Plancha Base
14
LAST REV:130GD05U 13/08/99, L.Z 263132119.xls 1/2 PROYECTO SOPORTE PROVCO!AL APOYO "OR!O CALCUL : $.G.% CLE!TE CE&E!TOS CATATU&'O REVS#: $.G.% ESTRUCTURA Pl()*+( A - - APRO'#: PLANCHA BASE DE COLUMNA -LRFD %EC"A: 3/3/2015 1. Materiales Es - 4 * 4 )* ( 4 l (* - Pl()*+( : 2500 7/* 2 R s s )* ( 4 C-)* - ( 28 4. C-)* -: 250 7/* 2 2. Geometría e los !om"o#e#tes COLUMNA PERNOS DE CONE$%&N ELEMEN'O DES%G. CAN'%DAD COLU&!A "EA 200 19.50 20.00 1.00 0.65 1.90 ;.00 <.92 PLANCHA BASE GEOME'R%A PLANCHA VALORES SUGERDOS 39.50 99.50 5.00 35.00 9.<5 9.<5 PEDES'AL 99.50 99.50 (. Soli!ita!io#es a!t)a#tes C(s- 4 C( 7(: 1*2 DL + 1*, LL C- : V = 7 C( 7( V *(l: P = ( / 7 &- ) -: & = 7* >&- )? 0. E !e#tri!ia = . * e * CASO 1 % = @* = >* ? 34 >* ? t4 >* ? t5 >* ? D%A. >* ? A3 >* 2? A >* ? B >* ? C >* ? D >* ? E >* ? F >* ? 3 >* ? 36>* ? DISEÑO DE CONEXIONES M C D C % % A P &x Vx ' D E E
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Calculos de placa de anclaje de columnas
Transcript of Plancha Base
DISENO PLANCHA BASE
GEOMETRIAPROYECTOSOPORTE PROVICIONAL APOYO HORNOCALCUL:J.G.FCLIENTECEMENTOS CATATUMBOREVIS:J.G.FESTRUCTURAPlancha ApoyoAPROB:PLANCHA BASE DE COLUMNA -LRFDFECHA:3/3/151. MaterialesEsfuerzo de cedencia del aceroPlancha :Fy =2530kg/cm2Plancha :Fy =2500kg/cm2Resistencia de Concreto a 28 d.Concreto:f'c =250kg/cm22. Geometra de los componentesCOLUMNAPERNOS DE CONEXINELEMENTODESIG.d (cm)bf (cm)tf (cm)tw (cm)DIA. (cm)CANTIDADAb (cm2)COLUMNAHEA-20019.5020.001.000.651.904.007.92PLANCHA BASEGEOMETRIA PLANCHAA (cm)B (cm)C (cm)D (cm)E (cm)F (cm)VALORES SUGERIDOS39.5099.505.0035.009.759.75PEDESTALbx (cm)by (cm)99.5099.503. Solicitaciones actuantesCaso de Carga:1,2 DL + 1,6 LLCorte :V =0kgCarga Vertical:P =39800kgMomento:M =0kg-cm (Moment)4. Excentricidade=0.00cme=0, CASO 1
&L&8LAST REV:130GD05U 13/08/99, L.Z&C&8&F&R1/2DISEO 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 1PROYECTOSOPORTE PROVICIONAL APOYO HORNOCALCUL:J.G.FCLIENTECEMENTOS CATATUMBOREVIS:J.G.FESTRUCTURAPlancha ApoyoAPROB:PLANCHA BASE DE COLUMNA -LRFDFECHA:3/3/15CASE 1 - e=0"VALID CASE FOR DESIGN""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=16cmm=40.49cmsFp=255kg/cm2n=11.75cmsfp=10.13kg/cm2Fp>M1 =8299.94kg-cm0Change dim. of plateM2=699.05kg-cm40.4875=mtpl=39mm11.75=nTHICKNESS PLATE IS BIG !USE STIFFENERTHICKNESS PLATE IS BIG !USE STIFFENER
&L&8LAST REV. 130GD05u 13/08/99 L.Z&C&8&F&R2/2Moment Diagram (x)Moment Diagram (y)0,8bffp = P/AM2M2PP0,95dfp = P/AM1M1mnDISEO DE CONEXIONES
CASO 2PROYECTO0CALCUL:0CLIENTE0REVIS:0ESTRUCTURA0APROB:00.00FECHA:12/31/99CASE 2 - e B'=94.50cm0237962.81=f'fp=127.5kg/cm2275.8066525909=N1N=7.697.6933474091=N2a=40.4875cm (Critical section)Change dim. of plateMplu=18599.39kg-cm (on critical section)-543.4896194055=y127.5THICKNESS PLATE IS BIG !Mpl1=18599.39tpl=58mmUSE STIFFENERMpl2=-78817.17T=-20427Resultance force in the anchor boltsTHICKNESS PLATE IS BIG !USE STIFFENER
&L&8LAST REV. 130GD04u 13/08/99 L.Z&C&8&F&R2/2DISEO DE CONEXIONESMPCritical sectionfpTaNB'BN'
CASO 5PROYECTO0CALCUL:0CLIENTE0REVIS:0ESTRUCTURA0APROB:00.00FECHA:12/31/99CASE 5 - Pu < 0 (UPLIFT)THIS SHEET IS NOT VALID. SEE CASE 1"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 =10.00cm28.28cmtpl =18mm19.50cm1.77tpl11.71tpl217.10
&L&8LAST REV:130GD05U 12/08/99, L.Z&C&8&F&R1/2DISEO DE CONEXIONESEDCEEDDCBFbfFAPdg
