DISENO PLANCHA BASE
GEOMETRIAPROYECTOXXXXXXXXCALCUL:L.L.CLIENTEXXXXXXXXREVIS:M.I.ESTRUCTURAXXXXXXXXAPROB:L.Z.PLANCHA
BASE DE COLUMNA -LRFDFECHA:1/15/031. MaterialesEsfuerzo de cedencia
del aceroPlancha :Fy =2530kg/cm2Plancha :Fy =2500kg/cm2Resistencia
de Concreto a 28 d.Concreto:f'c =280kg/cm22. Geometra de los
componentesCOLUMNAPERNOS DE CONEXINELEMENTODESIG.d (cm)bf (cm)tf
(cm)tw (cm)DIA. (cm)CANTIDADAb
(cm2)COLUMNAW10*4925.3025.401.420.8622.006.003.88PLANCHA
BASEGEOMETRIA PLANCHAA (cm)B (cm)C (cm)D (cm)E (cm)F (cm)VALORES
SUGERIDOS36.0046.005.175.1812.655.30PEDESTALbx (cm)by
(cm)55.0055.003. Solicitaciones actuantesCaso de Carga:1,2 DL + 1,6
LLCorte :V =4780kgCarga Vertical:P =9628kgMomento:M =567000kg-cm
(Moment)4. Excentricidade=58.89cme > B/2, CASO 4
DISEO DE CONEXIONESMxDiametros disponibles: 16 (5/8") 19 (3/4")
22 (7/8") 25 (1") 29 (1 1/8") 32 (1 1/4")Indique cuantos pernos
desea colocar en total (ala traccionada + ala comprimida).
En el ala traccionada, usar mnimo 4 pernos de 3/4", 2 arriba del
ala, 2 abajo del ala (siguiente arreglo 8 pernos).
Evitar usar arreglos impares.Area nominal del
pernoCDCFFAPMxVxBDEEbf
CASO
1PROYECTOXXXXXXXXCALCUL:L.L.CLIENTEXXXXXXXXREVIS:M.I.ESTRUCTURAXXXXXXXXAPROB:L.Z.PLANCHA
BASE DE COLUMNA -LRFDFECHA:1/15/03CASE 1 - e=0THIS SHEET IS NOT
VALID. SEE CASE 4"VALID CASE FOR DESIGN"THIS SHEET IS NOT VALID.
SEE CASE 2THIS SHEET IS NOT VALID. SEE CASE 3THIS SHEET IS NOT
VALID. SEE CASE 4THIS SHEET IS NOT VALID. SEE CASE
50,8bf=20.32cmm=10.98cmsFp=285.6kg/cm2n=7.84cmsfp=5.81kg/cm2Fp>M1
=350.63kg-cm0Change dim. of
plateM2=178.68kg-cm10.9825=mtpl=8mm7.84=nTHICKNESS PLATE IS BIG
!USE STIFFENER00
Moment Diagram (x)Moment Diagram (y)0,8bffp = P/AM2M2PP0,95dfp =
P/AM1M1mnDISEO DE CONEXIONES
CASO
2PROYECTOXXXXXXXXCALCUL:L.L.CLIENTEXXXXXXXXREVIS:M.I.ESTRUCTURAXXXXXXXXAPROB:L.Z.PLANCHA
BASE DE COLUMNA -LRFDFECHA:1/15/03CASE 2 - e
B'=40.83cm0104949.43=f'fp=142.8kg/cm2114.9928067368=N1N=7.507.4971932632=N2a=10.9825cm
(Critical section)Change dim. of plateMplu=4541.18kg-cm (on
critical section)-66.3850836626=y142.8THICKNESS PLATE IS BIG
!Mpl1=4541.18tpl=29mmUSE STIFFENERMpl2=4406.78T=9643Resultance
force in the anchor bolts00
DISEO DE CONEXIONESMPCritical sectionfpTaNB'BN'
CASO
5PROYECTOXXXXXXXXCALCUL:L.L.CLIENTEXXXXXXXXREVIS:M.I.ESTRUCTURAXXXXXXXXAPROB:L.Z.PLANCHA
BASE DE COLUMNA -LRFDFECHA:1/15/03CASE 5 - Pu < 0 (UPLIFT)THIS
SHEET IS NOT VALID. SEE CASE 4"VALID CASE FOR DESIGN"THIS SHEET IS
NOT VALID. SEE CASE 1THIS SHEET IS NOT VALID. SEE CASE 2THIS SHEET
IS NOT VALID. SEE CASE 3THIS SHEET IS NOT VALID. SEE CASE 4g
=10.00cm35.92cmtpl =8mm25.30cm0.77tpl10.75tpl27.49
DISEO DE CONEXIONESEDCEEDDCBFbfFAPdg
