betonix excelix
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Poz. 4.1,4.3 Poz. 4.2 Przęsło Podpora A Podpora B Przęsło PodporaA PodporaB Med.= 37.21 39.45 54.32 32.7 75.27 75.27 eta= 1 1 1 1 1 1 fcd= 21 21 21 21 21 21 b= 30 30 30 30 30 30 d= 0.404 0.404 0.404 0.404 0.404 0.404 l0= 3.5 0.75 1.65 4.2 1.65 1.65 bi= 2.85 2.85 2.85 2.85 2.85 2.85 beff= 0.7 0.15 0.33 0.84 0.33 0.33 fyd= 435 435 435 435 435 435 Ao= 0.015509 0.076732 0.048025 0.011358 0.066547 0.066547 Ao,lim= 0.372 0.372 0.372 0.372 0.372 0.372 ζ= 0.992184 0.960037 0.975382 0.994289 0.965539 0.965539 A(s1,req) 2.134011 2.338236 3.168944 1.871392 4.435897 4.435897 As,min 1.83 1.83 1.83 1.83 1.83 1.83 2 fi 12 2 fi 12 4 fi 12 2 fi 12 4 fi 12 4fi 12 Ved= 28.7 65.13 37.63 37.63 acw= 1 1 1 1 1 1 bw= 300 300 300 300 300 300 z= 363.6 363.6 363.6 363.6 363.6 363.6 v1= 0.53 0.53 0.53 0.53 0.53 0.53 VRd,max= 485.6242 485.6242 485.6242 485.6242 485.6242 485.6242 g+q 29.44125 29.44125 29.44125 29.44125 29.44125 29.44125 k= 1.7 1.7 1.7 1.7 1.7 1.7 ro1= 0.0019 0.0019 0.0019 0.0019 0.0019 0.0019 Crd,c= 0.129 0.129 0.129 0.129 0.129 0.129 k1= 0.15 0.15 0.15 0.15 0.15 0.15 fck= 30 30 30 30 30 30 VRd,c= 77.0832 77.0832 77.0832 77.0832 77.0832 77.0832 nie ma konieczności projektowania zbrojenia na ścinanie
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beton projekt excel
Transcript of betonix excelix
Poz. 4.1,4.3 Poz. 4.2Przęsło Podpora A Podpora B Przęsło PodporaA PodporaB Ned=
Med.= 37.21 39.45 54.32 32.7 75.27 75.27 M0Ed=eta= 1 1 1 1 1 1 l0=fcd= 21 21 21 21 21 21 betab= 30 30 30 30 30 30 k1=d= 0.404 0.404 0.404 0.404 0.404 0.404 lambda=l0= 3.5 0.75 1.65 4.2 1.65 1.65 n=bi= 2.85 2.85 2.85 2.85 2.85 2.85 k2=beff= 0.7 0.15 0.33 0.84 0.33 0.33 ho=fyd= 435 435 435 435 435 435 φ_ef=
Kc=Ao= 0.015509 0.076732 0.048025 0.011358 0.066547 0.066547 Ecd=Ao,lim= 0.372 0.372 0.372 0.372 0.372 0.372 Ic=ζ= 0.992184 0.960037 0.975382 0.994289 0.965539 0.965539 Ks=A(s1,req)= 2.134011 2.338236 3.168944 1.871392 4.435897 4.435897 Es=As,min 1.83 1.83 1.83 1.83 1.83 1.83 Is=
2 fi 12 2 fi 12 4 fi 12 2 fi 12 4 fi 12 4fi 12 EI=Nb=
Ved= 28.7 65.13 37.63 37.63 Med.=acw= 1 1 1 1 1 1 As,min=bw= 300 300 300 300 300 300 e=z= 363.6 363.6 363.6 363.6 363.6 363.6 es1=v1= 0.53 0.53 0.53 0.53 0.53 0.53 es2=VRd,max= 485.6242 485.6242 485.6242 485.6242 485.6242 485.6242 x=g+q 29.44125 29.44125 29.44125 29.44125 29.44125 29.44125k= 1.7 1.7 1.7 1.7 1.7 1.7ro1= 0.0019 0.0019 0.0019 0.0019 0.0019 0.0019 A=Crd,c= 0.129 0.129 0.129 0.129 0.129 0.129 B=k1= 0.15 0.15 0.15 0.15 0.15 0.15 C=fck= 30 30 30 30 30 30 D=VRd,c= 77.0832 77.0832 77.0832 77.0832 77.0832 77.0832
nie ma konieczności projektowania zbrojenia na ścinanie x=
x=
As[cm]=
Poz. 5.2.1 Poz.5.2.2139.62 562.12
98.2 116.019.77 7.6
0.8225 0.82251.22 1.22
67.6885456 52.654340.04432381 0.1784510.01764832 0.055272
187.5 187.52 2
0.00717698 0.02247726.67 26.67
0.003125 0.0031251 1
200 2000.0000594 5.94E-05
12.4781567 13.753331288.90409 2347.687108.012228 146.04890.32096552 1.292230.70333763 0.2063790.90233763 0.4053790.50433763 0.0073790.02770238 0.111532obliczonoz A,B,C,D
-21.2-2906.7-3422.69974.8
1.35
0.37853787
6.7837525 13.01626
