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Calculul raportului Mrb/Medb pentru tronsonul 2 de stlp, E1
Seism ST-DR
MRb 3 156.4 kN m 3 269.5 kN m+ 1277.7 kN m=:= MEdb 110 218+ 110+ 214.5+ 123.3+ 222.5+( ) kN m 998.3kN m=:=
MRb MEdb
1.28=
Seism DR-ST
MRb 3 156.4 kN m 3 269.5 kN m+ 1277.7 kN m=:= MEdb 223.6 123.2+ 215.5+ 112+ 219.7+ 110.2+( ) kN m 1004.2kN m=:=
MRb MEdb
1.272=
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Calculul raportului Mrb/Medb pentru tronsonul de stlp E2 si E3
Seism ST-DR
MRb 3 108.2 kN m 3 182.3 kN m+ 871.5 kN m=:= MEdb 49.7 166.35+ 68.3+ 171.65+ 74.4+ 174.3+( ) kN m 704.7kN m=:=
MRb MEdb
1.237=
Seism DR-ST
MRb
3 108.2 kN m 3 182.3 kN m+ 871.5 kN m=:= MEdb 176.16 74.6+ 173.4+ 70.4+ 168.4+ 50.35+( ) kN m 713.31kN m=:=
MRb MEdb
1.222=
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Calculul ariilor de armtur longitudinal
Caracteristicile sectiunii c 1.2:= s 1:= combinatie seismich 500mm:= b 500mm:=
f ck 25 N
mm 2:= f cd 20.8
N
mm 2:= f ctm 2.6
N
mm 2:=Beton C25/30
f yd 345 N
mm 2:=O el PC52
Clasa de ductilitate medie M Rd 1.2:=
Acoperirea cu beton
max 20mm:= cmin max 20mm=:= cdev 10mm:=
cnom cmin cdev+ 30mm=:= ds cnomcmin
2+ 40mm=:=
d h ds 460mm=:= hs h 2 ds 420mm=:=
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Tronsonul 1- Parter -ST50x50
Momentele 1 si 4 provin din Seism ST-DRMomentele 2 si 3 provin din Seism DR-ST
MEd1 203.3kN m:= MEd2 203.6kN m:= NEd1 850kN:=
e0 20mm=MEd4 159.3kN m:= MEd3 160kN m:=
MEdc1 MEd1 NEd1 e0+( ) 225.673 kN m=:=Md1 Rd MEdc1 1.107 299.78kN m=:=
xmin 1.882 ds 75.28mm=:=x1 NEd1
0.8 b f cd 102.163mm=:=
Asc1Md1 NEd 0.5 h 0.4 x1( )
f yd 0.5 h ds( ) x1 xminif
Md1 NEd 0.5 h ds( )f yd 0.5 h ds( )
x1 xmin
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MEdc2 MEd2 NEd1 e0+( ) 225.98 kN m=:=
Md2 Rd MEdc2 1.106 299.92kN m=:=
xmin 1.882 ds 75.28mm=:=x1 NEd1
0.8 b f cd 102.163mm=:=
Asc2Md2 NEd1 0.5 h 0.4 x1( )
f yd 0.5 h ds( ) x1 xminif
Md2 NEd1 0.5 h ds( )f yd 0.5 h ds( )
x1 xmin
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MEdc2 MEd2 NEd2 e0+( ) 177.035 kN m=:=
Md2 Rd MEdc2 1.27 269.8kN m=:=
xmin 1.882 ds 75.28mm=:=x2 N
Ed0.8 b f cd
132.572mm=:=
Asc2Md2 NEd2 0.5 h 0.4 x2( )
f yd 0.5 h ds( ) x2 xminif
Md2 NEd2 0.5 h ds( )f yd 0.5 h ds( )
x2 xmin
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Tronsonul 3-Etaj 2 -ST50x50
Momentele 1 si 4 provin din Seism ST-DRMomentele 2 si 3 provin din Seism DR-ST
MEd1 115.8kN m:= MEd2 106.85kN m:= NEd3 447.5kN:=
MEd4 132.607kN m:= MEd3 121.45kN m:= e0 20mm=
MEdc1 MEd1 NEd3 e0+( ) 127.793 kN m=:=Md1 Rd MEdc1 1.237 189.7kN m=:=
xmin 1.882 ds 75.28mm=:=x3 NEd3
0.8 b f cd 53.786mm=:=
Asc1Md1 NEd3 0.5 h 0.4 x3( )
f yd 0.5 h ds( ) x3 xminif
Md1 NEd3 0.5 h ds( )f yd 0.5 h ds( )
x3 xmin
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MEdc2 MEd2 NEd3 e0+( ) 118.624 kN m=:=
Md2 Rd MEdc2 1.222 173.95kN m=:=
xmin 1.882 ds 75.28mm=:=x3 NEd3
0.8 b f cd 53.786mm=:=
Asc2Md2 NEd3 0.5 h 0.4 x3( )
f yd 0.5 h ds( ) x3 xminif
Md2 NEd3 0.5 h ds( )f yd 0.5 h ds( )
x3 xmin
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Tronsonul 4-Etaj 3 -ST50x50
Momentele 1 si 4 provin din Seism ST-DRMomentele 2 si 3 provin din Seism DR-ST
MEd1 61.34kN m:= MEd2 54.67kN m:= NEd4 230.7kN:=
MEd4 74.37kN m:= MEd3 74.3kN m:= e0 20mm=
MEdc1 MEd1 NEd4 e0+( ) 67.563 kN m=:=Md1 Rd MEdc1 1.237 100.29kN m=:=
xmin 1.882 ds 75.28mm=:=x4 NEd4
0.8 b f cd 27.728mm=:=
Asc1Md1 NEd4 0.5 h 0.4 x4( )
f yd 0.5 h ds( ) x4 xminif
Md1 NEd4 0.5 h ds( )f yd 0.5 h ds( )
x4 xmin
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MEdc2 MEd2 NEd e0+( ) 78.601 kN m=:=
Md2 Rd MEdc2 1.222 115.26kN m=:=
xmin 1.882 d s 75.28mm=:=x4 N
Ed40.8 b f cd
27.728mm=:=
Asc2Md2 NEd4 0.5 h 0.4 x4( )
f yd 0.5 h ds( ) x4 xminif
Md2 NEd4 0.5 h ds( )f yd 0.5 h ds( )
x4 xmin
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Armare efectiv
Conform prevederilor constructive pentru stlpi din P100-2006 pentruasigurarea ductilit ii locale, coecientul de armare longitudinal total va cel pu in 0,008 i cel mult 0,04.
min 0.008:= max 0.04:=
Asc.min min b h 2000mm2=:= Asc.max max b h 10000mm
2=:=
Deoarece aria maxim rezultat din calcul in toate tronsoanele este 1954 mm 2si reprezint aria de armtur dispus simetric pe ambele par i, rezult oarmtura efectiv 4 20+618 (As=2774mm 2) pentru tronsoanele 1,2 si o
armatura efectiva 10 18 (As=2540 mm 2) pentru tronsoanele 3,4
Arie de armtur efectiv TR 1,2- 4 20+618 PC52 Asc.tot1 2774mm2:=
Arie de armtur efectiv TR 3,4- 10 18 PC52 Asc.tot2 2540mm2:=
Asc.tot aria de armtur longitudinal total pe o directie dispusa simetric
Calculul momentelor capabile
Tronson 1-Parter
x1 102.163mm= NEd1 1110kN:= xmin 75.28mm= x1 xmin>
MRc1 NEd1 0.5 h 0.4 x1( ) Asc.tot1 f yd 0.5 h ds( )+ x1 xminif NEd1 Asc.tot1 f yd+( ) 0.5 h ds( ) x1 xmin
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Tronson 3-Etaj 2
x3 53.786mm= NEd3 524kN:= xmin 75.28mm= x3 xmin>
MRc3 NEd3 0.5 h 0.4 x3( ) Asc.tot2 f yd 0.5 h ds( )+ x3 xminif NEd3 Asc.tot2 f yd+( ) 0.5 h ds( ) x3 xmin
MRc4 NEd4 0.5 h 0.4 x4( ) Asc.tot2 f yd 0.5 h ds( )+ x4 xminif NEd4 Asc.tot2 f yd+( ) 0.5 h ds( ) x4 xmin
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Dimensionarea la for e tietoare
For a tietoare de proiectare Vdc se determin din echilibrul stlpului peecare nivel, cnd la extremita i se consider momentele capabile cecorespund formrii articula iilor plastice ce apar n grinzile sau stlpii conecta iin nod.
Mdc.i Rd MRc.i MRb MRc
:= MRc.i Rd 1.0:= clas ductilitate M
MRc.i valoarea de proiectare a momentului capabil la extremitatea icorespunztoare sensului seismului
MRb valoarea momentelor capabile de la capetele grinzilor
MRc valoarea momentelor capabile de la capetele stlpilor, stabilite pe baza
valorilor for elor axiale din situa ia corespunztoare sensului consideratal ac iunii seismice
VdcMdc1 Mdc2+
lcl:=
Mdc1
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Condi ii pentru armtura transversal la stlpi ncadra i in clasa M
Distan a dintre etrieri
175mm 8 16 mmsw min dintre 520
2
sw.max 128mm:=
coecient de armare transversal n zona critic a stlpilor de la bazarespectiv restul zonelor critice de la celelalte niveluri
w.min1 0.0035:= w.min2 0.0025:=
Tronsonul 1-Parter
lcl 3.1m:= 1 nod inferior, 2 nod superior
MRb1 0:=
MRc1 MRc1 433.12kN m=:=
MRb2 269.5 154.4+( ) kN m 423.9kN m=:=
MRc2 MRc1 MRc2+ 819.989 kN m=:=
Mdc1 Rd MRc1 1 433.12kN m=:=
Mdc2 Rd MRc1 MRb2 MRc2
223.903 kN m=:=
Vdc1Mdc1 Mdc2+
lcl211.941kN=:=
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Dimensionarea armturii transversale
CRd.c0.18
c
0.15=:= k 1 200mmd
+ 1.66=:= k 2< condi ie ndeplinit
Asl 2512mm2:= l
Asl
b d 0.0109=:= l 0.02< condi ie ndeplinit
cp1103 10 3
500 500 4.412=:= k 1 0.15:=
VRd.c CRd.c k k 1 cp 100 l f ck mm2
N+
1
3
b d N
mm 2 173.77kN=:=
VRd.c.min 0.035 k 1.5 f ck
mm 2
N
0.5 b d
N
mm 2 86.037kN=:=
VRd.c VRd.c.min>
Dimensionarea armturii transversale din zona critic
VEd Vdc1 211.94kN=:= VEd VRd.c> z 0.9 d 414mm=:=
Se calculeaza etrierii necesariAsw - aria sectiuniiarmaturii transversaleAsw
sw
.necVEd
z f ywd:= Sef
Asw.ef
Asw
sw
.nec
:=Sw - distan a ntre etrieri
etrieri o el PC52 f ywd 345 N
mm 2:=
Se impune 8mm:= - diamentrul etrierilor
n brate 4:= A1.etr 50.3mm2
:=Asw n brate A1.etr 201.2 mm
2=:= Sef Asw z f ywd( )
VEd135.591 mm=:=
Se alege 8 /10cm 80mm < S ef < 128mm, M50 => sw 100mm:=
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Armtur transversal format din 2 etrieri (4 bra e) 8/10 PC52
w w.min>w
Asw
b sw 0.00402=:=
Tronsonul 2-Etaj 1
lcl 2.6m:= 1 nod inferior, 2 nod superior
MRb1 269.5 154.4+( ) kN m 423.9kN m=:=
MRc1 MRc1 MRc2+ 819.99 kN m=:=
MRb2 269.5 154.4+( ) kN m 423.9kN m=:=
MRc2 MRc2 MRc3+ 680.936 kN m=:=
Mdc1 Rd MRc2 MRb1 MRc1
200kN m=:=
Mdc2 Rd MRc2 MRb2 MRc2
240.84 kN m=:=
Vdc2Mdc1 Mdc2+
lcl169.552kN=:=
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Dimensionarea armturii transversale
CRd.c0.18
c0.15=:= k 1
200mm
d+ 1.66=:= k 2< condi ie ndeplinit
Asl 2412mm2:= l
Asl
b d 0.0105=:= l 0.02< condi ie ndeplinit
cp810 10 3
500 500 3.24=:= k 1 0.15:=
VRd.c
CRd.c
k k 1
cp
100 l f
ck
mm2
N+
1
3
b d N
mm 2 171.115kN=:=
VRd.c.min 0.035 k 1.5 f ck
mm 2
N
0.5
b d N
mm 2 86.037kN=:=
VRd.c VRd.c.min> VRd.c Vdc1> armare din condi ii constructive
Dimensionarea armturii transversale
sw 120mm:= Asw.min w.min2 b sw 150mm2
=:=
Se impune 8mm:= - diamentrul etrierilor
n brate 4:= A1.etr 50.3mm2:=
Asw n brate A1.etr 201.2 mm2=:=
Armtur transversal format din 2 etrieri (4 bra e) 8/12 PC52
w 0.0025>wAsw b sw
0.0034=:=
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Tronsonul 3-Etaj 2
lcl 2.6m:= 1 nod inferior, 2 nod superior
MRb1 269.5 154.4+( ) kN m 423.9kN m=:=
MRc1 MRc2 MRc3+ 680.94 kN m=:=
MRb2 182.3 108.2+( ) kN m 290.5kN m=:=
MRc2 MRc3 MRc4+ 531.342 kN m=:=
Mdc1 Rd MRc3 MRb1 MRc1
183.06 kN m=:=
Mdc2 Rd MRc3 MRb2 MRc2
160.77 kN m=:=
Vdc3Mdc1 Mdc2+
lcl132.244kN=:=
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Dimensionarea armturii transversale
CRd.c0.18
c0.15=:= k 1 200mm
d+ 1.66=:= k 2< condi ie ndeplinit
Asl 2412mm2:= l
Asl
b d 0.0105=:= l 0.02< condi ie ndeplinit
cp520 10 3
500 500 2.08=:= k 1 0.15:=
VRd.c CRd.c k k 1 cp 100 l f ck mm2
N+
1
3 b d
N
mm 2 170.742kN=:=
VRd.c.min 0.035 k 1.5 f ck
mm 2
N
0.5
b d N
mm 2 86.037kN=:=
VRd.c VRd.c.min> VRd.c Vdc3> armare din condi ii constructive
Dimensionarea armturii transversale
sw 120mm:= Asw.min w.min2 b sw 150mm2=:=
Se impune 8mm:= - diamentrul etrierilor
n brate 4:= A1.etr 50.3mm2:=
Asw n brate A1.etr 201.2 mm2=:=
Armtur transversal format din 2 etrieri (4 bra e) 8/12 PC52
w 0.0025>wAsw
b sw 0.0034=:=
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Tronsonul 4-Etaj 3
lcl 2.6m:= 1 nod inferior, 2 nod superior
MRb1 182.3 108.2+( ) kN m 290.5kN m=:=
MRc1 MRc3 MRc4+ 531.34 kN m=:=
MRb2 182.3 108.2+( ) kN m 290.5kN m=:=
MRc2 MRc4 237.279kN m=:=
Mdc1 Rd MRc4 MRb1 MRc1
129.73 kN m=:=
Mdc2 Rd MRc4 1 237.28kN m=:=
Vdc3Mdc1 Mdc2+
lcl
141.156kN=:=
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Calculul raportului Mrb/Medb pentru tronsonul 1 de stlp, P
Seism ST-DR
MRb 3 156.4 kN m 3 269.5 kN m+ 1277.7 kN m=:= MEdb 149 250+ 126.9+ 231.5+ 146.58+ 250.5+( ) kN m 1154.48kN m=:=
MRb MEdb
1.107=
Seism DR-ST
MRb 3 156.4 kN m 3 269.5 kN m+ 1277.7 kN m=:= MEdb 250.35 146.3+ 231.3+ 128.5+ 250.1+ 148.74+( ) kN m 1155.29kN m=:=
MRb MEdb
1.106=
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Calculul raportului Mrb/Medb pentru tronsonul 2 de stlp, E1
Seism ST-DR
MRb 3 156.4 kN m 3 269.5 kN m+ 1277.7 kN m=:= MEdb 110 218+ 110+ 214.5+ 123.3+ 222.5+( ) kN m 998.3kN m=:=
MRb MEdb
1.28=
Seism DR-ST
MRb 3 156.4 kN m 3 269.5 kN m+ 1277.7 kN m=:= MEdb 223.6 123.2+ 215.5+ 112+ 219.7+ 110.2+( ) kN m 1004.2kN m=:=
MRb MEdb
1.272=
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Calculul raportului Mrb/Medb pentru tronsonul 3 de stlp E2
Seism ST-DR
MRb 3 108.2 kN m 3 182.3 kN m+ 871.5 kN m=:= MEdb 49.7 166.35+ 68.3+ 171.65+ 74.4+ 174.3+( ) kN m 704.7kN m=:=
MRb MEdb
1.237=
Seism DR-ST
MRb 3 108.2 kN m 3 182.3 kN m+ 871.5 kN m=:= MEdb 176.16 74.6+ 173.4+ 70.4+ 168.4+ 50.35+( ) kN m 713.31kN m=:= MRb MEdb
1.222=
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Calculul ariilor de armtur longitudinal
Caracteristicile sectiunii c 1.2:= s 1:= combinatie seismich 500mm:= b 500mm:=
f ck 25 Nmm 2
:= f cd 20.8 Nmm 2
:= f ctm 2.6 Nmm 2
:=Beton C25/30
f yd 345 N
mm 2:=O el PC52
Clasa de ductilitate medie M Rd 1.2:=
Acoperirea cu beton
max 20mm:= cmin max 20mm=:= cdev 10mm:=
cnom cmin cdev+ 30mm=:= ds cnomcmin
2+ 40mm=:=
d h ds 460mm=:= hs h 2 ds 420mm=:=
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Tronsonul 1- Parter -ST50x50
Momentele 1 si 4 provin din Seism ST-DRMomentele 2 si 3 provin din Seism DR-ST
MEd1 193kN m:= MEd2 170kN m:= NEd1 345kN:=e0 20mm=MEd4 90.35kN m:= MEd3 138.7kN m:=
MEdc1 MEd1 NEd1 e0+( ) 204.776 kN m=:=Md1 Rd MEdc1 1.107 272.02kN m=:=
xmin 1.882 ds 75.28mm=:=x1 NEd1
0.8 b f cd
41.466mm=:=
Asc1Md1 NEd 0.5 h 0.4 x1( )
f yd 0.5 h ds( ) x1 xminif
Md1 NEd 0.5 h ds( )f yd 0.5 h ds( )
x1 xmin
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MEdc2 MEd2 NEd1 e0+( ) 181.215 kN m=:=
Md2 Rd MEdc2 1.106 240.51kN m=:=
xmin 1.882 ds 75.28mm=:=x1 NEd1
0.8 b f cd 41.466mm=:=
Asc2Md2 NEd1 0.5 h 0.4 x1( )
f yd 0.5 h ds( ) x1 xminif
Md2 NEd1 0.5 h ds( )f yd 0.5 h ds( )
x1 xmin
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Asc4Md4 NEd1 0.5 h 0.4 x1( )
f yd 0.5 h ds( ) x1 xminif
Md4 NEd1 0.5 h ds( )f yd 0.5 h ds( )
x1 xmin
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Asc1Md1 NEd2 0.5 h 0.4 x2( )
f yd 0.5 h ds( ) x2 xminif
Md1 NEd2 0.5 h ds( )f yd 0.5 h ds( )
x2 xmin
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xmin 1.882 ds 75.28mm=:=x3 NEd3
0.8 b f cd 25.3mm=:=
Asc1
Md1 NEd3 0.5 h 0.4 x3( )f yd 0.5 h ds( ) x3 xminif
Md1 NEd3 0.5 h ds( )f yd 0.5 h ds( )
x3 xmin
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Md4 Rd MEdc4 1.237 185.22kN m=:=
xmin 1.882 d s 75.28mm=:=x3 NEd3
0.8 b f cd 25.3mm=:=
Asc4Md4 NEd3 0.5 h 0.4 x3( )
f yd 0.5 h ds( ) x3 xminif
Md4 NEd3 0.5 h ds( )f yd 0.5 h ds( )
x3 xmin
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Tronson 2-Etaj 1
x2 34.075mm= NEd2 512kN:= xmin 75.28mm=
MRc2
NEd2
0.5 h 0.4 x2
( )
Asc.tot1
f yd
0.5 h ds
( )
+ x2
xmin
if
NEd2 Asc.tot1 f yd+( ) 0.5 h ds( ) x2 xmin
MRc3 NEd3 0.5 h 0.4 x3( ) Asc.tot2 f yd 0.5 h ds( )+ x3 xminif NEd3 Asc.tot2 f yd+( ) 0.5 h ds( ) x3 xmin
MRc4 NEd4 0.5 h 0.4 x4( ) Asc.tot2 f yd 0.5 h ds( )+ x4 xminif NEd4 Asc.tot2 f yd+( ) 0.5 h ds( ) x4 xmin
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Dimensionarea la for e tietoare
For a tietoare de proiectare Vdc se determin din echilibrul stlpului peecare nivel, cnd la extremita i se consider momentele capabile cecorespund formrii articula iilor plastice ce apar n grinzile sau stlpii conecta iin nod.
Mdc.i Rd MRc.i MRb MRc
:= MRc.i Rd 1.0:= clas ductilitate M
M valoarea de proiectare a momentului capabil la extremitatea i40
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. corespunztoare sensului seismului
MRb valoarea momentelor capabile de la capetele grinzilor
MRc valoarea momentelor capabile de la capetele stlpilor, stabilite pe bazavalorilor for elor axiale din situa ia corespunztoare sensului considerat
al ac iunii seismice
VdcMdc1 Mdc2+
lcl:=
Mdc1
Condi ii pentru armtura transversal la stlpi ncadra i in clasa M
Distan a dintre etrieri175mm 8 16 mmsw min dintre
520
2
sw.max 128mm:=
coecient de armare transversal n zona critic a stlpilor de la bazarespectiv restul zonelor critice de la celelalte niveluri
w.min1 0.0035:= w.min2 0.0025:=
Tronsonul 1-Parter
lcl 3.1m:= 1 nod inferior, 2 nod superior
MRb1 0:=
MRc1 MRc1 359.63kN m=:=
MRb2 269.5 154.4+( ) kN m 423.9kN m=:=
MRc2 MRc1 MRc2+ 677.25 kN m=:=
Mdc1 Rd MRc1 1 359.63kN m=:=
Mdc2 Rd MRc1 MRb2 MRc2
225.094 kN m=:=
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Vdc1Mdc1 Mdc2+
lcl188.619kN=:=
Dimensionarea armturii transversale
CRd.c 0.18 c0.15=:= k 1 200mm
d+ 1.66=:= k 2< condi ie ndeplinit
Asl 2512mm2:= l
Asl
b d 0.0109=:= l 0.02< condi ie ndeplinit
cp712 10 3
500 500 2.848=:= k 1 0.15:=
VRd.c CRd.c k k 1 cp 100 l f ck mm2
N+
1
3
b d N
mm 2 173.283kN=:=
VRd.c.min 0.035 k 1.5 f ck
mm 2
N
0.5
b d N
mm 2 86.037kN=:=
VRd.c VRd.c.min>
Dimensionarea armturii transversale din zona critic
VEd Vdc1 188.62kN=:= VEd VRd.c> z 0.9 d 414mm=:=
Se calculeaza etrierii necesariAsw - aria sectiuniiarmaturii transversaleAsw
sw
.nec
VEd
z f ywd:= Sef
Asw.ef
Asw
sw
.nec
:=Sw - distan a ntre etrieri
etrieri o el PC52 f ywd 345 N
mm 2:=
Se impune 8mm:= - diamentrul etrierilor
n brate 4:= A1.etr 50.3mm2:=
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Asw n brate A1.etr 201.2 mm2=:= Sef
Asw z f ywd( )VEd
152.357 mm=:=
Se alege 8 /10cm 80mm < S ef < 128mm, M50 => sw 100mm:=
Armtur transversal format din 2 etrieri (4 bra e) 8/10 PC52
w w.min>wAsw
b sw 0.00402=:=
Tronsonul 2-Etaj 1
lcl 2.6m:= 1 nod inferior, 2 nod superior
MRb1 269.5 154.4+( ) kN m 423.9kN m=:=
MRc1 MRc1 MRc2+ 677.25 kN m=:=
MRb2 269.5 154.4+( ) kN m 423.9kN m=:=
MRc2 MRc2 MRc3+ 569.268 kN m=:=
Mdc1 Rd MRc2 MRb1 MRc1
198.81 kN m=:=
Mdc2 Rd MRc2 MRb2 MRc2
236.52 kN m=:=
Vdc2
Mdc1 Mdc2+
lcl167.432kN=:=
Dimensionarea armturii transversale
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CRd.c0.18
c0.15=:= k 1 200mm
d+ 1.66=:= k 2< condi ie ndeplinit
Asl 2512mm2:= l
Asl
b d 0.0109=:= l 0.02< condi ie ndeplinit
cp512 10 3500 500
2.048=:= k 1 0.15:=
VRd.c CRd.c k k 1 cp 100 l f ck mm2
N+
1
3
b d N
mm 2 173.033kN=:=
VRd.c.min 0.035 k 1.5 f ck
mm 2
N
0.5
b d N
mm 2 86.037kN=:=
VRd.c VRd.c.min> VRd.c Vdc1> armare din condi ii constructive
Dimensionarea armturii transversale
sw 120mm:= Asw.min w.min2 b sw 150mm2=:=
Se impune 8mm:= - diamentrul etrierilor
n brate 4:= A1.etr 50.3mm2
:=
Asw n brate A1.etr 201.2 mm2=:=
Armtur transversal format din 2 etrieri (4 bra e) 8/12 PC52
w 0.0025>wAsw
b sw 0.0034=:=
Tronsonul 3-Etaj 2lcl 2.6m:= 1 nod inferior, 2 nod superior
MRb1 269.5 154.4+( ) kN m 423.9kN m=:=
MRc1 MRc2 MRc3+ 569.27 kN m=:=
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MRb2 182.3 108.2+( ) kN m 290.5kN m=:=
MRc2 MRc3 MRc4+ 466.536 kN m=:=
Mdc1 Rd MRc3 MRb1 MRc1
187.38 kN m=:=
Mdc2 Rd MRc3 MRb2 MRc2
156.69 kN m=:=
Vdc3Mdc1 Mdc2+
lcl132.337kN=:=
Dimensionarea armturii transversale
CRd.c0.18
c0.15=:= k 1 200mm
d+ 1.66=:= k 2< condi ie ndeplinit
Asl 2512mm2
:= lAsl
b d 0.0109=:= l 0.02< condi ie ndeplinit
cp322 10 3
500 500 1.288=:= k 1 0.15:=
VRd.c CRd.c k k 1 cp 100 l f ck mm2
N+
1
3
b d N
mm 2 172.794kN=:=
VRd.c.min
0.035 k 1.5 f ck
mm 2
N
0.5
b d N
mm 2 86.037kN=:=
VRd.c VRd.c.min> VRd.c Vdc3> armare din condi ii constructive
Dimensionarea armturii transversale
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sw 120mm:= Asw.min w.min2 b sw 150mm2=:=
Se impune 8mm:= - diamentrul etrierilor
n brate
4:= A1.etr
50.3mm 2:=
Asw n brate A1.etr 201.2 mm2=:=
Armtur transversal format din 2 etrieri (4 bra e) 8/12 PC52
w 0.0025>wAsw
b sw 0.0034=:=
Tronsonul 4-Etaj 3
lcl 2.6m:= 1 nod inferior, 2 nod superior
MRb1 182.3 108.2+( ) kN m 290.5kN m=:=
MRc1 MRc3 MRc4+ 466.54 kN m=:=
MRb2 182.3 108.2+( ) kN m 290.5kN m=:=
MRc2 MRc4 214.893kN m=:=
Mdc1 Rd MRc4 MRb1 MRc1
133.81 kN m=:=
Mdc2 Rd MRc4 1 214.89kN m=:=
Vdc3Mdc1 Mdc2+
lcl134.116kN=:=
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Dimensionarea armturii transversale
CRd.c0.18
c0.15=:= k 1 200mm
d+ 1.66=:= k 2< condi ie ndeplinit
Asl 2512mm2:= l
Asl b d
0.0109=:= l 0.02< condi ie ndeplinit
cp230 10 3
500 500 0.92=:= k 1 0.15:=
VRd.c CRd.c k k 1 cp 100 l f ck mm2
N+
1
3
b d N
mm 2 172.679kN=:=
VRd.c.min 0.035 k 1.5 f ck mm 2
N
0.5
b d N
mm 2 86.037kN=:=
VRd.c VRd.c.min> VRd.c Vdc3> armare din condi ii constructive
Dimensionarea armturii transversale
sw 120mm:= Asw.min w.min2 b sw 150mm2=:=
Se impune 8mm:= - diamentrul etrierilor
n brate 4:= A1.etr 50.3mm2:=
Asw n brate A1.etr 201.2 mm2=:=
Armtur transversal format din 2 etrieri (4 bra e) 8/12 PC52
w w.min2>wAsw
b sw 0.0034=:=