Post on 03-Apr-2018
7/28/2019 Mathcad - Partea 1
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Proiect CBA II
l1 5.05m:=
l2 5.25m:=
t1 4.65m:=
t2 4.75m:=
qk 3.30kN
m2
:=
nl 3:=
h1.util 3.30m:=
h2.util 2.90m:=
Dimensiunile in plan ale cladirii suntClasa beton C20/25
Amplasament: Satu-Mare
l1 l2+ l2+ l1+( )x t1 t2+ t1+( )
Predimensionare:Grinzi:
b>=200mm
bg , hg= n x 50mm
hgl=(1/8...1/12)*l2 = (65.63...43.75)cm
bgl=(1/2...1/4)*hgl =(27.5...13.75)cm
hgt
=(1/8...1/12)*t2
=(59.38...39.58)cm
bgt=(1/2...1/4)*hgt =(22.5...11.25)cm
Placa:hp>=80mm
hp= n x 10mm
hp,min =60 mm pentru REI 30
hp>= l/40
l=min(l2 ; t2) = t2
hp>=11.88cm conditia de rigiditate
hgl 55cm:=
bgl 25cm:=
hgt 45cm:=
bgt 20cm:=
hp 12cm:=
7/28/2019 Mathcad - Partea 1
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Evaluarea incarcarii din zapada
sk= i*ce*ct*s0,k
i 0.8:=
ce 1:=
ct 1:=
s0.k 1.5kN
m2
:=
sk i ce ct s0.k 1.2kN
m2
=:=
Evaluarea incarcarilor permanente
Gpl.curent 1.35 4.4 kN
m2
5.94 kN
m2
=:=
Gpl.terasa 1.35 7.44kN
m2
10.044kN
m2
=:=
hperete.inchidere.parter h1.util 0.20m+ 3.5m=:=
hperete.inchidere.etaj h2.util 0.20m+ 3.1m=:=
Gperete.inchidere.parter 1.35 3.1kN
m2
hperete.inchidere.parter 14.648kN
m
=:=
Gperete.inchidere.etaj 1.35 3.1kN
m2
hperete.inchidere.etaj 12.974mkN
m2
=:=
hatic 1m:=
Gatic 1.35 2.7kN
m2
hatic 3.645mkN
m2
=:=
Evaluarea incarcarilor variabile
Qd 1.5 qk 4.95
kN
m2=:=
Qzapada 1.5 sk 1.8kN
m2
=:=
7/28/2019 Mathcad - Partea 1
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Predimensionare stalpi
b.a 25kN
m3
:=
Stalp colt
Nst.colt Gatic
l1 t1+( )2
Gpl.terasa Qzapada+( )
l1 t1( )4
+
hgl bgll1
2
hgt bgt
t1
2
+
b.a nl+
...
Gpl.curent
l1 t1( )4
nl 1( )+
...
Qd l1t1
4
nl 1( )+
...
Gperete.inchidere.parter
l1 t1+( )2
+
...
Gperete.inchidere.etaj
l1 t1+( )2
nl 1( )+
...
453.688 kN=:=
D 0.35:= D 0.4