Zidarie portanta (ZC+AR): P100-1/2006 ag= 0.2 g [regularitate in plan SI elevatie]

Tc= 0.7 s400 oameni ………………… 2964

4 oameni ………………… 29.64GamaI= 1.2 (clasa II de imp a cladirii…..>400 oameni in cladirea de locuit)

CR06- 2006Lungime tronson: Lmax= 27.2 m

Teren fundare= normal [Lmax]

Verif dimens tronsoane: CladireB.clad= 14.275

1) L.clad= 27.22) H.clad= 13.75

1) OK2) OK

REGULARITATE IN PLAN:Diferenta de arii

Arie gol.parter Axe structura Arie gol et1 Axe structura32.5675 Tr.1 dirX 32.5675 Tr.1 dirX

40.26 Tr.1 dirY 40.26 Tr.1 dirYnereg plan nereg plan

REGULARITATE IN ELEVATIE:H parter H et1 H et2 H mans

2.75 2.75 2.75 2.525Hp vs Het1 Het1 vs Het2 Het2 vs Hmans

OK OK OK

Nr. max de niveluri: (caramizi grupa 1 si 2)MANSARDA= etaj ag= 0.20 g => p% ZC+AR

αu/α1q

ηξ

CladireParter Etaj

Arii pereti structurali 21.66 21.47 21.66 21.47Arie planseu 340.00 340.00 346.00 346.00

p% long X p% lat Y p% long X p% lat Yp>=6% cf P100-2006 6.37% 6.31% 6.26% 6.21%

Mansarda: mansarda nu este considerata nive(crit.densit.pereti)Hper.mansarda= 2.6 mmansarda este considerata nivel (crit.inalt.pereti)

Sistem structural:H niv max Lmax intre per Aria celulei

2.75 5.525 24.17fagure celular fagure

[regularitate in plan SI elevatie]

m2m2

(clasa II de imp a cladirii…..>400 oameni in cladirea de locuit)

Arii planseu:Arie parter Arie etaj1 Arie etaj2 Mansarda

340 346 346 346Et1/parter Et2/Et1 Et3/Et2

1.02 1.00 1.00OK OK OK

Diferenta de arii Diferenta1 lungimi goluri (L1+L2<L/4)Arie gol et2 Axe structuraArie gol mans.Axe structura Cladire

32.5675 Tr.1 dirX 32.5675 Tr.1 dirX Lung DirX Lung DirY40.26 Tr.1 dirY 40.26 Tr.1 dirY 27.2 14.275nereg plan nereg plan Gol DirX Gol DirY

11.15 4.25

nereg plan nereg planDiferenta2 lungimi goluri (x<X/5 si y<Y/5)

CladireLung DirX Lung DirY

13.5 10.2Gol DirX Gol DirY

6.9 2.075nereg plan nereg plan

(caramizi grupa 1 si 2)0.061.253.75

0.880.08

Tipul de zidarie: MINIM GRUPA 2acaramizi ceramice cu goluri verticaleelemente LD cu dens<1000 kg/m3volumul golurilor <=25%Porotherm25 Rez.comp.min= 10 N/mm2

Dens. Aparenta= 800 kg/m3Dimens(Lxbxh)= 375x250x238 mmConductiv.term= 0.33 W/mK

Mortar M10 pt Rcompr>=10

Delta= 1.1 Tab.3.1a CR6-2006 (Porotherm 380x250x238)fvk0= 0.3 N/mm2 Tab.4.3 CR6-2006 (Mortar M5)

Ez= 3000 N/mm2 (tab.4.8- stabilirea caracteristicilor dinamice)Gz= 1200 N/mm2

ULS SLSg.M= 2.50 1.00

Rez.caract.comp f.k= 10.00 10.00 N/mm2Val.ref-Rez.unit.de proiect.comp- f.d.stelat= 4.00 10.00 N/mm2

Coef.condit.de lucru m.z= 0.75 1.00Rez.unitara de proiectare comp. f.d= 3.00 10.00 N/mm2

Rez.unit.caract.initiala la forf- f.vk0= 0.30 N/mm2unitar de comp.perp.pe plan de forf s.D= #DIV/0! daN/cm2

Rez.unit.caract.initiala la forf- f.vk0=

Tip beton: C12/15f.cd.stelat= 9.5 N/mm2

Tip otel: PC52Ra= 300 N/mm2

OB37Rat= 210 N/mm2

ls.max= 5.3 m (distanta max. intre centrele a 2 stalpisori)N.Ed= daNA.zc= cm2

Stabilirea incarcarilor verticale pt analiza seismica:Parter Arie totala nivel A.net cam/buc/bai A.net hol/podest/scaraA.net balcon

m2 m2 m2 m2327.74 185.2 60.1 35

56.51% 18.34% 10.68%H.parter Planseu

m placa ba pardoseala+sapa tencuiala2.6 daN/m2 daN/m2 daN/m2

375 150 39

G.planseu/m2 G.planseu.parter G.zidariedaN/m2 daN daN

657.51 215493.29 211216.20G.total.parter

daN426709.49

G.total.parter.echiv/m2daN/m21301.98

Etaj+Mansarda Arie totala nivel A.net cam/buc/bai A.net hol/podest/scaraA.net balconm2 m2 m2 m2

319.76 185.2 60.1 3557.92% 18.80% 10.95%

H.etaj Planseum placa ba pardoseala+sapa tencuiala

2.6 daN/m2 daN/m2 daN/m2375 150 39

G.planseu/m2 G.planseu.etaj G.zidariedaN/m2 daN daN591.07 189001.11 211216.20

G.total.etajdaN

400217.31G.total.etaj.echiv/m2

daN/m21251.62

Sarpanta lemn G.sarpanta/m2 G.sarpantadaN/m2 daN250.00 79940.00

G.total.cladiredaN

1707301.41Calculul fortei seismice de proiectare:

g.I= 1.2 clasa II de importantab= 2.75 valoarea maxima b

a.u/a.1= 1.25q= 3.75 factor de comportarel= 0.85 factor corectie pt contributia modului de vibratie fundamental

ag= 1.962 m/s2S.de= 5.3955 spectrul elastic de proiectare

F.b= 255412.29096699 daNModul elasticitate pentru sectiuni

Grupa 1goluri in vol.blocului de caramida

Grupa 2Porotherm38 Rez.comp.min= 10 N/mm4 goluri in vol.blocului de caramida

Dens. Aparenta= 800 kg/m3 Grupa2aDimens(Lxbxh)= 250x380x238 mmConductiv.term= 0.24 W/mK

Grupa2b

Tab.3.1a CR6-2006 (Porotherm 380x250x238)Tab.4.3 CR6-2006 (Mortar M5)(tab.4.8- stabilirea caracteristicilor dinamice)

Tab.4.3 CR6-2006

Rigiditatea structurala:Deplasari X Deplasari Y

0 0X < Y Y < X

#DIV/0! #DIV/0!

(distanta max. intre centrele a 2 stalpisori)

Arii pereti strucArii per.desp Lung.per.desp Arii scara Vol.zidarie g.zid+tencm2 m2 m m2 m3 daN/m3

41.66 2.96 14 5.52 108.316 195012.71% 1.66%

Planseu Utilaper.desp cam/buc/baie hol/podest/scara balcondaN/m2 daN/m2 daN/m2 daN/m2

27.07 150 300 200

Arii pereti strucArii per.desp Lung.per.desp Arii scara Vol.zidarie g.zid+tencm2 m2 m m2 m3 daN/m3

41.66 2.96 14 5.52 108.316 195013.03% 1.70%

Planseu Utilaper.desp cam/buc/baie hol/podest/scara balcondaN/m2 daN/m2 daN/m2 daN/m2

27.07 0 0 0

factor corectie pt contributia modului de vibratie fundamental

goluri in vol.blocului de caramida <=25%

goluri in vol.blocului de caramida 25%...55%

gr.fete.ext te>= 15mmgr.fete.int ti>= 10mm

gr.fete.ext 11m<= te <15mmgr.fete.int 6mm<= ti <10mm

IncarcariUtile: camera zi 150 daN/m2

bucatarie 150 daN/m2baie 150 daN/m2camara 150 daN/m2hol 300 daN/m2podest scara 300 daN/m2scara 300 daN/m2uscator 300 daN/m2acop.ter.circ 200 daN/m2balcon 200 daN/m2

Permanente Greut.tehn caramida 1600 daN/m3beton 2500 daN/m3polist.expandat 25 daN/m3tencuiala 1900 daN/m3pardoseala rece 100 daN/m2

Per.desp. Caramida plina 12,5 300.0 daN/m2

Sarpanta lemn (tigla din tabla ondulata Lindab):Rezistente caracteristici Coeficienti de lucru "mui"

lemn brad: E.perp.fibre= 3000 daN/cm2 Incov.statica=E.paralel.fibre= 90000 daN/cm2 Intind.lung.fibre=G(modul transv)= 40000 daN/cm2 Comp.lung.fibre=Ro(dens)= 800 daN/m3 Comp.perp.fibre=

R.adm.incov= 100 daN/cm2 sai Forf.lung.fibre=

R.adm.int.lung= 70 daN/cm2 sat Forf.perp.fibre=

R.adm.comp.lung 100 daN/cm2 tac Modul.elas.incov.staticaR.caract.inc.static 168 daN/cm2 RiR.int.lung.fibre= 86 daN/cm2 RtR.comp.lung.fire= 120 daN/cm2 R.cIIR.comp.perp.fibre 30 daN/cm2 RcLR.forfec.lung.fibre 27 daN/cm2 RfII INCARCARI din sarpanR.forfec.perp.fibre 108 daN/cm2 RfL tavan fals rigipsRezistente de calcul termoiz.vata(20cm)R.caract.inc.static 63.00 daN/cm2 Ri invelitoare tiglametalicaR.int.lung.fibre= 49.76 daN/cm2 Rt asterealaR.comp.lung.fire= 57.60 daN/cm2 R.cII sipci+caprioriR.comp.perp.fibre 13.44 daN/cm2 RcL dusumea oarbaR.forfec.lung.fibre 9.50 daN/cm2 RfII rigle lemn dusumeaR.forfec.perp.fibre 43.20 daN/cm2 RfL

TOTAL

panta p= 30 cm/m 30 …………..alfa= 16.70

Grupari de incarcari:Ipoteza1 1,35*P + 1,5*Z + 1,05*V.presiuneIpoteza2 1,35*P + 1,5*V.presiune + 1,05*ZIpoteza3 1,35*P + 1,2*(100daN)

Chertari grinzi incovoiate:R b h R/(bh) a cN mm mm N/mm2 mm mm

>=0,5N/mm2 0 0,=0,3N/mm2 0 0<=0,2N/mm2 0 0

Pentru valori intermediare:Pentru "h" h a

mm mm mm>=180 0120<h<180 0h<=120 0

b h b h20 24 18 22

Caprior PanaNmax Mmax Vmax Nmax Mmax VmaxdaN daNm daN daN daNm daN

R.compr R.incov R.c.lemn R.compr R.incov R.c.lemndaN/cm2 daN/cm2 in tabel daN/cm2 daN/cm2 in tabel

0.00 0.00 0.00 0.00OK OK OK OK

coef.flambaj coef.flambaj

Coeficienti de lucru "mui" Coeficienti de lucru "mdi" (incarcari permanente)0.75 m.ui Incov.statica= 0.55 m.di

0.9 m.ut Intindere= 0.9 m.dt0.75 m.ucII Compresiune= 0.8 m.dc

0.7 m.ucL Forfecare= 0.55 m.df0.8 m.ufII Modul.elas= 1 m.dE0.8 m.ufL0.9 m.uE

Ariile sectiunilor din lemn:A.brut= 50 cm2A.net= 33.33 cm2

daN/m230

10810

14.440

22.527

251.9

100

c1mm

000

b h b h18 18 10 10

Pop ClesteNmax Mmax Vmax Nmax Mmax VmaxdaN daNm daN daN daNm daN

R.compr R.incov R.c.lemn R.compr R.incov R.c.lemndaN/cm2 daN/cm2 in tabel daN/cm2 daN/cm2 in tabel

0.00 0.00 0.00 0.00OK OK OK OK

coef.flambaj 240 coef.flambajL.pop= 240 cmzveltete (l) 41.38i= 5.8 cm

OK-zveltetef.c= 0.99992m.T= 0.9

Coeficienti partiali de sigurantaIncov.statica= 1.1 gama.iIntind.sect.fara.slabiri= 1.2 gama.tIntind.sect.cu.slabiri= 1.4Comp.lung.fibre= 1.25 gama.cIIComp.perp.fibre= 1.25 gama.cLForf.lung.fibre.unilaterala 1.25 gama.fII

Forf.lung.fibre.bilaterala= 1.1Forf.perp.fibre= 1.1 gama.f.L

b h2 10

ContrafisaNmax Mmax VmaxdaN daNm daN

R.compr R.incov R.c.lemndaN/cm2 daN/cm2 in tabel

0.00 0.00OK OK

coef.flambaj

Plansee beton armat

L2= 558.75 cm armare 2 dir Beton: minC12/15L1= 437.5 cm Rc=hp= 10.938 cm 15 E=a.b 1 cmh0= 14 cmb= 100 cm

Incarcari planseuPerm

planseu 375 daN/m2pardoseala 100 daN/m2tencuiala 76 daN/m2per.despart 300 daN/m2

Utile m2hol 300 daN/m2 11.51 42%bucatarie 150 daN/m2 15.78 58%

27.29 100%p/m2= 1468.75 daN/m2P= 40082.12 daNP/m= 9161.63 daN/m

M.max= 190000 daNcmm= 0.1020408psi= 0.1078574Aa= 4.78 cm2 PC52- fi10/15cmniu= 0.34%niu.min= 0.30%

minC12/15 Armatura PC5295 daN/cm2 Ra= 3000 daN/cm2

240000 daN/cm2OB37Ra= 2100 daN/cm2

STNBRa= 3700 daN/cm2

Pereti beton armat - subsol

H.niv= 2.75 mt.per= 13.75 cm 30 cma.b= 2 cmh0= 273 cm

p.min= 0.20%A.a= 16.38 cm2 4fi20/m

fi= 1.4 cmls.anc.fundatii= 56 cmla.anc.fundatii 70 cm

Grinzi de fundare (mediu elastic)Lmax= 6 mH/B= 0.29 ks=

H apa=hmin= 0.50 m Dfmin=bmin= 0.17 m pietris si bolovanis cu nisip slab prafosh.gf= 0.50 m p.conv.baza=b.gf= 1.72 m 1.8 m C.d=

C.b=

h.planseu= 15 cm p.conv=

Incarcari planseu nivel: Incarcari planseu subsol:Perm Perm

planseu 375 daN/m2 pardoseala betonpardoseala 100 daN/m2 izolatie 15cmtencuiala 76 daN/m2 tencuiala

Utile Utilecamera 150 daN/m2 boxebucatarie 150 daN/m2dormitor 150 daN/m2

P.etaj= 387.46 daN P.subsol= 1040.1p.etaj/m= 64.58 daN/m p.subsol/m= 173.35Nr.niveluri 4

TOTAL p/m11244.98 daN/m

M.max= -50602.398 daNm Incarcare maxima a structurii:a.b= 5 cmh0= 45 cmm= -1.0521616e= -0.761909Aa= -18.095338 cm2 5fi22/m….fi22/20cmp= 1.61%p.min= 0.075%p.med= ,8%.....1,8%

Resorturi grinzi fundare:ks= 47000 KN/m3B.gf= 1.8 mL.mesh.per= 0.5 m

R.zAxis= 8460000 daN/m2R.xAxis= 2820000 daN/m2R.yAxis= 2820000 daN/m2

47000 kN/m3 Beton: C12/153.9 m Rc= 95 daN/cm23.8 m Otel:

pietris si bolovanis cu nisip slab prafos PC52300 kPa (pt B=1m si Df=2m) Ra= 3000 daN/cm2

81 (pt Df>2m)K2= 2.5 (pamanturi necoezive)

γ= 18 (greutatea volumica a straturilor situate deasupra talpii fundatiei)24 kPa (pt B<5m si pamanturi necoezive)

K1= 0.1 (pamanturi necoezive)405 kPa

Incarcari pereti zidarie: Incarcari sarpanta:Perm Perm

250 daN/m2 zid GVP 250 400 daN/m2daN/m2

76 daN/m2 p.per/m= 1161 daN/mNr.niveluri 4

Incarcari pereti b.a. subsol: Zapada:Perm a=

zid b.a. 25cm 625 daN/m2 cosa=400 daN/m2 p.zap/m2=

p.per/m= 2320.31 daN/m p.zap/m=Bloc beton fundatie:

PermdaN Hbloc= 0.7 mdaN/m Lbloc= 1.8 m

bloc b.a. 4252.5 daN/mSoclu fundatie:

Permsoclu b.a. 1856.25 daN/m

Incarcare maxima a structurii: Greutate structura:pmax= 30000 daN/m2 Gstr= 15103.73 daN/mL.gr.fund= 182.575 mP.max= 9859050 daN PRESIUNE PE TALPA FUNDATIEI:

p.tf= ### daN/m283.9096 kPa

Beton: C10/12Pereti b.a.:

t .ext= 30 cmt.int= 25 cma.b= 20 mm

p.sarp/m2= 300 daN/m2A.afer.gr= 14.4313 m2p.sarp/m= 974.11 daN/m

300.8660254

259.81 daN/m2624.89 daN/m

Vant ZapadaU.ref,1min= 35 m/s s0k= 200ro.aer= 1.25 kg/m3 ce= 0.8q.ref,1min= 765.63 kPa ct= 1q.ref.10min= 535.94 kPa alfa= 16.7cg(z)= niu.1= 0.8cr(z)= niu.2= 1.245333c.e=

sk1,1= 64.00sk2,1= 199.25sk.med1= 131.63

sk1,2= 128.00sk2,2= 99.63skmed2= 113.81

daN/m2

gradezapada aglomerata

daN/m2daN/m2daN/m2

daN/m2daN/m2daN/m2

BETONFundatii Pereti subsol

lungime h.bloc h.soclu lat.bloc lat.soclu lungime inaltime latime1 latime2m m m m m m m m m

193.00 0.70 0.50 1.80 1.10 193.00 2.20 0.30 0.25243.18 106.15 64.02 52.80

Goluri pereti0.90 0.40 0.30 2.160.90 1.50 0.25 3.71

g.beton= 2500 daN/m3g.otel= 7850 daN/m3g.zidarie= 1600 daN/m3

TOTALBeton Zidarie Otel Lemn

m3 m3 kg kg644.29 561.17

BETONCenturi Stalpisori

lungime inaltime latime1 latime2 numar1 numar2 lungime1 lungime2 inaltimem m m m buc. buc. m m m

193.00 0.35 0.30 0.25 123.00 41.00 2.70 2.60 0.2540.74 33.60 83.03 26.65

Placa subsolPlansee

BETON ZIDARIE OTELStalpisori

latime lungime inaltime latime1 latime2 lungime fim m m m m m m

0.25 193.00 2.70 0.380 0.25398.09 259.20

Goluri ferestre0.90 0.60 0.30 2.590.90 1.50 0.30 12.961.20 1.50 0.30 10.80

Goluri usi0.90 2.40 0.30 18.140.90 2.10 0.25 37.802.40 2.40 0.30 13.82