are for spans and TYPES 8 through 12 are for cantilevers Only one tendon TYPE may be used in each span however the TYPE can be different in each span The input data required to define the tendon TYPE includes the TYPE number and any literal values shown in Figure 3 17 for that tendon TYPE For example for a TYPE 1 centerline parabola the only input data required is the TYPE number 1 For a face to face double harped profile TYPE 7 you must input six numerical values the TYPE number 7 the distances from the left support centerline to the two loads A and B the distances from the left and right support centerlines to the tendon high point cj an
44. ads are shown in Figure 4 10 for continuous tendons and Figures 4 11 and 4 12 for added tendons Each load shown with a literal value in Figures 4 10 through 4 12 is tabulated in this screen if it is present in the Span PTData Net Application Manual 4 7 Chapter 4 There are three possible types of balanced loads LINE loads in kips foot POINT loads in kips and concentrated MOMENTS in kip feet The Tendon Balanced Load Review Screen shows the magnitude and location of each balanced load caused by either continuous or added tendons present in each span See THEORY Chapter 6 for more information regarding balanced loads due to various continuous or added tendon configurations The bottom portion of the screen will identify the percentage of the concrete self weight that is balanced by the tendons in each span Balance load percentages below 65 between 65 and 125 and above 125 are listed as Too Low Nice and High Be Careful respectively These comments are not printed in the hard copy of the output and are presented solely to aid the user based upon the experience of the developers of PTDdata Net Balanced loads are not a code issue but have historically been used by post tensioning engineers as a tool to an efficient design The appropriate percentage of balance load should be reviewed on a project specific basis and take into account shorter spans cantilevers high super imposed etc A percentage is not
45. an 1 Click on the Right check box if there is a cantilever at the right end of the frame adjacent and immediately to the right of Span S Live Load Arrangement Click on the Uniform option button if the live load is applied uniformly in all spans under all loading conditions Click on the Skipped option button if the live load is to be skipped arranged in a pattern which will produce the maximum possible positive and negative moments at each design point See THEORY Section 8 3 for how PTData Net determines maximum positive and negative live load moments in each span Number of End Spans An endspan is a span which can contain an added tendon An added tendon is a tendon which is not present in all spans of the frame i e it dead ends at some interior point as opposed to continuous or through tendons which are present in a spans A left endspan is an endspan whose added tendon is stressed at the left end of the frame The use of added tendons permits the progressive decrease or dropping off of prestress force from span to span as it is no longer needed starting at each end of the frame This input item tells PTData Net how many spans at the eft end of the frame may have added tendons which are stressed at the left end of the frame This restriction on endspans applies to the automatic design procedure only Any prestress force may be applied in any span of the frame with the manual force PTData Net Application
46. and Typical Mo of Strands Tendon Weight Tiene 0 405 Status Figure 4 2 Forces amp Tendon Profiles Review Screen PTData Net Tendon Data and Cross Section Properties 7 Cc CSS Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Span 2 x Fe CGS CGC Area 9 Sb Slope ps fin n2 n3 Change Span 534 09 1 10 3 2304 0 3072 0 534 09 1 19 4 2304 0 3072 0 534 09 268 3 4 2304 0 3072 0 378 00 457 j 2304 0 3072 0 378 00 5 92 2304 0 3072 0 378 00 6 73 3 f 2304 0 3072 0 378 00 7 00 4 2304 0 3072 0 378 00 6 73 d 2304 0 3072 0 378 00 5 92 2 2304 0 3072 0 378 00 4 57 d 2304 0 3072 0 582 00 268 2304 0 3072 0 582 00 229 4 2304 0 3072 0 58200 228 2 3024 0 102106 582 00 1 36 3024 0 102106 582 00 1 10 30240 102106 Next Span Previous Span Review Menu Print This Span Figure 4 3 Tendon Data amp Section Properties Review Screen PTData Net Application Manual 4 14 Chapter 4 Stas Suememers Propet Hama Manual Mei Sampir 3 Wang Max Tenio Top toe ea asser From lt app 4 Tenison at Boso spass Number rom ab nappa 40 a Spee Mumbo pom Le Sippari
47. apter 4 te Figure 4 10 Tendon Curvature Loads PTData Net Application Manual 4 19 Chapter 4 C L 4 4 lt gt lt gt 6 L 6 L 6 L 6 Typical Typical Typical Typical Figure 4 11 Added Tendon Curvature Loads Spans PTData Net Application Manual 4 20 Chapter 4 lt L 3 Datum Typical 6 Figure 4 12 Added Tendon Balanced Loads Cantilevers PTData Net Application Manual 4 21 Chapter 4 PTDataNet Factored Load Rebar 7 Project Name 2 Way Slab Member Name Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Span 1 Redistribution 0 Rebar Weight 0 874 psf Change Span Next Span Change Next Previous Review Menu Print This Span Would be controlled by cracking moment Figure 4 13 Factored Load Rebar Review Screen R 0 PTData Net Factored Load Rebar LO aL Project Name 2 Slab Member Sample 2 Way Slab PLATE C Users Dirk Bondy Desktop PT Runs Sample Plate PTD Span 1
48. ar selected must be consistent with one of the three patterns Jn its entirety Top and bottom bar cutoff points can be determined from this screen by extending bars a development length past the last design point where they are no longer required To exit the Factored Rebar Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 10 DL LL 4 Rebar Review Screen This screen shown in Figure 4 15 for a case with 96 1595 is similar to the Factored Load Rebar Review Screen described in Section 4 9 with the following exceptions Moments are those produced by unfactored dead loads and 25 of the unfactored and unreduced live loads Rebar areas satisfy the requirements of this UBC Code Section i e prestressed reinforcement is ignored and 1 0 see THEORY Section 9 1 e Redistribution patterns are for A 0 10 and 15 e Cracking moment requirements of ACI 318 Section 18 8 2 do not apply This screen can only be accessed if this Code requirement has been applied in the General Input Data Screen 4 11 Beam Shear Design Review Screen This screen shown in Figure 4 16 reviews the major parameters in the beam shear design The Beam Shear Design Review Screen is normally applicable only for beams and girders however it can also be accessed for both one and two way slabs where it typically does not control PTData Net Application Manual 4 9 Chapter 4 Parameters
49. ariable Prestress Force Added Tendon Data Cancel Variable Mode and Retum to the Review Menu Start the Variable Prestress Force Calculations Figure 5 4 Variable Prestress Force Review Menu PTData Net Application Manual 5 6
50. calculated harped profiles Since harped tendons are typically used to support point load s PTData Net does not know what percent of the applied load is the concrete self weight The balance load percentage created by the harped tendon must be determined by the designer The concrete dead loads are tabulated in this screen in each segment of each span for easy comparison with the tendon balanced loads To exit the Tendon Balance Load amp Concrete Dead Load Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 9 Factored Load Rebar Review Screen The area in square inches of unstressed reinforcing steel rebar required for ultimate strength at all design points for all three redistribution patterns can be reviewed in this screen which is shown in Figures 4 13 and 4 14 PTData Net calculates the required factored load rebar for three patterns of inelastic negative moment redistribution R 0 6 67 and 15 see THEORY Chapter 12 Figure 4 13 shows the required rebar for a case with A 0 Figure 4 14 shows it for R 7 50 At each design point this screen shows the most positive Max and most negative M design moments Mgesign possible and the required areas of tensile reinforcement As and compression reinforcement at the top and bottom of the beam and the ultimate tendon stress f s used in the strength calculation at that design point Note that Mgesign includes the fa
51. crete Eps Modulus of elasticity of prestressing steel E Modulus of elasticity of unstressed tension or compression steel Eccentricity distance between the CGS and the CGC Horizontal distance from column centerline to centroid of the critical punching shear section Vertical distance from the datum to centroid of the variable stress sides of the critical punching shear section F Effective prestress force FLANGE Width of slab assumed effective in beam section properties f Flexural concrete stress Concrete compression strength at 28 days Concrete compression strength at time of stressing PTData Net Application Manual Definitions fal foc foe Lt Loi Extreme fiber flexural tensile stress caused by unfactored dead load Average concrete compression F A Extreme fiber flexural compressive stress caused by equivalent tendon loads at the fiber where tension is caused by applied gravity loads otress in prestressing steel at nominal member strength ultimate stress opecified maximum tensile stress in prestressing steel Modulus of rupture in concrete the flexural tensile strength or the stress assumed to produce first cracking normally 7 51 Stress in unstressed tensile steel at nominal strength normally Combined shear stress acting on the punching shear critical section due to direct shear and a portion of the unbalanced moment Yield stress of unstressed steel
52. ctored dead and live load moments plus the secondary moment The calculated areas of rebar are based upon the concrete covers and bar size entered in the General Input Data Screen An asterisk 7 following any moment value in this screen indicates that the flexural design at this point either is or would be controlled by the cracking moment PTData Net Application Manual 4 8 Chapter 4 requirements of ACI 318 08 Section 18 8 2 i e 1 2 gt Mgesign see THEORY section 9 1 the cracking moment requirement applies see Section 2 2 4 6 the moment with an asterisk is 1 2 If the cracking moment requirement is waived the moment shown with an asterisk is Mgegign and the asterisk merely indicates that cracking moment requirements would have controlled at this point had they been applied These conditions are indicated by a message at the bottom of this screen the example shown the cracking moment requirement is waived and the asterisks indicate where it would have controlled had it been required To be code conformant the rebar selected for the final design must at all design points be equal to or greater than that shown for any one of the three redistribution patterns You must select the most favorable of the three redistribution patterns and provide at least that amount of rebar at each design point You cannot select the most favorable rebar quantity of the three redistribution patterns at each point The final reb
53. d PTData Net will return to the REVIEW MENU 4 12 Punching Shear Stress Review Screen This screen can be accessed only for two way systems It shows the currently calculated stresses acting on the critical punching shear section at each joint caused by vertical shear and moment transfer from slab to column This screen is shown in Figures 4 17 and 4 18 Stresses are in ksi and a positive stress acts down on the critical section Information included in this screen at each joint includes Ac Area of the critical section e Jc Polar moment of inertia of the critical section PTData Net Application Manual 4 10 Chapter 4 Dimension from the centerline of the column to centroid of the critical section right is positive left is negative e xL Dimension from the centroid of the critical section to the left face of the critical section e xR Dimension from the centroid of the critical section to the right face of the critical section e fL The maximum combined shear stress on the left face of the critical section e The maximum combined shear stress on the right face of the critical section e Allow the allowable shear stress on the critical section Q Bo The ratio of the average d dimension for the critical section to the perimeter of the critical section used in calculating the allowable shear stress If capitals are used their plan dimensions and total thickness at each joint wi
54. d cp respectively and the ratio between the two balanced loads 2 discussed below In this screen the high point locator dimensions c and cg are entered in inches and the dimensions A and B are entered in feet P5 P is unitless Note that the tendon highpoint and lowpoint dimensions Ym and not entered as input items in the Tendon Profile Input Screen These dimensions are determined initially for all spans by PTData Net in the automatic design procedure see THEORY Section 9 2 and can then be modified if necessary by the user from the REVIEW MENU The Tendon Profile Input Screen is shown in Figure 3 17 PTData Net prompts you for input data required for the profile TYPE entered and skips data not required for that TYPE inserting an uneditable in each grid cell not required For double harped profiles TYPES 6 and 7 PTData Net requires that you input the ratio between the two balanced loads 2 PTData Net will adjust the profile dimensions in the automatic design such that the two balanced loads will always have this same ratio i e 2 Constant A reasonable starting value for is the ratio between the respective dead load values for the presumed applied loads acting down at the two harping points If you want the two balanced loads to be equal enter a value of 1 0 for 2 This restriction on the relative values of and P applies only to the automatic design PTData Ne
55. dle in inches This value is used to determine the dimension between the top and bottom concrete fibers and the tendon CGS which is equal to the appropriate cover plus half the bundle diameter Enter the diameter in the text box Concrete Cover Top The clear distance in inches from the top concrete fiber to the top of the tendon bundle to the CGS Enter the distance the text DOK Concrete Cover Bottom The clear distance in inches from the bottom concrete fiber to the bottom of the tendon bundle for all except spans 1 and S Enter the distance in the text box Concrete Cover Bottom End Spans The distance in inches from the bottom concrete fiber to the bottom of the tendon bundle for spans 1 and S only Many building codes notably the Uniform Building Code require more fire cover in endspans than in interior spans for the same fire rating This input item allows the user to address this code requirement Enter the distance in the text Cross Sectional Area of One Strand Enter this area in square inches in the text box The following General Input Data Screen items describe properties and criteria relating to the frame concrete 17 18 19 20 21 22 Beam Strength The 28 day beam concrete compressive strength in pounds per square inch psi Beam Density The beam concrete weight density in pounds per cubic foot pcf Column Strength The 28 day column concrete compressive
56. e Help drop down menu The REVIEW MENU can be accessed from either the command button on the toolstrip or from the Tools drop down menu e he program can be terminated PTData Net Application Manual 2 1 Chapter 2 Command and option buttons can be either enabled or disabled If enabled the text in the button is dark and distinct If disabled the text is dimmed or grayed If a button is disabled it means the action associated with that button is inapplicable at that time Commands 1 New Beam New Two Way Slab New One Way Slab These commands start the data input procedure for a new run PTData Net will proceed through all applicable Input Data Screens in sequence The user is given the opportunity to modify the input from the Edit Input Data Screen Figure 2 2 Once the input is complete and the user determines that it is correct the calculations will be initiated and the Forces and Profiles screen will be presented Once the forces and profiles are finalized the REVIEW MENU will be presented Open This command allows recalling and editing input and output data from a run that was previously made and whose data file is saved with the extension Note that when data is recalled from a previous run all data pertaining to that run is recalled including data from the Configuration Screen which will replace the current Configuration Screen data Edit Input Data Pressing this button op
57. ed to review calculated values for the run in progress The REVIEW MENU is discussed Chapter 4 This chapter discusses the entering and editing of input data with the MAIN MENU Actions can be initiated and data can be entered and edited in PTData Net using either the mouse or the keyboard With the mouse initiate an action by clicking or double clicking on the appropriate control With the keyboard use the Tab key to navigate through the controls until the one you want has the focus see Windows documentation and then use the Enter key or the spacebar as described in this manual to initiate the action 2 2 The MAIN MENU The MAIN MENU is shown in Figure 2 1 The MAIN MENU consists of familiar Windows icons command buttons and pull down menus The following actions can be initiated from the MAIN MENU e The input data procedure can be started for a new beam one way slab or two way slab run from the command buttons on the toolstrip or from the File drop down menu Data can be recalled from a previously stored run by either the File Open drop down menu or the Open File icon on the toolstrip Input data can be edited either for the current new run or a recalled run from the Edit Input command button on the toolstrip or from the Tools drop down menu e he program configuration can be changed from the Tools drop down menu Information about the licensed user of the program can be viewed from th
58. ell a low balance percentage flag will appear but this should be disregarded The balance load for harped stands can be viewed by using the Tendon Balance Load command button See Section 4 8 Forces are shown in kips and are the entire effective constant prestress force for each frame beam To determine the required number of strands PTData Net uses the cross sectional area of one tendon which is input in the General Input Data Screen Item 16 Section 3 3 and the value fse for effective tendon stress which is input in the Configuration Screen The required number of strands is Apsfse The user may change either the force or the number of strands and PTData Net will modify the other value accordingly The force or number of strands can be changed in only one span by changing the value in the appropriate cell or it can be changed in all spans by using the Typical Force Fe or Typical No of Strands command buttons In the automatic design procedure PTData Net calculates the precise force required to satisfy the design requirements without regard as to whether or not this force represents an integer number of strands Thus the first time this Option is viewed in the REVIEW MENU the number of strands will in general be a non integer value i e 10 6 12 4 etc The user can then modify the number of strands to an integer number if desired and PTData Net will adjust the force accordingly In the example shown in Figu
59. ens the appropriate Edit Input Data ocreen This option is enabled only when input data is available for editing i e after a PTD file has been recalled or after input data for a new run has been entered This screen permits editing of each of the eight Input Data Screens These screens are described in detail in Chapter 3 Note that the Transverse Beam button is enabled only when the Member Type is a Two Way Slab When all input data is correct click on the OK Data is Correct button and this will initiate the calculations and present the Forces and Profiles Screen Change Configuration Select this button to open the Configuration Screen shown in Figure 2 3 This screen allows editing of the configuration options contained in the PTDATA NET INI file see Section 1 2 for a description of which items can be permanently modified and which can only be modified for individual runs Data in this screen is selected by means of option buttons and text boxes Option buttons are contained in frames and only one button option may be selected by clicking on the button in each frame The option button selected contains a black dot Text boxes contain numerical values and can be modified by directly editing the value in the box or by clicking on the command button adjacent to the box Following are the available configuration options a Column Modeling Use this option to change the frame modeling method for columns see THEORY Section 7 1
60. ent cross sections thus it has different minimum and maximum average compressions Spans 2 and 4 have two cross sections and they both have an added tendon tail from Spans 1 and 5 respectively Thus there are also two different prestress forces present in Spans 2 and 4 the through force of 420 00 kips and in the portion of the span with the added tendon PTData Net Application Manual 4 2 Chapter 4 tail total force of 532 27 kips an added force of 112 27 kips Spans 2 and 4 also have different minimum and maximum compression values as shown To edit the data in the Forces and Tendon Profiles Review Screen see the procedure described in Section 3 1 If calculations for this run have been made previously PTData Net retains the previous values for forces and profiles and the Previous Force and Profile command button will be enabled To revert to the previous forces and profiles press the Previous Force and Profile command button This option is extremely useful when you are tuning a run and you want to begin with an existing force and profile lf changes have occurred inside the REVIEW MENU windows and or you would like to have PTData Net to provide revised starting points for the design of the tendons and their profiles use the Re Calculate Force and Profile command button This function will enable the same algorithm used after the initial nout was completed The Tendon Weight in psf based upon the
61. erSirel 4 14 Str engh 5000 Lomg BarSizeB 4 Live Load Arrangement 2 Column Density pal 150 Stirrup Size 3 j Unikom Tensile Stress Coefficents 6 9 Mumbar ol ind Mini FIA grs Covers mcm Lett Right 1 top 100 Bottom 1 00 Tendon Data DL LL 4 Reber Unbonded Low Relaxation gt Bundle Diameter 05 Yes No Croas Sechand Cenonste C Of Onn 19 10 Full 11 Ratio 0153 Bottom Ends pare 15 Start Over OK Data ts Coerect Figure 3 3 The General Input Data Screen One Way Slab PT Dista Column Input Distal E Propet Mss Mame Mew Run a Le cz Fix v2 Hu bn FF m nb F P 1 5 Typical Column input Enter the data for the most typical column Figure 3 4 The Column Le Bot Typical e Typ cal Fix Bot Typical Lc Top Typical c2 Typical cl Input Screen PTData Net Application Manual Chapter 3 Net Member Prepect Hame Beam Input Transverse Beam input Enter the data for the most typical transverse bearns
62. ete cross section Center of gravity of unstressed steel Center of gravity of prestressing steel Compression force acting on free body cross section resisted by unstressed compression reinforcement nominal strength lt sf Constant used in the stiffness calculation for the torsional member in the equivalent frame method Distance from extreme compression fiber to neutral axis Column dimension parallel to beam span at the left end of a span at the right end of a span PTData Net Application Manual Definitions Co Column dimension perpendicular to beam span at the left end of a span Cop at the right end of a span C Distance from support centerline to high point tendon profile bend at the left end of the beam Distance from support centerline to high point tendon profile bend the right end of the beam D Dead load moment or shear at a design point Distance from extreme compression fiber to the centroid of the resultant total tension force Tp Ts In shear calculations only Theory Chapter 14 d need not be less than 0 87 Distance from extreme compression fiber to centroid of unstressed compression steel A Distance from extreme compression fiber to centroid of prestressing steel Aps ds Distance from extreme compression fiber to centroid of unstressed tension steel As Ep Modulus of elasticity of beam concrete of elasticity of column con
63. ew Menu i gt 0 o Project Application Manual Member Name Sample 2 Way Slab New Run Forces and Tendon Profiles Tendon Balanced Loads Tendon and Section Properties Factored Load Rebar Flexural Stress Summary DL 0 2511 Rebar Unfactored Beam Moments Beam Shear Design Unfactored Beam Shears Punching Shear Analysis Flexural Concrete Stresses Controlling Rebar Deflection and Cracking Moment Variable Prestress Force Option Unfactored Column Loads Figure 4 1 The Review Menu PTData Net Application Manual 4 13 Chapter 4 Net and Tendon A SS GENG AG 1 1 No el 1 lt 1 55 Dm 1 gt le gt Concrete Sew voce Stresses Teman Fe 1 151 1 12 Load Span No n w Span Midspan 1 632 17 7587 2600 4 50 7 25 nox 1 02121 673 3 106 0 158 9 154 7 47320 1652 1500 125 125 0141 0271 632 2 0 154 J 472 1552 180 12 AXXA 12 0141 013 622 1 0 165 9 023 0165 4 47229 1622 1800 1 25 Lm 12 0141 0221 692 4 9 UU 9181 gt 02217 2357 2600 1 25 7 25 4 0204 0221 473 gt 9 158 4 WG Rewew waren Typical fe Rec abate Force
64. hickness only One final important point regarding the automated capital design is that it needs to be run prior to adding any beams or slab bands in the model This is because PTData Net automatically eliminates capitals where beams exist Therefore as the program attempts to add a capital it will be removed later in another routine This could cause an endless loop or some very strange results in many cases Beams or slab bands should be added to the model after first designing the column capitals To exit the Punching Shear Analysis Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 13 Variable Prestress Force Option To initiate the Variable Prestress Force procedure for the current run select this Option oee Chapter 5 for a detailed description of how to use the Variable Prestress Force Option PTData Net Application Manual 4 12 Chapter 4 4 14 Controlling Rebar Option Press this button to review the controlling joint and span flexural tension rebar for each redistribution case This is intended to provide a quick look at the mild tension reinforcing required To view the complete controlling rebar requirements including compression reinforcement and bar lengths review the printed output 4 15 Return to the Main Menu Option Use this Option to return to the MAIN MENU for changing input data in the current run or starting a new run PTData Net Revi
65. his screen which is shown in Figure 5 3 This screen will not appear if there are no added tendon locations Each added tendon location requires three input items e number of strands in the added tendon e The location of the added tendon stressing end There are four possible locations the left end of the frame L the right end of the frame R and at one of the two possible intermediate stressing points J1 or J2 Enter the literal value L R J1 or J2 for the location of the stressing end PTData Net will not accept a J1 or J2 entry if the point does not exist in the selected stressing pattern The added tendon must be stressed in the same direction as the through tendon at the same point For example for a Type 10 Stressing Pattern an added tendon with its stressing anchor at 7 must be stressed to the left The location of the added tendon dead end measured in feet from the left end of the frame The dead end location must be consistent with the direction of the stressing anchor If the added tendon stressing anchor points towards the left end of the frame the location of the dead end must be farther from the left end than the stressing anchor If the added tendon stressing anchor points towards the right end of the frame the dead end location must be closer to the left end than the stressing anchor PTData Net checks this and will not accept a dead end location which is incompatible with the stressing anchor direction
66. hods described in Section 3 1 To leave the screen and accept the transverse beam data as shown press the OK Data is Correct command button 3 6 Beam and Slab Input Data The beam and slab input data is different for the three member types Beam Two Way Slab and One Way Slab 3 6 a Beam Input Screen Figure 3 6 is the Beam Geometry Input Screen Span lengths are entered from support centerline to support centerline for spans and from support centerline to the extreme end of the cantilever for cantilevers A different cross section can be used in each span Enter an alphanumeric name two characters maximum for the cross sectional shape Section ID in each span For each cross section shape ID define the cross section geometry by selecting the Section ID and pressing the Define or Review Geometry command button Cross section data need be entered only once for each different cross section ID name PTData Net will make all of the identically named sections the same PTData Net supports a library of cross sectional TYPES which are shown in Figure 3 7 and on the input screen Units for all cross section dimensions are inches except for FLANGES and TRIBUTARIES which are in feet After the Define or Review Geometry command button is pressed a dialog box will appear and prompt for the Cross Section Type for the section ID selected In Figure 3 6 Cross Section Type 1 is specified for Segment A Selecting OK in the dialog box will
67. ical Sections at one or more joints no longer satisfies the allowable stresses One more iteration click of the Design Capitals button would then be necessary The allowable punching shear stress Figures 4 17 and 4 18 is a function of the precompression from the strands After PTData Net determines the dimensions for the capitals there may be a reduction in the number of strands to satisfy the allowable flexural stresses This often occurs since the additional section modulus of the capital can reduce the flexural stresses over the columns which may allow a reduction in the tendon force When any significant change to the precompression force occurs it is recommended to verify the punching shear stress has not been exceeded If slab bands are used in the design PTData NET assumes the slab band only occurs between the column faces in the span under design For the slab band to extend into the adjacent spans to provide punching shear resistance a column capital size will need to be inputted at each column PTData Net will only use the capital in the adjacent spans where the slab band does not occur Input the capital assuming it will occur on all sides of the column and PTData Net will automatically modify the capital dimensions to occur on the side of the column without the slab band Without any capital geometry being entered P TData Net calculates punching shear resistance the adjacent spans away from the slab band based upon the slab t
68. ilever CONCENTRATED MOMENT M A concentrated moment in kip feet located at a distance A measured in feet from the left support centerline right support centerline in a left cantilever WIND MOMENT W Aset of two applied beam moments in kip feet one acting at each end of the beam caused by lateral wind loads Wind moments are assumed to vary linearly between beam ends Normally these moments will be obtained from a separate frame analysis for wind loads only The signs of the input wind moments must be consistent with one direction of applied wind loads throughout the frame either direction PTData Net knows these moments are reversible and will consider both directions of applied wind loads in the analysis Loads in Figure 3 13 are shown acting in the positive direction except for wind moments where the left end moment is shown positive and the right end moment is shown negative The Superimposed Load Input Screen is shown in Figure 3 15 One screen appears for each span and the current span is shown at the top of the data grid just below the Project Heading Bar The first screen to appear will be for the left cantilever if there is one or Span 1 if there is no left cantilever however loads can be entered in any span in any order Loads for any one span can be input in any order independently of the TYPE of load or the location in the span PTData Net identifies each load in each span PTData Net Application Manual 3 9 Chapte
69. ll be indicated on a table to the left of the critical section information This information will match the values input per section 3 6b or will be generated by PTData Net when the Design Capitals function was activated In addition the two critical shear planes will be shown on the right of the screen The critical shear plane diagram is not drawn to match the specific design information but provided to aid the designer See THEORY Section 14 2 b for a discussion of the allowable punching shear stress Note that the allowable shear stress includes the appropriate factor depending upon which Code is specified 1997 UBC or ACI 318 08 If an applied stress exceeds the allowable stress at any joint PTData Net will alert the user to this condition with a warning banner at the bottom of the screen PTData Net supports two critical sections as shown in Figure 4 20 Critical Section 1 just outside the column perimeter is present in every two way run and values for Critical Section 1 always appear in the Punching Shear Stress Review Screen Values for Critical Section 2 are accessible only if that critical section is present in the run If Critical Section 2 is not present in a particular run that command buttons will be disabled Figure 4 17 shows the review screen for Critical Section 1 Figure 4 18 shows it for Critical Section 2 For the example shown in Figures 4 17 and 4 18 the maximum applied punching shear stress at Joints 2 and
70. m fiber Since there is no live load present in the transfer condition there is only one moment possible at each design point and thus there is only one flexural stress possible at each beam fiber See Section 1 8 for a discussion of the design points and THEORY Section 2 1 and the PTData Net Application Manual 4 6 Chapter 4 entire THEORY Chapter 10 for a discussion of how the flexural stresses are calculated In PTData Net tensile stresses are positive in sign and compressive stresses are negative in sign In the example shown in Figure 4 7 at x 63 11 feet the face of the right support the flexural stress caused by transfer loads at the top beam fiber is 598 ksi At the bottom of the beam at x 63 11 feet the flexural stress is 0 158 ksi The PTData Net automatic design procedure 15 based upon limiting service load not transfer stresses The user must verify that the transfer stresses as calculated by PTData Net and displayed in this screen are acceptable To exit the Flexural Concrete Stresses Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 7 Deflection and Cracking Moment Review Screen This screen shown in Figure 4 8 tabulates the deflections caused by unfactored dead balanced and live loads and the top and bottom fiber cracking moments at each design point in each span Deflections are shown in inches and are separated into dead load deflection incl
71. m the datum line to the soffit of the transverse beam Distance from concrete centroid to the extreme fiber where tension is caused by applied gravity loads A term used in determining 40 for interior columns 30 for edge or edge parallel columns and 20 for corner columns Factor which varies with concrete strength f is 0 85 for strengths up to and including 4000 psi then reduces continuously at a rate of 0 05 for each 1000 psi of strength in excess of 4000 psi down to a minimum of 0 65 Ratio of long side to short side of a rectangular column 1 for round columns A factor used in the calculation of fps for bonded tendons 0 40 for stress relieved steel 0 28 for low relaxation steel The decimal fraction of the total unbalanced moment at any joint of a two way system which must be transferred from slab to column by eccentric shear stresses on the critical punching shear section Capacity reduction factor 0 9 for flexure 0 75 for shear Reinforcing steel ratio A Balanced reinforcing steel ratio 0 858 fy 87000 87000 f Reinforcing index Ts Cs B dp PTData Net Application Manual vi Chapter 1 INSTALLING AND STARTING PTData Net 1 1 General Information and Terminology PTData Net is a Windows based computer program for the design and analysis of linear post tensioned concrete frames This document the APPLICATION Manual describes how to install and use P
72. m the left end of the frame The left end of the frame is Joint 1 if there is no left cantilever or the left end of the left cantilever if there is one J2 must be larger than J7 if they both exist If the selected stressing pattern has no intermediate stressing points Types 1 3 the J7 and J2 dimension text boxes and captions will be disabled as they are in Figure 7 2 If the selected stressing pattern does have intermediate stressing points Types 4 12 the J7 and J2 dimension captions and text boxes will be enabled An added tendon location is a set of two dimensions one which locates the added tendon stressing end the other which locates its dead end Each unique set of added tendon stressing end and dead end dimensions is one added tendon location Added tendons can be stressed at a maximum of four locations the left and right ends of the frame and at the intermediate locations J1 and J2 present in the selected stressing PTData Net Application Manual 5 3 Chapter 5 pattern Added tendon dead end locations be anywhere in the frame consistent with the direction of the stressing anchor point Note that the actual dimensions to the stressing ends and dead ends are not entered in this screen just the total number of added tendon locations When the input data in this screen is correct press the Continue command button 5 3 The Added Tendon Location Input Screen Data for each added tendon location is entered in t
73. ng the Print button in any of the review menus causes PTData Net to print the current screen to the active Windows printer For screens which show only one span of data pressing the Print This Span button prints the current screen only PTData Net Application Manual 3 1 Chapter 3 Following are descriptions of each of the six input data screens 3 3 General Input Data Screen The General Input Data Screen is shown in Figures 3 1 through 3 3 Figure 3 1 shows default values for the beam or girder member type BEAM 3 2 shows defaults for 2 way slabs PLATE and 3 3 shows defaults for 1 way slabs SLAB Following is description of each of the 28 General Input Items The following items describe the general frame configuration and design criteria 1 Project Name Enter the name of the project into the text box It will be printed on each page of printed output Member Name Enter the name of the specific member being designed into the text box It will be printed on each page of printed output Number of Spans Using the pull down combo box enter the number of spans S having a support at each end 1 exclusive of cantilevers PTData Net accepts a maximum of 25 spans PTData Net numbers spans consecutively from left to right Span 1 on the left Span S on the right Cantilevers Click on the Left check box if there is a cantilever at the left end of the frame adjacent and immediately to the left of Sp
74. nt C is used in the calculation for steel relaxation It is found in Table 3 of Estimating Prestress Losses and is based upon the ratio of initial anchor stress in the tendon fp to the tensile strength of the tendon fpu which is entered here PTData Net automatically determines C based upon the input ratio f5 fou The default value is 0 7 9 Age of Concrete At Stressing Days The coefficient Ksp is used in the calculation for concrete shrinkage It is found in Table 1 of Estimating Prestress Losses and is a function of the concrete age after the end of moist curing at the time the tendons are stressed PTData Net automatically determines Ksp based upon the concrete age input here The default value is 5 days 10 Average Ambient Relative Humidity This value RH is used in the calculations for concrete shrinkage A map of the continental United States and Canada is presented on page 37 of Estimating Prestress Losses as an aid in determining the local HH value The default value is 60 11 Initial Concrete Strength f s psi The concrete compressive strength at the time the tendons are stressed The default value is 3000 psi Enter in the appropriate text boxes on the right side of the screen the total number of strands in the through tendon the total number of added tendon locations and the intermediate stressing joint locations The intermediate stressing joints are located by the dimensions J7 and J2 both measured fro
75. oad moment Maximum moment permissible on any cross section without compression reinforcement Moment excess of the unfactored dead load moment which produces an extreme fiber tensile stress of 6Vf used in beam shear calculations for Moa the demand moment Untfactored dead load moment Mequiv Moment which equilibrates the tendon balanced or equivalent loads only not including the reactions to those loads which are called the secondary reactions M Portion of the total unbalanced moment at a joint which is transferred by direct flexure between slab and column Moment which produces a flexural tensile stress equal to the modulus of rupture f the cracking moment referenced in ACI 318 Section 18 8 3 M Unfactored live load moment max Mu M Nominal moment capacity without factor M Useable moment capacity Mnet Mbai Ma Applied moment caused by factored dead and live loads Portion of the total unbalanced moment M at a joint which must be transferred by eccentric shear stresses on the critical punching shear section PTData Net Application Manual iv Definitions Ming Unfactored wind moment N Total number of segments into which each span is divided each representing a potentially different cross section Number of equal spaces into which each clearspan 15 divided with all design parameters
76. or live loads Default 1 6 11 KW1 The load factor for wind loads KW7 when combined with dead and live loads Default 2 1 6 12 KW2 The load factor for wind loads KW2 when combined with dead load only Default 2 1 6 PTData Net Application Manual 1 2 Chapter 1 13 KDW The load factor for dead loads KDW when combined with wind load only Default 0 9 14 KCOMB The multiplier KCOMB for combined factored dead live and wind loads Default 0 75 15 KDL1 The load factor for dead loads KDL 1 when combined with live and wind loads Default 1 2 16 KLL1 The load factor for live loads KLL1 when combined with dead and wind loads Default 2 1 6 17 The ACI 318 084 Check Box Checking this box tells the program to use the Load Factors Capacity Reduction Factors and Redistribution Cases of the latest ACI 318 Code This will be the default each time the program is opened Unchecking this box will tell the program to use the Load Factors Capacity Reduction Factors and Redistribution Cases of the 1997 Uniform Building Code The user may then over ride any of the load factors for his her individual requirements The capacity reduction factors and redistribution cases cannot be modified and will remain consistent with either the latest ACI 318 Code or the 1997 Uniform Building Code depending upon the state of the check box WARNING PTData Net reads the data file each time it is started
77. p DL ET rasake de Masang impia Fes Caman 128 Humber of Spans Concrete Dota Lala Baar Sir 000 Yield Team Density 150 Long Rar Sizet 5 Column Strengiy 5000 Long BarSizad 8 4 Lived nad apuran lt Lerate ped 15 Sisrrup Size Hs pred Unstone y Tengils Stems Cobos Hot Mat Spacing in 3 Bottom amp Ho Humber End Spam is Concrete Covers inches Lah Right i 15 Te Bottom 15 Tendon 5 141114 Hebar Cen Arbaron Dandie Diameter 2 05 Tii Tu Lower mehes 0 10 Mka 1 0 Full Hedueed LL Fato 10815 Ends purin 15 Seas t Conr Data in nent Figure 3 2 The General Input Data Screen Two Way Slab PTData Net Application Manual 3 12 Chapter 3 PTData Net General input Member Name Project Name Appbcation Manual Sample Project Name Application DLE Tramo Sample Per pendecuke Cormpressen pna 70 Number of Spans Coecrete Data Reinforcing Red Data Beam Strength psa 5000 Yreld Sts erat kai 60 Lett Right Density x4 150 long B
78. points are located by the dimensions J7 and J2 both measured from the left end of the frame The left end of the frame is Joint 1 if there is no left cantilever or the left end of the left cantilever if there is one J2 must be larger than J7 if they both exist Select one of the tendon stressing patterns by clicking on the desired option button Press the Continue command button when the correct stressing pattern has been selected and you are ready to leave the screen 5 2 The General Variable Prestress Force Input Data Screen The General Variable Prestress Force Input Data Screen is shown in Figure 5 2 In this screen the user enters data required for determining short and long term prestress losses the number of strands in the through tendon the number of added tendon locations and the locations of the intermediate construction joints Figure 5 2 shows the default values for low relaxation prestressing steel PTData Net loss calculations follow the method presented in Estimating Prestress Losses Zia Preston Scott Workman Concrete International June 1979 pp 32 38 The 11 prestress loss input items on the left of this screen correspond to the variables in the referenced method 1 Friction Wobble Coefficient k The value the friction loss equation To Leer The wobble coefficient is a multiplier of the tendon length L between the stressing end and the point x where the friction loss is being evaluated The default
79. pply to all columns in the frame top and bottom e Effective Tendon Stress These options change the effective tendon stresses used by PTData Net for flexural strength and shear calculations in the Constant Prestress Force mode One effective tendon stress is input for low relaxation tendons one for stress relieved tendons the tendon type is determined by the user in the General Input Data Screen Section 3 3 These values will also be used to determine the number of tendons required in the member being designed f Load Factors These options change the eight load factors for dead live and wind loads in strength demand equations as described in THEORY Section 9 1 a These values can be modified for individual runs but will not be permanently changed in the Configuration file file 9 Minimum Shear Cap Size If this option is enabled PTData Net will not permit a shear cap size W1xW2 to be entered which is smaller than the first inside critical section Section 1 If this option is disabled any shear cap size can be entered h Non Controlling Cantilever Iteration PTData Net can determine by iteration the tendon CGS at a cantilever support to optimize the balanced load in the cantilever and the adjacent span If you want the iteration to occur select the Iterate Highpoint option button If you want the cantilever tendon to be straight no sag between the tip of the cantilever and the cantilever support no PTData Net
80. r 3 with a number which appears in the LOAD column at the left of the data grid Loads can be added using the Add a Load Typical Load and Uniform Load command buttons described more fully below For each load you will be prompted as appropriate for the TYPE of load the magnitude of the dead and live load portions DL LL in the correct units and the A and B dimensions in feet When prompted for the TYPE of load enter the appropriate identifying letter lt U gt lt L gt lt P gt M or W in either upper or lower case PTData Net will insert this letter in the TYPE column for that load along with the correct units for that of load as a reminder For wind moments input the left end moment in the DL column the right end moment in the LL column If more than one set of wind moments is entered in any span PTData Net considers them as additive Following is a description of the function of each of the command buttons which appears in the Superimposed Load Input Screen e Change Span Changes the screen display to any other specified span in the frame e Add a Load Starts the input dialog for a load which is added to the current span only Remove a Load Removes the load in this span identified by Load subsequent loads will move up one load number e Remove All Loads Removes all loads in all spans e Next Span Changes the screen display to the next consecutive span in the
81. r at x 2 32 02 feet is from 0 470 ksi in compression to 708 ksi in compression Similarly at the bottom of the beam at x 32 02 feet the flexural stresses can range between 245 ksi under the most negative moment possible and 0 370 ksi under the most positive moment possible These ranges in flexural stresses are caused of course by the various arrangements of skipped live load When the live load is not skipped the stresses for Max M and Max M at each beam fiber will be equal The tensile stresses shown in this screen are the controlling criteria for the PTData Net automatic design procedure for tendon force and profile 4 6 b Transfer Stresses Transfer stresses are the concrete flexural stresses at each design point produced by the loads present immediately after stressing all of the post tensioned tendons This is commonly known as the transfer condition and the loads present at that time are known as the transfer loads PTData Net assumes that the transfer loads are the self weight of the concrete and the tendon balanced loads only see THEORY Section 10 2 No live loads or superimposed dead loads are assumed present in the transfer condition Since no longterm prestress losses have occurred in this condition tendon forces are at their initial maximum values PTData Net assumes in the calculation of transfer stresses that initial tendon forces are 7 6 times effective forces The stresses are tabulated for the top and bottom bea
82. r two way slabs where a drop is permitted at each column Nis automatically determined in PTData Net depending on the Member Type PTData Net Application Manual 1 4 Chapter 1 1 6 Sign Conventions The following sign conventions are followed in PTData Net Internal Bending Moments in Beams Positive causes tension on the bottom beam fiber negative causes tension on the top fiber Internal Bending Moments in Columns Clockwise positive counterclockwise negative acting on the top of the bottom column or the bottom of the top column Flexural Stresses Tensile stresses are positive compressive stresses are negative Deflection Down sag Is positive up camber is negative shear An upward load to the left of a section causes positive shear at the section Applied Loads Loads acting down are positive loads acting up are negative Concentrated moments are clockwise positive counterclockwise negative Applied wind moments follow internal beam moment conventions positive causes tension in the bottom beam fibers negative causes tension in the top beam fibers 1 7 Units PTData Net is unit specific which means that each parameter must be entered with specific units and output data is presented in specific units The units used in PTData Net are in the author s opinion those most commonly used by structural engineers for each program parameter and are clearly identified in input and output routines Only
83. ram will initiate the calculations and present the Tendon Profile Screen When data is recalled from a previously saved run the recalled data may also be edited by pressing the Edit Input Data command button from the MAIN MENU and accessing the input screens individually from the Edit Input Data screen 3 1 Entering and Editing Data In The Grids All Input Data Screens except one the General Input Data Screen use a grid system for entering and displaying data The grids are a series of rows and columns with a space for data at the intersection of each row and column called cell There are two ways to enter or edit data in each cell Using the mouse double click on the cell you want to change A dialog box will appear and prompt you for the input data Using the keyboard arrow keys up down left right move the focus to the cell you want to change and then press either Enter or the Space A dialog box will appear and prompt you for the input data All grid data can be entered or edited with this method using the keyboard alone without the mouse 3 2 The Start Over Command Button Each Input Data Screen contains the Start Over command button Pressing the Start Over button during data entry for a New Run clears all previously entered data and returns the program to the MAIN MENU This is particularly useful if the user notices during data entry that the wrong member type has been selected Pressi
84. re 3 12 One Way Slab Geometry Input Screen PTData Net Application Manual 3 19 Chapter 3 U Uniform Load L Line Load P kips P Point Load M ft kips ML and MR in ft kips Figure 3 13 Applied Loads PTData Net Application Manual 3 20 Chapter 3 L 60 U 0 050 B 40 Elevation Uniform Load 18 14 28 lt lt lt gt Plan Showing Tributaries 1 3 kif 11 Equivalent Line Loads Figure 3 14 Uniform Load U Example PTData Net Application Manual 3 21 Chapter 3 PT Data Net FrmLoadingut i gt ik Pr pect Member Wame Eram Ufa Change Span s ni Add s 4 Load 7 Remove All Loads Span ERREUR Typical Lead Load Dala Correct HOR 241 SPANS Status Figure 3 15 Superimposed Load Input Screen PTData Net Application Manual 3 22 Chapter 3 Center Line of Support L CR MDA DARA AS MAA NGA NA Cantilever CL or Cn TTE Bi Oo 3 Cantilever 4 3 Cantilever Cr 11 Cantilever 12 Figure 3 16 Tendon P
85. re two columns of live load moments displayed in this screen one with the live load arranged to produce the most negative live load possible Max M at each point one with the live load arranged to produce the most positive live load moment possible Max M These two live load columns thus bound the envelope of live load moments possible at each point For example in Figure 4 5 at x 32 feet the midpoint of the span the most positive live load moment possible Max M is 201 43 foot kips the most negative live load moment possible Max M is 17 82 foot kips For non skipped live loads see Section 3 3 Item 5 the moments shown in the two live load columns will be equal To exit the Unfactored Beam Moments Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 5 Unfactored Beam Shear Review Screen Unfactored dead load live load and wind shears in kips at all design points are tabulated in this screen which is shown in Figure 4 6 Positive shears at any design point are produced by upward loads to the left of the design point The live load shears are shown for three loading conditions see Figure 3 4 in the Theory Manual Live loads arranged to produce maximum negative moment at the left end of the span e Live loads arranged to produce maximum negative moment at the right end of the span e Live loads arranged to produce the maximum positive field moment in the span To
86. res 4 2 the number of strands has not been adjusted to an integer value All profile dimensions both high points and low points are measured from the datum line rather than from the top or bottom of the beam concrete For Tendon Types 1 through 5 and 8 through 12 Figure 3 16 one low point is sufficient along with the tendon high points to define the tendon profile In this case the single lowpoint is shown in Figures 4 2 as Lo1 It is the dimension from the datum line to the lowest vertical point in the tendon profile For the remaining Tendon Types the double harps 6 and 7 two low points are required to define the profile They are shown in Figures 4 2 as Lo1 and Lo2 101 is the vertical dimension from the datum line to the tendon at a distance A from the left support centerline Lo2 is the vertical dimension from the datum line to the tendon at a distance B from the left support centerline Dimensions for Lo2 will appear in the Forces and Tendon Profiles Review Screen only for Tendon Types 6 or 7 See Figure 3 16 for a graphical description of the tendon profile dimensions PTData Net reviews each span and cantilever and determines the minimum and maximum value of the average concrete compression F A for the span or cantilever These extreme values of concrete compression in ksi are shown in the two columns headed F A in Figures 4 2 In the example shown in Figure 4 2 Span 3 has a single constant prestress force 420 00 kips but two differ
87. rofile Types PTData Net Application Manual 3 23 Chapter 3 ET Project Name Application Manual Member Name Sample Tendon Profile Types Center Line of Support Ca 2 P lt CL Cr 7 ISI AI PS AI A I IA A A 7 NANANANANANAN Cantilever A Cantilever Cantilever 1 sa A A 4 7 22 Cantilever Cantilever Status Type cl n B t CH 2 1 9 12 00 1 2 12 00 12 00 3 6 00 6 00 30 00 4 25 00 5 12 00 1200 2800 6 1 00 y 0 50 12 OK Data is Correct tOv Figure 3 17 Tendon Profile Input Screen PTData Net Application Manual Chapter 4 THE REVIEW MENU After finalizing of the tendon forces and profiles is complete the REVIEW MENU is the next available screen The REVIEW MENU can also be accessed directly from the MAIN MENU if valid output data exists to be reviewed for the current set of input data Valid output data includes data which has been calculated for the cu
88. rrent set of input data or a recalled PTD file which has not been modified If such valid data does currently exist the REVIEW MENU command button in the MAIN MENU will be disabled The REVIEW MENU is used to review on the screen values which were calculated for the current run tendon forces and profiles moments shears flexural stresses deflections unstressed reinforcing etc and to modify the calculated tendon forces and profiles as desired and see the effects those modifications have on the various frame parameters The REVIEW MENU is shown in Figure 4 1 The REVIEW MENU contains various Options which can be selected by clicking on the appropriate command button REVIEW MENU Options permit the screen review of forces profiles flexural stresses percent dead load balanced only when parabolic tendon profiles are specified moments shears punching shear stresses and deflections the initiation of the Variable Prestress Force Mode and return to the MAIN MENU REVIEW MENU command buttons are always available except the Forces and Tendon Profiles button Section 4 1 which is enabled only in the Constant Prestress Force Mode the DL 0 25LL Rebar button which is enabled only if it applies to the current run the Punching Shear Analysis button which is enabled only if the member type is 2 Way Slab and the Variable Prestress Force Option button Following is a detailed description of each of the various REVIEW MENU Op
89. s Ven Vow 13 Nominal concrete shear strength ACI 318 Eqn 11 10 Can be used for in lieu of Vew Nominal shear strength for web cracking type of shear failure 318 11 Unfactored dead load shear Vu Unfactored live load shear Nominal shear capacity Vs without factor Useable shear capacity Vertical component of prestress force the shear carried by the tendons Nominal shear strength of shear reinforcement stirrups Vii Applied factored total load shear the demand shear Allowable combined shear stress acting on the critical punching shear section Vwing wind shear W Wind moment or shear Woah Wp Tendon balanced or equivalent load wy Unfactored dead load wj X Unfactored live load Wnet Writ Wbal Wi Factored dead plus live load Distance from the centroid of the critical punching shear section to its left and right faces Distance from the centroid of the lower column to the left and right faces of the critical punching shear section Y Distance from datum line to CGS at left end beam highpoint PTData Net Application Manual Definitions As Py Pc Distance from datum line to CGS at a lowpoint Distance from datum line to CGS at right end beam highpoint Distance from datum line to top of beam For a transverse equivalent frame beam the vertical distance fro
90. sberer PLATE Ci Dio PT Fungi Two Yay Plate Camph Capitals Critical Section 2 Wi wi h Ti ani A n m Del ina in in in ks ku k AD 3000 11 00 200 3000 11 00 2400 2400 2400 1100 1 58382 883 1963 857 0151 0187 0224 2 1 4 1100 Sir B4 18 20 18 20 0185 0044 82 1217245 5r 001 15 21 1520 0155 121112 f DAMI 15 21 1521 020 D gg 0224 0051 108544 127072 1 ann 23120 08152 hie 1085 44 22701724 2120 2120 0183 017 omm TIN MA 1820 0153 593 92 1 8 53 ESI 1951 017 0212 090059 25600 1100 0 00 30 00 3000 11 00 g Sarbon Prin Menig C apitia Figure 4 18 Punching Shear Analysis Review Screen Sect 2 PTData Net Application Manual 4 24 Chapter 4 SECTION Figure 4 19 Critical Punching Shear Sections PTData Net Application Manual 4 25 Chapter 4 PTData Net Controlling Rebar E CON Project Example Beam Design Member Name Sample Beam BEAM C Users Dirk Bondy Desktop PT Runs Sample Beam PTD Redistribution Ult 7 5 DL 0 25LL 10 Joint Top Rebar Span Total B Rebar 1 2 90 in 2 1 3 51 in 2
91. ss sectional types Each Span or cantilever can contain one of 7 different tendon profiles 5 for cantilevers including simple parabolas compound parabolas single point harps and double point harps Throughout this document the term beam 15 used to address the horizontal frame members regardless of whether they are actually beams girders or slabs in common engineering vernacular When describing keystrokes from the keyboard the actual key is shown in carets For example the Escape key is indicated by lt Esc gt the letter B by lt B gt When referring to command buttons the terms press and click on are used interchangeably 1 2 The Change Configuration Menu PTDATA NET creates a configuration file containing certain input data which once established rarely changes To enter this data with each run would be time consuming and repetitious however if it was hard wired permanently into the program it could never be changed by the user To solve this PTData Net puts this data in a data file which is read into the program each time it is run When necessary some of the data in this file can be changed by modifying the values using the MAIN MENU and the Change Configuration accessed from the Tools pull down menu The data items contained in the file that can be permanently modified by the user are as follows PTData Net Application Manual 1 1 Chapter 1 1 Spaces The number of spaces P into which
92. strength in pounds per square inch psi Column Density The column concrete weight density in pounds per cubic foot pcf Tensile Stress Coefficient Top The allowable flexural tensile stress in the top concrete fiber expressed as a multiplier of vf Tensile Stress Coefficient Bottom The allowable flexural tensile stress in the bottom concrete fiber expressed as a multiplier of vf PTData Net Application Manual 3 4 Chapter 3 23 Minimum F A The minimum average compression stress in psi acting on the gross concrete cross section at any point which is permissible in the automatic design generated by PTData Net The following General Input Data Screen items describe the unstressed reinforcing steel 24 Yield Strength Enter the value in kips per square inch ksi for both longitudinal steel and stirrups in the text box provided 25 Long Bar Size Entered as a number 3 11 14 18 using the pull down combo box provided The nominal bar diameter is used along with the cover specified in items 12 and 13 to determine the center of gravity of the longitudinal unstressed steel For example with a 11 bar and a top 2 concrete cover PTData Net would calculate the dimension from the top concrete fiber to the CGS of the 11 bar as 2 1 41 2 2 2 71 This value is used for the top CGS of the unstressed longitudinal reinforcement in all flexural strength calculations If a smaller bar is actually used the calculations
93. t Application Manual 3 11 Chapter 3 generated by PTData Net and can be overridden by the user manually from the REVIEW MENU To leave the screen and accept the tendon profile data as shown press the OK Data is Correct command button PT Date Net General Input Propecs 0 Applicatian Manual Member Mame Sample Projecthiene Marnual XSup DL amp Tram hambar Samu Cuges To Humber of Spans Concrete Data Reinforcing Dakar Beam Strength Yield Strength ka ED Beam Lees Long HarSizeT 3 ROG Lang reete Column ped tnt 3 x Skipped Tensile Stress Coefficients Top 3 Minimum FAA 125 a 1 Right 1 2 Bottom 32 Tendon Unborded low BemdleDiameer m 2 TT uma Concrete Covers UNE 3 3 Full Heure 11 5153 lind wer Datos Conad Figure 3 1 The General Input Data Screen Beam Defaults PTDaza Met 9 General Inan om ia Member Nares Lample zy Sia Project I Apolkcation Mara sal Se
94. tions 4 1 Forces and Tendon Profiles Review or Change Select this Option to review the current tendon forces and profiles for the frame in the Constant Prestress Force mode The first time this Option is selected for a run the forces and profiles will be those calculated by PTData Net in its automatic design The screen used to display the forces and profiles in PTData Net is shown in Figure 4 2 This is the only REVIEW MENU screen which permits direct editing of calculated values Any prestress force or tendon profile may be changed in this screen and the corresponding joint and span maximum stresses will immediately be calculated in the adjacent grid If a change is made PTData Net recalculates all other frame values which are a function of the tendon force and profile immediately upon leaving the screen on its way back to the REVIEW MENU Output data accessed from the REVIEW MENU are always consistent with the currently selected forces and profiles The Forces and Tendon Profile screen shows the force per foot across the entire tributary for each span and the percent concrete self weight balanced for spans in which parabolic tendon profiles are specified Caution flags will appear on the lower PTData Net Application Manual 4 1 Chapter 4 right hand side of the window for balance loads below 65 and above 125 For designs that use harped stands a balance load percentage is not calculated in this window With no value in the c
95. uding balanced loads and the maximum possible live load deflection at each design point A positive deflection value is down sag a negative value is up a camber There are no creep multipliers applied to the deflections shown in this screen Cracking moments in kip feet for the top and bottom beam fibers are tabulated in the columns labeled Mcr Top and Mcr Bot The cracking moment is the applied moment at the design point which when combined with the effects of prestressing F A S produces a flexural tensile stress of 7 5vf f at the top or bottom fiber Normally top fiber cracking moments are negative and bottom fiber cracking moments are positive 1 the cracking moment causes tension at the fiber in consideration However when the prestressing effects alone produce a flexural tensile stress greater than 7 5Nf c the direction of the cracking moment will be reversed i e the cracking moment causes compression at the point under consideration to reduce the tensile stress down to 7 5Vf To exit the Deflection and Cracking Moment Review Screen press the Review Menu command button and PTData Net will return to the REVIEW MENU 4 8 Tendon Balanced Load amp Concrete Dead Loads Review Screen This screen shown in Figure 4 9 tabulates all of the balanced or equivalent loads exerted by the tendon on the concrete in each span see THEORY Chapter 6 and the concrete dead loads in each segment The balanced lo
96. urrent configuration data 7 The Review Menu When valid output data is available for review run has been recalled without editing or calculations have been performed on the current data selecting this button will take you directly to the REVIEW MENU The Review Menu option will be disabled whenever valid output data does not exist PTData Net Application Manual 2 4 Chapter 2 dit Manu Seneca Solutions 23270 South Pointe Dre 206 Hails 97651 1411545 1 7 FTData Net Ver 18 Figure 2 1 The Main Menu wa Lt kai Propet Meee Bae Leeper d iper d toes Bawa Lecter PT eee Pe B Danger Despi kapam Charge or Tub rasaning Charge Cpr Cheer Heran Lome Figure 2 2 The Edit Input Data Screen PTData Net Application Manual 2 5 Chapter 2 PTData Net Configuration 2 50 A yN Ex Project Name None Member Name None 1 Way Slab New Run Column Modeling Option Cracking Moment Calculations Top and Bottom Columns Always Present Ignore Cracking Moment Calculations Top Column Present for Live Load Only C Include Cracking Moment Calculations Load Factors Effective Tendon Stress ksi KDL 12 Spaces 710 Low
97. ust enter 7 and W2 dimensions which are compatible with this assumption To the right of the column of buttons that aid in entering the slab and column capital geometry a button titled Suggest Slab t can be seen Figure 3 9 This function will provide a suggested slab thickness based upon the maximum end and interior span lengths in conjunction with the superimposed dead and live load The trial slab thickness does not account for the use of column capitals For higher superimposed loads and or span lengths PTData Net will provide an estimate of the slab thickness which may contain a recommendation that capitals be considered When all data is correct press the OK Data is Correct command button 3 6 c PTData Net One Way Slab Input Screen Figure 3 12 shows the data input screen for one way slabs Enter for each span the span L between support centerlines the slab thickness h and the dimension Yrer between the datum line When all data is correct press the OK Data is Correct command button 3 7 Superimposed Load Input Screen This screen is used to input all of the superimposed dead live and wind loads which act on the frame beams These loads do not include the weight of the beam concrete which is calculated automatically by PTData Net for each segment based upon the input geometry and concrete density Loads entered in this screen are those acting PTData Net Application Manual 3 8 Chapter 3

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