PROIECT BETON STRUCTURA CADRE BETON ARMAT

Proiect constructii de beton armat

Universitatea Tehnica de Constructii Bucuresti Proiect Constructii de Beton Armat Partea Ian IV, seria C, grupa 11 N=325

F.C.C.I.A.

Proiect constructii de beton armat partea ITema proiect

Sa se intocmeasca proiectul structurii de rezistenta in solutie cadre de beton armat monolit, pentru o cladire etajata. Regimul de inaltime este P+3E. Constructia va avea un singur tronson si un subsol de tip rigid alcatuit din pereti de contur si interiori. Peretii de inchidere si de compartimentare sunt realizati astfel incat acestia nu interactioneaza cu structura. Cladirea este amplasata in localitatea Craiova.

Destinatie: birouriLocalitate: CraiovaRegim de inaltime: P+3E

Inaltime parter: 3.70Inaltime etaj: 2.90Inaltime subsol: 2.60Incarcare utila: 225daN/m2.25 kN/m

Proiectul va cuprinde:

A.Piese scrise: note de calcul privind:

predimensionarea elementelor structurale de rezistenta

calculul eforturilor in elementele structurale

dimensionare grinzi cadre longitudinale si transversale centrale, dimensionare stalp intersectie cadre longitudinale si transversale centrale si verificare noduri

calculul eforturilor si dimensionarea placilor sub sarcini gravitationale la planseele de nivel curent

predimensionarea infrastructuriiB.Piese desenate (6 planuri):

Sectiunea transversala sau longitudinala (1:50)

Plan cofraj si armare planseu nivel curent (1:50)

Plan cofraj si armare grinzi (sc.1:50, 1:20, 1:10) (3 grinzi cadru transversal central) Plan cofraj si armare grinzi (sc.1:50, 1:20, 1:10) (3 grinzi cadru longitudinal central)

Plan cofraj si armare stalp (sc.1:50, 1:20, 1:10) Plan infrastructura (sc. 1:50).Materiale utilizate

Beton C25/30 : placi, grinzi -fcd=16.67 N/mm

- fctd=1.2 N/mm

-E=31000 N/mm

Armatura : longitudinala PC 52 - fyd=300 N/mm Predimensionarea elementelor structurale de rezistenta

PlacaSe alege placa cu perimetrul cel mai mare. hsl = P[cm.]180+2cm. 13cm. P-perimetrul ochiului de placa

hsl 2x(620+620)/180 +(12)cm. = 13.77 +(12)cm.=15 cmhsl =15cm.

Predimensionare grinda transversalahw [L/12;L/8]

hw [620/12;620/8]cm => hw [51.67;77.5]cm

Alegem hw=60 cm

bw [hgr/3; hgr/2]

bw [60/3;60/2] => bw [20;30]cmAlegem bw=30 cm

Grinda transversala :30x60

Predimensionare grinda longitudinalahw [L/12;L/8]

hw [620/12;620/8]cm => hw [51.67;77.5]cm

Alegem hw=60 cm

bw [hgr/3; hgr/2]

bw [60/3;60/2] => bw [20;30]cm

Grinda longitudinala :30x60Valoarea caracteristica a incarcarii din zapada pe acoperis

Se calculeaza conform CR1-1-3-2012 .Cod de proiectare. Evaluarea actiunii zapezii asupra constructiilor. s=ls*i*ce*ct*sk

ls factorul de importanta-expunere pentru actiunea zapezii;

i coieficientul de forma al incarcarii din zapada pe acoperis;

sk valoarea caracteristica a incarcarii din zapada pe sol [kN/m2], in amplasament ;

sk=2.0kN/m2 (Craiova)ce coieficientul de expunere constructiei in amplasament;

ct coeficientul termic.

ls factorul de importanta - expunere

ls =1 - clasa III

Ce =0.8 - expunere completa

Ct = 1

Determinarea coeficientului i se face pe portiuni de acoperis tinand cont de aglomerarile produse:

Panta acoperisului =3.0 rezultand 1 = 0,8

2 =0.8+0.8*3.0/30=0.88

s=1*0.8*0.8*1.0*2.0=1.28 kN/m2

Incarcari:-greutate proprie:3.75kN/m2-incarcare utila:2.25 kN/m2-zapada:1.28kN/m2-atic:2.25 kN/ kN/ml-Sapa (3 cm.)+1.5 kN/m2(pereti compartimentare):2.07 kN/m2-Perete cortina:1.44 kN/ml

-Parapet exterior:6.03 kN/ml

Incarcari terasa:

-greutate proprie:3.75kN/m2-ansamblu termo-hidroizolatie3.25kN/m2-atic:2.25 kN/ml

-zapada:1.28kN/m2 Incarcari nivel curent:

-greutate proprie:3.75kN/m2-Sapa (3 cm.)+1.5 kN/m2(pereti compartimentare):2.07 kN/m2-Perete cortina:1.44 kN/ml

-Parapet exterior:6.03 kN/ml

-incarcare utila:2.25 kN/m2 Stalp interior:

-Arie placa:[(6.20+6.20)/2]x[(6.20+6.20)]/2=6.20x6.20=38.44m2-placa: (7.52 kN/ m2 x 38.44m2 x 3)+7.81 kN/ m2 x 38.44m2 x1)=1167.42kN-grinda longitudinala: 0.3m x0.6m x 25kN/m3 x (6.20/2+6.20/2) x 4=111.6 kN -grinda transversala: 0.3m x 0.60 m x 25kN/m3(6.20/2+6.20/2) x 4=111.6 kN

-stalp: 0.50m x 0.50 m x 25kN/m3 x (3.55+3x2.75)=73.75 kN

N=(1167.42+111.6+111.6+73.75)=1465kNbc = hc = [N/( fcd)] = 0.35 pt. SI

bc = hc = [N/( fcd0.35)] = [1465/( 16.670.35)] = 50.11cm Alegem :bc=hc=55cm Stalp margine:

-Arie placa:[(6.20+6.20)/2]x6.20/2=6.20x3.10=19.22m2

-placa: (7.52 kN/ m2 x 19.22m2 x 3)+ (7.81 kN/ m2 x 19.22m2 x1)=583.7 kN

-grinda longitudinala: 0.3m x0.6m x 25kN/m3 x (6.20/2+6.20/2) x 4=111.6 kN

-grinda transversala:0.3m x 0.60 m x 25kN/m3x(6.20/2) x 4=55.8kN


-parapet+fatada: (7.47x3x6.20)=139kN

-atic: (2.4x6.20)=14.88kN

N=(583.7+111.6+55.8+73.75+139 +14.88)=979kN

bc = hc = [N/( fcd)] = 0.3 pt. SM

bc = hc = [N/( fcd0.3)] = [979/( 16.670.3)] = 44.3cm Alegem :bc=hc=45cm Stalp colt:

-Arie placa:(6.20/2x6.20/2)=3.10x3.10=9.61m2

-placa: (7.52 kN/ m2 x 9.61m2 x 3)+ (7.81 kN/ m2 x 9.61m2 x1)=291.85 kN

-grinda longitudinala: 0.3m x0.6m x 25kN/m3 x (6.20/2 x 4)=55.8 kN

-grinda transversala:0.3m x 0.60 m x 25kN/m3x(6.20/2) x 4=55.8kN


-parapet+fatada: (7.47x3x6.20)=139kN

-atic: (2.4x6.20)=14.88kN

N=(291.85+55.8+55.8+73.75+139+14.88)=631kN

bc = hc = [N/( fcd)] = 0.25 pt. SM

bc = hc = [N/( fcd0.3)] = [631/( 16.670.25)] = 38.9cm

Alegem :bc=hc=45cmGreutate totala structura: G=4xSI+10xSM+4xSC

G=4x1465+10x979+4x631=18174 kN Forta taietoare de baza ( P100/1-2012)

Fb = 1Sd(T1)m , unde: Fb=cxG= 1(agxg/g)x ((T)/q)x xG c = 1 ag(T1)/q=1.2x(0.2x2.5)/6.75x0.85=0.076 -Sd(T1)-ordonata spectrului de raspuns de proiectare corespunzatoare perioadei fundamentale (T1);Sd(T1)= ag(T1)/q -ag = 0.2 g ~ valoarea de varf a acceleratiei terenului (PGA) pentrucutrenure avand intervalul mediu de recurenta IMR=475 ani ;

-g ~ acceleratia gravitational; -Tc-perioada de colt (Tc=1.0s)(Craiova);

-(T) = 2.5 ~ componenta spectrului normalizat de raspuns elastic; - q = 6.75 ~ factor de comportare

q=5au/a1 (cadre clasa de ductilitate DCH)

au/a1 =1.35 (cladiri cu mai multe niveluri si mai multe deschideri) - m ~masa totala a cladirii calculata ca suma a maselor de nivel mi - 1 = 1.2 ~factorul de importanta-expunere al constructiei (Clasa de importanta III)

- = 0.85 ~ factor de corectie. Fb=0.076x18174kN=1382 kN Distributia pe verticala fortei seismiceDistributia fortelor seismice pe inaltime se face cu relatia: Fi=Fb*zi/zjz1=3.7mz2=6.6mz3=9.5mz4=12.4mzj=3.7+6.6+9.5+12.4=32.2mF1=Fb*z1/zj1382*3.7/32.2=158.8 kNF2=Fb*z2/zj1382*6.6/32.2=283.27kNF3=Fb*z3/zj1382*9.5/32.2=407.73kNF4=Fb*z4/zj1382*12.4/32.2=532.2kNVerificare: Fb= F1+ F2+ F3+ F4=158.8+283.27+407.73+532.2=1382 kN Efectele torsiunii accidentale: Momentul de torsiune accidentala se calculeaza pentru fiecare nivel ca produsul dintre forta seismica de nivel si excentricitatea accidentala.

Excentricitatea accidental se ia 5% din lungimea laturii pe care forta seismica este perpendiculara si se raporteaza la pozitia calculata a centrului maselor de la fiecare nivel.

Momente de torsiune accidentala

FbiLixeixMti(y)LiyeiyMti(x)

NivelkNmmkN*mmmkN*m

3532.2311.55824.912.40.62330.0

2407.7311.55632.012.40.62252.8

1283.3311.55439.112.40.62175.6

P158.8311.55246.112.40.6298.5

Verificari la deplasare (SLU, SLS)

SLS (starea limita de serviciu)

Peretii de compartimentare nu interactioneaza cu structura.Rigiditatea materialului va fi redusa la jumatate.

dr(SLS) = qdr,e dr,a(SLS)

= 0.5 ~ coeficient pentru deplasarea elastica in raport cu deplasarea

plastica

q = 6.75 ~ factor de comportare

dr,e(0.5EI) = depl. sup.-depl. inf.

dr,e(0.5EI) ~ deplasarea relativa de nivel determinate prin calcul static

elastic sub incarcarile seismice de proiectare (din ETABS)

dr,a(SLS) = 0.008Hnivel ~ deplasarea relativa admisibila a structurii (la calculul

la SLS)

pe directia X:

drX(SLS) = 0.56.750.00347 0.0117(SLS)

drX(SLS) = 0.0073 0.0075(SLS) Nu verifica pe directia Y:drY(SLS) = 0.56.750.00368 0.008(SLS)

drY(SLS) = 0.0088 0.0075(SLS) Nu verifica

Se maresc sectiumile de beton: SI: 55x55 SE: 55x55

GLE:30x55 GLI:30x55

GTI:30x55

GTE:30x55 pe directia X:

drX(SLS) = 0.56.750.00164 0.0075(SLS)

drX(SLS) = 0.0055 0.0075(SLS) Verifica

pe directia Y:

drY(SLS) = 0.56.750.002114 0.0075(SLS)

drY(SLS) = 0.0071 0.0075(SLS) VerificaSLU (starea limita ultima)

dr(SLU) = cqdr,e(0.5xEI) dr,a(SLU)

q = 6.75 ~ factor de comportare

dr,e(0.5xEI) = depl. sup.-depl. inf.

dr,e(0.5xEI) ~ deplasarea relativa de nivel determinate prin calcul static

elastic sub incarcarile seismice de proiectare (din ETABS)

dr,a(SLU) = 0.025Hnivel ~ deplasarea relativa admisibila a structurii (la calculul

la SLU)

c ~ factor de amplificare al deplasarii elastice in calculul la starea limita

ultima de rezistenta

1c = 3-2.3*Tmod/Tc Tc*q/1.7Tmod(0.5xEI) ~ perioada proprie de vibratie a casei (din ETABS)

Te = 1.0s ~ perioada de colt/de vibratie a terenului din amplasament (din

P100-1/2012)

Perioada proprie de vibratie la modul 1si 2 este T1(y)=0.786s 0.38%

Verificare x70mmbsl=bw+6hsl=300+6x150=1200mm

x= As1effyd/bslxfcd=(763x300)/(1200x16.67)=11.44mmx(11.44mm) As,nec = [MEd,c+NEd,cds/2-bcxufcd

(d-0.5xu)]/(fydds)

ds= hs-a = 550-235 = 480 mm

a = 35 mm ~ acoperirea cu beton a armaturii longitudinale

2a=70mm.ds = hs-2(a+/2) = 550-2(25+10) = 480 mm

~ distanta dintre axele armaturilor dispuse pe cele doua laturi opuse

ale stalpului; = 20 mm ~ diametrul unei bare de armatura (presupus)

d = hc-a = 550-35 = 515 mm

Conditii constructive:

-vd = NEd,c/(bcdfcd) 0.4;

- = As/(bchc) [0.01; 0.04] (As ~ arie totala de armatura)

=> As(total) = (283311330) mm;

-se prevad minim 3 bare pa latura, cu diametrul minim de 14 mm si diametrul maxim de 28 mm; -distanta minima intre bare 50mm, si distant maxima 150mm

-stalpul se armeaza simetric;MEd,c = Rd MEd,c

Rd = 1.3 = MRb/MEd (suprarezistenta grinzilor);MEd,c ~ momentul pe stalp rezultat din calculul static (ETABS)

MRb ~ suma pe un nivel a momentelor incovoietoare capabile din grinzi

MEd,b ~ suma pe un nivel a momentelor incovoietoare din grinzi rezultate

din calculul static (ETABS)

NEd,c = Ngrav+Nind.Ngrav ~ forta axiala in stalp rezultata din calculul static (ETABS)

Nind = VEd,seism/Rd ~ forta axiala in stalp rezultata din calculul static

(ETABS)

Rd = 1.2

Cadrul transversal ax C

Story 1 MEd,c(jos)=207.42 kNMEd,c(jos) = 1.3 207.42 =269kNmNgrav(jos) =-1486.27kN-vd = 1486.27/(55051516.67) =0.31 0.4xu = NEd,c/(bcfcd)=1486.27/550x16.67=162mmxu =162mm (>2a=70mm)As,nec = [MEd,c+Nds/2-bcxufcd

(d-0.5xu)]/(fydds)

As,nec(jos)=[269+1486.27x480/2-550x162x16.67(515-0.5x162]/300x480As,nec(jos)=-124mm2MRb = 212+110= 322 kNmMEdb = 202.52+107.31 =309.83 kNm

= MRb/MEd =322/309.83 = 1.04MEd,c(sus)=-66.32 kN

MEd,c(sus) = 1.2 1.04 66.32= 83kNmNgrav(sus) =-1111.45kN

Nind.=129-43.41/1.2=71 kN

NEd,c(sus)=-1111.45+71=-1040 kN

-vd = 1111.45/(55051516.67) =0.24 0.4xu = NEd,c/(bcfcd)=1040/550x16.67=113mm

xu =113mm (>2a=70mm)

As,nec.= [MEd,c+Nds/2-bcxufcd

(d-0.5xu)]/(fydds)

As,nec(sus)=[83+1040x480/2-550x113x 16.67(515-0.5x113]/300x480

As,nec(sus)=-942mm2

Story 2MRb = 212+110= 322 kNmMEdb = 190.52+105.83 =296.35 kNm

= MRb/MEd =322/296.35 = 1.09MEd,c(jos)=141.18 kNmMEd,c(jos) = 1.21.09 x 141.18 =185kNm

Ngrav(jos) =-1111.45kN

Nind.=129-43.41/1.2=71 kN

NEd,c(jos)=-1111.45+71=-1040 kN

-vd = 1040/(55051516.67) =0.22 0.4

xu = NEd,c/(bcfcd)=1040/550x16.67=113mm

xu =113mm (>2a=70mm)

As,nec = [MEd,c+Nds/2-bcxufcd

(d-0.5xu)]/(fydds)

As,nec(jos)=[185+1040x480/2-550x113x 16.67(515-0.5x113]/300x480

As,nec(jos)=-177mm2MRb = 212+110= 322 kNm

MEdb = 190.52+105.83 =296.35 kNm

= MRb/MEd =322/296.35 = 1.09MEd,c(sus)=-92 kNmMEd,c(sus) = 1.2 1.09 92= 120kNm


Nind.=123.84-45.28/1.2=65 kN

NEd,c(sus)=-746+65=-681 kN

-vd = 681/(55051516.67) =0.14 0.4

xu = NEd,c/(bcfcd)=681/550x16.67=74mm

xu =74mm (>2a=70mm)

As,nec.= [MEd,c+Nds2-bcxufcd

(d-0.5xu)]/(fydds)

As,nec(sus)=[120+681x480/2-550x74x 16.67(515-0.5x74]/300x480

As,nec(sus)=-214mm2 Story 3

MRb = 212+110= 322 kNm

MEdb = 190.52+105.83 =296.35 kNm

= MRb/MEd =322/296.35 = 1.09

MEd,c(jos)=90.30 kN

MEd,c(jos) = 1.21.09 x 90.30 =118kNm


Nind.=123.84-45.28/1.2=65 kN

NEd,c(jos)=-745.83+65=-681 kN

-vd = 681/(55051516.67) =0.14 0.4

xu = NEd,c/(bcfcd)=681550x16.67=74mm

xu =74mm (>2a=70mm)


(d-0.5xu)]/(fydds)

As,nec(jos)=[118+681x480/2-550x74x 16.67(515-0.5x74]/300x480

As,nec(jos)=-228mm2

MRb = 164+110= 274 kNm

MEdb = 157.46+104.92 =262.38 kNm

= MRb/MEd =274/262.38 = 1.04MEd,c(sus)=-81.18 kN

MEd,c(sus) = 1.2 1.04 81.18= 101kNm


Nind.=111.5-55.15/1.2=47kN

NEd,c(sus)=-382.55+47=-336kN

-vd = 336/(55051516.67) =0.07 0.4

xu = NEd,c/(bcfcd)=336/550x16.67=37mm

xu =37mm (2a=70mm)


(d-0.5xu)]/(fydds)

As,nec(jos)=[159+1050x480/2-550x115x 16.67(515-0.5x115]/300x480

As,nec(jos)=-405mm2MRb = 212+110= 322 kNm

MEdb = 178.1+100.98 =279 kNm = MRb/MEd =322/279 = 1.15MEd,c(sus)=-82 kNmMEd,c(sus) = 1.2 1.15 82= 113kNmNgrav(jos) =-745.83kNNind.=117.15-50.39/1.2=56 kNNEd,c(sus)=-746+56=-690 kN-vd = 690/(55051516.67) =0.14 0.4xu = NEd,c/(bcfcd)=690/550x16.67=75mmxu =75mm (>2a=70mm)As,nec.= [MEd,c+Nds2-bcxufcd

(d-0.5xu)]/(fydds)

As,nec(sus)=[113+690x480/2-550x75x 16.67(515-0.5x75]/300x480

As,nec(sus)=-97mm2 Story 3

MRb = 212+110= 322 kNm

MEdb = 178.1+100.98 =279 kNm = MRb/MEd =322/279 = 1.15MEd,c(sus)=-78 kNmMEd,c(jos) = 1.21.15 x 78 =108kNmNgrav(jos) =-745.83kN

Nind.=117.15-50.39/1.2=56 kNNEd,c(sus)=-746+56=-690 kN-vd = 690/(55051516.67) =0.14 0.4xu = NEd,c/(bcfcd)=690/550x16.67=75mmxu =75mm (>2a=70mm)


(d-0.5xu)]/(fydds)

As,nec(jos)=[108+690x480/2-550x75x 16.67(515-0.5x75]/300x480

As,nec(jos)=-139mm2MRb = 164+110= 274 kNmMEdb = 150.96+101.21 =252.17 kNm = MRb/MEd =274/252.17= 1.09MEd,c(sus)=-72.88kNMEd,c(sus) = 1.2 1.09 73= 96kNmNgrav(jos) =-382.55kNNind.=107.62-60.1/1.2=48kNNEd,c(sus)=-382.55+48=-335kN-vd = 335/(55051516.67) =0.07 0.4xu = NEd,c/(bcfcd)=335/550x16.67=37mmxu =37mm ( Rd=1.3

Peste etaj 2 (+9.50)

MRc/ MRb=412+412/164+110=824/274=3.0> Rd=1.3


MRc/ MRb=412+412/164+110=824/274=3.0> Rd=1.3

Cadrul longitudinal ax 2

Peste parter (+3.70)

MRc/ MRb=412+412/212+110=824/322=2.56> Rd=1.3


MRc/ MRb=412+412/212+110=824/322=2.56> Rd=1.3


MRc/ MRb=412+412/164+110=824/274=3.0> Rd=1.3


MRc/ MRb=412+412/164+110=824/274=3.0> Rd=1.3

Dimensionarea armaturii transversale

Stalpul se calculeaza la forta taietoare asociata mecanismului de plastificare a structurii, conform formulei:

VEd = (Mdc,jos+Mdc,sus)/lcl;Mdc,jos = RdMrdc,josmin(1; MRdb/MRdc);Mdc,sus = RdMrdc,susmin(1; MRdb/MRdc);Rd = 1.3 ~ parter

= 1.2 ~ etaje

Mrdc ~ moment capabil al stalpului dat de armatura longitudinala;MRdb, MRdc ~ sume pe nod ale momentelor capabile date de armatura

longitudinala din grinzi, respectiv din stalpi.lcl = Hn hw =3.7-0.55 = 3.15 m (parter)

=2.9-0.55 = 2.35 m (etaje)

lcl ~ inaltimea libera a stalpuluilcr max {1.5hc;lcl/6;600 mm}

lcr ~ lungimea zonei critice

lcr max {825; 525; 600;}mm = > lcr = 850mm (parter)La parter, lungimea zonei critice de la baza stalpului se va mari cu 50%.lcr max {825; 392; 600;}mm = > lcr = 850 mm (etaj)

bc = hc = 550 mm

d = 515 mm

Conditii constructive:

-la primul nivel al cladirii se vor prevedea la baza etrieri indesiti si dincolo de zona critica pe o distanta egala cu jumatate din lungimea acesteia (lcr/2 412.5 mm);

-distantele pe sectiune intre barele consecutive aflate la coltul unui etrier sau prinse cu agrafe nu va depasi 200 mm;

-se prevad ciocuri de minim 10 diametre pentru etrier;

-coeficientii minimi de armare, pentru fiecare zona critica, sunt:

zona 1 => e 0.005; s min.{ds/3; 125 mm; 6dbL}

zona 2 => e 0.0035; s min.{ds/3; 125 mm; 7dbL}

zona 3 => e 0.0015; s min.{15dbL; 200 mm}

ds = min(b; h) = min(480 mm; 480 mm) = 480 mm

zona 1 ~ zona critica de la baza parterului;

zona 2 ~ zona critica de la celelalte etaje;

zona 3 ~ zona curenta; zona 1 => e 0.005; s min.{18mm; 125 mm; 96mm}=> s 96mm

zona 2 => e 0.0035; s min.{ 183mm; 125 mm; 112mm}=> s 112mm

zona 3 => e 0.0015; s min.{240mm; 200 mm}=> s 200mm Cadrul transversal ax C

Story 1

Mdc,jos = RdMrdc,josmin(1; MRdb/MRdc);

Mdc,jos =1.3x412x1=536 kNmMdc,sus = RdMrdc,susmin(1; MRdb/MRdc); MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.39

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.39=193kNm

VEd = (Mdc,jos+Mdc,sus)/lcl=(536+193)/3.15=231 kNm

VEd =231 kNm

-zona 1 (zona critica de la baza parterului):Ash/s*bc= Ash/100*5500.005 Ash275Alegem =8mm2A( 8mm)=50.24mm2

Ash=4*A( 8mm) Ash=4*50.24=200.96 mm2Nu verifica (Ash275)

Alegem =10mm2

A( 10mm)=78.5mm2

Ash=4*A( 10mm) Ash=4*78.5=314 mm2VEd=Ash*fyd*z*ctg/s

s=Ash*fyd*z*ctg/ VEd

s= 314*300*465*1/231*103=190mm s {ds/3; 125 mm; 6dbL}

s {160; 125 mm; 96}

s 96mm

Alegem s=100mm e= Ash/bw*s=314/550*100=0.0057 -zona 2 (zona critica de sub placa de peste parter):

Ash/s*bc= Ash/100*5500.0035 Ash192.5

s {160; 125 mm; 140}

Alegem =8mm2A( 8mm)=50.24mm2

Ash=4*A( 8mm) Ash=4*50.24=200.96 mm2s=Ash*fyd*z*ctg/ VEd

s= 200.96*300*465*1/231*103=121mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037

-zona 3 (zona curenta):

Ash/s*bc= Ash/100*5500.0015 Ash82.5s {240; 200}



s= 200.96*300*465*1/231*103=121mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037

Story 2


MRdb/MRdc=322/824=0.39

Mrdc,jos=412 kNm

Mdc,jos =1.2x412x0.39=193 kNm

Mdc,sus = RdMrdc,susmin(1; MRdb/MRdc);

MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.39

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.39=193kNm


VEd =164 kNm

-zona 2 (zona critica de la etajul 1):

Ash/s*bc= Ash/100*5500.0035 Ash192.5

s 112mmAlegem =8mm2A( 8mm)=50.24mm2


s= 200.96*300*465*1/164*103=171mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s 200mm.Alegem =8mm2A( 8mm)=50.24mm2


s= 200.96*300*465*1/164*103=171mm

Alegem s=150mm

e= Ash/bw*s=200.96/550*150=0.0024 Story 3


MRdb/MRdc=274/824=0.33

Mrdc,jos=412 kNm

Mdc,jos =1.2x412x0.33=163 kNm


MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.33Mrdc,sus=412 kNm

Mdc,sus = 1.24120.33=163kNm


VEd =139 kNm


Ash/s*bc= Ash/100*5500.0035 Ash192.5

s 112mm



s= 200.96*300*465*1/139*103=202mm

Alegem s=100mm

e= Ash/bw*s=200.96*/550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s 200mm.



s= 200.96*300*465*1/139*103=202mm

Alegem s=150mm

e= Ash/bw*s=200.96/550*150=0.0024

Story 4


MRdb/MRdc=274/824=0.33

Mrdc,jos=412 kNm

Mdc,jos =1.2x412x0.33=163 kNm


MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.33

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.33=163kNm


VEd =139 kNm


Ash/s*bc= Ash/100*5500.0035 Ash192.5

s 112mm



s= 200.96*300*465*1/139*103=202mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s 200mm.



s= 200.96*300*465*1/139*103=202mm

Alegem s=150mm

e= Ash/bw*s=200.96*/550*150=0.0024


Story 1


Mdc,jos =1.3x412x1=536 kNm


MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.39

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.39=193kNm


VEd =231 kNm

-zona 1 (zona critica de la baza parterului):

Ash/s*bc= Ash/100*5500.005 Ash275


Ash=4*A( 8mm) Ash=4*50.24=200.96 mm2Nu verifica (Ash275)

Alegem =10mm2

A( 10mm)=78.5mm2

Ash=4*A( 10mm) Ash=4*78.5=314 mm2VEd=Ash*fyd*z*ctg/s

s=Ash*fyd*z*ctg/ VEd

s= 314*300*465*1/231*103=190mm

s {ds/3; 125 mm; 6dbL}

s {160; 125 mm; 96}

s 96mm

Alegem s=100mm

e= Ash/bw*s=314/550*100=0.0057

-zona 2 (zona critica de sub placa de peste parter):

Ash/s*bc= Ash/100*5500.0035 Ash192.5

s {160; 125 mm; 112}



s= 200.96*300*465*1/231*103=121mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s {240; 200}



s= 200.96*300*465*1/231*103=121mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*150=0.0037 Story 2


MRdb/MRdc=322/824=0.39

Mrdc,jos=412 kNm

Mdc,jos =1.2x412x0.39=193 kNm


MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.39

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.39=193kNm


VEd =164 kNm


Ash/s*bc= Ash/100*5500.0035 Ash192.5

s 112mm



s= 200.96*300*465*1/164*103=171mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s 200mm.



s= 200.96*300*465*1/164*103=171mm

Alegem s=150mm

e= Ash/bw*s=200.96/550*150=0.0024 Story 3


MRdb/MRdc=274/824=0.33

Mrdc,jos=412 kNm

Mdc,jos =1.2x412x0.33=163 kNm


MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.33

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.33=163kNm


VEd =139 kNm


Ash/s*bc= Ash/100*5500.0035 Ash192.5

s 112mm



s= 200.96*300*465*1/139*103=202mm

Alegem s=100mm

e= Ash/bw*s=200.96/550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s 200mm.



s= 200.96*300*465*1/139*103=202mm

Alegem s=150mm

e= Ash/bw*s=200.96/550*150=0.0024 Story 4


MRdb/MRdc=274/824=0.33

Mrdc,jos=412 kNm

Mdc,jos =1.2x412x0.33=163 kNm


MRdb/MRdc=322/824=0.39

MRdb/MRdc=0.33

Mrdc,sus=412 kNm

Mdc,sus = 1.24120.33=163kNm


VEd =139 kNm


Ash/s*bc= Ash/100*5500.0035 Ash192.5

s 112mm



s= 200.96*300*465*1/139*103=202mm

Alegem s=100mm

e= Ashbw*s=200.96*550*100=0.0037


Ash/s*bc= Ash/100*5500.0015 Ash82.5

s 200mm.



s= 200.96*300*465*1/139*103=202mm

Alegem s=150mm

e= Ash/bw*s=200.96/550*150=0.0024

Verificarea nodurilor de cadru Valoarea de proiectare a fortei taietoare in nod se stabileste corespunzator situatiei plastificarii grinzilor care intra in nod, pentru cel mai defavorabil sens al actiunii seismice.-pentru noduri centrale: Vjhd=Rd(As1+As2)fyd-Vc;

As1, As2 ~ ariile armaturilor intinse, in sectiunile grinzii situate de o parte si

de alta a nodului;Vc ~ forta taietoare din stalpul de deasupra nodului, corespunzatoare combinatiei de incarcare

considerate

Rd = 1.1 ~ factor de suprarezistent;bj = min{bc; (bw+0,5hc)} = min{550mm; 575mm} = 550mm

~ latimea de calcul a nodului

Vjhd0.3*bj*hc*fcd

In nod se va prevedea suficienta armatura transversala pentru a asigura integritatea acestuia, dupa fisurarea inclinata. In acest scop armatura transversala, Ash, se va dimensiona pe baza relatiei:

Ashfywd 0.8(As1+ As2)fyd Rd (1 - 0.8d)

d ~ forta axiala adimensionala din stalpul inferior

d=N/bc*d*fcdAv2/3Ash Cadrul transversal ax C

+3.70Vc=99.23 kN;N=1486.27 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN Vjhd=1.1(1472+763)x300-99.23=638 kN Vjhd=638 kN

Vjhd(638 kN) ( 1513 kN)d=N/bc*d*fcd

d=1486.27/550*515*16.67=0.314 d=0.314

Ash*300 0.8(1472+ 763)300 1.1x (1 - 0.80.314)

Ash1473mm2

Av=216=402 mm2Av2/3*1472402 mm2981 mm2 Se verificaAlegem s=100mm


Ash=5*4*A( 10mm) Ash=5*4*78.5=1570 mm2Ash=1570 mm2 +6.60

Vc=72.97 kN;

N=1111.45 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1472+763)x300-72.97=665 kN

Vjhd=665 kN

Vjhd(665 kN) ( 1513 kN)

d=N/bc*d*fcd

d=1111.45/550*515*16.67=0.235 d=0.235Ash*300 0.8(1472+ 763)300 1.1x (1 - 0.80.235)

Ash1597mm2

Av=216=402 mm2Av2/3*1809402 mm21206 mm2 Se verifica

Alegem s=100mm



Vc=47.76 kN;

N=745.83 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1140+763)x300-47.76=580 kN

Vjhd=580 kN

Vjhd(580 kN) ( 1513 kN)

d=N/bc*d*fcd

d=745.83/550*515*16.67=0.158 d=0.158Ash*300 0.8(1140+ 763)3001.1x (1 - 0.80.158)

Ash1463mm2


Alegem s=100mm


Ash=5*4*A( 10mm) Ash=5*4*78.5=1570 mm2Ash=1570 mm2

+12.40

Vc=0 kN;

N=382.56 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1140+763)x300-0=628 kN

Vjhd=628 kN

Vjhd(628 kN) ( 1513 kN)

d=N/bc*d*fcd

d=382.56/550*515*16.67=0.0.81 d=0.081Ash*300 0.8(1140+ 763)3001.1x (1 - 0.80.081)

Ash1566mm2


Alegem s=100mm




+3.70

Vc=85.0 kN;

N=1486.27 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1472+763)x300-85.0=653 kN

Vjhd=653 kN

Vjhd(653 kN) ( 1513 kN)

d=N/bc*d*fcd

d=1486.27/550*515*16.67=0.314 d=0.314

Ash*300 0.8(1472+ 763)300 1.1x (1 - 0.80.314)

Ash1473mm2


Alegem s=100mm



+6.60

Vc=64.17 kN;

N=1111.45 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1472+763)x300-64.17=673 kN

Vjhd=673 kN

Vjhd(673 kN) ( 1513 kN)

d=N/bc*d*fcd

d=1111.45/550*515*16.67=0.235 d=0.235

Ash*300 0.8(1472+ 763)300 1.1x (1 - 0.80.235)

Ash1597mm2


Alegem s=100mm



Vc=38.92 kN;

N=745.83 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1140+763)x300-38.92=589 kN

Vjhd=589 kN

Vjhd(589 kN) ( 1513 kN)

d=N/bc*d*fcd

d=745.83/550*515*16.67=0.158 d=0.158

Ash*300 0.8(1140+ 763)3001.1x (1 - 0.80.158)

Ash1463mm2


Alegem s=100mm



+12.40

Vc=0 kN;

N=382.56 kN

Vjhd0.3*bj*hc*fcd

Vjhd0.3*550*550*16.67

Vjhd1513kN

Vjhd=1.1(1140+763)x300-0=628 kN

Vjhd=628 kN

Vjhd(628 kN) ( 1513 kN)

d=N/bc*d*fcd

d=382.56/550*515*16.67=0.0.81 d=0.081

Ash*300 0.8(1140+ 763)3001.1x (1 - 0.80.081)

Ash1566mm2


Alegem s=100mm



Calculul si armarea placii de nivel curent Tipul 1 de placa

q = 12.31kN/mq/12(3lmax-lmin)lmin = 2(M1+M2)+ M1'+M2'+M1''+M2''

= ly/lx = 6.20/6.20 = 1 => M1/M2 (0.9; 1.1)

Aleg M1/M2 = 1 => M1 = M2 Laturile adiacente sunt egale M1/ M1'=0.5

M1=0.5 M1'

M2=0.5 M2'

12.31/12(36.2-6.2)6.2 =8M1

M1=61.12 kN*mM1(m)= M1/ly M1(m)=61.12/6.20=9.86 kN*m/m

M1(m)=9.86 kN*m/m

M1'=9.86*2=19.72 kN*m/m Pe reazemele exterioare ale placii se dispune armatura corespunzatoare unui moment M = ql/24. Astfel, avem:

pt. l = 6.2m => M1'' = 12.316.2/24 = 19.72 kN*m =>

M1''= 3.18 kN*m/m

12.31/12(36.2-6.2)6.2 =8M1

M2=61.12 kN*m

M2(m)= M2/lx M1\2(m)=61.12/6.20=9.86 kN*m/m

M2(m)=9.86 kN*m/m

M2'=9.86*2=19.72 kN*m/m

M2''= 3.18 kN*m/m Tipul 2 de placa

q = 12.31kN/m

q/12(3lmax-lmin)lmin = 2(M1+M2)+ M1'+M2'+M1''+M2''

= ly/lx = 6.20/6.20 = 1 => M1/M2 (0.9; 1.1)

Aleg M1/M2 = 1 => M1 = M2

Laturile adiacente sunt egale M1/ M1'= M1/ M1'' =0.5

M1=0.5 M1' M1=0.5 M1''

M2=0.5 M2'

12.31/12(36.2-6.2)6.2 =10M1

M1=48.9 kN*m

M1(m)= M1/ly M1(m)48.9/6.20=7.9 kN*m/m

M1(m)=7.9kN*m/m

M1'=7.9*2=15.8 kN*m/m

M1''=7.9*2=15.8 kN*m/m 12.31/12(36.2-6.2)6.2 =8M1

M2=61.12 kN*m

M2(m)= M2/lx M2(m)=61.12/6.20=9.86 kN*m/m

M2(m)=9.86 kN*m/m

M2'=9.86*2=19.72 kN*m/m

Pe reazemele exterioare ale placii se dispune armatura corespunzatoare unui moment M = ql/24. Astfel, avem:

pt. l = 6.2m => M2'' = 12.316.2/24 = 19.72 kN*m =>

M2''= 3.18 kN*m/m Pe reazemele exterioare ale placii se dispune armatura corespunzatoare unui moment M = ql/24. Astfel, avem:

pt. l = 6.2m => M = 12.316.2/24 = 19.72 kN*m => M1''= 3.183.18 kN*m/m

kN*m/m In camp se prevad intre 5 si 12 bare de armature cu diametrul minim 6 mm.

Schema momente kN*m

Schema momente kN*m/m

d1 = hsl-c-/2 = 150-15-10/2 = 130 mm

d2 = hsl-c-/2 = 150-15-10-10/2 = 120 mm Tipul 1 de placa -Camp

As = M/(0.9dfyd) [mm/m]As(M1) = (9.8610)/(0.913030010) = 281 mm/m => 510 = 393 mm

As(M2) = (9.8610)/(0.912030010) = 304 mm/m => 510 = 393 mm

Reazeme

As(M1') = (19.7210)/(0.913030010) = 562 mm/m => 1010 = 785 mm

As(M1'') = (3.1810)/(0.913030010) = 91 mm/m => 510 = 393 mmAs(M2') = (19.7210)/(0.913030010) = 562 mm/m => 1010 = 785 mm

As(M2'') = (3.1810)/(0.912030010) = 98 mm/m => 510 = 393 mm

Tipul 2 de placa

-Camp

As = M/(0.9dfyd) [mm/m]

As(M1) = (15.810)/(0.913030010) = 225 mm/m => 58 = 251 mm

As(M2) = (9.8610)/(0.912030010) = 304 mm/m => 510 = 393 mm

Reazeme

As(M1') = (15.810)/(0.913030010) = 450 mm/m => 1010 = 785 mm

As(M1'') = (19.7210)/(0.913030010) = 562 mm/m => 1010 = 785 mm

As(M2') = (3.1810)/(0.912030010) = 98 mm/m => 510 = 393mm

As(M2'') = (19.7210)/(0.912030010) = 609 mm/m => 1010 = 785 mm Calcul fundatii

Fundatiile vor fi de tip talpa continua sub pereti structurali de beton armatpconv.=350 KPatg=[2/3;1]

Alegem :tg=45

pef.=N/A pconv.N=NGF+ Npereti+ Nplaca cota +0.00+ Nplaca cota -2.60+ NfundatieNGF=27848 kN (Etabs);Npereti=[(27*0.3*5.65*2.45)+18*0.55*0.55*2.45)]*25=3137 kN;Nplaca cota +0.00=12.31 kN/m*409m2=5035 kN;Nplaca cota -2.60=6.5 kN/m*409m2=2659 kN;

Nfundatie=[(83*0.80*0.50)+(78*1.30*0.50)]*25=2098 kN;

N=27848+3137+5035+2659+2098=40777 kN; N=40777 kN pef.=40777 kN /(83*0.80+78*1.30) 350 kPa pef.=243 kPa ) 350 kPa Verificare- in grupare speciala

Pmax.= NGS/A+M/W 1.4 pconv.Pmin..= NGS/A-M/W>0Verificarea se va face pentru un stalp marginal si pentru un stalp central Pentru stalp marginal:

NGS= NGS(Etabs)+ NGS(placa+0.00+ placa-2.60+pereti+fundatie)NGS(Etabs)=997 kN;

NGS(placa+0.00)=21.0*7.52=158 kN;

NGS(placa-2.60)=21.0*4.17=88 kN;

NGS(pereti)=[(0.3*2.45*6.20)+(0.55*0.55*2.45)]*25=133 kN;NGS(fundatie)=63 kN;

NGS=997+158+88+133+63=1439 kN;NGS=1439 kN;

A=6.82 m2;VEd=231 kN;M= VEd*3.1=231*3.1=716 kN;

Mf=MRd+M=702+716=1418;

W=1.1*6.22/6=7.01m3;

Pmax.= 1439/6.82+1418/7.01 1.4 pconv.

Pmax.=454kPa490 kPa ; Verifica Pmin.= 1439/6.82-1418/7.01 1.4 pconv.

Pmin.=8kPa>0 ; Verifica

Pentru stalp central:

NGS= NGS(Etabs)+ NGS(placa+0.00+ placa-2.60+pereti+fundatie)

NGS(Etabs)=997 kN;

NGS(placa+0.00)=42*7.52=316 kN;

NGS(placa-2.60)=42.0*4.17=175 kN;

NGS(pereti)=[(0.3*2.45*6.20)+(0.55*0.55*2.45)]*25=133 kN;NGS(fundatie)=63 kN;

NGS=997+316+175+133+63=1684 kN;

NGS=1684 kN;

A=13.02 m2;

VEd=231 kN;

M= VEd*3.1=231*3.1=716 kN;

Mf=MRd+M=702+716=1418;

W=2.1*6.22/6=13.45m3;

Pmax.= 1684/13.02+1418/13.45 1.4 pconv.

Pmax.=235kPa490 kPa ; Verifica

Pmin.= 1684/13.02-1418/8.13.45 1.4 pconv.

Pmin.=23 kPa>0 ; Verifica

PROIECT BETON STRUCTURA CADRE BETON ARMAT

Documents

Transcript of PROIECT BETON STRUCTURA CADRE BETON ARMAT