DISEÑO ESCALERA1ER TRAMO

A. PREDIMENSIONAMIENTO0.1730

0.17300.1730

0.1730Ln= 3.375 m 14.85714286 15 0.1730e= 0.14 a 0.17 0.173333333 3.75 0.1730e= 0.15 m 0.1730

0.17300.1730

0.17300.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500

15 PELDAÑOS DE 0.1733m

0.3042 m0.1733 m

LOSA INCLINADA YHORIZONTAL DE DESCANSO

0.2500 m

438.06 kg/m208.00 kg/m100.00 kg/m69.33 kg/m

CM= 815.40 kg/m

350.00 kg/mCV= 350.00 kg/m

Wu=Wu=Wu=

360.00 kg/m100.00 kg/m

CM= 460.00 kg/m 644

350.00 kg/mCV= 350.00 kg/m

Wu=Wu=Wu=

1736.56 kg/m1239.00 kg/m

3.375 1.075

1.24 tn/m

C. ANALISIS ESTRUCTURAL

1239.00 kg/m

1.4xCM+1.7xCV1736.56 kg/m

1.74 tn/m

LOSA DE DESCANZOPp losa= 1x0.15x2400=

Pp terminado= 100x1=

S/C= 350x1=

1.4xCM+1.7xCV

100x1=Pp terminado ver.= 100x4x0.173=

S/C= 350x1=

B. METRADO DE CARGAS

PELDAÑOSPp losa= 0.304x4x0.15x2400=

Pp peldaños= 0.25x0.173x4x0.5x2400=Pp terminado hor.=

=

3.375 m 1.188 m

DFC

DMF

d= 12 cmb= 100 cm

f´c= 210 kg/cm2fy= 4200 kg/cm2

(-) (+) (-) ACERO T° ACERO T°M 1291.76 2583.52 1291.76 1 CAPA 2 CAPASku 8.971 17.941 8.971ρ 0.00245 0.00505 0.00245 0.0018 0.0012

As req. 2.9345 6.0585 2.9345 2.70 1.80S 24.20 11.72 24.20 18.52 27.78

As col. ɸ8mm@0.25m ɸ8mm@0.125m ɸ8mm@0.25m ɸ8mm@0.175m ɸ8mm@0.275mL 0.68 a 0.84 0.68 a 0.84Lc 0.70 0.70

D. DISEÑO