Home

USER'S MANUAL OF VECTOR5

1. 11 TABLE OF CONTENTS ABSTRACT LIST OF FIGURES LIST OF TABLES CHAPTER M1 INTRODUCTION CHAPTER M2 ANALYSIS WITH VECTORS M2 1 Input Data Files M2 2 Expanded Data Files M2 3 Performing an Analysis M2 4 Output Files M2 5 Analysis Process of VecTor5 CHAPTER M3 VECTORS INPUT FILES M3 1 Structure Data File S5R M3 2 Load Data Files S5L M3 3 Job Data File VecTor JOB M3 4 Auxiliary Data File VT5 AUX CHAPTER M4 VECTORS OUTPUT FILES M4 1 Output Files Analysis Results M4 2 Determination of Damage or Failure Modes REFERENCES APPENDIX MI Example Static Analysis Monotonic Load APPENDIX M2 Example Dynamic Analysis Impact Load ii iv 19 36 47 51 51 59 64 65 TI iii LIST OF FIGURES Figure M 1 A Screen Shot during the VecTor5 Analysis Figure M 2 Schematic Representation of Analysis Process of VecTor5 Figure M 3 Orientation of Frame Members a Horizontal Member b Vertical Member c Member Cross Section d Global Coordinate System Figure M 4 Structure Data File Member Reference Types Figure M 5 Beam VS Al a Cross Section Details b Sectional Model Figure M 6 a A Member with Nodal Loads b Global Coordinate system Figure M 7 Part of a Structural Model with Nodal Loads 21 Figure M 8 Member M with End Actions in the Member Oriented Coord System Figure M 9 A Member with Concentrated Load in the Global Coordinate System Figure M 10 A Member with
2. 026 026 026 026 026 429 429 429 429 429 316 316 316 316 3316 052 052 052 052 052 052 052 052 052 2052 052 052 052 052 052 NNNDNOONNNNNNONNNNNNOONNNTDWOCVCVOVOVCVOOFRPRPFR OFRRRRRPRORRRPRRPRPORRRRFRRROFR FP 154 154 154 154 154 154 154 154 154 154 154 154 154 154 154 154 154 039 039 039 039 039 039 474 474 474 474 474 474 308 308 308 308 308 308 308 308 308 308 308 308 308 308 308 308 308 308 308 o o o o o o NNNDKEFANNNNAVAKEANNNNAVAEANNWNUEFPUNWWNHAANAAWAANWNNAHAKFEANNNNAKFEANNNNAVAEH AN o 69 11 LI ILI 11 11 TI 12 12 12 12 12 12 12 z H 010000 1 10 0 YU U1U1 HS dS dS dS 0000 00 ION HA Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Continued 10 300 10 300 20 300 10 300 10 300 10 300 10 800 10 800 10 800 22 5 800 10 800 10 800 10 800 mm 50 350 40 360 40 90 360 40 90 310 360 40 310 360 50 350 50 350 40 360 40 90 360 40 90 310 360 40 310 360 50 350 NPUONR AUYNR VNRARANANDNANROYNR A AYNAV0NRARANANA 2052 4052 052 052 052 0 0 858 858 858 858 858 OOGO OO GGO O MNM DII As mm2 1200 1200 1200 1200 600 600 1200 600 600 600 600 1200 600 600 2400 2400 2400 2400 2400 2400 1200 1200 2400 1200 1200 1200 1200 2400
3. 74 Table M 60 Job Data File for VecTor5 Analysis of Duong Frame xk xoxo x q O lt q wo OH PO x HH xoxo x Job Title 30 char max KV Job File Name 8 char max KVD Date 30 char max Feb 2006 g STRUCTURE DATA Structure Type 5 File Name 8 char max KVD LOADING DATA No of Load Stages 500 Starting Load Stage No 1 Load Series ID 5 char max KVD Load File Name Factors Case 8 char max Initial Final LS Inc Type Reps d HL 0 000 1000 000 2 000 I 1 VL 000 1 000 000 NULL 000 0 000 000 NULL 000 0 000 000 NULL 000 0 000 000 000 000 US wn ooo oooo HHHH HHHH ANALYSIS PARAMETERS Analysis Mode 1 2 Seed File Name 8 char max Convergence Limit gt 1 0 Averaging Factor lt 1 0 Maximum Iterations 100 Convergence Criteria 2 Results Files Output Format NULL 1 00001 He N MATERIAL BEHAVIOUR MODELS Concrete Compression Base Curve Concrete Compression Post Peak Concrete Compression Softening Concrete Tension Stiffening Concrete Tension Softening Concrete Tension Splitting Concrete Confined Strength Concrete Dilatation Concrete Cracking Criterion Concrete Crack Slip Check Concrete Crack Width Check Concrete Bond or Adhesion Concrete Creep and Relaxation Concrete Hysteresis o0000000HO O0 QOG O 1 Wwe ANN AeA PENN W UO W W NPPPPPPPPPPPEPNDND 75 Table M 60 Job Data File for VecTor5 Analysis o
4. branch 2 Acceleration G Loading Continues Time s Added Added Branch 1 Branch 2 Figure M 18 Ground Acceleration Time History Loading Accelerogram The total number of data points defined in this input field must be entered in the load case parameters located at the beginning of the Load Data File see Table M 13 last line Ground Accelerations data can also be defined through the use of an external data file named VecTor EOR This data file must be created from nil as shown in Figure M 19 and placed in the same folder of a personal computer with the rest of the input data files 34 VECTOREQR Notepad Foo aa File Edit Format View Help 15 NORTHRIDGE EARTHQUAKE RECORDED BY SANTA MONICA CITY HALL 1000 0 02000 5 M skip skip skip 0 060357202 0 060541042 0 061043608 0 058977426 0 060380844 0 058817228 0 067574517 0 035518577 0 06813457 0 028985117 Ln 8 Col 1 Figure M 19 VecTor EQR Data File for Ground Acceleration Loads In Figure M 19 the first line indicates the number of following lines to be skipped The third line contains the following information consecutively the total number of data points time step length in seconds total number of data points present at each line and units M for m s CM for cm s MM for mm s and G for G The following three lines are set to be skipped by default They may be used for storing additional information Finally the input of the accele
5. Nc is the total number of concrete layers used Ns is the total number of reinforcing and prestressing steel layers used Fyz is the yield stress of the out of plane reinforcement St is the spacing of the transverse reinforcement along the longitudinal direction of the member Dbt is the diameter of the transverse reinforcement Fyt and Fut are the yield and ultimate stresses of the transverse reinforcement respectively Est is the modulus of elasticity of the transverse reinforcement esht is the strain where strain hardening of the transverse reinforcement begins as defined in Section 3 3 3 4 of Guner 2008 and Cs is the coefficient of thermal expansion of both longitudinal and transverse reinforcement associated with this member type In Table M 8 the parameters in the brackets can be input as zero indicating that the default values are to be calculated by VecTor5 and assumed for the input The default values are defined in Eq M 1 to Eq M 11 ft2 0 33x fe M 1 Ec 5000 x fe M 2 e0 1 8x0 0075x fc x 10 M 3 It is important to input the appropriate concrete properties based on the selected concrete compression base curve For concrete strengths up to 40 MPa i e f c lt 40 MPa the use of the default Hognestad parabola model is recommended see Table M 38 In this case the program will use eO value to calculate the modulus of elasticity of the concrete as follows 12 Ec 2x EC M 4 e0 In other words whe
6. 0 045 0 035 0 026 0 019 0 014 0 009 0 006 0 004 0 002 0 001 0 000 0 000 0 000 0 000 THETA1 Deg 87 6 82 1 85 6 82 6 79 8 79 4 81 0 79 8 78 4 79 2 75 9 75 1 74 0 72 6 70 9 59 9 57 1 54 7 52 1 49 1 45 9 42 4 38 6 34 6 30 3 26 1 21 9 17 9 14 1 11 5 9 5 6 9 4 1 1 3 In Table M 55 a crack width of 0 47 mm is calculated for the extreme tension layer Layer 34 with almost zero degree angle from the vertical plane indicating that this is a flexural crack While extending towards the top of the cross section 1 e compression 60 zone the crack widens significantly and takes a diagonal form reaching a maximum width of approximately 1 6 mm indicating shear cracking There is also an almost horizontal splitting crack occurring at layer 4 The FC2 FP values indicate that the concrete layers in the compression zone have reached 70 of their peak strengths indicating that concrete compression crushing or failure has not yet occurred but may occur in the following load stages Strain in the tension reinforcement is approximately 1 6 x 10 not shown on Table M 55 indicating that the member is far from reaching the reinforcement rupture strain of 175 x 10 As a result a damage mode of significant diagonal cracking 1 e shear distress can be concluded for this member Consider now some of the detailed member output calculated for Member 6 as shown in Table
7. 2 Alternative damping formulation is used with the additional viscous damping ratios specified in the Auxiliary Data File 46 Specification of additional viscous damping ratios of 0 0 in the Auxiliary Data File will cause the analysis to be undamped regardless of the Structural Damping option selected here see Table M 40 The default option 1 is suggested in the cases where additional viscous damping is desired to be used Detailed discussion on the selection of these options is presented in Section 7 5 2 of Guner 2008 In addition Sections 7 10 and 7 11 of Guner 2008 contain more advanced discussion on the use of additional viscous damping M3 4 Auxiliary Data File VT5 AUX The Auxiliary Data File consists of two sets of input fields General Analysis Parameters and Dynamic Analysis Parameters General Analysis Parameters are shown in Table M 39 Table M 39 Auxiliary Data File Input Field for General Analysis Parameters GENERAL ANALYSIS PARAMETERS Ae K ole oe ole ole ole K ole ole ole ole ole ole ole K ole ole oe ole ole fe ole ole K ole ole fe ole ole ole ole oe Section Analysis Mode 1 5 1 Shear Analysis Mode 0 4 3 Shear Protection 0 1 1 Concrete Aggregate Type 1 2 1 Reference Temperature deg C 20 0 Possible input values for the General Analysis Parameters shown in brackets in Table M 39 are listed below Section Analysis Mode 1 Nonlinear Section Analysis 2 Effective Stiffnes
8. 455 583 192400 1195 22 8 0 00001 11 3 455 583 192400 1195 22 8 0 00001 i1 34 455 583 192400 1195 22 8 0 00001 1 3 455 583 192400 1195 22 8 0 00001 11 3 455 583 192400 1195 22 8 0 00001 9 5 506 615 210000 1025 28 3 0 00001 11 3 455 583 192400 1195 22 8 0 00001 Ti 455 583 192400 1195 22 8 0 00001 113 455 583 192400 1195 22 8 0 00001 ll1 3 455 583 192400 1195 22 8 0 00001 11 3 455 583 192400 1195 22 8 0 00001 E Concrete Layers Rho z Nx 3 02 312 3 0 237 2 0 237 5 0 10 0 237 5 0 237 2 0 237 3 1 154 2 1 154 2 1 154 6 0 10 T4454 6 1 154 2 1 154 2 1 154 2 Ref H n1 o HHHHHHHHHHR VO o iO lo to to 0 0O 00 000000 00 1 12 1 1 12 2 201010101010 1 O1 U1 U1 U1 U1 U1 Ul Ul d gd PPP SPB WW uuu WwW Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Continued 10 10 20 10 10 10 10 10 10 20 10 10 10 10 10 10 20 10 10 10 10 10 10 10 10 10 10 10 10 20 10 10 10 10 10 10 20 10 10 10 10 10 10 20 10 10 10 10 10 10 20 10 10 10 10 22 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 800 800 800 800 800 800 800 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 SCONNNNNOONNNNNOONNNhNINOOOOOOOOOJOJOJOOOCOOHHHHHOOHHHHHOOHHHHA 026 026 026 026 026 0 0 026 026 026 026 026
9. 501 Starting Load Stage No 1 Load Series ID 5 char max VSA1 Load File Name Factors Case 8 char max Initial Final LS Inc Type Reps C Inc 1 VSAIACC 0 000 5 000 0 010000 1 1 0 000 2 NULL 0 000 0 000 0 000000 1 1 0 000 3 NULL 0 000 0 000 0 000000 1 1 0 000 4 NULL 0 000 0 000 0 000000 1 1 0 000 5 NULL 0 000 0 000 0 000000 1 1 0 000 In dynamic analyses the input fields Type and C Inc are not used any value can be input in those fields The input field Reps can be used to specify the desired output interval For illustrative purposes consider the loading data shown in Table M 36 Table M 36 Job Data File Input Field for Loading Data for Dynamic Loads Output at Selected Time Stage Intervals LOADING DATA No of Load Stages 501 Starting Load Stage No jd Load Series ID 5 char max VSA1 41 Table M 36 Job Data File Input Field for Loading Data for Dynamic Loads Output at Selected Time Stage Intervals Continued Load File Name Factors Case 8 char max Initial Final LS Inc Type Reps C Inc 1 VSAIACC 0 000 5 000 0 100000 1 10 0 000 2 NULL 0 000 0 000 0 000000 1 1 0 000 3 NULL 0 000 0 000 0 000000 1 1 0 000 4 NULL 0 000 0 000 0 000000 1 1 0 000 5 NULL 0 000 0 000 0 000000 1 1 0 000 In the analysis above a time step length of 0 1 10 0 01 will be used as was in the previous example There will again be 501 load stages performed However the Output Files are produced at each tenth load stage i e load stages 1
10. Final Factor 5 0 LS Increment 0 5 Type 3 Reversed Cyclic Reps 2 C Inc 5 0 Table M 33 Job Data File Input Field for Loading Data Reversed Cyclic Loads LOADING DATA No of Load Stages Starting Load Stage Load Series ID No 241 1 5 char max VSA1 39 Table M 33 Job Data File Input Field for Loading Data Reversed Cyclic Continued Load File Name Factors Case 8 char max Initial Final LS Inc Type Reps C Inc 1 VSAIVL 0 000 5 000 0 500000 3 2 5 000 2 NULL 0 000 0 000 0 000000 1 1 0 000 3 NULL 0 000 0 000 0 000000 1 1 0 000 4 NULL 0 000 0 000 0 000000 1 1 0 000 5 NULL 0 000 0 000 0 000000 1 1 0 000 When performing thermal analyses the three load application options defined above can be used However the user must define whether the load or the time is factored see Table M 13 As an example consider the temperature load shown in Table M 34 where Members to 17 are exposed to a temperature increase of 50 C at the top fibre of their cross sections for 1 hour Table M 34 Example Temperature Loading TEMPERATURE LOADS 3K K K ole K ole K e ole 3K ole ole K 3K ole ale ole K ole ok ok lt NOTE gt UNITS Deg C hrs M TI T2 TI T2 TIME ZM dM Qy 1 00 500 1 17 Y In order to determine the exposure time which will cause the structure to fail under the given thermal loading a Time Factored analysis must be performed In this case the loading data in the Job Data File will control
11. For any member subjected to Concrete Prestrains this part of the Load Data File must be filled in For example for a member say Member 1 under a shrinkage strain of 0 20 x 107 the Concrete Prestrains input must be as shown in Table M 24 Table M 24 Load Data File Input Field for Concrete Prestrains Example 1 CONCRETE PRESTRAINS Ae ole ole K o ole ole 3K ole 2 ole ole oe ole ole oe ole ole le ok lt NOTE gt UNITS me M STRAIN M d M d STRAIN 2 1 0 20 In Table M 24 the input fields in brackets may be used for specifying a number of members with Concrete Prestrains following a certain pattern in magnitude M is the 27 total number of members to which the concrete prestrains is to be assigned d M is the increment in the member number and d STRAIN is the increment in the concrete prestrain This increment can either be positive or negative For example for a structural model with 55 members the same concrete prestrain can be applied to all members as shown in Table M 25 Table M 25 Load Data File Input Field for Concrete Prestrains Example 2 CONCRETE PRESTRAINS EEES lt NOTE gt UNITS me M STRAIN M d M d STRAIN 2 1 0 20 55 1 0 The Load Case Data File continues with the Prescribed Nodal Displacements input field For any node subjected to a translational or rotational displacement this section of the Load Data File must be filled in For example for the pa
12. Fy and Fu are the yield and ultimate stresses of the longitudinal reinforcement layer respectively Es is the modulus of elasticity of the longitudinal reinforcement esh is the strain where the strain hardening of the longitudinal reinforcement begins as defined in Section 3 3 3 4 of Guner 2008 and DEP is the locked in strain differential if the layer is a prestressed steel layer As discussed in Section 4 5 2 of Guner 2008 the location of the longitudinal reinforcement layers Ys can be defined independently from the concrete layer configuration Structure Parameters conclude with the Detailed Member Output list as shown in Table M 11 As defined in Section M4 2 detailed conditions of the concrete and reinforcement layers are printed out at each load time step for the members specified in the Detailed Member Output List 17 Before running the analysis a number of members which are expected to be critical e g the ends of beams or columns in the case of lateral loads and the midspans in the case of static loads may be specified for the detailed output After the analysis 1f any other member turns out to be critical the Detailed Member Output List can be updated and the analysis can be repeated Table M 11 Structure Data File Input Field for Detailed Member Output List Regular Input G Detailed Member Output List MEM MEMS d MEM up to 2 directions 2 5 6 In Table M 11 MEM is the member numbe
13. Mem N Ys Dbs As Fy Fu Es Esh esh Dep Typ mm mm mm2 MPa MPa MPa MPa me me 1 1 53 0 29 9 1400 0 464 0 630 0 195000 1088 12 5 0 000 1 2 357 0 29 9 1400 0 464 0 630 0 195000 1088 12 5 0 000 85 Table M 67 Expanded Load Data File Created by VecTor5 for Beam SS3a 1 XK 0k ks ck ck ok ko k ck ck RR RR RR RR k ko OK VecTorbs5D EXPANDED LOAD DATA XK k ks ck ck ok ko ck ck ck k KK ck k KK k k ko OK Load Case File Name SS3 Load Case I D SS3 Load Time Factored Load No of Loaded Nodes 0 No of Members w End Action Loads 0 No of Members w Concentrated Loads 0 No of Members w Distributed Loads 0 No of Members w Gravity Loads 0 No of Members w Temperature Loads 0 No of Members w Concrete Prestrain 0 No of Members w Displaced Supports 0 No of Nodes w Lumped Mass Assign 1 No of Nodes w Impulse Forces 0 No of Ground Acceleration Data 0 Reference Temperature 20 0 LUMPED MASSES ckckckckck ck ck ck ko k kk Node Mass x Mass x Vel x Acc x Mass y Mass y Vel y Acc y self add init const self add init const kg kg m s m s2 kg kg m s m s2 1 28 9 0 0 0 00 0 00 28 9 0 0 0 00 0 00 2 57 8 0 0 0 00 0 00 57 8 0 0 0 00 0 00 3 57 8 0 0 0 00 0 00 57 8 0 0 0 00 0 00 4 57 8 0 0 0 00 0 00 57 8 0 0 0 00 0 00 5 59 7 0 0 0 00 0 00 0 0 0 0 0 00 0 00 6 61 5 0 0 0 00 0 00 61 5 0 0 0 00 0 00 7 61 5 0 0 0 00 0 00 61 5 0 0 0 00 0 00 8 61 5 0 0 0 00 0 00 61 5 0 0 0 00 0 00 9 6145 0
14. Nonlinear Frame Member Default Member Ref Type 2 Linear Elastic Truss Member Both compression and tension Ref Type 3 Linear Elastic Compression Only Member Ref Type 4 Linear Elastic Tension Only Member Ref Type 5 Nonlinear Truss Member Ref Type 6 Nonlinear Compression only Member Ref Type 7 Nonlinear Tension only Member Figure M 4 Structure Data File Member Reference Types Table M 9 Structure Data File Input Field for Concrete Layers pd p b fk E Concrete Layers Wc Rho t Rho z Nx mm 4 4 305 0 0 18 1 305 0 0 18 3 305 01 0 18 2 305 01 0 18 1 305 0 1 0 20 15 Table M 9 Structure Data File Input Field for Concrete Layers Continued 1 16 305 1 14 305 1 10 305 1 8 305 2 8 305 2 10 305 2 14 305 2 16 305 2 19 4 305 2 16 305 2 14 305 2 10 305 2 8 305 In Table M 9 MT is the member type or the cross section type Dc is the thickness of the concrete layer Wc is the width of the cross section Rho t and Rho z are the ratios of the transverse and the out of plane reinforcement present in the corresponding concrete layer and Nx is the number of concrete layers with identical details Note that concrete layers 0 1 0 1 0 0 0 0 0 2 0 2 0 2 0 2 0 2 0 0 0 18 0 18 0 18 0 18 0 22 0 22 0 22 0 22 0 0 22 0 22 0 22 0 22 m YN E N Rm NY UL input starts from the top of the cross section as defined in Figure M 3 The cross section and the sectio
15. ckckckck ck ck ck ckockockckckckckckckockckckock ck ck kckckck lt NOTE gt UNITS kN m m lt lt lt lt lt FORMAT gt gt gt gt gt M W a L b L M d M d W 2 GRAVITY LOADS XAEXKKXKKXKKKXX lt NOTE gt lt lt lt lt lt FORMAT gt gt gt gt gt M Gx Gy HMM d M lt 2 TEMPERATURE LOADS Wockckckckockockckockck ckck ko kk ke NOTE UNITS Deg C hrs lt lt lt lt lt FORMAT gt gt gt gt gt M T1 T2 T1 T2 TIME 48M d M J lt 2 CONCRETE PRESTRAINS kkkkkkkkkkkkkkkk kkxk lt NOTE gt UNITS me lt lt lt lt lt FORMAT gt gt gt gt gt M STRAIN ELMT d ELMT d STRAIN lt 2 PRESCRIBED NODAL DISPLACEMENTS kkkkkkkkkkkkkkkkkkkkkkkkkkkxkkk lt NOTE gt UNITS mm rad lt lt lt lt lt FORMAT gt gt gt gt gt Jnt DOF DISPL dJnt d Jnt ADDITIONAL LUMPED MASSES kkkkkkkkkkkkkkkkkkkkkxkkxk lt NOTE gt UNITS kg m s lt lt lt lt lt FORMAT gt gt gt gt gt NODE DOF X DOF Y MASS Vo X Vo Y Acc X Acc Y HNODE d NODE IMPULSE BLAST AND IMPACT FORCES ck ck ck ck ck ck ck ockockockockckockock ck ockockockockckckckck AAA lt NOTE gt UNITS Sec kN lt lt lt lt lt FORMAT gt gt gt gt gt Jnt DOF T1 F1 T2 F2 T3 F3 T4 FA NODE d NODE GROUND ACCELERATION ckckckckck ck ckckckock ck ck ck ck ck ck kk lt NOTE gt UNITS Sec G lt lt lt lt lt FORMAT gt gt gt gt gt TIME ACC X ACC Y
16. me MPa me MPa 1 0 072 0 00 0 000 0 00 2 0 070 0 00 0 000 0 00 3 0 066 0 00 0 000 0 00 4 0 063 0 00 0 000 0 00 5 0 058 11 69 0 000 0 00 25 0 001 0 26 0 001 0 21 26 0 001 0 00 0 000 0 00 27 0 000 0 00 0 000 0 00 28 0 000 0 00 0 000 0 00 29 0 000 0 00 0 000 0 00 M4 2 Determination of Damage or Failure Modes As defined above VecTor5 provides ample output including analysis results for nodes members and concrete and steel layers The output is especially useful when evaluating the dominant mechanism and the damage or failure mode of the structure To illustrate the interpretation of the damage mode consider the analysis result for Beam VS Al introduced in Section M3 1 at a midspan displacement of 25 mm where the beam load capacity dropped significantly see Figure 4 10 of Guner 2008 It is advisable to first inspect the member deformations to determine the critical members Table M 54 Output for Member Deformations at Load Stage 51 Beam VS A1 MEMBER DEFORMATIONS Ae K ole ole ole ole ole ole ole ole ole ole ole ole ole oe ole ole oe ole ole ole ole oe M ECL GXY PHI ESL MAX ESL MIN EST MAX WCR MAX me me me m me me me mm 1 0 003 0 07 0 212 0 042 0 051 0 009 2 0 21 1 028 1 612 0 551 0 155 0 951 0 49 3 0 299 1 297 2 697 0 87 0 311 1 304 0 65 4 0 369 1 429 3 882 1 192 0 508 1 561 0 77 5 0 446 2 366 5 529 1 619 0 803 3 672 1 62 6 0 789 1 288 35 628 8 342 7 262 2 446 2 35 59 Inspection of Table M
17. 11 21 31 501 This option is useful to limit the number of Output Files when performing a dynamic analysis with a large number of load time stages The analysis will also take less time because there will be significantly fewer files saved to the hard drive during the analysis The selection of the time step length may have a significant impact on the computed responses of the structures as discussed in Section 7 9 of Guner 2008 Therefore a second analysis is recommended with the use of a smaller time step length to make sure that the computed response does not change significantly In the case of a dynamic analysis Load Cases 2 to 5 can be used to specify either a static load case as defined in Tables M 31 M 32 and M 33 or a dynamic load case For these load cases the factors 1 e Initial Final LS Inc Type Reps and C Inc can be used to scale the load case and to define a monotonic cyclic or reversed cyclic loading condition In other words only Load Case 1 is used to specify the time stages in a dynamic analysis The Job Data File continues with the Analysis Parameters shown in Table M 37 Table M 37 Job Data File Input Field for Analysis Parameters ANALYSIS PARAMETERS Analysis Mode 1 3 4 3 Seed File Name 8 char max NULL Convergence Limit 71 0 1 00001 Averaging Factor 1 0 0 42 Table M 37 Job Data File Input Field for Analysis Parameters Continued Maximum Iterations 100 Convergence C
18. 2 Node Disp x Disp y Node Disp x Disp y 1 0 000 1 000 1 0 000 1 000 2 0 000 0 746 2 0 000 0 697 3 0 000 0 493 3 0 000 0 409 4 0 000 0 243 4 0 000 0 164 5 0 000 0 000 5 0 000 0 000 6 0 000 0 247 6 0 000 0 054 7 0 000 0 470 7 0 000 0 008 8 0 000 0 659 8 0 000 0 094 9 0 000 0 804 9 0 000 0 211 10 0 000 0 896 10 0 000 0 304 11 0 000 0 928 11 0 000 0 341 12 0 000 0 928 12 0 000 0 341 88
19. 54 reveals that Member 5 is the most critical member in terms of shear deformations Member 6 is the most critical member in terms of flexural deformations To investigate the conditions of these members the detailed member output should be utilized First consider some of the detailed member output calculated for Member 5 as presented in Table M 55 NC WCR mm mm o o tA Ut O E ul L2 h2 L2 b2 h2 b2 bQ a a a e eer eo QV tni to bl2 coocc 1O QU1 d Ut tf t2 c 27 28 29 30 31 32 33 34 Table M 55 Detailed Output for Concrete Layers of Member 5 Beam VS A1 0 0 0 69 1 48 0 4 0 6 1 09 1 16 1 19 1 51 1 57 1 62 1 62 1 58 1 5 1 25 1 02 0 9 0 79 0 68 0 59 0 49 0 41 0 32 0 26 0 24 0 28 0 28 0 27 0 27 0 31 0 36 0 41 0 47 SLIP FCX FCY VC MPa MPa MPa MPa 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 3 0 2 0 2 0 2 0 1 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 05 14 84 12 29 9 41 12 91 12 04 10 44 9 92 9 39 8 71 7 14 6 89 6 03 5 14 4 27 2 24 1 89 1 44 1 01 0 64 0 33 0 08 0 12 0 27 0 38 0 46 0 51 0 54 0 54 0 19 0 01 0 01 0 01 0 01 0 00 0 00 0 00 0 00 0 22 0 32 0 24 0 27 0 31 0 25 0 48 0 48 0 49 0 49 0 50 0 54 0 47 0 42 0 37 0 32 0 27 0 23 0 19 0 15 0 12 0 09 0 07 0 05 0 03 0 02 0 00 0 00 0 0
20. 6 1525 0 7 1830 0 To define a number of nodes that follow a certain incremental pattern the input field shown in brackets in Table M 2 can be filled in where ZNODES are the total number of nodes d NODE is the increment in the node number d X and d Y are the increments in the X and Y coordinates respectively which can be positive or negative Using this type of representation the same input shown above can be represented as given in Table M 3 Table M 3 Structure Data File Input Field for Nodal Coordinates Compact Input A Nodal Coordinates NODE X Y NODES d NODE d X d Y up to 2 directions 1 0 0 7 1 305 0 In Table M 3 Node 1 is assumed to be located at 0 0 mm and a total of seven nodes NODES are spaced from Node 1 at 305 mm in the global x direction d X and at 0 mm in the global y direction d Y increasing in node number by 1 d NODE It is also possible to use a combination of the two representations as shown in Table M 4 Table M 4 Structure Data File Input Field for Nodal Coordinates Mixed Input A Nodal Coordinates NODE X Y NODES d NODE d X d Y up to 2 directions 1 0 0 5 1 305 0 6 1525 0 7 1830 0 Structure Parameters continue with the Member Indices which specify the two node numbers associated with each member as shown in Table M 5 where MEM is the member number NODE and NODE2 are the two end node number of the member MEM TYPE is the member type cr
21. 79 1 99 0 84 79 801 8 77 0 49 2 35 0 13 9 39 0 73 0 57 2 52 0 41 75 183 0 54 0 19 0 78 0 43 1 16 0 20 0 25 1 33 0 04 51 516 0 02 0 08 0 06 0 02 0 12 0 03 0 20 1 43 0 00 30 77 0 01 0 05 0 02 0 02 0 06 0 01 0 20 1 94 0 00 19 86 0 01 0 03 0 01 0 01 0 04 0 01 0 20 2 54 0 00 14 20 0 01 0 02 0 01 0 01 0 03 0 01 0 20 3 16 0 00 10 78 0 01 0 02 0 00 0 01 0 02 0 00 0 20 3 80 0 00 8 47 0 01 0 01 0 00 0 01 0 02 0 00 0 20 4 45 0 00 6 79 0 01 0 01 0 00 0 01 0 01 0 00 0 20 5 10 0 00 5 50 0 01 0 01 0 00 0 01 0 01 0 00 0 20 5 75 0 00 4 46 0 01 0 01 0 00 0 01 0 01 0 00 0 20 6 41 0 00 3 56 0 01 0 00 0 00 0 01 0 01 0 00 0 20 7 07 0 00 2 71 0 01 0 00 0 00 0 01 0 01 0 00 0 20 7 68 0 00 2 40 0 01 0 00 0 00 0 01 0 01 0 00 0 20 825 0 00 1 91 0 01 0 00 0 00 0 01 0 01 0 00 0 20 8 81 0 00 1 41 0 01 0 00 0 00 0 01 0 01 0 00 0 20 9 29 0 00 1 01 0 01 0 00 0 00 0 01 0 01 0 00 0 20 9 67 0 00 0 71 0 01 0 00 0 00 0 01 0 00 0 00 0 20 10 05 0 00 0 42 0 01 0 00 0 00 0 01 0 00 0 00 0 20 10 43 0 00 0 14 61 NNN l2 DW DR BB a Be Re eB Re Re Re DWP eee Re Re re rE OOO OO CO In Table M 56 the maximum crack width of 2 55 mm is calculated for the extreme tension layer Layer 34 with almost zero degree angle from the vertical plane indicating a flexural cracking Diagonal shear cracking is calculated for Layer 16 with a crack width of 1 14 mm Compared to the flexural cracking the shear cracking is not significant The FC
22. 836 0 434 0 072 0 24 6 0 269 0 111 3 623 1 037 0 550 0 088 0 30 In Table M 47 M is the member number ECL is the axial concrete strain at the mid depth of the cross section GXY is the shear strain of the concrete at the mid depth PHI is the curvature Advanced users may refer to Section 3 6 11 of Guner 2008 for the formulations ESL MAX is the maximum longitudinal reinforcement strain ESL MIN is the minimum longitudinal reinforcement strain EST MAX is the maximum transverse reinforcement strain and WCR MAX is the maximum average crack width for the related member All reinforcement strains are average values The Output File continues with the Detailed Member Output for the members defined in the Detailed Member Output List in Table M 11 For illustrative purposes consider Member 5 of VS Al beam The Detailed Member Output starts with the average sectional values as shown in Table M 48 Table M 48 Output File Member Section Average Values MEMBER SECTION STRESSES AND STRAINS Ae ole ole ole ole ole K K ole ole ole ole oe ole ole oe ole ole oe ole ole fe ole ole fe ole ole fe ole ole fe ole ole 2K ole ole ole ole ole ole ok AVERAGE VALUES MEMBER 5 MOMENT 247 7 kN m CURVATURE 4 309 me m AXIAL LOAD 0 6 kN AXIAL STRAIN 0 360 me SHEAR 1724kN SHEAR STRAIN 0 593 me The Output File continues with the Crack Conditions as shown in Table M 49 55 NC WCR mm 1 0 00 2 0 00 3 0 00 4 0 00 5 0 00 25 0 14 26 0 1
23. Dynamic Analysis Parameters DYNAMIC ANALYSIS PARAMETERS ae K ole oe ole ole ole ole ole ole ole K ole ole oe ole ole oe ole ole K ole ole oe ole ole ole ole ole K ole ole ole ok Time Integration Method 1 3 3 Damping Assigned to Ist Mode a Damping Assigned to 2nd Mode 2 Damping Ratio for Ist Mode 0 Damping Ratio for 2nd Mode 0 Ground Accel Factor in x dir 1 0 Ground Accel Factor in y dir 0 0 Mass Factor due to Self Weight 1 0 Possible input values for the Dynamic Analysis Parameters are listed below Time Integration Method 1 Newmark s Average Acceleration 2 Newmark s Linear Acceleration 3 Wilson s Theta Method The default option 3 is recommended as the time integration method As discussed in Section 7 10 of Guner 2008 the use of Newmark s Methods may require the use of additional viscous damping for stability reasons In addition Newmark s Linear Acceleration Method is a conditionally stable procedure as discussed in Section 7 6 4 of Guner 2008 More details on these time integration methods are found in Chapter 7 of Guner 2008 Additional Viscous Damping When using either the Rayleigh or the Alternative Damping as a way of providing additional viscous damping to the structure the selection of two vibrational modes and the specification of the corresponding damping ratios are required For the Rayleigh Damping the damping ratios for the remaining modes are calculated automatica
24. M 43 M is the member number PR SR and MR are the compatibility restoring axial shear and moment values as defined in Sections 3 4 3 and 3 6 8 of Guner 2008 PU SU and MU are the unbalanced axial shear and moment values as defined in Section 3 6 8 of Guner 2008 Unbalanced forces should ideally be zero at all load stages Significant unbalanced forces as compared to the total acting forces on the member see Table M 44 may indicate that the member is failing Such a situation is automatically detected by VecTor5 and the analysis is terminated as described in Section 3 12 of Guner 2008 However it is recommended inspecting the unbalanced forces for the load stages corresponding to the strength peak load capacity of the structure The Output File continues with the Member End Forces in the member oriented coordinate system given in Figure M 8 as shown in Table M 44 Table M 44 Output File Member End Forces MEMBER END FORCES ok of K K K KK 2k 2k ok ok of K of of ok K 2k ok ok ok M N VI MI N2 V2 M2 KN KN KN m EN kN kN m 0 42 123 30 0 00 0 42 123 30 37 55 0 41 123 30 37 55 0 41 123 30 75 03 0 38 123 30 75 03 0 38 123 30 112 44 0 31 123 31 112 44 0 31 123 31 149 82 0 22 123 31 149 82 0 22 123 31 187 17 0 08 123 31 187 17 0 08 123 31 224 66 DU bu Dn 53 In Table M 44 M is the member number N1 V1 and M1 are the axial force shear force and bending moment values of NODEI of the member N2
25. M 56 Table M 56 Detailed Output for Concrete Layers of Member 6 Beam VS A1 NC WCR SLIP STATE FCX FCY VC FCI FC2 FC2 FP BETA El E2 THETA1 mm mm MPa MPa MPa MPa MPa MPa x10 Deg 1 0 0 0 4 52 0 00 0 00 0 04 4 52 0 20 1 00 0 00 1 77 89 982 2 0 0 0 4 52 0 00 0 01 0 05 4 52 0 20 1 00 0 00 1 77 89 936 3 0 0 0 4 52 0 00 0 01 0 07 4 52 0 20 1 00 0 00 1 77 89 873 4 0 0 0 4 52 0 00 0 02 0 07 4 52 0 20 1 00 0 00 1 76 89 798 5 0 0 0 7 95 0 19 0 05 0 28 7 95 0 34 1 00 0 01 1 88 89 627 6 0 0 0 10 15 0 19 0 10 0 35 10 15 0 42 1 00 0 01 1 90 89 418 7 0 0 0 11 61 0 18 0 17 0 36 11 61 0 49 1 00 0 01 1 89 89 147 8 0 00 0 0 7 71 0 16 0 16 0 30 7 71 0 34 1 00 0 01 1 62 88 801 9 0 00 0 0 10 0 00 0 0 11 0 00 0 0 12 0 23 0 0 13 0 49 0 0 14 0 74 0 0 15 0 94 01 16 1 14 0 1 17 047 0 1 18 046 0 0 19 0 6 0 0 20 0 73 0 0 21 0 83 0 0 22 0 88 0 0 23 0 89 0 0 24 0 85 0 0 25 0 78 0 0 26 0 87 00 27 1 17 0 0 28 1 25 0 0 29 1 28 0 0 30 1 37 0 0 31 1 66 0 0 32 1 94 0 0 33 223 0 0 34 255 00 9 74 0 15 0 34 0 28 9 75 0 43 1 00 0 01 1 58 87 976 11 82 0 14 0 67 0 18 11 86 0 52 1 00 0 00 1 53 86 719 14 02 0 14 1 33 0 02 14 14 0 63 1 00 0 00 1 48 84 579 17 20 0 22 2 00 0 01 17 43 0 77 1 00 0 46 1 45 83 366 19 48 0 32 2 58 0 03 19 82 0 91 0 96 1 00 1 34 82 459 19 54 0 39 2 96 0 06 19 99 1 00 0 89 1 52 1 14 81 405 16 92 0 40 3 07 0 15 17 47 0 98 0
26. No of Load Stages 25400 Starting Load Stage No 1 Load Series ID 5 char max SS3 Load File Name Factors Case 8 char max Initial Final LS Inc Type Reps C 1 SS3 0 000 400 000 0 000500 1 50 0 2 NULL 0 000 0 000 0 000000 1 1 0 3 NULL 0 000 0 000 0 000000 1 1 0 4 NULL 0 000 0 000 0 000000 1 1 0 5 NULL 0 000 0 000 0 000000 1 1 0 ANALYSIS PARAMETERS Analysis Mode 1 2 3 Seed File Name 8 char max NULL Convergence Limit gt 1 0 1 00001 Averaging Factor lt 1 0 0 5 Maximum Iterations 100 Convergence Criteria 1 Results Files 1 Output Format 1 MATERIAL BEHAVIOUR MODELS Concrete Compression Base Curve 0 3 2 Concrete Compression Post Peak 0 3 1 Concrete Compression Softening 0 8 1 Concrete Tension Stiffening 0 5 1 Concrete Tension Softening 0 3 1 81 000 000 Table M 64 Job Data File for VecTor5 Analysis of Beam SS3a 1 Continued Concrete Tension Splitting Concrete Confined Strength Concrete Dilatation Concrete Cracking Criterion Concrete Crack Slip Check Concrete Crack Width Check Concrete Bond or Adhesion Concrete Creep and Relaxation Concrete Hysteresis Reinforcement Hysteresis Reinforcement Dowel Action Reinforcement Buckling Element Strain Histories Element Slip Distortions Strain Rate Effects Structural Damping Geometric Nonlinearity Crack Allocation Process 1 PRPRR SRPRPRPOO0ORAANNDNAPRNDN o00000000000H I pU uU PC EP E OOooO0o00 Kathy gabe cn e PPPPPPPPDONNDNPPPPPPRPP Tabl
27. Section 8 3 of Guner 2008 The Expanded Data Files as produced by VecTor5 are also presented in Table M 66 to Table M 68 Table M 62 Structure Data File for VecTor5 Analysis of Beam SS3a 1 o ok F ok x Structure Title Structure File Name No of No of No of No of No of Membe Membe Nodes Suppo rs r Types rt Nodes GENERAL PARAMETERS kK ok kk Kk kk k KK k k kk x x VecTor 5D STRUCTURE DATA 30 char 8 char max 50 max 10 max 45 max Support Restraints STRUCTURE PARAMETERS max Nodal Coordinates NOTE Coordinate units in mm lt lt lt lt lt FORMAT gt gt gt gt gt NODE X 1 0 5 940 12 2440 0 0 100 lt lt lt lt lt FORMAT gt gt gt gt gt MEM INC1 1 1 INC2 al 23 25 X d Y 5 0 0 0 ok kk kK kk kk k k k KK KK k x x ok ok F ok ox SS3 SS3 11 12 up to 2 dir B Member Indices Y NODES d NODE 4 1 7 1 MEM TYPE MEMS 1 10 2 T d MEM 1 d INC 1 lt up to 2 dir Table M 62 Structure Data File for VecTor5 Analysis of Beam SS3a 1 Continued 11 11 12 2 C Support Restraint List lt lt lt lt lt FORMAT gt gt gt gt gt NODE X RST Y RST Z RST NODES d NODE lt up to 2 dir 5 0 1 0 11 1 0 1 12 1 0 1 D Member Specifications MT Ela D ETE Ec e0 Mu Cc Kc Agg Dens Smx Smy MPa MPa MPa me d
28. UDL in Member Oriented Coordinate System Figure M 11 a A Member with Automatically Calculated Gravity Loads b Degrees of Freedom for Gravity Loads Figure M 12 a Member M in Reference Ambient Temperature of T C b Input Parameters for Temperature Loading Figure M 13 a A Member with Prescribed Nodal Displacements b Degrees of Freedom for Prescribed Nodal Displacements Figure M 14 a A Member with Additional Lumped Masses Initial Velocity and Const Acceleration Loading b DOF for Additional Lumped Masses Figure M 15 Multi Linear Force Time History Figure M 16 Multi Linear Force Time History with Automatically Added Branches Figure M 17 Suddenly Appearing Multi Linear Force Time History Figure M 18 Ground Acceleration Time History Loading Accelerogram Figure M 19 VecTor EQR Data File for Ground Acceleration Loads Figure M 20 Monotonic Loading Condition Figure M 21 Cyclic Loading Condition Figure M 22 Reversed Cyclic Loading Condition Figure M 23 Concrete Post Peak Response Modified Park Kent 1982 10 15 16 20 22 23 24 25 27 28 30 32 32 33 34 35 38 38 39 62 iv LIST OF TABLES Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Regular Input Mixed Input M 7 Structure Data File M 13 Load Data File M 14 Load Data File M
29. are printed out in the expanded data files Therefore 1t is recommended to check these files at the very beginning of the analysis for input errors and other inconsistencies Having the extension SSE the Expanded Structure Data File includes an organized list of values from the input Structure Data File see Table M 66 In addition it includes the concrete properties as calculated by VecTor5 for the selected concrete base curve Furthermore the longitudinal reinforcement ratios and the average crack spacings of the concrete layers in the element oriented axes are listed The members determined automatically for the shear protection see Table M 39 are also indicated in the member indices section of the expanded data file with SP 1 Having the extension L5E the Expanded Load Data Files include an organized list of loading details as read from the related Load Data File see Table M 67 Moreover nodal gravity loads and nodal masses due to the self weight of the structure as automatically calculated by VecTor5 are printed out in the cases when they are requested to be included in the analysis by the user Having the extension ESE the Expanded Eigen Analysis Results Data File include an organized list of all modal damping ratios if present all modal periods and the two mode shapes as selected by the user see Table M 68 Mass and stiffness proportionality coefficients as calculated by VecTor5 are also printed out in this file when usin
30. d Refer to Figure 4 7 of Guner 2008 for the graphical representation of this model Structure Parameters continue with the Member Specifications which specify the cross section properties of each member type 1 e cross section used as shown in Table M 8 MT 1 2 MT N Table M 8 Structure Data File Input Field for Member Specifications D Member Specifications fc ft Ec e0 Mu Cc Kc Agg Dens Smx Smy MPa MPa MPa me deg C mm hr mm kg m mm mm 22 60 0 0 0 0 0 0 0 0 0 0 33 20 0 0 0 0 0 0 0 0 0 0 Nc Ns Fyz St Dbt Fyt Fut Est Esht esht Cs Ref 4 MPa mm mm MPa MPa MPa MPa me deg C Type 34 3 600 210 6 4 600 649 200000 1530 3 0 0 1 34 2 500 110 6 4 500 600 200000 1000 8 0 0 1 For each member type used the parameters in Table M 8 must be defined MT 1s the member type or the cross section type f c is the concrete compressive strength f t is the concrete tensile strength Ec is the modulus of elasticity of concrete e0 is the strain corresponding to the peak stress of concrete Mu is the Poisson s ratio Cc is the 11 coefficient of thermal expansion of concrete Kc is the thermal diffusivity of concrete Agg is the maximum size of aggregate used in the concrete mixture Dens is the density of concrete Smx and Smy are the crack spacing in the element oriented x and y directions respectively as shown in Figure 3 18 and defined in Section 3 7 9 of Guner 2008
31. example for a full length load a L 0 0 and b L 1 0 for a half length load on the left hand side a L 0 0 and b L 0 5 and for a half length load on the right hand side a L 0 5 and b L 1 0 must be supplied Uniformly Distributed Loads act in the member oriented coordinate system with the positive values w acting in a direction oriented from the top to the bottom of the member as defined in Figure M 3 For example for the member shown in Figure M 10 the positive uniformly distributed load acts as shown in Figure M 10 NODE2 Figure M 10 A Member with Uniformly Distributed Load in Member Oriented Coordinate System The Load Case Data File continues with the Gravity Loads input field If the Gravity Loads are to be automatically included in the analysis this part of the Load Data File 24 must be filled in For the member in Figure M 11 the Gravity Load input must be as shown in Table M 21 1 2 x W 1 2 x W GY 1 Self Weight W GX L a b Figure M 11 a A Member with Automatically Calculated Gravity Loads b Degrees of Freedom for Gravity Loads Table M 21 Load Data File Input Field for Gravity Loads Example 1 GRAVITY LOADS KK 2 K k k ole ole ole 2k ok ok ok ok ok K M GX GY 4M d M y 1 0 1 In Table M 21 the input field in the brackets may be used for specifying a number of members whose self weight is desired to be automatically considered M is the total number of members whose self
32. gt gt gt gt TIME ACC X ACC Y Table M 59 Load Data File for VecTor5 Analysis of Duong Frame Case VL XK k ks ck ck ok k ck KK kK ko OK VecTors5D LOAD DATA XK k ks ck ck ok k KK k Kk ox LOAD CASE PARAMETERS kkkkkkkkkkkkkkkkkkkxk Load Case ID 15 char max VL Load Case Data File 8 char max VL Load Factored 0 1 1 Time Factored 0 1 0 No of Loaded Nodes 2 No of Members w End Action Loads 0 No of Members w Concentrated Loads 0 No of Members w Distributed Loads 0 No of Members w Gravity Loads 0 No of Members w Temperature Loads 0 No of Members w Concrete Prestrain 0 No of Members w Support Displacements 0 No of Nodes w Lumped Mass Assignments 0 No of Nodes w Impulse Loads 0 No of Ground Acceleration Data 0 NODAL LOADS kkkkkkkkkxkxk lt NOTE gt UNITS KN kN m lt lt lt lt lt FORMAT gt gt gt gt gt NODE Fx Fy Mz HNODE d NODE d Fx d Fy d Mz 2 35 0 420 0 0 53 0 420 0 0 MEMBER END ACTIONS kkkkkkkkkkkkkkkkkxk lt NOTE gt UNITS KN kN m lt lt lt lt lt FORMAT gt gt gt gt gt M AF1 SF1 BM1 AF2 SF2 BM2 M d M lt 2 A CONCENTRATED LOADS ckckckckckckckckckck ck ck ck ck ck kk lt NOTE gt UNITS kN kN m m lt lt lt lt lt FORMAT gt gt gt gt gt M Fx Fy Mz x L EM d M d Fx d Fy d Mz lt 2 73 Table M 59 Load Data File for VecTor5 Analysis of Duong Frame Case VL Continued UNIFORMLY DISTRIBUTED LOADS
33. the corresponding input becomes as shown in Table M 16 a kN QNI don S0 kNm 50 kN 10 kN Figure M 7 Part of a Structural Model with Nodal Loads Table M 16 Load Data File Input Field for Nodal Loads Compact Input Example 2 NODAL LOADS EEES lt NOTE gt UNITS kN kN m NODE Fx Fy Mz ZNODE d NODE d Fx d Fy d Mz 2 2 0 10 50 3 2 0 20 50 It is also possible to use a combination of the two representations described above For example the loading in Figure M 7 can be input as shown in Table M 17 2 Table M 17 Load Data File Input Field for Nodal Loads Mixed Input NODAL LOADS EEES lt NOTE gt UNITS kN kN m NODE Fx Fy Mz NODE d NODE d Fx d Fy d Mz lt 2 2 0 10 50 2 2 0 20 50 6 0 50 150 The Load Case Data File continues with the externally applied Member End Actions input field as shown in Table M 18 For any member subjected to mechanical forces this section of the Load Data File must be filled in Contrary to the Nodal Loads this type of load is defined relative to the member oriented axes as shown in Figure M 8 Table M 18 Load Data File Input Field for Member End Actions MEMBER END ACTIONS 3K K ole ole ole ole K ole ole ole ole ole ole ole ole K ole ole oe ole ole ole K lt NOTE gt UNITS kN kN m M AFI SF1 BM1 AF2 SF2 BM2 HM d M 2 In Table M 18 M is the member number AF is the axial force SF is the shear force and BM is the bend
34. time history loads and impact loads defined with an impacting mass and impact velocity The first input in the Load Case Data File for dynamic analyses is the Additional Lumped Masses Through this input field it is possible to assign additional nodal lumped masses to the nodes Lumped masses due to the self weight of the structure can automatically be considered if desired through the Auxiliary Data File which is explained in Section M3 4 see Table M 40 Additional Lumped Masses are automatically added to these self masses The resulting nodal masses are printed out in the related Expanded Load Data File see Table M 67 The purpose of this input field is to define Additional Lumped Masses and is to assign Initial Velocities and Constant Accelerations to any mass which may be an additional or automatically calculated mass due to self weight As an example for the model shown in Figure M 14 a the Additional Lumped Masses must be input as shown in Table M 27 29 Constant Acceleration 9 81 m s Initial Velocity 4 0 m Initial Velocity 8 0 m s e eso CE 3 Y Additional Lumped Mass 105 5 kg T 12 lt 2 3 4 5 6 7 8 910 s DOFY 1 Masses due to Self Weight DOFX 1 a b Figure M 14 a A Member with Additional Lumped Masses Initial Velocity and Constant Acceleration Loading b Degrees of Freedom for Additional Lumped Masses Table M 27 Load Data File Additional Lumped Masses ADDITIONAL LUM
35. weight are to be included and d M is the increment in the member number For example for a structure model consisting of 100 members the gravity load input must be as shown in Table M 22 Table M 22 Load Data File Input Field for Gravity Loads Example 2 GRAVITY LOADS LLLLLLLLLLLLLLLLII M GX GY 4M d M 2 1 0 1 100 1 Although Gravity Loads generally act in the negative Y direction as defined in Figure M 11 b it is possible to consider other directions as well 25 Gravity Loads are automatically calculated by VecTor5 through the use of Eq M 12 W pxA xLxg M 12 where W is the total self weight of the member in kN p is the density of concrete Ag is the gross cross sectional area in mm A is the depth of the cross section in mm and L is the length of the member in mm Modifiable by the user the default value of density for normal weight reinforced concrete was assumed to be 2400 kg m Half of the total weight of the member is transferred to each end node The Load Case Data File continues with the Temperature Loads input field as shown in Table M 23 In the case of a thermal analysis this part of the load case must be filled in Table M 23 Load Data File Input Field for Temperature Loads TEMPERATURE LOADS Ae ole ole K ole ole K K ole ole ole ole oe ole ole 2 ole ole ole ole ole ok lt NOTE gt UNITS Deg C hrs M TI T2 T1 T2 TIME ZM d M 2 In Table M 23 TI is the initial t
36. x LOAD STAGE NO 2 x x LOAD FILE LOAD FACTOR x x USATUL 0 500 x X X X X X X X X X X OX OX X XK OX 0X OX XK OX OX OX OX OX OX X X X X X x ITERATION CONUERGENCE 1 99 999992 2 99 999992 3 1 001743 4 1 001134 5 1 000855 6 1 000512 7 1 000267 8 1 000148 9 1 000092 10 1 000060 11 1 000037 12 1 000021 13 1 000011 14 1 000006 15 1 000003 STORING RESULTS IN ASCII FILE USA1_02 A5E X 0X X OX OX OX XK XK 0X XK 0X XK 0X XK 0X OX OX OX OX OX OX OX OX OX XK X X X X x x LOAD STAGE NO 3 x x LOAD FILE LOAD FACTOR x x USATUL 1 000 x X X X X X X X X X X X X X X X X X X X X X X X X X X X X x x v Figure M 1 A Screen Shot during the VecTor5 Analysis 5 The load deflection data can be extracted by the provided post processing program VT5Data exe It is required to enter the Load Series ID VSA1 for the example analysis above the Reaction Node and the Displacement Node when asked by the program A data file results dat will be added to the same folder including the requested load deflection data The Output Files of the load stages corresponding to the strength peak load capacity of the structure should be inspected to determine the damage or failure mode as explained in Section M4 2 The Output Files of the load stages corresponding to the serviceability limit state of the structure may also be inspected to determine such parameters as crack widths deflections reinforcement and concrete stresses for comparisons with the allowabl
37. 0 0 00 0 64 2 09 0 94 1 23 2 35 2 28 1 66 1 80 1 95 1 68 1 94 1 84 1 73 1 61 1 48 1 48 1 59 1 44 1 28 1 12 0 96 0 81 0 68 0 56 0 45 0 36 0 28 0 21 0 15 0 04 0 00 0 00 0 00 0 00 FC1 0 02 0 29 0 01 0 01 0 20 0 11 0 02 0 05 0 09 0 08 0 01 0 01 0 01 0 01 0 01 0 31 0 56 0 60 0 63 0 65 0 66 0 66 0 66 0 65 0 64 0 63 0 62 0 61 0 58 0 19 0 01 0 01 0 01 0 01 FC2 FC2 FP BETA El MPa 15 07 15 13 12 36 9 57 13 34 12 47 10 70 10 25 9 79 9 04 8 23 7 38 6 52 5 65 4 79 3 09 2 92 2 48 2 02 1 61 1 27 0 97 0 73 0 54 0 38 0 27 0 18 0 11 0 07 0 03 0 01 0 01 0 01 0 01 MPa 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 6 0 6 0 5 0 4 0 4 0 4 0 3 0 3 0 2 0 2 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 8 0 6 0 8 0 8 0 7 0 6 0 6 0 5 0 5 0 5 0 4 0 4 0 4 0 3 0 3 0 3 0 3 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 x10 0 001 0 01 1 484 3 599 1 099 1 624 2 693 2 842 2 91 3 536 3 456 3 596 3 636 3 584 3 452 3 093 2 822 2 649 2 488 2 337 2 202 2 083 1 98 1 894 1 826 1 779 1 753 1 745 1 754 1 782 1 816 1 85 1 893 1 944 E2 x10 0 596 0 586 0 474 0 425 0 517 0 479 0 422 0 396 0 372 0 334 0 301 0 266 0 234 0 201 0 17 0 11 0 103 0 087 0 071 0 057
38. 0 0 00 0 00 6145 0 0 0 00 0 00 10 61 5 0 0 0 00 0 00 61 5 0 0 0 00 0 00 11 0 0 0 0 0 00 0 00 30 8 0 0 0 00 0 00 12 0 0 0 0 0 00 0 00 0 0 105 5 8 00 9 81 86 Table M 68 Eigen Analysis Results Data File Created by VecTor5 for Beam SS3a 1 kK Kk XxX kk k Kk k KK kk k k KK kk k kk KK KK kk k OK E VecTorb5D ll EIGEN ANALYSIS RESULTS kk kk ck kk KK kK RR RR Xx KK KK KK kk XxX KK RR OK Structure File Name S83 Number of Modes Considered 21 Mode 1 for Rayleigh Damping 1 Mode 2 for Rayleigh Damping 2 Damping Ratio for Mode 1 0 00 Damping Ratio for Mode 2 2 0 00 Rayleigh Damp Coeff for Mass 1 8 0 000E 00 Rayleigh Damp Coeff for Stiff S 0 000E 00 MODAL DAMPING RATIOS ockckckckckck kckck kk k k kk kkk MODE DAMPING MODE DAMPING 1 0 00 12 0 00 2 0 00 13 0 00 3 0 00 14 0 00 4 0 00 15 0 00 5 0 00 16 0 00 6 0 00 17 0 00 7 0 00 18 0 00 8 0 00 19 0 00 9 0 00 20 0 00 10 0 00 21 0 00 11 0 00 MODAL PERIODS KKK KKK RK KR RK MODE PERIOD s MODE PERIOD s 1 0 178E 01 12 0 275E 03 2 0 487E 02 13 0 245E 03 3 0 266E 02 14 0 239E 03 4 0 140E 02 15 0 226E 03 5 0 895E 03 16 0 217E 03 6 0 729E 03 17 0 203E 03 7 0 546E 03 18 0 173E 03 8 0 499E 03 19 0 138E 03 9 0 400E 03 20 0 132E 03 10 0 321E 03 21 0 301E 04 11 0 284E 03 87 Table M 68 Eigen Analysis Results Data File Created by VecTor5 for Beam SS3a 1 Continued MODE SHAPES kckck kk kk kk Mode 1 Mode
39. 100 1100 1100 1100 1100 1100 1100 1100 1100 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 3000 1300 1450 1600 1750 1900 2050 2200 2350 2500 2650 2800 1300 1450 1600 o 000 200 450 700 950 1210 1440 1670 1900 2100 2300 2500 2750 3000 3250 3500 3750 4000 4200 200 450 700 950 1210 1440 1670 1900 2100 2300 2500 2750 3000 3250 3500 3750 4000 4200 2100 2100 2100 2100 2100 2100 2100 2100 2100 2100 2100 4200 4200 4200 DOI os 66 Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Continued 68 1750 4200 69 1900 4200 70 2050 4200 71 2200 4200 72 2350 4200 73 2500 4200 74 2650 4200 75 2800 4200 B Member Indices lt lt lt lt lt FORMAT gt gt gt gt gt MEM INC1 INC2 MEM TYPE MEMS d MEM d INC lt up to 2 dir 1 1 2 6 3 1 1 4 4 5 12 2 1 1 6 6 7 6 6 1 1 12 12 13 12 2 1 1 14 14 15 6 3 1 1 17 5 18 10 1 1 1 18 18 19 4 4 1 1 22 22 23 2 3 1 1 25 25 26 8 2 T 1 27 27 28 2 3 1 1 30 30 31 5 4 1 1 34 34 35 11 1 1 1 35 13 36 10 1 ah Y 36 36 37 4 4 i 1 40 40 41 2 3 1 1 43 43 44 8 2 1 1 45 45 46 2 3 1 1 48 48 49 3 4 1 1 52 52 53 9 1 1 1 53 26 54 7 1 1 1 54 54 55 1 10 1 1 64 64 44 7 1 1 1 65 35 65 7 1 1 1 66 65 66 1 10 a 1 76 75 53 7 1 1 1 C Support Restraint List lt lt lt lt lt FORMA
40. 1200 1200 4800 4800 Rebar Layers 2 308 2 2 308 6 0 10 2 308 6 2 308 2 2 308 2 2 078 3 2 078 2 2 078 6 0 8 2 078 6 2 078 2 2 078 3 F Db Fy mm MPa 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 19 5 447 Fu MPa 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 603 70 Es MPa 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 198400 Esh MPa 1372 1372 1372 1372 1372 1372 13 72 1372 1372 1372 1372 1372 1372 1372 1372 1352 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 1372 esh Dep PRPREPRPRRRPRPRPRPRPRPRRPRRPRPRRRRPRRPRPRRRRPRRRRRP me e Oo000000000000000000000000000000 Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Continued G Detailed Member Output List lt lt lt lt lt FORMAT gt gt gt gt gt MEM MEMS 54 55 62 6
41. 15 Load Data File M 16 Load Data File M 17 Load Data File M 18 Load Data File M 19 Load Data File M 20 Load Data File M 21 Load Data File M 22 Load Data File M 23 Load Data File M 24 Load Data File M 25 Load Data File M 1 Structure Data File Input Field for General Parameters M 2 Structure Data File Input Field for Nodal Coordinates Regular Input M 3 Structure Data File Input Field for Nodal Coordinates Compact Input M 4 Structure Data File Input Field for Nodal Coordinates Mixed Input M 5 Structure Data File Input Field for Member Indices Regular Input M 6 Structure Data File Input Field for Member Indices Compact Input M 8 Structure Data File Input Field for Member Specifications M 9 Structure Data File Input Field for Concrete Layers M 10 Structure Data File Input Field for Steel Layers M 11 Structure Data File Input Field for Detailed Member Output List M 12 Structure Data File Input Field for Detailed Member Output List Input Field for Load Case Parameters Input Field for Nodal Loads Regular Input VOD NO NO oo oc q Input Field for Support Restraint List Regular Input 11 11 15 17 18 18 19 20 Input Field for Nodal Loads Compact Input Examp 1 21 Input Field for Nodal Loads Compact Input Examp 2 21 Input Field for Nodal Loads Mixed Input Input Field for Member End Actions Input Field for Concentrated Loads Input Field for Uniformly Distributed Loads In
42. 2 FP values indicate that concrete layers in the compression zone sustain 20 of their peak strengths BETA values of 1 00 indicate that the sustained stress values correspond to the maximum strength of the concrete thereby indicating compression crushing for those layers In the default concrete post peak base curve of Modified Park Kent model Park Kent and Gill 1982 there is 0 20 x f e residual stress present as shown in Figure M 23 Therefore the stress values of 0 20 x fc 0 20 x 22 6 4 52 MPa for Beam VS A1 indicate concrete crushing if they are calculated in the post peak regime More details on this model can be found in Wong and Vecchio 2002 The strain in the tension reinforcement is approximately 8 3 x 10 indicating that the member is far from reaching the reinforcement rupture strain of 175 x 10 Note that FC2 FP and BETA values reported for the tension layers in Table M 55 and Table M 56 do not have any significance in the interpretation of damage or failure modes Post Peak Response Figure M 23 Concrete Post Peak Response Modified Park Kent Park Kent and Gill 1982 62 As a result the damage mode of Beam VS Al can clearly be interpreted as shear compression If there were no crushing of the concrete in Member 6 the damage mode would be diagonal tension If there were no significant diagonal shear cracking in Member 5 the damage mode would be flexure compression In addition fracture of the transver
43. 250 0 0 300 0 570 1 993 179 0 410 0 T 7 15 20 250 0 0 300 0 570 1 993 179 0 410 0 1 8 15 20 250 0 0 300 0 000 1 993 194 7 410 0 T 9 15 20 250 0 0 300 0 000 1 993 225 1 410 0 E 10 15 20 250 0 0 300 0 000 1 993 255 5 410 0 1 11 15 20 250 0 0 300 0 000 1 993 285 9 410 0 1 12 15 20 250 0 0 300 0 000 3 986 241 3 410 0 1 13 15 20 250 0 0 300 0 000 3 986 271 7 410 0 1 14 15 20 250 0 0 300 0 000 3 986 302 1 410 0 dl 15 15 20 250 0 0 300 0 000 3 986 332 5 410 0 1 16 15 20 250 0 0 300 0 000 3 986 362 9 410 0 1 17 15 20 250 0 0 300 0 000 3 986 362 9 410 0 1 18 15 20 250 0 0 300 0 000 3 986 332 5 410 0 84 Table M 66 Expanded Structure Data File Created by VecTor5 for Beam SS3a 1 Continued T 19 15 20 250 0 0 300 0 000 3 986 302 1 410 0 i 20 15 20 250 0 0 300 0 000 3 986 271 7 410 0 1 21 15 20 250 0 0 300 0 000 3 986 241 3 410 0 1 22 15 20 250 0 0 300 0 000 1 993 285 9 410 0 1 23 15 20 250 0 0 300 0 000 1 993 255 5 410 0 i 24 15 20 250 0 0 300 0 000 1 993 225 1 410 0 1 25 15 20 250 0 0 300 0 000 1 993 194 7 410 0 i 26 15 20 250 0 0 300 0 570 1 993 179 0 410 0 1 27 11 00 250 0 0 300 0 570 1 993 179 0 410 0 F 28 11 00 250 0 0 300 0 570 1 993 182 1 410 0 T 29 7 75 250 0 0 000 0 570 1 993 200 9 410 0 1 30 7 75 250 0 0 000 0 570 1 993 216 4 410 0 a 31 7 75 250 0 0 000 0 570 1 993 231 9 410 0 1 32 7 75 250 0 0 000 0 570 1 993 247 4 410 0 2 1 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 2 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 3
44. 3 d MEM up to 2 directions Table M 58 Load Data File for VecTor5 Analysis of Duong Frame Case HL XK ok kk kk kk k kk k kk k Kk X VecTorb5D LOAD DATA XK 0k ks ck ck ok KK KK k ko OK LOAD CASE PARAMETERS kkkkkkkkkkkkkkkkkkkXk Load Case ID 15 char max HL Load Case Data File 8 char max HL Load Factored 0 1 T Time Factored 0 1 0 No of Loaded Nodes 0 No of Members w End Action Loads 0 No of Members w Concentrated Loads 0 No Of Members w Distributed Loads 0 No of Members w Gravity Loads 0 No of Members w Temperature Loads 0 No of Members w Concrete Prestrain 0 No of Members w Support Displacements 1 No of Nodes w Lumped Mass Assignments 0 No of Nodes w Impulse Loads 0 No of Ground Acceleration Data 0 NODAL LOADS ckckckck ck kc ck ck kk lt NOTE gt UNITS kN kN m lt lt lt lt lt FORMAT gt gt gt gt gt NODE Fx Fy Mz NODE d NODE d Fx d Fy d Mz lt 2 MEMBER END ACTIONS kkkkkkkkkkkkkkkxkkxk lt NOTE gt UNITS kN kN m lt lt lt lt lt FORMAT gt gt gt gt gt M AF1 SF1 BM1 AF2 SF2 BM2 M d M lt 2 71 Table M 58 Load Data File for VecTor5 Analysis of Duong Frame Case HL Continued CONCENTRATED LOADS kkkkkkkkkkkkkkkxkkxk NOTE UNITS kN kN m m lt lt lt lt lt FORMAT gt gt gt gt gt M Fx Fy Mz x L EM d M d Fx d Fy d Mz lt 2 UNIFORMLY DISTRIBUTED LOADS kkkkkkkkkkkkkkkkkkkkk
45. 43 Output File Compatibility Forces Table M 44 Output File Member End Forces Table M 45 Output File Support Reactions Table M 46 Output File Nodal Displacements Table M 47 Output File Member Deformations Table M 48 Output File Member Section Average Values Table M 49 Output File Member Section Crack Conditions Table M 50 Output File Member Section Net Strains Table M 51 Output File Member Section Concrete Stresses Table M 52 Output File Member Section Long Reinforcement Strains and Stresses vi 28 30 31 33 36 37 39 39 40 41 41 42 45 47 49 51 52 53 53 54 54 55 55 56 56 57 58 LIST OF FIGURES Figure M 1 A Screen Shot during the VecTor5 Analysis Figure M 2 Schematic Representation of Analysis Process of VecTor5 Figure M 3 Orientation of Frame Members a Horizontal Member b Vertical Member c Member Cross Section d Global Coordinate System Figure M 4 Structure Data File Member Reference Types Figure M 5 Beam VS Al a Cross Section Details b Sectional Model Figure M 6 a A Member with Nodal Loads b Global Coordinate system Figure M 7 Part of a Structural Model with Nodal Loads Figure M 8 Member M with End Actions in the Member Oriented Coord System Figure M 9 A Member with Concentrated Load in the Global Coordinate System Figure M 10 A Member with UDL in Member Oriented Coordinate System Figure M 11 a A Member with Automatically Calculated Gravity Loads b D
46. 51 NC is the concrete layer number from the top of the cross section FCX is the longitudinal axial stress of the concrete FCY is the transverse stress of the concrete VCI is the shear stress of the concrete FCI and FC2 are the principal stresses of the concrete FP is the softened compressive strength of the concrete BETA is the coefficient for the concrete compression softening The Detailed Member Output continues with the Longitudinal Reinforcement Strains and Stresses as shown in Table M 52 Table M 52 Output File Member Section Longitudinal Reinforcement Strains and Stresses LONGITUDINAL REINFORCEMENT STRAINS amp STRESSES AVERAGE AT CRACK NS DEPTH TEMP STRAIN STRESS STRAIN STRESS FORCE mm C me MPa me MPa kN 1 50 0 0 00 0 434 86 81 0 000 0 00 26 04 2 424 0 0 00 0 650 143 05 0 674 140 47 143 05 3 488 0 0 00 0 836 167 15 0 894 186 34 234 01 In Table M 52 NS is the number of the steel layer from the top of the cross section DEPTH is the location of the steel layer from the top of the cross section TEMP is the temperature of the steel layer with respect to the Reference Temperature see Table M 39 The Detailed Member Output concluded with the Transverse Reinforcement Strains and Stresses as shown in Table M 53 58 Table M 53 Output File Member Section Transverse Reinforcement Strains and Stresses TRANSVERSE REINFORCEMENT STRAINS amp STRESSES AVERAGE AT CRACK NC STRAIN STRESS STRAIN STRESS
47. 6 27 0 19 28 0 22 29 0 24 CRACK CONDITIONS SLIP STATE mm MPa mm SCR 0 0 0 0 0 0 0 0 0 0 154 5 177 5 199 1 220 8 241 1 VCI 0 00 0 00 0 00 0 00 0 00 0 01 0 01 0 00 0 00 0 01 STATE 0 Layer uncracked 1 Tension Stiffening governs 2 Tension Softening governs 3 Reinf Reserve Capacity limited FC1 4 Crack Width Check limited FC2 5 VCImax limited FC1 MCFT 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 01 Table M 49 Output File Member Section Crack Conditions ooooo hn a aka a In Table M 49 NC is the concrete layer number from the top of the cross section WCR is the average crack width SCR is the average crack spacing VCI is the interface shear stress on crack surface SLIP is the crack shear slip of the DSFM Vecchio 2000 and STATE is the state of the concrete layer as defined in Table M 49 The Detailed Member Output continues with the Net Strains as shown in Table M 50 Table M 50 Output File Member Section Net Strains NC TEMP ECT Ne C me 0 00 0 567 0 00 0 541 0 00 0 512 NET STRAINS EX EY GXY me me me 0 484 0 000 0 005 0 465 0 000 0 016 0 444 0 000 0 028 56 El E2 THETA1 me me Deg 0 000 0 484 90 300 0 000 0 466 91 002 0 000 0 445 91 832 Table M 50 Output File Member Section Net Strains Continued 4 0 00 0 483 0 423 0 000 0 040 0 001 0 424 92 723 5 0 00 0 446 0 394 0 000 0 055 0 001 0 3
48. 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 4 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 5 11 00 250 0 0 000 0 000 0 000 410 0 410 0 2 6 11 00 250 0 0 000 0 000 0 000 410 0 410 0 2 7 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 8 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 9 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 10 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 11 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 12 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 13 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 14 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 15 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 16 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 17 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 18 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 TO 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 20 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 21 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 22 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 23 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 24 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 25 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 26 15 20 250 0 0 000 0 000 0 000 410 0 410 0 2 27 11 00 250 0 0 000 0 000 0 000 410 0 410 0 2 28 11 00 250 0 0 000 0 000 0 000 410 0 410 0 2 29 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 30 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 31 7 75 250 0 0 000 0 000 0 000 410 0 410 0 2 32 7 75 250 0 0 000 0 000 0 000 410 0 410 0 REINFORCEMENT LAYER DATA ck ckckockckckckockckckck ck ck ck kck ck ck kk kk
49. 96 93 993 25 0 00 0 873 0 874 0 001 0 044 0 875 0 000 1 442 26 0 00 0 912 0 913 0 000 0 032 0 913 0 000 0 999 27 0 00 0 943 0 944 0 000 0 022 0 944 0 000 0 666 28 0 00 0 975 0 975 0 000 0 015 0 975 0 000 0 444 29 0 00 1 006 1 005 0 000 0 035 1 006 0 000 0 999 In Table M 50 NC is the concrete layer number from the top of the cross section TEMP is the temperature of the concrete layer with respect to the Reference Temperature see Table M 39 ECT is the total strain EX EY and GXY are the net concrete strains El and E2 are the net concrete principal strains and THETAI is the inclination of the principal tensile stress field based on the MCFT Vecchio and Collins 1986 or the DSFM Vecchio 2000 The Detailed Member Output continues with the Concrete Stresses as shown in Table M 51 Table M 51 Output File Member Section Concrete Stresses CONCRETE STRESSES NC FCX FCY VC FCI FC2 FCZFP BETA MPa MPa MPa MPa MPa 13 134 0 000 0 069 0 003 13 134 0 580 1 00 12 667 0 000 0 222 0 001 12 671 0 560 1 00 12 119 0 000 0 388 0 010 12 131 0 536 1 00 11 554 0 000 0 551 0 024 11 580 0 512 1 00 10 798 0 012 0 757 0 041 10 851 0 480 1 00 Cn RR UC P 25 0 918 0 000 0 023 0 919 0 010 0 002 0 20 26 0 909 0 000 0 016 0 910 0 010 0 002 0 20 27 0 903 0 000 0 010 0 903 0 010 0 002 0 20 28 0 897 0 000 0 007 0 897 0 010 0 002 0 20 29 0 891 0 000 0 016 0 89 0 010 0 002 0 20 57 In Table M
50. Loaded Nodes of Members w End Action Loads of Members w Concentrated Loads of Members w Distributed Loads of Members w Gravity Loads of Members w Temperature Loads of Members w Concrete Prestrain of Members w Support Displacements of Nodes w Lumped Mass Assignments of Nodes w Impulse Loads of Ground Acceleration Data ZZZZZZZZZZZ oo Ooo Co o oo O ceerroceccococe In Table M 13 Load Case ID is for information purposes that is a name that describes the load case can be specified The Load Case Data File is the name of the load case which must be referred to in the Job Data File explained in Section M3 3 see Table M 30 The Load case data file must have the same name as the name of the L5R file saved in a particular folder of a personal computer For analyses including mechanical and dynamic loads the load must be factored i e Load Factored 1 The Time Factored option i e Time Factored 1 is only applicable when performing a thermal analysis which is explained in Section M3 3 see Table M 34 The following input fields in Table M 13 request the input of the total number of nodes with assigned nodal point 19 loads the total number of members with assigned loading and the total number of ground acceleration data The Load Case Data File continues with the Nodal Loads input field For any node subjected to mechanical forces this input field of the Load Data File must be filled
51. Loading Condition as shown in Table M 41 Table M 41 Output File General Analysis Parameters and Loading Condition Job Title VSAI Job File Name VSAI Date Jan 2004 Structure File Name VSAI Load Series I D VSAI Load Stage No 10 Iteration No 20 Convergence 1 000007 LOADING CONDITION 88 ole ole ole K ole K ole ole ole ole ole ole ole ole oe ole ole ole 2K ole LOAD CASE TITLE FILE NAME LOAD FACTOR VSA1 Vertical VSAIVL 4 500 The Output File continues with the Convergence Factors for the Compatibility Forces and the Effective Stiffnesses as shown in Table M 42 51 Table M 42 Output File Convergence Factors CONVERGENCE FACTORS Ae K ole K ole ole ole ole ole ole ole ole oe ole ole oe ole ole ole ole ole ole ole ole ole COMPATIBILITY FORCES EFFECTIVE STIFFNESSES M PU PU SU SU MU MU AX AX IZIZ IZ IO 1 1 000 1 000 1 000 1 000 1 000 1 000 2 1 000 1 000 1 000 1 000 1 000 1 000 3 1 000 1 000 1 000 1 000 1 000 1 000 4 1 000 1 000 1 000 1 000 1 000 1 000 5 1 000 1 000 1 000 1 000 1 000 1 000 6 1 000 1 000 1 000 1 000 1 000 1 000 In Table M 42 M is the member number PU SU and MU are the compatibility axial shear and moment values at the last iteration iteration number 20 for this example PU SU and MU are the compatibility axial shear and moment values at the iteration one before the last iteration iteration number 19 for this example Advanced users may refer to Section 3 6 of Guner 2008 for
52. OTE gt UNITS Deg C hrs lt lt lt lt lt FORMAT gt gt gt gt gt M T1 T2 T1 T2 TIME 4M d M lt 2 CONCRETE PRESTRAINS kkkkkkkkkkkkkkkk kkxk lt NOTE gt UNITS me lt lt lt lt lt FORMAT gt gt gt gt gt M STRAIN ELMT d ELMT d STRAIN lt 2 PRESCRIBED NODAL DISPLACEMENTS kkkkkkkkkkkkkkkkkkkkkkkkkkkxkkk lt NOTE gt UNITS mm rad lt lt lt lt lt FORMAT gt gt gt gt gt Jnt DOF DISPL Jnt d Jnt ADDITIONAL LUMPED MASSES kkkkkkkkkkkkkkkkkkkkkxkkk lt NOTE gt UNITS kg m s lt lt lt lt lt FORMAT gt gt gt gt gt NODE DOF X DOF Y MASS Vo X Vo Y Acc X Acc Y NODE d NODE 12 1 1 105 5 O0 8 0 0 9 81 i IMPULSE BLAST AND IMPACT FORCES kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk lt NOTE gt UNITS Sec kN lt lt lt lt lt FORMAT gt gt gt gt gt Jnt DOF T1 F1 T2 F2 T3 F3 T4 FA NODE d NODE 80 Table M 63 Load Data File for VecTor5 Analysis of Beam SS3a 1 Continued GROUND ACCELERATION ckckckckckck ck ckck kck ck k kk kk NOTE UNITS Sec G lt lt lt lt lt FORMAT gt gt gt gt gt TIME ACC X ACC Y Table M 64 Job Data File for VecTor5 Analysis of Beam SS3a 1 XK k kk kkk k kxk k k VecTor JOB DATA XK k k ck ck ok kK k ck xk OK Job Title 30 char max SS3 Job File Name 8 char max SS3 Date 30 char max Nov 2007 STRUCTURE DATA Structure Type 5 File Name 8 char max SS3 LOADING DATA
53. PED MASSES LLLLLLLLLLLLLLLLLLLLLLLLLLLLII lt NOTE gt UNITS kg m s NODE DOF X DOF Y MASS Vo X Vo Y Acc X Acc Y NODE d NODE 1 0 1 0 0 40 0 0 12 0 1 105 5 0 8 0 0 9 81 In Table M 27 NODE is the node number to which the following assignments can be made DOF X and DOF Y are the possible degrees of freedom for the assignments A value of 1 must be entered to activate the degree of freedom and a value of 0 must be entered to ignore that degree of freedom It is possible to consider both x and y degrees of freedom simultaneously Vo X and Vo Y are the initial velocities in the x and y directions shown in Figure M 14 b as DOFX and DOFY Acc X and Acc Y are the constant accelerations in the x and y directions respectively Note that the Additional Lumped Masses and the related assignments must be associated with the Load Case 1 as defined in Section M3 3 see Tables M 35 and M 36 because all the additional lumped masses must be defined only once Also note that neither Additional Lumped Masses nor the automatically calculated self masses are converted to the static loads they are only used in dynamic analyses The automatic consideration of 30 the self weight of the structure as static loads occurs through the Load Data File as explained in Section M3 2 see Tables M 21 and M 22 Initial velocities are useful in performing impact analyses when only the impacting mass and the impact velocity are known The techniq
54. SS3 8 char max SS3 1 1 OF s 0 0 0 No of Loaded Nodes No of Members w End Action Loads No of Members w Concentrated Loads No of Members w Distributed Loads No of Members w Gravity Loads No of Members w Temperature Loads No of Members w Concrete Prestrain No of Members w Support Displacements No of Nodes w Lumped Mass Assignments No of Nodes w Impulse Loads No of Ground Acceleration Data oohHhooooooo 0 NODAL LOADS ckckckck ck kc ck ko kk NOTE UNITS kN kN m lt lt lt lt lt FORMAT gt gt gt gt gt NODE Fx Fy Mz NODE d NODE d Fx d Fy d Mz lt 2 A MEMBER END ACTIONS ckckckckckckckockckckck RR KR lt NOTE gt UNITS kN kN m lt lt lt lt lt FORMAT gt gt gt gt gt M AF1 SF1 BM1 AF2 SF2 BM2 M d M lt 2 79 Table M 63 Load Data File for VecTor5 Analysis of Beam SS3a 1 Continued CONCENTRATED LOADS kkkkkkkkkkkkkkkxkkxk lt NOTE gt UNITS kN kN m m lt lt lt lt lt FORMAT gt gt gt gt gt M Fx Fy Mz x L M d M d Fx d Fy d Mz lt 2 UNIFORMLY DISTRIBUTED LOADS kkkkkkkkkkkkkkkkkkkkkkkkkxkxk lt NOTE gt UNITS kN m m lt lt lt lt lt FORMAT gt gt gt gt gt M W a L b L M d M d W 2 GRAVITY LOADS ckckck kk kk kk kk lt NOTE gt lt lt lt lt lt FORMAT gt gt gt gt gt M Gx Gy HMM d M lt 2 TEMPERATURE LOADS kkkkkkkkkkkkkkkxk k lt N
55. T gt gt gt gt gt NODE X RST Y RST Z RST NODES d NODE lt up to 2 dir 1 1 1 0 2 1 1 0 7 1 1 0 11 1 1 0 16 1 1 0 17 1 1 0 67 MT NRRPROWON HU FPWND N Ro MT WO ITAU i00 N HS 10 MT UNNNNNNNRRARRRRR Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Continued D Member Specifications ocpE Ec MPa MPa MPa 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 42 9 0 30058 Nc Ns Fyz St 4 MPa mm 30 2 506 300 30 2 455 130 30 3 455 130 30 4 455 130 30 3 455 130 30 2 455 175 30 2 506 300 30 2 455 130 30 3 455 130 30 4 455 130 30 3 455 130 30 2 455 175 Dc Wc Rho t mm mm 10 300 0 0 10 300 0 158 10 300 0 158 20 300 0 158 10 300 0 158 10 300 0 158 10 300 0 0 10 300 0 0 10 300 1 026 10 300 1 026 20 300 1 026 10 300 1 026 10 300 1 026 10 300 0 0 10 300 0 0 68 eo Mu Ce Kc Agg Dens Smx Smy me deg C mm2 hr mm kg m3 mm mm DIAS 10 0 4320 0 0 0 0 2 31 0 0 4320 0 0 0 0 2 31 0 0 4320 0 0 0 0 2534 0 0 4320 0 0 0 0 2 31 0 0 4320 0 0 0 0 2 91 40 0 4320 0 0 0 0 2 91 0 0 4320 0 0 0 0 2 3l 0 0 4320 0 0 0 0 2 31 0 0 4320 0 0 0 0 2 33 CO 0 4320 0 0 0 0 24 31 0 0 4320 0 0 0 0 2 31 0 0 4320 0 0 0 0 Dbt Fyt Fut Est Esht esht Cs mm MPa MPa MPa MPa me deg C 9 5 506 615 210000 1025 28 3 0 00001 11 3
56. USER S MANUAL OF VECTOR5 by Serhan Guner Frank J Vecchio September 2008 O Copyright by S Guner and F J Vecchio 2008 ABSTRACT VecTor5 is a computer program for nonlinear sectional analyses of two dimensional frame related structures consisting of beams columns and shear walls subjected to temperature static and dynamic loading conditions Based on the Modified Compression Field Theory MCFT and the Disturbed Stress Field Model DSFM VecTor5 uses a smeared rotating crack approach for reinforced concrete based on a total load secant stiffness formulation The purpose of this report is to present the program documentation of VecTor5 This documentation discusses the analysis process of VecTor5 by describing the preparation of input text files and the interpretation of output text files The input text files for two example analyses are also presented in the appendices This report is intended to be a comprehensive and practical manual for the analyst describing the preparation of input files through numerical examples In addition when necessary the appropriate use of the different formulations and options are discussed The theoretical basis for the program can be found in Guner 2008 This manual the basic version of VecTor5 the PhD thesis of Guner the contact information of the authors and other pertinent information can be found in the VecTor Analysis Group Website at www civ utoronto ca vector
57. V2 and M2 are the axial force shear force and bending moment values of NODE2 of the member The Output File continues with the Support Reactions in the global coordinate system given in Figure M 6 b as shown in Table M 45 Table M 45 Output File Support Reactions SUPPORT REACTIONS 3K ole ole ole ole ole 3K ole ole ole ole ole ole ole ole ole ole ole 2K ke NODE X REAC Y REAC Z REAC kN kN kN m 1 0 00 123 31 0 00 0 00 123 31 224 66 The Output File continues with the Nodal Displacements in the global coordinate system given in Figure M 6 b as shown in Table M 46 Table M 46 Output File Nodal Displacements NODAL DISPLACEMENTS 3K K K 2K K 3K K 3K 3K 3K 2K K K 3K ceo eoe eek NODE X DSPL Y DSPL Z ROT mm mm Rad 1 0 228 0 000 0 00336 2 0 231 1 035 0 00332 3 0 224 2 052 0 00310 4 0 197 2 981 0 00265 5 0 149 3 752 0 00199 6 0 082 4 296 0 00111 7 0 000 4 500 0 00000 The Output File continues with the Member Deformations as shown in Table M 47 54 Table M 47 Output File Member Deformations MEMBER DEFORMATIONS Ae ole ole ole ole ole ole ole ole ole 3K ole ole ole ole oe ole ole oe ole ole le ole ole M ECL GXY PHI ESL MAX ESL MIN EST MAX WCR MAX me me me m me me me mm 1 0 002 0 045 0 135 0 027 0 033 0 006 2 0 027 0 117 0 732 0 182 0 138 0 025 0 05 3 0 094 0 162 1 458 0 403 0 235 0 042 0 12 4 0 160 0 200 2 177 0 621 0 332 0 057 0 18 5 0 221 0 226 2 899 0
58. al Behaviour Models Continued Concrete Tension Stiffening 0 5 1 Concrete Tension Softening 0 3 1 Concrete Tension Splitting 1 2 1 Concrete Confined Strength 0 2 1 Concrete Dilatation 0 1 1 Concrete Cracking Criterion 0 4 1 Concrete Crack Slip Check 0 2 1 Concrete Bond or Adhesion 0 4 1 Concrete Creep and Relaxation 0 1 1 Concrete Hysteresis 0 3 1 Reinforcement Hysteresis 0 3 1 Reinforcement Dowel Action 0 1 1 Reinforcement Buckling 0 1 1 Element Strain Histories 0 1 1 Element Slip Distortions 0 4 1 Strain Rate Effects 0 2 1 Structural Damping 0 2 1 Geometric Nonlinearity 0 1 1 Crack Allocation Process 0 1 1 Two of these material behaviour models are applicable when performing a dynamic analysis as described below Strain Rate Effects 0 Not considered 1 CEB FIB 1990 model for the concrete and Malvar and Crawford model 1998 for the reinforcement 2 CEB FIB 1990 model for the concrete and CEB FIB 1988 model for the reinforcement The default option 1 is recommended for the consideration of strain rate effects Details of these models can be found in Section 7 8 of Guner 2008 discussion of these options is presented in Section 8 8 5 of Guner 2008 Structural Damping 0 No additional viscous damping is considered 1 Rayleigh damping formulation is used with the additional viscous damping ratios specified in the Auxiliary Data File
59. anced users may refer to Section 3 10 of Guner 2008 for more detailed information on other averaging factors Maximum Number of Iterations The default value of 100 is suggested for the maximum number of iterations Section 3 12 of Guner 2008 includes more information on the use of larger number of maximum number of iterations for advanced users Convergence Criteria 1 Unbalanced Forces 2 Weighted Displacements 3 Maximum Displacements The default option 2 is recommended as the convergence criteria More detailed information on the convergence criteria formulations are found in Section 3 of Guner 2008 for advanced users Result Files 1 ASCII regular text Output Files and Binary Output Seed Files files 2 ASCII files only 3 Binary Files Only 4 ASCII and Binary Files Last Load Stage Only The default option 2 is recommended for the result files If there is a possibility of resuming the analysis with the use of Output Seed Files an option including the output of a binary seed file must be selected i e options 1 3 or 4 Output Format 1 To computer 44 There is only one output format currently available The Job Data File concludes with the Material Behaviour Models input field as shown in Table M 38 The material models which provide reasonable simulations in all analyses are defined as default options and listed in Table 4 1 of Guner 2008 The motivations for the availability of
60. ata input field as shown in Table M 31 Table M 31 Job Data File Input Field for Loading Data Monotonic Loads LOADING DATA No of Load Stages 101 Starting Load Stage No 1 Load Series ID 5 char max VSA1 Load File Name Factors Case 8 char max Initial Final LS Inc Type Reps C Inc 1 VSAIVL 0 000 50 000 0 500000 1 1 0 000 2 NULL 0 000 0 000 0 000000 1 1 0 000 3 NULL 0 000 0 000 0 000000 1 1 0 000 4 NULL 0 000 0 000 0 000000 1 1 0 000 2 NULL 0 000 0 000 0 000000 1 1 0 000 In Table M 31 Load Series ID is used to name the Output Files Output Files named VSA1 01 ASE VSAI_02 A5E and so on will be produced at each load time stage for this particular example The extension 02 indicates to which load time stage the Output File belongs If the output of seed files is requested in the Analysis Parameters defined below Output Files named VSA1 01 A5R VSA1_02 A5R and so on will also be produced A total number of five different load cases can be considered as temperature static or dynamic loads Temperature and static loads can be considered as monotonic cyclic or reversed cyclic Dynamic loads are applied with their magnitudes as specified in the Load Case Data File In other words the magnitude of the dynamic loads is not changed through the Job Data File Consider the three possible static analysis options below As an example of a monotonic loading condition consider the analysis of Beam VS A1 In the Load Data F
61. ather than as a Load Data File is its convenience As most earthquake records can be downloaded from the internet in a row oriented order they can be transformed to VecTor EOR Data File conveniently However it is not possible to apply two different ground acceleration records acting simultaneously in both the global x and y directions when using a VecTor EOR Data File When defining the earthquake acceleration data through the Load Data File it is possible to consider the different ground acceleration records acting simultaneously on the structure both components can also be scaled through the use of the Auxiliary Data File see Table M 40 M3 3 Job Data File VecTor JOB The Job Data File includes the input fields for the Loading Data Analysis Parameters and Material Behaviour Models The file starts with the information presented in Table M 30 Table M 30 Job Data File Input Field for Structure Data Job Title 30 char max VSA1 Beam Job File Name 8 char max VS AI Date 30 char max June 2008 STRUCTURE DATA Structure Type Es File Name 8 char max VSA1 In Table M 30 the Job Tile Job File Name and Date can be used for information purposes they are not required for the analysis operations Structure Type must be 5 indicating that this is a VecTor5 analysis The File Name should be the same as the Structure File Name as defined in Section M3 1 see Table M 1 36 The Job Data File continues with the Loading D
62. ble M 57 to M 61 In addition to the Structure Job and Auxiliary Data Files two Load Cases Load Data Files are included in this analysis Details of the structural model and loading are presented in Section 4 8 of Guner 2008 Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Structure Title Structure File Name 8 char max No of Members 1200 max No of Member Types 50 max No of Nodes No of Support Nodes No of oob ok ob ob ok ox XK ok kk kk kk k kk kk KK Kk ox VecTor 5D STRUCTURE DATA XK ok kk kk kk k kk kk KK Kk ox GENERAL PARAMETERS 30 char max Support Restraints STRUCTURE PARAMETERS A Nodal Coordinates NOTE Coordinate units in mm lt lt lt lt lt FORMAT gt gt gt gt gt NODE X 0 350 650 900 1100 1300 1500 1750 2050 2350 2600 H2m BtiO o 1oUim Ut N A Ho Y o0000000000 NODES A A RS d NODE d X d Y 65 Ok oko ob ob ok ox k Ok KVD KVD 76 12 s 15 UY 12 up to 2 dir 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 Table M 57 Structure Data File for VecTor5 Analysis of Duong Frame Continued 2800 3000 3200 3450 3750 4100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1
63. d reinforcement and damping effects on the structure The basic version of VecTor5 can be found in the software section of the VecTor Analysis Group website at www civ utoronto ca vector CHAPTER M2 ANALYSIS WITH VECTOR5 This chapter describes the analysis process with VecTor5 by introducing the input and output data files and by outlining an example analysis with VecTor5 The chapter concludes with a flowchart depicting the analysis process of VecTor5 M2 1 Input Data Files To perform an analysis with VecTorS at least four input text files are required namely the Structure Data File Job Data File Load Data File s and Auxiliary Data File Provided together with the program VT5 exe all input files have the fill in the blanks format and can easily be modified using a standard text editor such as Microsoft Windows Notepad Having the extension S5R the Structure Data File contains information regarding nodal coordinates member indices support restraints member specifications concrete layers rebar layers and detailed member output list Having the extension L5R the Load Data File contains information regarding nodal loads externally applied member end actions concentrated loads uniformly distributed loads gravity loads temperature loads concrete prestrains prescribed nodal displacements additional lumped masses impulse forces and ground accelerations The Job Data File VecTor JOB contains informati
64. detailed formulations These ratios are useful when evaluating the convergence characteristics for each member The Convergence factor of the complete structure in Table M 41 should also be considered in such an evaluation Convergence factors in excess of 1 5 should raise concerns about the validity of the analysis result of that particular load stage indicating that the structure may be failing Such a situation will most likely be visible on the load deflection curve of the structure In Table M 42 AX is the transformed axial stiffness Z is the transformed bending stiffness and O is the gross bending stiffness of the members The subscript indicates that the values come from the iteration one before the last iteration These ratios are useful when evaluating the convergence characteristics for each member in case of an Effective Stiffness Analysis as defined in Section M3 4 The Output File continues with Compatibility Forces for the Restoring Forces and the Unbalanced Forces in the member oriented coordinate system given in Figure M 8 as shown in Table M 43 52 Table M 43 Output File Compatibility Forces COMPATIBILITY FORCES EEE E ES RESTORING FORCES UNBALANCED FORCES M PR SR MR PU SU MU KN KN Nm EN kN kN m 1 19 5 817 0 0 3 0 0 00 0 0 2 137 21034 AN 0 0 00 0 0 3 5244 2955 7 1121 0 0 0 0 0 0 4 865 8 3635 7 1764 01 01 0 0 5 1183 6 4107 0 241 0 00 O1 0 0 6 1431 5 20124 305 8 0 0 00 00 In Table
65. e M 65 Auxiliary Data File for VecTor5 Analysis of Beam SS3a 1 k kK k k k k kkk kk KK KK kk VecTorbs5D Auxiliary Data XK ok k kK kk kk k XxX KK KK KK Kk OK GENERAL ANALYSIS PARAMETERS kkkkkkkkkkkkkkkkkkkkkkkkkkxkxkxk Section Analysis Mode 1 5 1 Shear Analysis Mode 0 4 3 Shear Protection 0 1 1 Concrete Aggregate Type 1 2 1 Reference Temperature deg C 20 0 DYNAMIC ANALYSIS PARAMETERS ck ckckockckckockockckckockockckckockckck ck kck ck ck k kk kk Time Integration Method 1 3 3 Mode 1 for Rayleigh Damping 1 Mode 2 for Rayleigh Damping 2 Damping Ratio for 1 0 Damping Ratio for 2 0 Ground Accel Factor in x dir 0 0 Ground Accel Factor in y dir 0 0 Mass Factor due to Self Weight 1 0 82 Table M 66 Expanded Structure Data File Created by VecTor5 for Beam SS3a 1 ke ko ck ck ok ko k ck k RR oe ko k RR RR x VecTorb5D EXPANDED STRUCTURE DATA XK ks ks ck ck ok ck ck ck k ko ck ok k KK ok k ko OK Structure File Name SS3 Structure Title SS3 Date Nov 2007 No of Members 11 No of Member Types 2 No of Nodes 12 No of Support Nodes E 3 No of Support Restraints 5 NODAL COORDINATES ckckckckckckckckckckck RAR KR mm Node X Coord Y Coord 1 0 0 0 0 2 235 0 0 0 3 470 0 0 0 4 705 0 0 0 5 940 0 0 0 6 1190 0 0 0 7 1440 0 0 0 8 1690 0 0 0 9 1940 0 0 0 10 2190 0 0 0 11 2440 0 0 0 12 2440 0 100 0 MEMBER INDICES ckckckckck c
66. e limits M2 5 Analysis Process of VecTor5 The analysis process with VecTor5 is schematically presented in Figure M 2 Input Files Expanded Output Files Analysis Results Output Files placed in the same folder at each load time stage when output of seed file is requested Output Files Produced at Each Load Time Stage PAE Ed At the End of the Analysis dynamic tme hisfory analysis only Sie lade VTSData exe Li CAN ei TESS Inspection of Figure M 2 Schematic Representation of Analysis Process of VecTor5 6 CHAPTER M3 VECTOR5 INPUT FILES This chapter describes the preparation of input files for an analysis with VecTor5 The characters and numbers shown with regular fonts are already present in the input files they should not be modified The input fields which must be filled in by the user are indicated with bold numbers and characters In several places in this chapter advanced users are referred to Guner 2008 for more detailed information For general applications by beginner and intermediate level users this manual should suffice on its own M3 1 Structure Data File S5R For demonstrative purposes the structural model of Beam VS Al is considered in the following section The details of this beam are presented in Section 4 5 of Guner 2008 The Structure Data File starts with the input field for the General Parameters as shown in Table M 1 Table M 1 Structure Data File Input Field fo
67. eedom as shown in Figure M 13 b Note that DOF can only be positive 1 or 2 the rotational degree of freedom is not considered in this type of loading T1 T2 T3 and T4 and Fl F2 F3 and F4 are the time and force values respectively as shown in Figure M 15 31 Force kN Time s Figure M 15 Multi Linear Force Time History Since small variations in the force time history may lead to significant differences in the computed responses special attention must be exercised when defining the force time history If the first point of the loading corresponds to a nonzero time i e T1 gt 0 a preceding branch which originates from the previous time step will be automatically added by VecTor5 to the loading as shown in Figure M 16 see the added branch 1 If the time step length is sufficiently small the added branch may have an effect similar to a suddenly appearing force at T1 gt 0 However for a force truly appearing suddenly a force time history similar to the history shown in Figure M 17 must be used Force kN Edo etes EXP ELI Added Branch 1 TI 72 T3 Time s F4 EUR Added Branch 2 Figure M 16 Multi Linear Force Time History with Automatically Added Branches 32 If the last point corresponds to a nonzero force i e F4 gt 0 a branch is automatically added which goes to zero in the following time stage as shown in Figure M 16 and Figure M 17 see the added branch 2 Force kN Ti
68. eg C mm2 hr mm kg m3 mm mm dL 46 7 0 27000 2 51 O 0 0 10 0 0 0 2 400 400 1000000 4 00 O 0 0 10 0 0001 0 0 A MT Nc Ns Fyz St Dbt Fyt Fut Est Esht esht Cs Ref 4 MPa mm mm MPa MPa MPa MPa me deg C Type 1 32 2 605 100 7 0 605 652 190250 2794 3 19 0 1 2 32 0 605 100 7 0 605 652 190250 2794 3419 0 3 E Concrete Layers MT De We Rho t Rho z Nx mm mm 5 1 7 75 250 0 0 57 4 1 11 250 0 3 0 57 2 1 15 2 250 0 3 0 57 1 1 15 2 250 0 3 0 18 1 15 2 250 0 3 0 57 1 1 11 250 0 3 Des Bd 2 1 hats 230 0 0 57 4 2 7 75 250 0 0 4 2 11 250 0 0 2 2 15 2 250 0 0 1 2 15 2 250 0 0 18 2 15 2 250 0 0 1 2 11 250 0 0 2 2 7 75 250 0 0 4 F Rebar Layers MT N Ys As Db Fy Fu Es Esh esh Dep mm mm2 mm MPa MPa MPa MPa me me 1 1 53 1400 29 9 464 630 195000 1088 12 5 0 1 2 357 1400 29 9 464 630 195000 1088 124 5 0 78 Table M 62 Structure Data File for VecTor5 Analysis of Beam SS3a 1 Continued G Detailed Member Output List lt lt lt lt lt FORMAT gt gt gt gt gt MEM MEMS d MEM lt up to 2 directions 3 4 5 6 8 9 10 Table M 63 Load Data File for VecTor5 Analysis of Beam SS3a 1 XK ok k kk kK kK kk kK k Kk OK VecTors5D LOAD DATA kK E wox kK k x xk Xx x E LOAD CASE PARAMETERS kckckckckck kck ck k ck k k kk AA Load Case ID Load Case Data File Load Factored Time Factored 15 char max
69. egrees of Freedom for Gravity Loads Figure M 12 a Member M in Reference Ambient Temperature of T C b Input Parameters for Temperature Loading Figure M 13 a A Member with Prescribed Nodal Displacements b Degrees of Freedom for Prescribed Nodal Displacements Figure M 14 a A Member with Additional Lumped Masses Initial Velocity and Const Acceleration Loading b DOF for Additional Lumped Masses Figure M 15 Multi Linear Force Time History Figure M 16 Multi Linear Force Time History with Automatically Added Branches Figure M 17 Suddenly Appearing Multi Linear Force Time History Figure M 18 Ground Acceleration Time History Loading Accelerogram Figure M 19 VecTor EQR Data File for Ground Acceleration Loads Figure M 20 Monotonic Loading Condition Figure M 21 Cyclic Loading Condition Figure M 22 Reversed Cyclic Loading Condition Figure M 23 Concrete Post Peak Response Modified Park Kent 1982 10 15 16 20 21 22 23 24 25 27 28 30 32 32 33 34 35 38 38 39 62 iv CHAPTER M1 INTRODUCTION VecTor5 is a nonlinear sectional analysis program for two dimensional frame related structures consisting of beams columns and shear walls subjected to temperature static and dynamic loading conditions Temperature loads include nonlinear thermal gradients static loads include monotonic cyclic and reversed cyclic load cases dynamic loads include base accelerations time history analysis under a
70. emperature of the top of the cross section 72 is the initial temperature of the bottom of the cross section 77 is the final temperature of the top of the cross section and 72 is the final temperature of the bottom of the cross section These temperature values are differential values with respect to the reference temperature which is defined in the Auxiliary Data File see Table M 39 Assuming a reference temperature of 20 C for example 77 must be 10 C for an initial temperature of 30 C at the top of the cross section TIME is the time duration for which the thermal loading acts on the member The input field in the brackets may be used to specify a number of members subjected to the same thermal loading 4M is the total number of members with the same thermal loading and d M is the increment in the member number Input values for a thermal 26 analysis are schematically presented in Figure M 12 More details regarding the thermal analysis are found in Section M3 3 see Table M 34 Member M Initial Condition Reference Temperature T C Differential from T C Tl c Top NODE2 Bottom 4 NODEI T2 C 3 Final Condition Differential from T C Top E Bottom T1 c a b Figure M 12 a Member M in Reference Ambient Temperature of T C b Top and Bottom Temperatures of the Member before and after the Thermal Loading The Load Case Data File continues with the Concrete Prestrains input field
71. er input errors which are not detected by the program therefore it is recommended to check all input files carefully before running the analysis The program produces at least two Expanded Data Files within the same folder It is recommended to check these files while the analysis is running for input errors and for other inconsistencies M2 4 Output Files The program produces one Output File with the extension of ASE for each of the load or time stages being considered In cases where the output of seed files are requested by the user an Output Seed File with the extension of ASR is also produced For example for the analysis of Beam VS A1 assume a load series ID of VSA1 is specified in the Job Data File as explained in Section M3 3 see Table M 31 In this case Output Files VSA1_01 A5E VSA1_02 A5E and so on will be produced where _02 indicates the load or time stage to which the Output File belongs During the analysis a convergence factor is printed out on the computer screen at each global frame analysis iteration at each load stage as shown in Figure M 1 Convergence factors are useful to monitor the stability and the validity of the load or time stages When the failure condition of the structure is reached large convergence factors will cause the program to terminate indicating the end of the analysis lll Administrator Command Prompt VTS EXE nl x X X X X X X X X X X X X X X X X X X X x X x X x x x x x x x x x
72. f Duong Frame Continued Reinforcement Hysteresis 3 Reinforcement Dowel Action Reinforcement Buckling Element Strain Histories Strain Rate Effects Structural Damping Geometric Nonlinearity Crack Allocation Process PPPPABPRPRP PRrRRRRReReR 0 0 0 0 Element Slip Distortions 0 0 0 0 0 Table M 61 Auxiliary Data File for VecTor5 Analysis of Duong Frame ok kk kK k KK k k kk KK k kk k k Kk OK VecTor5D E x Auxiliary Data k kK k k kkk KK kkk k k kk GENERAL ANALYSIS PARAMETERS ck ck A ckckckockckckockckckckockck ck ck ckck ck ck k kk kk Section Analysis Mode 1 5 1 Shear Analysis Mode 0 4 3 Shear Protection COSA s Concrete Aggregate Type 1 2 1 Reference Temperature deg C 20 0 DYNAMIC ANALYSIS PARAMETERS kkkkkkkkkkkkkkkkkkkkkkkkkkxkxkxk Time Integration Method 1 3 1 Mode 1 for Rayleigh Damping 1 Mode 2 for Rayleigh Damping 2 Damping Ratio for 1 0 Damping Ratio for 2 0 Ground Accel Factor in x dir 5 0 Ground Accel Factor in y dir 0 0 Mass Factor due to Self Weight 0 0 76 APPENDIX M2 EXAMPLE DYNAMIC ANALYSIS IMPACT LOADING As an example application the input data files of the SS3a 1 beam Saatci 2007 are presented in Table M 62 to Table M 65 In addition to the Structure Job and Auxiliary Data Files one Load Case Load Data File is included in this analysis Details of the structural model and loading are presented in
73. for 2 cycles will be applied before the load amplitude is increased by a factor of 5 0 5 x 1 0 mm 12 5 10 4 No of Load Stages 122 L Starting Load Stage No 1 2 75 Initial Factor 0 0 Ta Final Factor 5 0 S9 5 LS Increment 0 5 o Type 2 Cyclic 25 Reps 2 C Inc 5 0 1 21 41 61 81 101 121 141 Load Stage No Figure M 21 Cyclic Loading Condition 38 Table M 32 Job Data File Input Field for Loading Data Cyclic Loads LOADING DATA No of Load Stages 122 Starting Load Stage No jd Load Series ID 5 char max VSA1 Load File Name Factors Case 8 char max Initial Final 1 VSAIVL 0 000 5 000 2 NULL 0 000 0 000 3 NULL 0 000 0 000 4 NULL 0 000 0 000 5 NULL 0 000 0 000 Consider now the analysis of the beam under the same midspan displacement of 1 0 mm applied as a reversed cyclic load A loading protocol shown in Figure M 22 may be used for this purpose see Table M 33 for the input In this analysis a midspan displacement that will be changed in increments of 0 5 mm and a repeated for 2 cycles LS Inc 0 500000 0 000000 0 000000 0 000000 0 000000 Type Reps 2 2 1 1 1 1 1 1 1 1 will be applied before the load amplitude is increased by 5 0 mm 12 5 Load Factor 12 5 Figure M 22 Reversed Cyclic Loading Condition Load Stage No C Inc 5 000 0 000 0 000 0 000 0 000 No of Load Stages 241 Starting Load Stage No 1 Initial Factor 0 0
74. g a time history analysis through the Load Data File the scale factors are used to scale the input acceleration values in the x and y directions respectively In this case two different acceleration records can be defined in the Load Data File and applied with different scale factors simultaneously Mass Factor due to Self Weight To consider the nodal lumped masses due to the self weight of the structure a nonzero factor must be supplied A factor of 1 0 corresponds to the unfactored self mass of the structure Note that self masses are only used in dynamic analyses they are not converted to static forces The self weight of the structure can be automatically considered as static loads through the Load Data File as explained in Section M3 2 see Tables M 21 and M 22 50 CHAPTER M4 VECTOR5 OUTPUT FILES This chapter describes the analysis results Output Files produced by VecTor5 for each load or time stage The chapter also discusses the determination of damage or failure modes by examining the analysis results Output Files M4 1 Output Files Analysis Results As introduced in Section M2 4 VecTor5 produces one Output File with the extension of ASE for each of the load or time stages being considered For demonstrative purposes consider the analysis result of Beam VS A1 introduced in Section M3 1 for Load Stage 10 under the monotonic loading in Figure M 20 The Output File starts with the General Analysis Parameters and
75. g the Rayleigh damping option This file is only produced when performing a dynamic analysis Particularly useful for the dynamic analyses the modal periods found in this file are useful when selecting an appropriate time step length for the analysis as discussed in Section 7 9 of Guner 2008 M2 3 Performing an Analysis For illustrative purposes consider the analysis of a simply supported beam VS Al subjected to one static load case For this analysis a Structure Data File named VSAIL S5R a Load Data File named VSAIVL LSR a Job Data File named VecTor JOB an Auxiliary Data File named VT5 AUX and the executable program VT5 exe are needed The names of the files with the SSR and L5R extensions can be defined as desired The names of VecTor JOB and VT5 AUX must not be changed To resume a previous analysis the related Output Seed File with the extension of ASR is also needed see Table M 37 In the case of a dynamic time history analysis which is not defined in the Load Data Files the VecTor EOR Data File must also be provided as explained in Section M3 2 see Figure M 19 All of the files must be placed in the same folder of a personal computer The analysis can be initiated by running the VT5 exe program The program checks the input files before starting the analysis In some cases the input checking feature of the program might warn the user with a warning message or may terminate the analysis with an error message There may be oth
76. ile VSAIVL a vertical displacement of 1 mm was applied in the downwards direction at the midspan of the beam It is now desired to increase this displacement monotonically until failure takes place The loading pattern shown in Figure M 20 with 101 load stages and a load increment factor of 0 5 may be used for this purpose see Table M 31 for the input As the failure displacement of the beam is not 37 known before the analysis it is wise to consider a large number of load stages say 101 load stages with an increment of 0 5 mm to avoid the possibility of the termination of the analysis before the failure of the beam occurs Once the failure occurs the program will terminate automatically therefore there is no disadvantage of specifying a large number of load stages at the beginning of the analysis 60 No of Load Stages 101 Starting Load Stage No 1 Initial Factor 0 0 Final Factor 50 0 LS Increment 0 5 Load Factor O eo 20 Type 1 Monotonic Reps 1 not applicable 10 4 C Inc 1 not applicable 0 T T T T T 1 21 41 61 81 101 Load Stage No Figure M 20 Monotonic Loading Condition Consider now the analysis of the beam under the same midspan displacement of 1 0 mm applied as a cyclic load The loading pattern shown in Figure M 21 may be used for this purpose See Table M 32 for the input In this analysis a midspan displacement that will be changed in increments of 0 5 mm and repeated
77. in the global x and y coordinate system For illustrative purposes assume that the external loads shown in Figure M 6 are acting on a particular part of a structural model say Node 1 and Node 2 The corresponding input to the nodal loads field must be as shown in Table M 14 a0 KN A das Cr 10 kNm 50 kN a Figure M 6 a A Member with Nodal Loads b Global Coordinate System Table M 14 Load Data File Input Field for Nodal Loads Regular Input NODAL LOADS Ae K ole ole ole ole ole ole ole ole 2K ole ole K lt NOTE gt UNITS kN kN m NODE Fx Fy Mz NODE d NODE d Fx d Fy d Mz 2 1 30 0 10 2 0 50 20 In Table M 14 the input field in the brackets may be used for specifying a number of nodal loads following a certain incremental pattern ZVODE is the total number of nodes on which the nodal loads are acting d NODE 1s the increment in the node number and d Fx d Fy and d Mz are the increments in the x y and z component of the nodal load respectively For example the nodal load on Node 1 in Figure M 6 can be applied exactly on Node 2 as shown in Table M 15 20 Table M 15 Load Data File Input Field for Nodal Loads Compact Input Example 1 NODAL LOADS EEES lt NOTE gt UNITS kN kN m NODE Fx Fy Mz ZNODE d NODE d Fx Ey d Mz 2 1 30 0 10 2 1 0 0 It is possible to change the magnitude of the components in such a representation For example for the loading in Figure M 7
78. ing moment Suffixes 1 and 2 refer to NODEI and NODE2 defined in Section M3 1 see Figure M 3 Positive directions of the member end actions are presented in Figure M 8 for Member M In Table M 18 the input fields in the brackets may be used for specifying a number of members with the same end actions M is the total number of nodes on which the same member end actions are acting and d M is the increment in the member number AF2 NODE2__ M J AFI NODEI BM2 Fl 1 SF2 Ve ops BEI BMI Figure M 8 Member M with End Actions in the Member Oriented Coordinate System 22 The Load Case Data File continues with the Concentrated Load input field as shown in Table M 19 For any member subjected to mechanical forces acting within the two end nodes of the member this section of the Load Data File must be filled in Table M 19 Load Data File Input Field for Concentrated Loads CONCENTRATED LOADS FEI CASI III I I CK lt NOTE gt UNITS kN kN m m M Fx Fy Mz x L M d M d Fx d Fy d M2 QY In Table M 19 M is the member number x L is the ratio of the distance from NODE of the member to the concentrated load application point to the length of the members For Member 1 in Figure M 9 x L must be entered as 0 25 The input field in the brackets may be used for specifying a number of members with the end actions following a certain incremental pattern 4M is the total number of members on which the concentrated
79. k ck ck ck ck kk Member Incl Inc2 Member Type SP 1 1 2 1 0 2 2 3 1 0 3 3 4 1 0 4 4 5 1 1 5 5 6 1 1 6 6 7 1 0 T 7 8 1 0 8 8 9 1 0 9 9 10 1 0 10 10 11 1 1 11 11 12 2 1 83 Table M 66 Expanded Structure Data File Created by VecTor5 for Beam SS3a 1 Continued SP 0 Shear Protection is NOT Active 1 Shear Protection is Active SUPPORT RESTRAINT LIST okckckckckck kck ck kc kck k kk RR A 0 2 Free 1 Fixed Node X Rst Y Rst Z Rst 5 0 Jj 0 lil j 0 1 12 1 0 1 CONCRETE MATERIAL SPECIFICATIONS kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkXk Mem fc ft eo Ec MU Cc Kc Dens Agg Nc Typ MPa MPa me MPa C mm2 hr kg m3 mm 1 46 7 2 26 2 51 27000 0 0 15 1 00E 05 4320 2400 10 0 32 2 400 0 400 00 4 00 1000000 0 0 15 1 00E 05 4320 0 10 0 32 REINFORCEMENT COMPONENT PROPERTIES ckckckckckckckck ck ckck ck ckck ck kckck kck ck kck kk kk kk kkk Mem Fyz St Db Fyt Fut Est Esht esht Cs Ns Ref Typ MPa mm mm MPa MPa MPa MPa me C Typ 1 605 0 100 7 7 0 605 0 652 0 190250 0 2794 0 3 2 1 15E 05 2 1 2 605 0 100 0 605 0 652 0 190250 0 2794 0 3 2 1 15E 05 0 3 CONCRETE LAYER DATA RR ck ck k kk kk k Mem Layer Dc Wc RhoT RhoZ RhoL Smx Smy Typ mm mm 3 3 3 mm mm 1 1 7 75 250 0 0 000 0 570 1 2993 247 4 410 0 d 2 7 75 250 0 0 000 0 570 1 993 231 9 410 0 F 3 7 75 250 0 0 000 0 570 1 993 216 4 410 0 1 4 7 75 250 0 0 000 0 570 1 993 200 9 410 0 i 5 11 00 250 0 0 300 0 570 1 993 182 1 410 0 1 6 11 00
80. kkkkxkxk lt NOTE gt UNITS kN m m lt lt lt lt lt FORMAT gt gt gt gt gt M W a L b L M d M d W 2 GRAVITY LOADS ckckck kk kk kk kk lt NOTE gt lt lt lt lt lt FORMAT gt gt gt gt gt M GX GY HM a M e 2 TEMPERATURE LOADS kkkkkkkkkkkkkkkxk k lt NOTE gt UNITS Deg C hrs lt lt lt lt lt FORMAT gt gt gt gt gt M T1 T2 T1 T2 TIME M d M lt 2 A CONCRETE PRESTRAINS EXKXXXXXKXKKKKKKKXKXKXA lt NOTE gt UNITS me lt lt lt lt lt FORMAT gt gt gt gt gt M STRAIN ELMT d ELMT d STRAIN lt 2 PRESCRIBED NODAL DISPLACEMENTS kkkkkkkkkkkkkkkkkkkkkkkkkkxkxkkk lt NOTE gt UNITS mm rad lt lt lt lt lt FORMAT gt gt gt gt gt Jnt DOF DISPL Jnt d Jnt 35 1 1 0 ADDITIONAL LUMPED MASSES kkkkkkkkkkkkkkkkkkkkkxkkxk lt NOTE gt UNITS kg m s lt lt lt lt lt FORMAT gt gt gt gt gt NODE DOF X DOF Y MASS Vo X Vo Y Acc X Acc Y NODE d NODE IMPULSE BLAST AND IMPACT FORCES ckock ck ck ck ck ck ck ockockockockockock ck ck ckockockckckckck ck ck ckck ck kk lt NOTE gt UNITS Sec kN lt lt lt lt lt FORMAT gt gt gt gt gt Jnt DOF T1 F1 T2 F2 T3 F3 T4 FA NODE d NODE 72 Table M 58 Load Data File for VecTor5 Analysis of Duong Frame Case HL Continued GROUND ACCELERATION ckckckckckckckckckckck ck ck kc ck ck kk lt NOTE gt UNITS Sec G lt lt lt lt lt FORMAT gt
81. lly by VecTor5 as described in Section 7 5 2 of Guner 2008 For the Alternative Damping as defined in Section 7 5 2 of Guner 2008 the remaining vibrational modes are assumed to 49 be undamped It is also possible to assign zero damping for one of the two specified vibration modes when using the alternative damping option In this case only one vibrational mode of the structure will be damped and all remaining modes will be undamped Such an option is not possible when using the Rayleigh Damping Ground Acceleration Factors When performing a time history analysis through the use of the VecTor EOR Data File two factors must be defined to specify the loading direction and to scale the input ground motion The ground motion is applied to the structure as a combination of the global x and y directions based on the specified ground acceleration factors A factor of 1 0 in the x direction and a factor of O in the y direction will cause the motion to be entirely applied in the x direction with the magnitude defined in the VecTor EOR Data File It is also possible to apply a certain percentage of the same ground motion in the y direction For example the input of 1 0 and 0 25 in x and y directions will cause input ground motion to be applied in the x direction with a scale factor of 1 0 and cause the same ground motion to be applied in the y direction after all acceleration values are multiplied by the scale factor of 0 25 When performin
82. me s FA Me Added Branch 2 Figure M 17 Suddenly Appearing Multi Linear Force Time History The Load Case Data File concludes with the Ground Accelerations input field Other than using an external VecTor EQR Data File explained below Ground Accelerations can also be defined in the Load Data File by filling in the input field shown in Table M 29 Table M 29 Load Data File Input Field for Ground Accelerations GROUND ACCELERATIONS ok 2 K K K K KK 2k ok ok of of of oft K oie K 2k ok ok ok ok ok K lt NOTE gt UNITS Sec G TIME ACC X ACC Y 0 0 O 0 01 0 002984 0 0 02 0 00290 0 In Table M 29 TIME is the time corresponding to the acceleration value and ACC X and ACC Y are the ground acceleration values acting in the global x and y directions It is 33 possible to consider both acceleration components simultaneously acting on the structure A scale factor can be applied to both or either component through the use of the 4uxiliary Data File as explained in Section M3 4 see Table M 40 If the first point is defined with either a nonzero time or a nonzero acceleration value a branch is automatically added by VecTor5 which goes to the origin regardless of the time step length used as shown in Figure M 18 see the added branch 1 If the last point is defined with a nonzero acceleration value a branch is automatically added which goes to a zero acceleration value at the next time stage shown in Figure M 18 see the added
83. member end actions are acting d M is the increment in the member number and d Fx d Fy and d Mz are the increments in the concentrated loads which can be specified as either a positive or a negative quantity Concentrated Loads are defined relative to the member oriented coordinate system Positive Fx values act in a direction oriented from the bottom to the top of the member positive Fy values act in the orientation of the member and positive moment values act in the counter clockwise direction As an example Member M with concentrated loads acting in the positive directions is presented in Figure M 9 NODE2 Fx Mz Bottom NODEI Fy 0 25xL L Figure M 9 A Member with Concentrated Load in the Global Coordinate System 23 The Load Case Data File continues with the Uniformly Distributed Loads input field as shown in Table M 20 Table M 20 Load Data File Input Field for Uniformly Distributed Loads UNIFORMLY DISTRIBUTED LOADS LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLEL lt NOTE gt UNITS kN m m ig w a L b L M d M d W 2 In Table M 20 M is the member on which the uniformly distributed load is acting and w is the magnitude of the uniformly distributed load a L and b L are depicted in Figure M 10 where a is the distance from NODE of the member to the starting point of the uniformly distributed load and b is the distance from NODE of the member to the ending point of the uniformly distributed load For
84. n input accelerogram impulse impact and blast loads initial velocity and constant acceleration load cases Based on the Modified Compression Field Theory Vecchio and Collins 1986 and the Disturbed Stress Field Model Vecchio 2000 VecTor5 uses a smeared rotating crack approach for reinforced concrete based on a total load secant stiffness formulation The computational algorithm performs two interrelated analyses Using a direct stiffness method VecTor5 performs a global frame analysis first Rigorous sectional analyses of concrete member cross sections are then performed at various sections along the lengths of the members using a distributed nonlinearity fibre model approach The computed responses are enforced with the use of an unbalanced force approach where the unbalanced forces are reduced to zero iteratively VecTor5 is capable of considering such second order effects as material and geometric nonlinearities time and temperature related effects membrane action nonlinear degradation of concrete and reinforcement under elevated temperatures concrete compression softening tension stiffening and tension softening shear slip along crack surfaces nonlinear concrete expansion confinement effects previous loading history effects of slip distortions on element compatibility relations concrete prestrains and reinforcement dowel action Required for the dynamic analyses VecTor5 considers strain rate effects on the concrete an
85. n using the Hognestad parabola option the input E value is ignored the Ec value is calculated through the use of Eq M 4 In cases where the Ec value is desired to be input a corresponding e0 must be calculated through Eq M 4 and supplied to the program It is always possible to check the calculated properties through the Expanded Structure Data File which has the extension of S5E see Table M 66 In the cases where both Ec and e0 values are desired to be input i e known the Popovics NSC 1973 option must be used for concrete strengths up to 50 MPa In this option the input f c the Ec and e0 values are used to create the concrete compression base curve Similarly for the high strength concrete with strengths greater than 50 MPa two options are available When only the e0 value is desired to be input i e known Popovics HSC model should be used In this case the Ec value is calculated as follows kaost M 5 17 pos equi M 6 eO n l In the cases where both the Ec and e0 values are desired to be input the Hoshikuma HSC Hoshikuma et al 1997 model should be used In this model fc Ec and e0 are used to create the concrete compression base curve Note that concrete strength f c must be input in all cases there is no default value for fc Default values for the other concrete properties are as follows Mu 0 15 M 7 13 Ce 10x10 1 C M 8 Kc 4320 mm hr M 9 Agg 10 mm M 10 Den
86. nal model of Member Type 1 of Beam VS AI are presented in Figure M 5 The calculation of the transverse and out of plane reinforcement ratios and the selection of the concrete layer thicknesses are discussed in Section 4 5 2 of Guner 2008 3 M10 N c E lt N E s aii 2 M25 E SE a O a 2 M30 dos _J CC 38 mm tas JO pt 0 1 a q orm Figure M 5 Beam VS Al a Cross Section m b Sectional Model 16 Structure Parameters continue with the specification of reinforcing and prestressing Steel Layers for each member type cross section used as shown in Table M 10 Table M 10 Structure Data File Input Field for Steel Layers F Steel Layers MT N Ys As Db Fy Fu Es Esh esh Dep mm mm2 mm MPa MPa MPa MPa me me 50 00 300 0 11 30 315 0 460 0 200000 730 7 70 0 000 424 00 1000 0 25 20 445 0 680 0 220000 1130 8 50 0 000 488 00 1400 0 29 90 436 0 700 0 200000 1610 11 40 0 000 50 00 300 0 11 30 315 0 460 0 200000 730 7 70 0 000 450 00 1400 0 29 90 436 0 700 0 200000 1610 11 40 0 000 AV AS N YN In Table M 10 MT is the member type N is the longitudinal reinforcement i e reinforcing or prestressing steel layer component number starting from 1 and increasing in number by 1 Ys is the location of the longitudinal reinforcement layer from the top of the cross section As is the total area of the longitudinal reinforcement layer Db is the diameter of one bar
87. on regarding the loading data analysis parameters and material behaviour models In the loading data the total number of load or time stages load time displacement and temperature increments and the loading types such monotonic cyclic or reversed cyclic are specified The type of the analysis 1 e static or dynamic is defined in the analysis parameters There is no need to modify the analysis parameters and the material behaviour models to run the program in the default mode The Auxiliary Data File VT5 AUX contains two sets of information regarding the analysis parameters The first set includes the general analysis parameters defining the sectional analysis mode shear analysis mode shear protection dynamic averaging factor concrete aggregate type and reference temperature The second set specifies the dynamic analysis parameters consisting of the time integration method the selection of two modes and the corresponding damping ratios in the case of using additional viscous damping the ground acceleration factor in the x and y directions and the mass factor due to self weight There is no need to modify this file to run the program in the default mode M2 2 Expanded Data Files At the beginning of the analysis VecTor5 produces two expanded data files at a minimum In these files the input values are printed out as read by VecTor5 these values are used throughout the analysis Moreover additional values calculated by VecTor5
88. oss section type of the member Refer to Figure 4 7 of Guner 2008 for the graphical representation of this model Table M 5 Structure Data File Input Field for Member Indices Regular Input B Member Indices MEM NODE NODE2 MEM TYPE 4MEMS d MEM d NODE up to 2 dir 1 1 2 1 2 2 3 1 3 3 4 1 4 4 5 1 5 5 6 1 6 6 7 1 To define a number of members following a certain incremental pattern the input field shown in brackets in Table M 5 can be filled in where 4MEMS are the total number of members d MEM is the increment in the member number and d NODE is the increment in the end node numbers of the members Using this type of representation the same input shown above can be represented as given in Table M 6 Table M 6 Structure Data File Input Field for Member Indices Compact Input B Member Indices MEM NODE1 NODE2 MEM TYPE 4MEMS d MEM d NODE up to 2 dir 1 1 2 1 6 1 1 In Table M 6 it is specified that Member 1 is between Nodes 1 and 2 and has a Member Type cross section type of Starting from Member 1 a total number of six members are specified increasing in member number by 1 and end node numbers by 1 Similar to the representation in Table M 4 it is possible to use a combination of the two input methods together for the member indices Note that Member Type 2 is not used in the structural model of Beam VS Al that is all members have a Member Type of 1 Member Ty
89. other options for advanced users are discussed in Section 4 2 of Guner 2008 In the default mode the value of 1 must be entered for each of the available model Among the Material Behaviour Models Concrete Compression Base Curve 1s recommended to be selected based on the concrete strength used as explained in Section M3 1 see Eq M 4 to Eq M 6 The available base curves are Linear Hognestad Parabola Normal Strength Concrete NSC Popovics NSC Popovics High Strength Concrete HSC Hoshikuma HSC RW N KF O A detailed list and formulation for all available material behaviour models are found in Wong and Vecchio 2002 where the options are examined in the order which starts from the option number 0 and increases by 1 For example the model of Concrete Compression Post Peak is treated in Section 4 2 of Wong and Vecchio 2002 This section includes sub sections 4 2 1 Pre Peak Base Curve 4 2 2 Modified Park Kent and so on If a value of O is input in Table M 38 for Concrete Compression Base Curve it will correspond to Pre Peak Base Curve Similarly a value of 1 will correspond to the Modified Park Kent which is the default value Table M 38 Job Data File Input Field for Material Behaviour Models MATERIAL BEHAVIOUR MODELS Concrete Compression Base Curve 0 4 1 Concrete Compression Post Peak 0 3 1 Concrete Compression Softening 0 8 1 45 Table M 38 Job Data File Input Field for Materi
90. pe 2 is defined for demonstrative purposes When using non symmetrical cross sections caution must be exercised to define the orientation of the members correctly which is determined by the NODE1 and NODE2 numbers For example consider the orientation of two members in the global x and y directions as shown in Figure M 3 a and Figure M 3 b The top of the cross section is always determined assuming an element orientation from the first node number NODE1 to the second node number NODE2 Top Top e o NODE Bottom NODE2 NODE Bottom NODE2 1 2 2 1 a C a S a O Z z Top y 215 518 l EIE Bottom Z X Member Type 1 m m O Z Z b Figure M 3 Orientation of Frame Members a Horizontal Member b Vertical Member c Member Cross Section d Global Coordinate System 10 gt Structure Parameters continue with the Support Restraint List which specifies the restrained nodes as shown in Table M 7 Table M 7 Structure Data File Input Field for Support Restraint List Regular Input C Support Restraint List NODE X RST Y RST Z RST NODES d NODE up to 2 directions 1 0 1 0 7 1 0 1 In Table M 7 X RST and Y RST correspond to the translational degrees of freedom Z RST corresponds to the rotational degree of freedom about the z axis which is normal to the plane of the structure as shown in Figure M 3
91. put Field for Gravity Loads Example 1 Input Field for Gravity Loads Example 2 Input Field for Temperature Loads Input Field for Concrete Prestrains Example 1 Input Field for Concrete Prestrains Example 2 22 22 23 24 25 25 26 27 28 Table M 26 Load Data File Input Field for Prescribed Nodal Displacements Table M 27 Load Data File Additional Lumped Masses Table M 28 Load Data File Input Field for Impulse Blast and Impact Loads Table M 29 Load Data File Input Field for Ground Accelerations Table M 30 Job Data File Input Field for Structure Data Table M 31 Job Data File Input Field for Loading Data Monotonic Loads Table M 32 Job Data File Input Field for Loading Data Cyclic Loads Table M 33 Job Data File Input Field for Loading Data Reversed Cyclic Loads Table M 34 Example Temperature Loading Table M 35 Job Data File Input Field for Loading Data Dynamic Loads Output at Each Time Stage Table M 36 Job Data File Input Field for Loading Data Dynamic Loads Output at Selected Time Stage Intervals Table M 37 Job Data File Input Field for Analysis Parameters Table M 38 Job Data File Input Field for Material Behaviour Models Table M 39 Auxiliary Data File Input Field for General Analysis Parameters Table M 40 Auxiliary Data File Input Field for Dynamic Analysis Parameters Table M 41 Output File General Analysis Parameters and Loading Condition Table M 42 Output File Convergence Factors Table M
92. r To define a number of members following a certain incremental pattern the input field shown in brackets can be filled in where MEMS are the total number of members and d MEM is the increment in the member number Using this type of representation the same input can be created as given in Table M 12 Table M 12 Structure Data File Input Field for Detailed Member Output List Mixed Input G Detailed Member Output List MEM MEMS d MEM up to 2 directions 2 2 3 6 Detailed Member Output list is useful when evaluating the damage or failure mode of the structure as discussed in Section M4 2 It can also be used in the serviceability limit state to determine if the crack widths reinforcement stresses and concrete stresses are within the allowable limits 18 M3 2 Load Data Files S5L Similar to the Structure Data File the Load Data File has fill in the blanks format and can be modified by a standard text editor such as Microsoft Windows Notepad The Load Data File starts with the Load Case Parameters which specifies the loading conditions to be considered in this load case Table M 13 Load Data File Input Field for Load Case Parameters LOAD CASE PARAMETERS Ae K ole ole ole ole ole ole ole 3K ole ole oe ole ole oe ole ole oe ole ole ole ole ole ole Load Case ID 15 char max VSA1 Vertical Load Case Data File 8 char max VSAIVL Load Factored 0 1 1 Time Factored 0 1 0 of
93. r General Parameters GENERAL PARAMETERS Structure Title 30 char max VSA1 Structure File Name 8 char max VSA1 No of Members No of Member Types No of Nodes No of Support Nodes No of Support Restraints NANA In Table M 1 the Structure Title is intended for descriptive purposes the Structure File name must be the same as the name of the S5R file saved in a particular folder of a personal computer No of Members and No of Nodes are the total numbers used in the structural model No of Member Types is the total number of cross sections used in the model The properties of each cross section member type are defined in following sections of the Structure Data File No of support nodes is the total number of nodes that include at least one restrained degree of freedom No of Support Restraints is the total number of restrained degrees of freedom The Structure Data File continues with the Structure Parameters input field beginning with the Nodal Coordinates input as shown in Table M 2 where NODE is the node number X and Y are the coordinates of the node in the global coordinate system Refer to Figure 4 7 of Guner 2008 for the graphical representation of this model Table M 2 Structure Data File Input Field for Nodal Coordinates Regular Input STRUCTURE PARAMETERS A Nodal Coordinates NODE X Y NODES d NODE d X d Y up to 2 directions 1 0 0 2 305 0 3 610 0 4 915 0 5 1220 0
94. ration data starts in a row oriented order In order to consider a ground acceleration record as an external VecTor EOR Data File the analysis mode in the Job Data File must be set to 4 and the VecTor EOR Data File must be placed under the same folder of a personal computer together with the other analysis input files More details on the analysis modes are found in Section M3 3 see Table M 37 The direction of the applied ground acceleration is specified in the Auxiliary Data File It is also possible to consider a certain percentage of the same record acting in the global y direction simultaneously with the main component acting in the global x direction or vice versa These operations are performed through the Auxiliary Data File as explained in Section M3 4 see Table M 40 When using the VecTor EQR Data File the first acceleration data point is automatically assumed to be 0 0 The first value on this file must be the acceleration value corresponding to the end of the first time step length For example for an analysis with a time step length of 0 01 sec the first acceleration value in the VecTor EQR Data File must correspond to a time of 0 01 sec If the last point is defined with a nonzero 35 acceleration value a branch is automatically added which goes to zero acceleration value at the next time stage as shown in Figure M 18 see the added branch 2 The advantage of defining ground accelerations as a VecTor EOR Data File r
95. riteria 1 3 1 Results Files 1 4 1 Output Format 1 1 Possible input values for the analysis parameters shown in brackets in Table M 37 are listed below Analysis Mode 1 All static and thermal analyses including monotonic cyclic and reversed cyclic loading conditions 3 All dynamic analyses except time history analyses defined with a VecTor EOR Data File 4 Time history analyses defined with a VecTor EQR Data File Note that there is no option 2 currently available Seed File Name Seed files are Output Files written in a binary format which can be used to continue a previous analysis They may be needed when a damaged structure is desired to be analyzed under a different loading condition It can also be used to simply resume the previous analysis at a later time In order to resume an analysis the Output Seed File name corresponding to the last load stage of the previous analysis must be specified For example assume that a cyclic analysis of Beam VSA1 with 50 load stages was performed and it is now desired to continue the same analysis with a reversed cyclic loading In such a case the Output Seed File named VSA1 50 A5R must be supplied in this area and the new loading must be defined before starting the analysis Convergence Limit The default value of 1 00001 is suggested for this purpose 43 Averaging Factor The default value of O indicates that the dynamic averaging scheme will be used Adv
96. rt of a structural model shown in Figure M 13 a the Prescribed Nodal Displacements input should be as shown in Table M 26 DOF 2 DOF 3 DOF 1 a b Figure M 13 a A Member with Prescribed Nodal Displacements b Degrees of Freedom for Prescribed Nodal Displacements Table M 26 Load Data File Input Field for Prescribed Nodal Displacements PRESCRIBED NODAL DISPLACEMENTS E K KK K K K K K K K K K K ole K ole K 2k 2k ok ok ok ok ok lt NOTE gt UNITS mm rad NODE DOF DISPL NODE d NODE 1 2 2 2 3 0 1 28 In Table M 26 NODE is the node number on which the nodal displacement is to be applied DOF is the degree of freedom as shown in Figure M 13 b DISPL is the magnitude of the applied nodal displacement or rotation Note that DOF must always be entered as positive For displacements acting in the negative directions the DISPL value must be entered as negative The input field in the brackets may be used for specifying a number of nodes with the displacements having the same magnitude and direction NODE is the total number of nodes on which the same nodal displacements are acting and d NODE is the increment in the node number The remaining input fields of the Load Data File are only applicable when performing dynamic analyses which may involve the following loading conditions ground acceleration loads i e time history analysis with earthquake accelerogram load data impulse impact blast load
97. s 2400 kg m M 11 It is recommended to supply 0 and 0 for Smx and Smy for the automatic calculation of the average crack spacing as explained in Section 3 7 9 of Guner 2008 The automatically calculated crack spacing values for each concrete layer of each member type can be viewed in the Expanded Structure Data File See Table M 66 It is also possible to input the desired average crack spacings if the values are known For the reinforcement the only default value available is the coefficient of thermal expansion Cs which taken as 11 5 x 10 C if it is input as 0 All other values must be input explicitly by the user If an input value of O is desired to be used a small value e g 0 001 can be input to prevent the program from using the default value For example it is recommended by Lubell et al 2004 to take the maximum aggregate size as zero for concrete strengths in excess of 70 MPa In such a case Agg 0 001 mm can be input Ref Type is the member reference type which specifies the member behaviour and nodal degrees of freedom There are currently seven available member reference types as shown in Figure M 4 one of which should be selected Structure Parameters continue with the concrete layers input field which specifies the geometry and the smeared transverse and s out of plane reinforcement ratios of each member type used as shown in Table M 9 14 or RA CA 1 Ref Type 1
98. s Branson s formula 3 Cracked Uncracked ACI349 4 Uncracked Using gross section stiffness 5 Fully Cracked Using cracked section stiffness The default option 1 is recommended as the section analysis mode 47 Shear Analysis Modes O Shear not considered 1 Uniform Shear Flow Multi Layer 2 Uniform Shear Strain Multi Layer 3 Parabolic Shear Strain Multi Layer 4 Uniform Shear Strain Single Layer approximate analysis The default option 3 is recommended as the shear analysis mode More details of these analysis options are found in Section 3 7 of Guner 2008 for advanced users Shear Protection Algorithm Shear protection algorithm as defined in Section 3 11 of Guner 2008 is considered by default for an option value of 1 To turn this feature off a value of 0 must be supplied Concrete Aggregate Type Carbonate aggregate 2 Silicious aggregate Concrete aggregate type is used when performing a thermal analysis The effects of the use of different aggregate types are presented in Section 3 5 of Guner 2008 Reference Temperature The reference temperature is the ambient temperature against which the top and bottom sectional temperatures are defined in a thermal analysis as defined in Section M3 2 see Table M 23 The Auxiliary Data File concludes with the Dynamic Analysis Parameters as shown in Table M 40 48 Table M 40 Auxiliary Data File Input Field for
99. se and longitudinal reinforcement is considered by VecTor5 If such a failure occurs the load capacity of the structure suddenly drops noticeably in most cases the ruptured reinforcement and the member it belongs to are written clearly in the Output Files 63 REFERENCES Guner S 2008 Performance Assessment of Shear Critical Reinforced Concrete Plane Frames PhD Thesis Department of Civil Engineering University of Toronto 429 pp available in the Publications section of www civ utoronto ca vector under Theses Kent D C and Park R 1971 Flexural Members with Confined Concrete ASCE Journal of the Structural Division V 97 No ST7 Proc Paper 8243 pp 1341 1360 Vecchio F J 2000 Disturbed Stress Field Model for Reinforced Concrete Formulation Journal of Structural Engineering V 126 No 9 pp 1070 1077 Vecchio F J and Collins M P 1986 The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear ACI Journal V 83 No 2 pp 219 231 Wong P S and Vecchio F J 2002 VecTor2 and FormWorks User s Manual Technical Report Department of Civil Engineering University of Toronto 217 p available in the Publications section of www civ utoronto ca vector under User Manuals 64 APPENDIX M1 EXAMPLE STATIC ANALYSIS MONOTONIC LOADING As an example application the input data files of the Duong frame Duong et al 2007 are presented in Ta
100. the time For example a monotonic analysis can be performed where the time is increased by 1 hour at each load time stage In order to determine the temperature gradient which will cause the structure to fail for the time specified 1 hour in Table M 34 a Load Factored analysis must be performed In this case the loading data in the Job Data File will control the temperature gradient For example it is possible to perform a monotonic analysis where the temperatures 77 T2 TI and 72 are increased at each load time stage by 0 0 25 0 C respectively by providing a LS INC of 0 5 in the Job Data File 40 It should be noted that the specified temperature gradients are differential with respect to the Reference Temperature defined in the Auxiliary Data File Section M3 4 For example for a Reference Temperature of 20 C the real values of temperatures are TI T2 TI and T2 are 20 20 70 20 C respectively In dynamic analyses the loading data is used to specify the time stages As an example consider the analysis of Beam VSA1 under an input ground acceleration record defined in the load case of VSAIACC Assume that the analysis will be performed for the first 5 seconds of the record with a time step length of 0 01 sec The corresponding loading data is presented in Table M 35 Table M 35 Job Data File Input Field for Loading Data for Dynamic Loads Output at Each Time Stage LOADING DATA No of Load Stages
101. ue of using a fictitious member the member between Nodes 11 and 12 in Figure M 14 a to simulate the load transfer from the impacting mass to the structure is discussed in Section 8 3 of Guner 2008 when modelling a number of beams for impact analyses Constant accelerations can be used for example to consider gravitational effects They are used in Section 8 3 of Guner 2008 to simulate the gravity effects on the impacting mass to ensure that after the impact the impacting mass will be under the influence of gravity Note that the gravitational effects on the masses are not automatically considered gravitational acceleration values must be assigned to all desired masses to consider such effects The Load Case Data File continues with the Impulse Blast and Impact Forces input field as shown in Table M 28 Through the use of this input field it is possible to define a multi linear force time history by four points as shown in Figure M 15 Table M 28 Load Data File Input Field for Impulse Blast and Impact Loads IMPULSE BLAST AND IMPACT FORCES Ae K ole ole K ole ole ole ole 3K 3K ole 2K ole ole oe ole ole oe ole ole FK ole ole oe ole ole fe ole ole ole ole ole ole ole ole ole lt NOTE gt UNITS Sec kN NODE DOF TI Fl T2 F2 T3 F3 T4 F4 NODE d NODE 4 1 0 500 0 001 2500 0 004 4000 0 007 2500 In Table M 28 NODE is the node number on which the mpulse Blast and Impact Forces is to be applied DOF is the degree of fr

USER'S MANUAL OF VECTOR5

Contents

Download Pdf Manuals

Related Search

Related Contents