Test Problem All bells & whistles SEMI-RIGID CONNECTIONS,Y 4,3,1,2,2,1 JOINT COORD,0 1,0,0 2,0,14.4 3,36,14.4 4,36,0 YIELD POINTS 1,36 2,50 BEAM PROP,0 1,1,2,15,10,300,0,0,2 2,2,3,15,10,300,0.0000001,0.0000001,1 3,3,4,15,10,300,0,0,2 HINGED MEMBERS 1,START SUPPORTS 1,1,1,1 4,1,1,1 SPRING SUPPORTS 4,3,10.0 COLUMN LOADS,2,2 JOINT LOADS 2,0,-40.0,0 3,0,-20.0,0 MEMBER LOADS 2,UNIF,-0.05,0,36 2,CONC,-1,18 string input prefaced by "$" (no commas allowed in strings) "$" alone means it is only used to make it easier to create the input file, BUT it is required ! commas one one line separate input data decimal points are not required for "real" numbers Test Problem $main title All bells & whistles $sub title SEMI-RIGID CONNECTIONS,Y $,yes or no (are you using semi-rigid connections?; this variable will be called SRYN$) {NOTE: conn. properties are constant ! see SRC25 for properties which vary with the moment on the connection} 4,3,1,2,2,1 # joints,# members,# hinged members,# yield points, # supports,# individual spring components JOINT COORD,0 $, # of coordinate generating units if # gen. units > 0 then input for each: # jts in unit,reference joint,joint no. increment, X(ref jt), delta X, Y(ref jt), delta Y 1,0,0 individually input jts:joint no., X coord, Y coord 2,0,14.4 do 3,36,14.4 do 4,36,0 do YIELD POINTS $ 1,36 1st no., yield point 2,50 2nd no., yield point BEAM PROP,0 $, # of beam property generating units [ if # beam gen units > 0 then: if NYP=1 input: # beams in unit, reference beam no., beam no. increment, start jt., start jt. increment, end jt., end jt. increment, axial area, shear area, moment of inertia. IF SRYN$=Y then input start conn. flexibility, end conn. flexibility.{NOTE: a semi-rigid connection flexibility of zero means fully rigid; once SRYN$=y, ALL members must be given a value at both ends} if NYP > 1 add yield point number at end ] 1,1,2,15,10,300,0,0,2 memb. no., start jt., end joint, axial area, shear area,moment of inertia, start conn. flexibility, end conn. flexbility, yield point no. 2,2,3,15,10,300,0.0000001,0.0000001,1 do 3,3,4,15,10,300,0,0,2 do HINGED MEMBERS $ (if no hinges, then no input here) 1,START member no.,START (or END) SUPPORTS $ 1,1,1,1 jt. no.,X ,Y and ROTATION (0=free 1=fixed) 4,1,1,1 do SPRINGS $ (if no springs, then no input here) 4,3,10.0 jt. no.,direction (1=X, 2=Y, 3=ROTATION), spring constant COLUMN LOADS,2,2 $ (load title), no. jt. loads, no. member loads JOINT LOADS $ (if no joint loads, then no input here) 2,0,-40.0,0 jt. no., X load, Y load, MOM load 3,0,-20.0,0 do MEMBER LOADS $ (if no member loads, then no input here) 2,UNIF,-0.05,0,36 memb no.,UNIF or CONC if UNIF:load intensity, start of load from start of member, end of load from start of member 2,CONC,-1,18 if CONC:load intensity, position of load from start of member REM -- PROGRAM FINDS buckling factor of safety FOR FRAMES REM -- BUCKLING ANALYSIS AND FRAME ANALYSIS (one loading case only) REM -- ELASTIC AND/OR INELASTIC BUCKLING REM -- STEEL FRAMES ONLY REM -- CAN VARY YIELD POINT REM -- CAN GENERATE JOINT COORDINATES & MEMBER PROPERTIES REM -- REM -- first run with applied loads (there are no member axial loads yet) REM -- 2nd run axial loads found using axial loads from first run REM -- first & 2nd runs found using band matrix solution REM -- use original geometry for all runs REM -- print stress analysis results from 2nd run (working loads) REM -- 2nd run axial loads are used for geometric stiffness REM -- use working loads ; frame analysis reflects working loads REM -- buckling analysis multiplies working loads by buckling F.S. REM -- REM -- INELASTIC ACTION IF AXIAL COMPRESSIVE STRESS > FY/2 REM -- COMPRESSION STRESSES RELATED TO BENDING ARE not CONSIDERED !!!!!! REM -- if Fa>Fy/2, Etangent=4*E*Fa*(1-Fa/Fy)/Fy REM -- EFFECTS OF AXIAL LOAD ON STIFFNESS INCLUDED ONLY IN RUN 2 REM -- EFFECTS OF SHEAR DEFORMATIONS INCLUDED REM -- HINGES AT ENDS OF MEMBERS ONLY UNITS - JOINT COORDINATES:FEET AREA,MOMENT OF INERTIA:INCHES MODULUS OF ELASTICITY & YIELD POINT:KIPS/INCH^2 E=29000 ksi G=11155 ksi FORCE X,Y:KIPS MOMENTS:FOOT-KIPS UNIF LD:KIPS/FT X & Force X + to right Y & Force Y + up Moment : right hand rule + memb. loads cause counterclockwise rotation about start for horizontal memb,start on left:down load is negative DISPLACEMENTS:INCHES,RADIANS MEMBER END FORCES:KIPS,FOOT-KIPS REACTIONS:KIPS,FOOT-KIPS POSITIVE MEMBER END FORCES (acting on member) **** orient beam horizontally,start at left **** START END compression AXIAL LOAD tension up SHEAR up tension on top MOMENT tension on bottom ------------------------------------------------------------------