constructii

constructii

Piese scrise

[v004-GVP , Hn=2,85 ,Pcp=2,4,Timisoara]

Conformare scara

Hn= 2,85 m=285 cm

Ntr =Hn[cm]/17,5=285/17,5=16 trepte

Htr=Hn[m]/Ntr[m]=2,85/16=0,178m

ltr=[63cm – 2xHtr]=[63cm-2x17,8]=27.4 cm

Bsc=17,8x7=124.6cm

Centura podest =132,5cm

hp=23,8x4- 5=95,2cm – 5cm=90,2cm

h=142,8cm

b=1,25cm

Calcul plane terasa

L=4,9m

p1%=1,5

Δh=p[%]*L/100=1,5*5,19/100=0.0735m

Hmax=Δh+0,03=0,1035 m

L=4,9 m

P2%=Δh*100/L=1.5%

L=4,5 m

P3%=Δh*100/L=1.63%

L=7,5 m

P4%=Δh*100/L=0.98%

Conformare iluminare

Plan parter

Bucatarie

Fereastra – Sf = 1,50 x 1,40 = 2,1 mp

Suprafata – Sc = 15,5 mp

Raport: Sf / Sc = 0,13

Dining

Fereastra – Sf = 2,50 x 1,40 = 3,5 mp

Suprafata – Sc = 14 mp

Raport: Sf / Sc = 0,25 ≥ 1 / 4 = 0,25

Living

Fereastra – Sf = 2,50 x 1,40 = 3,5 mp

Suprafata – Sc = 15.5 mp

Raport: Sf / Sc = 0,25 ≥ 0.22

Plan etaj

Dormitor

Fereastra – Sf = 2,50 x 1,40 = 3,5 mp

Suprafata – Sc = 14 mp

Raport: Sf / Sc = 0,25 ≥ 1 / 4 = 0,25

Dormitor

Fereastra – Sf = 2,50 x 1,40 = 3,5 mp

Suprafata – Sc = 14 mp

Raport: Sf / Sc = 0,25 ≥ 1 / 4 = 0,25

Dormitor

Fereastra – Sf = 2,50 x 1,40 = 3,5 mp

Suprafata – Sc = 14 mp

Raport: Sf / Sc = 0,25 ≥ 1 / 4 = 0,25

Calculul fundatiei

N atic

G beton = h b*b atic*1 m* γ B.A.= 0,15 m * 0,3 m * 1 m * 2500 daN/m^3 =  

112,5kgf

G zidarie= h z*b z* 1 m* γ GVP = 0,68 m * 0,3 m * 1 m * 1300 kgf/m^3 =

265,2 kgf

N atic = 377,7 kgf x 1,35 = 509,895 kgf

*N centura

G centura=0,3m * 0,45 m * 1 m * 2500 kgf/m^3=337,5 kgf

N centura=337,7 x 1,35=455,895 kgf

*N terasa

A aferenta=1m * 3,68/2m= 1,84 m^2

q BA = 0,13 m * 2500 kgf/m^3 = 325 kgf/m^2

q BS = [2/3*0,09 + 0,03] m * 2100 kgf/m^3 = 189 kgf/m^2

q tencuiala = 0,02 m * 1900 kgf/m^3 = 38 kgf/m^2

q zapada = 200 kgf/m^2

q terasa = [Σq i]*1,35+0,9*[q zapada*1,5+q u*1,5]=

=514*1,35+0,9*[200*1,5+90*1,5]=1085,4 kgf/m^2

N terasa=q terasa * A af=1085,4 * 1,84=1997,13 kgf

*N perete

G tenc=0,02*2,3*1 m^3*1900 kgf/m^3=87,4 kgf

G pex = 0,07*2,3*1 m^3 *42 kgf/m^3=6,76 kgf

G zidarie = 0,3 * 2,3 * 1 m^3 *1850 kgf.m^3=1276,5 kgf

N perete = Σ G i *1,35=1370,66 kgf

*N planseu

q gresie = h gresie * γ gresie = 0,01 * 2800 = 28 kgf/m^2

q pex = 0,06 * 42 = 2,52 kgf/m^2

q sapa = h sapa * γ sapa = 0,1 m * 1900 kgf/m^3 = 190 kgf/m^2

q BA = 0,15 * 2500 = 375 kgf/m^2

q tencuiala = 0,02 * 1900 = 38 kgf/m^2

q util = 150 kgf/m^2

N planseu=[Σ(q i * 1,35) +q util*1,5]* A af = 1987,66 kgf

*N fundatie

G soclu=h s*b s* 1 m * 2500=

=0,70 * (b f – 0,1) *2500 kgf = 0,7*b f*2500 -0,6*0,1*2500=1750*b f-

150 kgf

G fundatie = h f*b f* 1 m * 2100=

=0,70 * b f * 2100 = 1470*b f kgf

N fundatie = (3220* b f -150)*1,35=4374*b f-202,5 kgf

N total=N atic+N terasa+2x(N centura+N perete)+N planseu+N fundatie=

=509,895 +1997,13 +2x(455,895 +1370,66)+ 1987,66 +4374*b f - 202,5 =

=4374*b f + 7945,295 kgf

b f=N total/(1 m*2.4 daN/cm^2*10000 cm^2/1 m^2)=>

=> b f=0,4 m=> b f=0,5 m; b s=0,4 m