Home

ADAPT-PT/RC 2015 - ADAPT Corporation

1. 8 3 5 6 Section 26 Factored Lateral Moments This section reports factored design moments for lateral load combinations The envelope of factored moments is shown in Section 9 Load Combination 1 20 SW 1 00 LL 1 20 SDL 1 00 XL 1 00 LAT Factored Lateral Moments Not Redistributed Span Left Left Middle Middle Right Right Max Min Max Min Max Min k ft k ft k ft k ft k ft k ft 1 99 26 89 52 423 70 220 16 307 43 120 94 2 278 60 0 44 506 92 265 77 374 08 101 71 3 290 08 17 70 506 92 265 77 362 54 84 45 4 252 34 65 84 423 60 220 06 144 63 44 15 182 REPORTS Chapter 8 Factored Lateral Moments Redistributed Span Left Left Middle Middle Right Right Redist Redist Max Min Max Min Max Min Coef Left Coef Right k ft k ft k ft k ft k ft k ft 1 100 80 89 02 434 67 239 48 277 68 109 24 0 00 11 02 2 275 06 0 11 517 65 291 89 337 23 91 74 1 82 11 07 3 322 97 19 47 515 72 272 48 328 07 76 23 11 07 11 07 4 281 80 73 53 424 18 208 22 147 23 44 29 11 02 0 00 8 3 5 7 Section 27 Detailed Stresses PT mode only This section reports top and bottom fiber stresses for individual load cases When skip loading is active stresses due to live load are enveloped Initial and Service combination results
2. SPAN 1 X L X SW SDL XL LL Min LL Max PT Secondary ft k ft k ft k ft k ft k ft k ft k ft 0 00 0 00 89 64 19 08 0 00 223 87 33 04 133 05 133 08 0 05 1 43 56 29 12 01 0 00 147 19 27 12 119 88 134 06 0 10 2 85 26 79 5 74 0 00 78 64 21 20 78 44 135 04 0 15 4 28 1 12 0 29 0 00 18 21 15 28 26 39 136 01 0 20 5 70 20 71 4 35 0 00 8 34 44 42 18 60 136 99 0 25 7 12 38 70 8 17 0 00 3 07 82 08 56 51 137 97 180 REPORTS Chapter 8 0 30 8 55 52 85 11 19 0 00 2 47 114 35 87 35 138 95 0 35 9 98 63 16 13 39 0 00 8 39 142 29 111 12 139 92 0 40 11 40 69 63 14 78 0 00 14 31 162 11 127 82 140 90 0 45 12 83 72 26 15 36 0 00 20 22 173 81 137 45 141 88 0 50 14 25 71 05 15 12 0 00 26 14 177 38 140 01 142 85 0 55 15 68 66 00 14 08 0 00 32 06 172 83 134 45 143 83 0 60 17 10 57 10 12 22 0 00 37 98 160 16 119 75 144 81 0 65 18 53 44 37 9 55 0 00 43 90 139 37 95 91 145 78 0 70 19 95 27 80 6 06 0 00 49 81 110 45 62 91 146 76 0 75 21 38 7 39 1 77 0 00 55 73 73 41 20 77 147 74 0 80 22 80 16 86 3 34 0 00 61 65 28 25 30 53 148 72 0 85 24 23 44 95 9 26 0 00 99 45 25 03 90 97 149 69 0 90 25 65 76 88 15 99 0 00 167 37 65 45 160 56 150 67 0 95 27 08 112 65 23 54 0 00 243 42 70 72 216 42 151 65 1 00 28 50 15
3. FIGURE 3 4 1 3D DISPAY SETTINGS DIALOG BOX 33 Chapter 4 BASIC PROGRAM OPERATIONS 35 Chapter 3 BASIC PROGRAM OPERATIONS E Arild 36 BASIC PROGRAM OPERATIONS Chapter 4 4 OVERVIEW This chapter explains the basic program operations 4 1 START A NEW PROJECT When starting a new project you should specify design code and system of units To start a new project 1 Double click on the PT RC 2014 icon of your desktop to open the program 2 Select File gt New or click on the New Input Session button D 4 2 OPEN AN EXISTING PROJECT To open an existing project 1 In the Main program window select File gt Open or click on the Open Project button r 2 2 Select the ADB file that you want to open Note that the program will open in the design mode which was exited from when the project was last saved Note The four most recently accessed files will be recorded in File menu for easy access 4 3 SAVE INPUT DATA 1 To save the input data and execute the analysis either select Execute from the Input Editor menu or click on the Save amp Execute Analysis button EB e If you are entering a new project you will be prompted for a file name and directory in which to save the file Once the file is saved the program will automatically execute the analysis 37 Chapter 4 BASIC PROGRAM OPERATIONS aA 4 4 4 5 38 e Ifyou opened an existing project it will be saved to the s
4. 1 Open Effective Flange Width input screen 2 Select Effective width calculation method o If you choose to use the ACI 318 or European EC2 method of effective flange width calculation the resulting 56 seiner STRUCTURAL MODELING Chapter 5 flange widths will be displayed but you will not be able to edit them o If you select User Input calculation the effective width column be will default to the ACI calculated values but you will be able to change them 3 Click Next to save data and go to the next input form Note ACI does not require that effective flange widths be used for prestressed beams The widths calculated by the program are in accordance with the ACI recommendations for non prestressed beams 5 2 3 Specify Geometry of Drop Cap and or Transverse Beam If you enter a two way system and you answered Yes to the Include Drops amp Transverse Beams question on the General Settings screen the Span Geometry screen will be followed by the Geometry Drop Cap Transverse Beam screen Fig 5 2 7 This screen is also available through menu Geometry gt Drop Cap Transverse Beam The input parameters are defined in the figures at the top of the screen Note that H the depth of the cap or beam is the total depth of the section not the depth below the slab Geometry Drop Cap Transverse Beam lo e E Units Legend ur D D Tr All in H We DC Drop Cap lii H TB Transverse Beam D T Ds D Da D
5. o Ifyou select One Way Slab you will have an option to include transverse beams only o Ifyou select Beam you will have an option to include an effective flange width in the calculations Note that if effective flange with is considered the options for I and Extended T sections in the geometry input are grayed out See Section 5 2 1 4 Click Next This will save input data and open next input screen Criteria Design Code where you can select design code 5 1 2 Specify Analysis and Design Options You can select various analysis and design options through the Design Settings dialog box Fig 5 1 2 Note that some settings are applicable only to PT mode To specify analysis and design options STRUCTURAL MODELING Chapter 5 1 Design Settings Analysis options Execution mode Reduce moments to Face of Support Redistribute moments post elastic Use Equivalent Frame Method Increase Moment of Inertia Over Support Click on Project gt Design Settings The Design Settings input screen opens Design options n E A A Use all provisions of the code Automatic Interactive Disregard the following provisions Yes C No Yes No c E Minimum rebar for serviceability m vi No Design capacity exceeding cracking moment m Contribution of prestressing in strength check m Include DL 0 25LL case of UBC Generate moment capacity based on Design values C User entered values lt lt Ba
6. 103 Chapter 7 PROGRAM EXECUTION bonded and unbonded systems the friction loss computations are essentially the same There are three options for long term stress loss calculations e Lump sum entry A lump sum value may be calculated by the user and entered during data input The effective stresses in the tendon are calculated by subtracting this value from the initial stresses Since the friction and seating losses cause the initial stresses to vary along the tendon the effective stresses will also vary e Long Term Loss calculations for unbonded tendons For unbonded tendons the strain in the tendon at any given point is not directly related to the local strain in the concrete The program can calculate an average long term loss value for the entire tendon based on the average precompression in the member and expected losses due to shrinkage creep elastic shortening and relaxation of the prestressing steel The effective stresses in the tendon are calculated by subtracting the average long term loss value from the initial stresses e Long Term Loss computation for grouted tendons Long term stress losses in grouted tendons are a function of the local strain in the concrete Long term losses are thus computed at 1 20th points along the tendon The effective stress at each point is the jacking stress minus the friction seating loss and long term stress losses at that point The long term losses are stored in the file L
7. 6 Change prismatic column PR to NP Changing a span to NP activates the button in the Seg column 7 Click on the button in the Seg column to open the Geometry Span More window for that span Fig 5 2 5 Geometry Span More ee SPAN 2 Units b b be be 1 XL f 3 rar R n Crh ba l h eh ba Ahah Aahers in I On b o o le ba b k Legend Sec Section XL Distance from support to 0 0 Reference plane lt M Left Multiplier segment start 2 Rh Distance from reference plane M gt Right Multiplier XL L b h bf hf bm hm Rh lt M Typical p oo 35 00 21 97 2398 100 00 a 24 00 Segment P 00 15 00 2200 2400 240 00 600 2 0 050 EA em sel nie ml eset ata ml Seoment3 2000 1500 2200 2400 240 00 600 20 oso Label Sec FIGURE 5 2 5 GEOMETRY SPAN MORE SCREEN 8 To set the number of segments in the spans use CTRL or click on the up down arrow at the left of the screen Up to seven segments may be entered per span The parameters are input in the same manner as general span geometry data except the XL column is used to specify the distance from the left support centerline to the start of the segment The length of each segment is calculated automatically based on the distance to the start of the next segment and reported in the L column The start of the first segment is always zero Note that if either the Use Equ
8. 70 380 178 256 357 235 264 0 35 9 98 32 453 172 312 394 307 337 0 40 11 40 4 507 165 357 419 354 400 0 45 12 83 15 543 159 392 3 430 376 453 0 50 14 25 24 561 152 417 25 429 374 495 0 55 15 68 21 555 148 427 39 418 353 523 0 60 17 10 3 521 148 418 44 399 315 531 0 65 18 53 29 458 153 389 38 371 263 521 0 70 19 95 77 367 163 342 22 335 194 491 0 75 21 38 140 247 177 275 292 110 441 0 80 22 80 217 995 196 188 240 11 373 0 85 24 23 310 18 219 124 180 421 0 90 25 65 417 284 261 52 79 69 159 579 0 95 27 08 481 405 285 99 123 211 175 851 1 00 28 50 8 3 5 8 Section 28 Reguired Post tensioning PT mode only The post tensioning force reguired from allowable tensile stress input at 1 20th point along e
9. 8 3 5 5 Section 25 Factored Moments and Reactions This section reports factored design moments for Strength load combinations The envelope of factored moments is shown in Section 8 Load Combination 1 20SW 1 60LL 1 20SDL 1 60XL 1 00SEC Factored Design Moments Not Redistributed Span Left Left Middle Middle Right Right Max Min Max Min Max Min k ft k ft k ft k ft k ft k ft 1 213 43 88 63 530 06 204 43 434 73 136 36 2 503 88 58 81 627 93 242 08 523 01 87 22 3 523 02 87 22 627 93 242 09 503 83 58 90 4 434 73 136 35 530 05 204 43 213 44 88 62 Reactions and Column Moments Joint Reaction Reaction Moment Moment Moment Moment Max Min Lower Lower Upper Upper Column Max Column Min Column Max Column Min k k k ft k ft k ft k ft 1 127 34 30 04 55 45 355 55 0 00 0 00 2 293 00 177 48 333 93 375 53 0 00 0 00 3 305 55 189 47 412 80 412 80 0 00 0 00 4 292 99 177 47 375 54 333 93 0 00 0 00 5 127 34 30 04 355 55 55 44 0 00 0 00 Factored Design Moments Redistributed Span Left Left Middle Middle Right Right Redist Redist Max Min Max Min Max Min Coef Left Coef Right k ft k ft k ft k ft k ft k ft 1 216 34 90 13 543 04 196 91 457 58 123 20 0 00 4 38 2 458 36 65 47 635 81 295 13 477 58 78 85 9 94 9 58 3 477 58 78 85 635 81 295 13 458 25 65 47 9 59 9 94 4 457 47 123 19 542 94 196 87 216 35 90 12 4 35 0 00
10. conditions including the UBC special load combination when applied to the model Minimum refers to reinforcement required for Service and Initial conditions The selected reinforcement is the enveloped amount from the Analysis and Minimum conditions SPAN 1 X L x Analysis Analysis Minimum Minimum Selected Selected Top Bot Top Bot Top Bot ft in2 in2 in2 in2 in2 in2 0 04 1 16 0 00 0 00 2 23 0 48 2 23 0 48 0 05 1 42 0 00 0 00 2 23 0 49 2 23 0 49 0 10 2 85 0 00 0 00 2 23 0 00 2 23 0 00 0 15 4 27 0 00 0 00 2 23 0 00 2 23 0 00 0 20 5 70 0 00 0 00 0 00 0 00 0 00 0 00 0 25 7 13 0 00 0 00 0 00 0 00 0 00 0 00 0 30 8 55 0 00 0 25 0 00 0 00 0 00 0 25 0 35 9 97 0 00 0 55 0 00 1 38 0 00 1 38 0 40 11 40 0 00 0 75 0 00 1 38 0 00 1 38 0 45 12 82 0 00 0 89 0 00 1 38 0 00 1 38 0 50 14 25 0 00 0 88 0 00 1 38 0 00 1 38 0 55 15 68 0 00 0 80 0 00 1 38 0 00 1 38 0 60 17 10 0 00 0 61 0 00 1 38 0 00 1 38 0 65 18 52 0 00 0 43 0 00 1 38 0 00 1 38 0 70 19 95 0 00 0 16 0 00 0 00 0 00 0 16 0 75 21 37 0 00 0 00 0 00 0 00 0 00 0 00 0 80 22 80 0 00 0 00 0 00 0 00 0 00 0 00 0 85 24 23 0 00 0 00 2 23 0 00 2 23 0 00 0 90 25 65 0 00 0 00 2 23 1 01 2 23 1 01 0 95 27 07 0 00 0 00 2 23 1 63 2 23 1 63 0 96 27 34 0 03 0 00 2 23 1 64 2 23 1 64 8 3 5 10 Section 30 Punching Shear Reinforcement Reinforcement option Stud Stud diameter 0 38 Number of rails pe
11. 13 14 Chapter 1 Chapter 2 SIGN CONVENTION sinn SIGN CONVENTION Chapter 2 The following is the sign convention used in ADAPT PT Applied loads Downward loads and counterclockwise moments are considered positive Fig 2 1 a Span Actions Counterclockwise shear is considered positive Bending moment is considered positive if it causes tension at the bottom Fig 2 1 b Column actions Counterclockwise column moments are considered positive Fig 2 1 d Positive direction of frame as well as definition of right and left tributary region is defined as shown in Figure 2 1 c CONCENTRATED ARTAL OR Aa lairi MOMENT a POSITIVE DIRECTIONS OF APPLIED LOADING Ju SHEAR CH OMT b SPAN SHEAR c SPAN MOMENT COUNTER CLOCKWISE TENSION BOTTOM POSITIVE POSITIVE b POSITIVE DIRECTION OF SPAN ACTIONS seen fF COLUMN N Ns rd JOINT LOWER I COLUMN COLUMN MOMENTS c DIRECTIONS OF VIEW AND d POSITIVE DIRECTION DEFINITIONS OF LEFT OF ACTIONS AND RIGHT FIGURE 2 1 SIGN CONVENTION 17 Chapter 3 WORKSPACE Capter 3 WORKSPACE Finger 20 WORKSPACE Chapter 3 3 OVERVIEW This chapter describes Graphical User Interface GUI for the main program screen and data input module of ADAPT PT program All program functions including data entry and program execution are accessed through the Main Program window The data entry is done through separate program modules called ADAPT PT
12. 4 6 CGS Distance B in 4 7 Force B kips 4 10 CGS Distance C in 4 11 Force C kips 4 14 Force Width kips ft 13 73 32 95 32 95 13 73 Data block 4 shows an elevation view of the tendon profile Tendon control points are marked and their heights with respect to the reference line are given If the computer run was done in the Force Selection mode the program shows the total post tensioning force in each span If the Tendon Selection option was used the elevation view also includes the total number of tendons the location of all dead and live stressing ends and any added tendons Heights of tendon control points with respect to the reference line and the total post tensioning force or total number of strands specified for each span This block also reports the total force width for each span If a span is segmented the program uses the mid span width for the calculation Data Block 5 Bottom Rebar 5 BOTTOM REBAR 5 1 ADAPT selected 52 ADAPT selected ee 5 3 Num of layers 4 4 9 1 1 1 1 1 1 1 1444 Data block 5 reports the amount and length of rebar required at the bottom of the member The format is the same as data block 3 Top Rebar Data Block 6 Required amp Provided Bars 6 REQUIRED amp PROVIDED BARS max 6 1 Top Bars 223 Lin2 required provided 6 2 Bottom Bars 120 PROGRAM EXECUTION Chapter 7 Data block 6 plots the rebar reguired and provided fo
13. Creep Max LL Max 0 3 K 1 0 120 0 3 3 0 108 Creep Min LL Min 0 3 K 1 0 029 0 3 3 0 026 The Creep factor K is user defined in the material assignment input and the factor of 0 3 is that defined in the Sustained Load combination Note that for Service Total Load combinations 3 and 4 the Creep Max and Creep Min values are reported and calculated as zero 0 For these combinations long term effects due to live load are not considered 36 1 Detailed Deflections Live Load Service Combination 1 SPAN 1 X L X LL1 LL2 LL3 LL4 LL5 LL6 LL Max LL Min Creep Creep Max Min ft in in in in in in in in in in 0 00 0 0 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 05 1 4 0 010 0 002 0 012 0 012 0 010 0 002 0 012 0 002 0 010 0 002 0 10 2 8 0 022 0 004 0 027 0 026 0 022 0 004 0 027 0 004 0 024 0 004 189 Chapter 8 REPORTS 0 15 4 2 0 036 0 007 0 043 0 043 0 036 0 006 0 043 0 007 0 039 0 006 0 20 5 7 0 050 0 010 0 060 0 060 0 049 0 009 0 060 0 010 0 054 0 009 0 25 7 1 0 063 0 013 0 077 0 077 0 062 0 012 0 077 0 013 0 069 0 012 0 30 8 5 0 074 0 017 0 091 0 091 0 073 0 015 0 091 0 017 0 082 0 015 0 35 9 9 0 083 0 020 0 103 0 103 0 081 0 018 0 103 0 020
14. Detailed Deflections 36 Detailed Deflections Live Load 133 Chapter 8 REPORTS 36 1 Detailed Deflections Live Load 36 3 Detailed Deflections Live Load Graphical Reports PT Force PT Profile Deflection Load Cases Self weight Super Imposed Dead Live Other Prestressing Hyper Static Load Combinations SERVICE 1 Min LL SERVICE 1 Max LL SERVICE 2 Min LL SERVICE 2 Max LL STRENGTH 1 Min LL STRENGTH 1 Max LL INITIAL MIN LL INITIAL MAX LL Cracking Moment Envelope Legend 8 3 3 Concise Report The concise report is the short version of the report that includes all information necessary to describe project input and results Sections of concise report are o Project Design Parameters and Load Combinations o Design Strip Report System type Project Design Parameters and Load Combinations includes information common to the entire project and can be printed as verification that data in design criteria was properly entered into the program This option includes o Material properties 134 REPORTS Chapter 8 Covers Design Code Design Settings Allowable stresses PT mode only Post tensioning parameters PT mode only Load combinations Other common entries for all support lines Design Strip Report includes Definition of geometry annotated graphics Applied loads annotated graphics Tendon layout and values graphics with information on force tendon height PT mode only S
15. If the option for Cracked is selected the user can set allowable crack widths for Unbonded Quasi and Bonded Frequent conditions in addition to the RC Sections option If the allowable stress is exceeded for either condition the program will calculate and limit cracking to the user specified value for allowable crack width by adding reinforcement to the slab or beam PT Crack Design Mode Allowable Crack Width mm C Uncracked V RC Sections Quasi V Unbonded Quasi Bonded Freg Cracked 0 3 0 3 0 2 lt lt Back OK Cancel Next gt gt FIGURE 5 5 5 CRITERIA PT CRACK DESIGN MODE Crack widths and required reinforcement to limit crack widths are calculated using methodology outlined in the EC2 2004 code 73 Chapter 5 STRUCTURAL MODELING The program graphically reports allowable and calculated crack widths for those combinations selected to be checked by the user Fig 5 5 6 Crack Width o Ea Crack Width Diagram File PTRC_2014_Release_Video vV Span 2 vi Span 3 Quasi Allowable Quasi Combinations Frequent Allowable Frequent Combinations ER oo Select Deselect All Crack Width 0 20 IV Quasi Allowable Crack Width mm o IV Quasi Combinations o gt IV Frequent Allowable Frequent Combinations 0 05 Span 1 Span 2 Span 3 Span 4 FIGURE 5 5 6 CRACK WIDTH DIAGRAM 5 5 4 Specify Recommended Post Tensioning Values PT mode only This screen allows the us
16. STRUCTURAL CONCRETE SOFTWARE ADAPT PT RC 2015 USER MANUAL Copyright 2015 support Oadaptsoft com www adaptsoft com ADAPT Corporation Redwood City California 94061 USA Tel 1 650 306 2400 Fax 1 650 306 2401 ADAPT International Pvt Ltd Kolkata India Tel 91 33 302 86580 Fax 91 33 224 67281 Content LIST OF CONTENTS LIST OF CONTENTS 3 OVERVIEW ce he wi Sh tid pos 21 3 1 THE MAIN PROGRAM WINDOW uuuuensessensersensersnesennesenennensennnn nennen 22 3 2 MAIN PROGRAM WINDOW MENU ITEMS AND CORRESPONDING TOOLS Pe EEE RETRO ER E R EET REE ANDO ELCH JEL AEGNE SESE I LUUD KASTE EUGA LEVEL a e Se TA 23 3 1 1 File Menu kilekate la vakk deat Mes 23 3 12 Actlon Menll iu daicsccndue ania canna Oman nok ninsnh ven 24 3 13 View Men euren kB Jaah 24 3 1 4 Options Mein ee ka SS MOM kasta 25 31455 Window Ment vs sesetiat lines palati rae tae a t sie take a 25 3 1 6 Help Menus rnit as asp Lp 25 3 3 ADAPT PT RC INPUT SCREEN isror nena eean iir paseia nennen 26 3 4 ADAPT PT RC INPUT MENU ITEMS AND TOOLS osiers 28 6a a E Y E a i E A S a las assesstesedshtaseseoansederesss 28 3 42 Project MO Hrn ce adit EEA E EEE iE 29 3 43 Geometry Menu saisie A E E EEE nen 29 344 Eoad Menteni rase EE E EEEE E E E a km E aA 29 3 4 5 Material Menu ES 29 3 4 6 Criteria Menusa ei r E AE R E E E 29 3 47 gt Execute Ment anoion aea a a catia v ka na asses 30 3 4 8 To ls Men iimtutmmtakseuikmaustast EE
17. The following explains each of these sections 8 3 1 Report Cover Page 130 The program generated cover page will contain a company logo title bitmap of a 3D structure view and date Fig 8 3 1 The cover page will be created only if you select the Report Cover option from the list of sections Your company logo will appear at the top of the report cover page and will show the bitmap or JPEG file that you uploaded Fig 8 2 1 The default cover page title will be the Generic title and Specific title of your project that you specified in the General Settings window of PT or RC Input While in PT or RC Input you can set the structure view as you want it to appear on the cover page of your report When you exit PT or RC Input click on Close button or click Execute the program will take a screen shot of the 3D structure and show it on the cover page At the bottom of the cover page the program shows the date when you created report AEAN E REPORTS Chapter 8 Your Partner in Concrete Design ADAPT PTRC 2015 Release Multi span continuous flanged T Beam Friday August 28 2015 FIGURE 8 3 1 REPORT COVER PAGE 8 3 2 Table of Contents To include a table of contents with your report select the Table of Contents section in the Report Generator tree The table will contain only sections that were selected by user and listed in the Selected Sections of the Report Generator window The following table includes all sections av
18. 8 0 0 124 164 314 238 107 242 0 80 22 80 38 72 7 14 0 0 138 63 121 263 222 23 0 85 24 23 100 192 21 40 0 0 222 56 107 425 357 235 0 90 25 65 172 328 36 68 0 0 374 146 280 715 512 532 0 95 27 08 252 481 53 101 0 0 543 158 302 1040 637 771 1 00 28 50 XL x Initial Initial Initial Initial Env 1 Env 1 Env 1 Env 1 Env 2 Env 2 Env 2 Env 2 Top Top Bot Bot Top Top Bot Bot Top Top Bot Bot Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C ft psi psi psi psi psi psi psi psi psi psi psi psi 0 00 0 00 183 Chapter 8 REPORTS 0 05 1 43 359 172 287 102 122 60 329 183 562 0 10 2 85 318 94 270 70 58 303 133 293 0 15 4 28 242 52 220 70 243 18 125 0 20 5 70 175 179 198 149 267 64 90 0 25 7 12 118 289 187 191 315 156 182 0 30 8 55
19. REPORTS Envelope of Service 2 Span Left Left Left Left Center Center Center Center Right Right Right Right Top Top Bot Bot Top Top Bot Bot Top Top Bot Bot Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C psi psi psi psi psi psi psi psi psi psi psi psi 1 283 96 102 74 98 93 122 39 423 83 330 87 192 52 83 27 2 319 20 214 34 100 84 294 67 494 16 320 63 217 42 110 82 3 320 66 217 48 110 79 294 67 494 16 319 14 214 21 100 89 4 330 84 192 46 83 30 122 39 423 83 283 95 102 73 98 93 160 Tensile stresses are shown as positive and compressive stresses as negative Maximum tension and compression at the top and bottom at the left and right face of support and mid span are printed in their respective columns Note that the maximum stress in aspan may occur elsewhere For the location and magnitude of the maximum stress refer to either the graphical display of stress distribution or the detailed report of stresses at 1 20th point of each span 7 6 Post Tensioning Balance Moments Shears and Reactions PT mode only The post tensioning balanced moments are moments generated in the slab as a result of post tensioning These are also referred to as equivalent loads Thes
20. SPAN 1 SPAN 2 SPAN 3 b FIGURE 3 3 2 SPAN GEOMETRY INPUT SCREEN Each table contains a Typical row for fast input of data The typical input row top row can be used if several rows in a column have same data To enter typical values type the value into the appropriate cell in the top row and then press ENTER The typical value will be copied to all rows in the column The value of any field initialized in this manner can be subsequently changed as necessary Data can be entered in the typical row at random it is not necessary to enter values in all fields of the typical row 3D Structure View Structure View window allows you to view the structure loads tendons and rebar in 3D as you enter the data You can also display the properties of each component if you bring the mouse pointer over it and right click You can change the display in 3D window with View Tools toolbar 3 4 ADAPT PT RC INPUT MENU ITEMS AND TOOLS All options that can be accessed by the PT and RC Input menus are listed below Only the set of input forms will appear to the user for the active design mode 3 4 1 File Menu The menu items have the same function as File menu in the main program screen 28 Finger WORKSPACE Chapter 3 3 4 2 Project Menu This menu enables you to specify the project title structural system and select analysis and design options throug
21. a ji 38 7 2757 151 178 2200 5 75 1842 11 38 7 27 23 23 23 15 178 l Typical Values Row Units Force kips PT Force per unit width kips ft Tendon Height inch PZA psi FIGURE 6 1 1 The table lists the post tensioning forces at the midpoint of each span the tendon heights at the left center and right of each span the average precompression at mid span P A mid and the percentage of dead loading balanced in each span Wpa DL for current tendons and all tendons You can select either single tendon or multiple tendon paths for the force selection method You can select the particular tendon A B or C to evaluate when the Multiple Tendon Path is selected If Single Tendon Path is selected then only Tendon A will remain as an option for the analysis For Multiple Tendon Path the PT force must be the same for each tendon group The user can modify the calculated force reported in PT Force per unit width and PT Force cells For Single Tendon Path the PT force can vary along the length of the structure by entering unique values in the cells Adjustments in tendon force and or tendon height may change the average precompression and the percentage of dead load balanced These changes are reflected in the P A and Wha columns as the changes are made In order to see how the changes affect the stresses and average 91 Chapter 7 PROGRAM EXECUTION precompression at locations other than mid
22. refers to the distance from the face of column or drop that the layer of studs is located If the maximum allowable shear stress is exceeded the program will report Ifa value is followed by e g 8 this refers to the distance from face of drop to the stud layer This would apply only if drop panels or drop caps are modeled Reinforcement option Shear Studs Stud diameter 0 38 Number of rails per side 1 Col Dist Dist Dist Dist Dist Dist Dist Dist Dist Dist in in in in in in in in in in 1 2 1 6 3 3 4 9 6 5 8 2 3 1 0 2 1 3 1 4 1 5 1 6 2 7 2 4 Dist Distance measured from the face of support Note Columns with have not been checked for punching shear Note Columns with have exceeded the maximum allowable shear stress 8 3 4 14 Section 14 Deflections The deflection data block in the report is a summary of the calculations showing only the maximum values obtained for each span Deflections for each stage shown in the data block are calculated with due consideration of cracking and loss of stiffness The program utilizes hard coded values for modulus of rupture dictated by the selected design code Deflections are reported for sustained and total long term conditions with and without consideration of incremental live load applied as sustained load an exposed to creep For example the reports blocks shown below are for Service Combination 1 SC
23. stresses for the tendons are reported XL x Initial Longterm Final x Initial Longterm Final Stress Loss Stress Stress Loss Stress ft ksi ksi ksi ft ksi ksi ksi SPAN 1 SPAN 2 0 00 0 00 64 18 8 76 55 41 0 00 48 21 8 76 39 46 0 05 1 43 63 75 8 76 54 98 1 75 46 43 8 76 37 66 0 10 2 85 62 25 8 76 53 50 3 50 45 31 8 76 36 56 0 15 4 28 61 44 8 76 52 67 5 25 44 35 8 76 35 60 0 20 5 70 60 74 8 76 51 99 7 00 43 55 8 76 34 80 0 25 7 13 60 06 8 76 51 31 8 75 42 77 8 76 34 00 0 30 8 55 59 38 8 76 50 61 10 50 41 96 8 76 33 20 0 35 9 97 58 70 8 76 49 93 12 25 41 17 8 76 32 42 0 40 11 40 58 01 8 76 49 24 14 00 40 39 8 76 31 63 0 45 12 82 57 35 8 76 48 58 15 75 39 60 8 76 30 84 0 50 14 25 56 66 8 76 47 89 17 50 38 82 8 76 30 07 0 55 15 68 55 95 8 76 47 18 19 25 38 04 8 76 29 28 0 60 17 10 55 20 8 76 46 44 21 00 37 27 8 76 28 50 0 65 18 52 54 46 8 76 45 70 22 75 36 50 8 76 27 73 0 70 19 95 53 72 8 76 44 95 24 50 35 71 8 76 26 96 0 75 21 38 52 98 8 76 44 22 26 25 34 96 8 76 26 20 0 80 22 80 52 23 8 76 43 48 28 00 34 19 8 76 25 44 0 85 24 23 51 51 8 76 42 74 29 75 33 43 8 76 24 67 0 90 25 65 50 78 8 76 42 01 31 50 32 68 8 76 23 93 0 95 27 08 49 90 8 76 41 13 33 25 31 78 8 76 23 03 1 00 28 50 48 21 8 76 39 46 35 00 30 14 8 76 21 38 186 REPORTS Chapter 8 8 3 5 12 Section 32 Unbalanced Moment Reinforcement 32 1 Un
24. 0 093 0 018 0 40 11 4 0 089 0 023 0 113 0 112 0 087 0 021 0 113 0 023 0 101 0 021 0 45 12 8 0 092 0 026 0 118 0 118 0 089 0 023 0 118 0 026 0 106 0 024 0 50 14 2 0 091 0 029 0 120 0 120 0 088 0 026 0 120 0 029 0 108 0 026 0 55 15 6 0 087 0 031 0 118 0 118 0 084 0 027 0 118 0 031 0 106 0 028 0 60 17 1 0 080 0 032 0 112 0 112 0 077 0 028 0 112 0 032 0 101 0 029 0 65 18 5 0 070 0 032 0 102 0 102 0 067 0 029 0 102 0 032 0 092 0 029 0 70 19 9 0 059 0 031 0 090 0 090 0 055 0 028 0 090 0 031 0 081 0 028 0 75 21 3 0 046 0 030 0 075 0 075 0 043 0 026 0 075 0 030 0 068 0 027 0 80 22 8 0 032 0 027 0 059 0 059 0 029 0 024 0 059 0 027 0 053 0 024 0 85 24 2 0 019 0 022 0 042 0 042 0 017 0 020 0 042 0 022 0 038 0 020 0 90 25 6 0 009 0 017 0 025 0 025 0 007 0 015 0 025 0 017 0 023 0 015 0 95 27 0 0 002 0 009 0 011 0 011 0 001 0 008 0 011 0 009 0 010 0 008 1 00 28 5 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 8 3 6 Graphical Report The graphical display includes print plots of critical graphical information such as moments deflectio
25. 00 LAT Moment Drawn on Tension Side 300 200 lt ra Moment k yp s 8 w 8 eee TTT AAA AAAATAATAAMATAMT Span 1 Span 2 Span 3 Span 4 DESIGN MOMENT Moment is drawn on tension side Rebar Diagrams TWO WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A D A P T Load Case SERVICE 1 M 1 00 SW 1 00 LL_Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT Rebar Required Top Rebar Required Bottom Rebar Provided Top Rebar Provided Bottom 35 2 30 25 20 E s E 8 15t 1 0 05 a Aee es s a cies Manaan Span 1 Span 2 Span 3 Span 4 REINFORCEMENT REQUIRED AND PROVIDED 193
26. 00x 1 00 see 1 00 Lat 2 u 090 SW 0 00 LL 0 90 spr 000 x 1 00 gec 1 00 Lat Options Legend Do lateral moments change sign No Yes SW Selfweight LL Live Load PT to resist Factored Moments 100 SDL Superimposed DL Xx Other loading Lat Lateral Seismic wind Sec Secondary FIGURE 5 5 16 LATERAL INPUT DATA INPUT SCREEN If you answer Yes to the Do lateral loads change sign the program will internally consider a new load combination with the modified sign of lateral load and report results for it PT to resist Factored Moment option is used to specify the percentage of contribution of post tensioning to unbalanced moment due to lateral loads Note that this option will not be available if in the Design Settings window you select to disregard contribution of prestressing in strength check Jamae E STRUCTURAL MODELING Chapter 5 85 Chapter 6 PROGRAM EXECUTION 87 ADAPT PROGRAM EXECUTION Chapter 6 6 OVERVIEW The program can be executed either by selecting the Execute item on the Main Program window or clicking the Execute Analysis button EE on the Main Toolbar The program begins by reading the data files and performing a number of preliminary data checks If an error is detected the program will stop and display a message box indicating the most likely source of the error The data consistency checks are not exhaustive however which means that the user is ultimately re
27. 02 0 00 312 04 211 49 0 93 0 00 0 80 22 80 183 33 0 00 252 77 262 37 0 73 0 00 0 85 24 22 81 19 91 48 185 56 516 83 0 44 0 18 0 90 25 65 44 10 247 94 216 28 602 64 0 20 0 41 0 95 27 07 2 62 423 21 221 17 666 89 0 01 0 63 0 96 27 34 0 00 457 14 220 25 670 85 0 00 0 68 1 00 28 50 0 00 457 93 204 08 686 51 0 00 0 67 34 2 Based on Designed Values The capacity listed in this section is calculated with respect to base user defined reinforcement PT and program calculated reinforcement 8 3 5 14 Section 35 Detailed Deflections This data block lists sustained and total deflections at 1 20 points for Service combinations Examples of how Sustained and Total deflection values in Columns 9 and 10 are calculated are described in detail in Section 8 3 4 14 of this manual 35 1 Detailed Deflections Service Combination 1 SPAN 1 X L x SW SW PT SW PT SD SW PT SD LL XL Sustained Total L L Creep ft in in in in in in in in 0 00 0 0 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 05 1 4 0 005 0 002 0 001 0 004 0 012 0 000 0 006 0 014 0 10 2 8 0 011 0 006 0 004 0 012 0 027 0 000 0 016 0 031 0 15 42 0 017 0 011 0 007 0 022 0 043 0 000 0 028 0 047 0 20 5 7 0 024 0 016 0 011 0 034 0 060 0 000 0 043 0 062 0 25 7 1 0 030 0 022 0 016 0 047 0 077 0 000 0 059 0 076 0 30 8 5 0 035 0 027 0 019 0 058 0
28. 21 16 11 24 0 00 If reduction to face of support is invoked by the user the factored moments given relate to face of support else they represent centerline moments 8 3 4 10 Section10 Mild Steel No Redistribution The mild reinforcement is calculated on the basis of one of the following three sets of criteria e One way systems e Two way systems and e Beam system The applicable set of criteria is invoked by the user through the choice of the structural system one way two way beam and the design type post tensioned or mild reinforced The user s selection is shown clearly in data block 1 163 Chapter 8 REPORTS 10 1 Reguired Rebar This section shows reguired rebar based on ultimate minimum initial PT mode only and the UBC special load case reguirement PT mode only Column 5 reports the maximum enveloped value of reinforcement for the span and position in span 10 1 1 Total Strip Reguired Rebar Span Location From To As Required Ultimate Minimum Initial UBC ft ft in2 in2 in2 in2 in2 1 TOP 0 00 4 27 2 23 0 00 2 23 0 00 0 00 1 TOP 24 23 28 50 2 23 0 00 2 23 0 00 0 00 2 TOP 0 00 5 25 2 66 0 00 2 66 0 00 0 00 2 TOP 29 75 35 01 2 66 0 00 2 66 0 00 0 00 3 TOP 0 00 5 25 2 66 0 00 2 66 0 00 0 00 3 TOP 29 75 35 01 2 66 0 00 2 66 0 00 0 00 4 TOP 0 00 4 27 2 23 0 00 2 23 0 00 0 00 4 TOP 24 23 28 50 2 23 0 00
29. 7 7 3 PT SUMMARY REPORT The Figure 7 3 1 shows Summary report as it opens once you select Summary from Graphs menu or click on Summary report button in the main toolbar 7 SHEAR STIRRUPS oie 2 Zero ri 9 DESIGN PARAMETERS 91 Cate American ACINE DN MEC D13 1 400s 1 S ks mngtare f Des ves 4 Ts 92 Res Cove Tope In Emam in Res Tee PRESTRESSNG STE Towmivaume cfconger 15 1 Tout veigtotreng 2044 b Tous wege ofterion 5693 Am av ged 27486 Auer ger DE usage 0 Si bt 14 DW Ava pe teu uage 020 bt Oso FIGURE 7 3 1 115 Chapter 7 PROGRAM EXECUTION 116 The format of Summary report can be modified using the Span Selection Toolbar With this toolbar you can select which of the data blocks to print or you can recalculate the mild steel reguirements using a bar size which is different from what was initially specified in the ADAPT run In addition you can select to print the report in color or black and white portrait or landscape and on a variety of paper sizes After the data blocks are selected the report is automatically rescaled to fit the specified paper size The following is the description of the Span Selection Toolbar Span Selection Toolbar 9 m 8210 0 EAIO Report Setup To specify what information to print select the Report Setup A window with three tabs will appear Figure 7 3 2 A C shows these three tabs e Use the check boxes on the Sections t
30. Case Moment Moment Moment Shear Shear Left Midspan Right Left Right k ft k ft k ft k k 1 SW 89 64 71 05 152 26 24 75 29 14 2 SW 170 13 82 29 179 23 31 00 31 52 3 SW 179 24 82 29 170 11 31 52 31 00 4 SW 152 25 71 05 89 65 29 14 24 75 1 SDL 19 08 15 12 31 89 5 25 6 15 2 SDL 34 81 16 22 36 29 6 37 6 46 3 SDL 36 29 16 22 34 80 6 46 6 37 4 SDL 31 89 15 12 19 08 6 15 5 25 1 XL 0 00 0 00 0 00 0 00 0 00 2 XL 0 00 0 00 0 00 0 00 0 00 3 XL 0 00 0 00 0 00 0 00 0 00 4 XL 0 00 0 00 0 00 0 00 0 00 Moment Left and Moment Right relate to centerline moments in the slab at the left and right of each span respectively Moment Mid span refers to the moment at mid span The moment at mid span is not necessarily the largest value For the location and value of the maximum moment refer to Section 23 that gives detailed report at 1 20th points Shear Left and Shear Right are the centerline shear forces at the left and right of each span 5 2 Reactions and Column Moments Excluding Live Load Joint Load Case Reaction Moment Moment Lower Column Upper Column k k ft k ft 1 SW 24 75 89 64 0 00 2 SW 60 15 17 87 0 00 3 SW 63 04 0 02 0 00 4 SW 60 14 17 86 0 00 5 SW 24 75 89 65 0 00 1 SDL 5 25 19 08 0 00 2 SDL 12 52 2 91 0 00 3 SDL 12 92 0 00 0 00 4 SDL 12 52 2 91 0 00 5 SDL 5 25 19 08 0 00 1 XL 0 00 0 00 0 00 2 XL 0 00 0 00 0 00 3 XL 0 00 0 00 0 00 4 XL 0 00 0 0
31. Isolated 211 x 0 25 1 xl 0 75 6 zi 8 Bottom 1 2 Isolated 21 2 xl 0 25 2 xl 0 75 6 xl 8 Bottom _v 1 3 Isolated 21 2 xl 0 80 3 xl 0 20 6 xl 8 Top xli 4 Isolated 21 4 xl 0 25 4 xl 0 75 6 xl 8 Bottom 1 5 Mesh 11 0 10 4 i 0 90 4 i 12 00 Top 2 15 lt lt Back OK Cancel Next gt gt FIGURE 5 5 2 BASE NON PRESTRESSED REINFORCEMENT IPUT SCREEN The program allows you to specify a base reinforcement that is taken into consideration when designing the structure You have an option to define reinforcement as mesh or isolated bars The position of a bar is defined with distances of the first X1 and second X2 bar end to its immediate left support For example Bar 3 starts at 0 8 of Span 2 and ends at 0 2 of Span 3 X1 0 3 L2 x2 0 2 L3 L2is length of Span 2 Lais length of Span 3 The user can see the base reinforcement in the 3D Structure View window as shown in Figure 5 5 3 71 Chapter 5 STRUCTURAL MODELING ap Bars shown in plan Bars shown in elevation FIGURE 5 5 3 BASE REINFORCEMENT VIEW 5 5 3 Specify Allowable Stresses PT mode only This screen is used to enter initial and final allowable stresses Fig 5 5 4 Criteria Allowable Stresses Tension stresses Initial Stress f ci Sustained Stress fc Total Stress fic Top Fiber 3 75 75 Bottom Fiber 3 75 75 Compression stresses Initial Stress f ci Sustained Stress fc Tota
32. OK Comp OK Stresses initial Tens NG Comp OK Extreme fiber stresses 4 Tendon selection and extents 5 Tendon force and height 1 Required and provided PT force 2 Required PT force 3 een Left face of support at left of span Tendon A i 1 Specify a constant or variable force along a single tendon Center midspan C TendonB 1 Single tendon path path identified by tendon profile selected Fion face of support at right of a 2 Multiple tendon path v x A average precompression at midspan C Tendon C 2 Specify a constant force for each of the tendon profiles SD beienced percentage of ictal deed kasel selected balanced by tendon lt Current Tendon gt lt All Tendons gt lt Tendon Control Point Height gt lt Required Force gt stand uwan PTForoe P A paincea Let Cener Piht arends perunt wath freo Lit Center Right TOP SOP 38 7 275 7 151 178 18 42 5 75 22 00 1 38 7 275 7 273 273 273 151 178 33 1 275 7 278 174 22 00 2 02 22 00 1 33 1 275 7 275 275 275 278 174 33 1 275 7 278 174 22 00 2 02 22 00 1 331 275 7 275 275 275 278 174 38 7 275 7 151 178 22 00 5 75 18 42 1 38 7 275 7 273 273 273 151 178 I Typical Values Row Units Force kips PT Force per unit width kips ft Tendon Height inch P A psi FIGURE 6 1 PT RECYCLING WINDOW The PT Recycling window is comprised of five tabs which display information about the post tensioning design a Design Indicator
33. The General Settings window automatically opens when a new project is started or an existing project is opened This screen is also available through menu option Project gt General Settings General Settings General Title ADAPT PTAC 2015 Release Specific Title Muli span continuous flanged T Bean Structural System Geometry input F Conventional C Segmental lt P gt AN _ E T Sey C 1 Drop Panel Drop Cap Transverse Beam 7 55 ad gt r Include Drops amp ee gt E a a i Transverse Beams C Yes No gt JE d Two Way Slab One Way Slab Beam caret ox nu FIGURE 5 1 1 GENERAL SETTINGS INPUT SCREEN 43 Chapter 5 STRUCTURAL MODELING FERRAN E 44 Input information as follows 1 Type in General and Specific title Note that the General title and Specific title of the project will appear at the cover page of a report and in the header of each page of a report 2 Select Geometry input option o Ifyou model spans with uniform geometry where the tributary width section type and or section depth do not change within a span select Conventional input This will also give you an option to include drop caps drop panels and or transverse beams o Ifyou model spans with non uniform geometry within a span select Segmental input 3 Select a type of a Structural System o Ifyou select Two Way slab you will have an option to include drop caps drop panels and or transverse beams
34. This is a longitudinal reinforcement spacing check for the provided reinforcement in the section For example when the AC1318 code is selected the program calculates the spacing between bars as N 1 where N equals the number of bars provided Total section width B 2 cover input to longitudinal bar If the required number of layers is reported greater than 1 the user should modify the input for cover requirements so as to maintain the proper effective depth in design of the section If the steel required is controlled by the negative moment demand the bar lengths are based on the required rebar quantities at 1 20th points By default the selected rebar is calculated as two lengths in an effort to minimize material requirements unless reinforcement curtailment rules are applied in which case these rules supersede the program defaulted calculated lengths 119 Chapter 7 PROGRAM EXECUTION Note that the steel selected by the program is only one of several acceptable design solutions Space has been provided in this data block for the designer to provide alternate information on rebar guantity size and length The designer may also use this space to write in any additional notes or remarks pertaining to the rebar Data Block 4 Tendon Profile 4 TENDON PROFILE 4 1 Datum Line 4 2 CGS Distance A in 18 42 5 75 22 00 2 02 2 00 202 22 00 575 18 42 4 3 Force A kips 274 554 274 554 274 554 274 554
35. all the parameters and stresses based on the user s input and prompts a new set of suggested values The important issue for a reviewer to note is that at this stage the user has the option to override ADAPT s calculated displayed values The Recycle Window is completely interactive and allows user modification It is recommended that the reviewer pay particular attention in comparing the user selected post tensioning as displayed in data block 7 2 with the calculated required minimum values given in data block 7 4 Columns 3 through 5 of data block 7 2 refer to the height of the tendon s centroid CGS from a user defined reference line The left and right locations refer to the maximum height of tendon at left and right of the span relative to this reference line In the case of a reversed parabola these are the heights over the centerline of supports For simple parabolas with straight portions over the supports the heights refer to maximum rises at left and right of the span at location of transition to a straight line The straight portion is called the Tendon Support Width and is defined through the coefficients in data block 7 1 P A in column 7 is the calculated average compression at mid span based on the user selected post tensioning Wbal in column 8 is the balanced loading in each span due to post tensioning force and profile selected It is the average uplift force over the entire span divided by the dead load trib
36. and M gt are used to indicate how much of the tributary falls on either side of the frame line The sum of the left and right multipliers should be one Example Model the following tributary using A unit strip method B tributary method Total tributary 300 in Left tributary 180 in Right tributary 120 in A Unit strip method b 12in lt M 15 M gt 10 Total width Left tributary Right tributary 12 15 12 10 180 120 300 in B Tributary method b 300 in lt M 0 60 M gt 0 40 51 Chapter 5 STRUCTURAL MODELING FERRAN E 52 Total width Left tributary Right tributary 300 0 60 300 0 40 180 120 300 in Enter reference height Rh The reference height identifies the position of a reference line that is used in determination how to display tendon heights The Rh indicates the distance from the reference line to the top of the slab with positive being measured upwards Typically the reference height is set equal to the slab depth Figure 5 2 2 shows several different reference height configurations Typically the same reference height is used for all spans The reference height can thus be set via the typical row If the slab or beam depth changes the same reference height can still be used as long as the resulting tendon heights are adjusted accordingly when transferred to the structural drawings for PT designs Alternatively the reference height can be entered as
37. and percent of dead load balanced Each set of calculations is referred to as a cycle The number of cycles executed for a particular design is shown in the Iteration block In most cases two to three cycles are adeguate to arrive at an acceptable solution It is rarely necessary to exceed five cycles Weight of PT Lb ft or Kg m The weight of post tensioning strand required to provide the selected forces is estimated and displayed in either pounds per square feet or kilograms per square meter The weight is estimated as follows The force supplied by each strand is calculated based on its cross sectional area and final effective stress both FEEFEE PROGRAM EXECUTION Chapter 6 of which are values input during data entry The number of strands required to provide the forces shown on the Tendon Forces and Heights tab is then determined The actual length of each strand is assumed to be its calculated length plus 3 feet 1 meter to allow for a stressing tail If the force changes between successive spans it is assumed that the larger force extends over the common support and the tendons are anchored at 1 5 of the next span if otherwise specified by user If the forces are modified the weight is recalculated and displayed after the window is recycled PT Force min OK PT Force max OK This block compares the average precompression at mid span with the minimum and maximum values entered by the user If the average precompression is a
38. are also reported with enveloped results provided when skip loading is active SPAN 1 X L X SW SW SDL SDL XL XL ILL Top LL Top LL Boti LL Bot PT PT Top Bot Top Bot Top Bot Max T Max C Max T Max C Top Bot ft psi psi psi psi psi psi psi psi psi psi psi spi 0 00 0 00 0 05 1 43 126 241 27 51 0 0 329 61 116 629 421 359 0 10 2 85 60 114 13 25 0 0 176 47 91 336 329 182 0 15 4 28 2 5 1 1 0 0 41 34 65 78 212 41 0 20 5 70 46 88 10 19 0 0 19 99 190 36 112 233 0 25 7 12 86 165 18 35 0 0 7 183 351 13 27 395 0 30 8 55 118 226 25 48 0 0 6 255 489 11 41 527 0 35 9 98 141 270 30 57 0 0 19 318 608 36 95 628 0 40 11 40 155 297 33 63 0 0 82 362 693 61 132 700 0 45 12 83 161 309 34 66 0 0 45 388 743 86 153 741 0 50 14 25 159 304 34 65 0 0 58 396 758 112 159 752 0 55 15 68 147 282 31 60 0 0 72 386 738 137 147 728 0 60 17 10 127 244 27 52 0 0 85 358 684 162 114 665 0 65 18 53 99 190 21 41 0 0 98 311 595 188 61 563 0 70 19 95 62 119 14 26 0 0 111 247 472 213 13 422 0 75 21 38 17 82 4
39. be reflected in the forces shown on the Tendon Force amp Heights tab Chapter 7 VIEW VALIDATE RESULTS 107 PROGRAM EXECUTION Chapter 7 OVERVIEW After the analysis is executed a graphical report can be generated The ADAPT BuilderSum module opens and enables you to generate comprehensive graphical reports for each ADAPT PT RC run You have an option to display and print results graphs for each load combination and generate a report that summarizes all post tensioning parameters rebar requirements and shear checks on a single page 7 of output ADAPT BUILDERSUM SCREEN To invoke ADAPT BuilderSum click on the Open the BuilderSum button Z or 71 select the PT or RC Sumary menu item from the View menu in the Main program window The window will open as shown in Figure 7 1 1 BuilderSum Title bar BuilderSum Menu bar BuilderSum Toolbar FIGURE 7 1 1 BuilderSum Title Bar Contains program name and name and location of the opened file 109 Chapter 7 PROGRAM EXECUTION 25272 7 2 110 BuilderSum Menu bar Menu bar lists all available menus in ADAPT BuilderSum module BuilderSum Toolbar This toolbar contains all available tools in the ADAPT BuilderSum screen Status Bar Status bar gives you information about units current date and time Combination List This is a drop down list that contains all available load combinations ADAPT BUILDERSUM MENU ITEMS AND CORRESPONDING TO
40. for this greater stiffness by increasing the moment of inertia of region over the support The increase is determined by a relationship proposed in ACI 318 8 3 4 2 Section 2 Input Geometry This data block reports model geometry as input by the user It includes basic span geometry effective width used in calculations drop can drop panel transfer beam dimensions as well as support width and column dimensions The geometry is described as follows 2 1 Principal Span Data of Uniform Spans This section is available only if the user selects conventional geometry input Span Form Length Width Depth TF Width TF Thick BF MF BF MF Rh Right Mult Left Mult Width Thick ft in In in in in in in 1 1 19 17 120 00 12 00 10 00 0 50 0 50 2 1 27 17 120 00 12 00 10 00 0 50 0 50 3 1 22 75 120 00 12 00 10 00 0 50 0 50 C 1 3 50 120 00 12 00 10 00 0 50 0 50 2 2 Detailed Data for Nonuniform Spans This section is available only if the user selects segmental geometry input Span Seg Form Left Dist Width Depth TF Width TF Thick BF MF BF MF Rh Right Left Mult Width Thick Mult ft In in in in in in in 1 1 2 0 00 24 00 30 00 216 00 8 00 10 00 0 56 0 44 1 2 2 0 33 24 00 30 00 216 00 8 00 10 00 0 56 0 44 1 3 2 5 00 24 00 30 00 216 00 8 00 10 00
41. in in in in in in in in in 1 36 00 48 00 0 00 24 00 0 00 30 00 100 00 0 00 50 00 2 36 00 48 00 24 00 24 00 24 00 30 00 100 00 50 00 50 00 3 36 00 48 00 24 00 24 00 24 00 30 00 100 00 50 00 50 00 4 36 00 48 00 24 00 24 00 24 00 30 00 100 00 50 00 50 00 For example Cap T which is the heading of column 2 is shown at the bottom right hand side of Fig 8 3 3 to indicate the total depth of CAP STEP 1 in the figure indicates the first thickening of the slab past the support and is referred to as DROP CAP regardless of its size The second change in thickness is called DROP PANEL or STEP 2 a PARTIAL PLAN OF SLAB OVER AN INTERIOR COLUMN b SECTION THROUGH COLUMN SLAB JUNCTION DEFINITION OF GEOMETRY AND PARAMETERS AS USED IN THE GEOMETRY INPUT FILE OF ADAPT NOTE SUFFIX L LEFT R RIGHT GEOMETRY OF DROP CAP PANEL FIGURE 8 3 3 If no drop caps or panels are present zeros are shown in this data block A zero indicates that the user has not entered any value for a parameter However as far as the computations are concerned ADAPT selects a minimum default value if necessary For example CAPT equal zero will result in a default value of CAPT equals span thickness for calculations 2 6 Transverse Beam Data Transverse beam data are reported in the table of Section 2 5 147 Chapter 8 REPORTS 21272 2 7 Support Width and Column Data This data block is only pri
42. in strength check This scenario applies when a user adds tendons to a JESSE E STRUCTURAL MODELING Chapter 5 project for deflection or crack control This applies to PT mode only o If data is being entered for a beam you will have an option to Include the DL 25 LL case of UBC This is a UBC Uniform Building Code reguirement used to determine the amount of mild steel reinforcement reguired If this is answered Yes the ratio of reduced live load to actual live load must be entered This option allows a reduced live load to be used for the post tensioning if so desired but provides the full live load for the 25 UBC design loading Live load reduction is optional if the live load entered on the Loading screen was not reduced the ratio of reduced to actual live load would be 1 Note that the DL 25 LL provision is not required by ACI 318 nor is it included in the IBC 2000 International Building Code This applies to PT mode only o The program calculates and reports the moment capacity in both graphical and tabular format based on the user selection If you select Design values the moment capacity will be calculated using the rebar and PT reguired PT mode only for the design including user defined base reinforcement If you select User entered values the moment capacity will be calculated only with user entered rebar base rebar and PT PT mode only The moment capacity for the 1 20 points can be o
43. layout to enter change the locations of tendon types B and C These tendons must be at least 1 span length long but can be located anywhere along the length of the member The values of the Left PROGRAM EXECUTION Chapter 6 End location start at 0 0 at the far left end of the modeled structure and the Right End Location will vary up to the number of spans modeled The table values will update as the mouse is used to change the tendon extents graphically and the graphical view will update if the values are entered into the table TerstonNo 7 WeohtalPT 0 67 bZ PT selection method Status of data displayed PT Force Mn OK Ma OK Force selection NG No Good does not meet specified CURRENT requirements BalancedDL Mn OK Ma NG E ea Graphs Stresses service Tens OK Comp OK Te en OK meets specified requirements Stresses initial Tens NG Comp OK Tendon force and height 1 Required and provided PT force 2 Required PT force 3 Extreme fiber stresses 4 TENDON EXTENTS Tendon LeftEnd Right End Span Type Location Location 00 40 Tendon Tendon B A 0 00 1 20 Tendon C e 2 80 4 00 To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down the Shift key To change tendon extents position the mouse cursor over the tendon end press the left
44. number Force selection of tendons Friction stress losses Ratio of jacking stress to ultimate strength o Strand s Modulus of Elasticity 29000 ksi Angular Coefficient of Friction Mu oF Wobble Coefficient of Friction K nom radit Anchor set Draw in of wedges 0000 025 h Long term stress losses Perform Long term Loss Calculations C No Yes Long Term stress loss estimate Mooni psi Long term stress loss parameters Type of Strand Low Lax C Stress Relieved Age of Concrete at Stressing days Concrete s Modulus of Elasticity at Stressing 0001523 ki Relative Ambient Humidity RH 80 i Volume to Surface Ratio S fg in Are all tendons stressed at one time Yes C No lt lt Back OK Cancel Next gt gt FIGURE 5 5 8 CRITERIA CALCULATION OPTIONS INPUT SCREEN The two options are Force Selection and Force Tendon Selection Force Selection is the default option In order to use Tendon Selection the Force Tendon Selection option must be specified If Force Tendon Selection is specified the screen will prompt for the information required to calculate the prestress losses The values given as defaults are fairly typical in the industry and should be used unless more accurate information is available Long term losses may either be entered 75 Chapter 5 STRUCTURAL MODELING ARAFE 76 as a lump sum value or the information required to calculate them may be entered 5 5 6 Specify T
45. of the axial loading commonly required for use in such handbooks is readily obtained by dividing the printed factored column moment by the 161 Chapter 8 REPORTS AETI corresponding total factored reaction Shears reactions and column moments are centerline values 8 3 Secondary Moments PT mode only Secondary hyperstatic moments are caused by post tensioning forces These are induced in the member by the constraints of the supports to the member s free movement They are calculated from the secondary actions at the supports Span Left Midspan Right k ft k ft k ft 1 137 42 146 50 155 58 2 179 17 184 50 189 75 3 189 83 184 50 179 17 4 155 58 146 50 137 42 Secondary moments are adjusted to the face of support provided this option is selected during input into ADAPT 8 4 Factored Design Moments Redistributed These section shows moments are listed in Section 8 1 after redistribution This section is available only if you selected to redistribute moments Span Left Left Middle Middle Right Right Redist Redist Max Min Max Min Max Min Coef Left Coef Right k ft k ft k ft k ft k ft k ft 1 59 09 17 48 326 72 240 93 124 16 41 98 0 00 11 24 2 124 21 30 44 387 72 305 89 129 95 32 48 11 24 11 21 3 129 95 32 48 387 72 305 91 124 24 30 52 11 24 11 24 4 124 19 41 98 326 72 240 91 59 07 17 49 1 53 0 00 162 8 3
46. of user preference Once a method is selected however it should be used consistently throughout a given project to avoid confusion Note that the calculations and results are always shown in terms of the total tributary width regardless of the way the slab was modeled during data entry Unit strip modeling Fig 5 2 1A It is typically easiest to model slabs with the unit strip method A unit strip is a strip parallel to the span with a width equal to or less than the total tributary width Although the unit strip width is typically 12 in or 1000 mm any reasonable value may be used The unit width has no effect on the analysis as long as the total tributary width is modeled correctly The tributary is modeled by specifying a unit strip width along with left and right multipliers The left and right multipliers lt M and M gt indicate the number of times the unit strip needs to be multiplied to JESSE E STRUCTURAL MODELING Chapter 5 cover the left and right tributaries The multipliers need not be whole numbers 5 SPAN p LEFT CENTER RIGHT ih COLUMN WALL a j m je N gy ets UNT STRP UNT 3 E AN LENGTH 8 3 me SK WIDTH OF UNIT STRIP a t ST LI PARTIAL PLAN TRIBUTARY AND UNIT STRIP MODELING FIGURE 5 2 1A Tributary Modeling In tributary modeling the total tributary width is entered as the b dimension The width multipliers lt M
47. or ADAPT RC Input When ADAPT PT RC is opened the user has the option of selecting the initial design type by selecting the ADAPT RC or ADAPT PT button Structural Concrete Software PT RC 2015 For Frame Analysis and Design of Slabs and Beams gt t Post Tensioned Mild Reinforced At any time before creating a model or after a design selection and model have been made the user can switch to the other design mode by selecting Actions gt Convert Project to ADAPT RC or ADAPT PT If a model has not yet been generated or saved the user can also go to Options gt Program Mode and make a selection of ADAPT RC or ADAPT PT Once a model has been saved this option is grayed out inactive and shows the current mode of operation 21 BASIC PROGRAM OPERATIONS Chapter 3 31 THE MAIN PROGRAM WINDOW Figure 3 1 1 shows the main ADAPT PT RC program screen as it appears once a project has been opened Main Program Title Bar Main Menu Bar m ze ADAPT PT 2015 SEN mini n Help Main Toolbar Code Ametican AC1318 2011 Uris American Mode Project Name Untitled Status Bar wi FIGURE 3 1 1 MAIN PROGRAM WINDOW Main Program Title Bar Contains the program name and name and location of the opened file Main Menu Bar Lists all available menus in main program window Menu options will be grayed out when they are not applicable For example if there is no project open the Save As Close and Print options on
48. panel geometries Also special modeling features implemented in the program facilitate the modeling of local thickening in the slab along the line of columns generally referred to as slab bands e The slab beam frame may be supported by walls beams or columns with different connection details such as clamped rotational free and more e ADAPT PT RC fully incorporates the equivalent frame option as described in ACI 318 with no simplifications In addition to the capability to handle the conventional configurations of column capitals and drop panels the program allows the user to define a wide range of cross sectional shapes The software allows for the cross section of the member to change along the length of a span with abrupt steps at the top bottom or both e Box girder bridge sections can be readily modeled as eguivalent I sections ADAPT PT is well suited for a first design of box girder bridges where an initial estimate of the amount and location of prestressing is sought to achieve given stress levels and design criteria e For flanged beams you can either select the software s built in effective width computation based on ACI 318 or input a user defined alternative effective width e The program recognizes and accounts for the difference between the effective width in bending and pure compression Chapter 1 OVERVIEW 10 Using the geometry of the structural model input by the user the program calculat
49. r Service load combination factors f2 swe S 12 sore 5 x 1 me ff swe fp us fi soe oa xe fr Pr Sustained 2 ows ue 4 sos fx me 2 P owe fu P sos fo X P er 3 P sw P ur 0 sos P x 0 we 3 owe fue sos 0 x fl pr Total 4 sw PO ws f sos fx mr 4 fo SW us O spe P xs Pr EE Maximum strength reduction factors r Initial load combination factors Bending One way Two way a 09 He 075 Mr 175 1 fi SW fe w 0 sole fo xe 15 pr r Lateral Load combination factors rLegend 1 PR SW Selfweight SDL Superimposed DL Liar Coad LL LiveLoad X Other Loading Strength load combination factors f2 swe f6 ur 2 sms 8 x 2 14 swe PO us 4 sos 0 x 3 O swe fo us 0 spe 0 m 4 O sws fou so O m r Maximum strength reduction factors Bendi 0 T ing 0 9 Kg 0 75 Nester 0 75 max value Lateral Load combination factors Legend Kekse SW Selfweight SDL Superimposed DL Beye Set Values LL LiveLoad X Other Loading Cancel OK RC mode FIGURE 5 5 15 CRITERIA LOAD COMBINATION INPUT SCREEN To define load combinations that include lateral loads check Include lateral load option and click Set Values The Lateral Input Data window opens Fig 5 5 16 83 Chapter 5 STRUCTURAL MODELING 84 Lateral Input Data is Lateral moments Load Combination Factors 1 u 1 20 sw f 1001L 120 spL 1
50. span however it is necessary to recycle the window The Typical Values Row option allows for the inclusion of a typical values row in the Tendon force and height table By activating this option values entered into the TYP row followed by hitting the Enter key are populated into all of the cells in that column Reguired and Provided PT Force Tab The PT forces tab shows the PT forces provided in the left center and right region of each span as well as the forces reguired in each region for minimum P A and allowable tensile stresses Fig 6 1 2 Extreme fiber stresses 4 Tendon selection and extents 5 Tendon force and height 1 Requ d provided PT force 2 Required PT force 3 92 lt Required PT Force gt lt Provided PT Force gt Left Center Right Left Center Right 273 3 273 3 273 3 300 0 300 0 300 0 275 4 275 4 275 4 300 0 300 0 300 0 275 4 275 4 275 4 300 0 300 0 300 0 273 3 273 3 273 3 300 0 300 0 300 0 a jeans ji All Forces are in Kips FIGURE 6 1 2 The post tensioning force provided in each region is compared with the governing minimum force in that region as shown on the Reguired Forces tab Ifthe provided force does not envelop the required values FORCE NG No Good is displayed in the indicator box at the top of the screen Forces that are less than what is reguired will be highlighted in red in the Provided PT Force columns Reguired PT Force Ta
51. that type o Changing the stressing ends and or extent of the tendons To change a tendon end from dead to stressing or stressing to dead hold down the Shift key and left click once at the end of the tendon Clicking a second time will change the tendon back to its original configuration Note that the tendon must have at least one stressing end To change the extent of a Type B or C tendon position the cursor over the tendon end hold down the left mouse button and drag the end to the desired location The table to the side of the tendon layout can also be used to change the location of tendon types B or C These shorter tendons must be at least 1 span length long but can be located anywhere along the length of the member The table will automatically update as the mouse is used to update the tendon extents graphically and the graphical view will update if the values are entered into the table If any changes are made to the tendon profiles or number of strands the window must be recycled to recalculate the force provided There is no limit on the number of changes that can be made or the number of times the window can be recycled Once an acceptable post tensioning layout has been determined select Exit to continue with the calculations Clicking on the Force Selection button at the top of the Recycle Window will toggle the program back to the Force Selection mode Any changes that have been made while in the Tendon Selection mode will
52. the Summary Report window will open with a default format for the Summary report as shown in Fig 7 3 1 View All Graphs This option will show all available graphs for selected load combination or envelope 111 Chapter 7 PROGRAM EXECUTION 112 Forces Diagram This tool displays forces diagram for selected load combination or envelope Fig 7 2 3 Fee Forces Diagrams Project ADAPT PTRC 2014 Release Video Load Case STRENGTH_1_Min LL Span 2 120 SW 160LL_Min 120SDL 1 60XL 0 00PT 1O0HYP 000LAT Clockwise Shear Postive vi Span 3 Select Deselect All E ar Forces E Be IV Shear normal to plane 2 E 0 E JT Axial Force E 2 E 2E E IMETTEITETTETTETTEITEEEHETETNURRERERUEITHENERERRTETNURNERNITEITETTETTETTETTETTT Span 1 Span 2 Span 3 Span 4 FIGURE 7 2 3 Moment Diagram This tool displays bending moment diagram for selected load combination or envelope Fig 7 2 4 KA tele ea Moment Diagrams Project ADAPT PTRC 2014 Release Video Load Case STRENGTH 1 Min LL 120 SW 1 60 LL_Min 1 20 SDL 1 60 XL 0 00 PT 1 00 HYP 0 00LAT Moment Drawn on Tension Side Select Deselect All Moments IV Bending Moment k ft IEEBEEEBEEBENER Cee eee eee Rees HERENERERENENENERMEILIHENEREENERENENN Span 1 Span 2 Span 3 Span 4 FIGURE 7 2 4 Stresses Diagram PT mode only Displays calculated stresses for selected initial or service
53. way systems If you select Yes for Increase Moment of Inertia Over Supports the program will internally model the structure with increased moment of inertia over supports This option affects the relative stiffness of the beam and column members It also in turn affects the relative distribution of the moments and may affect the amount of post tensioning required The option is available for one way systems and two way systems where the Equivalent Frame Method is not used 3 Select Design options o Ifyou select Use all provisions of the code the program will consider all provisions of the selected design code including calculation of minimum rebar for serviceability check for cracking capacity PT mode only and add reinforcement if needed considering the contribution of post tensioning in strength check PT mode only If you select Disregard the following provisions you will have an option to choose which of the following provisions you would like to disregard in design If you choose to disregard Minimum rebar for serviceability the program will not report minimum rebar This applies to PT and RC modes Ifyou choose to disregard Design capacity exceeding cracking moment the program will not report the rebar due to design capacity exceeding cracking moment capacity This applies to PT mode only If you choose to disregard Contribution of prestressing in strength check the program will not consider postensioning
54. 0 0 00 5 XL 0 00 0 00 0 00 Reaction is the centerline dead load reaction at each support line 153 Chapter 8 REPORTS Moment Lower Column and Moment Upper Column are upper and lower column moments and are given for each support at the connection of column to slab beam If a support does not have a column or if moment transfer between the support and slab is inhibited by the user through the specification of an appropriate column boundary condition a zero 0 is printed 5 3 Span Moments and Shears Live Load This section is a summary of maximum and minimun live load moments and corresponding shear forces at the left and right centerlines as well as atcenter span Live load moments shears and reactions are values reported at the center of supports and refer to the entire tributary Span Moment Moment Moment Moment Moment Moment Shear Shear Left Max Left Min Midspan Midspan Right Max Right Min Left Right Max Min k ft k ft k ft k ft k ft k ft k k 1 55 97 8 26 44 35 6 54 81 90 19 00 14 16 15 48 2 95 17 6 62 50 42 9 86 98 44 11 59 16 72 16 81 3 98 45 11 59 50 42 9 86 95 15 6 62 16 81 16 72 4 81 89 18 99 44 35 6 53 55 97 8 26 15 48 14 16 Maximum and minimum values at a section may occur due to the skipping of live loading 5 4 Reactions and Column Moments Live Load This section is a summary of the maximum and minimum live lo
55. 0 0 00 0 00 0 00 TENDON C 2 0 00 0 00 191 05 0 00 0 00 180 17 TENDON C 3 191 05 184 38 175 52 180 17 173 92 166 95 TENDON C CR 175 52 173 78 172 18 166 23 166 08 164 78 15 6 Summary Tendon Force Ext Start End Ext Elong Left Elong Right Anchor Anchor Max Left Span Span Right Left Right Stress ratio k in in TENDON_A 28 15 0 00 CR 0 00 5 65 0 01 0 66 0 64 0 73 TENDON_B 28 13 0 00 1 1 0 20 1 88 0 00 0 66 0 71 0 71 TENDON_C 27 58 0 20 CR 0 00 0 00 2 43 0 72 0 64 0 72 178 Zaire REPORTS Chapter 8 8 3 5 Detailed Report The detailed report consists of listing of values at 1 20th points along each span As an example the following tables illustrate partial listings of those results available in the Detailed Report settings Selected detailed results of the analysis and design at 1 20th points along each span may be included in the comprehensive output using the report setup dialog box Detailed output for a portion of the results are available after completion of the run The remainder of the detailed results are available after execution of the analysis and design post processors All of the detailed output files are written to separate data files with the DAT extension and located in the model files location These files may be accessed by the user 8 3 5 1 Section 21 Tendon Heights PT mode only The detailed tendon height output reports the height of the centroid of each tendon type at 1 20th p
56. 0 450 5 061 0 472 3 938 0 098 0 123 0 089 7 500 7 500 0 450 Tension stresses expressed as fraction of f c 1 2 Compression stresses expressed as fraction of f c FIGURE 6 1 4 The stresses are calculated at 1 20th points and the highest stress in each region is displayed If any of the stresses displayed are more than the allowable value they will be highlighted in red If the stress at any of the 1 20th points exceeds the allowable value an NG warning is displayed in the indicator box The location of the critical stress values can be determined by looking at the Stresses Recycle graph Tensile stresses are shown as a ratio of the square root of the concrete compressive strength at 28 days f c1 2 Compressive stresses are shown as a ratio off The allowable stress values are shown for reference Tendon Selection and Extents Tab This screen is used to edit tendons The options in this window will change depending on the PT selection method you chose in recycling screen If you select Force selection the screen will allow you to change the stressing ends of all the tendons and tendon extents of additional tendons B and C Fig 6 1 5 To change tendon extents position the mouse cursor over the tendon end and drag the end to its new location To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down Shift key You can also use the table to the side of the tendon
57. 0 56 0 44 1 4 1 18 42 24 00 30 00 10 00 0 50 0 50 144 The following is the description of the data Span This column shows the span number ID If the problem has a cantilever at left its data precedes the first span by a line starting with C Likewise in the case of a cantilever at right the last line will start with C describing the geometry of the right cantilever Seg This column shows the segment number ID Zaire REPORTS Chapter 8 Form Identifies the cross sectional geometry of the slab at mid span Figure 8 3 2 illustrates the cross sectional options The same figure also gives the definition of parameters Depth Width TF Width top flange width TF Thick Top flange thickness BF MF Width bottom flange middle flange width and BF MF Thick bottom flange middle flange thickness CROSS SECTIONAL GEOMETRIES 1 WDTH Y I FI or NEm Ot ON FLANGE WIDTH t T DEPTH 4 TOP FLANGE WIDTH TOP FLANGE WIDTH TOP AM Kwon AS CROSS SECTIONAL GEOMETRY TYPES FIGURE 8 3 2 Rh Reference height The distance from a user specified reference line to the top of the slab For example if a slab is 7 thick and Rh is set to 7 the datum is located at the slab soffit This data identifies the location from which tendon height control points are measured and is also used to input steps in a member 145 Chapter 8 REPORTS ABE EA 146 Right o
58. 0 64 49 8 22 0 58 0 045 18 00 0 97 33 83 21 33 67 04 32 81 0 60 0 044 18 00 Note Ratio is calculated using paired shear V and moment M design values resulting in the lowest concrete capacity For ACI and CSA codes the lowest value of V d M is used Note Sections with have exceeded the maximum allowable shear stress The first and last points refer to the system line at support X L 0 and X L 1 Itis not required by ACI to check the shears at the system line The first point for which shear is to be checked is recommended to be taken a distance equal to the depth of member from the face of support Hence the values given for X L 0 and X L 1 are to be considered as a guideline The depth d used for stirrup calculations is based on the total depth of the section reinforcement cover post tensioning CGS where applicable and bar size For post tensioned one way systems the concrete capacity for ACI and CSA designs are dependent on the ratio of Vu d Mu where Vu and Mu are ultimate demand shears and moments at the individual design sections When Live Load skipping is active the shear capacity at each design check is governed by the worst case ratio The program conservatively uses the Vu and Mu values from the load skipping data set which result in the lowest ratio The values don t necessarily pair from the same skip pattern result 8 3 4 13Section 13 Punching Shear Reinforce
59. 091 0 000 0 073 0 088 0 35 9 9 0 039 0 031 0 023 0 069 0 020 0 000 0 087 0 101 0 40 11 4 0 042 0 034 0 026 0 077 0 023 0 000 0 098 0 114 0 45 12 8 0 043 0 036 0 027 0 082 0 026 0 000 0 106 0 124 0 50 14 2 0 043 0 037 0 028 0 084 0 029 0 000 0 110 0 130 0 55 15 6 0 041 0 036 0 027 0 082 0 031 0 000 0 110 0 131 0 60 17 1 0 037 0 034 0 026 0 077 0 032 0 000 0 106 0 128 0 65 18 5 0 033 0 030 0 023 0 069 0 032 0 000 0 098 0 120 188 REPORTS Chapter 8 0 70 19 9 0 027 0 025 0 019 0 058 0 031 0 000 0 086 0 108 0 75 21 3 0 021 0 019 0 015 0 045 0 030 0 000 0 071 0 092 0 80 22 8 0 015 0 014 0 010 0 031 0 027 0 000 0 055 0 074 0 85 24 2 0 009 0 008 0 006 0 018 0 022 0 000 0 038 0 054 0 90 25 6 0 004 0 003 0 003 0 008 0 017 0 000 0 023 0 034 0 95 27 0 0 001 0 001 0 000 0 001 0 011 0 000 0 010 0 016 1 00 28 5 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 8 3 5 15 Section 36 Detailed Deflections Live Load This data block deflections at 1 20 points for live load skip patterns when applied to amodel The Max and Min values are reported along with Creep Max and Creep Min deflections The creep deflections are those used to determined sustained and total long term deflections The Creep Max and Creep Min deflections are calculated as follows Example Span 1 X L 0 50 for SCI
60. 1 Chapter 8 REPORTS FERAN E SW PT SDL in column 4 is the immediate elastic deflection of the slab due to the self weight user defined dead loading and the post tensioning SW PT SDL CREEP in column 5 is the sum of the immediate deflection column 4 and the deflection due to creep The deflection due to creep is applied to the live load as outlined in Example 1 above Column 5 is 1 K times the deflection due to SW PT SDL column 4 Deflection due to live loading LL is listed in column 6 and is calculated by taking SW PT SDL LL Column 4 This represents the total live load deflection From this value the program applies the necessary sustained load factor 0 3 by default and creep factor to determine that portion of long term deflection influenced by sustained live load Where X load is applied the program determines this by taking SW PT SDL LL XL SW PT SDL LL The deflection for X load is added directly to the sustained or total load result with no creep factor applied 8 3 4 15 Section15 Friction Elongation and Long Term Stresses PT mode only 15 1 Input Parameters This section shows the values entered during data entry Parameter Value Parameter Value Type of Strand Low Relaxation Coefficient of Angular Friction meu 0 07000 1 rad Age of Concrete at Stressing 5 days Coefficient of Wobble Friction K 0 00050 rad m Ec at Stressing 10500 00 MPa Ratio of Jack
61. 1 and Service Combination 3 SC3 These are the combinations SC1 1 0 SW 1 0 SDL 1 0 PT 0 3 LL 0 3 XL referred to as Sustained Load in the load combination input SC3 1 0 SW 1 0 SDL 1 0 PT 1 0 LL 1 0 XL referred to as Total Load in the load combination input Note that the program allows for 2 Sustained Load combinations and 2 Total Load combinations 169 Chapter 8 REPORTS FERAN E 170 The Sustained and Total load combination values are determined as follows Example 1 Span 2 Long Term Deflections with consideration of incremental Live Load SC1 Sustained 0 14 0 06 0 3 3 0 20 SC1 Total 0 20 0 06 0 7 0 24 The sustained result is a long term sustained deflection that includes the factor of 0 3 multiplied by the live load deflection In effect this is the portion of live load that is sustained through the life of the structure and subject to creep The factor of 0 3 is taken directly from the load combination defined by the user The total result is the long term total deflection which includes the additional increment of live load taken by the factor 0 7 the live load deflection The factor of 0 7 is 1 the user defined live load factor of 0 3 The results for SC1 and SC2 if used are referred to as long term deflections Example 2 Span 2 Long Term deflection without consideration of inc
62. 1 Factored Design Moments Not Redistributed The factored and combined actions or design actions are the sum of dead loading live loading and secondary effects each multiplied by a coefficient If reduction to face of support is invoked by the user the factored moments given relate to face of support else they represent centerline moments Span Left Left Middle Middle Right Right Max Min Max Min Max Min k ft k ft k ft k ft k ft k ft 1 17 23 58 29 320 86 239 45 121 20 46 58 2 138 61 27 35 383 40 286 93 144 96 36 01 3 144 90 35 94 383 40 286 95 138 59 27 35 4 121 18 46 58 320 86 239 46 17 24 58 28 8 2 Reactions and Column Moments The factored support reactions and moments apply to the analysis solution considering the effective geometry with application of load from the full tributary entered in data block 2 1 Joint Reaction Reaction Moment Moment Moment Moment Max Min Lower Lower Upper Upper Column Max Column Min Column Maxi Column Min k k k ft k ft k ft k ft 1 59 35 35 04 19 30 83 46 0 00 0 00 2 138 35 109 47 80 30 97 06 0 00 0 00 3 144 29 115 28 103 20 103 21 0 00 0 00 4 138 34 109 46 97 05 80 30 0 00 0 00 5 59 35 35 03 83 46 19 30 0 00 0 00 For the design of columns total factored reactions and factored column moments are normally used If design handbooks are used for column design the relating eccentricity
63. 15 2 Long term Losses Tendon Elastic Shortening Shrinkage Creep Relaxation Total ksi ksi ksi ksi ksi TENDON_A 1 19 4 04 1 61 3 54 10 48 15 3 Calculated Stresses After Friction and Long term Losses Tendon Span Stress Left Stress Center Stress Right Stress Left Stress Center Stress Right FL Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 177 67 182 56 189 66 167 19 172 08 179 18 TENDON_A 2 190 64 196 29 190 93 180 16 185 81 180 45 TENDON_A 3 189 97 183 44 176 94 179 49 172 96 166 46 TENDON A CR 176 47 173 32 170 50 165 99 162 84 160 02 176 REPORTS Chapter 8 15 4 Summary Tendon Avg LTL Avg FinallAvg Final Elongation Elongation Elongation Left Right Initial Stress Force Left Right Total Anchor Anchor Stress Set Set ksi ksi ksi k in in in ft ft TENDON_A 183 20 10 48 172 72 26 94 5 59 0 00 5 59 32 03 32 5 15 5 Critical Stress Ratios Tendon Stressing Stressing Anchorage Anchorage Max Left Right Left Right TENDON A 0 80 0 80 0 66 0 64 0 73 Type B 15 FRICTION ELONGATION AND LONG TERM LOSSES 15 1 Input Parameters Parameter Value Parameter Value Long term Lump Loss 1 16 ksi Ratio of Jacking Stress 0 80 Es of Strand 29000 00 ksi Anchor Set 0 25 in Coefficient of Angular Friction meu 0 07000 1 rad Tendon A Stressing Method Both sides Coeffic
64. 2 23 0 00 0 00 1 BOT 0 00 1 42 0 57 0 00 0 00 0 57 0 00 1 BOT 9 97 18 52 1 38 0 00 1 38 0 00 0 00 1 BOT 25 65 28 50 1 72 0 00 0 00 1 72 0 00 2 BOT 0 00 3 50 2 07 0 36 0 00 2 07 0 00 2 BOT 12 25 22 75 1 44 0 00 1 44 0 00 0 00 2 BOT 31 50 35 01 2 15 0 00 0 00 2 15 0 00 3 BOT 0 00 3 50 2 15 0 38 0 00 2 15 0 00 3 BOT 12 25 22 75 1 44 0 00 1 44 0 00 0 00 3 BOT 31 50 35 01 2 07 0 00 0 00 2 07 0 00 4 BOT 0 00 2 85 1 72 0 19 0 00 1 72 0 00 4 BOT 9 97 18 52 1 38 0 00 1 38 0 00 0 00 4 BOT 27 07 28 50 0 57 0 00 0 00 0 57 0 00 164 REPORTS Chapter 8 10 2 Provided Rebar This section lists provided rebar details as calculated by the program 10 2 1 Total Strip Provided Rebar Span ID Location From Quantity Size Length Area ft ft in2 1 1 TOP 0 00 8 5 6 00 2 48 1 2 TOP 22 80 9 5 13 00 2 79 2 3 TOP 28 00 9 5 14 00 2 79 3 4 TOP 28 00 9 5 13 00 2 79 4 5 TOP 22 80 8 5 6 00 2 48 1 6 BOT 0 00 1 8 3 00 0 79 1 7 BOT 8 55 2 8 11 50 1 58 1 8 BOT 24 23 2 8 10 50 1 58 2 9 BOT 10 50 2 8 14 00 1 58 2 10 BOT 29 75 2 8 11 50 1 58 3 11 BOT 10 50 2 8 14 00 1 58 3 12 BOT 29 75 2 8 9 50 1 58 4 13 BOT 8 55 2 8 11 50 1 58 4 14 BOT 25 65 1 8 3 00 0 79 1 16 BOT 25 65 1 8 7 50 0 79 2 17 BOT 31 50 1 8 8 00 0 79 3 18 BOT 31 50 1 8 6 50 0 79 10 2
65. 2 26 31 89 0 00 327 59 75 99 235 70 152 62 8 3 5 4 Section 24 Detailed Shears This section reports shears for all load cases and enveloped max min results when skip loading is active at 1 20th points along each span SPAN X L x SW SDL XL LL Min LL Max Fall Secondary ft k k k k k k k 0 00 0 00 24 75 5 25 0 00 4 15 56 66 0 68 0 69 0 05 1 43 22 06 4 68 0 00 4 15 50 96 19 17 0 69 0 10 2 85 19 36 4 11 0 00 4 15 45 26 39 02 0 69 0 15 4 28 16 67 3 54 0 00 4 15 39 56 34 06 0 69 0 20 5 70 13 97 2 97 0 00 4 15 33 86 29 09 0 69 0 25 7 12 11 28 2 40 0 00 4 15 28 16 24 13 0 69 0 30 8 55 8 58 1 83 0 00 4 15 22 46 19 17 0 69 0 35 9 98 5 89 1 26 0 00 4 15 16 76 14 21 0 69 0 40 11 40 3 19 0 69 0 00 4 15 11 06 9 25 0 69 0 45 12 83 0 50 0 12 0 00 4 15 5 36 4 29 0 69 0 50 14 25 2 20 0 45 0 00 4 92 0 00 0 68 0 69 0 55 15 68 4 89 1 02 0 00 10 62 0 00 7 10 0 69 0 60 17 10 7 59 1 59 0 00 16 32 0 00 13 52 0 69 0 65 18 53 10 28 2 16 0 00 22 02 0 00 19 94 0 69 0 70 19 95 12 98 2 73 0 00 27 72 0 00 26 36 0 69 0 75 21 38 15 67 3 30 0 00 33 42 0 00 32 78 0 69 0 80 22 80 18 37 3 87 0 00 39 12 0 00 39 20 0 69 0 85 24 23 21 06 4 44 0 00 44 82 0 00 45 62 0 69 0 90 25 65 23 75 5 01 0 00 50 52 0 00 52 03 0 69 0 95 27 08 26 45 5 58 0 00 56 22 0 00 26 36 0 69 1 00 28 50 29 14 6 15 0 00 61 92 0 00 0 68 0 69 181 Chapter 8 REPORTS
66. 2 8 14 00 1 58 3 12 BOT 29 75 2 8 9 50 1 58 4 13 BOT 8 55 2 8 11 50 1 58 4 14 BOT 25 65 1 8 3 00 0 79 1 16 BOT 25 65 1 8 6 50 0 79 2 17 BOT 31 50 1 8 7 00 0 79 3 18 BOT 31 50 1 8 6 50 0 79 B 8 Deflection Deflection Diagrams Senice Env Nex Total Senice Env Mn Total b 5 Deflection in fo 8 AAA AAA AAA AAA AA ATA AAA AA AA AA AAA AAA AAA de Span1 Span2 Span3 DEFLECTION B 9 Quantities CONCRETE Total volume of concrete 1552 21ft3 57 49 yd3 Area covered 2423 33 ft2 MILD STEEL Total weight of rebar 985 05 Ibs Average rebar usage 0 41 psf 0 63 pcf Span4 141 Chapter 8 REPORTS PRESTRESSING MATERIAL Total weight of tendon 680 9 Ib Average tendon usage 0 28 psf 0 44 pcf 8 3 3 Compact Report The compact report consists of the mirror image of user input plus a tabular listing of critical information such as post tensioning and reinforcement necessary for preparation of structural drawings Also it includes values of actions such as moments shears and stresses at left center and right of each span The following is the description of the available report sections 8 3 4 1 Section 1 User Specified General Analysis and Design Parameters This data block reflects the user s input in the selection of design parameters and design options Some options related to post tensioning may not be shown if the design is made in RC mode ee EEE TA ee SJ gar
67. 2 Total Strip Steel Disposition Span ID Location From Quantity Size Length ft ft 1 1 TOP 0 00 8 5 6 00 1 2 TOP 22 80 9 5 5 70 2 2 TOP 0 00 9 5 7 30 2 3 TOP 28 00 9 5 7 00 3 3 TOP 0 00 9 5 7 00 3 4 TOP 28 00 9 5 7 00 4 4 TOP 0 00 9 5 6 00 4 5 TOP 22 80 8 5 6 00 1 6 BOT 0 00 1 8 3 00 1 7 BOT 8 55 2 8 11 50 1 8 BOT 24 23 2 8 4 27 1 16 BOT 25 65 1 8 2 85 2 8 BOT 0 00 2 8 6 23 2 9 BOT 10 50 2 8 14 00 2 10 BOT 29 75 2 8 5 25 2 16 BOT 0 00 1 8 4 65 2 17 BOT 31 50 1 8 3 50 3 10 BOT 0 00 2 8 6 25 3 11 BOT 10 50 2 8 14 00 3 12 BOT 29 75 2 8 5 25 3 17 BOT 0 00 1 8 4 50 3 18 BOT 31 50 1 8 3 50 4 12 BOT 0 00 2 8 4 25 4 13 BOT 8 55 2 8 11 50 4 14 BOT 25 65 1 8 3 00 4 18 BOT 0 00 1 8 3 00 165 Chapter 8 REPORTS 10 3 Base Reinforcement This section describes base reinforcement as entered by the user Base Reinforcement Isolated bars Span Location From Quantity Size Cover Length Area ft in ft in2 1 TOP 00 5 5 1 50 72 59 1 55 Mesh Reinforcement Span Location From Spacing Size Cover Length Area ft in in ft in2 1 1 BOT 00 12 00 4 1 50 19 17 3 60 2 BOT 00 12 00 4 1 50 27 17 3 60 8 3 4 11 Section11 Mild Steel Redistributed This section is the same as Section 10 The difference is that the values for reinforcement are based on the redistributed mome
68. 4 9 Section 9 Factored Lateral Moments Envelope This section shows the results for the combination of lateral and gravity moments 9 1 Input Lateral Moments This section mirrors the input data specified in the Lateral Input Data screen Span Left Right k ft k ft 1 30 00 30 00 2 45 00 45 00 3 45 00 45 00 4 30 00 30 00 REPORTS Chapter 8 9 2 Factored Lateral Moments Not Redistributed This section shows factored and combined actions of dead loading live loading secondary effects and lateral moments each multiplied by a coefficient Span Left Left Middle Middle Right Right Max Min Max Min Max Min k ft k ft k ft k ft k ft k ft 1 97 16 34 41 294 25 224 05 110 01 2 09 2 74 52 18 80 353 14 273 17 139 18 7 78 3 76 22 12 91 353 14 273 17 134 81 9 55 4 54 91 8 28 294 25 224 05 42 05 20 70 9 3 Factored Lateral Moments Redistributed This section shows moments listed in Section 9 2 for redistribution This section is available only if you selected to redistribute moments Span Left Left Middle Middle Right Right Redist Redist Max Min Max Min Max Min Coef Left Coef Right k ft k ft k ft k ft k ft k ft 1 98 14 35 26 300 79 226 41 99 14 1 88 0 00 11 24 2 75 30 19 25 360 71 276 34 125 49 7 01 0 00 11 24 3 77 02 13 29 360 38 276 44 121 57 8 60 0 00 11 24 4 61 43 9 27 296 73 226 29 42 47
69. 5 Date 08 28 2015 Time 16 01 File 2015 Release Video 1 PROJECT TITLE ADAPT PTRC 2015 Release 1 1 Design Strip Multi span continuous flanged T Beam 12 Load Case Envelo 118 PROGRAM EXECUTION Chapter 7 Data block 1 contains the General and Specific titles entered during data input Data Block 2 Member Elevation 2 a ELEVA TION Os span 1 O spanz O spaa er CC Data block 2 contains an elevation view of the member with span dimensions and labels It also includes a graphical representation of the tendon profile that shows inflection points and low points An elevation view of the member including all drops and steps with span lengths and the post tensioning tendon profile including inflection points and low points Data Block 3 Top Rebar 3 TOP REBAR 3 1 ADAPT selected 2 6 x450 Desase 3 2 ADAPT selected 3 3 Num of layers iea 1 1 1 1 1 1 1 i 19 Data block 3 reports the amount and length of rebar reguired at the top of the member The rebar shown is the larger of the steel reguired to withstand the negative moment demand and code specified minima Where rebar curtailment rules are used in the input the program arranges longitudinal reinforcement relative to those rules set by the user See Section 5 for additional information Section 3 3 of this block reports the number of layers reguired to meet minimum reinforcement spacing reguirements based on the design code selected
70. 62 10 71 05 119 58 2 SW 135 33 82 29 143 83 3 SW 143 83 82 29 135 33 4 SW 119 58 71 05 62 11 1 SDL 13 24 15 12 25 00 2 SDL 27 65 16 23 29 03 3 SDL 29 04 16 23 27 65 4 SDL 25 00 15 12 13 24 1 XL 0 00 0 00 0 00 2 XL 0 00 0 00 0 00 3 XL 0 00 0 00 0 00 4 XL 0 00 0 00 0 00 6 2 Reduced Moments at Face of Support Live Load Span Moment Left Moment Left Moment Moment Moment Moment Max Min Midspan Midspan Min Right Max Right Min Max k ft k ft k ft k ft k ft k ft 1 40 15 7 05 44 34 6 53 64 55 17 92 2 76 38 6 83 50 42 9 87 79 54 11 45 3 79 55 11 45 50 42 9 86 76 36 6 83 4 64 54 17 92 44 34 6 53 40 15 7 05 8 3 4 7 Section 7 Selected Post tensioning Forces and Tendon Profiles PT mode only 7 1 Tendon Profile Tendon profile types available in the library of the ADAPT version used are listed in this data block 155 Chapter 8 REPORTS Tendon A Span Type X1 L X2 L X3 L A L 1 1 1 1 1 2 3 4 Type Reflects the profile type chosen for each span Parameters X1 L X2 L X3 L and A L are tendon profile inflection points in terms of a fraction of the span length These are illustrated in Fig 8 3 5 Note that some parameters are unnecessary for describing certain profile types 1 Reversed Parabola 2 Partial Parabola 24 X3 B 3 Harped Parabola 4 Straight 5 Extended Rev
71. 68 Four location classifications exist These are Corner Interior End and Edge These conditions are differentiated in the punching shear calculations by the number of edges that participate in development of shear resistance These conditions are identified at the top of the data block From the geometry of the problem input by the user ADAPT determines which of the conditions is applicable at each support The condition as identified by ADAPT is listed in data column 3 Condition 1 is Interior Condition 2 is End Condition 3 is Edge and Condition 4 is corner If ADAPT determines that a punching shear check is not applicable for a support such as in the case of a wall support no values will be printed for that joint Data columns 4 and 5 are the applicable factored shear and moment at the joints Calculated stresses due to the factored shears and moments are shown in data columns 6 and 7 Total stress column 8 is the sum of stresses due to shear and bending sum of columns 6 and 7 Column 9 reports the allowable stress as determined by the applicable design code Column 10 reports the stress ratio This is the total stress divided by the allowable stress The contribution of the vertical component of force from post tensioning is conservatively omitted in determining the allowable stress ADAPI REPORTS Chapter 8 13 3 Punching Shear Reinforcement This section lists required punching shear reinforcement The term Dist
72. 77 5 5 8 Specify Minimum Bar Length mieeeeerseereeneseeenesenenneenee 78 5 5 9 Specify Reinforcement Curtailment usesensessersesseesernnesennennensenennen 78 5 5 10 Specify Load Combinations tsteeenneeereeteeneteenesenenne nee 82 6 OVERVIEW 2 2 es deen eek alee oie eek eee eae 89 6 1 PT RECYCLING WINDOW TABS riesene rair e aaee Ea O a 91 6 2 DESIGN INDICATOR BOX c nua o taape E E e EEEE E 96 6 3 RECYCLE WINDOW CONTROL BUTTONS 2202202s0sseesnesensennensennene 98 6 4 PT SELECTION METHOD vitraire oeae E RE REE an R EEE ESR E Ea 101 6 4 1 Force Selection Method iseanan naasa E aR E e 101 6 4 2 Tendon Selection Method 101 6 4 2 1 Description of Features meeeeereneeeneeeere 102 6 4 2 2 Description of Execution seesseeeeseeesesrsrereererrsrsrsrerrererrseseseee 104 1 OVERVIEW 2 2 3 222222862 Ben RED ande 109 7 1 ADAPT BUILDERSUM SCREBN miieteeeneneneneneenenneeteeneoenene enne 109 7 2 ADAPT BUILDERSUM MENU ITEMS AND CORRESPONDING TOOLS 110 1 21 E E ERR ERER EA T kaist 110 T22 Graphs Men 22 erea kasv i kaisus v es k lilsekes Poes TEE ELETR ESEESE isata 111 1 2 3 Options Menus 4 44 ar sepad a ee sp ede a EEEE e e ees 114 TZA Widow Men derin enian e ee p ein epee 114 Tz Help Meit iorn ss ikka taevas tulp E NER S E 114 7 3 PT SUMMARY REPORT re e a raa ne lava E a E A EE ia 115 Content LIS
73. 8 3 5 12 Section 32 Unbalanced Moment Reinforcement 187 8 3 5 13 Section 34 Demand Moment and Moment Capacity 187 8 3 5 14 Section 35 Detailed Deflections m errs 188 LIST OF CONTENTS 8 3 5 15 Section 36 Detailed Deflections Live Load Graphical Report Load Combination Chapter 1 OVERVIEW Fine OVERVIEW Chapter 1 ADAPT PT RC is the state of the art industry standard computer program for the analysis and design of one way or two way conventional reinforced and post tensioned floor systems and beams It is based on a single story frame analysis with upper and lower columns For two way floor systems the equivalent frame modeling of ACI can be used as an option ADAPT PT RC is a Windows based program ADAPT PT RC treats multi span continuous slab plate and beam frames with or without cantilevers ADAPT PT RC can be launched in a PT mode or RC mode for an applicable design Saved files are interchangeable and can be opened in either mode once they are created This dual functionality allows the user to easily navigate between reinforced concrete and post tensioned design and determine the most suitable and economical design e In addition to drop caps ADAPT PT RC allows drop panels of different sizes to be specified for different supports Having a general frame analysis module for variable sections ADAPT PT RC can accurately model a wide range of drop cap
74. 8 4079 0 03 10662 0 00 0 08 4079 0 11 3029 Note Deflections are calculated using effective moment of inertia of cracked sections The concrete s modulus of elasticity E used for the deflection is calculated by ADAPT using the concrete strength input by the user and the selected code s formula for normal weight and light weight concrete The user has the option to overwrite the code based modulus of elasticity and enter his her choice The Creep Factor K is input by the user and is used in determining long term time dependent deflections as described above A negative deflection value indicates deflection upward Values in the parentheses are the deflection ratios computed as the length of each span divided by its maximum deflection Deflection ratios are entered as positive regardless of direction of deflection If a deflection ratio exceeds 100000 a value equal to 99999 is entered within the parentheses The program checks for cracked deflection for multiple stages Data column 2 SW is deflection due only to self weight It should be noted that this column of data serves only as background information for the user for at no time during its function is the slab expected to be subjected to self weight alone Under normal conditions either post tensioning or shoring will be present SW PT in column 3 is the immediate elastic deflection of the slab due to the self weight and the post tensioning 17
75. A mid Average precompression P A is not a function of the applied loading or tendon profile The second column of the right section Wbal DL is the force required to provide an uplift equal to the minimum percentage of the total dead load specified by the user The force required for each span depends on the tendon geometry and loading of that span All the dead loads including superimposed dead load are summed for each span regardless of whether they are self weight uniform or concentrated Note that when calculating Wbal for display on this screen the downward tendon forces are not included This approximation is made only for the purposes of obtaining a rapid screen display The actual computations of moments and stresses include all equivalent loads from each tendon 93 Chapter 7 PROGRAM EXECUTION Fr 94 Extreme Fiber Stresses Tab This tab shows the maximum tensile and compressive stresses in the left center and right regions of each span Fig 6 1 4 i Tendon selection and extents 5 Sustained load condition Total load condition Initial load condition loin Tension Stress f c 1 2 Compression Stress fc lt Allowable suggested values gt Left Center Right Left Center Right Tens top Tens bot Comp 3 938 0 472 5 061 0 089 0 123 0 098 7 500 7 500 0 450 6 834 0 837 6 800 0 104 0 147 0 104 7 500 7 500 0 450 6 800 0 837 6 833 0 104 0 147 0 104 7 500 7 500
76. A E A RE 30 3 4 9 Window Menu o Er aE nennen 30 3 4 10 Structure View Menu rsrereneneeneenneenneenneeneeeneennennenenenenneeneet 30 3 4 11 Miew Tools Toolbarisa us2 4 4a Hannes oksad kurke nev de aa 31 4 OVERVIEW ae Bela Reel 37 4 1 START A NEW PROJECT iiieneretnenetereneuvusaretetenetbe vere ve nnusaranesetenet s vene tena 37 4 2 OPEN AN EXISTING PROJECT iiiiimenevertananesenenetensene teneneanesenetenet nene renenri 37 4 3 SAVE INPUT DATA 2 2 HR dead abaku a ank bp A Eea e E E EER TEENE 37 4 4 SAVE INPUT DATA AS DEFAULT veii testons aeieea na oiai Nee an 38 4 5 SELECT SYSTEM OF UNMS aie r e Ee E O EE E E 38 4 6 CONVERT SYSTEM OF UNITS eree Tene e EE REER i 39 4 7 PROGRAM MODE rnrn naa Ra aint 2ER AER R a a E 40 5 OVER VIEW 22 222 R MUSA A E ANa E N EE AE a REE E Uu 43 5 1 PROJECT INFORMATION ei e 2 288 se 43 5 1 1 Specify General Project Information eereeermeteoneeer 43 5 1 2 Specify Analysis and Design Options eeeeersnereneer 44 5 2 GEOMETRY aeaii a a a A arate dit a N E bea 48 5 2 1 Specify Span Geometry ornini iiien nh Niais aeia 48 5 2 1 1 Prismatic Uniform Spans iiemeeeeneeeneeeeneeeneenneennee 49 5 2 1 2 Non prismatic non uniform spans cesesnensesnerserseesensnennenneenn 53 LIST OF CONTENTS Content 5 2 2 Specify Effective Flange Width 56 5 2 3 Specify Geometry of Drop Cap and or Tr
77. Default Values Once you save data using this option the program will open all the new projects in the future using the values you saved To change the default values open a new file modify the parameters of your choice and re save it using Save As Default Values Close Closes the currently open project Delete Intermediate Files Deletes all intermediate calculation files from the current project directory 23 Chapter 3 BASIC PROGRAM OPERATIONS aA 24 3 1 2 3 1 3 Export Graph Allows the user to export the currently active graph as either a bitmap BMP or a Windows metafile WMF Print Prints the currently active report or graph window amp Page Print Setup Sets the paper size report margins paper orientation and printer Exit Closes all windows and exits the program Action Menu The Action menu operations are Enter Edit Data Opens the data input editor ta Execute Analysis Executes the program calculations Recycle Window Opens the recycling window Used when re running a project in order to adjust the post tensioning force or profile a Convert project to RC or PT Converts the active project type to the alternate design type of RC or PT This activates necessary input windows required for the specific design type View Menu The View menu operations are Status Bar Turns the status bar at the bottom of the main window on and off Graphs The Graphs menu item opens a submenu whic
78. ENT Span 3 Span 4 Moment is drawn on tension side B 4 Tendon Profile Tendon Height Diagram File PTRC_2014_Release_Video Tendon Height in a t 5 1 t Span 1 Span2 Span3 POST TENSIONING PROFILE B 5 Stress check results Code check Span4 LOAD COMBINATION Envelope 139 Chapter 8 REPORTS 140 Stress Diagrams Project ADAPT PTRC 2014 Release Video Load Case Envelope Tensile Stress Positive Allowable Stresses Top Max Top Mn Be Span 1 Span 2 Span 3 Span 4 Stress Diagrams Project ADAPT PIRC 2014 Release Video Load Case Envelope Tensile Stress Positive Allowable Stresses Bottom Max Bottom Mn 8 S 2888 2 o n Stress psi 8 8 8 88 sa 888 TEEL EEELELEEEE eee Span 1 Span 2 Span 3 Span 4 SERVICE COMBINATION STRESSES Tension stress positive EEE REPORTS Chapter 8 B 6 Rebar Report Total Strip Provided Rebar Span ID Location From Quantity Size Length Area ft ft in2 1 1 TOP 0 00 8 5 6 00 2 48 1 2 TOP 22 80 9 5 13 00 2 79 2 3 TOP 28 00 9 5 14 00 2 79 3 4 TOP 28 00 9 5 13 00 2 79 4 5 TOP 22 80 8 5 6 00 2 48 1 6 BOT 0 00 1 8 3 00 0 79 1 7 BOT 8 55 2 8 11 50 1 58 1 8 BOT 24 23 2 8 9 50 1 58 2 9 BOT 10 50 2 8 14 00 1 58 2 10 BOT 29 75 2 8 10 50 1 58 3 11 BOT 10 50
79. IGURE 6 4 3 The right side of the tab shows the average force in each strand and the number of strands selected for each tendon type The average force in each strand is the force after all losses Note however that the average forces are not actually used in the calculations They are displayed to provide the user with a measure of the relative efficiency of each strand type The left side of this screen shows a symbolic representation of the spans and the tendon layout The default layout is a Type A continuous tendon stressed at both ends of the member a Type B tendon stressed from the left and extending over the leftmost span and a Type C tendon stressed from the right and extending over the rightmost span You can edit the post tensioning layout by O Adjusting the tendon profiles Tendon heights are edited on the Tendon Force amp Heights tab Note that when the Tendon Selection option is active you cannot access the Force column on this tab In the Tendon Selection option forces are calculated based on the number of strands and the final stresses in the strand Editing the number of strands in a tendon type The number of strands to use for each tendon type is shown in the Selected Number column These numbers may be changed independently of one another To delete a tendon 105 Chapter 7 PROGRAM EXECUTION aA 106 type set the number of strands to zero To add a tendon type enter the number of strands to use for
80. It assumes that a tendon will be assigned a final and constant effective force equal to the jacking force minus all stress losses expressed as a single representative value 6 4 2 Tendon Selection Method The Tendon Selection method is a newer more accurate procedure than force selection method In the Tendon Selection method the post tensioning force is assumed to vary along the length of the tendon The variation accounts for stress losses in the tendon due to both immediate and long term effects It also includes consideration of the interaction between the various sources of loss It is thus more accurate than procedures which account for losses as a lump sum approximation In Tendon Selection mode the actual number of strands as opposed to effective forces may be specified The user is able to see what the final stresses will be and can adjust the number of strands short tendon 101 Chapter 7 PROGRAM EXECUTION EA dl 102 locations the tendon profiles and the stressing ends as necessary At each design section along a span the program performs an analysis based on the post tensioning force at that section Consideration is given to both short term friction seating loss and long term elastic shortening creep shrinkage and relaxation of the prestressing steel stress losses If the tendon profile is altered friction and long term losses are recalculated and the revised tendon forces are used for the computations I
81. OLS AII options that can be accessed by the BuilderSum program menus are listed below For the commands that might be activated using the toolbar the appropriate icon is displayed next to the feature 7 2 1 File Menu Export Graph Allows you to export the currently active result graph or summary report as either a bitmap BMP file or aWindows metafile WMF The graph or report must first be set up with the desired information and in the desired format Export to DXF File Allows you to export the tendon profiles to a Drawing Exchange Format DXF file If installed on your computer AutoCAD will launch and the file will automatically open after the file is created Print This tool prints active result graph with frame containing project information or active Summary Report When you print a graph the program will display the Print Graphs Option screen Fig 7 2 1 where you have an option to select sheet orientation and add additional comments that will appear at the bottom of the graph Fig 7 2 2 amp PROGRAM EXECUTION Chapter 7 7 2 2 Print Graph Options Print orientation Portrait Landscape Please enter the comment for the graph in the textfield below e 5 FIGURE 7 2 2 Page Print Setup This option allows you to specify the printer set the margins or the orientation of the reports Exit Exits the BuilderSum Module Graphs Menu Summary When you select this option
82. Span Descending Order 65 Chapter 5 STRUCTURAL MODELING ADAPT 5 3 2 Specify Lateral Loads ADAP PT RC allows you to specify lateral loads wind or earthquake loads as unbalanced concentrated moments acting at the face of supports To define these loads 1 Go to Criteria gt Load Combination 2 Check Include Lateral Loads and click Set Values 3 Go to Lateral moments tab and input values Fig 5 3 4 Lateral Input Data Lateral load combination Lateral moments Lateral Moments Moments Units k ft Span positive direction shown Legend M1 Left of span M2 Right of span FIGURE 5 3 4 LATERAL INPUT DATA SCREEN 4 Click OK The lateral moments will show on the screen 66 STRUCTURAL MODELING Chapter 5 5 4 MATERIAL 5 4 1 Specify Concrete Material This screen is used to enter concrete properties Fig 5 4 1 Material Concrete 3 Concrete strength at 28 days Cylinder C Cube Slab Beam Column Weight Strength at 28 days f c 5000 psi G e rs 3 n A Normal Semi Lightweight Lightweight Modulus of Elasticity at 28 Days 4020 5 ksi Strength at 28 days f c 5000 psi Modulus of Elasticity at 28 Days 4030 5 ksi Ultimate Creep Coefficient 9 Concrete strength at stressing initial condition fci 3500 psi lt lt Back Cancel OK Next gt gt 5 4 2 FIGURE 5 4 1 CONCRETE MATERIAL INPUT SCREEN Depending on the code the c
83. T OF CONTENTS 7 4 EXPORT TO DXE BIE tect ks 241505 558 Hes es eis 123 8 OVERVIEW He an Ertel EAR m S Aa sb 127 8 1 REPORT GENERATOR SCREEN uuuessensessersersensensenenesensennonsenne nennen 127 8 2 HOW TO CREATE A REPORT teieeeereeeenenneeeeoneneneenenneeteoneeneeneee 129 8 3 DESCRIPTION OF REPORT SECTIONS imimieneeeneneneenennaenenneeneeneee 130 8 3 1 Report Cover Page serieei ee okstel pt vh si tses Eoin aT oea e bos 130 8 3 2 Table f Contents run or T ETAR rE EESE eoa 131 8 3 3 Concise Repot sae e e ea e a iare ed este 134 8 3 3 Compact Report ssis eorn oar e pict e EENE E a lube aE ku 142 8 3 4 1 Section 1 User Specified General Analysis and Design Parameters BR NE E E E E E E ST 142 8 3 4 2 Section 2 Input Geometry uesensesseseennesnensesnensennnnennne nennen 144 8 3 4 3 Section 3 Input Applied Loading werets 149 8 3 4 4 Section 4 Calculated Section Properties ews 151 8 3 4 5 Section 5 Moments Shears and Reactions 152 8 3 4 6 Section 6 Moments Reduced to Face of Support 155 8 3 4 7 Section 7 Selected Post tensioning Forces and Tendon Profiles PT mode OMIY TT E E 155 8 3 4 8 Section 8 Factored Moments and Reactions Envelope 161 8 3 4 9 Section 9 Factored Lateral Moments Envelope 162 8 3 4 10 Section10 Mild Steel No Redi
84. T Support Spon Length IV Equal Extensions of Top Bars over Support File Save ACI 318 C Eurocode EC2 FIGURE 5 5 12 CRITERIA REINFORCEMENT CURTAILMENT TOP BARS 79 Chapter 5 STRUCTURAL MODELING Criteria Reinforcement Curtailment EJ Top Bars AC1 318 Curtailment Beam System Top Bars Bottom Bars Ac 31 8 Curtailment Beam System Bottom Bars 77 TA l Cantilever Exterior Span Interior Span 0 L 0 aL Longer Bars 0 25 Ast 0 25 Ast 2 min bars min bars 0 L 0 125 L Shorter Bars 075 Ast 0 75 Ast 0 min bars 0 min bars Note Bottom bar extensions represent gaps measured from supports Curtail rules based on Curtail lengths based on Options Curtailment File C None Off ETEA Span land IV Apply Curtailment Rules for Top Bars File Open C User Defined IV Apply Curtailment Rules for Bottom Bars _Fie Open _ C ADAPT C Suppan Span Lengih VW Equal Extensions of Top Bars over Support File Save ACI 318 C Eurocode EC2 lt lt Back OK Cancel Next gt gt FIGURE 5 5 13 CRITERIA REINFORCEMENT CURTAILMENT BOTTOM BARS The reinforcement output relative to settings made in the Reinforcement Curtailment input is realized in two areas pe Envelope Summary Report 1 Buildersum Summary Report When the Summary Report is generated the reinforcement output show for Top and Bottom bars is calculated from the curtailment sett
85. TLOSS DAT This is a text file and can be viewed with any text editor or word processor 6 4 2 2 Description of Execution The Tendon Selection amp Extents tab Fig 6 4 3 becomes active when the Tendon Selection mode is chosen 104 PROGRAM EXECUTION Chapter 6 PT Recycling Es Ten NST WaT PTB AC PT selection method 7 Status of data displayed Recycle Recall PT Force Min Mex C Force select Na N Gent ore Dei ee nein Recyi c n i C Force selection RECYCLE requirements 1 EI BaancedDL Min ax Teron seleen OK meets specified requirements Graphs Exit Stresses service Tens Comp Stresses initial Tens Comp Tendon force and height 1 Required and provided PT force 2 Required PT force 3 Extreme fiber stresses 4 Landon selection and extents 51 Span Tendon A Tendon B Tendon C 2 To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down the Shift key To change tendon extents position the mouse cursor over the tendon end press the left mouse button and drag the end to its new location Anchor ends of Tendon B at centroid 7 Anchor ends of Tendon C at centroid 7 TENDON EXTENTS 3 Tendon Average Selected LeftEnd Right End Type Force Number Location Location 26 7 11 0 00 4 00 E 5 26 8 0 0 00 1 20 c 26 8 0 2 80 4 00 orce units K F
86. The tendon ends and extents can be modified as described above In this case the table also shows the Average Force and Selected Number of tendons for each tendon group The average force in each strand is the force after all losses Note however that the average forces are not actually used in the calculations They are displayed to provide the user with a measure of the relative efficiency of each strand type You can edit the number of strands per each tendon type and the extents of the short tendons You can choose to anchor ends of short tendon types B and C at the centroid of the concrete section Once all changes have been made Recycle the screen to make sure all changes are included in the calculations 6 2 DESIGN INDICATOR BOX Iteration No 9 Balanced DL Stresses service Stresses initial FIGURE 6 2 1 The status of the current design is summarized and displayed in the Design Indicator box at the top center of the Recycle window Each design check is identified as either OK or NG No Good For cracked designs performed using the European code EC2 the program will also indicate if the calculated stress exceeds the allowable tensile or compressive stress by CR Cracked The items displayed in the Design Indicator Box are as follows 96 Iteration No Each time a force or tendon height is adjusted and recycled the program recalculates the related balanced loadings moments stresses average precompression
87. Width Displays allowable and actual crack width diagrams for Unbonded Quasi and or Bonded Frequent load combinations when user defined for prestressed designs performed with the European code EC2 For RC designs using the same code the allowable and actual crack width diagrams are generated for the Quasi permanent load combination Fig 7 2 7 113 Chapter 7 PROGRAM EXECUTION Crack Width ko a E Spans Crack Width Diagram vw Span 1 Project ADAPT PTRC 2014 Release Video 9 Span 2 Span 3 Quasi Allowable Quasi Combinations Frequent Allowable Frequent Combinations VET gt gt gt Select Deselect All Crack Width a IV Quasi Allowable 2 gt IV Quasi Combinations IV Frequent Allowable Frequent u Combinations 0 05 FIGURE 7 2 7 7 2 3 Options Menu Summary options Displays summary report setup window Fig 7 3 2 a c It has the same function as Report Setup button EE on the Span Selection toolbar Graph properties Configures the graphs generated by the program Options include whether to include X and Y gridlines min max data points and a legend 7 2 4 Window Menu This menu lists which of the graph windows are open The graphs may be stacked vertically for scrolling or the windows may be cascaded 7 2 5 Help Menu Documentation Opens the folder where documentation is stored on the local machine 114 Er ihr rind PROGRAM EXECUTION Chapter
88. ach span is calculated and listed in this table XL x PT x PT X PT X PT ft k ft k ft k ft k SPAN 1 SPAN 2 SPAN 3 SPAN 4 0 00 0 00 ka 0 00 z 0 00 a 0 00 are 0 05 1 43 65 37 1 75 186 67 1 75 198 09 1 43 203 66 0 10 2 85 0 00 3 50 67 40 3 50 86 19 2 85 108 17 0 15 4 28 0 00 5 25 0 00 5 25 0 00 4 28 0 00 0 20 5 70 0 00 7 00 0 00 7 00 0 00 5 70 0 00 0 25 7 12 119 02 8 75 112 63 8 75 117 32 7 12 0 00 0 30 8 55 201 03 10 50 202 98 10 50 211 79 8 55 154 64 0 35 9 98 245 22 12 25 239 31 12 25 245 26 9 98 219 48 0 40 11 40 267 33 14 00 251 29 14 00 254 83 11 40 250 67 0 45 12 82 276 46 15 75 276 57 15 75 278 53 12 82 267 38 0 50 14 25 275 81 17 50 275 71 17 50 275 71 14 25 275 80 0 55 15 68 267 37 19 25 278 53 19 25 276 56 15 68 276 46 0 60 17 10 250 68 21 00 254 83 21 00 251 30 17 10 267 33 0 65 18 52 219 49 22 75 245 27 22 75 239 35 18 52 245 23 0 70 19 95 154 63 24 50 211 83 24 50 203 02 19 95 201 02 0 75 21 38 0 00 26 25 117 42 26 25 112 72 21 38 119 00 0 80 22 80 0 00 28 00 0 00 28 00 0 00 22 80 0 00 0 85 24 23 0 00 29 75 0 00 29 75 0 00 24 23 0 00 0 90 25 65 108 18 31 50 86 15 31 50 67 35 25 65 0 00 0 95 27 08 203 68 33 25 198 07 33 25 186 63 27 08 65 40 1 00 28 50 35 00 35 00 28 50 nee 184 REPORTS Chapter 8 8 3 5 9 Section 29 Detailed Rebar The rebar reguired at 1 20th point along each span is listed in this table Analysis refers to rebar required for Strength ultimate
89. ad reactions and column moments given for each support at the connection of column to slab beam Joint Reaction Reaction Moment Moment Moment Moment Max Min Lower Lower Upper Upper Column Max Column Min Column Max Column Min k k k ft k ft k ft k ft 1 14 16 1 04 8 26 55 97 0 00 0 00 2 32 20 14 15 51 79 59 07 0 00 0 00 3 33 62 15 49 64 50 64 51 0 00 0 00 4 32 20 14 15 59 06 51 78 0 00 0 00 5 14 16 1 04 55 97 8 26 0 00 0 00 If a support does not have a column or if moment transfer between the support and slab is inhibited by the user through the specification of an appropriate column boundary condition a zero 0 is printed These are minimum and maximum centerline values based on skipped loading case 154 Zaire REPORTS Chapter 8 Values given as moments shears and reactions all refer to the total tributary and not the unit strip Moments in this data block are centerline moments 8 3 4 6 Section 6 Moments Reduced to Face of Support If the option of reducing moments to the face of support is invoked by the user ADAPT adjusts the centerline moments to the face of support The adjustments are based primarily on support widths The adjusted values are printed in Sections 6 1 and 6 2 6 1 Reduced Moments at Face of Support Excluding Live Load Span Load Moment Moment Moment Case Left Midspan Right k ft k ft k ft 1 SW
90. ailable in ADAPT PT RC report Note that some sections may not apply to RC designs using RC mode 131 Chapter 8 REPORTS TABLE OF CONTENT Concise Report A Project Design Parameters and Load Combinations A 1 Project Design Parameters A 2 Load Combinations B Design Strip Report Multi span segmented beam frame system B 1 Geometry B 2 Applied Loads B 3 Design Moments Envelope B 4 Tendon Profile B 5 Stress check Code check Envelope B 6 Rebar Report B 7 Punching Shear B 8 Deflection B 9 Quantities Tabular Reports Compact 1 User Specified General Analysis and Design Parameters 2 Input Geometry 2 1 Principal Span Data of Uniform Spans 2 2 Detailed Data for Nonuniform Spans 2 3 Effective Width Data of Uniform Spans 2 4 Effective Width Data for Non Uniform Spans 2 7 Support Width and Column Data 3 Input Applied Loading 3 1 Loading As Appears in User s Input Screen 3 2 Compiled Loads 4 Calculated Section Properties 4 1 Section Properties of Uniform Spans and Cantilevers 4 2 Section Properties for Non Uniform Spans 5 Moments Shears and Reactions 5 1 Span Moments and Shears Excluding Live Load 5 2 Reactions and Column Moments Excluding Live Load 5 3 Span Moments and Shears Live Load 5 4 Reactions and Column Moments Live Load 6 Moments Reduced to Face of Support 6 1 Reduced Moments at Face of Support Excluding Live Load 6 2 Re
91. ally If these features are selected the skip factor and concrete unit weight must be entered When the Skip Loading function is used the program considers those 6 patterns shown in Fig 5 3 3 The program reports deflections at all 1 20 points along spans for all skip patterns and enveloped Max and Min results in report Section 36 For JESSE E STRUCTURAL MODELING Chapter 5 Sustained Load combinations the program considers the user specified portion of live load for creep long term computations Creep Max and Creep Min values are also reported PATTERN LOADING ARRANGEMENT MNLRC 02 PATTERNS OF LIVE LOADING FIGURE 5 3 3 5 The loading input table as shown in Figure 5 3 1 contains a Label column allowing the user to enter notes associated with each represented load Note that loading notes are not reported in the tabular report output but are contained only with the input dialogue window The loading dialogue window contains sorting functions for all input columns Sorting can be made by Ascending or Descending order or can be restored to the original input At the title cell for each input column click on the cell to sort by Ascend click again to sort by Descend and click a third time to reset back to the original input span Ascending Order
92. ame directory under the same filename The program will then automatically execute the analysis 2 To save the input data and return to the Main Program window select either Save or Save As from the Input Editor File menu or select the Save button ki on the Input Editor Toolbar e If you have opened an existing file Save will save the file under the same name in the same directory e Save As will allow you to change the file name and or directory Once the file is saved select Exit to return to the Main Program window SAVE INPUT DATA AS DEFAULT Note that it is often not necessary to go through all of the input screens even when entering a new project Much of the information on the Materials and Criteria input screens will be the same on many projects The program is set up with ADAPT defaults for all screens The program includes separate default settings depending on which design mode the program is opened in To change the default values from ADAPT selected 1 Open the file with the data you would like to save as default and use in other files 2 Choose File gt Save as Default The program will save the file as default ADB file Once you saved data using this option the program will open all the future new projects using the values in the data you saved To change the default values open a new file and re save it using Save As Default Values SELECT SYSTEM OE UNITS ADAPT PT RC features three systems of uni
93. ansverse Bean 57 5 2 4 Specify Geometry of a Drop Panel unuesessessersesseesernnesennesnensennennen 58 5 2 5 Specify Support Geometry and Stiffness mereeneeeree 58 5 2 6 Specify Support Boundary Conditions 0 eee ceeeceseeeeseceeeecneteeeeeeeees 61 5 3 LOADS 11035 makii 22222 2ER Henn Boer date EEE a ates Aes bite 62 5 3 1 Specify Dead Live and Other loads 0 0 eee eeeeeeeceeeeeeeceeeecnereeeaeeees 62 5 3 2 Specify Lateral Loads uu une 66 5 4 MATERIAL sich 22 24 Eh s n pista kaas olid avons a Eeee r EEN AR AEEA SSES 67 5 4 1 Specify Concrete Material mtteeeneeeereseetesteeteeneseneeneenee 67 5 4 2 Specify Reinforcement Material werseerenneteeneeneenenee 67 5 4 3 Specify Post Tensioning Material PT mode only 69 5 5 CRITERTA Siocon 22H eb ta LELU nab 70 3 9 1 Specify the Design Code nennen ms 70 5 5 2 Specify Base Non Prestressed Reinforcement seseensenensennennen 70 5 5 3 Specify Allowable Stresses PT mode only 72 5 5 4 Specify Recommended Post Tensioning Values PT mode only 74 5 5 5 Specify Calculation Options PT mode only uurseesersessneseennesnensennennen 75 5 5 6 Specify Tendon Profile PT mode only metsmeeeeenesenenneenee 76 5 5 7 Specify Minimum COVERS sieemeseneneoneneneneoenennenneeneoneeneenesenenne net
94. anual About ADAPT Company address phone fax and e mail information About ADAPT PT RC Program information such as version 25 Chapter 3 BASIC PROGRAM OPERATIONS aA Support Programs Information on how to obtain program support Disclaimer Defines responsibility of the software user Calculator Invokes the standard windows calculation 3 3 ADAPT PT RC INPUT SCREEN Project input data is created edited through a separate program module called ADAPT PT or ADAPT RC Input depending on what the active mode is The input editor is used both to enter new projects and edit existing files e To enter a new project either click New on the File menu or click the New button D on the Main Toolbar e To edit existing file either click on Enter Edit Data on the Actions menu on the Main Menu bar or click the Edit Data button e on the Main Toolbar Figure 3 3 1 shows the ADAPT PT RC Input screen as it appears once the input editor is opened Note that the main input screen is similar for both PT and RC modes 26 ar WORKSPACE Chapter 3 Input Title Bar Input Toolbar Input Menu Bar g E ADAPT PTinput 2015 Untitled ADB SEEN File Project Geometry Loads Material Criteria Execute Tools Window Structure View Help Och SSCP OIIIDS 07 RF VL emr I Q2QQuQans Input Form Geometry input Conventional C Segmental Drop Panel Drop Cap Transverse Beam C Ye No Project Name UNTITLED C
95. b e Vis for variable load that acts along the frame line of the slab e T is for trapezoidal load that acts along the frame line of the slab The user can also select the self weight option Using the geometry and unit weight entered by the user ADAPT calculates the self weight of the entire beam slab and automatically amends the loading file The value of the self weight loading will appear in the output data Live load is not skipped unless stipulated by the user in which case the following sentence appears at the end of the loading table LIVE LOADING is SKIPPED with a skip factor of x xx When the skip load option is activated ADAPT obtains two sets of solutions i In the first set live loading is assumed to act without the skip factor on all spans ii In the second set live load REPORTS Chapter 8 multiplied by the specified skip factor is selectively placed on different spans Solutions of the second set are combined to yield the maximum possible negative and positive moments at each location Results of moment combinations from 1 and ii are then merged to arrive at the governing moments for design 8 3 4 4 Section 4 Calculated Section Properties The data block on section properties gives the cross sectional area moment of inertia and the location of the neutral axis of the entire tributary perpendicular to the direction of the span 4 1 Section Properties of Uniform Spans and Cantilevers The table bel
96. b This tab shows the reguired post tensioning forces for only the most recently calculated profile Fig 6 1 3 PROGRAM EXECUTION Chapter 6 Tendon force and height 1 Required and provided PT force 2 lt Required PT Force gt lt Based on Tensile Stresses gt Other Considerations Left Center Right Left Center Right P A mid Wbal ZDL 273 3 2743 273 3 0 0 27 3 0 0 273 3 77 4 275 4 275 4 275 4 0 0 39 6 33 275 4 79 2 275 4 275 4 275 4 3 3 39 6 0 0 275 4 79 2 273 3 273 3 273 3 0 0 27 3 0 0 273 3 77 4 loin All Forces are in Kips FIGURE 6 1 3 Note that all values in the tables are forces and that these forces refer to the entire tributary width entered in the geometry input The window consists of three sections The left light blue boxes display the governing forces for the left center and right region of each span The force selected for each region is the largest required force based on tensile stresses in that region minimum P A and minimum percentage of dead load to balance The middle light yellow boxes display the forces required for tensile stresses If the moments in a particular region are such that no post tensioning is required a zero 0 is shown The first column of the right light green section is the post tensioning force required to satisfy the minimum average precompression specified by the user based on the member s cross sectional area at mid span P
97. b beam end condition option will not be available 2 Specify support width SW This option is available if you choose Yes to the Reduce Moments to face of support in the Design Settings screen o To automatically set the values in SW column to actual support widths D check box in front SW Actual width of support This option will not be available if you select no columns or point support transverse beam option for supports 61 Chapter 5 STRUCTURAL MODELING o To manually enter support width uncheck box in front SW Actual width of support and input data 3 Choose support boundary conditions by clicking on the arrow in the appropriate cell of the table The following figure shows the available boundary conditions and symbols used in 3D view Condition 1 Condition 2 Condition 3 fixed pinned roller a b C FIGURE 5 2 11 BOUNDARY CONDITIONS Note If No Columns option was specified on the Supports Geometry screen the boundary condition entries will be ignored The support widths will be used to calculate reduced moments however 5 3 LOADS ADAPT PT RC allows you to specify a variety of load types including dead live earthguake or wind loads lateral loads 5 3 1 Specify Dead Live and Other loads Figure 5 3 1 shows the screen used to enter loading information 62 STRUCTURAL MODELING Chapter 5 Units a ft w kott M kft Loads oe L
98. balanced Moment Reinforcement No Redistribution This table shows unbalanced moments for Strength load combinations when redistribution is not applied Load Combination STRENGTH 1 Max LL Joint Gamma Gamma Width Width Moment Left Moment As Top As Bot n Bar n Bar Left Right Left Right Right Top Bot ft ft k ft k ft in2 in2 1 0 00 0 78 0 00 27 00 0 00 22 49 0 00 0 00 0 0 2 0 59 0 59 10 00 10 00 5 94 0 00 0 00 0 00 0 0 3 0 59 0 59 10 00 10 00 0 94 0 00 0 00 0 00 0 0 Load Combination 32 2 Unbalanced Moment Reinforcement Redistributed This table shows unbalanced moments for Strength load combinations when redistribution is applied STRENGTH 2 Max LL Pos Lat Joint Left Gamma Gamma Right Width Left Width Right Moment Left Moment Right As Top As Bot n Bar Top n Bar Bot ft k ft k ft in2 in2 1 0 00 0 78 0 00 27 00 0 00 105 65 0 00 0 00 oO oO 0 59 0 59 10 00 10 00 194 82 0 00 0 00 0 00 ol 0 59 0 59 10 00 10 00 186 15 0 00 0 00 0 00 8 3 5 13 Section 34 Demand Moment and Moment Capacity SPAN 1 This data block lists the demand moment and the moment capacity for the 1 20 points along each span based on the user selection in the Design settings input screen Columns 7 and 8 o
99. be set to Rectangular T section I or L section and Extended T section 4 Enter the dimensions of the span sections All dimensions are defined in the legend at the top of the screen and or illustrated in the appropriate section figure o Span lengths are measured from support centerline to support centerline 49 Chapter 5 STRUCTURAL MODELING Span Geometry s Te fs Number of Spans Units be _ Jr L ft ga CTRL ICH m b gt kg th be hah All others in Sf In Ib bat k Legend L Cant Left Cantilever NP Non Prismatic Sec Section 0 0 Reference plane 2 Rh Distance from lt M Left Multiplier R Cant Right Cantilever PR Prismatic Seg Segments L Span Length teference plane M gt Right Multiplier 320 00 320 00 lt lt Back OK Cancel Next gt gt 50 FIGURE 5 2 1 SPAN GEOMETRY INPUT SCREEN o The tributary width dimension b is composed of left tributary the portion of the tributary width that falls to the left of the frame line and the right tributary the portion that falls to the right of the frame line The tributary width can vary from span to span but is assumed to be constant within a single span unless segmental input is used There are two methods of modeling tributary width Unit Strip input and Tributary input Both methods produce the same results which method to use is a matter
100. bove or below the specified limits an NG is displayed Note that although the PT Force indicator considers the P A all along the span this block only considers the P A at mid span If the P A is above or below the specified limits in a support region the Pmin and Pmax indicators will show OK however the PT Force indicator will show NG In two way slabs with drops or transverse beams the cross sectional area at the supports will be much larger than the cross section at mid span Providing the minimum P A at the supports may result in a much higher PT force than necessary The program determines the required force for the min max range based on the cross sectional area at mid span This may result in a precompressive stress at supports being lower than the specified minimums The PT Forces tab Fig 6 1 2 shows the post tensioning force required in each of the three regions of each span Balanced DL Min OK Balanced DL Max NG The total upward force of the tendon Wbal in each span is computed from the post tensioning force in span and the tendon geometry in the span This upward force is compared with the total dead loading on the respective span An OK for both Wbal Min and Wbal Max means that the ratio of balanced loading to the total dead loading is within the limits specified by the user in all spans The percentage of dead load balanced in each span is shown on the Tendon Force amp Heights tab 6 1 1 The force required to balance th
101. box which summarizes the status of the current design a Status indicator and four control buttons Recycle Recall Graphs and Exit PROGRAM EXECUTION Chapter 6 6 1 PT RECYCLING WINDOW TABS The PT Recycling Window tabs are Tendon Force amp Heights Tab This screen allows the user to select the tendon profile adjust the tendon heights and post tensioning forces Fig 6 1 1 Tendon force and height 1 Required and provided PT force 2 Required PT force 3 Tendon A Tendon B Tendon C lt Force selection method Left face of support at left of span 1 Specify a constant or variable force along a single tendon Center midspan 1 Single tendon path path identified by tendon profile selected Right face of support at right of span p A P A i 2 Multiple tendon path 2 Specify a constant force for each of the tendon profiles aaen oren eneee DL balanced percentage of total dead load lected selecte balanced by tendon Current Tendon gt lt All Tendons gt lt Tendon Control Point Height gt lt Required Force gt Nende utma PTFE P A baloncea Let Center Piht stands perunt wath face Lit Center Right 7987 jp 387 2757 Is 178 1842 5 75 20 Mi 387 257 23 203 23 isi 178 2 j i 331 2757 278 174 20 2 02 20 1 331 2757 275 275 275 278 174 3 331 2757 278 174 2200 202 2200 j i 331 2757 275 275 275 278 174
102. bserved in the appropriate tabular report Tabular Report Detailed 34 Demand Moment and Moment capacity The moment capacity graph is plotted together with the moment envelope Fig 5 1 3 To see the graph Open Buildersum select Envelope from the drop down list and click on Moment Diagram Click on the Design Moment Capacity frame and select positive or negative moment capacities 47 Chapter 5 32 48 Select Deselect All Moments Envelopes IV Max Envelope IV Min Envelope V Strength Envelope V Service Envelope Design Moment Capacity GEOMETRY STRUCTURAL MODELING E Moment Diagrams Project ADAPT PTRC 2014 Relezse Video Load Case Envelope Moment Drawn on Tension Side Bending Max Strength Bending Min Strength Bending Max Service Bending Min Service Bending Pos Moment Bending Neg Moment 200 600 400 200 5 0 5 200 400 800 800 Span 1 Span 2 Span 3 Span 4 FIGURE 5 1 3 Specify the percentage of top and bottom reinforcement and post tensioning PT mode only that will participate in resisting unbalanced moment This option is available only for two way systems Click Next This will save input data and open a new input screen Span geometry where you can specify geometry of spans The geometry of the problem is defined via a series of input screens that can be accessed through the Geometry menu The screens will vary depending on which st
103. ck OK Cancel FIGURE 5 1 2 DESIGN SETTING INPUT SCREEN PT MODE 2 Select Analysis options o Automatic PT mode only In the automatic mode the program attempts to select a post tensioning force and profile based on the parameters specified by the user If a solution is possible the program will complete all calculations and return to the Main Program window The results can then be viewed and or printed If a satisfactory solution is not possible the program will display a message box which describes the problem and will switch to the interactive mode The user can then decide whether it is possible to overwrite the original design criteria and continue with the design Interactive PT mode only The interactive mode gives the user an opportunity to optimize the design by adjusting the tendon forces and tendon drapes in each span If you select Yes for Moment reduced to face of support the calculated moment at the support centerline will be adjusted to face of support and used in design If you select Yes for Redistribute moments post elastic the program will perform redistribution of 45 Chapter 5 STRUCTURAL MODELING AFERAN E 46 moments and readjust elastic moments based on the provisions of the selected design code If you select Yes for Use Equivalent Frame Method the program models the structure using the Equivalent Frame Method EFM This option is available only for two
104. corporation into construction documents The DXF feature includes options to customize the name and scale of the drawing file Up to three distinct tendon profiles can be shown with respect to the datum line or the soffit of the structure if they differ Tendon heights can be exported in the format of the tendon CGS heights or tendon support heights Further details of exporting to DXF include the customization of visualization of the tendon profile anchor points and control points as well displaying information at 20 interval points or user specified intervals e The graphical display option of ADAPT PT provides a vivid exposition of the distribution of calculated values along the entire structure or for its selected members The displays include moments shears stresses post tensioning required post tensioning provided tendon profile deflections and reinforcement required provided Each graph may be printed or exported as a bmp or a metafile e ADAPT PT input data is stored in a single file with the ADB extension However the program is also backward compatible with input generated by earlier Windows versions of the program e ADAPT PT is integrated into the ADAPT Builder software suite Structural models generated using the Modeler module of the Builder suite can automatically be transferred to ADAPT PT for analysis and design This capability provides a seamless link between the Finite Element Method of ADAPT Builder and ADAPT PT
105. cted to the slab The nature of the connection of the support to the slab at the slab support junction is indicated by the CBC parameter as defined by the user and reflected in columns 6 and 10 of this data block Note that the CBC parameter also describes the condition of fixity of the column at its far end away from the beam slab namely at its connection to the slab above and the slab footing below is the percentage of the column stiffness included in the analysis REPORTS Chapter 8 8 3 4 3 Section 3 Input Applied Loading This data block reports model geometry as input by the user Loads entered by the user are sorted according to the span on which they act and are listed in the loading data block 3 1 Loading As Appears in User s Input Screen This section mirrors the data as shown in the Loads input screen Span Class Type W P1 P2 A B C F M k ft2 k ft k ft ft ft ft k k ft 1 LL U 0 050 1 SDL U 0 020 2 LL U 0 050 2 SDL U 0 020 3 LL U 0 050 3 SDL U 0 020 4 LL U 0 050 4 SDL U 0 020 NOTE SELFWEIGHT INCLUSION REQUIRED SW SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W 150 0 pcf NOTE LIVE LOADING is SKIPPED with a skip factor of 1 00 3 2 Compiled loads This section shows frame loads calculated by the program If you specified uniformly distributed or partial loadings the program will calculate
106. d seating of tendon Example Output for Type A Type B and Type C e A solution for a grouted system in effective force mode with lump sum stress specification TYPE B e A solution for an unbonded tendon system in effective force mode together with computed long term stress losses TYPE A and e A solution for a grouted system in tendon selection mode with computed long term stress loss TYPE C An unbonded tendon system with tendon selection mode and computed long term loss calculations also has a report type C as indicated in the flow chart 175 Chapter 8 REPORTS INPUT TENDON FORCE SELECTION SELECTION FRICTION LTLOSS PRINT SECTION 15 UNBONDED GROUTED TYPEC FRICTION LOSS FRICTION 932 n LUMPSUM 20TH POINT en LONG TERM DATA LOSSES ONLY GRAPHICAL PRINT PRINT DISPLAY SECTION 15 SECTION 15 TYPE A TYPE B Type A 15 FRICTION ELONGATION AND LONG TERM LOSSES 15 1 Input Parameters Parameter Value Parameter Value Type of Strand Low Relaxation Coefficient of Angular Friction meu 0 07000 1 rad Age of Concrete at Stressing 5 days Coefficient of Wobble Friction K 0 00140 rad ft Ec at Stressing 1523 00 ksi Ratio of Jacking Stress 0 80 Average Relative Humidity 80 00 percent Anchor Set 0 25 in Volume to Surface Ratio of Members 0 00 in Tendon_A Stressing Method Both sides Es of Strand 29000 00 ksi
107. duced Moments at Face of Support Live Load 7 Selected Post Tensioning Forces and Tendon Profiles 7 1 Tendon Profile 7 2 Selected Post Tensioning Forces and Tendon Drape 7 4 Required Minimum Post Tensioning Forces 7 5 Service Stresses 132 ADAPTI REPORTS Chapter 8 7 6 Post Tensioning Balance Moments Shears and Reactions 8 Factored Moments and Reactions Envelope 8 1 Factored Design Moments Not Redistributed 8 2 Reactions and Column Moments 8 3 Secondary Moments 10 Mild Steel No Redistribution 10 1 Required Rebar 10 1 1 Total Strip Required Rebar 10 2 Provided Rebar 10 2 1 Total Strip Provided Rebar 10 2 2 Total Strip Steel Disposition 12 Shear Reinforcement 12 1 Shear Calculation Envelope 14 Deflections 14 1 Maximum Span Deflections 14 3 Maximum Span Deflections 15 Friction Elongation and Longterm Losses 15 1 Input Parameters 15 2 Longterm Losses 15 3 Friction and Longterm Loss Calculation 15 4 Summary 15 5 Critical Stress Ratios Tabular Reports Detailed 21 Tendon Heights 22 Post Tensioning Balanced Loading 23 Detailed Moments 24 Detailed Shears 25 Factored Moments and Reactions 27 Detailed Stresses 28 Reguired Post Tensioning 29 Detailed Rebar 31 Detailed Friction and Longterm Stress Losses 34 Demand Moment and Moment Capacity 34 2 Based on Designed Values 35 Detailed Deflections 35 1 Detailed Deflections 35 3
108. e specified minimum percentage of dead loading is shown on the Required Forces tab Fig 6 1 3 Stresses service or initial Tens OK Comp NG This block compares the tensile and compressive stresses with the allowable values specified by the user The maximum stresses in each span are shown on the Extreme Fiber Stresses tab Fig 6 1 4 If the compressive stress or 97 Chapter 7 PROGRAM EXECUTION ADAFE 6 3 98 tensile stress exceeds the allowable limits the values will show in red in that tab as appropriate under Sustained Total or Initial load conditions In addition to this the program will prompt warning message Fig 6 2 2 if the compressive stress exceeds allowable stress for the initial condition A A 128 248565 ne Design exceeds allowable compression stresses at initial condition Program will not report reinforcement required for tensile overstress Do you want to exit Recycling Window FIGURE 6 2 2 RECYCLE WINDOW CONTROL BUTTONS ay Recycle Recall The Recycle button causes the stresses and required forces along the member to be recalculated based on the current tendon profile and forces If changes are made to either the tendon profile or force in any span the status indicator at the top right of the Recycle window will begin to flash Once all of the changes are made click on the Recycle button to update all of the tabs the Design Indicator box and the Recycle Grap
109. e Minimum Top and Bottom rebar cover e Rebar Table Data Block Design 10 Material Quantities 10 MATERIAL QUANTITIES CONCRETE MILD STEEL PRESTRESSING STEEL Total volume of concrete 0 0 ft3 Total weight of rebar 961 9 Ib Total weight of tendon 680 9 Ib Area covered 1723 3 ft2 Data block 10 reports the following design parameters used in the ADAPT PT RC run e Concrete Total volume and area covered e Mild Steel Total weight of rebar e Prestressing Steel Total weight of tendons PT mode only Data Block 10 Designer s Notes Data block 10 contains notes added by the designer The entry in this box will be used on future runs and future projects until it is cleared To clear the notes select Clear and then click on Apply in the Designer s Notes tab of Report Setup 122 ADAPT PROGRAM EXECUTION Chapter 7 The Summary Report can be viewed in final form on the screen It can then be printed or saved as either a WMF or BMP or copied and pasted to a word processor If it is saved as a file it can be inserted into contract documents calculation packages or structural drawings 7 4 EXPORT TO DXF FILE The DXF export feature will allow users to graphically extract relevant tendon PT mode only longitudinal reinforcement and shear reinforcement information from their ADAPT PT RC models The DXF feature includes options to customize drawing parameters tendon properties and attributes tendo
110. e an entry for 3 bars minimum the program uses 3 8 bars and applies the curtailment input to the equivalent area of steel calculated from 3 8 bars Note that the curtailment rules do not apply to user defined base reinforcement but only that reinforcement calculated by the program The program provides default options for curtailment rules based on User defined settings ADAPT settings ACI318 and EC2 Curtailment rules can be turned off and reinforcement arrangement output defaults to rules based on the Bar Extension input as shown in Figure 5 5 11 Settings made to the Reinforcement Curtailment dialogue window can be saved as a template file and stored for broad user across multiple users To save settings select the File Save tab under the Curtailment File settings Criteria Reinforcement Curtailment 00909099 E Top Bars ACI 318 Curtailment Beam System Top Bars Bottom Bars ACI 318 Curtailment Beam System Bottom Bars Top Bars l Bottom Bars Cantilever Exterior Span Interior Span A os iL TE ms L Longer Bars A Ast Ast min bars min bars Shorter Bars 9 933 min bars min bars min bars Note Top bar extensions represent lengths measured from supports Curtail rules based on Curtail lengths based on Options Curtailment File C None Off IV Apply Curtailment Rules for Top Bars Clear Span Lenath File Open C User Defined IV Apply Curtailment Rules for Bottom Bars c C ADAP
111. e and maximun stress along the tendon This data block only applies if the calculation method is Tendon Selection Method Tendon Force Ext Left Start End Ext Elong Left Elong Right Anchor Anchor Max Span Span Right Left Right Stress ratio k in in TENDON A 33 58 0 00 1 3 0 00 5 80 0 06 0 80 0 78 0 84 TENDON B 33 63 0 00 1 1 0 20 2 68 0 00 0 80 0 84 0 84 TENDON C 32 83 0 20 3 3 0 00 0 00 2 16 0 83 0 78 0 83 174 Tendon column lists the types of tendons used These may be tendons A B and C Force is the average force in each strand along the length of each tendon The average force is not used in the computations It is Zaire REPORTS Chapter 8 listed as an indicator since this force is often viewed as a measure of effectiveness of a strand when comparing alternatives Ext Left and Ext Right illustrate the extent of each tendon type into left and right spans Elong Left and Elong Right are the elongations at left and right ends of each tendon If a tendon type is stressed at one end only the elongation at the dead end will be shown by a zero 0 in the report Anchor Left and Anchor Right is a ratio determined by taking the stress after seating loss at anchorage divided by the strand s ultimate strength Max Stress Ratio is the ratio of the maximum stress along each tendon to the strand s ultimate strength immediately after jacking an
112. e are displayed in a manner similar to the moments shears reactions and column moments in Section 5 They refer to the total tributary Span Moments and Shears Span Moment Left Moment Center Moment Right Shear Left Shear Right k ft k ft k ft k k 1 127 75 143 42 225 00 0 70 0 70 2 251 17 140 50 261 75 0 33 0 33 3 261 83 140 58 251 17 0 33 0 33 4 225 00 143 42 127 75 0 69 0 69 Reactions and Column Moments Joint Reaction Moment Moment Lower Upper Column Column k k ft k ft 1 0 695 136 583 0 000 2 0 370 22 383 0 000 3 0 652 0 026 0 000 4 0 368 22 367 0 000 5 0 695 136 583 0 000 If the reduction of moments to the face of support option is used in the data input refer to data block 1 slab moments printed are those reduced to face of support Otherwise they are centerline moments Shears reactions and column moments are centerline values Zaire REPORTS Chapter 8 It is reiterated that values printed herein are due only to post tensioning Since post tensioning forces are in self equilibrium the sum of external reactions generated by them must add up to zero The reactions reported in this data block are the hyperstatic secondary actions due to post tensioning 8 3 4 8 Section 8 Factored Moments and Reactions Envelope This data block lists the duly combined actions for the evaluation ofthe member s ultimate strength 8
113. e graphical windows that are currently active The windows may be stacked vertically for scrolling or the windows may be cascaded Structure View Menu If you click on this menu it will open the 3D structure view 25572 WORKSPACE Chapter 3 3 4 11 View Tools Toolbar PEET p 00D UP Reeser IS REQgagas This toolbar contains tools for selecting the entities that you want to be visible on the screen as well as for creating rendered or shaded views of structural models It is used to zoom in or out pan increase scale or create a screen shot and print g Plan View It will show structure in plan view mi Elevation View It will show structure in elevation view Isometric View It will show structure in 3D isometric view P Free Rotate Perspective View D Wire Frame J Transparent Shader o Solid Shader 0 Outline Shader Q Show Hide Gridlines Displays or hides gridlines and reference line Show Hide Spans Displays or hides spans of the structural model p Show Hide Supports Displays or hides columns and walls of the structural model Show Hide Drops Beam Displays or hides drop caps and beams of the structural model 31 Chapter 3 BASIC PROGRAM OPERATIONS aA 32 f 9 8 A ff Show Hide Loads Displays or hides all loads that have been identified as visible in the Select Set View Items window Show Hide Rebar Displays or hides the entire user defined base reinforc
114. e that the cover for the pre stressing steel is specified to the center of gravity of the strand cgs whereas for mild steel it is clear cover For 1 2 in strand the clear cover on the tendon will be 14 in less than the distance to the cgs Only the Non prestressed Reinforcement cover input applies to designs performed in RC mode 77 Chapter 5 STRUCTURAL MODELING 78 5 5 8 Specify Minimum Bar Length This screen is used to define how mild steel reinforcement bar lengths are calculated Fig 5 5 11 Criteria Minimum Bar Extension x Minimum bar lengths Cut off length of minimum reinforcement over support length clear span 0 17 Cut off length of minimum reinforcement in span length clear span 0 33 Development length of reinforcement required for strength Top Bar Extension 12 in Bottom Bar Extension 12 in lt lt Back OK Cancel FIGURE 5 5 11 CRITERIA MINIMUM BAR EXTENSION INPUT SCREEN 5 5 9 The values entered for cut off lengths apply only to PT designs and are used to calculate top and bottom bar lengths when minimum reinforcement requirements govern The lengths of bars required for ultimate strength are calculated from the reinforcement necessary to supplement post tensioning at 1 20th points along each span Bar lengths for steel required for ultimate strength will include the specified extension lengths When performing designs in RC mode only the development length option for st
115. ear Stirrups Punching Shear Two way Shear 7x PUNCHING SHEAR i Acceptable RE Reinforce NG Exceeds code NA not applicable or not performed 7 1 Stress Ratio 7 2 Status NA RE RE NA 1 55 162 For two way slabs data block 7 plots an elevation view of the model which indicates the punching shear stress ratio at each support and states whether the stress ratio is acceptable per the specified code Note This block is available only if you select Envelope from the drop down list of load combinations on the Main toolbar Data Block 8 Legend 8 LEGEND Stressing End 4 Dead End Data block 8 identifies the symbols used to indicate stressing and dead ends Note however that the stressing and dead ends are only shown when the Tendon 121 Chapter 7 PROGRAM EXECUTION EEE Selection option has been used for the analysis The legend is not applicable if Force Selection was used Data Block 9 Design Parameters 9 DESIGN PARAMETERS 9 1 Code American ACI318 2011 IBC 2012 f 4061 psi f 67 ksi longitudinal f 67 ksi Shear fpu 269 77 ksi 9 2 Rebar Cover Top 1 5in Bottom 1 5in Rebar Table Data block 9 reports the following design parameters used in the ADAPT PT RC run e Design Code e Concrete strength f c e Mild steel yield strength f for longitudinal and shear reinforcement e Ultimate tendon strength fou PT mode only
116. een is used to enter support widths and column boundary conditions Fig 5 2 10 Supports Boundary Conditions Slab beam boundary condition at far ends Column boundary condition Legend Full fixity option left Full fixity option right SW Support width in direction of slab beam end slab beam end design strip C Yes 1 C Yes ah Boundary condition for M 10 EN M 1 Fixed 2 Pinned 3 Roller LC Lower Column N Near No 2 UC Upper Column F Far Units m ss 7 Support SW LC N LC F UC N SW in 00 1 ii ii 1 28 00 1 aii vol 2 28 00 1 zli 3 28 00 1 r 1 z 4 28 00 1 11 xl 7 SW Actual width of 28 00 1 zli zl support lt lt Back OK Cancel FIGURE 5 2 10 SUPPORTS BOUNDARY CONDITIONS INPUT FORM 1 Select Slab beam boundary conditions at far ends o Choose No ifthe slab end is rotationally free This occurs when a slab beam terminates over wall column or beam o Choose Yes ifthe slab end is rotationally fixed This occurs if the span beam end is tied to a structure that is rigid enough to prevent rotation A typical example might be slab tied to a stiff shear wall A rotationally fixed end condition can also be used to model half of a symmetrical multi span frame if there will be no rotation over the support at the line of symmetry Note If there is a cantilever at the right or left end of span the corresponding sla
117. egend SW Selfweight CL Cantilever Left L T Load Type Skip Live Load Yes No b ft P1 k ft F k LL Live Load CR Cantilever Right 5 4 c ft P2 k ft X Other user defined load case SDL Superimposed Dead Load Skip Factor 1 b b b b Include Selfweight Fler kat al a a a P D ac Yes C No um m R i Br g Ah o s dl ua Uniform Partial Uniform Concentrated Moment Lin Triangle Variable Trapezoidal 150 Br L LL 4 V T b c M a0 eo I Ion ja a jw N ur PA N Next gt gt N FIGURE 5 3 1 LOAD INPUT FORM Specify loaded spans o To enter load for an individual span click on the arrow in cell of the Span column and select a span number from the list of all available spans or just type in a span number o To enter a load for all spans enter all or ALL as the span number o To enter loads on a left cantilever enter either LC or 0 as the span number To enter loads on a right cantilever enter either RC or the number of spans 1 as the span number Specify the class of load by clicking on the arrow in the cell of a Class column There are four available classes o SW self weight This load class will be available only if you select No for Include self weight In this case you have an option to enter self weight of the structure manually instead of allowing t
118. elow 3 Specify cross section dimension for support o If rectangular enter data in column D dimension in span direction and B dimension perpendicular to span direction o If circular enter data in column De diameter of circular column 59 Chapter 5 STRUCTURAL MODELING FERAN E 60 4 Specify the percentage column stiffness that you would like to consider in analysis Repeat the procedure to define geometry of upper columns if any or simply copy the data If you model a two way system you will have an option to assign a Left edge and Right edge condition This option is available only for two way systems and it is used to determine column condition for punching shear check o Ifyou select Exterior the program will automatically check the left and right tributary width If the tributary that falls to the left or to the right side of the column is less than code required for interior column the program will automatically consider it as an exterior column o Ifyou select Interior the program doesn t check left and right tributary width and treats the column as interior Note The program always checks left and right distance to the slab edge If the dimension B of a column is at least 80 of tributary width the program will treat this column as wall and will not check it for punching shear sii d i STRUCTURAL MODELING Chapter 5 5 2 6 Specify Support Boundary Conditions This scr
119. ement Show Hide Tendons Displays or hides the entire tendons of the structural model Show Hide Fixity Displays or hides all fixity symbols of the supports Increase Scale Factor This tool provides you with the option of distorting the dimension of the model in one or more direction in order to obtain a better view of its details such as magnifying the profile of a tendon within a slab thickness Select Set View Items Fig 3 4 1 This button is used to set the display of the project items on the screen Depending on which boxes you select you can display additional information about each entity Dynamic Pan Rotate Zoom In Zoom Out Zoom Extents Dynamic Zoom Screen Capture Takes a screen shot of the Structure View window WORKSPACE Chapter 3 amp print Prints currently active window id Add or Remove Buttons This option is used to add or remove buttons from the Input Toolbar Background r Gridline Color Grid length Color ma 2 m r Spans Label position Label size Color IV Visibl ne 120 2 tendons Span segments Color Can Vil zes BE Loads and moments r Supports Boundary conditions fo hee Er Color Arrow size Symbol size Color A ce a a F V Finity Symbole IV Visible IV Show values Diss Base v Self Weight Font size Color 7 SuneispossdDasdiod E M Visible v Live Load r Rebar Color v Load IV Visible SEEN 7 Lateral Load
120. endon Profile PT mode only Criteria Tendon Profile This screen allows the user to specify the tendon profiles Fig 5 5 9 ce C faz Legend x X3 x X3 xy X3 X1 X2 A L L L A A 1 Reversed Parabola 2 Partial Parabola 3 Harped Parabola 4 Straight 5 Extended Reversed Parabola Option for tendons Tendon A profile l Tendon B profile Tendon C profile Span Default extensi f terminated tendon as fraction of span Type X1 L X2 L KIIL AL eral ns on of terminal S fracti ot spal Left end 0 2 Right end 0 2 Shape of tendon extensions Typical 2 0100 0500 0100 0 000 Span 1 2 0100 0500 0 100 Span 2 2 0100 0500 0100 Span 3 2 Span 4 2 x o 100 x 0500 0100 0 100 0 500 0 100 Tendon C Left end Tendon B Right end Downward parabola anchor at centroid Downward parabola anchor at centroid Follow shape specified in above table Follow shape specified in above table 7 Set tendon ends using CG of effective section lt lt Back OK Cancel FIGURE 5 5 9 CRITERIA TENDON PROFILE INPUT SCREEN The parameters used to define the tendon are shown in the schematics at the top of the screen The profile and values shown a reversed parabola with the low point at mid span and inflection points at span length 10 are the defaults These are typical industry defaults they will be approp
121. er to specify minimum and maximum values for average pre compression P A total prestressing divided by gross cross sectional area and percentage of dead load to balance Wp3 1 Fig 5 5 7 Criteria Recommended Post Tensioning Values x Average Precompression Minimum 150 psi Maximum 500 psi Percentage of Dead Load to Balance Minimum 50 Maximum 150 lt lt Back OK Cancel Next gt gt FIGURE 5 5 7 CRITERIA RECOMMENDED POST TENSIONING VALUES These values are used by the program to determine the post tensioning reguirements shown on the Tendon Forces and Heights tab of the Recycle window They are also used to determine the status of the Pmin Pmax and Wbal Min Max indicators on the Recycle window 74 STRUCTURAL MODELING Chapter 5 5 5 5 If data is being entered for a one way or two way slab the bottom of the screen will ask for the maximum spacing between tendons This is entered as a multiple of the slab thickness i e 8 x slab thickness The program does not check tendon spacing However this is something that must be checked on the shop drawings Tendon spacing is typically more of an issue for detailing than design but on very thin very lightly loaded slabs it may govern the design Specify Calculation Options PT mode only This screen is used to select the post tensioning design option Fig 5 5 8 Criteria Calculation Options Analysis and design method Calculate force
122. ersed Parabola FIGURE 8 3 5 7 2 Selected Post Tensioning Forces and Tendon Drape PT mode only Columns 2 through 6 of this data block give the total post tensioning forces and tendon heights selected by the user for tendon type A Columns 7 and 8 are values calculated by ADAPT based on the post tensioning selected in the preceding data block Tendon A Span Force CGS Left CGS C1 CGS C2 CGS Right P A Wbal WBal DL k in in in in psi k 1 274 554 18 42 5 75 22 00 151 24 3 259 142 2 274 554 22 00 2 02 22 00 277 89 2 985 139 3 274 554 22 00 2 02 22 00 277 89 2 985 139 4 274 554 22 00 5 75 18 42 151 24 3 259 142 The All Tendons table lists the sums of the PT force P A and Wbal of Tendon A Tendon B and Tendon C selected 156 Zaire REPORTS Chapter 8 All Tendons Span Force Total P A Total WBal DL k psi 1 274 554 151 24 142 2 274 554 277 89 139 3 274 554 277 89 139 4 274 554 151 24 142 During the execution of the program ADAPT calculates the required post tensioning forces and displays them on the screen The execution may pause requiring the user to confirm the prompted values or modify them The modification of the values calculated by ADAPT and prompted on the screen is referred to as Selection of post tensioning by the user After the user s selection modification of forces and drapes the program recalculates
123. es are also checked and a listing of the reinforcement based on different criteria is reported Bar sizes and lengths are selected and reported both in a graphical and tabulator format ready to be entered on the structural drawings 11 Chapter 1 OVERVIEW 12 The punching shear option checks the adeguacy of the column caps as well as the immediate slab drop panel region beyond the cap and provides punching shear reinforcements if reguired For one way slabs and beams a one way shear analysis is carried out Shear reinforcement is calculated and the stirrup reguirements are given This version of ADAPT PT can handle both the effective force and the variable force methods In variable force method ADAPT PT calculates the change of tendon force along its length and can use the force at each location along the length of a member to perform a code check for that location In addition to the immediate losses due to friction and seating loss and at user s option the software accounts for the long term stress losses along the length of the structure Since long term losses for grouted tendons are functions of local strain an iterative non linear capability is built into the program The non linearity in the solution is with increments of load In the effective force mode the force along each tendon is assumed constant In this case the design is based on a non iterative linear solution in terms of the effective force Anothe
124. es the self weight loading of the structure for combination with other loads The calculated values of the self weight are reported in the program s output All the three systems of units the American customary units ft lb SI units mm Newton and the MKS units m kg can be executed from the same copy of the software Also all the different codes are integrated into a single version You can either edit the factory set or define your own default values for input of data while retaining the option to revert to factory set default values if you so choose The program contains a new Rebar Curtailment input module This module can be invoked in post processing of reinforcement output to customize and make real time modifications to longitudinal reinforcement results User defined or code prescribed customization for longitudinal bar arrangements in beams and slabs for top and bottom reinforcement at cantilever exterior and interior conditions can be input to reflect conditions on final drawings and documents This tool can be active for top and bottom bar conditions or turned off Curtailment templates allows the user to save specific bar arrangement configurations for crossover use among multiple users The tool applies to both PT and RC modes Reinforcement schedule output includes data transferred from the rebar curtailment input including the bar mark bar size bar diameter quantity bar length shape codes bar area and weigh
125. f this table list the ratio of the demand over capacity for both positive and negative moments The demand moment is the worst case moment for all Strength combinations 34 1 Based on User Entered Values The capacity listed in this section is calculated with respect to base user defined reinforcement and PT XL Demand Moment Pos Demand Moment Neg Moment Capacity Pos Moment Capacity Neg Demand Cap acity Pos Demand Cap acity Neg ft k ft k ft k ft k ft 0 00 0 00 100 15 215 35 171 36 585 08 0 58 0 37 0 04 0 05 1 16 1 42 100 70 107 89 216 14 186 00 184 77 188 82 572 90 570 62 0 55 0 57 0 38 0 33 187 Chapter 8 REPORTS 0 10 2 85 143 78 32 06 183 12 519 05 0 79 0 06 0 15 4 28 174 15 0 00 245 74 464 68 0 71 0 00 0 20 5 70 243 33 0 00 296 22 224 36 0 82 0 00 0 25 742 332 31 0 00 344 59 185 40 0 96 0 00 0 30 8 55 406 78 0 00 410 58 155 31 0 99 0 00 0 35 9 97 468 90 0 00 559 64 135 17 0 84 0 00 0 40 11 40 512 15 0 00 585 06 117 75 0 88 0 00 0 45 12 83 536 70 0 00 596 54 107 29 0 90 0 00 0 50 14 25 542 52 0 00 602 65 104 00 0 90 0 00 0 55 15 68 529 39 0 00 595 42 108 31 0 89 0 00 0 60 17 10 497 78 0 00 578 33 121 87 0 86 0 00 0 65 18 52 447 32 0 00 547 56 144 49 0 82 0 00 0 70 19 95 377 99 0 00 380 25 171 14 0 99 0 00 0 75 21 38 290
126. f elasticity 200000 N mm A Yield strength fy shear reinforcement 460 N mm Preferred bar size for top bars 16 E Number of rails per side EEE Preferred bar size for bottom bars 25 v Column Strip Allocation Crack width control Inspans 60 Allowable crack width 0 3 Over interior columns 75 Over exterior columns 100 OK Cancel Next gt gt RC Mode FIGURE 5 4 2 STEEL MATERIAL INPUT SCREEN When entering data for a beam and one way slab entry for preferred stirrup bar size and number of legs is active When entering data for two way slab options to select between stirrups and studs is active o If you select Studs the program will ask you to specify stud diameter and number of rails per side of a column o If you select Stirrups the program will ask you to specify stirrup bar size The preferred bar sizes are used when calculating the number of bars required The bar sizes may be changed on the Summary report however 68 STRUCTURAL MODELING Chapter 5 5 4 3 For RC mode when the European EC2 code is selected as the design code the program includes the option for the allowable crack width The program adds reinforcement necessary to control the crack width to the limiting value EC2 methodology is used in calculating crack widths and reinforcement Specify Post Tensioning Material PT mode only This screen is used to input the post tensioning system parameters Fig 5 4 3 Material Pos
127. f the tendon forces have changed significantly however the selected profile may not be satisfactory The solution thus becomes iterative since subsequent changes to the profile will also result in changes to the tendon forces The iteration is automatically continued until an acceptable solution is reached 6 4 2 1 Description of Features Tendon types For each member up to three tendon types A B and C may be specified Each type can be configured to have a different length and different stressing fixed ends A given tendon type may include one or more strands Figure 6 4 2 a shows a five span beam with three different tendon arrangements Tendon A extends the entire length of the beam and is stressed at both ends It is shown in Fig 6 4 2 b as a straight line with two arrowheads representing the stressing ends The other two tendon types B and C start at either end of the beam and extend only part way through the member The short vertical lines signify a fixed non stressing end Figure 6 4 2 c illustrates the shapes that the different tendon types can assume Tendon type A must extend from one end of the member to the other It can be stressed at one or both ends Tendons types B and C can be configured the same as A the same as one another or completely different They can be stressed at one or both ends So long as Tendon types B and C are located in at least one span the tendons ends can be anchored internally and are n
128. frame loading based on the tributary width Span Class Type P1 P2 F M A B C Reduction Factor k ft k ft k k ft ft ft ft 1 LL U 1 000 0 000 1 SDL U 0 400 1 SW U 1 891 2 LL P 1 000 0 000 15 000 0 000 2 LL P 0 417 15 000 20 000 0 000 2 LL P 1 000 20 000 35 000 0 000 2 SDL P 0 400 0 000 15 000 2 SDL P 0 167 15 000 20 000 2 SDL P 0 400 20 000 35 000 2 SW P 1 912 0 000 15 000 2 SW P 1 029 15 000 20 000 2 SW P 1 912 20 000 35 000 3 LL P 1 000 0 000 15 000 0 000 149 Chapter 8 REPORTS aA 150 Class Specifies load class for each span Class LL is live load class SDL is superimposed dead load class SW is self weight and class X is other loading Type There are 8 different load types e Uis fora uniformly distributed load acting on the entire tributary e Cis for a concentrated load It acts at a point entered by the user and measured from the left support of the respective span e Pisfora partial uniform load that acts on the entire width tributary of a span over the length entered by the user e Misforan applied moment that acts on the entire tributary at a distance from the left support entered by the user e Lis for a Line load that acts along the frame line of the slab Line loads are entered in the same manner as partial loads e Ris for triangle load that acts along the frame line of the sla
129. h General Settings and Design settings input forms 3 4 3 Geometry Menu This menu enables you to access input forms that you use to define geometry of a model The input forms included in this menu are o Span geometry o Effective Flange width o Drop cap transverse beam o Drop panel o Support geometry o Boundary conditions 3 4 4 Loads Menu This menu opens the Loads input form where you can specify the loads 3 4 5 Material Menu This menu enables you to access input forms where you can specify material properties for o Concrete o Reinforcement o Post tensioning PT mode only 3 4 6 Criteria Menu Criteria menu contains all input screens that you use to specify project criteria The Criteria menu input forms are o Base Non Prestressed reinforcement o Allowable stresses PT mode only 29 Chapter 3 BASIC PROGRAM OPERATIONS SESE E 30 3 4 7 3 4 8 3 4 9 3 4 10 o Post tensioning PT mode only o Calculation options PT mode only o Tendon profile PT mode only o Minimum covers o Minimum bar extensions o Load combinations o Design code Execute Menu If you click on the Execute menu the program will initiate an analysis The corresponding tool is Save amp Execute Analysis EE in the Common toolbar Tools Menu The Tools menu allows you to convert units and change color settings The menu items are o Convert units o Color selection Window Menu This menu lists th
130. h allows any or all of the Results Graphs to be viewed The Show Graphs button on the main toolbar displays all graphs RC or PT Summary Allows you to see result graphs for moments forces reinforcement and stresses PT mode only for each load combination and envelope Also it displays the report summary sheet 7 and DXF export option Pf WORKSPACE Chapter 3 3 1 4 3 1 5 3 1 6 Options Menu The Options menu operations are System of Units Allows the user to select the default units American SI MKS Design Code Allows the user to select the default code Remember Printer Selection If this option is checked the program uses the latest printer settings for all future runs regardless of the default printer selected in the Windows settings Report Setup Opens a Report Generator window where the report contents may be set Graph Properties Configures the graphs generated by the program Options include whether to include X and Y gridlines min max data points and a legend Spreadsheet Options Configures the action of the ENTER key in the data entry spreadsheets The key may be set to move the cursor right down or stay in the same field Window Menu The Window menu operations are This menu lists which of the graph windows are open The graphs may be stacked vertically for scrolling or the windows may be cascaded Help Menu The Help menu operations are Documentation Opens folder with product m
131. hape Code Bar Bend Tags Area of steel for bars and Bar Weight 81 Chapter 5 STRUCTURAL MODELING Far A Project Title Design Strip Load Case Envelope ADAPT BuilderSum Reinforcement Schedule E De Be BarMark Bar Size Bar Diameter Num of bars Bar Length Area ot bars Weight mm mm mm 2 kg 16 2 31394 401 92 93 12 16 6 13624 6 1205 76 129 05 16 6 13624 6 1205 76 129 05 25 6 31394 2943 78 726 16 Select File Save to Egcel FIGURE 5 5 14 ADAPT BUILDERSUM REINFORCEMENT SCHEDULE 5 5 10 Specify Load Combinations 82 This screen is used to define the load combination factors for service PT mode only strength ultimate and initial load PT mode only conditions It also gives access to the input screens for lateral loads and lateral loads combinations described in Section 5 3 2 and is used to enter any applicable material factors or strength reduction factors The default values depend on selected design code Note for RC mode service combinations are inactive The program automatically calculates minimum reinforcement for RC systems based on the design code selected and the system type PT systems must be checked for serviceability requirements of pre compression tensile and compressive stress and balanced loading for each service combination hence load combinations for Service conditions are active STRUCTURAL MODELING Chapter 5 Strength load combination factors 1
132. he program to calculate it o SDL superimposed dead load o LL live load o X other load 63 Chapter 5 STRUCTURAL MODELING FERRAN E 64 3 Specify the type of loading by typing U P C M L R V or Z in the L T column or by dragging the icon from the graphics of the loading that you intend to apply to the cell in the L T column There are eight load types U Uniform P Partial uniform C Concentrated M Moment L Line T Triangle V Variable and T Trapezoidal oo0o000000O Note Uniform and partial loads are assumed to be uniformly distributed over the upper most surface of the member with a constant intensity per unit area The user only needs to enter the loads intensity and ADAPT calculates the frame loadings These frame loadings are reported in report table 3 2 Compiled loading 4 Enter load intensity and position The schematics for each load type indicate the required input data Note that on cantilevers distances are always measured from the support Fig 5 3 2 The distances for a left cantilever are thus entered contrary to those of the typical spans ADPT2W DWG a LEFT CANTILEVER a RIGHT CANTILEVER DISTANCES FOR LOADS ON CANTILEVERS ARE MEASURED FROM FIRST INTERIOR SUPPORT FIGURE 5 3 2 Any number of different loads and load types may be entered for a span You may also specify whether to skip the live loading and whether to calculate self weight automatic
133. he section will not be available in the Report Generator For example if your structural system is a beam the punching shear report Section 13 will not be available List of Selected Sections Lists all sections that were selected to be included in a report Remove Selection KUS Removes the highlighted selection from the drop down list Save Selection Saves the current set of sections to a custom report in the drop down list Save as Default Saves the current set of sections as the default report Create New Report Generates a report and displays them in rich text format RTF when completed Browse Reports Opens a list of reports that have previously been saved to the last file location Update Company Info Allows you to customize report footer and cover page with specific company information Exits Report Generator and goes back to the ADAPT Main program window REPORTS Chapter 8 8 2 HOW TO CREATE A REPORT To create reports go through the following steps 1 First set the report to show your company information when you create Update Company Info the report documents To do so click on The Company Information dialog box opens button a ad Companylnformation u Company Information This information will appear at the bottom of each page Logo This logo will appear at the cover page of the report Leave Blank to use default ADAPT informat
134. hs The Recall button allows the user to undo editing changes by recalling the tendon forces and profile from the previous recycle After selecting Recall the window must recycled again in order to update the tabs the Design Indicator box and the graphs If the Single Tendon Path was originally selected with non constant PT force and then Multiple Tendon path is selected the program will give you the warning shown in Fig 6 3 1 You have to click cancel and select single tendon path in order to keep the non constant PT force If you click OK force will be made constant due to multiple tendon path selection SISSE E PROGRAM EXECUTION Chapter 6 me OI www Tendon forces will be made constant due to Multiple tendon path selection Please click OK to continue or Cancel to abandon operation FIGURE 6 3 1 Graphs The Graphs button displays a set of three graphs which provide detailed information on the tendon profile the tension and compression stresses and the reguired versus provided post tensioning forces The Recycle graphs are shown in Fig 6 3 2 The graphs are as follows Tendon Height The Tendon Height graph can be used as a means of verifying that the tendon profile is at least reasonable This graph allows the user to see the tendon profile either by itself or as it relates to the member elevation concrete outline This can be helpful for finding input errors such as a tendon profile that extends ou
135. hts r Tendon Profile Settings Center Offset in 0 Height Roundup in 0 Tendon Diameter in 0 5 r Tendon Drawing Arrangement Overlaid Tendon Profiles Stacked Tendon Profiles r Tendon Height Details IV Tendon Heights Table IV Heights at Extreme Points T Heights at 20th Points T Heights at Interval Points joo u T Preset Support Heights IV Longutudinal Reinforcement VW Stirrup Reinforcement r Reinforcement Layout Selection r Reinf Drawing Arrangement Overlaid Reinf Drawing Stacked Reinf Drawing gt Reinf Visualization Details IV Bar Solid Drawing IV Development Points FIGURE 7 4 1 Change File Chapter 8 REPORTS 125 ARAE REPORTS Chapter 8 8 OVERVIEW This section describes in detail the reports generated by the ADAPT PT RC Report Generator for one way slabs two way slabs and beams It is a useful tool in compiling customized standard reports for your designs or those who review structural designs performed using ADAPT PT RC 2014 The material presented identifies the program input parameters by the user the parameters which the user may edit during the execution of the program and results computed by ADAPT PT RC The reports clearly differentiates between those values input by the user from those calculated by the program Each report option is subdivided into sections Each section is given a unique identification nu
136. ient of Wobble Friction K 0 00140 rad ft 15 3 Calculated Stresses After Friction and Long term Losses Tendon Span Stress Left Stress Center Stress Right Stress Left Stress Center Stress Right FL Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 178 42 183 36 190 47 177 26 182 20 189 31 TENDON_A 2 190 47 197 01 190 91 189 31 195 84 189 75 TENDON_A 3 190 91 184 38 175 52 189 75 183 21 174 36 TENDON A CR 175 52 173 78 172 18 174 36 172 62 171 02 15 4 Summary Tendon Avg LTL Avg FinallAvg Final Elongation Elongation Elongation Left Right Initial Stress Force Left Right Total Anchor Anchor Stress Set Set ksi ksi ksi k in in in ft ft TENDON_A 184 00 1 16 182 84 27 98 5 65 0 01 5 64 32 76 39 83 15 5 Critical Stress Ratios Tendon Stressing Stressing Anchorage Anchorage Max Left Right Left Right TENDON A 0 80 0 80 0 66 0 64 0 73 177 Chapter 8 REPORTS Type C 15 FRICTION ELONGATION AND LONG TERM LOSSES 15 1 Input Parameters Parameter Value Parameter Value Type of Strand Low Relaxation Coefficient of Wobble Friction K 0 00140 rad ft Age of Concrete at Stressing 5 days Ratio of Jacking Stress 0 80 Ec at Stressing 1523 00 ksi Anchor Set 0 25 in Average Relative Humidity 80 00 percent Tendon A Stressing Method B
137. ilable for that bar system Click on Apply to recalculate the mild steel reinforcing requirements with the new bar sizes To go back to the bar system and sizes in the original ADAPT PT RC run select the Use Input Data as Default option Click on Apply to recalculate the number of bars required e Use the Designer s Notes tab to input notes that will be printed at the bottom of the report 117 Chapter 7 PROGRAM EXECUTION ADAPT BuilderSum Report Options Sections to be ped Rebar Selection FIGURE 7 3 2C Click on the Apply button to apply the selected options to the report ld gt Page Setup This tool gives you an option to print your report in portrait or landscape HR Color Settings The tool gives you an option to print your report in color or black and white his will change the color setup on both the screen and the printout E 10 Zoom options The Zoom buttons can be used to adjust the size of the report on the screen oF 35 Spans selection Allows you to format the report to include certain spans From the left drop down list select first span and from the right drop down list specify last span that you want to include in the Summary Report The following is a description of the data blocks that can be included in the Summary Report Data Block 1 General Project Information ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 201
138. imit 164 3 Compression Limit 1800 Superimposed Dead Load Top Superimposed Dead Load Bottom 100 4 90 00 92 50 4 00 a S Stress psi 100 150 0 150 E EETEETEEESEEEZENEE Span 1 Span 2 STRESS Ar ee Span 3 Right Cantilevei Detection in Deflection Diagrams File MnI5 2 0 003 0 003 0 002 0 001 E 2 008 EEE TEE AAA WWW WEDER i dum Span 1 Span 2 Span3 Right Cantileve DEFLECTION 192 REPORTS Chapter 8 8 3 6 5 Load Combination LOAD COMBINATION SERVICE 1 Max LL Stress Diagrams Stress Diagrams TWO WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A D AP T Load Case SERVICE 1 N x TWO WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A DA P T Load Case SERVICE 1 N 1 00 SW 1 00 LL Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT 1 00 SW 1 00 LL Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT Tensile Stress Positive Tensile Stress Positive Ti Allowable Stresses Bottom Allowable Stresses Stress psi Stress psi 350 fuer ss sn ees ITA Span 1 Span 2 Span 3 Span 4 TT Span 1 Span 2 Span 3 Span 4 SERVICE COMBINATION STRESSES Tension stress positive Moment Diagrams x TWO WAY EQUIVALENT FRAME SLAB EXAMPLE FOR A D A P T Load Case SERVICE 1 N 1 00 SW 1 00 LL_Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0
139. ing Stress 0 90 Average Relative Humidity 80 00 percent Anchor Set 6 00 mm Volume to Surface Ratio of Members 130 00 mm Tendon_A Stressing Method Both side Es of Strand 190000 00 MPa 172 15 2 Long term Losses This section can report different information depending on the option that the user selected for the long term stress loss calculation There are three options for long term stress loss calculations e Lump sum entry A lump sum value may be calculated by the user and entered during data input The effective stresses in the tendon are calculated by subtracting this REPORTS Chapter 8 value from the inttial stresses Since the friction and seating losses cause the initial stresses to vary along the tendon the effective stresses will also vary The lump sum is reported in the Section 15 1 Input parameters In this case the section 15 2 is not reported Long Term Loss calculations for unbonded tendons For unbonded tendons the strain in the tendon at any given point is not directly related to the local strain in the concrete The program can calculate and report an average long term loss value for the entire tendon based on the average precompression in the member and expected losses due to shrinkage creep elastic shortening and relaxation of the prestressing steel The effective stresses in the tendon are calculated by subtracting the average long term loss value from the initial stresses To obtain
140. ings The curtailment rules are ONLY REFLECTED when the Envelope of reinforcement is selected If a Service Strength or Initial load combination is selected the reported reinforcement is based on the default values relative to the minimum bar extention and development length input To make modifications within the Summary Report select the Options gt Reinforcement Curtailment selection to open the curtailment dialogue window Modifications can be made and applied for real time adjustments 80 seiner STRUCTURAL MODELING Chapter 5 Window Help Summary Options p Graph Properties gt Reinforcement Curtailment Reinforcement Schedule 2 Tabular Report Block 10 2 Provided Rebar Report The Provided Rebar report generated by use of the Report Generator outputs spans and specific locations quantities and lengths of the provided reinforcement calculated by the program Where curtailment is used in a design the lengths are reflected in this report In Buildersum from the Options gt Reinforcement Schedule selection the reinforcement output can be generated in a schedule format as shown in Figure 5 5 14 Window Help Summary Options Graph Properties gt Reinforcement Curtailment Reinforcement Schedule The schedule can be saved in XLS format for collataing results from other ADAPT PT or RC runs The schedule contains Project Information Bar Mark Bar Size Bar Diameter Bar Length S
141. ion 2x FIGURE 8 2 1 In the Company Information edit box specify the text that you would like to include in the footer of each page of your report To upload the company s logo click on the Browse button and upload Bitmap or JPEG file of your logo The logo will show on the report cover page Once you set up your company information the program will use it whenever you create new reports If left blank the program will use default ADAPT information 2 Click OK to close Company Information edit box 3 In the Report Generator tree select the sections that you would like to include in your report The selection will appear at the right side of the window in the List of Selected Sections 4 Click on button The program will ask you to specify name and location where you would like to save your report The default location is the ADB file folder where your project is saved 129 Chapter 8 REPORTS FERAN E 5 Click OK The program will start generating the report Once completed the program will open the report in rich text format The report content will include sections you selected and they will be shown in default program settings You will be able to modify it as you wish 8 3 DESCRIPTION OF REPORT SECTIONS The main report sections available are e Report cover page e Table of contents e Concise report e Tabular report compact e Tabular report detailed e Graphical reports e Legend
142. ivalent Frame Method or Increase Moment of Inertia Over Support option was selected the program will automatically generate additional segments over each support using the geometry entered for the first and last segments If the first and last segments are 55 Chapter 5 STRUCTURAL MODELING aA generated before the support dimensions are entered their XL values will be initialized with values of zero and the span length respectively These values will be updated when the support dimensions are entered 9 Click OK to save input data and close Geometry Span More window 10 When you complete data input for all spans click Next to save the data and open next input screen Support Geometry and Stiffness 5 2 2 Specify Effective Flange Width If you enter a beam and you answer Yes to Consider Effective Flange Width on the General Settings screen the Span Geometry screen will be followed by the Effective Flange Width screen Fig 5 2 6 This screen is also available through menu Geometry gt Effective Flange Width Effective Flange Width EES EN bf Units Legend be bf in bf Top Flange width be in be Effective Top Flange width Effective width calculation method C ACI 318 Userlnput European EC2 Effective Top Flange Width ID Section Segments bf be Typical T 240 00 124 38 SPAN 1 T 240 00 123 72 SPAN 2 be Mora Cancel OK Next gt gt FIGURE 5 2 6 EFFECTIVE FLANGE WIDTH INPUT SCREEN
143. l Stress fc D ow o as ET lt lt Back OK Cancel Next gt gt FIGURE 5 5 4 CRITERIA ALLOWABLE STRESSES INPUT SCREEN Tension stresses are input as a multiple of the square root of f compression stresses are entered as a multiple of f The values entered 72 JESSE E STRUCTURAL MODELING Chapter 5 for final allowable stresses will be shown on the Stresses Compression and Tension tab of the Recycle window PT Crack Design Mode Allowable Crack Width When the European EC2 code is selected as the design code the program includes an option for PT Crack Design Mode Allowable Crack Width in the Allowable Stress screen Fig 5 5 5 The user can specify if the design is to be checked as an Uncracked or Cracked design If the option for Uncracked is selected the options for Unbonded Ouasi and Bonded Freguent are grayed out and the RC Sections Quasi option is active The program treats the Uncracked condition similar to those designs performed using the ACI code where if the allowable stress is exceeded the design is No Good NG in the Recycler Screen and corrective action must be taken to modify the tendon force and or profile to achieve acceptable fiber stresses For an Uncracked design any design section that does not include post tensioning is considered a RC section The program calculates and limits cracking to the user specified value for allowable crack width by adding reinforcement to the slab or beam
144. load combinations Fig 7 2 5 Note this tool will not be active if you select strength load combinations PROGRAM EXECUTION Chapter 7 Stresses lt Je E Stress Diagrams M Span 2 A Project ADAPT PTRC 2014 Release Video Load Case SERVICE 2 Max LL M Span 3 1 00 SW 1 00 LL Max 1 00 SDL 1 00 XL 1 00 PT 0 00 HYP 0 00 LAT I M Tensile Stress Positive Select Deselect All Stresses Top Stress Only 200 C Bottom Stress Only H C Average Stress Only 200 C Top and Bottom Stresses E Allowable Stresses Bottom Stresses Allowable Values Top Stresses with leV Stress psi o 2 s 8 8 n 3 8 FIGURE 7 2 5 Rebar Diagram Displays calculated rebar for the selected load combination or envelope The graph shows required rebar calculated at 1 20th points and provided rebar Fig 7 2 6 Te Rebar Diagrams Project ADAPT PTRC 2014 Release Video Load Case SERVICE 2 Max LL 100 SW LO0LL Max 100SDL 1 00 XL 1 00PT 0 00 HYP 0 00LAT Rebar Required Top Rebar Required Bottom Rebar Provided Top Rebar Provided Bottom Select Deselect All 204 Rebar 104 IV Rebar required at top Kan 3 14 Rebar required at M bottom P E Rebar provided at 25 E M top E 1 0 Rebar provided at I bottom 4 a Liu Lu Tee eE ROR EEE ET eee eee eee eee Lu u Span 1 Span 2 Span 3 Span 4 FIGURE 7 2 6 Crack
145. lt lt Back OK Cancel Next gt gt FIGURE 5 2 8 DROP PANEL INPUT SCREEN The data entries for drop panels are the same as for drop caps Typical values can be entered with the typical row at the top of the table Specify Support Geometry and Stiffness This screen is used to input support heights widths and depths of supports Fig 5 2 9 Support selection options will change depending on the structural system you selected MM II STRUCTURAL MODELING Chapter 5 Support Geometry and Stiffness tee Support selection H F De i Lower Column Both Columns No Columns H B Legend Units H1 Lower Column Length D Dimension in Span Direction Tekoa ET Hett H2 Upper Column Length De Diameter of circular column A 4 Percentage of column stiffness B Dimension normal to span NCATE TEI TEh PENDS Support 1 2 3 4 OK Cancel Next gt gt FIGURE 5 2 9 SUPPORT GEOMETRY AND STIFFNESS INPUT FORM If you model a two way system or a beam the available support options will be o Lower column o Both columns o No columns If you model a one way system the support options will be o Lower wall o Both walls o Point support or transverse beam To model supports do the following 1 Select lower both or no support option 2 Enter the height of lower supports H1 if any H1 is the distance from the mid depth of the slab to the top of the slab b
146. mber The report consists of those sections that are selected by the user The user has control over which report sections can be included in the production of a single report Customized reports can be saved as templates and recalled for future use each time the Report Generator is opened 8 1 REPORT GENERATOR SCREEN To create a report click on the Report Setup button 4 on the Main toolbar The Report Generator window opens Fig 8 1 1 E List of all Sections List of Selected Sections f Report Cover Table of Contents Concise Repot Tabular Reports Compact JOOGA Tabular Reports Detailed Graphical Reports Legend E OOGI User Selections Remove Selection Save Selection Save as Default Browse Reports Update Company Info Defaut Greate New Report Bat FIGURE 8 1 1 REPORT GENERATOR SCREEN The following is the description of items included in the Report Generator 127 Chapter 8 REPORTS 128 List of All Sections Includes a collapsible tree that lists the sections available to be included in a report To expand the report section click on the tab To select a section check the box in front the section Note that if a main report section is checked all sub sections will be included in the report To exclude the section deselect the box If a report section does not apply to the results for the specific model type t
147. ment A punching shear check is carried out if the structural system is two way 13 1 Critical Section Geometry Column Layer Cond a d b1 b2 in in in in 1 2 1 4 69 9 38 52 37 45 37 2 1 1 8 19 16 38 28 84 28 84 3 1 1 7 19 14 38 28 38 30 37 4 1 1 4 44 8 88 38 87 56 87 Layer The layer of the reinforcement for each column Cond 1 Interior 2 End 3 Corner 4 Edge 167 Chapter 8 REPORTS ee The distance between the layer and face of column or drop cap d Effective depth b1 length of section parallel to span line b2 length of section normal to span line 13 2 Critical Section Stresses The outcome of the punching shear analysis is summarized in data column entitled Stress ratio This is the total stress from two way action divided by the allowable stress If the stress ratio for any support exceeds limits imposed by the code the cross section must be enlarged and or the concrete capacity increased and or punching shear reinforcement provided Label Layer Cond Factored Factored Stress due Stress due Total stress Allowable Stress ratio shear moment to shear to moment stress k k ft ksi ksi ksi ksi 1 2 1 211 90 163 79 0 12 0 026 0 142 0 186 0 764 2 1 1 341 03 56 61 0 18 0 014 0 194 0 190 1 025 3 1 1 395 71 17 12 0 23 0 005 0 239 0 190 1 259 4 1 1 196 22 263 75 0 12 0 046 0 162 0 183 0 884 1
148. mouse button and draa the end to its new location Anchor ends of Tendon B at centroid Anchor ends of Tendon C at centroid 7 FIGURE 6 1 5 If you select Tendon Selection you will be able to edit the number of tendons change the length of short tendons and stressing ends Fig 6 1 PT Recycling Es F PT selection method Status of data displayed a X TerationNo 7 WeightofPT 0 67 Ib R2 i a Recycle Recall PT Force Mn Max C Force selection RECYCLE requirements E77 Balanced DL MINE Max i A Tendon selection OK meets specified requirements Graphs Exit Stresses service Tens Comp Stresses initial Tens Comp Tendon force and height 1 Required and provided PT force 2 Required PT force 3 Extreme fiber stresses 4 TENDON EXTENTS p 5 Tendon Average Selected LeftEnd Right End Span Type Force Number Location Location 26 7 1 0 00 4 00 Tendon A A Tendon B 5 26 8 0 0 00 1 20 Tendon C A 26 8 0 2 80 4 00 orce units K To change tendon ends Stressing Fixed position the mouse cursor over the tendon end left click while holding down the Shift key To change tendon extents position the mouse cursor over the tendon end press the left mouse button and draa the end to its new location Anchor ends of Tendon B at centroid 7 Anchor ends of Tendon C at centroid 7 FIGURE 6 1 6 95 Chapter 7 PROGRAM EXECUTION FERAN E
149. mpliance with the following e Maximum percentage of dead loading to balance if the balanced loading in any span exceeds the maximum percentage specified by the user the program adjusts the tendon drape in that span in order to 89 Chapter 7 PROGRAM EXECUTION 90 lower the balanced loading It then recalculates the balanced loading and the related moments e Average precompression and compressive stresses if either the average precompression or the compressive stresses exceed the maximum permissible values the program will stop and display a message box It then switches to the Interactive mode and displays the Recycle window The interactive mode gives the user an opportunity to optimize the design by adjusting the tendon forces and tendon drapes in each span It can be executed using either the Force Selection or Force Tendon Selection mode The program begins by going through the same calculations that it goes through for the Automatic mode After it has determined an initial tendon force and profile however it displays the PT Recycling window shown in Fig 6 1 PTRecyeling E TeratonNa 7 Vega 0 67 PA PT selection method Status of data displayed A NG No Good does not meet specified Recall PT Force Mn OK Ma OK CURRENT requirements ay al Balanced DL Min OK Mar NG 5 5 E Tendon selection OK meets specified requirements Graphs Exit Stresses service Tens
150. n placement parameters reinforcement type selection reinforcement drawing arrangement and reinforcement tendon visualization parameters The drawings for tendons longitudinal reinforcement and shear reinforcement can be arranged as an overlaid or stacked profile The Figure 7 4 1 shows the export to DXF input dialogue This window will open once you select Export to DXF file from the File menu or click on Export to A DXF file button in the main toolbar The Drawing Title will be displayed on the top of the drawing file The default name of the file will be the name of the ADAPT PT RC model dxf To change the name of the file click the Change File button to define the new name of the drawing you are creating then click Create DXF button to create the drawing file and launch AutoCAD 123 Chapter 7 PROGRAM EXECUTION 124 Rr r Drawing Title JADAPT PTRC 2014 Release Video Multi span segmented beam frame system r Drawing Font Standard C Arial Times New Roman r Tendon Profiles Selection IV TendonA F Tendon B 7 Tendon C m Tendon Visualization Details IV Tendon Solid Profile IV Tendon Anchor Points Tendon Control Points r Font Scaling Large Font Scale Small Font Scale r Tendon Height Reference Level Datum Line C Structure Soffit Vertical Scale Horizontal Scale r Drawing Scaling r Tendon Height Location Level Tendon CGS Heights Tendon Support Heig
151. ns stresses post tensioning and reinforcement 8 3 6 1 PT Force Post Tensioning Diagrams File Mnl5 2 Post Tensioning Reguired Post Tensioning Provided 556 6 Post Tensioning kips 8 8 a N fl N N N N N N i N N mme AT o E AAA AAA AAA AAA AAA AAVAT AAA AMT Span 1 Span2 Span3 Right Cantileve POST TENSIONING REQUIRED AND PROVIDED 190 REPORTS Chapter 8 8 3 6 2 PT Profile Tendon Height Diagram File Mn15 2 B 000 Tendon Height in 3 8 3 6 3 Deflection Deflection Diagrams File Mn15 2 Service Envelope Max mu Span3 Right Cantileve POST TENSIONING PROFILE Service Envelope Min 0 10 4 0 05 4 0 00 0 05 0 0 Sj 0 05 4 Deflection in 0 10 4 0 15 4 Span 1 8 3 6 4 Load Cases DEFLECTION Wlan Span3 Right Cantileve LOAD CASE Super Imposed Dead Load Moment k f 300 250 200 150 100 a e N o Moment Diagrams No Redistribution File Mn15 2 Shear Diagrams File Mn15 2 287 6 50 gt 100 150 5 50 25 of s OT NI E ost 50 4 8 0 ee MOMENT Span 3 Right Cantileve pov Span 1 es Span 2 Span3 Right Cantileve SHEAR 191 Chapter 8 REPORTS Stress Diagrams File Mn15 2 Tension L
152. nted if column data is input or if support widths are specified for reduction of moments to face of support Otherwise the following sentence is printed NO COLUMN STIFFNESS IS INCLUDED IN THE ANALYSIS Joint Support Length B DIA DLC LC CBCLC Length B DIA DUC UC CBC UC Width ke LC UC UC in ft in in ft in in 1 8 0 10 0 216 0 8 0 100 2 2 18 0 10 0 12 0 18 0 100 1 3 18 0 10 0 12 0 18 0 100 1 4 8 0 10 0 216 0 8 0 100 2 148 Support Width Is the support width at each joint These values are used in the reduction of moments to the face of support This value may be different from the column dimensions Length LC Is the height of the lower column measured from the center of the slab to the top of the bottom slab Length UC Is the height of the upper column measured from the center of the slab to the bottom of the top slab B DIA Is the dimension of the column cross section normal to the direction of the frame A circular column is entered using B DIA only D Is the column dimension parallel to the frame CBC is the Column Boundary Condition parameter B and D can also describe the horizontal dimensions of the structural element supporting the slab such as the thickness and length of a continuous wall Whether or not a given wall column support dimensioned through B and D is taking moments is determined by the manner in which the wall column is conne
153. nts 8 3 4 12 Section 12 Shear Reinforcement Depending on the structural system selected the results are based on the type of shear check made punching shear check two way systems or a one way shear check one way systems A one way shear check is conducted for beams and one way slabs 12 1 Shear Calculation Envelope Each span is subdivided into 20 equal parts Shear is checked at each subdivision SPAN 2 XL x d Vu max Mu max Ratio Reg Spacing ft in k kft in2 ft in 0 03 1 16 19 20 28 96 76 04 0 72 0 047 18 00 0 05 1 75 19 20 52 72 42 52 0 95 0 047 18 00 0 10 3 50 19 20 46 11 105 57 1 02 0 047 18 00 0 15 5 25 19 20 39 51 162 49 0 92 0 047 18 00 0 20 7 00 19 20 41 29 200 74 0 89 0 047 18 00 0 25 8 75 19 20 33 64 263 79 0 83 0 047 18 00 0 30 10 50 19 20 25 99 313 47 0 64 0 047 18 00 0 35 12 25 19 73 18 33 351 71 0 44 0 000 0 00 0 40 14 00 20 98 10 68 376 15 0 24 0 000 0 00 0 45 15 75 21 73 4 73 387 74 0 10 0 000 0 00 0 50 17 50 21 98 3 37 364 34 0 07 0 000 0 00 0 55 19 25 21 73 6 61 357 32 0 14 0 000 0 00 166 REPORTS Chapter 8 0 60 21 00 20 98 11 78 343 52 0 27 0 000 0 00 0 65 22 75 19 73 18 55 354 81 0 45 0 000 0 00 0 70 24 50 19 20 26 22 317 68 0 65 0 047 18 00 0 75 26 25 19 20 33 87 268 36 0 84 0 047 18 00 0 80 28 00 19 20 41 52 205 61 0 89 0 047 18 00 0 85 29 75 19 20 49 17 129 20 0 90 0 047 18 00 0 90 31 50 19 20 56 84 59 54 0 85 0 047 18 00 0 95 33 23 21 0
154. o be printed tab to select which data blocks to print ADAPT BuilderSum Report Options Sections to be Rebar Selection Designer s Notes J printed Top Rebar Tendon Profile Bottom Rebar Selected Rebar Shear Ratios Stirrups Beam and One way systems Legend Design Parameters v 10 Material Quantities Cancel Apply FIGURE 7 3 2A e Use the Rebar Selection tab to change the bar sizes or bar system used for top and bottom reinforcing steel SEIS SEE TE PROGRAM EXECUTION Chapter 7 ADAPT BuilderSum Report Options Designer s Notes Rebar Table Rebar Sizes Use Input Data as Default Top bars ASTM US Customary Bars C ASTM US SI Bars Bottom bars Euro BS BPEL DIN z C CSA Canada Cancel Apply FIGURE 7 3 2B The bar system used for the ADAPT PT RC analysis is determined according to the design code selected during data input The preferred bar size is also specified during data input Although these will be used as defaults for the Summary Report both the bar system and bar size can be changed All of the bars systems shown on the Rebar Selection tab ASTM US Customary ASTM US SI Euro or CSA are available no matter what design code was used for the ADAPT PT RC run First select the desired bar system Then specify the top and bottom bar size from the pull down list of bar sizes ava
155. od Fy Main bars 66 72 ksi DESIGN CODE SELECTED American AC1318 2011 IBC 2012 A 2 Load Combinations Strength load combinations 1 1 2 SW 1 6LL 1 2SDL 1 6X 1 HYP Service load combinations Sustained Load 1 1 SW 0 3LL 1SDL 03X 1PT Total Load 2 1SW ILL 1SDL 1X 1PT Initial load combinations 1 SW 1 15 PT 136 REPORTS Chapter 8 B Design Strip Report Multi span segmented beam frame system B 1 Geometry Plan Span 1 Span 2 Span 3 Span 4 28 50 ft 35 00 ft 35 00 ft 28 50 ft Elevation Ni T B u I IL E Span 1 Span 2 IL Span 3 Span 4 28 50 ft 35 00 ft 35 00 ft H 28 50 ft H 137 Chapter 8 REPORTS B 2 Applied loads Superimposed Dead Load TT TP IT Span 1 Span 2 Span 3 Span 4 28 50 ft 35 00 ft 35 00 ft 28 50 ft Live Load AAL Span 1 Span 2 Span 3 Span 4 28 50 ft 35 00 ft 35 00 ft H 28 50 ft 138 REPORTS Chapter 8 B 3 Design Moment LOAD COMBINATION Envelope Moment Diagrams Project ADAPT PIRC 2014 Release Video Load Case Envelope Monent Drawn on Tension Side Bending Max Strength Bending Mn Strength Bending Max Service Son Bending Mn Senice Bending Pos Moment Bending Neg Moment Moment k ft o 800 uy Span 1 Span 2 DESIGN MOM
156. ode AmencanACi316 2011 Unas American Mode Cor 8 27 2015 851 PM FIGURE 3 3 1 ADAPT PT RC INPUT SCREEN PT RC Input Title Bar Contains program name and name and location of the opened file PT RC Input Menu Bar Menu bar lists all available menus in ADAPT PT RCInput PT RC Input Toolbar This toolbar contains all available tools in the ADAPT PT Input Input Form Each input form is the dialog box that will prompt you to select options or enter required information When first entering data for a project you would typically go through the screens in order by clicking on the Next and Back buttons or pressing ALT N and ALT B In subsequent editing specific screens may be selected from the PT RC Input menu If the input form contains a table Fig 3 3 2 the right mouse click will give you the following options e Insert a new line 27 Chapter 3 BASIC PROGRAM OPERATIONS e Delete line e Copy selected lines e Paste lines Span Geometry Sas Number of Spans Units b by be be A m R an th Ba E hal All others mm o o b Legend Th Ih bal lyh bol k L Cant Left Cantilever NP Non Prismatic Sec Section 0 0 Reference plane 2 Rh Distance from lt M Left Multiplier R Cant Right Cantilever PR Prismatic Seg Segments L Span Length reference plane M gt Right Multiplier SH CTRL 4 alba Label PR bm Typical PR L Cant
157. oints along each span The data is stored in the PTCGS DAT file XL X CGSA CGSB CGS C ft in in in 0 00 0 000 18 42 18 42 18 42 0 05 1 425 17 81 17 81 17 81 179 Chapter 8 REPORTS 8 3 5 2 Section 22 Post tensioning Balanced Loading PT mode only This option lists the eguivalent loading balanced loads generated to substitute the post tensioning obtained in ADAPT s final design These loads can be used as an applied loading in an independent general frame program to verify the accuracy of ADAPT post tensioning solutions Span Type W F M a b k ft k k ft ft ft 1 3 13 928 0 00 2 85 1 3 18 021 25 65 28 50 1 3 3 482 2 85 14 25 1 3 4 505 14 25 25 65 2 3 15 158 0 00 3 50 2 3 15 158 31 50 35 00 2 3 3 789 3 50 17 50 2 3 3 789 17 50 31 50 3 3 15 158 0 00 3 50 3 3 15 158 31 50 35 00 3 3 3 789 3 50 17 50 3 3 3 789 17 50 31 50 4 3 18 021 0 00 2 85 4 3 13 928 25 65 28 50 4 3 4 505 2 85 14 25 4 3 3 482 14 25 25 65 1 4 0 26 28 50 4 4 0 26 0 00 2 4 50 77 15 00 2 4 50 77 20 00 3 4 50 77 15 00 3 4 50 77 20 00 8 3 5 3 Section 23 Detailed Moments This section reports moments for all load cases and enveloped max min results when skip loading is active at 1 20th points along each span
158. oncrete weight classification is used in shear and or flexure calculations Default values of the modulus of elasticity are calculated based on the concrete strength and the appropriate code formula The ultimate creep coefficient is used in the calculation of long term deflections The option for concrete strength at stressing is used only for PT mode and does not apply to RC designs Specify Reinforcement Material This screen is used to specify bar sizes and properties for longitudinal and shear reinforcement Fig 5 4 2 For RC mode the program includes entry for Column Strip Allocation Here the user specifies the percentage of total strip reinforcement to be allocated to the column strip in spans over interior columns and over exterior columns The balance of calculated reinforcement is allocated to the middle strips 67 Chapter 5 STRUCTURAL MODELING Material Reinforcement ee Longitudinal reinforcement Shear reinforcement Yield strength fy main bars 50 ksi iv Preferred stirrup bar size 4 Modulus of elasticity 29000 ksi _ Yield strength fy shear reinforcement i Preferred bar size for top bars 5 eo Number of legs 2 Preferred bar size for bottom bars 8 v lt lt Back OK Cancel Next gt gt PT Mode gt Material Reinforcement n Longitudinal reinforcement Shear reinforcement Yield strength fy main bars 460 N mm SAU Csi a Preferred stud diameter 12 v mm Modulus o
159. ot required to be fixed at one end Under normal conditions the three tendon types will be configured differently A post tensioned member may not need all the three tendon types however Many members have only a Type A tendon Type B and C tendons are typically configured to provide additional post tensioning in end spans if necessary JESSE PROGRAM EXECUTION Chapter 6 a EXAMPLE MEMBER WITH THREE TENDONS TENDON A gt TENDONB 1 TENDON r gt b SYMBOLIC REPRESENTATION OF TENDONS OF ABOVE EXAMPLE PERMISSIBLE VARIATIONS c TENDON EXAMPLES TENDON TYPES AND EXAMPLES FIGURE 6 4 2 The number of strands in each type of tendon and consequently the force in each tendon will usually be different Tendons can have different profiles Stress Loss Calculations There are two types of prestress losses e Immediate losses which occur at the time the tendon is stressed and e Long term losses which may continue for several years The final effective force in the tendon is the jacking force minus all losses The immediate losses friction and anchorage seating are calculated based on the user input friction parameters together with the tendon s profile and stressing configuration The stress in the tendon immediately after it is seated with due allowance for friction and seating loss is referred to as the initial or lock off stress Although friction coefficients are different for grouted
160. oth sides Volume to Surface Ratio of Members 0 00 in Tendon B Stressing Method Left side Es of Strand 29000 00 ksi Tendon C Stressing Method Right side Coefficient of Angular Friction meu 0 07000 1 rad 15 2 Long term Losses Tendon Span Left Center Right ksi ksi ksi TENDON A 1 7 92 10 17 10 97 TENDON A 2 10 90 11 20 10 89 TENDON A 3 10 95 10 45 8 77 TENDON A CR 9 26 7 65 7 30 TENDON_B 1 7 73 10 17 10 85 TENDON_B 2 10 86 0 00 0 00 TENDON_B 3 0 00 0 00 0 00 TENDON B CR 0 00 0 00 0 00 TENDON_C 1 0 00 0 00 0 00 TENDON_C 2 0 00 0 00 10 84 TENDON_C 3 10 95 10 45 8 77 TENDON_C CR 9 26 7 65 7 30 15 3 Calculated Stresses After Friction and Long term Losses Tendon Span Stress Left Stress Center Stress Right Stress Left Stress Center Stress Right FL Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 178 42 183 36 190 47 170 44 173 20 179 44 TENDON_A 2 190 47 197 01 190 91 179 58 185 83 180 02 TENDON_A 3 190 91 184 38 175 52 180 02 173 92 166 95 TENDON A CR 175 52 173 78 172 18 166 23 166 08 164 78 TENDON B 1 177 12 182 05 189 17 169 42 171 89 178 28 TENDON B 2 189 17 0 00 0 00 178 42 0 00 0 00 TENDON B 3 0 00 0 00 0 00 0 00 0 00 0 00 TENDON B CR 0 00 0 00 0 00 0 00 0 00 0 00 TENDON C 1 0 00 0 00 0 0
161. ow shows the data for rectangular cross sections Span Area Yb Yt b_eff Yb Yt in2 in in in in4 in in 1 1815 40 18 40 5 58 85 50 0 4423E 05 15 75 8 23 2 one s a ER A aaa 3 je Bas A Per PE 4 1815 40 18 40 5 58 85 50 0 4423E 05 15 75 8 23 In the case of flanged T beams there are two cross sectional properties computed as shown above One is for the section reduced by effective width and the other is for the entire tributary The reduced values are used for the general frame analysis of the model and to calculate stresses 4 2 Section Properties for Non Uniform Spans The table below shows the data for rectangular cross sections Span Seg Area Yb Yt b_eff i Yb Yt in2 in in in in4 in in 2 1 1836 00 18 41 5 59 105 00 0 4760E 05 16 37 7 63 2 2 988 00 16 21 7 77 100 00 0 4666E 05 16 21 7 77 2 3 1836 00 18 41 5 59 105 00 0 4760E 05 16 37 7 63 3 1 1836 00 18 41 5 59 105 00 0 4760E 05 16 37 7 63 3 2 988 00 16 21 7 77 100 00 0 4666E 05 16 21 7 77 3 3 1836 00 18 41 5 59 105 00 0 4760E 05 16 37 7 63 The calculated section properties are given in terms of span segments for both customary and segmental input geometries A non segmental span with no drop caps or drop panels has one segment A span with drop caps at either end has three segments A span with drop caps and drop panels has five segments Finally a segmental span can ha
162. r Left Width Multiplier A parameter which describes the factor by which the slab unit strip must be multiplied to cover the total tributary of a given span It should be noted that the results printed in the output such as the moments and reactions refer to the total tributary not effective tributary unless indicated otherwise 2 3 Effective Width Data of Uniform Spans This section applies to Conventional geometry input Span Effective Width in 1 57 51 2 81 51 3 68 25 Effective Width Data for Non Uniform Spans This section applies to Segmental geometry input Span Seg Effective Width in 1 1 57 51 1 2 57 51 1 3 57 51 Span This column shows the span number ID If the problem has a cantilever at left its data precedes the first span by a line starting with C Likewise in the case of a cantilever at right the last line will start with C describing the geometry of the right cantilever Seg This column shows the segment number ID Effective width Mirrors the data in the Geometry Effective Flange width input form 2 5 Drop Cap and Drop Panel Data This data block gives the dimensions of drop caps panels for each support if a two way slab is the system type Figure 8 3 3 illustrates the definition of data columns 2 through 10 aA REPORTS Chapter 8 Joint CapT Cap B CapDL CapDR Drop TL Drop TR Drop B Drop L Drop R
163. r execution option is the computation only of immediate losses resulting from the friction and seating of strands The long term losses in prestressing are then effected through a user defined lump sum stress loss The geometry of the structural model can be viewed on the screen in a three dimensional space The capability to rotate pan zoom and view the model allows the user to examine the structure in detail prior to the execution of the program Errors in data entry or modeling are readily detected when user s input is displayed on the computer screen Hard copies of the graphical display of the structural model can be readily obtained ADAPT PT uses the detailed scheme throughout its operation This scheme is based on 1 20th point values along each span However to retain the simplicity of presentation of the report in addition to the optional 1 20th point reports a summary of the solution is compiled for the left center and right of each span Fine OVERVIEW Chapter 1 e In addition to graphical reports the outcome of the analysis and design is composed into a clear text file that can be viewed edited and printed by you The content and extent of the report can be controlled by you through a user friendly menu e It is also possible to generate a one page graphical summary report that extracts and incorporates all important design information in an easy to interpret format The report may also be exported as a DXF file for in
164. r side 1 Column 2 LayerCond a d b1 b2 Vu Mu Stress Allow Ratio As NStuds Dist in in in in k k ft ksi ksi in2 in 1 2 17 19 34 38 35 19 46 37 250 14 1 15 0 082 0 215 0 38 0 00 0 0 00 2 2 17 19 34 38 295 23 82 37 250 14 1 15 0 025 10 145 0 17 0 00 0 0 00 Dist Distance between shear studs between layers Note Columns with have not been checked for punching shear Note Columns with have exceeded the maximum allowable shear stress Legend 30 Layer Cond a d The layer of the reinforcement for each column 1 Interior 2 End 3 Edge 4 Corner The distance between the layer and face of column or drop cap d 2 Effective depth 185 Chapter 8 REPORTS b1 length of section parallel to span line b2 length of section normal to span line Vu Factored shear Mu Factored moment Stress Maximum stress Allow Allowable stress Ratio Ratio of calculated to allowable stress As Required area of reinforcement Nstud Number of shear studs between layers on each rail Dist Distance between stud layers along each rail 8 3 5 11 Section 32 Detailed Friction and Long Term Stress Losses PT mode only This report is available when the Tendon Selection method is used as the calculation method At 1 20th point along each span the initial stress stress at force transfer long term losses and final
165. r the top and bottom of the section at each 1 20th point The maximum reguired areas of steel reguired for the top and bottom of each span are also shown Data Block 7 Shear Stirrups Punching Shear One Way Shear in2 ft 7 SHEAR STIRRUPS 7 1 ADAPT selected Bar Size 5 Legs 2 Spacing in 175 175 180 18 0 180 180 175 17 5 7 2 User selected Bar Size Legs 2 7 3 Reguired area A li 2 0 047 0 047 0 047 0 047 For beams data block 7 reports the stirrup size and spacing based on user input during data entry The spacing shown is the maximum spacing along the different segments of the span The data block also includes a bar graph of the area of shear reinforcement required along each span This block is typically not included on reports for one way slabs since shear reinforcement is seldom required Although this block may indicate that shear reinforcement is required at the supports for a one way slab a review of the Results Report will show that this is for beams only Note the shear diagram is only available for strength and envelope load combinations Data Block 7 Sh
166. rces and the drapes during the program execution and recycle the selection until a satisfactory design is obtained Or you can input the conditions of an existing design You can select the actual number and position of strands along a member Also in the interactive mode you can graphically view the distribution of stresses tendon profile and the required post tensioning This provides a good guide for you to achieve an optimum design Stresses are computed and reported using the actual forces and drapes selected This feature distinguishes ADAPT PT from simple programs where a single pass analysis is performed in which the option of the user initiated changes in post tensioning are not reflected in the subsequent calculations ADAPT PT has a multi pass processor It updates all the design values based on changes made in the tendon profile and force before it concludes its report of design values Serviceability design of the slab beam is achieved through a detailed stress control followed by a deflection calculation Where stresses exceed the cracking limits of concrete a cracked section deflection estimate is carried out using an equivalent moment of inertia A thorough strength analysis and design is conducted to determine any non prestressed reinforcement that may be necessary to meet the ultimate strength limit conditions Other code requirements for non prestressed reinforcement such as the minimum requirements of the building cod
167. remental Live Load SC3 Sustained 0 14 Note that no live load is included SC3 Total 0 14 0 06 0 21 Note that this displacement is the instantaneous deflection creep live load deflection as a short term load not subject to long term effects NOTE The second data block for combinations SC3 and SC4 are calculated identical to previous versions of the program AEAN E REPORTS Chapter 8 14 1 Maximum Span Deflections Service Combination 1 Span SW SW PT SW PT SW PT SDL LL x Sustained Total SDL Creep in in in in in in in in 1 0 04 0 04 0 03 0 08 4079 0 03 10660 0 00 0 11 3114 0 13 2605 2 0 07 0 06 0 05 0 14 2902 0 06 6864 0 00 0 20 2102 0 24 1731 3 0 07 0 06 0 05 0 14 2902 0 06 6865 0 00 0 20 2103 0 24 1731 4 0 04 0 04 0 03 0 08 4079 0 03 10662 0 00 0 11 3114 0 13 2606 14 3 Maximum Span Deflections Service Combination 3 Span SW SW PT SW PT SW PT SDL LL x Sustained Total SDL Creep in in in in in in in in 1 0 04 0 04 0 03 0 08 4079 0 03 10660 0 00 0 08 4079 0 11 3029 2 0 07 0 06 0 05 0 14 2902 0 06 6864 0 00 0 14 2902 0 21 2040 3 0 07 0 06 0 05 0 14 2902 0 06 6865 0 00 0 14 2902 0 21 2040 4 0 04 0 04 0 03 0 0
168. renforeement ne E A a A a I a y Main bars OD SBC 2012 The following are parameters which enter the computations as recommended initial values but can be edited during the execution of the program The final values are listed in the output section of the report These parameters apply only to PT mode 142 REPORTS Chapter 8 Tendon CGS Center of Gravity of Strand at top of support and mid spans these are the user suggested values The actual cover used in the calculations as modified by the user in the Recycle Window are listed in Section 7 ofthe report Minimum average precompression shows the value set by the user The actual average post tensioning is listed in Section 7 of the report Max spacing between strands is also entered by the user Refer to Section 7 where the force provided by each tendon reveals whether or not this postulation is adhered to Tension stress limits are defined as multiples of the P Based on these values the required post tensioning along the member is determined Specifying a set of permissible values in this data block is no guarantee that the final stresses are in fact equal or less than the limits stated During execution in the Recycle Window the user may overwrite the previously set stress limits with the selected post tensioning The actual stresses are reported in data sections Section 7 of the report The following input data cannot be altered du
169. rength reinforcement is active and applicable Specify Reinforcement Curtailment The program determines minimum bar lengths for calculated reinforcement from location of zero moment and with respect to the input for Minimum Bar Extensions and Development Lengths as described in the previous section In addition to these settings the program includes customizable Rebar Curtailment settings for top and bottom longitudinal reinforcement Figure 5 5 12 and 13 show the dialogue windows for the input settings related to rebar curtailment When used these settings supersede the default reinforcement output Where the calculated lengths related to curtailment are less than the stored default lengths the program ensures a safe design by using the default lengths Entries can be made for Cantilevers Exterior spans and Interior Span conditions for top and bottom rebar placement A fraction of the total Ihn Ih ul STRUCTURAL MODELING Chapter 5 enveloped area of steel required can be designated for Longer Bars and Shorter Bars Bars can be input as any fraction of the span length to which they belong Note that the total fraction of span length for longer bars must be greater than that for shorter bars For example the program would not accept a value of 0 25 L for a Longer Bar and 0 33 L for a Shorter Bar A minimum number of bars can be entered as part of the input Ifthe enveloped bar requirement is calculated as 1 8 bar and a user has mad
170. riate for most designs with essentially uniform loading Note that if a non standard profile i e a low point at somewhere other than mid span is used this must be clearly called out on the structural drawings Transfer girders and slabs with heavy concentrated loads may require a harped profile The low point is usually specified to coincide with the column being transferred or the concentrated load Tendons in the model can have up to three different profiles To define all three profiles fill in data in the tables of tab Tendon A Tendon B and Tendon C You have an option to define length and shape of tendon extension that terminates at the interior of a member You have the option to select the option to set tendon ends using CG of effective section If left unchecked the tendon ends will be set using the CG of the gross cross section 2255222 STRUCTURAL MODELING Chapter 5 5 5 7 Specify Minimum Covers This screen is used to specify minimum covers for both the post tensioning tendons and mild steel reinforcement Fig 5 5 10 Criteria Cover CGS mm Post tensioning Minimum CGS of tendon from the top fiber 29 in Minimum CGS of tendon from the bottom fiber Interior Spans 20h Exterior Spans 20 in Non prestressed Reinforcement Clear Bar Cover Top 15 in Clear Bar Cover Bottom 15 in lt lt Back OK Cancel i Next gt gt i FIGURE 5 5 10 CRITERIA COVER CGS INPUT SCREEN Not
171. ring the execution of the program Reinforcement This data block refers to the non prestressed reinforcement in the beam slab The values for beam stirrups where applicable are given in Section 12 of the report Post tensioning system indicates the user s selection between grouted bonded or unbonded post tensioning The average effective stress in a strand fse is the user s estimate of the stress in a strand after all losses have taken place This value is used in the determination of the ultimate strength of a section if the force selection option of the program is used It affects the amount of supplemental rebar which may be required to meet the strength stipulations of a section If the variable force option tendon selection is used the program does not use this value It calculates that actual stress in the stand at each design section Analysis option used If the answer to moments reduced to face of support is YES it indicates that the calculated centerline moments at each support are adjusted to face of 143 Chapter 8 REPORTS ADAPT support In addition to the centerline moments ADAPT prints out the moments reduced to face of support Refer to moment data blocks for the description of printed values e Moment of Inertia over support The beam or slab region over the width of a support columns or walls exhibits a greater stiffness than the unsupported regions ADAPT has an option to allow
172. rop Cap Drop Cap Plan Transverse Beam Type H D1 D2 wi W2 pe xl 18 00 60 00 60 0 52 00 52 00 me x 00 oo om 18 00 60 00 5200 52 00 pc 18 00 60 00 60 00 5200 2 52 00 pc 18 00 60 00 60 00 5200 52 00 joc 18 00 60 00 60 00 5200 2 52 00 18 00 60 00 2 52 00 52 00 lt lt Back OK Cancel Next gt gt FIGURE 5 2 7 DROP CAP TRANSVERSE BEAM INPUT SCREEN 57 Chapter 5 STRUCTURAL MODELING ara 58 5 2 4 If there are drop caps or transverse beams with the same dimensions at several supports their dimensions may be entered using the typical row To enter typical values for drop caps type the value into the typical row and press ENTER The value will be copied to any supports that have been marked as having drop caps Any supports which are subsequently marked as having drop caps will also be assigned this value as a default Transverse Beams dimensions are entered in the same manner Specify Geometry of a Drop Panel If you enter a two way system and you answered Yes to the Include Drops amp Transverse Beams question on the General Settings screen the Drop Cap Transverse Beam screen will be followed by the Geometry Drop Panel screen Fig 5 2 8 This screen is also available through menu Geometry gt Drop Panel Geometry DropPanel Fabas Units Legend W de 2 Aloia 0 0 Reference plane H1 H2 Drop thickness includes slab W2 5 2 5
173. ructural system has been specified There are three basic screens Span Geometry Support Geometry and Support Boundary conditions Additional screens are used to enter effective flange widths segmental data drop caps drop panels and transverse beams 5 2 1 Specify Span Geometry The span geometry can be modeled as prismatic uniform or non prismatic non uniform o The geometry without changes in cross section along the span excluding geometry of drop cap drop panels or transverse beams is called prismatic uniform geometry JESSE E STRUCTURAL MODELING Chapter 5 o Geometry of a cross section that changes along the span is called non prismatic non uniform geometry You will have to model span geometry as non uniform if at least one span is not uniform 5 2 1 1 Prismatic Uniform Spans The Span Geometry screen is used to enter the cross sectional geometry of the slab or beam at mid span Fig 5 2 1 To input data for uniform spans do the following 1 Open Span Geometry 2 To set the number of spans use CTRL or click on the up down arrow at the left of the screen If there are cantilevers on the right and or left ends of the frame add them by clicking on the appropriate check box This will activate the input fields for the corresponding cantilever Spans other than cantilevers can include overwritten with customized names 3 Select section type by clicking on the button in the Sec column Section type can
174. s Units b JA b F be ft A be x EA z h AE CTRL 7 R OT A bl ky h Ih Jez hiha h All others in m o o b gt lebn bl k Legend L Cant Left Cantilever NP Non Prismatic Sec Section 0 0 Reference plane _2 Rh Distance from lt M Left Multiplier R Cant Right Cantilever PR Prismatic Seg Segments L Span Length reference plane M gt Right Multiplier FIGURE 5 2 4 SPAN GEOMETRY 3 To set the number of spans use CTRL or click on the up down arrow at the left of the screen If there are cantilevers on the right and or left ends of the frame add them by clicking on the appropriate check box This will activate the input fields for the corresponding cantilever 4 Select section type by clicking on the button in the Sec column 5 Enter the dimensions of the span sections All dimensions are defined in the legend at the top of the screen and or 54 STRUCTURAL MODELING Chapter 5 illustrated in the appropriate section figure The dimensions specified in the Span Geometry screen including reference height and left and right multipliers define the geometry of a mid segment of the span All other segments of the span are defined in the Geometry Span More screen as explained in the following Note that any span set to non prismatic NP will be grayed out in the Span Geometry screen and can only be modified in the segmental input described below
175. s for a given span Data column 2 relates to the span s left support region data column 3 is for the mid span region data column 4 shows the reguired force at the right support region of the same span The Left region is 20 of the span length from the left support The Center region is the 20 80 the span distance in the interior portion of span The Right region is 20 of the span length from the right support For example if the specified permissible stress for the exterior span is input as x f c 1 2 in data block 1 the number printed on column 3 in row of span 1 is the post tensioning force necessary to meet that requirement Ata given support the post tensioning required at the left of a support may be different from the force at its right REPORTS Chapter 8 Envelope of Service 1 The following considerations are observed in calculating the reguired post tensioning in the support region Stresses are calculated at 1 20th points in the span In the region closest to the left support the highest stress value is selected and the reguired post tensioning force provided to meet this condition is printed If user wishes to know the exact location of the highest stress detailed reports of stresses at 1 20th points given in report Section 27 should be reviewed If moments are not reduced to the face of support the centerline moments are used in lieu of moments reduced to face The cross section associa
176. se GB 50010 2002 Australian AS3600 2001 OK Cancel Next gt gt i FIGURE 5 5 1 CRITERIA DESIGN CODE INPUT SCREEN 2 Select the design code from the list 3 Click Next This will save input data and open a new input screen Design Settings where you can select your analysis and design options Note Depending on the code chosen material factors and other design parameters may need to be entered These are entered on the Load Combinations screen Fig 5 5 10 If you model in American or MKS units only ACI318 codes are available All design selectable design codes other than the ACI318 code are active when SI units are used 5 5 2 Specify Base Non Prestressed Reinforcement This screen is used to specify base non prestressed reinforcement Fig 5 5 2 70 STRUCTURAL MODELING Chapter 5 Base Non Prestressed Reinforcement 5 Base Reinforcement Yes C No Legend Type Mesh reinforcement or single straight bar s L span length associated to X1 and X2 Spacing and cover are in in Isolated 5 E B Bar size size of the h or isolated rebi First end location Second end location the spans in a e which reinforcement starts and terminates Number number of isolated bars 1 2 distances of the first and second end of a Spacing distance between the mesh bars reinforcement to its immediate left support Type Ft end XL Sacond end X2IL Bar Size Number Spacing Top Bottom Cover 4 1
177. ser must go to Actions gt Convert Project to ADAPT RC or ADAPT PT Chapter 5 STRUCTURAL MODELING 41 STRUCTURAL MODELING Chapter 5 5 1 OVERVIEW During the structural modeling step the user defines the basic analysis and design parameters i e the structural system beam one way or two way slab the span lengths cross sectional geometries tributary widths supports and boundary conditions The user also defines the loading material properties base existing reinforcement allowable stresses PT mode only post tensioning criteria PT mode only calculation method and tendon profile PT mode only reinforcement covers and load combinations This is the most critical stage of the modeling process The user s experience and engineering judgment play a major role in the selection of suitable design parameters This stage of the modeling should be performed or at least reviewed by a senior engineer A structure that is not modeled correctly is not likely to yield reasonable results using ADAPT PT RC or any other software Data entry in ADAPT PT RC is independent from the execution of the analysis Data for a particular project may be entered at any time for later execution Data is entered through ADAPT PT and RC Input screens described in Section 4 2 PROJECT INFORMATION Project information includes specification of general information and analysis and design options 5 1 1 Specify General Project Information
178. sponsible for ensuring that the data is entered correctly In RC mode when the model analysis is run the program will directly run through multiple calculations for the general frame analysis deflections and reinforcement and return to the Main Program window The results can then be viewed and or printed In PT mode the program can be executed in Automatic or Interactive mode In the automatic mode the program attempts to select a post tensioning force and profile within the design bounds specified by the user If a solution is possible the program will complete the calculations and return to the Main Program window The results can then be viewed and or printed If a satisfactory solution is not possible the program will display a message box which describes the problem and will switch to the interactive mode The user can then decide whether it is possible to change the original design criteria and continue with the design The automatic mode begins by assuming the maximum drape for each span and determining the minimum force which satisfies the maximum allowable tensile stresses The same force is used for all spans The force is then adjusted to meet the following requirements as specified by the user e Minimum percentage of dead loading to balance for each span e Minimum average precompression for each span and e Maximum spacing of tendons applies only to slabs After these initial adjustments each span is checked for co
179. stribution 163 8 3 4 11 Section11 Mild Steel Redistributed meetese 166 8 3 4 12 Section 12 Shear Reinforcement iemmeetenmeeneenese 166 8 3 4 13Section 13 Punching Shear Reinforcement ee 167 8 3 4 14 Section 14 Deflections nseesersesseeseenneseneesnensennnnennne nennen 169 8 3 4 15 Section15 Friction Elongation and Long Term Stresses PT mode only TS E E E E N 172 8 3 5 Detalled Report 2 nr Ries 179 8 3 5 1 Section 21 Tendon Heights PT mode only 179 8 3 5 2 Section 22 Post tensioning Balanced Loading PT mode only 180 8 3 5 3 Section 23 Detailed Moments iseernmetense 180 8 3 5 4 Section 24 Detailed Shears 20000220e20esnenseenenseennenenne nen 181 8 3 5 5 Section 25 Factored Moments and Reactions 182 8 3 5 6 Section 26 Factored Lateral Moments eetese 182 8 3 5 7 Section 27 Detailed Stresses PT mode only 183 8 3 5 8 Section 28 Required Post tensioning PT mode only 184 8 3 5 9 Section 29 Detailed Rebar meerneerenneeteenese 185 8 3 5 10 Section 30 Punching Shear Reinforcement 185 8 3 5 11 Section 32 Detailed Friction and Long Term Stress Losses PT mode only ee regnen nice flirten E E PO Net 186
180. t Tensioning Post tensioning settings Post tensioning system C Bonded Unbonded Area of Tendon one or more strands 0153 ir Ultimate Strength of Tendon fpu gt 70 ksi Effective long term Stress fse 175 ksi lt lt Back Cancel OK Next gt gt FIGURE 5 4 3 PRESTRESSING MATERIAL INPUT SCREEN The information entered here defines the post tensioned system type and is a used to calculate the ultimate moment capacity of the member when the effective force calculation method is used When the tendon selection calculation method is used the program calculates the effective stress The stress in the tendon at nominal strength fps is calculated from the effective stress and the reinforcement ratio and b determines the effective force per stand used to calculate the final force in the Recycler window when the effective force calculation method is used 69 Chapter 5 STRUCTURAL MODELING 5 5 CRITERIA 5 5 1 Specify the Design Code To select the code 1 Click Criteria gt Design Code The Criteria Design Code dialog box will open Fig 5 5 1 Criteria Design Code Design codes C American ACI318 1999 C Brazilian NBR6118 2014 C European EC2 2004 C American AC1318 2005 IBC 2006 Biitish B58110 1997 C Indian 1 1343 2004 C Ametican ACI318 2008 IBC 2009 C Canadian A23 3 1994 C Hong Kong CoP 2007 American ACI318 2011 IBC 2012 C Canadian A23 3 2004 C Chine
181. t of bar The schedule can be saved as XLS format for ease of customization The program includes an automatic rebar spacing check for minimum spacing between longitudinal bars Design code minimum requirements are checked and the program reports the number of layers required to fit the quantity of bars A library of tendon profiles allows the user to select a suitable tendon layout for each particular case Common profiles included are the simple parabola reversed parabola simple parabola with straight portions over the supports harped strait and extended reversed parabola tendons Low relaxation and stress relieved strands as well as unbonded and grouted post tensioning systems are also supported by ADAPT PT OVERVIEW Chapter 1 Uniform line partial concentratedloads and moment triangle variable and trapezoidal loads may be specified in practically unlimited numbers and variations ADAPT PT accounts for the shift in the location of the neutral axis of a member at changes in cross section along the member length Thus the program can correctly handle steps along a member ADAPT PT executes either automatically or interactively In its automatic mode based on user s specifications the software determines the required post tensioning and the associated reinforcement In its interactive mode the program displays the calculated required post tensioning on the screen to the user You have the option to modify both the fo
182. ted with the centerline of a support is that of the slab at the support line without any contribution from the supporting structure If at any location the existing moments are such that no post tensioning is reguired a zero 0 will be printed at that location MIN P A in column 5 through 7 are the post tensioning forces reguired to provide the user specified minimum average compression see data block 1 in the left right and center regions of the span 7 5 Service Stresses PT mode only Based on the post tensioning forces and profiles confirmed or selected by the user the top and bottom fiber stresses are calculated for each span and printed out in this data block The stresses refer to concrete Span Left Left Left Left Center Center Center Center Right Right Right Right Top Top Bot Bot Top Top Bot Bot Top Top Bot Bot Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C Max T Max C psi psi psi psi psi psi psi psi psi psi psi psi 1 272 94 81 66 53 08 404 28 330 87 192 52 2 319 20 214 34 224 12 465 39 320 63 217 42 3 320 66 217 48 224 12 465 39 319 14 214 21 4 330 84 192 46 53 08 404 29 272 94 81 65 159 Chapter 8
183. term loss at left center and right of span Tendon Span Stress Left FL Stress Center Stress Right Stress Left Stress Center Stress Right Only FL Only FL Only FL LTL FL LTL FL LTL ksi ksi ksi ksi ksi ksi TENDON_A 1 215 59 218 49 224 01 203 97 206 88 212 54 TENDON_A 2 224 01 225 32 220 53 212 54 213 70 208 91 TENDON_A 3 220 53 213 85 210 36 208 91 202 23 198 75 15 4 Summary PT mode only Gives the average initial stress total long term losses final average stress and final average force The section shows the left right and total elongation after anchor set It also gives the left and right anchor set influence distances Tendon Avg Initial LTL Avg Final Avg Final Elongation Elongation Elongation Left Anchor Right Stress Stress Force Left Right Total Set Anchor Set ksi ksi ksi k in in in ft ft TENDON A 219 45 11 60 207 85 31 89 5 80 0 06 5 74 28 00 32 00 15 5 Critical Stress Ratios PT mode only The critical stress ratios show the ratios of the calculated tendon stress to the strand s specified ultimate strength Tendon Stressing Left Stressing Right Anchorage Left Anchorage Max Right TENDON A 0 90 0 90 0 80 0 78 0 84 15 6 Summary PT mode only Gives the average force per span tendon extents elongation left and right of span anchor set left and right of span stress at anchorag
184. the File menu will be grayed out Main Toolbar Main Toolbar contains all available tools in the main program window The tools will not be available when they are not applicable For example If you open ADAPT PT RC program available tools are Di 22 HE WORKSPACE Chapter 3 3 2 e If you open existing file the main toolbar contains the following options Dee amp SEB Status Bar Status bar gives you information about project name selected design code units execution mode key type current date and time To turn Status Bar on or off go to View gt Status Bar Hint Window Hint window gives you information on how to proceed if you want to edit execute or view your structure To close the Hint Window right click anywhere on the screen MAIN PROGRAM WINDOW MENU ITEMS AND CORRESPONDING TOOLS All options that can be accessed by the main program menus are listed below For the commands that might be activated using the toolbar the appropriate icon is displayed next to the feature 3 1 1 File Menu The File Menu operations are New Starts a new project The project will be initiated in the active design type that was selected in the Start screen D Open Opens an existing project The project will be opened for the design type which it was last saved as a Save As Saves both the input files and the results report file under a user specified filename as the active design type RC or PT ta Save As
185. these results the user has to execute ADAPT in Force Selection mode The section table will show as follows Tendon Elastic shortening Shrinkage Creep Relaxation Total MPa MPa MPa MPa MPa TENDON A 28 52 17 28 34 96 42 49 123 20 e Long Term Loss computation for grouted tendons Long term stress losses in grouted tendons are a function of the local strain in the concrete In order to calculate long term stress loss for a grouted system a detailed strain computation must be performed along the path of a tendon A detailed listing of stresses and long term losses is available if ADAPT is executed in Tendon Selection mode In this case the values at left center and right of each span are listed as shown in the following table Tendon Span Left Center Right ksi ksi ksi TENDON A CL 7 29 7 57 8 16 TENDON_A 1 8 26 8 87 9 46 TENDON_A 2 9 58 9 05 9 03 ADAPT calculates the losses at 1 20 points along each span and lists them in a file for interested users friction_detail dat This is a text file and can be viewed with any text editor or word processor If a friction and long term losses calculation need to be done for a grouted system designed with Force Selection a lump sum must be entered for long term loss 173 Chapter 8 REPORTS 15 3 Calculated Stresses After Friction and Long Term Losses PT mode only Shows calculated stresses after friction and long
186. tress check results PT mode only Rebar report Punching shear Deflection graph Ouantities The following is the example of concise report 135 Chapter 8 REPORTS A Design Parameters and Load Combinations A 1 Project Design Parameters Parameter Value Parameter Value Concrete Fy Shear reinforcement 66 72 ksi F c for BEAMS SLABS 4061 00 psi Minimum Cover at TOP 1 50 in F ci for BEAMS SLABS 3045 80 psi Minimum Cover at BOTTOM 1 50 in For COLUMNS WALLS 4061 00 psi Post tensioning Ec for BEAMS SLABS 3607 00 ksi SYSTEM UNBONDED For COLUMNS WALLS 3607 00 ksi Fpu 269 77 ksi CREEP factor 2 00 Fse 174 04 ksi CONCRETE WEIGHT NORMAL Strand area 0 153 in 2 UNIT WEIGHT 150 00 pcf Min CGS from TOP 2 00 in Tension stress limits f c 1 2 Min CGS from BOT for interior 2 00 in spans At Top 6 000 Min CGS om BOT for exterior 2 00 in spans At Bottom 6 000 Min average precompression 149 39 psi Compression stress limits f c Max spacing slab depth 8 00 At all locations 0 450 Analysis and design options Tension stress limits initial Structural system BEAM fc 1 2 At Top 3 000 Moment of Inertia over support is NOT INCREASED At Bottom 3 000 Moments reduced to face of YES support Compression stress limits initial Moment Redistribution NO fc Atall locations 0 600 Effective flange width YES consideration Reinforcement Effective flange width ACI 318 implementation meth
187. ts SI MKS and American known as Imperial To select system of units for the new project SISSE E BASIC PROGRAM OPERATIONS Chapter 4 1 Double click on the PT RC 2015 icon on your desktop to open the main program window 2 Select Options gt System of Units 3 Check one of the options SI MKS or American The program will automatically close the Options menu Note If a file which has been previously created is opened and the System of Units option is selected the program will gray out the options and show a check mark by the system in use for that model 4 6 CONVERT SYSTEM OF UNITS To convert system of units 1 Open an existing project 2 Click on Edit Data tool re to open Input Editor 3 Select Tools gt Convert Units The Convert Units dialog box opens Fig 4 6 1 4 Select New Unit and click Convert Note The Convert Unit option is available only if the design code is ACI Convert Units Current Unit New Unit SI American C MKS FIGURE 4 6 1 CONVERT UNITS DIALOG BOX 39 Chapter 4 BASIC PROGRAM OPERATIONS FERAN E 4 7 40 PROGRAM MODE To select the design mode to work in PT or RC mode 4 Select Options gt Program Mode 5 Check one of the options ADAPT PT or ADAPT RC Note Ifa file which has been previously created is opened and the Program Mode option is selected the program will gray out the options and show a check mark by the active mode To switch modes the u
188. tside the member or a profile that is not continuous The concrete outline shows all steps drop caps panels transverse beams and changes in thickness 99 Chapter 7 PROGRAM EXECUTION 100 vi Span 1 id vV Span 2 v Span 3 spans Select Deselect All Tendon concrete geometry atp gm Te dot He a u IV Tendon height IV Concrete outline Extreme fiber stresses I Self weight I Superimposed dead load Other loading 7 Live load I Post tensioning I Sustained V otal Initial I User defined pac NEE Display allowable computed stresses Top Fiber Bottom Fiber Sustained I 17 Total M Initial O Post tensioning Required M post tensioning Provided M post tensioning o Span2 Spend Stress Diagrams File PTRC_2014_Release_Video Tension Lim 477 9 Compression Limi 1436 6 Allowable Stresses Senne Envelope Bottom Max T Service Envetope Bottom Max C Stress psi 4 fos Wf 8 8 San2 Span3 Post Tensioning Diagrams F r PTRC 2014 Relies Video FostTensioning Reguras Post Tensioning Proves Pos Tersiorira kips s 8 o FIGURE 6 3 2 Stresses This graph plots the maximum compressive and tensile stresses at the top and bottom face of the member All types of loadings can either be shown separately or combined The Display allowable computed stresses options show the combined stresses along with an envelope of the allo
189. utary to the span For purposes of calculating Wbal the program averages resulting concentrated forces from equivalent PT loading For the 157 Chapter 8 REPORTS 158 frame analysis the program uses the actual eguivalent balanced loads due to PT at the proper applied locations A positive value of Wbal means load acting upward against gravity A negative value indicates a load in the direction of gravity 7 4 Required Minimum Post Tensioning Forces PT mode only The forces in this data block refer to the required forces at left center and right for the entire tributary Based on Stress Conditions Based on Minimum P A Type Left Center Right Left Center Right k k k k k k 1 0 00 62 98 35 52 271 20 271 20 271 20 2 33 92 75 78 43 41 274 28 274 28 274 28 3 43 42 75 79 33 91 274 28 274 28 274 28 4 35 52 62 98 0 00 271 20 271 20 271 20 The reguired forces determined are the net effective forces after the immediate and long term stress losses have been deducted From the effective forces determined by ADAPT the post tensioning supplier calculates the initial forces reguired at time of stressing of tendons This data block shows the post tensioning reguired to meet design criteria Columns 2 through 4 are based on maintaining the tensile stresses in concrete at the location of maximum span moment to the limit specified by the user in data block 1 Each row includes three region
190. ve up to seven segments 151 Chapter 8 REPORTS EEA 152 Yb and Yt refer to the distance from the section centroid to the top and bottom fibers When there is a change in cross section of a span at the line of support as shown in the idealized Fig 8 3 4 a two options regarding the face of support arise Over the support line ADAPT considers the cross section at the face of support of the shallower member to be the same as that of the deeper member But recognizing that the deeper span does not penetrate into the shallower one ADAPT assumes a zero length for the geometry of the deeper section into the shallower span The same assumption is used for change of geometry over the supports of finite width as shown in Fig 8 3 4 b a IDEALIZED SUPPORT T b FINTE SUPPORT CHANGE IN CROSS SECTION AT SUPPORT FIGURE 8 3 4 If the analysis is done with finite support widths and the user has included the option to increase moment of inertia over the support then ADAPT adds an additional segment over each support 8 3 4 5 Section 5 Moments Shears and Reactions Values given as moments shears and reactions all refer to the total tributary and not the unit strip Moments in this data block are moments at the center of supports system line moments REPORTS Chapter 8 5 1 Span Moments and Shears Excluding Live Load Span Load
191. wable stresses The graph provides easy interpretation of stress results and clearly shows if stress limits are exceeded Post tensioning This graph shows the required and provided post tensioning force at 1 20th points along each span The graphs may be configured to show only certain spans and values by clicking on the check boxes at the left of the window To maximize a graph for detailed viewing or change the display options right click on the desired graph and use the editing menu that opens up Selecting the Exit button closes the PT Recycling window and starts calculations of internal forces deflection and ara PROGRAM EXECUTION Chapter 6 reinforcement based on the most recent tendon force and profile selection At the conclusion of the calculations the user is returned to the Main Program window The Results Report the PT Summary Report and the Results Graphs may then be viewed and or printed Note If force or profile adjustments are made and you did not click on Recycle button before exiting the program will automatically do a Recycle 6 4 PT SELECTION METHOD If you select Force Tendon Selection option in the Criteria Calculation Options screen you may choose between the Force selection and Tendon selection modes in the PT Recycling window Fig 6 4 1 PT selection method C Force selection Tendon selectiori Ti eccecesesesseseseveesssenseneeeeseees FIGURE 6 4 1 6 4 1 Force Selection Method
192. zero which will set the reference line at the top of the slab If the reference line is at the top of the slab tendon heights will be shown as negative numbers indicating distance below the top of the slab JESSE E STRUCTURAL MODELING Chapter 5 8 DISTANCES OF 068 d AND da ARE MEASURED FROM THE REFERENCE LINE DEFINITION OF DISTANCE OF CGS CENTER OF GRAVITY OF STRAND FROM USER DEFINED REFERENCE LINE FIGURE 5 2 2 The reference height can be changed from span to span to model steps at the top of the slab If this is done however it will be necessary to adjust the tendon profiles so they match at the supports for designs performed using PT mode In general it is best to use the same reference height for all spans Changes in the slab depth should be modeled accurately however to ensure that the calculations are done correctly 5 2 1 2 Non prismatic non uniform spans The following example illustrates data entry for a non prismatic section using the segmental option The example is a four span 53 Chapter 5 STRUCTURAL MODELING beam which is made up of three segments of varying cross section for the two interior spans Fig 5 2 3 28 50 ft Span 2 35 00 ft FIGURE 5 2 3 To model non prismatic span do the following 1 Select Segmental in the General Settings input form 2 Open Span Geometry Fig 5 2 4 Span Geometry fs es Number of Span

ADAPT-PT/RC 2015 - ADAPT Corporation

Contents

Download Pdf Manuals

Related Search

Related Contents