# Diseño de Vigas-quinua

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Diseño de Vigas-quinua

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DISEÑO DE ESTRIBOS DE VIGAS PERALTADAS DATOS: fy =4200kg/cm2f'c =210kg/cm2 24 b =24cmd =24cmVu =2558.2kg 45924estribos mínimosde montae ANÁLISIS DE LA FUERZA CORTANTE: Viga c!ata o igueta41#\$.#%kg OK! #%\$0.#4kg La viga resise Vs=&1414.28kgVs =1%528.%%kg OK!ANÁLISIS DEL ESPACIAIENTO: i Vs(Vs )im entonces ma* = d/2 + 0.\$0m9181.%4kgi Vs,Vs )im entonces ma* = d/4 + 0.#0m-saciamiento S #\$%\$&'()*+ -stribo # 1=\$0cm  =0.%1cm2 2=12cm8\$.0494802#cm%1.255%#925cm Esri,ar a *a-a:#\$%\$&%%*+ estribos a S   ariab)e ∅ ∅=0.85(0.53√(^′ ) ) ∅==/∅−≤2.1√(^′ ) =/   ∅∅/2=/=/(0.2√(^′ ) !)==/3.5!= #=1.1√(^′ ) !=  3-67-2115cm.V6. -:365;15.88cm.-6;3#<22.848cm.#0cm.:<5\$.00 cm-7->315cm.db ?cm# 3 (3/8 ) 0.95242#\$#24 4 (1/2 ) 1.2%5\$484#5 5 (5/8 ) 1.588%0\$054\$ 6 (3/4 ) 1.90584%2\$5% 7 (7/8 ) 2.2221221049#8 8 (1 ) 2.5414011910%fc=210 kg/cm2fc=280 kg/cm2fc=#50 kg/cm2  <36- - <-63 <36-3:<36- - <-63 6<3:ro. Var. =4:ro. Var. =4)ong. &-nd =0m.)ong. &-nd =0)ong. @&-nd =2.04#m.)ong. @&-nd =2.04#7ong. Viga =2.2192m.7ong. Viga =2.21921.22m.2.591.88m.4.24)d=5\$cm)d=5\$db=1.2%cmdb=1.2%era)te=#4cmera)te=24<36- ABC-63<36- -6-<D3<36- ABC-631E%2.80cm%2.805\$cm2E15\$.00cm50.#0&124.04cm#E15.24cm15.24&1#2.8-7->.15\$.00cm%2.80-7->35\$cmdb ?cmfc=210 kg/cm2# 3 (3/8 ) 0.95242#\$#24 4 (1/2 ) 1.2%5\$484#5 5 (5/8 ) 1.588%0\$054\$ 6 (3/4 ) 1.90584%2\$5% 7 (7/8 ) 2.2221221049#8 8 (1 ) 2.5414011910%7ong. oment. FGuierda =7ong. oment. FGuierda =7ong. oment. erec!a =7ong. oment. erec!a =fc=280 kg/cm2fc=#50 kg/cm2
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