118017842 Calcul Incarcari Ftaiatoare de Baza
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document.xls 1. Acoperis Greutate permanenta sarpanta n invelitoare (tigla) 75.00 1.20 90.00 astereala 28.80 1.10 31.68 sipci 3.50 1.10 3.85 capriori 9.00 1.10 9.90 vata minerala 6.00 1.20 7.20 TOTAL 122.30 142.63 panta acoperisului (grade): a= 30 º Reducerea greutatii acoperisului la orizontala: gc= 164.69 (daN/mp) Structura sarpanta: 1,3 x 0,08(mc/mp) x 900 (kg/mc) = 93.60 (daN/mp) S-a considerat un consum de 0,05 mc de lemn la 1 mp de suprafata de acoperis (pe cu o greutate volumica de 800 kg/mc. TOTAL PERMANENTE ACOPERIS: 258.29 (daN/mp) 1.25 0.80 90.00 (daN/mp) 2.20 deci, 1.521 136.85 (daN/mp) TOTAL SARCINI DIN ACOPERIS: 395.14 (daN/mp) gn (daN/mp) gc (daN/mp) Incarcarea din zapada: c zi= c e= g z= g a= g f= pzc= p z c =γ f ⋅ c zi ⋅ c e ⋅ g z γ f = γ a −0,4 ⋅ g p c e ⋅ g p ≥0,3 γ a
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Calcul Incarcari Ftaiatoare de Baza
Transcript of 118017842 Calcul Incarcari Ftaiatoare de Baza
evaluarea incarcarilor1. AcoperisGreutate permanenta sarpantagn (daN/mp)ngc (daN/mp)invelitoare (tigla)75.001.2090.00astereala28.801.1031.68sipci3.501.103.85capriori9.001.109.90vata minerala6.001.207.20TOTAL122.30142.63panta acoperisului (grade):a=30Reducerea greutatii acoperisului la orizontala:gc=164.69(daN/mp)Structura sarpanta:1,3 x 0,08(mc/mp) x 900 (kg/mc) =93.60(daN/mp)S-a considerat un consum de 0,05 mc de lemn la 1 mp de suprafata de acoperis (pe orizontala),cu o greutate volumica de 800 kg/mc.TOTAL PERMANENTE ACOPERIS:258.29(daN/mp)Incarcarea din zapada:c zi=1.25c e=0.80g z=90.00(daN/mp)g a=2.20deci,g f=1.521pzc=136.85(daN/mp)TOTAL SARCINI DIN ACOPERIS:395.14(daN/mp)2. Planseu peste parter - cota- placa de beton :h placa =12(cm)n=1.1gbeton=2500(daN/mc)1,1 x 2500 x h placa =330(daN/mp)-sapa si tencuiala :n=1.3gmortar=2100(daN/mc)1,3 x 2100 x 2 x0,03=163.8(daN/mp)-pardoseala calda (parchet) :n=1.30gparchet=800.00(daN/mc)hparchet=2.20(cm)n x gparchet x hparchet =22.88(daN/mp)-pardoseala rece (gresie) :n=1.30ggresie=2600.00(daN/mc)hgresie=0.70(cm)n x ggresie x hgresie =23.66(daN/mp)n=1.30gadeziv=2100.00(daN/mc)hadeziv=1.00(cm)n x gadeziv x hadeziv =27.30(daN/mp)-utila:n=1.4un=150(daN/mp)n x un=210(daN/mp)TOTAL SARCINI DIN PLANSEUpardoseala calda (parchet) :726.68(daN/mp)pardoseala rece (gresie) :754.76(daN/mp)3. Greutatea zidurilor portante:- zid de caramida de 25cm (cu tot cu mortarul de zidarie):gn=530(daN/mp)n=1.2gc=636(daN/mp)- zid de caramida de 37,5cm (cu tot cu mortarul de zidarie):gn=795(daN/mp)n=1.2gc=954(daN/mp)- centuri de beton armat (daN/m):* perete exterior:n=1.30gbeton=2500.00(daN/mc)hcentura=25.00(cm)bcentura=38.00n x gbet x hcent x bcent =308.75(daN/m)* perete interior:n=1.30gbeton=2500.00(daN/mc)hcentura=25.00(cm)bcentura=25.00n x gbet x hcent x bcent =203.13(daN/m)- tencuili din mortar MT (daN/mp):n=1.3gmortar=1900(daN/mc)htencuiala=2.00(cm)n x gmortarx 2 xhtencuiala =98.8(daN/mp)- zid de beton de 25cm :n=1.10gbeton=2500.00(daN/mc)bzid=25.00n x gbet x bzid =687.50(daN/mp)- zid de beton de 30cm :n=1.10gbeton=2500.00(daN/mc)bzid=30.00n x gbet x bzid =825.00(daN/mp)- zid de beton de 35cm :n=1.10gbeton=2500.00(daN/mc)bzid=35.00n x gbet x bzid =962.50(daN/mp)- zid de beton de 40cm :n=1.10gbeton=2500.00(daN/mc)bzid=40.00n x gbet x bzid =1100.00(daN/mp)
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calculul fortei seismiceCalculul gradului de asigurare seismica :- calculul fortei seismice (conform P 100/2006):Fb =1 * Sd(T1)*m*1 =1.20- clasa II ;Sd(T1)=ag*(T1)/q =0.12gag =0.16- Timisoara(T1) =3.00- Banat=0.85q=4.00Anivel curent =112.00[mp]Gnivel=878.51[daN/mp]Gnivel mansarda=395.14[daN/mp]142,649.35[daN]m*g=142,649.35[daN]Fb =17,460.28[daN]
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