Universidad Católica Boliviana "San Pablo"

Page 3 (Ejemplo de Diseño) ADAPT-PT V-2018.00 ------------------------------------------------------------------------------ WIDTH LENGTH B(DIA) D % CBC* LENGTH B(DIA) D % CBC* JOINT mm m mm mm m mm mm --1------2-------3-------4------5-----6----7-----8--------9-----10----11--12- 1 600.0 3.5 600.0 600.0 100 (1) 3.5 600.0 600.0 100 (1) 2 600.0 3.5 600.0 600.0 100 (1) 3.5 600.0 600.0 100 (1) 3 600.0 3.5 600.0 600.0 100 (1) 3.5 600.0 600.0 100 (1) ------------------------------------------------------------------------------ *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) ............................. = 1 Hinged at near end, fixed at far end ......................... = 2 Fixed at near end, hinged at far end ......................... = 3 Fixed at near end, roller with rotational fixity at far end .. = 4 % = Percentage of column stiffness included in calculations 3 - I N P U T A P P L I E D L O A D I N G ============================================================================== <-------CLASS-------> <--------------TYPE-------------------> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT S = SUPERIMPOSED DL L = LINE LOAD R = TRIANGLE X = OTHER LOADING V = VARIABLE Z = TRAPEZOIDAL NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING ============================================================================== SPAN CLASS TYPE W P1 P2 A B C F M kN/m^2 kN/m kN/m m m m kN kN-m -1-----2------3-----4------5------6------7------8------9-----10-----11--- 1 L L 13.490 0.000 19.000 1 S L 25.550 0.000 19.000 2 L L 13.490 0.000 13.000 2 S L 25.550 0.000 13.000 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S ============================================================================== 4.1 - For Uniform Spans and Cantilevers only <------ Tributary Width ------> <---------- Effective Width ----------> SPAN AREA Yb Yt b_eff I Yb Yt mm^2 mm mm mm mm^4 mm mm --1-------2-----------3---------4---------5--------6-----------7---------8--- 1 1260800.00 615.14 284.86 2480.00 0.9514E+11 615.14