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SKELETON-9 - Techno Consultants Website

1. 29 FRAMEWORK ANALYSIS INVOLVING SPECIAL EFFECTS 32 11 1 IMPOSED DISPLACEMENTS SUPPORT SETTLEMENTS 11 2 MEMBER TEMPERATURE CHANGE LOAD TYPE 51 11 3 LACK OF FIT LOAD TYPE 53 11 4 MEMBER AXIAL STRAIN LOAD TYPE 54 TEMPORARY FILES CREATED BY SKELETON ON THE DATA DISK 34 ANALYSIS FILES CREATED BY SKELETON ON THE DATA DISK 35 STORAGE CAPACITY ON USER S DATA DISKS 37 MODIFICATION OF DATA 38 15 1 MODIFYING DATA AND RETAINING ITS EXISTING VERSION 15 2 ADDING NEW SECTIONS MEMBERS JOINTS 15 3 DELETING MEMBER LOADS 15 4 DELETING JOINT LOADS 15 5 EDITING DATA FILES USING A WORD PROCESSOR NAMING DATA FILES er ukana s 40 USE OF DIRECTORIES AND SUB DIRECTORIES FOR FILE MANAGEMENT fats RON RIA 41 2 Skeleton 9 Manual Contents Page 2 18 20 21 22 23 UTPUTPOPREBSULTS Qua aun a 42 18 1 MASTER SELECTION OF OUTPUT ITEMS 18 2 SELECTIVE OUTPUT OPTIONS 18 3 HEADING DETAILS 18 4 DECIMAL PLACES IN THE NUMERIC OUTPUT 18 5 FURTHER COPIES OF OUTPUT 18 6 SENDING OUTPUT TO DISK FILES 18 7 EXAMINING OUTPUT OF RESULTS 18 8 DEGREE OF INDETERMINACY 18 9 VOLUME OF FRAMEWORKS 19 10 SELF WEIGHT OF FRAMEWORKS UNACCEPTABLE DATA RE ENTER 2 400020001
2. 46 COMPUTER LIMITATIONS AFFECTING SKELETON RESULTS 52 LOAD COMBINATION ANALYSIS 2 54 AXIAL LOAD SHEAR MOMENT AND DEFORMATIONS ALONG MEMBER SPANS abet cil 56 22 1 INTERACTIVE ANALYSIS OF MEMBERS 22 2 AUTO ANALYSIS OF MEMBERS 22 3 DECIMAL PLACES IN THE NUMERIC OUTPUT 22 4 ANALYSIS LOCATIONS 22 5 DEFLECTION AXIAL LOAD SHEAR AND MOMENT DIAGRAMS 22 6 PRINTING RESULTS 22 7 SIGN CONVENTION FOR LOADS AND DISPLACEMENTS SUGGESTIONS CAUTIONS AND LIMITATIONS 61 23 1 APPLIED LOADS AND SUPPORT REACTIONS 23 2 E A AND I VALUES 23 3 KEEPING PROGRAM AND DATA DISKS IN DRIVES 23 4 MEMBER LOAD DISTANCES 23 5 PER UNIT LENGTH DISTANCE IN DISTRIBUTED LOADS 23 6 SHEAR SIGN CONVENTIONS FOR FRAMEWORK AND MEMBER ANALYSIS 23 7 MAXIMUM NUMBER OF SPAN LOADS 23 8 VALUES OF MAXIMUM DEFLECTION AXIAL LOAD SHEAR AND MOMENT 23 9 IMPOSED DISPLACEMENTS AND JOINT LOADS Skeleton 9 Manual Contents Page 3 3 24 TERMS DISPLAYED BY SKELETON DURING DATA INPUT 63 25 QUESTION HEADINGS DISPLAYED DURING DATA INPUT 64 26 VARIOUS OPTION MENUS OF THE PROGRAM 69 27 SAMPLE PROBLEMS 27 1 AN EXAMPLE SHOWING INPUT OF FRAME AND LOADING DETAILS 4 2 0 022 2 109 27 2 DEAD LIVE AND WIND LOAD COMBINATION
3. RU ood ih 123 27 3 SETTLEMENT AND ROTATION OF SUPPORTS 139 27 4 SUPPORT MOVEMENTS AND MEMBER TEMPERATURE CHANGE 143 LACK ODD poten MED n dicU petits 147 27 6 ELASTIC SPRING AND INCLINED SUPPORTS 150 27 7 A PORTAL FRAME WITH AN INCLINED ROLLER amp AN ELASTIC SPRING SUPPORT 153 4 Skeleton 9 Manual Contents Page 4 PREFACE TO VERSION 9 In addition to typesetting the program manual on a laser printer the following new features have been added Now self weight of members can be included automatically The members be of different material densities The program has been re compiled using QuickBASIC 4 All memory up to 640K is now used allowing analysis of large problems and speeding up analysis Program output can be sent to a disk file for inspection formatting and printing by a word processor of your choice e Use of double precision numbers in setting up stiffness matrix and finding displacements to enhance accuracy Facility to define aspect ratio of diagrams to suit your screen display or printer e Default output options for post member analyses They appear already selected each time you perform this analysis The program now supports all popular graphic cards e g VGA EGA CGA Hercules Facility
4. Input OK N return SECTION DETAILS E Area Inertia Sec 1 3 Sec 2 3 Sec n 3 Input N return JOINT COORDINATES RECs Jnt 1 2 Jnt 2 2 Jnt n 2 Input OK N return MEMBER DETAILS Jntl Jnt2 Sec Mem 1 3 Mem 2 3 Mem n 3 Input N return Skeleton 9 Manual Preface Page 63 SPRING CONSTANTS Existing Value New Value Nos 1 How many 1 TO 9 return 0 0 FREE 1 INFINITY FIXED 2 9 9E 09 NEW VALUE return n 9 9 09 NEW VALUE return SUPPORTED JOINTS Jnt X res Y res R res 4 Angle 4 Any in deg Mem 4 OK N return Hinges l Jnt 2 Jnt No No n Jnt No Hinged Bar Members 1 Mem No 2 Mem No n Mem No Member Hinges 1 Mem No Jnt No 2 2 Mem No Jnt 2 n Mem No Jnt No 2 End of Structure Details Input Ready to Save Data on to Disk Input OK N return To Exit Press Return Give New Data Filename Skeleton 9 Manual appears if joint no is followed by letter A for describing inclined supports Preface Page 64 Input TITLE Input Loading Case No Include Self Weight Y N Input OK N return LOADED MEMBERS 1 Mem No No of Loads l Load Type 1 Mem Length P A 2 Load Inclination 0 to 360 DEG 2 Load Type 2 or Mem Length N P A Q 4 Load Inclination 0 to 360 DEG n Load Type 3 or Mem Length
5. W Load Inclination 0 to 360 DEG 2 Mem No No of Loads l Load Type 4 or Mem Length Q 2 Load Inclination 0 to 360 DEG 2 Load Type 5 or Mem Length W A B 3 Load Inclination 0 to 360 DEG n Load Type 6 or Mem Length Q pO An B 4 Load Inclination 0 to 360 DEG n Mem No No of Loads l Load Type 7 or Mem Length W A B 3 Load Inclination 0 to 360 DEG 2 Load Type 8 Mem Length M A 2 3 Load Type 9 or Mem Length W ap A VB 3 Load Inclination 0 to 360 DEG 4 Load Type 51 Mem Length Temp Coeff 2 5 Load Type 52 Mem Length N ap M 4 6 Load Type 53 Mem Length Lack of Fit n Load Type 54 Skeleton 9 Manual 2 11 or 21 if load 12 or 22 if load 13 or 23 if load 2 14 or 24 if load qT5 0rf 25 if load 16 or 26 if load 2 17 or 27 if load 18 or 28 19 or 29 if load LOADING CASE n or 31 or type 21 or 32 or type 22 or 33 or type 23 or 34 or type 24 or 35 Or type 25 or 36 or type 26 or 37 or type 27 or 38 or or 39 or type 29 41 42 43 44 45 46 47 48 49 Preface Page 65 Mem Length Strain More Loads Y N appears only if a Load Type or MEM NO is input as 0 this provides an exit when more than required LOADS LOADED MEMBERS have been input mistakenly Input OK N return Same
6. and pinned and cantilever member ends are indicated this way in the entire output Skeleton 9 Manual Section 6 Page 19 Section 7 JOINT AND MEMBER DEFORMATIONS The joint and member deformations calculated by the program are as shown in the following sketch Xj End end Original Position Start end Yi Original Inclination In accordance with the program sign convention all displacements shown in the sketch are positive The dot and arrow in each measurement line indicate the start and the end of the measurement respectively The meaning of other symbols used in the sketch are as follows L Original undeformed member length U Member axial deformation V Member sway Xi Displacement of joint i along the global X axis Xj Displacement of joint j along the global X axis Yi Displacement of joint i along the global Y axis Yj Displacement of joint j along the global Y axis i Rotation of joint i at start end of the member j Rotation of joint j at end end of the member mi Rotation of member at its start end mj Rotation of member at its end end Skeleton 9 Manual Section 7 Page 20 Section 8 SIGN CONVENTION FOR LOADS AND DISPLACEMENTS 8 1 JOINT LOADS AND DISPLACEMENTS ALSO IMPOSED DISPLACEMENTS Global X axis Global Y axis Moment ve to the right ve downwards ve clockwise When support axes are inclined the ve direction of X and Y loads displacements also become
7. ieu 6 6 Chase ceases ales eee 5 5 Attttt 1 4 4 mas aioe has 3 3 Be BR Tea i EU 2 2 Ug SEES Rese WT Seer ee l 1 ERRE o m m m Sp a massa ST 0 S S E MAXIMUM MINIMUM RESULTS FROM 11 ANALYSIS POINTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT M M KN KN KN M 0 0 6 763 83 796 56 248 2 8 2 4632E 03 56 763 3 396 83 82 229 2 5407 03 gt 6 763 9 204 81 787 7 1 0743E 10 6 763 72 204 60 677 END FORCES AXIAL SHEAR MOMENT KN KN KN M END 1 6 763 83 796 56 248 END 2 6 763 72 204 60 677 C MANUAL SAPBLM2 LOAD CASE 2 MEM 5 Skeleton 9 Manual Preface Page 134 TECHNO CONSULTANTS LTD PROG SK9 IBM 880113 PORTLAND HOUSE JOB NO 103 PORTLAND STREET DATE MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 DESIGNER PROJECT FILE SAPBLM2 COMB CASE 1 MEMBER NO 5 REF UNITS KN M MEMBER DETAILS ANALYSIS POINTS 21 7M Y 0 M UNIT WT 23 6 KN M3 L 7 M E 2 5E 07 KN M2 A 4 M2 I 0058 M4 SELF WT 66 08 KN SELF 92 512 FACTORED AT 1 4 APPLIED LOADS 3 1 4 Q 42 KN M 2 T44 Q 28 8 KN M 3 T1 P 48 KN 2 DEFORMED AXIAL SHEAR BENDING SHAPE FORCE FORCE MOMENT E E E E QU 0 p asa en ey Qo 9 9 O Janira Deena iaie lt 8 8 TEPER GSS SSeS SR 7 17 7 64t t C m
8. 19 10 9 2 19 0 1047 20 16 15 2 20 591 1047 21 10 18 2 21 295 5 1197 22 18 19 2 23 16 17 2 24 17 20 2 25 20 21 2 26 19 21 2 27 18 17 4 Skeleton 9 Manual Preface Page 112 SPRING CONSTANTS SUPPORTED JOINTS 4 JNT X R Y R R R m Co ooo ooo ONNO JOINT HINGES 4 at 11 12 13 and 14 HINGED BAR MEMBERS at 27 MEMBER HINGES 2 at 19 9 and 20 15 Input Data Loading Case 1 TITLE CASE 1 LOADING LOADED MEMBERS 3 MEM NO NO OF LOADS TYPE LOAD DETAILS 11 1 3 10 15 1 3 11 5 27 2 6 0 005 0 006 110 375 1 1 95 280 SAME LOAD MEMBER SETS 2 1st Set 3 members 11 12 and 13 2nd Set 3 members 15 16 and 17 HOW MANY LOADED DISPLAYED JOINTS 5 JNT FX FY M 8 3 87 0 0 18 3 65 0 0 19 2 5 0 0 SAME LOAD JOINT SETS Ist Set 2 joints 8 and 10 Skeleton 9 Manual Preface Page 113 Input Data Loading Case 2 TITLE CASE 2 LOADING LOADED MEMBERS 7 MEM NO NO OF LOADS TYPE 27 2 22 29 26 2 33 46 25 1 26 24 1 14 22 1 34 23 1 42 15 1 1 16 1 11 17 1 21 20 2 41 31 11 1 27 12 1 25 13 1 23 1 2 34 45 6 1 2 8 1 8 19 1 33 SAME LOAD MEMBER SETS 7 1st Set 3 members 22 21 2 HOW MANY LOADED DISPLAYED JOINTS 0 SAME LOAD JOINT SETS 0 Skeleton 9 Manual Preface LOAD DETAILS 5 1 180 380 3 478 554 2 25 0 01 0 006 70 310 0 02 0 01 62 257 0 02 0 015 7 1 40 260 2 5 65 4 60 3 7 65 10 75 6 42 5 26 100 7 40 110
9. 2 Modify Old Load Case 3 Edit Save Data in Memory 4 Change Display Filenames in Data Drive Dir A NJ2535N 5 Prepare Modify Loads for Other Structure 6 Prepare Modify Structure Data 7 Exit to Master Options 8 Finish Which Menu 14 Data Preparation Skeleton 9 Prepare Modify Loading Data in KN amp CM Units SelfWt 30 05199 KN Sections 2 Joints 5 Members 4 DoI 1 Structure FRAME1 Load Case 1 Load File A J2535 FRAME1 A1 Title DEAD LIVE Self Wt Not Included Edit Options 1 Input OK Continue 2 To Main Options Re Start 3 Title Load Case No Self Weight 4 All Member Loads 5 Selected Member Loads 6 Same Load Member Sets 7 All Joint Loads 8 Selected Joint Loads 9 Same Load Joint Sets 10 Print Options 11 Change Display Filenames in Data Drive Dir A J2535 12 Save to Disk Which Skeleton 9 Manual Preface Page 72 Menu 15 Data Preparation Skeleton 9 SelfWt 30 05199 KN Prepare Modify Loading Data in KN amp CM Units Sections 2 Joints 5 Members 4 DoI 1 Structure FRAME1 Load Case 1 Load File A J2535 FRAME1 Al Title DEAD LIVE Self Wt Not Included PRINT OPTIONS 1 All Input 2 Loading Reference 3 Member Loads 4 Same Load Member Sets 5 Joint Loads 6 Same Load Joint Sets 7 Exit Which Menu 16 Data Preparation Skeleton 9 SelfWt 30 05199 KN Prepare Modify Loading Data in KN amp CM Units Sections 2 Joints 5 Members 4 DoI 1 Struct
10. 33 7964 260 3488 219 961 6 3 4 56 1172 109 8836 85 0808 56 1172 113 9764 95 7305 Skeleton 9 Manual Preface Page 132 MEMBER DEFORMATIONS AXIAL M MEM JNT1 JNT2 T 2 3 1 2 6 2 3 5 4 12 4 SUPPORT REACTIONS 393753E 04 59286E 04 4525E 04 640608E 04 365746E 05 285124E 05 SWAY M 4 1 4 200013E 03 181325E 03 22367E 03 094817E 03 874783E 06 064962 05 ROTATION RAD 1 200004 03 987523E 03 850005E 03 492801E 03 902269E 03 718789E 03 824831E 03 998176E 03 186687E 03 512865E 03 828802E 03 686892E 03 JNT X AXIS Y AXIS KN MOMENT KN M ANGLE I 10 5603 486 5932 9 9647 0 6 34 0803 492 8876 4 6566E 06 0 DEG ALL 23 52 979 4808 9 9647 0 DEG Skeleton 9 Manual Preface Page 133 TECHNO CONSULTANTS LTD PROG SK9 IBM 880113 PORTLAND HOUSE JOB NO 103 PORTLAND STREET DATE MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 DESIGNER PROJECT FILE SAPBLM2 LOAD CASE 2 MEMBER NO 5 REF UNITS M MEMBER DETAILS ANALYSIS POINTS 11 X 7M 0M UNIT WT 23 6 KN M3 L 7M E 2 5 07 KN M2 A 4 M2 I 0058 M4 SELF WT 66 08 KN APPLIED LOADS 2 1 T44 0 18 2 P 30 KN A 2M DEFORMED AXIAL SHEAR BENDING SHAPE FORCE FORCE MOMENT Ei o 0 ce EE E 96 2 ERT ECHOS OS ee ee 9 9 Sttt jo ese sma mg 11 s 8 8 aep O ACE zy 7 Gq
11. 56 092 21 637 12870 09 1050 97 9503 52 497 1 252 15543 1167 745 1 8815E 06 50 7 8 941 15094 07 Press Space Bar to Continue Skeleton 9 Manual Preface Page 89 Menu 63 Post Member Analysis MEMBER ANALYSIS ANALYSIS RESULTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT CM CM KN KN KN CM 0 1 3362 06 68 674 gt 92 987 gt 33977 94 lt 116 774 6214 66 877 82 794 23714 65 233 549 6071 65 079 72 601 14641 53 350 323 1995 63 282 62 408 6758 735 467 098 3913 61 484 52 216 66 13 583 872 9864 59 687 42 023 5436 178 700 647 1 439 57 889 31 83 9748 273 817 421 1 6342 gt 56 092 21 637 12870 09 934 196 1 4885 54 294 11 445 14801 67 1050 97 9503 52 497 1 252 15543 gt 1167 745 1 8815 06 50 7 lt 8 941 lt 15094 07 Press Space Bar to Continue Menu 64 Post Member Analysis MEMBER ANALYSIS DISPLACEMENTS DISTANCE ROTATION AXIAL DEFL PREP DEFL TOTAL DEFL CM RADIANS CM CM CM 0 8 8018 03 0 1 3362 06 1 3362 06 116 774 2 2313E 03 4 4079E 03 6214 6214 233 549 2 1295E 03 8 699E 03 6071 6072 350 323 4 5524E 03 1 2873E 02 1995 1999 467 098 5 3097 03 1 693E 02 3913 3916 583 872 4 6733E 03 2 0871E 02 9864 9866 700 647 2 9154E 03 2 4694E 02 1 439 1 4393 817 421 3 0786E 04 2 8401E 02 1 6342 1 6344 934 196 2 8772 03 032 1 4885 1 4888 1050 97 6 3677 03 3 5463E 02 9503 951 1167 745 9 8916 03 3 8819 02 1 8815E 06 3 8819E 02 Press Space Bar to Continue Menu 65 P
12. 7 9089 9089 12 1413 12 1413 1 3 23 N N Q Q dS A 0346 0346 0468 0468 7071 7071 0468 0468 343 343 4149 4149 2 2 22299 4211599 MEMBER DEFORMATIONS MEM JNT1 JNT2 1 2 3 10 11 12 13 14 15 16 17 1 8 9 4 15 10 421 12 13 8 9 Le 12 13 15 14 7 6 5 LLS 12 13 14 Skeleton 9 Manual AXIAL CM 1 8 1 8 226958E 03 759198E 04 109059E 03 531472 03 712959 03 445508 03 712959 03 350966E 03 942501E 03 035503E 04 448288E 04 108955E 04 890246E 04 351522E 03 571357E 03 359914E 04 996129E 04 1 1 IN UI UI PNWWNHNEFH EH W 7734 9 6125 9 6125 8 8766 18 8766 8 2251 18 2251 7 8652 17 8652 24339 2 339 5 75 Sb i75 75 zd ED 0773 0773 13 79 12 79 5466 5466 399 399 6687 6687 2009 2009 0813 0813 2274 2274 2063 2063 0122 6603 SWAY CM 12156 186638 273115 120715 459027 120104 459302 129725 176332 284259 7 758431 03 8 59648 05 1 905459 03 278252 9 486411 03 8 59648 05 6 38552 04 Preface 893 9637 893 963 7 432E 04 891 0658 982 275 779 7865 1005 603 751 2485 985 5494 217 5243 3 8 7683 04 4 4277 04 193 191
13. Also if Load Type 22 W Also if Load Type 23 Q Also if Load Type 24 W A B Also if Load Type 25 0 gt 0 lt Also if Load 26 W gt A B Also if Load Type 27 W lt A B Also if Load Type 29 TEMP COEFF Lack of fit Member axial strain Elomation ve 54 Strain N the above sketch shows only this load type forthe description of otherloads see section 9 Skeleton 9 Manual Section 9 Page 24 Positive Directions of Member Axes and Load Type s 1 9 for Various Member Orientatio ns and Choices of Start end End end y Start end B di A 9 P End end x u a au 5 y P End end Start Star X end End end E y End end ST x Doo gt Start End end end lt A y P A P y Q 5 End end Start d end 5 x gt Skeleton 9 Manual Section 9 Page 25 To establish the correct sign of these loads it is first necessary to locate the member axes Origin being at the start end the member X axis is always along the member length with its positive direction from the start end to the end end of the member The member Y axis is perpendicular to the X axis with its positive direction at 90 degrees clockwise from the member length or the member X axis To help specify member loads and locate their member axes various member orientations and different choices of start ends are shown on page 26 together with the member axes and the positive directio
14. Finish Which Menu 53 Post Member Analysis Points 0 Skeleton 9 Post Member Analysis Loads 0 LOAD Case 0 Structure Member No O0 Units How Many Analysis Points 11 to 46 11 Menu 54 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 0 LOAD Case 0 Structure Member No 0 Units Structure Name Menu 55 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 0 LOAD Case 0 Structure FRAME1 Member No O0 Units Load Comb Case No 1 Skeleton 9 Manual Preface Page 86 Menu 56 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis LOAD Case 1 Structure FRAME1 Units Member No 2 Menu 57 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis LOAD Case 1 Structure FRAME1 Units New Analysis Options 1 New Structure Name 2 New LOAD COMB Case No 3 New Member No 4 Change Case LOAD gt lt COMB 5 Fetch Data amp Analyse 6 Change Display Filenames in Data Drive Dir A NJ2535N 7 Exit to MASTER Options Which Skeleton 9 Manual Preface Loads Member No Loads Member No 0 0 0 2 Page 87 Menu 56 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1 LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM Main Options 1 New Analysis 2 Display Options 3 Print Options 4 Change Data Options 5 Change Display Filenames in Data Drive Dir A
15. INVOLVING SPECIAL EFFECTS In any framework analysis various special effects can be included These are described in the following sections 11 1 IMPOSED DISPLACEMENTS SUPPORT SETTLEMENTS Imposed displacements may be specified only at the restrained joints Their direction can be support X axis support Y axis and angular When the joint restraint is free or an elastic spring in any of these three directions no imposed displacement can be specified in that direction The sign of imposed displacements is determined relative to the positive direction of X and Y axes The imposed rotation is positive when clockwise from original to the new position The imposed joint displacements are input together with the applied joint loads To distinguish that a value being input is an impose displacement and not an applied load character D is typed to the right side of the value being input Examples of this data input are as follows HOW MANY LOADED DISPLACED JOINTS 3 Jnt Fx Fy M 1 4 3 4D 0 0 2 4 7 12 3 1D 0 3 47 9 0 0 15D The above data describes that joint 3 is displaced 4 mm in the positive direction of the support X axis joint 7 has an applied load of 12 kN in the support X axis direction this means that the joint is free to move in this direction and is displaced 3 1 mm in the negative direction of the support Y axis joint 9 has an imposed rotation of 15 radians in the clockwise direction The unit of force and
16. MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN 1 1 2 42 8449 5 2591 26 2039 5 8349 2 2 5 26 2039 8 5124 1 2424 8 1286 MEMBER DEFORMATIONS ROTATION RAD 1 745791E 03 MOMENT KN CM 1 1866E 04 103 7894 103 7896 0 JNT1 JNT2 AXIAL CM SWAY CM ROTATION RAD 1 A 2 1 693599 02 956485 1 02582E 03 9 070205E 04 2 2 3 1 009788 02 952353 3 506692 03 3 684891E 03 SUPPORT REACTIONS JNT 5 KN Y AXIS KN MOMENT KN CM ANGLE 1 19 3902 38 5664 1 1866 04 0 2 1 7307E 05 14 3473 0 1 9073E 04 AXES MEM 1 3 1 6244E 05 8 223 0 295 DEG ALL 1 2824 06 50 3 0939E 04 0 DEG Skeleton 9 Manual Preface Page 152 SAMPLE PROBLM 7 A Portal Frame with an In clined Roller and an Elastic Spring Sup port 15 25 KN 35 35 KN 16 kN 0 05 kN cm 100 950 kN cm Spring 60 170 170 45 Framework Dimensions and Applied Loads 260 150 250 350 250 100 Joint Member and Section Numbering for Analysis 9 Skeleton 9 Manual Preface Page 153 SAMPLE PROBLEM 7 TITLE PROGRAM HANDOUT EXAMPLE UNITS KN CM SECTIONS 5 JOINTS 70 MEMBERS 70 SEC MODULUS AREA INERTIA 1 21000 129 2 75720 2 21000 85 4 29401 3 21000 56 9 9948 MEMBER DETAILS JOINT COORDIATES MEM JNT1 JNT2 SEC JNT X C Y C 1 1 2 1 1 0 260 2 2 2 1 2 0 430 3 2 4 3 3 0 600 4 3 4 2 4 150 660 5 4 3
17. by the two numbers of the joints to which they connect the first specified joint for a member becomes its START END and the second END END for reference purposes in the analysis A group of loads applied simultaneously is referred to as a LOADing CASE or COMBination CASE These loads can occur either at joints or on member spans Number of LOADing or COMBination CASES can be as many as required Before the use of SKELETON full data preparation is recommended to ensure optimum use of computer time and to minimise mistakes in the input This requires having all the answers ready to the questions asked by SKELETON during data input Since the questions asked follow a set order it helps to write the data answers in the same sequence To this end a complete list of data questions in the sequence in which they appear on the TV screen is shown in Section 25 In the course of analysis the data questions which become unnecessary are automatically omitted by SKELETON For example if the answer to LOADED MEMBERS is 0 then all the data questions until SAME LOAD MEMBER SETS do not appear on the screen Most of the data questions are self explanatory but some which may require explanation or caution in their use are as follows UNITS 2 A two word answer separated by a comma is required here and is for reference purposes only in the output to describe the units of force and length The user can type in any desired words here since they have no effect
18. 02 4 2 010923 7 301588 1 882045 02 5 2414382 3 330004 1 289617 02 6 1 136514 3 855898 02 0 4 425662E 03 7 1 153696 3 610436 03 2 126715 03 8 896183 3 445169 03 2 483925E 03 9 0 0 0 10 896183 221013 Page 157 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN MOMENT KN CM 1 1 2 51 4044 51 4066 1503 51 4044 51 4066 8738 976 2 2 3 115 1746 57 2376 8738 848 115 1746 57 2376 991 5391 3 2 4 198 8788 4 3 4 95 9214 85 6848 991 5509 101 4923 99 612 13976 26 5 4 5 61 2491 14 7097 13976 19 39 7076 18 7868 14881 24 6 5 6 43 3426 7 1412 14881 24 51 1414 9 0276 215219587 7 6 7 51 1419 27 4107 15219 88 58 9408 9 2906 8319 304 8 8 7 4 0764 53 2031 2124 091 4 0764 59 5281 8319 261 9 9 8 19 0764 37 5289 189275 235 19 0764 53 2039 3624 045 10 10 8 0 15 6 08E 04 0 15 1500 001 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL CM SWAY CM ROTATION RAD T 1 2 3 22083E 03 3 603276 1 557089E 04 3 114258E 04 2 2 3 7 216454E 03 3 500395 2 937563E 04 1 203768E 04 3 2 4 044151 5 570992 4 3 4 8 891815E 03 3 226525 4 984926E 04 1 151241E 03 5 4 5 7 342078 03 4 280463 2 923205E 03 3 001073E 03 6 5 6 9 457524E 03 23 115389 4 218843E 03 4 251663E 03 7 6 7 011019 292111 3 612041E 03 2 940336E 03 8 8 7 1 652671E 04 257513 1 428971E 04 2 143129E 04 9 9 8 3 445169E 03 896183 1 828945E 03 6 549805E 04 10 10 8 0 224459 1 196699 04 2 393399 04 SUPPORT REACTIONS JNT X AXIS KN Y AXIS KN
19. 03 1 271411E 03 SUPPORT REACTIONS JNT 5 KN Y AXIS MOMENT KN M ANGLE 1 14 3278 308 4747 10 6213 0 DEG 6 14 3278 311 5093 2 3283E 06 0 DEG ALL 0 619 984 10 6213 0 DEG LOAD ANALYSIS NO 2 LOAD FILE C MANUAL SAPBLM2 A2 TITLE LIVE LOADS LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 5 T44 Q 18 KN M 30 2 6 T4 Q 8 KN M SAME LOAD MEMBER SETS 0 JOINT LOADS 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS M Y AXIS M ROTATION RAD 1 0 0 0 2 8 046392 04 1 041847 04 9 704207 04 3 9 861646 04 1 366537 04 4 005168E 04 4 9 687857E 04 1 265462E 04 3 861117E 04 5 8 093735E 04 9 368195E 05 7 900042E 04 6 0 0 MEMBER HINGE CANT END ROTATIONS 1 MEM JNT1 JNT2 ROTATION RAD 3 6 5 7 418764E 04 Skeleton 9 Manual Preface Page 126 MEMBER FORCES MEM JNT1 JNT2 T 1 2 2 2 3 3 6 5 4 5 4 5 2 5 6 3 4 AXIAL KN 111 6265 111 6265 27 8306 27 8306 100 3735 100 3735 28 1694 28 1694 6 7632 6 7632 15 5168 15 5168 MEMBER DEFORMATIONS MEM JNT1 JNT2 X i 2 2 2 3 3 6 5 4 5 4 5 2 5 6 3 4 AXIAL M 1 041847E 04 3 246903E 05 9 368195E 05 3 28643 05 4 734262 06 1 737883 05 SUPPORT REACTIONS SHEAR KN 8 7536 8 7536 15 5168 15 5168 8 7536 8 7536 15 83 72 27 28 5168 5168 7959 2041 8306 1694 SWAY M 8 dos 046392E 04 815254E 04 093735E 04 594123E 04 050277 0
20. 03 12 1 059987 1 214206E 03 13 1 06139 1 417609 04 14 1 065418 2 130217 02 15 478313 2 143474E 02 16 1 071682 624118 17 3 131079 632006 18 3 130988 552127 19 4 629582 55347 20 4 630413 636046 2 4 933331 4 392319 02 MEMBER HINGE CANT END ROTATIONS 10 MEM JNT1 JNT2 ROTATION RAD 1 1 8 8 378297 04 3 9 Te 6 22098E 03 5 7 12 5 908799E 03 7 6 13 5 913597E 03 8 4 5 8 275833E 04 l9 15 14 6 995206 03 14 10 11 5 754118E 03 18 14 16 6 493247 03 19 10 9 5 721492E 03 20 16 15 6 456746E 03 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN 1 1 8 25 8907 1 1721 27 3907 1 8279 2 8 9 394 4 4366 394 2 5466 3 9 11 5 4321 15 2447 54321 15 2447 4 2 7 2 7999 7 2239 2 7999 7 22 39 5 7 12 1 2037 10 9987 1 2037 10 9987 6 3 6 2 1803 4 0027 2 1803 12 0027 7 6 13 25521 10 952 2155521 10 952 8 4 5 51 3297 475 51 3297 EDU MAS 9 5 1 5 33 9146 7 6555 33 9146 7 6555 10 15 14 9669 23 4164 9669 23 4164 11 8 7 6 2646 26 9967 3 7646 22 6666 22 c 6 7 5394 21 0704 Skeleton 9 Manual Preface 554 CM ROTATION RAD kk 6 307152 04 6 052864 04 5 778243E 04 7 682716E 04 4 888508E 03 6 05118E 03 948464E 03 459179E 03 023908E 03 136546E 03 317699E 03 325948E 03 353189E 03 MOMENT KN CM 5 3998E 05 65 5854 1857 698 1417 751 1417 752 1 5483E 03 865 3332 579 4488 2408 724 1 052E 04 706 8645 713 6708 2398 484 0 3 5999E 05 101 0025 1213 138 2177
21. 06 1 1432 4189 10 0412 4 5 4 6 4141 3 5106 4 6623 6 4141 1 3894 95 5 2 5 3 0917 5 2709 22 193 3 0917 5 2709 14 7035 6 3 4 1 3895 9 3359 8 1138 1 3895 6 4141 95 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL M SWAY M ROTATION RAD 1 1 2 1 363303E 05 1 628843E 03 4 653838E 04 2 247632E 04 2 2 3 1 089187 05 6 989873E 04 4 091004E 05 3 544579 04 3 6 5 1 066971E 06 1 631008E 03 2 388114 04 4 061643E 04 4 5 4 7 483129 06 6 983794 04 1 396991 04 5 308016 05 5 2 5 2 164161E 06 1 256606E 05 2 388255E 04 5 804275E 05 6 3 4 1 55624E 06 1 59748E 05 1 570293E 04 2 50335E 04 SUPPORT REACTIONS JNT KN Y AXIS KN MOMENT KN M ANGLE 1 T4 2811 14 6068 24 5398 0 DEG 6 5 3189 1 1432 2 3283E 06 0 DEG ALL 19 6 15 75 24 5398 0 DEG Skeleton 9 Manual Preface Page 128 TECHNO CONSULTANTS LTD PORTLAND HOUSE 103 PORTLAND STREET MANCHESTER M1 6DF TEL 061 236 0104 PROG SK9 IBM 880113 JOB NO EXAMPLE 2 DATE 30 SEPTEMBER 1988 PAGE NO DESIGNER SURK PROJECT DEAD LIVE amp WIND LOAD COMBINATIONS SAMPLE PROBLEM 2 SKELETONS COMB ANALYSIS NO 1 COMB FILE C MANUAL SAPBLM2 TITLE 1 4 DEAD 1 6 LIVE COMBINATION DETAILS LOAD CASE FACTOR 1 1 4 2 1 6 SELF WT 212 7776 KN LOAD CASE 1 FACTORED AT LOADED MEMBERS 6 MEM TYPE LOAD DETAILS 1 TO SW 17 346 KN T14 Q 5 6 KN M 2 TO SW 13 8768 KN T14 Q 4 2 KN M 3 TO SW 17 346 KN T44 Q 5 6 KN M 4 TO
22. 1 TO N Inclusive Input N 1to 32 Skeleton 9 Manual Preface Page 60 Menu 39 Load Combination Analysis Skeleton 9 Load Combination Analysis How Many Combinations 40 0 TO Exit Menu 40 Load Combination Analysis Skeleton 9 Load Combination Analysis Structure No of Combinations Load Cases Selected for 2 Combinations nn Combination Analysis No n Input Comb Case No 1 TO 99 0 TO Skip Skeleton 9 Manual Preface Page 81 Menu 41 Load Combination Analysis Skeleton 9 Load Combination Analysis Combination 1 C SK9DATA SPBLM2 1 is an Existing File for Previous Comb Case No 1 Options 1 Over Write Existing File 2 Change Comb Case No 3 Change Display Filenames in Data Drive Dir C SK9DATA 4 Abort Entire Analysis Exit Which Menu 42 Load Combination Analysis Skeleton 9 Load Combination Analysis Structure FRAME1 No of Combinations 2 Load Cases Selected for 2 Combinations 2 2 Combination Analysis No 1 Comb Case No 1 Title Input Title 60 Chrs Max DEAD LIVE WIND Menu 43 Load Combination Analysis Skeleton 9 Load Combination Analysis Structure FRAME1 No of Combinations 2 Load Cases Selected for 2 Combinations ab 2 Combination Analysis No 1 Comb Case No 1 Title DEAD LIVE WIND How Many Load Cases to be Combined 0 TO Skip 2 Max Skeleton 9 Manual Preface Page 82 Menu 44 Load Combination Analysis Skeleton 9 Load C
23. 1 68444E 03 5 2 104532E 03 3 817388E 04 2 332876E 03 6 0 0 KE MEMBER HINGE CANT END ROTATIONS 1 MEM JNT1 JNT2 ROTATION RAD 3 6 5 2 06838E 03 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN MOMENT KN M 1 1 2 433 9043 525 45 17 4196 410 1533 255215 70 6055 2 2 3 133 9011 51 0968 96 1838 115 5303 51 0968 82 6549 3 6 5 420 8813 25 15 4 6566 06 397 1303 25 225 88 0251 4 5 4 134 5105 51 0968 94 051 116 1397 51 0968 84 7877 5 2 5 25 9463 240 2522 166 7893 25 9463 226 6198 182 0761 6 3 4 51 0968 104 7303 82 6549 51 0968 105 3397 84 7877 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL M SWAY M ROTATION RAD n 1 2 3 938935 04 2 08637 03 961057 04 2 063191 03 2 2 3 1 455017 04 3 476681 04 2 559963E 03 1 612939E 03 3 6 5 3 817388E 04 2 104532E 03 1 467085E 03 2 93417E 03 4 5 4 1 462126E 04 2 722773E 04 2 410669 03 1 762233E 03 5 2 5 1 816242 05 1 215478 05 2 661033E 03 2 331139E 03 6 3 4 5 722838E 05 1 144386 05 1 713908 03 1 682805E 03 SUPPORT REACTIONS JNT 5 KN Y AXIS MOMENT KN M ANGLE 1 25 15 433 9043 17 4196 0 DEG 6 25 15 420 8813 4 6566 06 0 ALL 3 8147E 06 854 7856 17 4196 0 DEG COMB ANALYSIS NO 3 COMB FILE C MANUAL SAPBLM2 D3 TITLE 1 2 DEAD LIVE WIND COMBINATION DETAILS LOAD CASE FACTOR 1 1 2 2 1 2 3 1 2 SELF WT LOAD CASE 182 3808 KN LOADED MEMBERS 6 Skeleton 9 Manual 1 FACTORED 151 984KN FACTORED 1 2
24. 2 1 0 170 2 2 3 1 0 170 3 2 4 3 150 230 4 3 4 2 150 60 5 4 5 2 250 100 6 5 6 2 350 80 7 6 7 2 350 80 8 8 7 1 0 110 9 9 8 1 0 490 10 10 8 3 100 0 Skeleton 9 Manual Preface Page 156 JOINT COORDINATES S Y AXIS CM JNT X AXI 1 0 2 0 3 0 4 150 5 400 6 750 7 1100 8 1100 9 1100 10 1000 260 430 600 660 760 680 600 490 0 490 JOINT SUPPORT SPRINGS MEMBER HINGE CANT END ROTATIONS 2 MEM JNT1 JNT2 J l 2 LO 2109758 Skeleton 9 Manual ROTATION RAD 2 135145E 02 2 124916E 03 Preface JNT X AXIS Y AXIS ANGULAR ANGLE 1 0 1 45 DEG 6 0 2 0 AXES OF MEM 7 9 1 1 1 0 DEG NOTE 0 SPRING INCLINED HINGE CANT END SPRING CONSTANTS KN CM OR KN CM RAD 2 0 FREE 1 INFINITY 945 LOAD ANALYSIS NO 1 LOAD FILE C MANUAL SAPBLM7 A1 TITLE SAMPLE LOADS LOADED MEMBERS 6 MEM TYPE LOAD DETAILS 4 T43 W 15 KN 5 T43 W 25 KN T21 P 16 KN CM INCLINATION 40 DEG 6 T43 W 35 KN T4 Q 05 KN CM 7 T43 W 35 KN T6 gt 05 KN CM lt KN CM A 0 B CM 8 T6 gt 055 KN CM Q lt KN CM 0 CM 9 T6 gt 04 KN CM Q lt 055 KN CM A 160 CM B 490 CM T8 M 1760 KN CM A 160 CM SAME LOAD MEMBER SETS 0 JOINT LOADS JNT X AXIS Y AXIS MOMENT KN CM 10 0 15 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS CM Y AXIS CM ROTATION RAD dy 14 57296 0 2 6 701363 10 30786 2 088431 02 3 3 200969 10 30064 2 047018
25. 228 419 13 363 419 14 498 419 45 498 326 16 591 419 17 591 739 18 0 739 19 0 1047 20 591 1047 21 295 5 1197 JOINT SUPPORT SPRINGS JNT X AXIS Y AXIS ANGULAR ANGLE 1 1 1 0 2 1 1 1 0 3 T 1 1 0 DEG 4 1 1 e 0 DEG NOTE 0 SPRING INCLINED HINGE CANT END SPRING CONSTANTS KN CM OR KN CM RAD 1 0 FREE 1 INFINITY LOAD ANALYSIS NO 1 LOAD FILE C MANUAL SAPBLM1 TITLE CASE 1 LOADING LOADED MEMBERS 3 MEM TYPE LOAD DETAILS 11 W 10 15 T3 W 11 5 27 T6 gt 005 KN CM 110 CM EL P 1 95 KN Skeleton 9 Manual 008 KN CM 375 CM 280 CM D WO A Preface Page 116 SAME LOAD MEMBER SETS 2 AS MEMBER 12 AS MEMBER 16 13 17 LL 15 JOINT LOADS JNT X AXIS KN Y AXIS KN MOMENT KN CM 8 3 87 0 0 10 3 87 0 0 18 3 85 0 0 19 2 75 0 0 AS JOINT 8 10 JOINT DISPLACEMENTS JNT X AXIS CM Y AXIS CM ROTATION RAD 1 0 0 2 0 0 0 3 0 0 0 4 0 0 5 1229 7415 8 350966 03 3 438583E 04 6 120104 6 445508E 03 3 334307 04 7 120715 6 531472 03 3 32515E 04 8 12156 1 226958E 03 4 825122E 04 9 308198 3 510387E 04 2 462499E 03 10 583665 277494 3 103956E 03 11 581313 7 580201E 04 12 579742 1 024443E 02 13 579406 1 015847 02 TN 14 580306 1 079702E 02 EE 15 296047 1 029347E 02 2 496418E 03 16 582424 299244 3 201048E 03 17 1 676992 30096 3 238611E 03 18 1 67762 277871 3 307033E 03 19 2 477048 27894 1 690212E 0
26. 4 1 9062 4 1 3 1 4296 5 3 2 2 3827 6 r 4 2 3827 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL IN SWAY IN 1 1 2 3 519061 03 025 2 2 4 4 802053 02 0 3 2 4 3 519061 03 025 4 12 3 1 979472E 03 0 5 3 2 1 099707 02 2 052786 02 6 L 4 1 099707 02 2 052786 02 SUPPORT REACTIONS ROTATION RAD kk kk kk kk MOMENT T IN ROTATION RAD JNT Y AXIS T MOMENT T IN ANGLE 1 1 7602 07 1 4761 07 0 0 3 1 7602 07 1 4761 07 0 0 ALL 0 2 9523E 07 0 0 DEG Skeleton 9 Manual Preface Page 149 SAMPLE PROBLEM 6 Elastic Spring and Inclined Supports Support 2 is an inclined X roller and a Y spring of Stiffness 15 kN cm The support axes are parallel to the axes of member 1 Support 3 is an inclined X roller The support axes are inclined at an angle of 295 degrees clockwise Vertical Loads of 20 kN and 30 kN are applied on members 1 and 2 respectively as shown below 200 300 Input Data Spring Constants amp Inclined Supports SPRING CONSTANTS 2 Nos default auto input value K2 15 SUPPORTED JOINTS 3 JNT Y R R R ANGLE 1 1 1 0 2 0 2 0 1 3 0 1 0 295 Input Data Loading Case 1 TITLE VERTICAL TYPE 43 LOADS LOADED MEMBERS 2 MEM NO NO OF LOADS TYPE LOAD DETAILS 1 1 43 20 2 43 30 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLAYED JOINTS 0 SAME LOAD JOINT SETS 0 Skeleton 9 Manual Preface Page 150 TECHNO C
27. 412 6959 1 1746 03 334 9376 6 3246 04 630 2197 457 4761 457 4769 971 4261 528 1276 496 1759 496 1761 829 2258 829 2255 91 0975 971 4274 91 0979 PRPPPPUPWWWWNnA ROTATION RAD 6 4 2 6 2 8 6 2 264374 05 As 9 742261 04 37113E 04 035755E 04 710605E 04 Il 252875E 04 987411E 04 812453E 04 763498E 03 81749E 04 00521E 04 670903E 04 Ta 819188 04 273588 04 547176 04 055599E 03 096961E 03 601274E 04 800641E 04 250423E 04 750452E 04 331518E 04 340675E 04 193162E 04 297438E 04 120012E 04 600076E 05 450465E 04 450465E 04 450465E 04 450465E 04 450465E 04 763837E 03 Page 118 1 450465E 04 18 14 16 2 118707 03 288447 4 973631E 05 9 947228E 05 19 10 9 1 185003E 03 390754 1 329367 04 6 646808 05 20 16 15 1 819153E 03 406818 1 078894E 04 5 394456E 05 21 10 18 3 771782E 04 1 093955 3 146539E 04 1 115769E 04 22 18 19 1 069039 03 799428 7 114875 04 9 053342E 04 23 16 17 1 715958E 03 1 094568 2 194759E 04 1 819136E 04 24 17 20 1 069069E 03 785882 6 870462 04 8 126628 04 25 20 21 8 845339E 04 340971 7 099939E 04 4 104502E 04 26 19 21 1 56638E 04 31109 7 514716 04 3 202824 04 27 18 17 6 279945E 04 2578831 1 375077 04 1 300934 04 SUPPORT REACTIONS JNT X AXIS KN Y AXIS KN MOMENT KN CM ANGLE 1 4649 4 1612 7 1997 06 0 DEG 2 6 491 22 1515 731 3599
28. 5 characters for POST MEMBER analyses 2 7 NOTES ON PRINTING STRUCTURE DIAGRAM Skeleton 9 Manual Section 2 Page 11 Your system should have its own facilities to print graphics from the screen on to the printer For example GRAPHICS COM from the DOS 2 1 disk or GRAFTRAX COM from the Public Domain library can be loaded via AUTOEXEC BAT program on the SKELETON disk and graphics can be dumped on to the printer when Shift and Prt Scr Keys are pressed together When an option to include structure diagram in the SKELETON output is taken the program displays the Structure Diagram on the screen and waits for the user to press Shift and Prt Scr keys or an equivalent of this for your system set up When the diagram has been printed the user is required to press the RETURN key as a prompt for the program to continue further and analyse print rest of the output The user can use any suitable Graphics Dump program for his system Normally this requires copying it on to the the SKELETON disk and each time SKELETON is run loading it into the memory via AUTOEXEC BAT program When GRAPHICS COM program is used via AUTOEXEC BAT the structure diagram is printed sideways on the paper see IBM PC DOS manual and on an Epson FX 80 printer it occupies 54 lines per diagram When GRAFTRAX COM is used via AUTOEXEC BAT the screen can be sent to the printer in two ways A Small Size 17 lines diagram by pressing RIGHT Shift and Prt Scr keys and a Large Siz
29. 7 kN UDL 8 kN UDL distributed load acting inclined acting inclined acting at an at an angle of at an anlge of angle of 225 AD 2 1 395 5 kN linearly Horizontal distributed load at 0 015 kN cm 165 1 5 kN UDL along member centre line 5 5 N N z m 180 65 160 48 Skeleton 9 Manual Preface Distributed load of 0 02 kN cm point loads acting along the member centre line acting along the centre ine 260 of the member Page 109 Skeleton 9 Manual Preface Page 110 NUMBERING OF JOINTS MEMBERS amp SECTIONS FOR ANALYSIS e M26 M25 S2 S2 1197 M22 S2 M24 S2 1047 EJ 21 739 419 326 200 93 228 295 5 363 498 591 Skeleton 9 Manual Preface Page 111 SAMPLE PROBLEM 1 AN EXAMPLE SHOWING INPUT OF FRAME AND LOADING DETAILS TITLE SAMPELE PROBLEM 1 UNITS KN CM SECTIONS 4 JOINTS 27 MEMBERS 27 SEC MODULUS AREA INERTIA 1 21000 28 4 2867 2 21000 41 6 6481 3 21000 32 3 2356 4 21000 95 27329 MEMBER DETAILS JOINT COORDIATES MEM JNT1 _ JNT2 SEC JNT 1 1 8 3 1 93 0 2 8 9 3 2 228 0 3 9 11 3 3 363 0 4 2 7 3 4 498 0 5 7 12 3 5 498 200 6 3 6 3 6 363 200 7 6 13 3 7 228 200 8 4 3 8 93 200 9 15 3 9 93 326 10 15 14 2 10 0 419 11 8 7 1 11 93 419 12 7 6 1 12 228 419 13 6 1 14 363 419 14 10 11 1 14 498 419 15 11 12 1 15 498 326 16 12 13 1 16 591 419 17 13 14 1 17 591 739 18 14 16 1 18 0 739
30. 734 2177 732 2 3535E 03 1792 113 1493 044 1495 129 Page 120 13 6 5 14 10 11 t9 11 12 16 12 13 17 13 14 18 14 16 19 10 9 20 16 15 21 10 18 22 18 19 23 16 127 24 17 20 25 20 21 26 19 21 27 18 17 d 2 8 22 22 Tx ae 234 7 18 16 40 40 14 13 43 46 I 21 3 9 25 18 14 8 6 4 eus 6 E 2 5244 4737 1305 2692 2692 0254 0254 9737 9737 9255 7507 1679 1679 0851 0987 8075 6359 6903 6903 8254 8254 3559 43559 596 436 7819 5412 7966 594 3169 28 MEMBER DEFORMATIONS AXIAL CM MEM JNT1 JNT2 I 1 8 2 8 9 3 9 A 4 2 7 5 7 12 6 3 6 7 6 13 8 4 5 9 5 15 15 14 11 8 7 12 7 6 13 6 5 14 10 TI 15 11 12 16 12 13 17 13 14 18 14 16 19 10 9 20 16 15 Skeleton 9 Manual BU A7 7 840767E 03 318519E 05 447782 04 255711E 04 886349E 04 428857E 04 011248 04 513482 02 299925E 03 325756E 04 070127E 03 302674E 03 200169E 03 472567 03 590252 03 402497 03 028678 03 263614 03 03649 03 58636 03 26 8044 23 072 17 4151 4 1358 4 1358 1 2963 1 2037 0 0 1 5521 1 4412 4743 4743 5 8456 4 8592 8 62 2 6938 8 1767 3 3767 4 6935 0735 3410953 3 0953 3 3235 3 3235 6 0181 4 1379 3 3778 6 1083 2 1351 3 7598 SWAY 156291 368141 537245 1551
31. 8 0 015 1 5 46 165 4 2 65 180 6 160 1395 at 46 at 130 at 3209 at 2342 at 300 at 55 at 225 Page 114 TECHNO CONSULTANTS LTD PORTLAND HOUSE 103 PORTLAND STREET MANCHESTER M1 6DF TEL 061 236 0104 PROJECT SAMPLE PROBLEM 1 FOR ANALYSIS BY SKELETON 9 SK9 IBM 880113 JOB NO EXAMPLE 1 DATE 30 SEPTEMBER 1988 PAGE NO DESIGNER SURK FILE C MANUAL SAPBLM1 SAMPLE PROBLEM 1 CM TITLE UNITS JOINTS D OF I SECTION SEC MODULUS KN CM2 1 2 3 4 DETAILS MEMBER DETAILS MEM JNT1 000 10 YUI i QO N HS 10 11 12 I3 14 Skeleton 9 Manual H3 i gt OY UJ 1 N OO JNT2 8 9 11 7 12 6 13 5 15 14 7 6 5 LLS STRUCTURE DETAILS 229766 6 CM3 X PROJ CM BR HB H Q Q QQ UJ UJ UJ Q WwW Q Q INERTIA 4 27329 200 126 93 200 219 200 219 200 126 93 0 0 0 0 SECTIONS 4 0 UNIT WT KN CM3 Page 115 15 4x 12 T 135 0 16 12 13 1 135 0 127 13 14 1 135 0 18 14 16 1 93 0 19 10 9 2 93 93 20 16 15 2 93 93 21 10 18 2 0 320 22 18 19 2 0 308 23 16 17 2 0 320 24 17 20 2 0 308 25 20 21 2 295 150 26 Lg 21 2 295 150 27 18 17 4 594 0 JOINT COORDINATES JNT X AXIS CM Y AXIS CM 12 93 0 2 228 0 3 363 0 4 498 0 5 498 200 6 363 200 7 228 200 8 93 200 9 93 326 10 0 419 11 93 419 12
32. ANGULAR ANGLE T 1 1 1 0 4 L 1 1 0 NOTE 0 SPRING INCLINED HINGE CANT SPRING CONSTANTS T FT OR T FT RAD 1 0 FREE 1 INFINITY LOAD ANALYSIS NO 1 END LOAD FILE C MANUAL SAPBLM4 A1 TITLE LOADED MEMBERS 0 SAME LOAD MEMBER SETS 0 JOINT LOADS JNT X AXIS T Y AXIS T MOMENT T FT 1 0 0 IMP DISP 4 IMP DISP 0 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS FT Y AXIS FT ROTATION RAD 1 0 0 15 IMP 2 39992 2 122186 02 2 644695E 02 3 386736 2 122186E 02 1 599678E 02 4 25 IMP 0 0 MEMBER HINGE CANT END ROTATIONS 0 MEMBER FORCES MEM JNT1 JNT2 AXIAL T SHEAR T MOMENT T FT 1 1 2 63665 59 39549 87 345980 8 63665 59 39549 87 148231 5 2 2 3 39549 8 63665 59 148231 5 39549 8 63665 59 106430 9 3 4 3 63665 59 39549 84 170418 63665 59 39549 84 106430 9 MEMBER DEFORMATIONS JNT1 JNT2 AXIAL FT SWAY FT ROTATION RAD 1 1 2 2 122186E 02 39992 7 001609 02 5 353697E 02 2 2 3 1 318327E 02 4 244373E 02 1 583601E 02 5 385851E 03 3 4 3 2 122186E 02 136736 1 953376E 02 3 536978E 03 SUPPORT REACTIONS JNT Y AXIS T MOMENT T FT ANGLE 1 39549 87 63665 59 345980 8 0 DEG 4 39549 84 63665 59 170418 0 DEG ALL 0313 0 175562 8 0 DEG Skeleton 9 Manual Preface Page 145 LOAD ANALYSIS NO 2 LOAD FILE C MANUAL SAPBLM4 A2 TITLE TEMP RISE OF 97 DEGREES IN MEMBER 2 LOADED MEMBERS 1 MEM TYPE LOAD DETAILS 2 T51 TEMP 97 DEG SAME LOAD MEMBER SETS 0
33. All Part Input Details 11 Change Display Filenames in Data Drive Dir A J2535 12 Save to Disk Data in Memory NB Structure Details Now Include 11 the Changes Made so far If in Doubt Take Option 7 and or 10 Which Menu 7 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Filename FRAME1 OPTIONS TO PRINT 1 Entire Details 2 Structure Reference 3 Section Properties 4 Member Details 5 Joint Coordinates 6 Supports amp Spring Constants 7 To Main Options Continue Which Skeleton 9 Manual Preface Page 69 Menu 8 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Filename FRAME1 OPTIONS TO MODIFY 1 Exit to Main Options 2 Re Define Details of SECTIONS 3 Add Up to 1 SECTIONS Appears if SECTIONS can be added see notes below Menu 10 Which Menu 9 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Filename FRAME1 OPTIONS TO MODIFY 1 Exit to Main Options 2 Re Define Details of JOINTS 3 Add Up to 1 JOINTS Appears if JOINTS can be added see notes below Menu 10 Which Menu 10 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Filename FRAME1 OPTIONS TO MODIFY 1 Exit to Main Options 2 Re Define Details of MEM
34. FOR FILE MANAGEMENT When DOS formats a disk it creates a directory that describes each of the files on the disk There is a limit to the number of files a directory can hold 64 on single sided diskette 112 on a double sided diskette 224 on a high capacity diskette and 512 or more on a fixed disk To store more number of data files and to be able to retrieve data efficiently it is recommended that you create additional directories call sub directories on a disk The sub directories divide the disk into different storage areas each of which you can use as if it were a different disk If necessary you can also have further directories within sub directories 1 e a multi level directory structure For detailed information on how to create and use directories consult your DOS manual In a routine design use of SKELEON the writer finds it helpful to create a sub directory for each separate job e g 73231 74343 and J4365 for Job Numbers 3231 4343 4365 respectively Within in each job directory the structure names can then be A3131D88 B3231D88 C3231D88 for frames A B and C of Job No 3231 whose data files have been saved on disk no 88 To retrieve data files the directories sub directories are specified by a path name In all main program menus a choice Change Display Filenames in Data Drive Dir allows changing this path For example to retrieve the file for frame C3231D88 Sub directory BLDG1 in Directory 73231 in Drive
35. FRAMEWORK SUPPORTS At supports joint restraints can be rigid elastic springs or free The directions in which these restraints can be specified are the X Y and angular direction of the support axes Joints can therefore be fixed free to rotate or be on rollers The data required to specify each support is its Joint No and three spring constant numbers for the restraints in the X Y and angular direction of the support axes When support axes of any joint are not parallel to the Global axes inclination angle of the support is also required 5 1 ELASTIC SPRING CONSTANTS To specify joint restraints up to 9 spring constants 1 the force or moment required to produce a unit displacement in the specified direction can be specified The spring constant 1 is however always infinity and cannot be re defined it is used to specify restraints which are fully rigid To describe free restraints the spring constant 0 is used Example of data input for various restraints are as shown below SPRING CONSTANTS Existing Value New Value Nos 1 How Many 1 to 9 Return 4 0 FREE l Infinity FIXED 2 9 9e 09 New VALUE Return 1000 3 9 9 09 New VALUE Return 1100 4 9 9e 09 New VALUE Return 1200 SUPPORTED JOINTS 27552 JNT Y R R R Le Ae 2 nV ly Lus Selber 75423 954 In the above Joint 4 is pinned but with spring 2 in its Y direction Joint 5 is fixed but with spring 3 in its angular directio
36. JOINT LOADS 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS COEFF JNT X AXIS FT Y AXIS FT 1 0 0 2 8 567813E 05 2 507653E 06 3 1 609077E 04 2 507653E 06 4 0 0 MEMBER HINGE CANT END ROTATIONS 0 MEMBER FORCES MEM JNT1 JNT2 AXIAL T SHEAR T 1 1 2 7 523 40 1224 213923 40 1224 2 2 3 40 1225 7 523 40 1225 7 523 3 4 3 7 523 40 1224 7523 40 1224 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL FT SWAY FT 1 1 2 2 507653E 06 8 567813E 05 2 2 3 2 465858E 04 5 015305E 06 3 4 3 2 507653E 06 1 609077E 04 SUPPORT REACTIONS 6 7E 07 ROTATION RAD 1 755357E 05 2 256887E 05 MOMENT T FT 135 4132 65 199 65 2199 95 2908 185 5663 95 2908 ROTATION RAD 1 713563E 05 4 17943E 07 1 88074 05 2 131505E 05 2 298682 05 4 179419 07 JNT Y AXIS T MOMENT T FT ANGLE 1 40 1224 7 523 135 4132 0 DEG 4 40 1224 525 185 5663 0 ALL 3 8147E 06 0 50 1531 0 DEG Skeleton 9 Manual Preface Page 146 SAMPLE PROBLEM 5 Lack of Fit Loading Case 1 Member 2 is 0 05 inches too long before being forced into its position 48 MI S1 M3 SI Input Data Loading Case 1 TITLE 2 IS 0 05 INCHES TOO LONG LOADED MEMBERS MEM NO NO OF LOADS TYPE LOAD DETAILS 2 1 53 0 05 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLAYED JOINTS 0 SAME LOAD JOINT SETS 0 Skeleton 9 Manual Preface Page 147 TECHNO CONSULTANTS LTD PROG SK9 IBM 880113 PORTLAN
37. KN T44 15 KN M SAME LOAD MEMBER SETS 0 JOINT LOADS JNT X AXIS KN 2 0 3 0 4 0 5 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS M 1 0 2 1 066528 03 3 1 170453E 03 4 001134 5 1 079344E 03 6 0 M2 A1 SELF WT Y AXIS KN 40 12 12 40 Y AXIS M 217 28 8 547 ONWWNOC MEMBER HINGE CANT END ROTATIONS MEM JNT1 JNT2 ROTATION RAD 3 6 5 1 14417E 0 Skeleton 9 Manual 3 55944 04 67555E 04 97629E 04 84267E 04 T Preface 151 984 KN MOMENT KN M 0 0 0 0 ROTATION RAD 0 1 445231E 03 1 279499E 03 1 270981E 03 1 363188E 03 Page 125 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN MOMENT KN M 1 1 2 308 4747 14 3278 10 6213 282 0847 14 3278 39 5259 2 2 3 105 487 32 6369 58 2983 85 075 32 6369 55 9207 3 6 5 311 5093 14 3278 2 3283E 06 285 1194 14 3278 50 1472 4 5 4 105 637 32 6369 57 7732 85 225 32 6369 56 4559 5 2 5 18 309 136 5977 97 8242 18 309 139 4823 107 9203 6 3 4 32 6369 73 075 55 9307 32 6369 73 225 56 4559 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL M SWAY M ROTATION RAD 1 X 2 2 755944 04 1 066528 03 3 047223E 04 1 140509E 03 2 2 3 1 111611 04 1 039251 04 1 415538E 03 1 249806E 03 3 6 5 2 784267E 04 1 079344E 03 8 357862E 04 1 671573E 03 4 5 4 1 113362E 04 5 455548E 05 1 378776E 03 1 286569 03 5 2 5 1 281628 05 2 832356E 06 1 444826E 03 1 363593E 03 6 3 4 3 655336E 05 3 007386E 06 1 27907E
38. MOMENT KN CM ANGLE 1 1 5375E 03 72 6984 1503 45 DEG 6 4 7302E 04 36 4382 0 3 9062E 03 AXES MEM 7 9 37 5289 19 0764 18975 35 0 DEG ALL 21 9976 106 0029 18975 2 0 DEG Skeleton 9 Manual Preface Page 158
39. SW 13 8768 KN T44 Q 4 2 KN M 5 TO SW 92 512 KN T4 Q 42 KN M 6 TO SW 57 82 KN T44 Q 21 KN M SAME LOAD MEMBER SETS 0 LOAD CASE 2 FACTORED LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 5 T44 Q 28 8 KN M TE P 48 KN 6 T4 Q 12 8 KN M SAME LOAD MEMBER SETS 0 JOINT LOADS JNT X AXIS KN 2 0 3 0 4 0 5 0 JOINT DISPLACEMENTS JNT X AXIS M 1 0 2 2 780562E 03 3 3 216498E 03 4 3 137517E 03 5 2 806079E 03 6 0 D1 1 4 Y AXIS KN 56 16 8 16 8 56 Y AXIS 525277 04 601037 04 481421 04 396885E 04 UT qp sq Uq oO MEMBER HINGE CANT END ROTATIONS 1 MEM JNT1 JNT2 3 6 5 MEMBER FORCES JNT1 JNT2 AXIAL KN 1 1 2 610 467 573 5209 Skeleton 9 Manual ROTATION RAD 2 788841E 03 SHEAR KN 34 0646 34 0646 Preface 151 984KN FACTORED AT 1 4 MOMENT KN M 0 0 0 0 ROTATION RAD 0 3 575996 03 2 432126 03 2 397153E 03 3 172471E 03 kk MOMENT KN M 23 8531 9522731 Page 129 2 2 3 192 2107 70 5186 131 578 163 6339 70 5186 115 237 3 6 5 596 7107 34 0646 0 559 7647 34 0646 119 2262 4 5 4 192 9629 70 5186 128 9455 164 3861 70 5186 117 8695 5 2 5 36 4536 325 3102 226 9511 36 4536 310 8018 248 1717 6 3 4 70 5188 146 8339 1155237 70 5188 147 5861 117 8695 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL M SWAY M ROTATION RAD 1 1 2 5 525277E 04 2 780562 03 7 944462 04 2 78155E 03 2 2 3 2 07576 04 4 359358 04 3 451443E 03 2 30757
40. Supports can also be specified as being parallel to the axes of any member in the frame The data input for such supports is the member number followed by the character M The support X axis then becomes parallel to the member X axis and the support Y axis parallel to the member Y axis to locate the direction of member axes see Section 9 1 of the manual To input the angle of an inclined support character A is typed next to the joint number in the support data This prompts the program to allow input of the support angle in degrees or inclination parallel to any member in the frame Examples of the inclined support data is as follows SUPPORTED JOINTS 2 X res Y res R res 1 4 4A 0 1 0 Angle Any in deg Mem 31 2 2 4 14A 1 1 0 Angle Any in deg Mem 11M The first data is for support at joint 4 which is an X roller with its X axis inclined at angle of 31 2 degrees clockwise from the global X axis The second data is for joint 14 which is a pinned support with its axes parallel to the axes of member 11 Skeleton 9 Manual Section 6 Page 17 5 3 UNSTABLE SUPPORT DATA SKELETON rejects support data when the overall framework supports are unstable Deemed to be stable support requirements are EITHER The number of pinned joints i e those held in both the X and Y directions are two or more e g a beam pinned at both ends OR In addition to one joint being pinned there is also at least one X or Y roller e
41. for a simply supported beam with UDL acting downwards are both positive for the framework analysis results acting upwards and the LHS positive and the RHS negative for the member analysis results Skeleton 9 Manual Section 23 Page 60 23 7 MAXIMUM NUMBER OF SPAN LOADS The upper limit to the number of loads a member span can have is between 50 and 100 loads the exact figure depends upon the number of data elements to specify them When this limit is reached e g during the load combination analysis when various LOAD CASE loads are factored and added together program failure can occur 23 8 VALUES OF MAXIMUM DEFLECTION AXIAL LOAD SHEAR AND MOMENT In the analysis along member spans the program finds the maximum values of deflection axial load shear and moment at the analysis locations They are not the maximum values anywhere in the span but the maximum at the analysis locations chosen by the user If maximum values anywhere in the span are to be calculated the user must know beforehand the locations where these values occur on the span and specify them as analysis points In most practical cases however it would be found satisfactory to increase the number of analysis locations and obtain results very close to their maximum values 23 9 IMPOSED DISPLACEMENTS AND JOINT LOADS In a loading case data the program stores imposed displacements and joint loads as similar values If a joint is supported the program considers its data
42. g a beam pinned at one end and with a roller at its other end OR In addition to one joint being held in both the X and Y directions there is also at least one angular restraint e g a cantilever OR The number of joints on rollers are three or more and inclination angle of at least one of them is different than that of the rest The above checks will detect all the unstable support data except for one freak case in which for example a beam is pinned at one end and has a roller at the other end perpendicular to its length see diagram below the program crashes later when the framework is actually analysed Some examples of stable and unstable supports are shown below STABLE SUPPORTS UNSTABLE SUPPORTS o a s sp n n gt pe Freak case accepted as a Stable Support X b of of Note At roller supports movement can occur only along their slope Movement perpendicular to the slope e g roller up lift is not permitted d 9 ca T d Skeleton 9 Manual Section 6 Page 18 Section 6 FRAMEWORK CONNECTIONS Framework connections can be rigid joints hinged joints or a combination of rigid and hinged joints Hinges can also occur at member ends connected to otherwise rigid joints Any number of members meeting at a joint can have such hinges When all members have hinges the joint becomes a hinged joint Unless otherwise specified in the input data SKELETON considers all joints as
43. in bending When a framework is composed of members of different materials e g reinforced concrete and steel the ratios are to be calculated by multiplying the areas or inertias by their respective moduli of elasticity Skeleton 9 Manual Section 21 Page 52 Section 21 LOAD COMBINATION ANALYSIS Results of Framework Analyses can be factored and added together by a Load Combination Analysis This is useful in the limit state design where dead live and wind loads have to be factored and applied on frameworks in a variety of ways To this end the framework is analysed with basic loads using the FRAMEWORK ANALYSIS program which creates the following files on to the user s data disk one structure data file user created one member properties file and three files for each load case viz loading data file user created analysis results file and member results file The LOAD COMBINATION program is then used to factor and combine the various loads and deformations for each joint and member in the framework using information in the above created files To start a load combination analysis menu 35 is obtained on the screen by taking option 3 of menu 1 The data disk should be in drive II and contains the structure and the load case data character A in filename and the result character B in filename files The files to be used may have been created using the FRAMEWORK ANALYSIS program previously either all at on
44. kN ft run of member length Rotation at joints member ends member hinges and along member lengths is always printed in RADIANS inclination of member loads and joint supports unless specified parallel perpendicular to member lengths is always described in DEGREES it is of no matter which units are used Skeleton 9 Manual Section 3 Page 13 Section 4 STRUCTURE SIZE The maximum size of structure that can be analysed depends on the type and joint numbering of the structure optimum joint numbering being when the maximum difference between any two joints connected by a member JD is the least possible To give an idea of what the structure size can be SKELETON has been used to analyse the following frames on 64K APPLE computer 16 storey 4 bay rigidly jointed framework with 85 joints and 144 members 5 analysis time 33 minutes a 60 bay rigidly jointed lattice girder with 122 joints and 241 members 2 analysis time 26 minutes and a 70 bay pin jointed lattice girder with 142 joints and 281 members 2 analysis time 20 minutes The time durations stated above do not include the time required for printing results and are for analysis of one load case only The program checks memory size requirement of an analysis in two stages firstly when a user begins to input data by describing the number of joints members and sections in the structure and secondly when the stiffness matrix of the structure is set
45. length for the frame being considered is kN and mm respectively 11 2 MEMBER TEMPERATURE CHANGE LOAD TYPE 51 When a framework member undergoes a temperature change load type 51 is used to describe the loading For example if member 15 undergoes a temperature rise of 15 7 degrees and its coefficient of expansion is 00000067 the data input assuming it has no other span loads would be Skeleton 9 Manual Section 11 Page 31 n Mem No of Loads 2 15 1 1 Load Type 51 Temp Coeff 2 15 7 00000067 The temperature change is specified in degrees Centigrade or Fahrenheit it matters not which so long as consistent units are used and the coefficient in change per unit length per degree The sign convention for temperature change is RISE VE and FALL VE 11 3 LACK OF FIT LOAD TYPE 53 A member may be too long or short before being fixed between its joints To describe this lack of fit load type 53 is used An example of data input for member 16 which is 5 7 mm too long and has no other span loads is as follows n Mem No No of Loads 2 16 1 1 Load Type 53 Lack of Fit 5 7 The sign convention for the lack of fit is LONG VE and SHORT VE 11 4 MEMBER AXIAL STRAIN LOAD TYPE 54 Member axial strains e g shrinkage of concrete or expansion of wet timber are specified as LOAD TYPE 54 An example of data input for member 17 which undergoes a shrinkage strain of 0015 is as follows n Load Type 2 17 1 1
46. load on these supports SAME LOAD JOINT SETS The list of reasons is the same as that for the SAME LOAD MEMBER SETS described above RE NAMING OF FILES New filename cannot be the same as existing or be of more than 8 characters DECIMAL PLACES No of decimal places cannot be outside the limits being displayed ANALYSIS LOCATIONS No of analysis points cannot be less than 2 or greater than the limits being displayed Skeleton 9 Manual Section 19 48 User defined distance to the analysis locations cannot be less than zero or equal to zero or the member span or greater than the member span Two adjacent analysis locations one of them being specified by the user cannot be closer than span 2500 LIST OF SELECTED LOAD OR COMBINATION CASES No of LOAD or COMBination CASES in the list cannot be less than one or greater than the limit being displayed the list of LOAD or COMBination CASE numbers N1 to N2 inclusive N1 cannot be less than one or N2 less than e A LOAD or COMBination CASE number in a randomly selected list cannot be less than one or specified more than once LOAD COMBINATION ANALYSIS No of combinations cannot be other than 0 to exit less than 1 or greater than 40 at a time in one analysis e COMBination CASE number cannot be other than 0 to skip the further input of data less than one or equal to the preceding COMBination CASE numbers in the present analysi
47. number of members in the structure n a randomly selected list number of members cannot be more than the total number of members in the structure AUTO SELECTION CASE NO for saving details on to data disk cannot be less than one or greater than 999 Skeleton 9 Manual Section 19 Page 50 Section 20 COMPUTER LIMITATIONS AFFECTING SKELETON RESULTS Microsoft Basic allocates 4 bytes 1 exponent 3 mantissa for storing values of its Real Variables This gives approximately a 7 digit accuracy in calculations except when 8 byte double precision numbers are used in setting up stiffness matrices and solving equations In view of this SKELETON results can become erroneous and absurd when analysing frameworks with disproportionate section sizes i e when ratio of the largest to smallest section size is too large The problem generally arises when an engineer is trying to simulate the effect of a rigid member part e g a haunch and specifies an unrealistic large value for its area inertia Results can also become non sensical when analysing weird frameworks in which some member sections are either too large or too small It is not yet possible to establish precisely when the accuracy of the analysis results becomes un acceptable To avoid this pitfall of the computer limitation users must exercise their own precautions this end the following comments might be found helpful 1 As a first check always ensure that the sum of ho
48. rigid Data to describe rigid joints is therefore not required A hinged joint at which all member ends are pinned is described under the input heading JOINT HINGES and the data required to specify it is the number of the joint At joints where some member ends are pinned and others rigidly connected input heading MEMBER HINGES is used to describe the connection data required for each member hinge is the member number and the joint number When a framework contains members with both ends pinned e g a lattice girder with top and bottom boom continuous and diagonals with both ends pinned input heading HINGED BAR MEMBERS is used for rapid input To describe the two hinges of each member the only data required is the member number Using the above provisions a framework with all of its joints pinned i e a truss is described in one of the following ways JOINT HINGES No of joints in the framework HINGED BAR MEMBERS No of members in the framework MEMBER HINGES 2 x No of members in the structure Since the descriptions imply that all joints member ends are pinned no further information joint member numbers is required in the data to describe location of these hinges in the framework FEATURE TO HELP COMPREHEND OUTPUT An asterisk printed to the right of a joint or a member number signifies a hinged connection or a cantilever end Irrespective of how the user has described the framework connections all hinged joints
49. than the number of members in the structure No of the member being specified as hinged bar member cannot be less than one or greater than the number of members in the structure Skeleton 9 Manual Section 19 Page 46 MEMBER HINGES Member hinges cannot be less than zero or greater than the number of joints in the structure No of the member and the joint where a member hinge is being specified cannot be less than one or greater than the respective number of members and joints in the structure No of the joint at which a member hinge is being specified should be one of the two joint numbers of the member ends STRUCTURE DATA FILENAME No of characters in a structure filename cannot be more than 8 LOADED MEMBERS Loaded members cannot be less than zero or greater than the number of members in the structure No of loads on a member span cannot be less than one Load type cannot be less than one or greater than 54 or equal to 10 20 30 40 or 50 No of equi distant point loads in load type 2 or moments in load type 52 cannot be less than one Load distance A cannot be greater than the distance B the length of the member or less than zero e Load distance cannot be less than the distance A or greater than the member length SAME LOAD MEMBER SETS No of sets cannot be less than zero or greater than the number of members in the structure No of members in one set other tha
50. the user This happens when either data is input for a new framework or modified for an existing one Structure detail files are also created when saving an existing framework data in different names option 6 of menu 2 leads to menus 21 and 22 for this purpose Details of each loading case are saved by adding an extension to the filename This extension contains a period character A and the loading case number in numeric form For example if the structure name chosen by the user is ILLUSTRA the filename for the above loading case would be ILLUSTRA A23 As mentioned above the user only gives the loading case number the filename with its extension is derived by the program itself In all eight different types of files are created for saving details of the framework its loading and analysis results The filenames used are all derived from the structure name For example the results of framework analysis joint displacements are stored by adding a period the character B and the loading case number to the immediate right of the structure name Thus the filename for the analysis results of loading case 23 would be ILLUSTRA B23 In view of the above method of deriving names and the DOS limitation that the filename extension is a maximum of 3 characters long a loading case number cannot be in more than two figures i e not greater than 99 An attempt to use a number greater than this limit gives an UNACCEPTABLE DATA REENT
51. to its support reactions 23 2 E A ANDI VALUES Unrealistic values of E A and I can produce misleading analysis results e g when area of columns in a framework is carelessly specified The only safeguard to avoid this problem is to ALWAYS specify realistic values of E A and I 23 3 KEEPING PROGRAM AND DATA DISKS IN DRIVES At all stages of data input and analysis the program and or data disks are kept in their respective drives the drive doors remaining closed Failure to do so may cause the program to crash The safe time to remove replace disks is when prompted to do so or when an option menu is being displayed and the program operation is static 23 4 MEMBER LOAD DISTANCES member load distances are ALONG the member lengths In no case are they parallel to the global X or Y axis unless the member itself is parallel to one of them see Section 9 3 23 5 PER UNIT LENGTH DISTANCE IN DISTRIBUTED LOADS The distance per unit length in all the distributed loads i e types 4 14 24 34 44 6 16 26 36 and 46 is ALWAYS along parallel to the member length In no case is this distance parallel to the global X or Y axis unless the member itself is parallel to one of them see Section 9 3 23 6 SHEAR SIGN CONVENTIONS FOR FRAMEWORK AND MEMBER ANALYSIS Sign convention for member end reactions shears is different for the framework and the member analysis results see Sections 8 3 and 22 7 For example the end reactions
52. tve clockwise 8 5 SUPPORT REACTIONS ACTING ON TO THE FRAMEWORK The sign convention is as that for joint loads and displacements described in Section 8 1 Skeleton 9 Manual Section 8 Page 22 Section 9 APPLIED LOADS ON FRAMEWORK JOINTS AND MEMBERS Loads can be applied on both framework joints and on member spans Joint loads can be a horizontal load a vertical load and a moment The positive direction of these loads is described in Section 8 1 Member loads can be a single point load a series of equi spaced equal magnitude point loads uniformly distributed loads linearly varying distributed loads and moments the distributed loads can act over a part member length as either a total load or a load per unit length Inclination of loads on the member span can be any defined angle from 0 to 360 degrees In all 45 types of loads are allowed on the member span this minimises the user s effort to describe a given set of applied loads These loads have been subdivided into the following six categories loads perpendicular to member spans load types 1 9 loads acting axially along the member length load types 11 19 loads inclined at any general angle from 0 to 360 degrees relative to the member span load types 21 29 loads parallel to the global X axis load types 31 39 and loads parallel to the global Y axis load types 41 49 Special effects loads load types 51 54 The data required to describe the above loads is s
53. up In terms of when a user would discover that his structure is too large for analysis the size can fall into one of three categories For the first category large size the program will not accept any further data after the numbers of joints members and sections in the structure have been defined For the second category large structures it will be possible to input the structure details but not its loading case data For the third category large structures structure details as well as its loading case data would have been defined but actual analysis will not be possible In view of the above a user would feel most disappointed if his structure falls into the third category large size after having input all the structure details and the loading case data It is however inevitable since memory size requirements depend upon among other obvious factors the member end connections at joints and are established when all the data has been input For example version 7 of SKELETON on Apple can analyse a 70 bay Lattice girder if all of its connections are pinned The same analysis is however not possible when the joints are all rigidly connected In all cases when memory requirements are found to be excessive a flashing display appears in the middle of the screen and the user is requested to press SPACE BAR to continue this leads to the master options of the program or DOS command level Skeleton 9 Manual Section 4 Page 14 Section 5
54. 0 25 3 472222 03 4 340278E 03 2 2 3 0 1 8 680556 04 6 944444 03 SUPPORT REACTIONS JNT T Y AXIS T MOMENT T IN ANGLE 1 0 5 6016 201 364 0 DEG 2 0 15 1869 3 0518E 05 0 DEG 3 0 23 2115 142 82 0 DEG ALL 0 24 344 184 0 DEG Skeleton 9 Manual Preface Page 141 LOAD ANALYSIS NO 2 LOAD FILE C MANUAL SAPBLM3 A2 TITLE SUPPORT 1 ROTATES 1 25 SUPPORT 2 SETTLES 1 INCH LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 1 T3 W 12 T 2 T3 W 12 T SAME LOAD MEMBER SETS 0 JOINT LOADS JNT X AXIS Y AXIS MOMENT 1 0 0 IMP DISP 2 0 IMP DISP 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS IN Y AXIS IN ROTATION RAD 1 0 0 004 IMP 2 0 1 001 3 0 0 0 MEMBER HINGE CANT END ROTATIONS MEMBER FORCES MEM JNT1 JNT2 AXIAL T SHEAR T MOMENT T IN 2 1 2 0 10 997 448 7176 0 1 003 270 8564 2 2 3 0 8 5134 02 270 8565 0 11 9149 580 8843 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL IN SWAY IN ROTATION RAD 1 1 2 0 1 2 944444E 03 7 944444E 03 2 2 3 0 1 5 944444E 03 6 944444E 03 SUPPORT REACTIONS JNT T Y AXIS T MOMENT T IN ANGLE 1 0 10 997 448 7176 0 DEG 2 0 1 0881 3 0518 05 0 DEG 3 0 11 9149 580 8843 0 DEG ALL 0 24 132 1667 0 DEG Skeleton 9 Manual Preface Page 142 SAMPLE PROBLEM 4 Support Movements and Member Temperature Change Loading Case 1 Support 1 Rotates 0 15 Radians Clockwise Support 4 Moves Laterally to the Right 0 25 ft Loading Case 2 Mem
55. 0 DEG 3 6 4389 21 8599 726 3732 0 DEG 4 9452 28 3223 1 4399E 05 0 DEG ALL 14 34 68 1725 1457 733 0 DEG LOAD ANALYSIS NO 2 LOAD FILE C MANUAL SAPBLM1 A2 TITLE CASE 2 LOADING LOADED MEMBERS 17 MEM TYPE LOAD DETAILS 1 T34 Q 015 KN CM T45 W 1 5 KN A 48 CM B 165 CM 6 T2 N 4 P 2 KN A 65 CM B 180 CM 8 T8 M 6 KN CM A 160 CM 11 727 W gt 5 KN A 28 CM B 100 CM INCLINATION 300 DEG 12 T25 W 7 KN A 40 CM B 110 CM INCLINATION 55 DEG 13 723 W 8 KN INCLINATION 225 DEG 15 2 5 KN 65 16 P 2 4 A 60 CM lm O24 3 7 KN 65 INCLINATION 234 DEG 19 33 W 1 395 KN 20 T41 P 10 KN A 75 CM T31 6 KN 42 22 T34 Q 015 KN CM 23 T42 N 7 P 1 KN A 40 CM B 260 CM 24 714 Q 02 KN CM 25 T26 Q gt 02 KN CM Q lt 01 KN CM A 62 CM B 257 CM INCLINATION 320 DEG 26 T33 W 2 25 46 gt 01 KN CM Q lt 006 KN CM 70 310 oT 2722 N25 P 1 180 380 INCLINATION 46 DEG T29 lt 3 KN Skeleton 9 Manual Preface Page 119 478 INCLINATION 130 DEG SAME LOAD MEMBER SETS 1 AS MEMBER 22 2 2l JOINT LOADS SAME LOAD JOINT SETS O0 JOINT DISPLACEMENTS JNT X AXIS CM Y AXIS CM 1 0 0 2 0 0 3 0 0 4 0 0 5 152618 1 513482E 02 6 2153819 6 428857E 04 7 21551241 8 255711E 04 8 256191 7 840767E 03 9 524333 7 913952E 03 10 1 06505 551511 Il 1 061577 7 169174E
56. 1 2 Preface LOAD DETAILS T TO SW 14 868 KN T14 Q 4 8 KN M 2 TO SW 11 8944 KN T14 0 3 6 KN M 3 TO SW 14 868 KN T44 4 8 KN M 4 TO SW 11 8944 KN T44 3 6 KN M 5 TO SW 79 296 KN T4 36 KN M 6 TO SW 49 56 KN T44 18 KN M SAME LOAD MEMBER SETS 0 LOAD CASE 2 FACTORED AT 1 2 LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 5 T44 Q 21 6 KN M T1 P 36 KN A 2 M 6 T4 Q 9 6 KN M SAME LOAD MEMBER SETS 0 LOAD CASE 3 FACTORED AT 1 2 LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 1 T34 Q 1 68 KN M 6 T6 Q gt 3 KN M Q lt 3 KN M A 0 M B 3 5 M T6 Q gt 2 4 KN M Q lt 2 4 KN M A 3 5 M B 7 M SAME LOAD MEMBER SETS 1 AS MEMBER 1 2 3 4 JOINT LOADS JNT X AXIS KN Y AXIS KN MOMENT KN M 2 0 48 0 3 0 14 4 0 4 0 14 4 0 5 0 48 0 JOINT DISPLACEMENTS JNT X AXIS M Y AXIS M ROTATION RAD T 0 0 0 2 4 200013E 03 4 393753E 04 3 187527 03 3 5 381338 03 5 986613E 04 1 830323E 03 4 5 318487 03 6 093109 04 1 685371 03 5 4 22367 03 4 4525E 04 2 512026E 03 6 0 0 MEMBER HINGE CANT END ROTATIONS 1 MEM JNT1 JNT2 ROTATION RAD 3 6 5 3 109033E 03 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN MOMENT KN M D T 2 486 5932 10 5603 9 9647 454 9252 16 4403 57 2158 27 42 3 148 778 50 2372 101 0395 124 2836 56 1172 85 0808 3 6 5 492 8876 34 0803 4 6566E 06 461 2196 28 2003 108 9912 4 5 4 152 8708 61 9972 110 9698 128 3764 56 1172 95 7305 5 2 5 33 7964 258 1472 158 2553
57. 15 6 1477E 04 db 1 7273E 04 3 85 9 4609E 04 4 2 1 6805E 03 4 55 2 351E 03 4 9 2 9329E 03 5 425 3 4012E 03 5 6 3 7312E 03 54 95 3 8979E 03 6 3 3 8767E 03 6 65 3 6425E 03 7 3 1706E 03 END FORCES AXIAL KN END 1 END 2 Skeleton 9 Manual 36 454 36 454 C MANUAL SAPBLM2 36 454 12 66 32547525 36 454 16 746 325 037 36 454 46 151 314 03 36 454 754557 292 731 36 454 104 963 261 14 36 454 134 368 219 257 36 454 163 774 167 082 36 454 193 179 104 615 36 454 222 585 31 856 36 454 251 991 51 194 36 454 281 396 144 537 36 454 310 802 248 172 AXIAL DEFL PREP DEFL TOTAL DEFL M M M 0 2 1485E 10 2 1485E 10 1 2759E 06 1 3324E 03 1 3324E 03 2 5518E 06 2 7655E 03 2 7655E 03 3 8276E 06 4 216E 03 4 216E 03 5 1035E 06 5 6095E 03 5 6096E 03 6 3794E 06 6 8803E 03 6 8803E 03 7 6553E 06 7 9714E 03 7 9714E 03 8 9311E 06 8 8392 03 8 8392 03 1 0207 05 9 4573E 03 9 4573E 03 1 1483E 05 9 8091E 03 9 8091E 03 1 2759E 05 9 8864E 03 9 8864E 03 1 4035E 05 9 6898E 03 9 6899E 03 1 5311E 05 9 2287E 03 9 2287E 03 1 6586E 05 8 521E 03 8 521E 03 1 7862E 05 7 5934E 03 7 5934E 03 1 9138E 05 6 4812E 03 6 4812E 03 2 0414E 05 5 2287E 03 0052 2 169E 05 3 8884E 03 3 8885E 03 2 2966E 05 2 522E 03 2 5221E 03 2 4242E 05 0012 1 1998E 03 2 5518E 05 2 1485E 10 2 5518E 05 SHEAR MOMENT KN KN M 325 31 226 951 310 802 248 172 COMB CASE 1 MEM 5 Preface Page 136 TECHNO CONSULTANTS
58. 2 164 1 06 3 13 0028 56 117 68 288 31 889 1 75 3 7568E 03 56 117 54 444 58 706 2 188 4 5274E 03 56 117 40 568 79 513 2 625 5 1074E 03 56 127 26 724 94 216 Skeleton 9 Manual Preface Page 137 3 063 5 4643E 03 3 5 5 5757E 03 gt 3 938 5 436E 03 4 375 5 0541E 03 4 813 4 4518E 03 5 25 0037 5 688 2 7567 03 6 125 1 7849 03 6 563 8 3223E 04 7 0 lt DISPLACEMENTS DISTANCE ROTATION M RADIANS 0 1 8288 03 438 2 1684 03 875 2 2778 03 1 2313 2 1906E 03 1 75 1 9404E 03 2 188 1 5593E 03 2 625 1 082E 03 3 063 5 3969E 04 34 5 3 2128E 05 3 938 6 0274 04 4 375 1 1359 03 4 813 1 6002 03 5 25 1 9598E 03 5 688 2 1825E 03 6 125 2 2336E 03 6 563 2 0794E 03 7 1 6869E 03 END FORCES AXIAL KN END 1 56 117 END 2 56 117 C MANUAL SAPBLM2 Skeleton 9 Manual 56V x7 12 848 102 882 56 117 22996 105 472 56 117 157135 101 939 56 17 29 241 92 243 56 117 43 38 76 339 56 117 57 486 54 299 56 117 72 625 26 024 56 2 7 85 731 8 358 56 117 8 7 49 005 56 1 17 113 976 95 73 lt AXIAL DEFL PREP DEFL TOTAL DEFL M M M 0 1 9471E 10 1 9471E 10 3 9327E 06 8 844E 04 8 8441E 04 7 8564E 06 1 8636E 03 1 8637E 03 1 1789E 05 0028 2 8488E 03 1 5713E 05 3 7568E 03 3 7568E 03 1 9646E 05 4 5274 03 0045 2 3569 05 5 1074E 03 5 1075E 03 2 7502E 05 5 4643E 03 5 4644E 03 3 1426E 05 5 5757E 03 5 5758E 03 3 5358E 05 5 436E 03 5 4361E 03 3 9282E 05 5 0541E 03 5 0543E 03 4
59. 2 5 400 760 6 6 2 6 750 680 7 6 7 2 7 1100 600 8 7 1 8 1100 490 9 9 1 9 1100 0 10 10 3 10 1000 490 SPRING CONSTANTS 2 Nos o default auto input value K2 945 SUPPORTED JOINTS 3 JNT Y R R R ANGLE 1 0 1 0 45 6A 0 2 0 7M 9 1 1 1 JOINT HINGES 0 Skeleton 9 Manual Preface Page 154 HINGED BAR MEMBERS at 5 MEMBER HINGES 0 Input Data Loading Case 1 TITLE SAMPLE LOADS LOADED MEMBERS 6 MEM NO NO OF LOADS TYPE LOAD DETAILS 4 1 43 15 3 2 43 25 21 16 100 40 6 2 43 35 4 0 05 43 35 6 0 05 0 05 0 320 8 1 6 0 055 0 06 0 110 9 2 6 0 04 0 055 160 490 1760 160 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLAYED JOINTS 7 JNT FX FY M 10 0 15 0 SAME LOAD JOINT SETS 0 Skeleton 9 Manual Preface Page 155 TECHNO CONSULTANTS LTD PROG SK9 IBM 880113 PORTLAND HOUSE JOB NO EXAMPLE 7 103 PORTLAND STREET DATE 30 SEPTEMBER 1988 MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 DESIGNER SURK PROJECT SAMPLE PROBLEM 7 PROGRAM HANDOUT EXAMPLE FOR SKELETON 9 STRUCTURE DETAILS FILE C MANUAL SAPBLM7 TITLE PROGRAM HANDOUT EXAMPLE UNITS KN CM JOINTS 10 MEMBERS 10 SECTIONS 3 D OF I 3 VOLUME 241624 6 CM3 SELF WT 0 SECTION DETAILS SEC MODULUS KN CM2 AREA CM2 INERTIA CM4 UNIT WT KN CM3 1 21000 129 2 75720 0 2 21000 85 4 29401 0 3 21000 589 9948 0 MEMBER DETAILS MEM JNT1 JNT2 SEC X PROJ CM Y PROJ CM 1 1
60. 21 904866 153819 907571 152618 325695 587105 8 666337E 03 1 826853E 04 1 449193E 02 544342 8 383379E 03 1 072445E 03 2 116041E 02 602816 766726 845736 Preface 1693 416 1418 739 1314 141 384 6274 3 203E 04 1 2647E 03 44 1088 703 9586 3 3731E 03 354 2338 2 2588E 04 1088 583 759 9676 759 968 1494 092 310 1224 680 3778 680 3785 1704 005 1704 005 53 2109 1494 092 53 212 ROTATION RAD 5 687238E 05 1 268577 05 2 153486 03 1 966751E 03 8 883152E 04 4 441569E 04 7 756067E 04 1 977824E 04 3 553983E 03 1 776992E 03 7 690933E 04 1 63807E 04 3 538874E 03 1 769437E 03 6 449083E 05 323773E 04 954164E 03 363585E 03 364494E 03 822482 04 040765E 04 136292E 04 791775E 04 066396E 04 979388E 04 233675E 04 98041E 04 902062E 05 7816E 05 664975E 05 1 H 1 1 725224 05 585585E 05 135625E 05 271153E 05 215337E 04 081541E 04 879227 05 1 NF P OF S Page 121 2 635918 05 21 10 18 6 161928 04 2 065938 4 048748 04 3 195088 04 22 18 19 1 342237 03 1 498595 1 270978 03 1 547869 03 23 16 17 7 887781 03 2 059397 2 356404 05 4 117073E 04 24 17 20 4 040718E 03 1 499334 1 155939E 03 1 542021E 03 25 20 21 2 09391E 03 665105 1 318939E 03 6 538199E 04 26 19 21 4 494469E 04 67018 1 295377E 03 6 691333E 04 27 18 17 9 10759 05 1 184133 1 548149 04 1 67
61. 3 20 2 462874 302029 1 738902E 03 21 2 617999 1 613246E 03 6 184576E 04 MEMBER HINGE CANT END ROTATIONS 10 MEM JNT1 JNT2 ROTATION RAD I 1 8 6 704434 04 3 9 11 3 173838 03 5 7 12 2 977762 03 7 6 13 2 979187 03 8 4 5 7 259347E 04 1 05 Wb 14 3 33661 03 14 10 11 2 935954 03 18 14 16 3 05184 03 19 10 9 2 904552 03 20 16 15 3 039214 03 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN MOMENT KN CM 1 1 8 4 1612 4649 7 1997E 06 4 1612 4649 92 9809 2 8 9 4 7154 3271 798 0847 4 7154 3271 756 8646 3 9 11 8 089 8 1383 756 8649 8 089 8 1383 1 2387 04 4 2 7 22 1515 6 491 2731 3599 22 1515 6 491 566 8448 5 7 12 134 5 5 4576 1195 27 1215 5 4576 1 052E 04 6 3 6 21 8599 6 4389 726 3732 21 8599 6 4389 561 405 7 6 13 5 4587 1195 447 AX 5 5 4587 5 2601E 05 8 4 5 28 3223 9452 1 4399E 05 28 3223 9452 189 0361 9 5 15 10 4571 7734 796 5134 Skeleton 9 Manual Preface Page 117 10 11 12 13 14 T5 16 17 18 19 20 21 22 23 24 25 26 27 15 10 11 12 13 14 10 16 10 18 16 17 20 19 18 14 11 12 13 14 16 9x 15 18 19 17 20 21 21 17 10 4571 FPRNN WWW WwW 6727 2642 27323 7323 6988 6988 7186 7186 15 0801 15 0801 6 6 Li 2 3 3 9419 9419 4843 4843 9743 9743 213 5874 13 5871 7
62. 3215E 05 4 4518E 03 4 452E 03 4 7138E 05 0037 3 6698E 03 5 1071E 05 2 7567E 03 2 7571E 03 5 4995E 05 1 7849E 03 1 7857E 03 5 8928E 05 8 3223E 04 8 3431E 04 6 2851E 05 0 6 2851E 05 SHEAR MOMENT KN KN M 109 884 85 081 113 976 29573 COMB CASE 3 MEM 6 Preface Page 138 SAMPLE PROBLEM 3 Settlement and Rotation of Supports Loading Case 1 Applied Loads are as shown in the figure below Support 2 Settles 0 5 inches and Support 3 Settles 1 5 inch Loading Case 2 Applied Loads are as shown in the figure below Support 1 Rotates 1 250 Radians Clockwise and BUBDOrIee Sees 1 inch 1 W 12 W 12 T 3 1 MI S1 MISI 144 144 Input Data Loading Case 1 TITLE SUPPORTS SETTLE 2 BY 0 5 amp 3 BY 1 5 INCH LOADED MEMBERS 2 MEM NO NO OF LOADS TYPE LOAD DETAILS 1 1 3 12 2 1 3 12 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLAYED JOINTS 2 JNT FX FY M 2 0 0 5D 0 3 0 1 5D 0 SAME LOAD JOINT SETS 0 Input Data Loading Case 2 TITLE SUPPORT 1 ROTATES 1 250 SUPPORT 2 SETTLES 1 INCH LOADED MEMBERS 2 MEM NO NO OF LOADS TYPE LOAD DETAILS 1 1 3 12 2 1 3 12 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLAYED JOINTS 2 JNT FX FY M 1 0 0 0 004D 2 0 1D 0 SAME LOAD JOINT SETS 0 Skeleton 9 Manual Preface Page 139 TECHNO CONSULTANTS LTD PROG SK9 IBM 880113 PORTLAND HOUSE JOB NO EXAMPLE 3 103 PORTLAND STREET DATE 30 SEPTEMBER 1988 MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 D
63. 3E 03 3 6 5 5 396885E 04 2 806079E 03 1 987104E 03 3 974208E 03 4 5 4 2 084536E 04 3 314372 04 3 267167E 03 2 491849 03 5 2 5 2 551754E 05 1 283915E 05 3 57783E 03 3 170636E 03 6 3 4 7 898104E 05 1 196162 05 2 433835E 03 2 395444 03 SUPPORT REACTIONS JNT X AXIS KN Y AXIS KN MOMENT KN M ANGLE 1 34 0646 610 467 23 8531 0 6 34 0646 zD I Gre t0 0 0 ALL 3 8147E 06 1207 178 23 8531 0 DEG COMB ANALYSIS NO COMB FILE C MANUAL SAPBLM2 D2 TITLE 0 9 DEAD 1 4 LIVE COMBINATION DETAILS LOAD CASE FACTOR 1 9 2 1 4 SELF WT 136 7856 KN LOAD CASE 1 FACTORED 9 LOADED MEMBERS 6 MEM TYPE LOAD DETAILS 1 SW 11 151 T14 Q 3 6 KN M 2 TO SW 8 9208 KN T14 Q 2 7 KN M 3 TO SW 11 151 KN T44 Q 3 6 KN M 4 TO SW 8 9208 KN T44 Q 2 7 KN M 5 TO SW 59 472 KN T4 27 KN M 6 TO SW 37 17 KN T44 0 13 5 KN M SAME LOAD MEMBER SETS 0 LOAD CASE 2 FACTORED 1 4 LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 5 T44 0 25 2 KN M 1 42 6 T4 0 11 2 KN M SAME LOAD MEMBER SETS 0 Skeleton 9 Manual 2 151 984KN FACTORED AT Preface 59 Page 130 JOINT LOADS JNT X AXIS KN Y AXIS KN MOMENT KN M 2 0 36 0 3 0 10 8 0 4 0 10 8 0 5 0 36 0 JOINT DISPLACEMENTS JNT X AXIS M Y AXIS M ROTATION RAD 1 0 0 0 2 2 08637 03 3 938935 04 2 659297 03 3 2 434038 03 5 393952 04 1 712273 03 4 2 37681 03 5 279513E 04
64. 5 01075E 05 MOMENT KN M 5i 729 212 23 0 30 30 24 6 60 23 24 6146 023 2252 0837 6376 0394 2695 2482 677 0837 2695 ROTATION RAD 2 7 95 3 By 1 8 4 9 7 4 3 298969E 04 405237E 04 185563E 04 486524 04 106269 04 021254 03 355506E 04 316581E 04 719211E 04 885038E 04 019607E 04 846678E 04 JNT KN Y AXIS KN MOMENT KN M ANGLE 1 8 7536 111 6265 5 6146 0 DEG 6 8 7536 100 3735 0 0 DEG ALL 9 5367 07 212 5 6146 0 DEG LOAD ANALYSIS NO 3 LOAD FILE C MANUAL SAPBLM2 A3 TITLE WIND LOADS LOADED MEMBERS 2 MEM TYPE LOAD DETAILS ab T34 1 4 KN M 6 T6 Q gt 2 5 KN M lt 2 5 KN 0 M E T6 gt 2 KN M lt 2 KN M 3 5 M B 7 M SAME LOAD MEMBER SETS 1 AS MEMBER 1 2 3 4 JOINT LOADS SAME LOAD JOINT SETS O0 JOINT DISPLACEMENTS JNT X AXIS M Y AXIS M ROTATION RAD 1 0 0 2 1 628843E 03 1 363303E 05 2 406207 04 3 2 327831E 03 2 45249 05 1 547472 04 4 2 329387E 03 8 5501E 06 2 526171 04 5 1 631008E 03 1 066971E 06 5 98379E 05 6 0 0 Skeleton 9 Manual Preface Page 127 MEMBER HINGE CANT END ROTATIONS MEM JNT1 JNT2 ROTATION RAD 1 3 6 5 7 048136 04 MEMBER FORCES MEM JNT1 JNT2 AXIAL KN SHEAR KN MOMENT KN M 1 1 2 14 6068 14 2811 24 5398 14 6068 9 3811 16 869 2 2 3 95 3359 6 2894 5 324 9 3359 1 3894 8 1138 3 6 5 1 1432 5 3189 2 3283E
65. 5 2 ADDING NEW SECTIONS MEMBERS JOINTS Before modification of an existing framework begins the number of joints members and or sections to be added can be specified via menu 5 Following this options 4 5 and 6 of menu 6 leads to menus 8 9 and 10 respectively to add these elements New sections and members can be added with their numbers starting one after the last entered section member in the framework This does not affect the working efficiency of the program in any way When adding new joints consideration should however be given to keeping the maximum number difference between any two joints connected by a member to a minimum For large frameworks this may require a new joint number to be inserted between the existing joint numbers In such a case it would be necessary to re define all the member and joint details which involve joint numbers greater than the one being added To add sections members and joints via menus 8 9 amp 10 respectively the numbers to be added must be specified beforehand via menu 5 The order in which the newly added elements are described added is also important Section and joint details should be described added before the member details otherwise UNACCEPTABLE DATA RE ENTER message can result if member details refer to a section or joint not yet added 15 3 DELETING MEMBER LOADS To delete member loads the number of loads on the span are re defined equal to zero If the member 15 a set leader of a
66. 7199 04 SUPPORT REACTIONS JNT 5 KN Y AXIS MOMENT KN CM ANGLE i cixi1724 25 8907 5 3998E 05 0 DEG 2 7 2239 S20 1999 865 3332 0 DEG 3 4 0027 2 1803 706 8645 0 4 475 51 3297 3 5999k 05 0 DEG ALL 12 8737 30 4193 1572 198 0 DEG Skeleton 9 Manual Preface Page 122 SAMPLE PROBLEM 2 Dead Live amp Wind Load Combination Analyses 2 15 kN m 2 8 kN m X 3 k z en en E Q LL YL Lil 2m Self Wt at 2 23 6 kN m3 F is additional st 777r 27 Dead Loads Live Loads 2 5 kN m 2 kN m N g 2 x I Q Wind Loads Joint Member amp Section Numbering Analyses Under Basic Loads Load Case 1 Dead Loads Self Wt to be included by SKELETON at 23 6 kN m3 Load Case 2 Live Loads Load Case 3 Wind Loads Analyses Using Load Combination Facility Comb Case 1 1 4 Dead 1 6 Live Comb Case 2 0 9 Dead 1 4 Live Comb Case 3 1 2 Dead Live Wind Post Member Analyses Interactive along Member Spans Member 5 Load Case 2 Print Heading Member Details Member Loads D A S M Diagram Max Min Results and End Forces from Analysis Results at 11 Span Points Member 5 Comb Case 1 Print Full Analysis Results viz Heading Member Details Member Loads D A S M Diagram Max Min Results Results Displacements and End Forces from Analysis at 21 Span Points Member 6 Comb Case 3 Print Full Analysis Results as above from Analysis at 17 Span Points Skeleton 9 Ma
67. 9 Exit to Master Options To Toggle the Y N Selection Enter the List No Which Menu 93 Default Settings Post Member Analysis Default Master Output Selection Select Decimal Places Press Return To Exit Main Options 1 Loads 3 2 Displacements 4 3 Analysis Locations 3 Which Skeleton 9 Manual Preface Page 104 Menu 94 Default Settings Post Member Analysis Default Master Output Selection Decimal Places for Loads Present Value 3 Input New Value Between 1 amp 7 Menu 95 Default Settings Post Member Analysis Default Master Output Selection Decimal Places for Displacements Present Value 4 Input New Value Between 1 amp 7 Menu 96 Default Settings Post Member Analysis Default Master Output Selection Decimal Places for Analysis Locations Present Value 3 Input New Value Between 3 amp 7 Skeleton 9 Manual Preface Page 105 Menu 97 Default Settings Techno Consultants Ltd SKELETON 9 ANALYSIS OF PLANE FRAMEWORKS Copyright Dr S U R Khan Existing Default Unit Weight 23 6 Re Define Y Return Y Input New Default Value 10 8 Menu 98 Default Settings Techno Consultants Ltd SKELETON 9 ANALYSIS OF PLANE FRAMEWORKS Copyright Dr S U R Khan Existing Program Drive Dir is Change Y Return Y Specify New Program Drive Dir N B The program disk drive is nearly always the DEFAULT Drive and its description is usually a Null Str
68. A1 SPBLM4 2 SPBLM4 SPBLM5 1 SPBLM5 SPBLM6 1 SPBLM5 1 SPBLM7 1 SPBLMA1 B2 SPBLM6 SPBLM2 1 SPBLM2 2 SPBLM2 B3 SPBLM3 B1 SPBLM3 B2 SPBLM4 B1 SPBLM4 B2 SPBLM6 1 SPBLM7 1 SPBLMA1 M SPBLMA1 SPBLMA1 D1 SPBLM2 D1 SPBLM2 C1 SPBLM2 4132 SPBLM2 C2 SPBLM2 D3 SPBLM2 C3 SPBLM5 SPBLMA1 1 SPBLMA1 1 SPBLMA1 2 SPBLMA1 C2 SPBLM2 M SPBLM2 1 SPBLM2 2 SPBLM2 E3 SPBLM3 M SPBLM2 1 SPBLM2 2 2 SPBLM2 SPBLM3 C1 SPBLM3 2 SPBLM4 M SPBLMA Da SPBLMA C2 SPBLM5 Cie SPBLM M SPBLM7 1 SPBLM6 SPBLM6 1 PRNOUT S S1 C C1 C2 C3 AUTO 285696 Bytes free PRESS SPACE BAR CONTINUE Out of a total storage capacity of 362496 bytes 76800 bytes have been used and 285696 bytes are free The total number of files created in the above are 70 Skeleton 9 Manual Section 14 Page 36 Section 15 MODIFICATION OF DATA 15 1 MODIFYING DATA AND RETAINING ITS EXISTING VERSION Frequently a user may wish to modify data and retain its existing version This need arises when in the course of design a probe analysis 18 attempted by modifying existing temporarily finalised structure details Option 6 of menu 2 helps to fulfil this requirement Using this option via menus 21 and 22 further copies of the structure and its loading case data can be created using new filenames The newly created files can then be modified for use in the analysis keeping the original data files intact 1
69. Analysis Select Load Case Numbers Option 1 TO N Inclusive Input N 1 to 99 Menu 27 Framework Analysis Skeleton 9 Framework Analysis Select Load Case Numbers Option N1 TO N2 Inclusive Input N1 N2 N2 N1 99 2 Menu 26 Framework Analysis Skeleton 9 Framework Analysis Select Load Case Numbers Option Random Numbers N1 N2 NN How Many Load Cases 1 TO 99 n Load Case Number 1 Load Case Number 2 Load Case Number n Skeleton 9 Manual Preface Page 77 Menu 29 Framework Analysis Selection of Output Contents 1 Heading 20 Define its Contents 2 Structure Diagram 3 Structure Reference 4 Structure Details 5 Loading Reference 6 Member amp Joint Loads 7 Joint Displacements 8 Member Forces 9 Member Deformations 10 Support Reactions 11 Decimals Loads 4 amp Displacements 6 12 1st Page No 1 13 Lines Page 60 14 Lines Gap 6 lt Z lt HH lt HH KK N 15 Send Output to Data Disk File FRAME1 STR 16 Reset To Print All of 1 10 17 Reset To Print None of 1 10 18 Selection OK Proceed Further 19 Exit to Main Options To Toggle the Y N Selection Enter the List No Which Menu 30 Framework Analysis Skeleton 9 Framework Analysis Select Decimal Places Press Return To Exit Main Options 1 Loads n 2 Displacements n Which Menu 31 Framework Analysis Skeleton 9 Framework Analysis Decimal Places for Loads Present Va
70. BERS 3 Add Up to 1 MEMBERS Appears if MEMBERS can be added see notes below Which Notes l Addition of sections joints and members via option 3 of menus 8 9 and 10 respectively can take place ONLY IF answer to INSERT ADDITIONAL ELEMENTS Y N has been Yes and the numbers to be inserted has been defined beforehand via menu 5 2 All newly added sections and joints should be described added via option 3 of menus 8 and 9 respectively BEFORE the member details which refer to them Menu 11 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Skeleton 9 Manual Preface Page 70 Filename FRAME1 EXISTING Title EUROTRUCK DEVELOPMENT NEWBRIDGE Units KN CM OPTIONS 1 Change Title 2 Change Units 3 Unit Weight of Sections 4 Exit Which Menu 12 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Filename FRAME1 Existing Unit Weight 7 697263E 05 KN CM3 Constant for all Sections Unit Weight in KN CM3 New Value V Return V Section Unit Wt KN CM3 Sec 1 ud Sec 2 2 2 Skeleton 9 Manual Preface Page 71 Menu 13 Data Preparation Skeleton 9 Prepare Modify Loading Data in KN amp CM Units SelfWt 30 05199 KN Sections 2 Joints 5 Members 4 DoI 1 Structure FRAME1 Load Case 0 Load File Title Self Wt Not Included Main Options 1 Prepare New Load Case
71. D HOUSE JOB NO EXAMPLE 5 103 PORTLAND STREET DATE 30 SEPTEMBER 1988 MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 DESIGNER SURK PROJECT SAMPLE PROBLEM 5 LACK OF FIT ANALYSIS BY SKELETON 9 STRUCTURE DETAILS FILE C NMANUALNSAPBLM5 TITLE FISHER CASSIE LACK OF FIT UNITS T IN JOINTS 4 MEMBERS 6 SECTIONS 2 D OF I 1 VOLUME 456 IN3 SELF WT 0 T SECTION DETAILS SEC MODULUS T IN2 AREA IN2 INERTIA IN4 UNIT WT T IN3 1 13000 2 1 0 2 13000 L 1 0 MEMBER DETAILS MEM 4 1 JNT2 SEC X PROJ IN Y PROJ IN 1 1 2 1 0 48 2 Ze 4 I 36 0 3 2 4 1 0 48 4 1 36 0 5 ae 2 2 36 48 6 12 4 2 36 48 Skeleton 9 Manual Preface Page 148 JOINT COORDINATES JNT X AXIS IN Y AXIS IN 0 0 2 0 48 3 36 0 4 36 48 JOINT SUPPORT SPRINGS JNT 5 Y AXIS ANGULAR ANGLE 1 1 I x 0 DEG 3 0 1 0 NOTE 0 SPRING INCLINED HINGE CANT END SPRING CONSTANTS T IN OR T IN RAD 1 0 FREE 1 INFINITY LOAD ANALYSIS NO 1 LOAD FILE C MANUAL SAPBLM5 A1 TITLE MEMBER 2 IS 0 05 INCHES TOO LONG LOADED MEMBERS 1 MEM TYPE LOAD DETAILS 2 T53 LACK OF FIT 05 IN SAME LOAD MEMBER SETS 0 JOINT LOADS 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS IN Y AXIS IN 1 0 0 2 79025 3 519061E 03 3 1 979472E 03 0 4 2 302053E 02 3 519061E 03 MEMBER HINGE CANT END ROTATIONS 0 MEMBER FORCES MEM JNT1 JNT2 AXIAL T SHEAR T 1 1 2 1 9062 2 2 4 1 4296 0 1 4296 0 3 3
72. ER message Skeleton 9 Manual Section 13 Page 34 A complete list of all the data files together with the symbols used to derive their names is as follows FILE CONTENTS SYMBOLS EXAMPLE USED structure details none ILLUSTRA 2 member details M ILLUSTRA M 3 LOADing CASE data A ILLUSTRA A23 4 LOADing CASE results B ILLUSTRA B23 5 LOADing CASE member loads ILLUSTRA C23 6 COMBination CASE data D ILLUSTRA D23 7 COMBination CASE results E ILLUSTRA E23 8 COMBination CASE member loads F ILLUSTRA F23 9 Output File for Frame Analysis STR ILLUSTRA STR 10 Output File for Load Combinations MIX ILLUSTRA MIX 11 Output File for Auto Member Analyses MEM ILLUSTRA MEM Skeleton 9 Manual Section 13 Page 35 Section 14 STORAGE CAPACITY ON USER S DISKS When analysing large size structures and or having very many LOAD and COMBination cases the disk capacity to store data becomes important The list of filenames and the amount of free storage available on a disk can be displayed on the screen by taking one of the option e g option 5 menu 1 during interactive program use Conversely DOS DIR statement can also be used to obtain this information when SKELETON is not in use To give an idea of how much data a disk can store the list of files created for analysing seven sample problems of this manual is shown below B N SPBLMA1 A1 SPBLMA1 A2 SPBLMA1 B1 SPBLM2 AT SPBLM2 A2 SPBLM2 A3 SPBLM2 SPBLM7 SPBLM3 1 SPBLM3 2 SPBLM3 SPBLM4
73. ESIGNER SURK PROJECT SAMPLE PROBLEM 3 SUPPORT SETTLEMENTS USING SKELETON 9 STRUCTURE DETAILS FILE C NMANUALNSAPBLM3 TITLE FISHER CASIES EX 5 2 SETTLEMENT OF BEAM UNITS T IN JOINTS 3 MEMBERS 2 SECTIONS 1 D OF I 4 VOLUME 288 IN3 SELF WT 0 T SECTION DETAILS SEC MODULUS T IN2 AREA IN2 INERTIA IN4 UNIT WT T IN3 1 13000 1 122 0 MEMBER DETAILS MEM JNT1 JNT2 SEC X PROJ IN Y PROJ IN 1 1 2 144 0 2 2 3 Al 144 0 JOINT COORDINATES JNT X AXIS IN Y AXIS IN 1 0 0 2 144 0 3 288 0 JOINT SUPPORT SPRINGS JNT 5 Y AXIS ANGULAR ANGLE 1 1 1 1 0 2 0 1 0 0 3 1 1 1 0 NOTE 0 SPRING INCLINED HINGE CANT END SPRING CONSTANTS T IN OR T IN RAD 1 0 FREE 1 INFINITY Skeleton 9 Manual Preface Page 140 LOAD ANALYSIS NO 1 LOAD FILE TITLE LOADED MEMBERS 2 C MANUAL SAPBLM3 A1 SUPPORTS SETTLE 2 BY 0 5 amp 3 BY 1 5 INCH MEM TYPE LOAD DETAILS 1 T3 W 12 2 T3 W 12 T SAME LOAD MEMBER SETS JOINT LOADS 0 JNT X AXIS T Y AXIS T MOMENT T IN 2 0 IMP DISP 0 3 0 IMP DISP 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS IN Y AXIS IN ROTATION RAD 1 0 0 0 2 0 5 IMP 007813 3 0 1 5 0 MEMBER HINGE CANT END ROTATIONS 0 MEMBER FORCES MEM JNT1 JNT2 AXIAL T SHEAR T MOMENT T IN 1 1 2 0 5 6016 201 364 0 6 3984 258 728 2 2 3 0 8 7885 258 728 0 922 15 142 82 MEMBER DEFORMATIONS MEM JNT1 JNT2 AXIAL IN SWAY IN ROTATION RAD 1 1 2
74. End Forces No of Analysis Locations 11 Decimals Loads 3 Displacements 4 Analysis Locations 3 11 Reset To Print 11 1 8 12 Reset To Print None of 1 8 zu dua t0 0 1 H 13 Display Modify Other Output Type TO Change Selection Enter the List No Which Menu 79 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 OUTPUT CONTENTS OF MEMBER ANALYSES Assign Members to Output Type 1 1 Assign Members 1 TO N1 Inclusive 2 Assign Members 1 N2 Inclusive 3 Assign Members Selective N1 N2 4 Change Next Output Type 5 Modify Examine Output Type 1 6 Exit Which Skeleton 9 Manual Preface Page 96 Menu 80 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 Assign Members to Output Type 1 Members 1 TO N1 Inclusive Input N1 2 Menu 81 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 Existing Output Type 1 New Output Type 0 to 1 Note Compared with menu 85 the above appears when assigning output types to members Here the OUTPYT TYPE assigned to members can be O0 zero meaning no output required for the member Skeleton 9 Manual Prefa
75. ION by taking option 6 of menu 1 This leads to menu 88 via option 1 87 for Framework Analyses and menu 92 via option 2 menu 87 for Post Member Analyses These menus display the last chosen output selection which can be defined changed and when satisfactory saved on to the program disk for future use The defined MASTER DEFAULT SELECTION items appear as a ready selection prior to each analysis via menu 29 for the FRAMEWORK ANALYSIS menu 45 for the LOAD COMBINATION ANALYSIS menu 66 for INTERACTIVE POST MEMBER ANALYSIS and menu 78 for the POST MEMBER ANALYSIS Except for items 2 and 5 these items can be re defined for each individual analysis Typical values of these items are IST PAGE NUMBER Usually it is 1 but if there are other pages to precede the present analysis it can be any other number LINES PER DIAGRAM This represents the number of lines the printer takes to print graphics e g 31 lines using EPSON 80 printer HERCULES graphics card and IBMGRAPH COM printer driver from Laboratory Software LINES PER PAGE The actual number of lines to be printed on each page e g 60 LINES PER GAP The number of lines per each gap between successive pages e g 6 Total lines per page and gap determine the page length i e 66 lines for the values quoted here CHARACTERS FOR LEFT MARGIN This defines the left margin width For an EPSON FX80 printer the suitable widths are 10 characters for LOAD and COMBINATION analyses and
76. LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM How Many Analysis Points 11 to 46 11 Skeleton 9 Manual Preface Page 92 Menu 70 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1 LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM Modify Define Analysis Locations Type A New Value to Change the Existing Any Letter to Exit Return to Display Modify the Next Location Member Length 1167 745 Location 1 Existing Distance 116 774 Input New Distance Menu 71 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1 LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM ANALYSIS LOCATIONS 1 0 CM 2 116 774 CM 3 233 549 4 350 323 5 467 098 6 583 872 CM 7 700 647 CM 8 817 421 CM 9 934 196 CM 10 1050 97 11 1167 745 Press Space Bar to Continue Skeleton 9 Manual Preface Page 93 Menu 72 Post Member Analysis Skeleton 9 Post Member Analysis Auto Analysis Options 1 Start New Analyses 2 Resume Last Unfinished Analyses 3 Exit to Main Options Which Menu 73 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 0 Structure of Members 0 Comb Cases 0 No of Output Types 1 To Exit Press Return Give Name of Previous Structure File Menu 74 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 0 Structure FRAME1 No
77. LTD PROG SK9 IBM 880113 PORTLAND HOUSE JOB NO 103 PORTLAND STREET DATE MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 DESIGNER PROJECT FILE SAPBLM2 COMB CASE 3 MEMBER NO 6 REF UNITS KN M MEMBER DETAILS ANALYSIS POINTS 17 7M Y2 0M UNIT WT 23 6 KN M3 L 7 E 2 5 07 KN M2 25 M2 I 0032 M4 SELF WT 41 3 KN SELF WT 49 56 KN FACTORED AT 1 2 APPLIED LOADS 4 1 T44 Q 18 KN M 2 Q 9 6 KN M 3 T6 Q gt 3 KN M Q lt 3 KN M 0 B 3 5 4 T6 Q gt 2 4 KN M Q lt 2 4 KN M 3 5 B 7 M DEFORMED AXIAL SHEAR BENDING SHAPE FORCE FORCE MOMENT E Bee 9 S9 9 9 8 C 8 8 7 7 7 6 6 6 6 5 5 5 5 4 4 4 4 3 3 3 3 2 2 2 2 1 l l 5 ST S 0 S S E MAXIMUM MINIMUM RESULTS FROM 17 ANALYSIS POINTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT M M KN KN KN M 0 1 9471 10 56 117 lt 109 884 gt 85 081 345 5 5757E 03 gt 56 117 996 105 472 gt 7 0 lt 56 117 113 976 lt 95 73 lt ANALYSIS RESULTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT M M KN KN KN M 0 1 9471 10 56 117 lt 109 884 gt 85 081 438 8 844 04 56 117 96 008 39 991 875 1 8636 03 56 117 8
78. Load Member Sets NO OF MEMBERS IN SET 1 ARE l MEM NO 2 MEM NO n MEM NO NO OF MEMBERS IN SET 2 ARE l MEM NO 2 MEM NO n MEM NO NO OF MEMBERS IN SET n ARE l MEM NO 2 MEM NO n MEM NO Input OK N return HOW MANY LOADED DISPLACED JOINTS Jnt y Fx Fy M 1 4 2 4 To specify an imposed displacement at a support the value is followed n 4 by the character D Input OK N return SAME LOAD JOINT SETS NO OF JOINTS IN SET 1 ARE 1 JNT NO 2 JNT NO n JNT NO OF JOINTS IN SET 2 ARE 1 JNT NO 2 JNT NO n JNT NO NO OF JOINTS IN SET n ARE 1 JNT NO 2 JNT NO n JNT NO End of Input for Load Case n Ready to Save Data on to Disk Input N return Skeleton 9 Manual Preface Page 66 Section 26 26 VARIOUS OPTION MENUS OF THE PROGRAM Menu 1 Master Options Techno Consultants Ltd SKELETON 9 ANALYSIS OF PLANE FRAMEWORKS Copyright Dr S U R Khan MASTER OPTIONS 1 Data Preparation 2 Framework Analysis 3 Load Combination Analysis 4 Post Member Analysis 5 Change Display Filenames in Data Drive Dir A 6 Alter Default Settings 7 Finish Which Menu 2 Data Preparation Skeleton 9 Data Preparation Main Options 1 Prepare Modify Structure Data 2 Prepare Modify Loading Data 3 Print Structure amp or Load Cases Data 4 Change Display Filenames in Data Drive D
79. Load Type 54 Strain 0015 The sign convention for member strains change of length per unit length is ELONGATION VE and CONTRACTION VE Skeleton 9 Manual Section 11 Page 32 Section 12 TEMPORARY FILES CREATED BY SKELETON ON THE DATA DISK In the course of operation SKELETON creates various files on the user s data disk for temporary use The presence of these files can be seen in the file directory of the data disk When storing data or when using the data disk for some other needs it is advised not to use these filenames if used accidentally they would be over written and lost The files created by the program are as follows File S SO 51 52 Sn Cl C2 PRNOUT AUTO Purpose stores structure name for analysis using ANALYSIS DISK is created only when printing a copy of structure and its loading case data files using DATA PREPARATION program creation of SO signifies that structure details are to be printed absence of SO means that only loading case data is to be printed stores name of the data file and the loading case number for analysis 1 of the framework using FRAMEWORK ANALYSIS program stores information as above for analysis 2 stores information as above for analysis n Absence of file Sn 1 indicates that program operation is to stop after the n th analysis if a file Sn 1 exists as a result of previous program use it is deleted prior to the start of analysis 1 stores structure name
80. NG SKELETON 9 2 1 EQUIPMENT 4 INSTALLATION 2 2 PROGRAM DISKS 2 3 DATA DISKS 2 4 PROGRAM USE 2 5 INPUT DATA PROMPTS 2 6 PAGINATION OF OUTPUT 2 7 NOTES ON PRINTING STRUCTURE DIAGRAM UNITS DPI 1 STRUCTURE SIZE DIDI 15 FRAME W ORK SUPPORTS 16 5 1 ELASTIC SPRING CONSTANTS 5 2 INCLINED SUPPORTS 5 3 UNSTABLE SUPPORT DATA FRAMEWORK 5 20 JOINT AND MEMBER 21 SIGN CONVENTION FOR LOADS AND DISPLACEMENTS 22 8 1 JOINT LOADS AND DISPLACEMENTS ALSO IMPOSED DISPLACEMENTS 8 2 APPLIED MEMBER LOADS 8 3 MEMBER END FORCES 8 4 MEMBER DEFORMATIONS 8 5 SUPPORT REACTIONS ACTING ON TO THE FRAMEWORK Skeleton 9 Manual Contents Page 1 1 9 10 11 13 14 15 16 17 APPLIED LOADS ON FRAMEWORK JOINTS AND MEMBERS 24 9 ESTABLISHING POSITIVE DIRECTION OF LOAD TYPES 1 TO 9 9 2 INCLINATION ANGLE OF MEMBER LOAD TYPES 21 TO 29 9 3 CAUTION ON LOAD DISTANCES ALONG MEMBER SPAN DESCRIBING FRAMEWORK DETAILS AND APPLIED LOADS
81. NJ2535N 6 Exit to Master Options 7 Finish Which Note The value displayed in the top left corner is the chosen number of analysis locations and that in the top right corner is the number of loads acting on the member span Menu 59 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1 LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM Display Options Press Return To Exit Main Options 1 Heading 2 Member Details 3 Member Loads 4 D A S M DIAGRAM 5 Max Min Results 6 Results 7 Displacements 8 End Forces Which Skeleton 9 Manual Preface Page 88 Menu 60 Post Member Analysis MEMBER ANALYSIS FILE 1 LOAD CASE 1 MEMBER NO 2 REF UNITS KN CM MEMBER DETAILS ANALYSIS POINTS 11 X 1150 CM Y 202 8 CM UNIT WT 7 697263E 05 KN CM3 L 1167 745 CM E 21000 KN CM2 A 85 5 CM2 I 24329 CM4 SELF WT 7 685 KN Press Space Bar to Continue Menu 61 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1 LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM DETAILS OF 1 APPLIED LOADS 1 W 103 5 29 pl P 30 KN 20 CM Press Space Bar to Continue Menu 62 Post Member Analysis MEMBER ANALYSIS MAXIMUM MINIMUM RESULTS FROM 11 ANALYSIS POINTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT CM CM KN KN KN CM 0 1 3362E 06 68 674 92 987 33977 94 116 774 6214 66 877 82 794 23714 65 817 421 1 6342
82. ON system disk that is a disk that also includes your operating system This disk will enable you to boot the system and SKELETON directly Refer to your system documentation for specific instructions 2 3 DATA DISKS Skeleton 9 Manual Section 2 Page 9 Frame analysis information can be stored either in a directory on the hard disk or on a floppy disk The floppy disk is an ordinary disk FORMATted and provided by the user The number of floppy disks can be as many as required e g one disk for each job or a disk common to as many jobs as it can manage 2 4 PROGRAM USE On a system with a hard disk make the program directory as Default and then type AUTOEXEC or any other chosen batch filename e g SKELERON and press enter This leads to the MASTER OPTIONS menu 1 from which the program operation is interactive and self explanatory Broadly speaking the main MASTER OPTIONS of menu 1 are used for the following the DATA PREPARATION option to prepare modify update examine and store data for its use later by the analysis disk the FRAMEWORK ANALYSIS option to carry out framework analyses using data stored on disk the LOAD COMBINATION ANALYSIS option to factorize and add the loading case results as obtained and stored on data disk by using the framework analysis option above and the POST MEMBER ANALYSIS option to draw and print axial load shear bending moment and deformation values along the length of a framework member af
83. ONSULTANTS LTD PORTLAND HOUSE 103 PORTLAND STREET MANCHESTER M1 6DF TEL 061 236 0104 PROG SK9 IBM 880113 JOB NO EXAMPLE 6 DATE 30 SEPTEMBER 1988 PAGE NO DESIGNER SURK PROJECT SAMPLE PROBLEM 6 ELASTIC SPRING amp INCLINED SUPPORTS SKELETONS STRUCTURE DETAILS FILE C NMANUALNSAPBLM6 TITLE ELASTIC SPRING AND INCLINED SUPPORTS UNITS KN CM JOINTS 3 MEMBERS 2 SECTIONS 1 D OF I 1 VOLUME 31548 57 CM3 SELF WT 0 SECTION DETAILS SEC MODULUS KN CM2 AREA CM2 INERTIA CM4 UNIT WT KN CM3 1 21000 2500 0 MEMBER DETAILS MEM JNT1 JNT2 SEC X PROJ CM Y PROJ CM 1 qo 2 1 200 300 2 2 3 1 300 450 JOINT COORDINATES JNT X AXIS CM Y AXIS CM l 0 0 2 200 300 3 500 750 Skeleton 9 Manual Preface Page 151 JOINT SUPPORT SPRINGS JNT 5 Y AXIS ANGULAR ANGLE 1 1 1 0 2 0 2 0 AXES OF MEM 1 3 0 1 295 NOTE 0 SPRING INCLINED HINGE CANT END SPRING CONSTANTS KN CM OR KN CM RAD 2 0 FREE 1 INFINITY LOAD ANALYSIS NO 1 LOAD FILE C MANUAL SAPBLM6 A1 TITLE VERTICAL TYPE 43 LOADS LOADED MEMBERS 2 MEM TYPE LOAD DETAILS 1 43 W 20 2 43 W 30 SAME LOAD MEMBER SETS 0 JOINT LOADS 0 SAME LOAD JOINT SETS 0 JOINT DISPLACEMENTS JNT X AXIS CM Y AXIS CM 1 0 0 2 1 693599 02 956485 3 2 734781E 02 0 MEMBER HINGE CANT END ROTATIONS 2 MEM JNT1 JNT2 ROTATION RAD 1 2 3 678631 03 2 2 3 445792 03
84. R FORCES 9 MEMBER DEFORMATIONS 10 SUPPORT REACTIONS Before each analysis begins menu 35 allows the above items can be selected for printing via menu 35 for Frame Analyses and menu 45 for Load Combination Analyses Initially the menus appears with a ready MASTER OUTPUT SELECTION If it matches the user s output needs he only needs to take option 18 of the menus When the output needs differ the selection can be changed via switches Y print and N do not print displayed next to each item The switches are set by taking options 1 to 10 for individual items or option 16 and 17 for the entire group Option 18 of the menu concludes the selection option 19 provides an exit and leads to master options of the program 18 3 HEADING DETAILS If the heading switch is on via option 1 of menus 29 and 45 the output is titled with the user s organization name and details pertaining to the present analysis JOB NO DATE PAGE NO DESIGNER amp PROJECT The organization name is permanently built into the program Heading details regarding the analysis are defined during the selection of output items via option 20 displayed next to option 1 in brackets of menus 29 and 45 Skeleton 9 Manual Section 18 Page 41 Each heading includes the program version reference printed at its top right end 18 4 DECIMAL PLACES IN THE NUMERIC OUTPUT Real numbers in the output of MICROSOFT BASIC are normally displayed and printed with up to seven decimal digits of accur
85. SAME LOAD MEMBER SET the whole set is deleted the set however remains intact if the re defined number of loads on the span are greater than zero If the member is a set follower in a SAME LOAD MEMBER SET the number of members in that set become one less 15 4 DELETING JOINT LOADS To delete joint loads the loads FX FY and M on the joint are redefined equal to zero If the joint is set leader or a set follower then the effect on its SAME LOAD JOINT SET is the same as that described in the above regarding SAME LOAD MEMBER SETS 15 5 EDITING DATA FILES USING A WORD PROCESSOR SKELETON now stores structure and loading data files in a text form Although these files are somewhat cryptic being brief in pursuit of saving your disk space it is possible to load and edit them by using a word processor This kind of editing is however without program supervision and is not recommended for routine use When only minor changes of data are required some expert users of SKELETON may find this option useful at their own risk When editing by a word processor always make a copy of your data files use different structure name if using the same floppy directory as for the original files and do not operate on their original version Also remember that the structure data filenames have no extension the loading filenames have an extension with first character as alphabet A followed by a numeric load case number refer to Section 13 for
86. This volume is printed towards the beginning of the structure details and can be used for two purposes Firstly to calculate the structure weight and secondly to Skeleton 9 Manual Section 18 Page 43 compare the volume of two similar frameworks a difference indicating that all member lengths and or sectional areas are not exactly the same 18 10 SELF WEIGHT OF FRAMEWORKS The structure self weight is calculated based on the length the sectional area and the unit weight of its members It is printed as a structural property towards the beginning of the framework details The unit weight 1 e weight per unit volume in the chosen units of force and length can vary from member to member In response to the data input question Unit Weight in kN m3 NewValue V Return a new value typed becomes the Unit Weight constant for all sections reply V allows the input of individual Unit Weight for each section pressing Return makes the default value a Unit Weight constant for all sections or keeps the already defined Unit Weight values unchanged The self weight of frameworks can also be included automatically in their analyses When preparing Loading Case data a Y N input prompt allows this weight to be included or not included During data input if default unit weight is not correct for your existing analysis and you do not want the program to calculate the structure self weight e g the default unit weight being 23 6 kN m3 for concrete
87. User Manual SKELETON 9 Linear Elastic Analysis of Plane Frameworks by Dr Shaiq U R Khan B E Civil M Eng Ph D September 1988 Techno Consultants Ltd 117 Portland Street Manchester England M1 EH Skeleton 9 Manual Contents Page 1 1 USING SKELETON IN WINDOWS 3 1 AND WINDOWS 9 98 Although Skeleton is MS DOS based program of 1988 it works happily in the above two environments To use the program Switch to the MS DOS PROMPT mode of the windows environment Ensure make the SKELETON program directory as the default DOS directory and then Start SKELETON in the usual way i e by typing AUTOEXEC This leads to the MASTER OPTIONS of the program operation As explained above you can send TEXT part of SKELETON output to a disk file for viewing and printing by a word processor If you now want to add the frame diagram in the word processor document output draw the diagram by using a graphics package e g Corel Draw or AutoCAD and copy paste it into the text output Skeleton 9 Manual Contents Page 1 1 CONTENTS PREFACE TO V ARIOUS V ERSIONS 44 5 1 INTRODUCTION 4 2 USI
88. acy In practical applications however this number of digits may not be required To this end SKELETON enables the user to select the number of places to the right of the decimal point each time the program is used for analysis Since numbers are rounded off just prior to their printing without changing the memory contents the accuracy of results is not affected by selecting lesser number of digits for the output Option 2 of menu 23 displays the MASTER SELECTION of decimals for loads and displacements prior to the start of each analysis If taken this option leads to menu 36 for re selecting the decimal places required in the analysis The chosen number of decimal places can be between 1 to 7 18 5 FURTHER COPIES OF OUTPUT At the end of each SKELETON analysis and until the use of the data disk for next analysis further copies of the output can be obtained even when the computer has been switched off As many sets of output as required can be obtained option 2 menu 29 Before the printing of each copy the previous selection of output items is displayed on the screen via menu 29 this allows the contents of each output to be re selected if so desired 18 6 SENDING OUTPUT TO DISK FILES If desired the printer output can be diverted to a disk file This creates a text file which can be examined formatted printed by using a word processor or if necessary can be sent to other locations via modem links SKELEON output include
89. ading Case No 0 Loading Case No 0 To Exit Press RETURN Give Name of the Old Structure File Menu 22 Data Preparation SKELETON 9 CREATE NEW NAME DATA FILES Old Data in Memory New Names for Saving Structure FRAME1 Structure FRAME2 Loading Case No 1 Loading Case No 1 OPTIONS 1 Read Other Old Structure Data 2 Read Other Old Loading Case 3 Change New Structure Name 4 Change New Loading Case No 5 Save to Disc Structure Data 6 Save to Disc Loading Case Data 7 Change Display Filenames in Data Drive Dir A NJ2535N 8 Exit to Master Options 9 Finish Which Skeleton 9 Manual Preface Page 75 Menu 23 Framework Analysis Skeleton 9 Framework Analysis Main Options 1 Begin Framework Analysis 2 Print Last Analysis Copy 3 Change Display Filenames in Data Drive Dir A J2535 4 Exit to MASTER Options 5 Finish Which Menu 24 Framework Analysis Skeleton 9 Framework Analysis Begin Framework Analysis To Exit Press Return Give Name of the Previous Structure File FRAMEI Menu 25 Framework Analysis Skeleton 9 Framework Analysis Begin Framework Analysis Load Case Selection Options 1 11 to N Inclusive 2 N1 to N2 Inclusive 3 Random Numbers N1 N2 NN 4 Change Display Filenames in Data Drive Dir A J2535 5 Return to Main Options Which Skeleton 9 Manual Preface Page 76 Menu 26 Framework Analysis Skeleton 9 Framework
90. alysis Combination Analysis No 1 Comb Case No 2 Title DEAD LIVE WIND Load Case amp Combination Factors TeL 24 2 2 X 1 6 EXAMINE MODIFY OPTIONS 1 Display Next Combination 2 Title 3 Comb Case No 4 Load Factors 5 Exit Which Menu 48 Load Combination Analysis Skeleton 9 Load Combination Analysis Structure FRAME1 Load Cases Selected for 2 Combinations alt 2 3 Comb Case Numbers for 2 Combinations 1 2 Combination 1 Existing Comb Case No 1 New Comb Case No 1 TO 99 Menu 49 Load Combination Analysis Combination Analysis No 1 Comb Case No 2 Title DEAD LIVE WIND Load Case amp Combination Factors iy ob Xe LA 2 2 X 1 6 Re Define Load Factors How Many to be Re Defined 2 Max 0 TO EXIT Skeleton 9 Manual Preface Page 84 Menu 50 Load Combination Analysis Combination Analysis No 1 Comb Case No 2 Title DEAD LIVE WIND Load Case amp Combination Factors 1 1X 1 4 2 2 X 1 6 Factors to be Re Defined 2 2 No Load Case Factor 3 2 2 1 1 Menu 51 Load Combination Analysis Skeleton 9 Load Combination Analysis Abort the Entire Analysis Exit Are You Sure Y Return Skeleton 9 Manual Preface Page 85 Menu 52 Post Member Analysis Skeleton 9 Post Member Analysis Main Options 1 Post Member Analysis Interactive 2 Post Member Analysis Automatic 3 Change Display Filenames in Data Drive Dir A J2535 4 Exit to MASTER Options 5
91. and you are analysing a steel structure specify the unit weight value as zero This will make the self weight of your structure 0 zero rather than an incorrect value Skeleton 9 Manual Section 18 Page 44 Section 19 UNACCEPTABLE DATA RE ENTER During the input of data the above statement appears when an unacceptable data is entered Generally the reason would be obvious to the user but in case of difficulty the following list can be consulted UNITS The description of force or length units cannot be a null string i e of less than one character JOINTS No of joints in a framework cannot be less than two MEMBERS No of members cannot be less than the number of joints minus one SECTIONS No of sections cannot be less than one SECTION DETAILS Modulus area and inertia of a section cannot be less than or equal to zero To specify selected section details the reference number of a section cannot be less than one or greater than the number of sections in the structure MEMBER DETAILS Joint numbers at member ends cannot be less than one or equal to each other or greater than the number of joints in the structure Section number of the member cannot be less than one or greater than the number of sections in the structure To specify selected member details number of members cannot be less than zero or greater than the number of members in the structure When connecting member ends to ne
92. ber If present the user is given an option to either overwrite or choose a different number Title for the combination case Any description of less than 60 characters can be input It serves as reference in the output No of load cases to be combined stload case number and factor 2ndload case number and factor nthload case number and factor Following the input of above items the program operation is similar to the FRAMEWORK ANALYSIS program The output contents are chosen via menu 45 and the analyses are carried out one after the other For the selection of output items reference should be made to Section 18 of the manual Skeleton 9 Manual Section 21 Page 54 Section 22 AXIAL LOAD SHEAR MOMENT AND DEFORMATIONS ALONG MEMBER SPANS The POST MEMBER ANALYSIS program is used to determine axial load moment shear and deformations deflections perpendicular and axial to member length and rotations along member spans Up to 46 analysis points can be chosen along the member length and if desired their spacing can be varied during the interactive program use Before members can be analysed using the POST MEMBER ANALYSIS program the following steps should have been completed Prepare structure and load case data using the DATA PREPARATION program Analyse the framework using the FRAMEWORK ANALYSIS program for all LOAD CASES Usethe LOAD COMBINATION program to combine the LOAD CASE results if it is re
93. ber 2 undergoes a Temperature Rise of 97 Degrees and its Coefficient of Expansion is 0 00000067 20 2 52 E 29 uv en gt d N 4 ft Input Data Loading Case 1 TITLE LOADED MEMBERS 0 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLA YED JOINTS 2 JNT FX FY M 1 0 0 0 15D 4 0 25D 0 0 SAME LOAD JOINT SETS 0 Input Data Loading Case 2 TITLE TEMP RISE OF 97 DEGREES IN MEMBER 2 LOADED MEMBERS MEM NO NO OF LOADS TYPE LOAD DETAILS 2 1 31 97 0 000 000 67 SAME LOAD MEMBER SETS 0 HOW MANY LOADED DISPLAYED JOINTS 0 SAME LOAD JOINT SETS 0 Skeleton 9 Manual Preface Page 143 TECHNO CONSULTANTS LTD PROG SK9 IBM 880113 PORTLAND HOUSE JOB NO EXAMPLE 4 103 PORTLAND STREET DATE 30 SEPTEMBER 1988 MANCHESTER M1 6DF PAGE NO TEL 061 236 0104 DESIGNER SURK PROJECT MEMBER TEMPRATURE CHANGE amp SUPPORT SETTLEMENTS BY SKELETON 9 STRUCTURE DETAILS FILE C NMANUALNSAPBLM4 TITLE SETTLEMENT EXAMPLE FISHER 5 12 UNITS X EI JOINTS 4 MEMBERS 3 SECTIONS 3 D OF I 3 VOLUME 135 FT3 SELF WT 0 T SECTION DETAILS SEC MODULUS T FT2 AREA FT2 INERTIA FT4 UNIT WT T FT3 1 2000000 7 45 5 0 2 2000000 6 4 0 3 2000000 20 45 7 0 MEMBER DETAILS MEM 4 1 JNT2 SEC X PROJ FT Y PROJ FT 1 1 2 X 0 5 2 2 3 2 4 0 3 4 3 3 0 7 JOINT COORDINATES JNT X AXIS FT Y AXIS FT 1 0 0 2 0 5 3 4 5 4 4 2 Skeleton 9 Manual Preface JOINT SUPPORT SPRINGS JNT 5 Y AXIS
94. ce Page 97 Menu 82 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 MAIN OPTIONS 1 Selection OK Begin Auto Analyses 2 Send Output to Disk File FRAME1 MEM No 3 Display Selection 4 Modify Selection 5 Re Start Define Selection Anew 6 Change Display Filenames in Data Drive Dir A NJ2535N 7 Exit to Master Options 8 Finish Which Menu 83 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 DISPLAY OPTIONS 1 Pagination Data 2 Selected Load amp Comb Cases 3 Output Type for Each Member 4 Details of Each Output Type 5 Exit Which Skeleton 9 Manual Preface Page 98 Menu 84 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 Modify Change Options 1 Pagination Data 2 Chosen Load Comb Cases 3 Output Type for Each Member 4 No of Output Types 5 Contents of Output Types 6 Exit Which Menu 85 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types f Existing Output Type 1 New Output Type 1 to f Note Compared with menu 81 the above appears when contents of output types are being displa
95. ce or at different times As long as they exist on the data disk they may be selected by options 1 to 3 of menu 37 The analysis is initiated by option 1 of menu 42 Generally the load factors used are all positive The program however also permits negative factors This has no practical design significance but for the purpose of analysis it reverses the sign direction of loads factored negative This feature can be used when loads are to act in a direction opposite to that originally specified in their load case data it should however be noted that sign direction is reversed for ALL loads i e vertical as well as horizontal loads The information required to carry out the analysis is No of combinations Total number of LOAD CASES to be combined in all the combinations and the loading case number of each LOAD CASE Up to 32 LOAD CASES can be considered for inclusion in various combinations Skeleton 9 Manual Section 21 Page 53 at one time Before accepting further input of data the program checks that the structure and all the load case data and result files are present on the data disk in drive B For each combination Combination Case No The chosen number as in case of LOAD CASE numbers see Section 13 cannot be in more than two figures 1 greater than 99 In the given range however any random number can be selected Before accepting any further input the program checks if any previous file exists using this num
96. d in this manual has been processed by a word processor using this facility It is to be noted however that only textural output is sent to the disk file the graphic output is ignored The names of output files are chosen by the program itself They are derived from the original structure name by adding an extension Various output filenames and corresponding menu options to create them are structure STR Framework Analyses Option 15 of menu 29 structure MIX Load Combination Analyses Option 15 of menu 45 structure MEM Auto Post Member Analyses Option 2 of menu 82 Skeleton 9 Manual Section 18 Page 42 18 7 EXAMINING OUTPUT RESULTS The following points should be noted when examining output of results 1 SKELETON accepts details of joints and member end connections hinged pinned or cantilever ends in a variety of ways The description as understood and printed by SKELETON is however unique irrespective of how the user has described the structure This feature stems from SKELETON s exclusive use of the asterisk to indicate joints and member ends which are hinged or cantilever ends At a later date it makes checking and comprehending structure details easy not only to the user but also to others 2 In addition to describing joint and member hinges the asterisk is also used for cantilever ends Use of in the output means that member ends at a given joint are free to rotate independently 3 At hinged joints the jo
97. d out the number of places to the right of the decimal point can be selected The range is 1 to 7 for loads and displacements and 3 to 7 for distances to analysis locations on the member span In the interactive member analysis the decimal places can be re defined via menu 67 during the program use Skeleton 9 Manual Section 22 Page 56 In the auto member analysis the decimal places are chosen for each output type via option 10 menu 78 22 4 ANALYSIS LOCATIONS The number of analysis locations along the member span can be varied to suit analysis requirements In the auto member analyses the spacing is always constant but in the interactive member analysis the spacing can be varied via option 2 of menu 68 This leads to the display shown in menu 70 any or all of the locations can be re defined rapidly via this display During the interactive program use the number of analysis locations are displayed at the top left corner of the screen e g see menu 58 When variable spacing is described any two adjacent locations cannot be closer than span 2500 This restriction helps avoid division by zero error when a segmental length becomes a zero or a near zero value equi distant analysis locations are rounded up to the number of decimal places chosen by the user The member length itself is however not rounded up because it affects the accuracy of the various calculated angles used in the analysis inclination of member length and appl
98. e 66 lines diagram by pressing LEFT Shift and Prt Scr keys For Hercules Card when IBMGRAPH COM is used via AUTOEXEC BAT the screen is sent to the printer automatically or as directed by the program on screen The size is 31 lines diagram To ensure correct pagination of output count the number of lines your system takes to print the Structure diagram and Re define Save them via option 13 of Menu 88 For more details see Section 2 6 Skeleton 9 Manual Section 2 Page 12 Section 3 UNITS Using SKELETON frameworks can be analysed in any units The only requirement is that once the data input has begun the units should not be changed or mixed The units to be chosen for each framework analysis are the FORCE and LENGTH The description can be a maximum of 2 characters each excess characters to the right if input are ignored Units of all other items of input and output are derived by the program itself For example if the chosen units are kN for force and ft for length an improbable combination of units selected here for illustration only the units of various elements would be Modulus of elasticity kN ft2 Sectional area ft Inertia ft4 coordinates of joints span of members Length deflection of joints and members ft location of span loads on members from their start ends horizontal and vertical loads on Force joints axial compression or tension kN in members shear at member ends Moment kN ft Distributed loads
99. e other pinned or both pinned however can be different Thus members with different fixed end reactions can belong to the same set e g members of different span lengths but with a distributed load per unit length of the same magnitude Skeleton 9 Manual Section 11 Page 29 NUMBER MEMBERS IN SET n ARE Here the count n should also include the member which has already been loaded through the heading LOADED MEMBERS Later when set members are specified through this heading the first member specified must be the one already loaded LOADED JOINTS As in the case of LOADED MEMBERS above the count should include only those joints which are loaded individually through this heading For each loaded joint the loads to be described are a horizontal force FX a vertical force FY and a moment M NUMBER OF JOINTS IN SET n ARE As in the case of members the count n should include the joint already loaded through LOADED JOINTS Later this joint must appear first in the set INPUT OK return N This question appears at the end of every input stage BY answering data can be modified at any stage of input If used at the very last stage of the input it also allows the printing of part or all of the data If the convenient to modify the data after reaching the last stage of the input input details are to be checked examined prior to the analysis it may be Skeleton 9 Manual Section 11 Page 30 Section 11 FRAMEWORK ANALYSIS
100. f axial and perpendicular deflections at all analysis points along the member length In the auto analysis the above items are selected via menu 78 when describing details of output types In the interactive member analysis when an option to print option 3 menu 58 is taken menu 66 appears on the screen This permits selective printout via switches Y print and N do not print for each item The switches are set by taking options 1 to 7 99 for displacements for individual items or option 11 and 12 for the entire group Option 13 of the menu concludes the existing selection and leads to printing As many sets of output as required can be obtained by repeatedly taking option 13 of the menu If two values of axial load shear or moment occur at the chosen analysis points the results are printed in two lines the first line is for values to the LHS and the second is to the RHS of the section If the heading switch is on the output is titled with the user s organisation name and details pertaining to the present analysis JOB NO DATE PAGE NO DESIGNER and PROJECT The organisation name is permanently built into the program Heading contents regarding the analysis are defined during the program use via option 14 of menu 66 before printing results 22 7 SIGN CONVENTION FOR LOADS AND DISPLACEMENTS APPLIED MEMBER LOADS Specification of member loads and their correct signs have been described fully in Section 9 In general the applied l
101. for load combination analysis stores the following information for analysis 1 using the LOAD COMBINATION program to factorize and combine loading cases COMBination CASE no the number of loading cases to be combined number and factor for each loading case being combined and title for the COMBination CASE as defined by the user stores information as above for analysis 2 stores information as above for analysis n Absence of file Cn 1 indicates that program operation is to stop after the n th analysis if a file Cn 1 exists as a result of previous program use it is deleted prior to the start of analysis 1 stores information about the output contents selected by the user Each time an analysis is carried out or a copy of output is made the contents of this file are over written stores structure name and output selection data for the auto analysis along member lengths by the POST MEMBER ANALYSIS program Skeleton 9 Manual Section 12 Page 33 Section 13 ANALYSIS FILES CREATED BY SKELETON ON THE DATA DISK Details of each framework are stored using the STRUCTURE NAME chosen by the user The name should conform to DOS conventions e g it cannot be more than 8 characters long Filename Extension i e an additional up to 3 character long name starting with a period is added by the program itself and is not to be input by the user Structure details are saved on to the user s data disk by using the filename exactly as typed by
102. from the data disk LOAD and COMB CASE analyses are carried out using separate programs the former always being the first These analyses follow one after the other and are numbered with consecutive integers starting from 1 upwards The LOAD or COMB CASE numbers in these analyses can be any random selection and order so long as details pertaining to them exist on the data disk After the LOAD and or COMB CASE analyses values of axial load shear moment and deflection can be determined and plotted along member spans The analysis can be interactive or automatic In the interactive analysis the members are analysed one at a Skeleton 9 Manual Section 1 Page 7 time giving the structure name the LOAD COMB CASE number and the member number In the auto analysis the structure name the LOAD and or COMB CASE numbers and the member numbers together with their output contents are chosen first Following this the operation is automatic the analyses being executed one after the other for all the chosen members in each LOAD and COMB CASE No computer knowledge or programming experience is required to use the program The only requirement is an understanding of the framework behaviour so that program potentials can be exploited in everyday design The program mainly serves as an analysis tool validity of the results in relation to the real structure is only as good as the users understanding of the behaviour involved Skeleton 9 Manual Sectio
103. hown on page 25 9 1 ESTABLISHING POSITIVE DIRECTION OF LOAD TYPES 1 TO 9 The positive direction of these loads perpendicular to member spans load types 1 to 9 except load type 8 which is a moment ve when clockwise depends upon not only the member orientation and the direction in which these loads act but also on the THE USER S CHOICE TO SELECT ONE OF THE TWO MEMBER ENDS AS THE START END To describe member loads correctly in all general situations see example page 26 it is necessary to appreciate fully the implication of this point Skeleton 9 Manual Section 9 Page 23 INPUT INFORMATION SPECIFY MEMBER LOADS Load Description Type 1 11 Point load at distance A N point loads spaced equi distant over member length from A to B Uniform total load over entire member length Uniform load per unit length over entire member length Uniform total load over part member length from A to B Linearly varying load per unit length Q gt at distance A to Q lt at distance Linearly varying total load with an intensity maximum at distance A to zero at distance B Moment at distance A Linearly varying total load with an intensity zero at distance to maximum at distance B Member temperature change Rise N moments spaced equi distant over member length from A to B Lack of fit Long ve 53 Required Values for Load Definition Also if Load Type 21 N P A B
104. ied loads 22 5 DEFLECTION AXIAL LOAD SHEAR AND MOMENT DIAGRAMS These diagrams have been referred to in the program as D A S M DIAGRAMS for the sake of brevity and are plotted on four base lines which appear vertical on the screen These diagrams should always be examined from the right hand side of the screen When viewed this way their left end bottom of screen diagrams is the start end of the member and values plotted below the base lines are positive The member orientation is also shown in the D A S M diagrams The start end is shown by character S and the end end by character E The direction for viewing the member orientation is ALWAYS upwards from the bottom end of screen diagrams When the magnitude of axial load shear or moment is the same to the left and right of an analysis location the values are plotted as offsets perpendicular to the base line 22 6 PRINTING RESULTS Depending upon ones needs a user can choose to print all none or only a part of the output The output elements to choose from are 1 Heading 2 Member details Skeleton 9 Manual Section 22 Page 57 3 Member loads 4 D A S M diagram 5 Maximum results 6 Results 99 displacements 7 End forces One further item DISPLACEMENTS oddly numbered as 99 because of being not usually required in everyday analysis can also be printed if required This item prints the values of rotation axial perpendicular and total deflections resultant o
105. ing In normal use just press RETURN to specify this drive Skeleton 9 Manual Preface Page 106 Menu 99 Default Settings Techno Consultants Ltd SKELETON 9 ANALYSIS OF PLANE FRAMEWORKS Copyright Dr S U R Khan Existing Maximum Elements in Member Load Vector 2000 Re Define Y Return Y Specify New Value 1000 min 3000 Menu 100 Default Settings Techno Consultants Ltd SKELETON 9 ANALYSIS OF PLANE FRAMEWORKS Copyright Dr S U R Khan Mode X res Y res LMarg TMarg Joint AspectR Existing VIDEO File Items 12 720 348 120 0 4 Re Define Y Return Y New Items 7 12 720 348 120 0 4 1 66 Skeleton 9 Manual Preface 1 66 Page 107 SAMPLE PROBLEM 1 A Framework 2 15 KN and its Loading Case 1 for Analysis by Skeleton MITT I 3 85 KN W 11 5 W 11 5 EN W 11 5 ES ist SI B 2858 R SAN ZERRE Wz10 kN 3 87 KN Skeleton 9 Manual Preface Page 108 0 006 Linearly varying distributed load parallel to Global 0 01 Linearly varying distribu ted load acting inclined at an ang le of 320 to member span 5 320 0 01 kN cm 0 02 Horizontal UDL kN cm of 2 25 kN Linearly varying distributed total 5 numbers 1 kN equidistan t load of 3 kN point loads inclined at acting at an S an anle of 46 angle of 5 aw 33 Ss ES 5 1kN 1 kN 3 vs v 2 8 y kN v 42
106. ing Distributed Loads Load Types 34 36 44 AND 46 Here again the Distance per Unit Length in magnitude of the distributed loads is parallel to the member length NOT the Global Axes if the member is inclined To avoid the somewhate tedious conversion of load intensities a possible re course is to specify the loads as Total Distributed Loads Load Types 33 35 37 39 43 45 47 and 49 Examples of the TOTAL loads being specified rather than the DISTRIBUTED loads are members 19 and 26 in loading case 2 of Sample Problem 1 Although the two members have the same distributed load per unit length of their vertical projection as members 1 2 2 and 22 i e 0 015 kN cm the loads specified on them are distributed TOTAL loads of 1 395 kN and 2 25 kN respectively Skeleton 9 Manual Section 9 Page 27 Section 10 DESCRIBING FRAMEWORK DETAILS AND APPLIED LOADS As first step joints are chosen at various points on the framework These joints must occur at supports intersection of members and at changes of member directions Joints can also be introduced optionally at various points along member lengths where values of displacements axial load shear and moment are to be obtained The chosen joints are numbered with consecutive integers from 1 upwards and henceforth referred to by them Framework dimensions are specified via joint coordinates in the global X and Y directions Length orientation and position of members in the framework are specified
107. int rotation is printed as Rotations of member ends at such joints are printed under the heading MEMBER HINGE ROTATIONS This happens even when there is only one member at an hinged or free joint 18 8 DEGREE OF INDETERMINACY For each framework the degree of indeterminacy is calculated from the number of members the details of member end connection rigid or pinned and the details of joint restraints It is printed as D OF I towards the beginning of structure details in the output A negative degree of indeterminacy indicates that the frame is mathematically unstable and that the program would crash in attempting to analyse it A zero or greater than zero degree of indeterminacy however does not necessarily ensure a perfect stable frame for it is possible to have sufficient number of restraints and members but not have them at the right places The degree of indeterminacy can serve a useful purpose in the course of framework design For example a different degree of indeterminacy for apparently two similar frames same shape and number of members and joints indicates that the connection and or support details at their joints are different Similarly a greater than zero degree of indeterminacy suggests that it may be possible to remove some members or restraints without making the framework unstable 18 9 VOLUME OF FRAMEWORKS Based on the sectional areas and the member lengths the program calculates the volume of each framework
108. ir C SK9DATA 5 Exit to MASTER Options 6 Make Copy of Structure amp or Load Case Files 7 Finish Which Skeleton 9 Manual Preface Page 67 Menu 3 Data Preparation Skeleton 9 Prepare Modify Structure Data in 6 Units Sections 0 Joints 0 Members 0 Filename Main Options l Prepare New Data 2 Modify Examine Old Data 3 Edit Save Data in Memory 4 Change Display Filenames in Data Drive Dir Y 5 Prepare Modify Loading Data 6 Exit to MASTER Options 7 Finish Which Menu 4 Data Preparation Skeleton 9 Prepare Modify Structure Data in 6 Units Sections O0 Joints O0 Members 0 Filename To Exit Press Return Modify Examine Other Structure Give its Filename Menu 5 Data Preparation Skeleton 9 Prepare Modify Structure Data in 6 Units Sections O0 Joints 0 Members 0 Filename FRAME1 FILENAME FRAME1 Insert Additional Elements Y Return Y SECTIONS How Many to be Inserted 1 JOINTS How Many to be Inserted 1 MEMBERS How Many to be Inserted 1 Skeleton 9 Manual Preface Page 68 Menu 6 Data Preparation Skeleton 9 Prepare Modify Structure Data in KN amp CM Units Sections 2 Joints 5 Members 4 Filename FRAME1 Edit Options 1 Input OK Continue 2 To Main Options Re Start 3 Change Title Units Unit Weight 4 Section Changes 5 Joint Changes 6 Member Changes 7 Display Print Structure Diagram 8 Spring Constants amp Supports 9 Joint amp Member Hinges 10 Print
109. lue n Input New Value Between 1 amp 7 Skeleton 9 Manual Preface Page 78 Menu 32 Framework Analysis Skeleton 9 Framework Analysis Decimal Places for Displacements Present Value n Input New Value Between 1 amp 7 Menu 33 Framework Analysis HEADING CONTENTS JOB NO DATE PAGE NO DESIGNER PROJECT Re Define Y Return Menu 34 Framework Analysis Skeleton 9 Framework Analysis D O S Error No 53 Filename 2535 File Not Found Press Space Bar to Continue Skeleton 9 Manual Preface Page 79 Menu 35 Load Combination Analysis Skeleton 9 Load Combination Analysis Main Options 1 Combine Load Cases amp Analyse 2 Print Last Analysis Copy 3 Change Display Filenames in Data Drive Dir A J2535 4 Exit to MASTER Options 5 Finish Which Menu 36 Load Combination Analysis Skeleton 9 Load Combination Analysis Combine Load Cases amp Analyse To Exit Press Return Give Name of the Previous Structure File Menu 37 Load Combination Analysis Skeleton 9 Load Combination Analysis Combine Load Cases amp Analyse Load Case Selection Options 1 1 to N Inclusive 2 N1 to N2 Inclusive 3 Random Numbers N1 N2 NN 4 Change Display Filenames in Data Drive Dir A J2535 5 Return to Main Options Which Menu 36 Load Combination Analysis Skeleton 9 Load Combination Analysis Select Load Case Numbers Option
110. more details on filenames Skeleton 9 Manual Section 16 Page 36 Section 16 NAMING DATA FILES The user is free to choose any desired filename when saving framework data It is however helpful if the chosen name is also meaningful so that retrieval of data becomes an easier task at a later date To this end the following items of information could be considered for inclusion in a filename code characters for the program i e SKELETON data disk number user s initials job number job name location client s name structure name data file number for the structure Since only 8 characters are permitted in a chosen name it is not possible to include most of the above items However a typical filename can be A2341D56 In the above first character A which can be any of the 26 characters A to Z represents the structure name for the job number 2341 The last three characters D99 signify that the data disk number is 56 this number helps at a later date when it is necessary to retrieve the stored information which disk to use for this purpose would then be readily known Filenaming rules of the DOS do not give much room to the user for choosing comprehensively meaningful names This section is an attempt to describe what is desirable and the thoughts behind the filenames chosen by the writer in practical situations Skeleton 9 Manual Section 16 Page 39 Section 17 USE OF DIRECTORIES AND SUB DIRECTORIES
111. n Joint 6 is also fixed but with springs 2 3 and 4 in its X Y and angular directions respectively The initial default values for the number of spring constants and their magnitude are 1 and 9 9E 9 respectively During data input the default or last defined values are also displayed alongside and if correct they can be accepted by pressing return FEATURE HELP COMPREHEND OUTPUT The following symbols appear to the right of joint numbers in the output Their meanings are as follows A slash signifies that the joint is an Inclined Support An asterisk signifies that the joint is an hinged support i e all member ends are free to rotate independent of each other Skeleton 9 Manual Section 6 Page 16 5 2 INCLINED SUPPORTS In general the default angle for all supports is 0 zero This implies that the support X axis is parallel to the GLOBAL X axis and the support Y axis is parallel to the GLOBAL Y axis For example if joint 4 in a frame is an X roller support the usual data input is Unt X res Y res R res l 4 4 0 1 0 When a support is inclined the support angle is measured from the global X axis to the support X axis in the clockwise direction This angle should always be a ve value between 0 to 360 degrees no of decimal places in a value cannot be more than one Examples of various support angles are as follows om 0 47 91 3 138 180 240 271 306
112. n 1 Page 8 Section 2 USING SKELETON 2 1 EQUIPMENT amp INSTALLATION To use SKELETON the following equipment is required Either PC XT or PS 2 computer or with at least 512K of random access memory an optional graphics card a Hard Disk or Two Floppy Disk Drives and a Printer with graphic print facilities Or A Macintosh Plus Computer with 1 Mb RAM a Hard Disk and an Imagewriter Printer The program is also supplied for Apple IIe computers but the latest version available for this machine is SKELETON 7 For installation of the program consult documentation supplied with your disks or read the contents of the text file README on one of the SKELETON disks The program is normally supplied with default settings set for your computer system If necessary they can be altered by taking option 6 of menu 1 this leads to menus 87 to 100 for this purpose 2 2 PROGRAM DISKS The number and contents of supplied SKELETON disks vary depending upon the type and configuration of your computer For information relating to your version of SKELETON disks consult the documents enclosed with your disks the information is also stored in the README text file on one of the SKELETON disks SKELETON programs are supplied on floppy disks It is recommended that you make a back up copy of the original disks and use them as your working copies Store the originals away safely On a computer without a hard disk you can create a SKELET
113. n being zero cannot be less than two or greater than the number of members in the structure Skeleton 9 Manual Section 19 Page 47 A set leader cannot be an unloaded member or a set follower of some other SAME LOAD MEMBER SET if it is a leader of a previous set the new and the previous set members are combined together by the program into one set Number of the member in a set cannot be less than zero or greater than the number of members in the structure If the number specified is zero however then the user is asked to re define all the SAME LOAD MEMBER SET details this serves to provide an exit if input regarding the SAME LOAD MEMBER SETS is to be discontinued A loaded member or a set follower of another SAME LOAD MEMBER SET cannot belong to the set being described LOADED DISPLACED JOINTS Loaded displaced joints cannot be less than zero or greater than the number of joints in the structure Number of the joint being loaded displaced cannot be less than one or greater than the number of joints in the structure As a joint load moment cannot be applied on joint hinges or cantilever ends At joints with single members describe the moment as a member load rather than as a joint load Load cannot be applied on a restraint i e on supports in the horizontal vertical and angular directions unless it is an imposed displacement support settlement followed by character D a zero value only is acceptable as a
114. ns of loads Once the member axes have been located the member is viewed with its start end to the left hand side of the user As described in Section 8 these loads are ve when acting downwards 9 2 INCLINATION ANGLE OF MEMBER LOAD TYPES 21 TO 29 To measure inclination angle of loads on member spans load types 21 to 29 a view the member so that its start end is to the left and the end end to the right of the user b place the arrow tip of the load direction on the member span and c measure the angle CLOCKWISE starting from the load direction and up to the member span on to the right hand side of the load direction Examples of various load inclinations are shown below Start y End E REP Start Y End Start End end end end end end end end end 0 0 48 0 90 2137 Start End Start End Start End Start End end end end end end end end end 02180 0 230 02270 0 305 Skeleton 9 Manual Section 9 9 3 CAUTION ON LOAD DISTANCES ALONG MEMBER SPAN distances in the description of member loads are ALWAYS along the member length and are measured from the start end This is so irrespective of the category of loads CAUTION When the loads specified are parallel to the Global X or Y Axis Load Types 31 to 39 and 41 to 49 caution is necessary the distances A and B would be along the Member length NOT parallel to the Global Axes if the member is inclined Extreme caution is needed when specify
115. nual Preface Page 123 TECHNO CONSULTANTS LTD PORTLAND HOUSE 103 PORTLAND STREET MANCHESTER M1 6DF TEL 061 236 0104 PROG SK9 IBM 880113 JOB NO EXAMPLE 2 DATE 30 SEPTEMBER 1988 PAGE NO DESIGNER SURK PROJECT DEAD LIVE amp WIND LOAD COMBINATIONS SAMPLE PROBLEM 3 SKELETONS STRUCTURE DETAILS FILE C MANUAL SAPBLM2 TITLE SAMPLE PROBLEM 2 UNITS KN M X PROJ M JOINTS 6 MEMBERS D OF I 5 VOLUME SECTION DETAILS SEC MODULUS KN M2 AREA M2 1 2 5 07 4125 2 2 07 12 3 2 07 4 4 2 07 25 MEMBER DETAILS MEM JNT1 JNT2 SEC 1 T 2 1 0 2 2 3 2 0 3 6 5 1 0 4 5 4 2 0 5 2 5 3 7 6 3 4 4 7 Skeleton 9 Manual SECTIONS 4 SELF WT 151 984 INERTIA M4 UNIT WT KN M3 0014 23 6 001 23 6 0058 23 6 0032 23 6 Y PROJ M 3 5 3 5 3 5 345 0 0 Preface Page 124 JOINT COORDINATES JNT X AXIS M Y AXIS 1 0 0 2 0 S5 3 0 7 4 7 7 5 7 Sub 6 7 0 JOINT SUPPORT SPRINGS JNT 5 Y AXIS ANGULAR ANGLE 1 1 1 1 0 6 J 1 x 0 DEG NOTE SPRING INCLINED HINGE CANT END SPRING CONSTANTS KN M OR KN M RAD 1 0 FREE 1 INFINITY LOAD ANALYSIS NO 1 LOAD FILE C NMANUALNSAPBL TITLE DEAD LOADS LOADED MEMBERS 6 MEM TYPE LOAD DETAILS 1 TO SW 12 39 KN T14 Q 4 KN M 2 TO SW 9 912 KN T14 Q 3 KN M 3 TO SW 12 39 KN T44 4 KN M 4 TO SW 9 912 KN T44 3 KN M 5 TO SW 66 08 KN T4 30 KN M 6 TO SW 41 3
116. o analysis is Structure name LOAD CASE numbers Up to 9 LOAD CASES can be included at one time Before proceeding further the program checks if all files relating to these LOAD CASES member details file member end reaction and span load files exist on the data disk e COMB CASE numbers As above up to 9 COMB CASES can be included and the program checks the presence of required files No of output types and their details Output type is a selection of output contents as per menu 78 In one auto analysis up to 9 output types can be defined Output type for each member Output contents for each member analysis are defined by assigning members to each output type via menu 79 The output type number to which the members are being assigned is shown flashing in the menu and can be changed via option 4 If a member is not to be analysed the output type to which it is assigned to is 0 zero The program assumes this number as the initial default value for all members At the end of defining the above selection menu 82 appears on the screen and option 1 starts the auto analysis Once auto analysis has begun menu 86 shows its progress on the screen and gives options to prompt each analysis Y N pause stop amp continue later and abort restart In between each member analysis a flashing display of about 6 seconds allows taking these options if desired 22 3 DECIMAL PLACES IN THE NUMERIC OUTPUT Each time an analysis is carrie
117. oads are positive when acting in the positive direction of their X or Y axes to specify load types 1 9 11 19 and 21 29 the MEMBER AXES are used to specify load types 31 39 and 41 49 the GLOBAL AXES are used The applied moment load type 8 18 28 38 and 48 is positive when clockwise MEMBER FORCES INCLUDING END FORCES Axial force compression amp ve tension Skeleton 9 Manual Section 22 Page 56 Shear tending to move the LHS of the section upwards relative to its RHS Note For framework analysis results the sign convention is different see Section 6 3 Moment sagging and hogging ve MEMBER DEFORMATIONS The axial deflection from the original to the new position is calculated relative to the positive direction of the member X axis The perpendicular deflection from the original to the new position is calculated relative to the positive direction of the member Y axis The total deflection is always printed with a positive sign The direction in which this deflection occurs can be established from the direction of its components axial and perpendicular to the member length The rotation is positive when clockwise measured from the original position Skeleton 9 Manual Section 22 Page 59 Section 23 SUGGESTIONS CAUTIONS AND LIMITATIONS 23 1 APPLIED LOADS AND SUPPORT REACTIONS To help ensure safe use of the program always check that the sum of applied loads on the framework is equal
118. of Members 4 Comb Cases 0 No of Output Types 1 Structure File FRAME1 Option to Select Load Cases 1 11 TO N Inclusive 2 N1 TO N2 Inclusive 3 Random Numbers N1 N2 NN 4 Change Display Filenames in Data Drive Dir A J2535 5 Exit Which Skeleton 9 Manual Preface Page 94 Menu 75 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 Structure File FRAME1 Option to Select Comb Cases 1 11 TO Inclusive 2 1 TO N2 Inclusive 3 Random Numbers N1 N2 NN 4 Change Display Filenames in Data Drive Dir A NJ2535N 5 Exit Which Menu 76 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 Pagination Data 1 Ist Page No 1 2 Lines Page 60 3 Lines Gap 6 4 Selection OK Exit Which Menu 77 Post Member Analysis Skeleton 9 Auto Member Analysis Output Load Cases 2 Structure FRAME1 No of Members 4 Comb Cases 0 No of Output Types 1 Number of Output Types Existing 1 How Many 1 to 9 Return Skeleton 9 Manual Preface Page 95 Menu 76 Post Member Analysis Details of Output Type 1 Press Return To Exit Main Options Begin Member Output on a New Page Heading Member Details Member Loads D A S M Diagram Max Min Results Results N 99 Displacements
119. ombination Analysis Structure FRAME1 No of Combinations 2 Load Cases Selected for 2 Combinations 2 3 Combination Analysis No 1 Comb Case No 1 Title DEAD LIVE WIND No of Load Cases 2 1 Load Case Factor 2 1 1 4 2 Load Case Factor 2 2 1 6 3 Load Case Factor 2 3 1 2 End of Input for Analysis No 1 Press RETURN to Continue Menu 45 Load Combination Analysis Selection of Output Contents 1 Heading 20 Define its Contents 2 Structure Diagram 3 Structure Reference 4 Structure Details 5 Loading Reference 6 Member amp Joint Loads 7 Joint Displacements 8 Member Forces 9 Member Deformations 10 Support Reactions 11 Decimals Loads 4 amp Displacements 6 12 1st Page No 1 13 Lines Page 60 14 Lines Gap 6 lt Zi lt t lt HH H H KK 15 Send Output to Data Disk File FRAME1 MIX 16 Reset To Print All of 1 10 17 Reset To Print None of 1 10 18 Selection OK Proceed Further 19 Exit to Main Options To Toggle the Y N Selection Enter the List No Which Skeleton 9 Manual Preface Page 83 Menu 46 Load Combination Analysis Skeleton 9 Load Combination Analysis Structure FRAME1 Load Cases Selected for 2 Combinations Als 2 3 Comb Case Numbers for 2 Combinations T 2 Options 1 Input OK Continue to Analyse 2 Examine Modify Combination Data 3 Examine Modify Output Selection 4 Abort Analysis To Master Options Which Menu 47 Load Combination An
120. on the analysis results JOINTS MEMBERS SECTIONS Response to these questions is the total number of elements in the framework SECTION DETAILS Under this heading modulus of elasticity area and inertia are defined for each section size in the framework JOINT COORDINATES joint positions are specified by the global X and Y coordinates The origin is chosen arbitrarily by the user at a convenient position to define these coordinates The positive directions are to the right along the X axis and upwards along the Y axis MEMBER DETAILS For each member the data required is the joint number at the start end the joint number at the end end and the section number This establishes the position of members in the framework and their sectional properties It should be noted that the first described joint number becomes the START END of the member Which of the two member ends is chosen as the START END affects the sign of the member load types 1 to 29 except the moments 8 18 and 28 and ALL distances in their description are measured from this end JOINT RESTRAINTS To describe restraints external supports the answer code is O z free 1 fixed 2 to 9 elastic springs When there is only one member at a joint R R of 0 also means that it is a hinged joint When there is more than one member at a joint R R of 0 means that member ends are connected to each other rigidly and they rotate together the same amount If all membe
121. ost Member Analysis MEMBER ANALYSIS END FORCES END 1 END 2 AXIAL KN 68 674 50 7 Press Space Bar to Continue Skeleton 9 Manual SHEAR MOMENT KN KN CM 92 987 33977 94 8 941 15094 07 Preface Page 90 Menu 66 Post Member Analysis OUTPUT SELECTION Press Return To Exit Main Options Heading 14 Define its Contents Member Details Member Loads D A S M DIAGRAM 5 Max Min Results 6 Results N 99 Displacements 7 End Forces d 2 3 4 z Z lt lt Z Z 8 New Page No 1 9 Lines Page 60 10 Lines Gap 6 11 Reset To Print All of 1 7 12 Reset To Print None of 1 7 13 Selection OK Proceed to Print TO CHANGE SELECTION ENTER THE LIST NO Which Menu 67 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis LOAD 1 Structure FRAME1 Units KN CM Change Data Options Press Return To Exit Main Options 1 Analysis Locations 2 Change Decimal Places Which Skeleton 9 Manual Preface Loads Member No 1 2 91 Menu 68 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1 LOAD Case 1 Structure FRAME1 Member No 2 Units KN CM No of Present ANALYSIS LOCATIONS 11 Options Press Return To Exit Main Options 1 Change the No of Locations 2 Modify Define Locations 3 Display Existing Locations Which Menu 69 Post Member Analysis Points 11 Skeleton 9 Post Member Analysis Loads 1
122. quired Take option 4 of menu 1 to use the POST MEMBER ANALYSIS program This brings menu 52 on the screen The above steps can be carried out in one sitting or in stages at different times The data disk is kept in its drive during each stage Members can be analysed either one at a time interactively or in a group automatically When un equal spacing of analysis points is required along the member span only interactive analysis option can be used 22 1 INTERACTIVE ANALYSIS OF MEMBERS To start the Interactive member analysis option 1 of menu 52 is taken This leads to menu 57 via menus 53 to 56 inclusive The data required while going through these menus is number of analysis points STRUCTURE NAME LOAD CASE or COMB CASE number and the MEMBER number the choice between a LOAD or COMB CASE is made via option 4 of menu 57 Option 5 of menu 57 fetches data from the disk and the analysis starts automatically When finished menu 58 appears on the screen to display or print results or to carry out the next analysis Skeleton 9 Manual Section 22 Page 55 22 2 AUTO ANALYSIS OF MEMBERS To start the Auto member analysis option 2 of menu 52 leads to menu 72 Here option 1 is taken to define the selection of members and their output anew and option 2 to resume a last unfinished auto analysis The selection of members and their output contents for auto analysis is defined via menus 73 to 85 inclusive The information required for an aut
123. r ends are pinned at a joint a joint hinge should be specified through the heading JOINT HINGES if some members are pinned and others rigidly connected to each other at a joint member hinges should be specified through the heading MEMBER HINGES or HINGED BAR MEMBERS HINGED BAR MEMBERS Here a hinged bar member is one which has hinges at both ends Thus all members in a truss are hinged bar members The data question is nevertheless meant for frameworks in which member end connections are rigid as well as hinged Such frameworks can be described easily and rapidly by the use of this heading An example of its application is a lattice girder in which top and bottom booms act continuously and diagonals have their ends pinned By describing the diagonals as HINGED BAR MEMBERS all connection details of the framework can be defined LOADED MEMBERS The answer to this question i e the number of members which have span loads should include only those members which will be loaded individually under this heading Members which are later specified as having repetitive loads through the heading SAME LOAD MEMBER SETS are not to be included here SAME LOAD MEMBER SETS When grouping members in a SAME LOAD MEMBER SET the description of span loads as required by this manual of SKELETON for each member in the set should exactly be the same The length and end connections of members e g both ends rigidly connected or one rigidly connected and th
124. rature combination case for analysis using LOAD COMBINATION program modulus of elasticity force in X axis direction force in Y axis direction moment of inertia joint joint number at start end of member joint number at end end of member loading case for analysis using FRAMEWORK ANALYSIS program moment member number of members in a framework number number of different output types chosen in auto member analyses point load distributed uniform or linearly varying load per unit length rotational restraint section structure framework temperature rise or fall in degrees Centigrade or Fahrenheit distributed uniform or linearly varying TOTAL load coordinate along X axis restraint external support in X axis direction coordinate along Y axis restraint external support in Y axis direction prompt to input ONE data value prompt to input TWO data values separated by a comma prompt to input THREE data values separated by commas prompt to input FOUR data values separated by commas varying load intensity towards start end of member varying load intensity towards end end of member Section 24 Page 62 Section 25 QUESTION HEADINGS DISPLAYED DURING DATA INPUT Input TITLE Units of Force amp Length 2 kN m Sections Joints Members Existing Unit Weight 23 6 kN m3 Constant for all Sections Unit Weight in kN m3 NewValue V Return V Section Unit Wt kN m3 Sec 1 23 Sec 2 23 2 Sec n 2 35
125. rizontal vertical and angular reactions are equal to the corresponding overall forces applied on the structure 2 When attempting to simulate the influence of a highly rigid member part e g a haunch or a gusset plate etc do not specify an unrealistically high value for the area inertia of the section 3 To ascertain a manageable ratio of maximum to minimum section size in the analysis of a framework the following intuitively arrived limits and precautions are suggested When maximum to minimum section size ratio is less than 30 accuracy of the analysis results should generally be acceptable to the user normal check of the results should therefore suffice When the maximum to minimum section size ratio is between say 30 to 300 accuracy of the analysis results would perhaps still be acceptable to the user but he must examine SKELETON results carefully Based on his discretion he may regard them as acceptable if the forces are in equilibrium at each and every joint and also on the structure as a whole When maximum to minimum section size ratio exceeds 300 the user must check equilibrium and compatibility of forces at each and every joint very carefully validity of results for such section size ratios should be viewed with extreme caution The section size ratio referred to in the above is the ratio of sectional areas for members in pure compression i e members with both ends pinned and of sectional inertias for members
126. rk be it a truss a rigid frame or a truss and rigid frame combined It also analyses frameworks having joints where some member ends are pinned and others rigidly connected SKELETON combines its ability to analyse complex frameworks with an extremely powerful input system to describe complicated member end connections with ease and rapidity To this end a new term used is HINGED BAR MEMBERS for describing members in the framework with hinges at both ends framework diagrams are displayed on the VDU and can be printed for record purposes This provides an instant check of data requiring minimum of effort Incorrect entries concerning joint coordinates and member locations in the framework become obvious at a glance Structure details applied loads and results of analyses are stored on user s data disks which can be floppies or directories on a hard disk The stored information can be retrieved for use in an analysis or examined modified appended and re stored for later use A set of loads acting simultaneously on the framework joints and members is called a LOAD CASE After the framework analyses have been completed various LOAD CASES can be factored and combined as required The resulting set of loads is called a COMBination CASE Subject to the storage capacity of the data disk see section 14 amp 17 the number of LOAD and COMB CASES can be as many as desired a reference number is used for each to store and retrieve its details
127. rts the next analysis but before this happens the flashing display of six seconds allows options 1 to 4 to be taken if required 4 The STOP amp CONTINUE LATER option 3 ends the auto member analyses The stage to which the analyses have been completed is stored in the data file AUTO so that the remaining analyses can be re started later by taking option 2 of menu 76 If desired the computer can be switched off or used for some other purpose after this option Skeleton 9 Manual Preface Page 100 5 The ABORT RE START AFRESH 4 aborts the program execution Details of the auto selection however remain intact in the data disc file AUTO If required member analyses can be re started from the very beginning of the auto selection by taking option 2 of menu 72 Skeleton 9 Manual Preface Page 101 Menu 87 Default Settings SKELETON DEFAULT SETTINGS 1 Default Output Items for Frame Analyses 2 Default Output Items for Member Analyses 3 Default Unit Weight 23 6 4 Disk Drive Dir for SKELETON Programs 5 Maximum Elements in Member Loads Vector 2000 6 VIDEO File Items 2 640 200 80 0 2 1 65 1 7 Settings OK Exit to Master Options Which Menu 86 Default Settings Default Output Items for Frame Analyses 1 Heading 2 Structure Diagram 3 Structure Reference 4 Structure Details 5 Loading Reference Member amp Joint Loads 7 Joint Displacements 8 Member Forces 9 Member Deformations 10 Suppor
128. s 6 6 6 DR 5 5 5 AFE PFP 4 4 4 See SSS s 3 3 3 2 ppp ee 2 2 2 f mm a sm a ms 1 1 1 Do 0 t cR AE E S S S S E MAXIMUM MINIMUM RESULTS FROM 21 ANALYSIS POINTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT M M KN KN KN M 0 2 1485E 10 36 454 3254315 226 951 3 15 9 8091E 03 36 454 12 66 325 752 335 9 8864E 03 gt 36 454 16 746 325 037 7 2 1485E 10 lt 36 454 310 802 lt 248 172 lt ANALYSIS RESULTS DISTANCE DEFLECTION AXIAL FORCE SHEAR FORCE MOMENT M M KN KN KN M 0 2 148 10 36 454 lt 325 3125 226 951 35 1 3324E 03 36 454 295 905 118 238 27 2 7655E 03 36 454 266 499 19 818 1 05 4 216E 03 36 454 237 093 68 311 1 4 5 6095 03 36 454 207 688 146 148 1475 6 8803E 03 36 454 178 282 213 692 2d 7 9714E 03 36 454 100 877 266 145 2 45 8 8392 03 36 454 71 471 296 306 2 8 9 4573E 03 36 454 42 065 34 6 1 7 5 Skeleton 9 Manual Preface Page 135 3 15 9 8091 03 3 5 9 8864 03 gt 3 85 9 6898E 03 4 2 9 2287E 03 4 55 8 521E 03 4 9 7 5934E 03 5 25 6 4812E 03 5 6 5 2287E 03 5 95 3 8884 03 6 3 2 522E 03 6 65 0012 7 2 1485E 10 DISPLACEMENTS DISTANCE ROTATION M RADIANS 0 3 5778E 03 23 5 3 9924 03 vd 4 1569E 03 1 05 4 0963E 03 1 4 3 8354E 03 LTS 3 3991 03 2 1 2 8137E 03 2 45 2 1328E 03 2 8 1 3916E 03 3
129. s e No of load factors to be re defined cannot be other than 0 to exit less than one or greater than their total number in the COMBination CASE No of load cases in one COMBination CASE cannot be less than one other than zero to skip the further input of data or greater than their total number in all the combinations The load case number whose load factor is being described cannot be less than one or a number not described before in the list of load cases for all the combinations A load factor cannot be zero INTERACTIVE MEMBER ANALYSIS A member number whose data is to be retrieved from the data disk for analysis along its span cannot be less than one or greater than the total number of members in the structure OUTPUT SELECTION FOR AUTO MEMBER ANALYSES Skeleton 9 Manual Section 19 Page 49 No of output types in auto member analyses cannot be less than one or more than 9 at a time Details of output type 0 cannot be displayed this output type is assigned to members not being analysed i e members for which no output is is required Selected number of the output type for the display of its contents or its assignment to specify member outputs cannot be outside the limits being displayed n the list of members 1 to N1 inclusive N1 cannot be greater than the number of members in the structure n the list of members N1 to N2 inclusive N2 cannot be less than N1 or N2 greater than the
130. s inclined relative to the global axes The angle of inclination is ve clockwise from the global to the support axes 8 2 APPLIED MEMBER LOADS Loads 1 9 Loads 11 19 Loads 21 29 Loads 31 39 Loads 41 49 Moment Special Effects Skeleton 9 Manual perpendicular to member span ve acting downwards member length being viewed with its start end to LHS of the user parallel to member span ve acting to the right i e from start end towards end end inclined at an angle O which is ve clockwise from the load direction to the member span see Section 9 2 for detailed description parallel to the global X axis ve if acting to the right Global Horizontal parallel to the global Y axis ve if acting downwards Global Vertical clockwise load types 8 18 28 38 48 amp 52 Temperature Change Rise amp Fall ve Lack of fit Long amp Short ve Axial strain Elongation amp Shortening ve Section 8 Page 21 8 3 MEMBER END FORCES Axial compression amp ve tension Perpendicular ve acting upwards in the negative direction of local Y axis N B For member analysis results the sign convention is different see Section 22 7 Moment sagging and hogging ve 8 4 MEMBER DEFORMATIONS Axial Force compression amp ve tension Sway upwards in the direction of local Y axis and measured relative to the original member position Rotation
131. t Reactions 11 Decimals Loads 4 amp Displacements 6 12 1st Page No 1 13 Lines Diag 31 14 Lines Page 60 15 Lines Gap 6 16 Characters Left Margin 10 KAKKKKKKKK 1 17 Reset To Print All of 1 10 18 Reset To Print None of 1 10 19 Selection OK Save it Now 20 Exit to Master Options To Toggle the Y N Selection Enter the List No Which Skeleton 9 Manual Preface Page 102 Menu 89 Default Settings MASTER OUTPUT SELECTION lst Page No Existing Value 1 Input New Value Between 1 to 700 21 Menu 90 Default Settings MASTER OUTPUT SELECTION No of Lines Diagram Existing Value 31 Input New Value Between 1 to 99 17 Menu 91 Default Settings MASTER OUTPUT SELECTION Characters per Left Margin Existing Value 5 Input New Value Between 4 to 20 10 Skeleton 9 Manual Preface Page 103 Menu 92 Default Settings Default Output Items for Member Analyses N 1 Begin Member Output on a New Page N 2 Heading N 3 Member Details N 4 Member Loads Y 5 D A S M Diagram Y 6 Max Min Results 7 Results 99 Displacements N 8 End Forces 9 No of Analysis Locations 11 10 Decimals Loads 3 Displacements 4 Analysis Locations 3 11 1st Page No 1 12 Lines Page 60 13 Lines Gap 6 14 Lines Diagram 16 15 Characters Left Margin 5 16 Reset To Print 11 1 8 17 Reset To Print None of 1 8 18 Selection OK Save it Now 1
132. ter their LOADing case and COMBination case analyses 2 5 INPUT DATA PROMPTS When entering data SKELETON input prompts include 2 22 3 or 4 The numeral next to the question mark indicates the number of data values required a comma being used to separate the input of more than one value For example 3 means that three values of data separated by commas are required Some terms of the DOS Disk Operating System used freely in the program and this manual are BOOT FORMAT LOAD SAVE RETURN DISK FULL and WRITE PROTECTED For their definition and explanation reference should be made to your system documentation 2 6 PAGINATION OF OUTPUT SKELETON output is printed on continuous paper sheets The length of pages can be selected to suit varying needs pages are numbered The page numbers appear at top left corner and are intended to disappear into the report binding for presentation purposes They are meant for the user s reference while the output pages are loose prior to their Skeleton 9 Manual Section 2 Page 10 inclusion in a report The program assumes that the final page numbers would appear in the top centre later when all design calculations have been completed for the entire project The pagination parameters which can be varied or selected are 1 IST PAGE NUMBER 2 LINES PER DIAGRAM 3 LINES PER PAGE 4 LINES PER GAP 5 CHARACTERS FOR LEFT MARGIN The above items can be defined as MASTER DEFAULT OUTPUT SELECT
133. the path description will be C J321 BLDG1 Other path specifications can be A Data Files are in the Root Directory of disk Drive A C STR J4341 Data Files are in Sub Directory J4341 in Sub Directory STR of disk Drive C B J4344 Data Files are in Sub Directory J4344 of disk Drive B It is to be noted that in all retrievals of SKELETON data files the path name is not typed attached to structure filenames The data file path is always specified changed separately described as above Hence the filename for retrieving the above frame data will always be C3231D88 no matter which data drive directory the file is kept in Skeleton 9 Manual Section 17 Page 40 Section 18 OUTPUT RESULTS 18 1 MASTER SELECTION OF OUTPUT ITEMS To minimise the user s effort in selecting the output items a MASTER SELECTION is saved on the program disk This selection is chosen to satisfy the most frequent needs of the user s firm and can be changed at any time by the options available i e options 1 and 2 of menu 87 Before each analysis this selection appears on the screen as a ready choice of output contents 18 2 SELECTIVE OUTPUT OPTIONS Depending upon his needs a user can choose to print all none or only a part of the analysis results The output elements to choose from are 1 HEADING 2 STRUCTURE DIAGRAM 3 STRUCTURE REFERENCE 4 STRUCTURE DETAILS 5 LOADING REFERENCE 6 MEMBER amp JOINT LOADS 7 JOINT DISPLACEMENTS 8 MEMBE
134. the program does not require any programming experience It has specifically been written for designers working in small to medium size firms The user is expected to be familiar with the basic elements of structural analysis so that he can appreciate the results produced for him by SKELETON To ensure its correct use a user can therefore be a non programmer but preferably not a non designer Experience of SKELETON s use in design offices suggests that the best course to get started is to use SKELETON rather than continue reading its manual To this end analysis of simple problems e g simply supported beam with nodal joints in its span and subjected to different types of loads are suggested The manual has been purposely kept concise to serve as a reference rather than a tutorial In order to illustrate various aspects of its use however a worked example has been included with complete details of its input and output In addition a set of worked examples is also available separately to help practice and gain familiarity in the use of SKELETON November 1980 Skeleton 9 Manual Section 1 Page 6 Section 1 INTRODUCTION SKELETON carries out linear elastic analysis of plane frameworks subjected to static loads At supports joints can have full restraints or elastic springs in any combination of the X Y or Angular direction of the support axes Joints can therefore be fixed free to rotate or be on rollers SKELETON analyses any framewo
135. to start member analysis output of each new loading and or combination case on new page e Structure data files are now saved in a format which allows editing of its text by a word processor Although program monitored editing is recommended this facility can be useful when only minor changes of data are required Sequence of menu appearance and layout of options have been fully revised to enhance user control Facility to change data drive directory Hard disk users can now store data files in any directory on any drive September 1988 Skeleton 9 Manual Section 1 Page 5 PREFACE TO VERSION 8 Versions 1 to 7 of this program were written in Applesoft Basic the APPLE II computer This version has now been written in Microsoft Basic on the IBM PC computer November 1985 PREFACE TO VERSION 1 Development of this program was initiated at the University of Manchester Institute of Science amp Technology in 1973 Written in FORTRAN IV its objective was to analyse non linear inelastic reinforced concrete frames at all stages of their loading up to collapse With the availability of micro computers at a reasonably low cost and in the absence of powerful programs to satisfy everyday needs of designers relevant parts of this program have been re written in BASIC and named SKELETON The objective has been to cope with routine design office requirements and SKELETON analyses only linear elastic frameworks The use of
136. ure FRAME1 Load Case 1 Load File A J2535 FRAME1 A1 Title DEAD LIVE Self Wt Not Included OPTIONS 1 Change Title 2 Change Loading Case No 3 Include Not Include Self Wt 4 Exit Which Menu 17 Data Preparation Skeleton 9 SelfWt 30 05199 KN Prepare Modify Loading Data in KN amp CM Units Sections 2 Joints 5 Members 4 DoI 1 Structure FRAME1 Load Case 1 Load File A J2535 FRAME1 A1 Title DEAD LIVE Self Wt Not Included Include Self Weight Y N Y Skeleton 9 Manual Preface Page 73 Menu 16 Data Preparation Skeleton 9 Data Preparation Print Structure amp or Load Cases Data Options to Print 1 Structure 2 Structure Load Cases 3 Load Cases 4 Change Display Filenames in Data Drive Dir A J2535 5 Exit to Main Options Which Menu 19 Data Preparation Skeleton 9 Data Preparation Print Structure amp or Load Cases Data To Exit Press Return Give Name of the Previous Structure File Menu 20 Data Preparation Skeleton 9 Data Preparation Print Structure amp or Load Cases Data Load Case Selection Options 1 11 to N Inclusive 2 N1 to N2 Inclusive 3 Random Numbers N1 N2 NN 4 Change Display Filenames in Data Drive Dir A J2535 5 Return to Main Options Which Skeleton 9 Manual Preface Page 74 Menu 21 Data Preparation SKELETON 9 CREATE NEW NAME DATA FILES Old Data in Memory New Names for Saving Structure Structure Lo
137. values as imposed displacements No problem arises if structure details are described first and the loading case data later In a usual normal data input sequence the in built program checks ensure that illogical data is not input A LATER STAGE HOWEVER SERIOUSLY INVALID RESULTS CAN BE OBTAINED WHEN JOINT SUPPORTS ARE MODIFIED AND THE LOADING CASE DATA IS NOT CORRESPONDINGLY CORRECTED The modification of support details does not automatically checks modifies the loading case data which has been input and stored previously If a supported joint is modified to become a free joint its imposed displacements support settlements become as joint loads Conversely the joint loads become imposed displacements when a free joint is modified to become a supported joint When modifying support details it is therefore essential to ensure that all joint loads and imposed displacements have been specified correctly in each loading case Skeleton 9 Manual Section 23 Page 61 COMB CASE E JNT2 LOAD CASE M MEM NM NO OT Q R R SEC STR TEMP X C X R Y C Y R 2 3 4 lt gt Skeleton 9 Manual Section 24 TERMS DISPLAYED BY SKELETON DURING DATA INPUT Ist distance of load from start end of member area 2nd distance of load from start end of member coefficient of expansion change of length per unit length per degree rise or fall in tempe
138. wly added joints the joint details should be described before the member details Skeleton 9 Manual Section 19 Page 45 When the member section is a newly added the section details should be described before the member details JOINT COORDINATES To re define coordinates of selected joints the number of joints cannot be less than zero or greater than the number of joints in the structure SPRING CONSTANTS No of spring constants cannot be less than 1 or greater than 9 Magnitude of spring constants cannot be zero or negative JOINT SUPPORTS Supported joints cannot be less than one or greater than the number of joints in the structure Restraint code cannot be less than zero or greater than the number of spring constants defined previously Support angle cannot be negative The member number relative to which support inclination is being described cannot be less than one or greater than the number of members in the structure As discussed in Section 5 3 unstable support data is unacceptable If rejected it is necessary to re define ALL the joint restraints JOINT HINGES Member hinges cannot be less than zero or greater than the number of joints in the structure The number of a joint where a hinge is being specified cannot be less than one or greater than the number of joints in the structure HINGED BAR MEMBERS No of hinged bar members cannot be less than zero or greater
139. yed for modification examination a 0 zero OUTPUT TYPE cannot be displayed modified Skeleton 9 Manual Preface Page 99 Menu 66 Post Member Analysis Skeleton 9 Auto Member Analysis Progress Report No of Members 4 Structure FRAME1 Output Types 1 Selected Load Cases 1 2 Selected Comb Cases Members Output Types 1 1 2 1 3 0 4 0 Options 1 To Prompt Each Analysis Y N 2 To Pause 3 To Stop amp Continue Later 4 To Abort Re Start Afresh Press Selection to Interrupt Notes 1 select of the above four options a flashing display of about six seconds appears the screen before each member analysis To make a selection key 1 2 3 or 4 is pressed while the display is flashing 2 A Yes or No in option 1 is indicated by Y or N shown in inverse When auto analysis starts the default selection is always N When option 1 is pressed during the flashing display of about six seconds the selection changes from N to Y or Y to N When the prompt selection is Y the program stops after each member analysis The next analysis starts when prompted by pressing ANY KEY The selection can be changed to N by pressing key I while the display is flashing When the prompt selection is N member analyses continue one after another The selection be changed to Y by pressing key I while the display is flashing 3 The PAUSE option 2 stops the program execution Pressing the SPACE BAR re sta

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