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CHECKING EFFECTIVE SECTION INTO SPLICE ZONE
Material Properties
Concrete: f'c = 35 N/mm2 Strength compressive of concrete
Ec = 34 GPa Secant modulus of elasticity
Fy = 412 MPa Yield strength of reinforcement steel
Structural Steel: Fyw = 250 MPa Yield strength - web
Fyf = 250 MPa Yield strength - flange
Fuf = 400 MPa Ultimate strength - flange
Es = 205 GPa Secant modulus of elasticity
n = 6.00 Es/Ec Ratio of Modulus
n = 0.30 Poisson's ratio in elastic stage for the steel
G = 79 GPa Shear Modulus
Geometrical Data of section
d = 1505.00 mm. Total height of Girder
D = 1450 mm height of web Asft = 8750.00
tw = 12 mm thickness web Asw = 17400.00
bf sup = 350 mm width top flange Asfb = 19500.00
tf sup = 25.0 mm thickness top flange 45650.00
bf inf = 650 mm width bottom flange
tf inf = 30.0 mm thickness bottom flange
H total = 1805 mm Total height of composite section
ts = 300 mm thickness deck
L' = 25.00 m. Bridge span
S = 2825.00 mm Distance between girders
Effective width of flanges for shear lag (5.4.1.2. EN)
bo = 220 mm distance between the centers of the outstand shear connectors
To mid span
Le1 = 21250 mm.
b eff = 2825 mm.
Section Properties for Each Stage of Load Ratio for Concrete age-adjusted n L = (1 + y L . j t ) = 2.72
b (mm.) t (mm.) A (mm2
) y Yx A Io + dA2
Ix (mm4
)
Stage Load 1 - (steel girder only)
Top Flange 350.00 25.00 8750.00 1492.50 13059375 7282046633 7282046633
Web 12.00 1450.00 17400.00 755.00 13137000 3579917776 3579917776
Bottom Flange 650.00 30.00 19500.00 15.000 292500 6232080418 6232080418
1505.00 45650 580.26 26488875 17094044828 Inercia respecto del centroide 924.74 939.740
Stage Load 3 - Composite Section (n L for long-time loading)
Girder 45650.00 580.26 26488875 32027383362 32027383362
Slab 173.10 300.00 51930.15 1655.00 85944393 13517302207 13517302207 1805
1805.00 97580 1152.21 112433268 45544685569 924.74 1074.74 1182.214
Stage Load 2 - Composite Section (n for short-time loading)
Girder 45650.00 580.26 26488875 47210893601 47210893601
Slab 470.83 300.00 141250.00 1655.00 233768750 10792382813 10792382813
1805.00 186900 1392.50 260257625 I = 58003276414
Elastic Section Properties
Slab Slab
Section Y (slab)Y (top
midthickness.)
Y (bot.
midthickness) W (slab) W (top midthickness.) W (bot. midthickness)
Steel Girder - 912.24 565.26 - 18738539 30241030
Composite Section (n L ) 652.79 640.29 1137.21 71131340 40049494
Composite Section (n) 412.50 400.00 1377.50 145008191 42107642
Slab Slab
Section Y (slab) Y (top) Y (bottom) Y (slab) W (top) W (bottom)
Steel Girder - 924.74 580.26 - 18485244 29459285
Composite Section (n L ) 652.79 652.79 1152.21 418615655 69769276 39528112
Composite Section (n) 412.50 412.50 1392.50 843684021 140614003 41654058
Beam Beam
Beam Beam
BOLTS PROPERTIES
Tension MinimunRequiered
f Ag As Class 8.8 Class 10.9 Selección
Bolt Resistance for Shear Resistance 1 kN M 12 113.1 84
Bolt Resistance for Slip Resistance 2 kN M 16 201.1 157 91 114
Class fyb fub α. v M 20 314.2 245 142 179
4.6 240 400 0.6 M 22 380.1 303 176 221
4.8 320 400 0.5 M 24 452.4 353 205 257
5.6 300 500 0.6 M 27 572.6 459 267 334
5.8 400 500 0.5 M 30 706.9 561 326 408
6.8 480 600 0.5 M 36 1017.9 817 475 595
8.8 640 800 0.6
Bolt Class: 10.9 fyb = 900 MPa fub = 1000 MPa 10.9 900 1000 0.5 For M 30 Min FP.Cd = 408
CAPACIDAD DE CORTE EN PERNOS CAPACIDAD DE DESLIZAMIENTO EN PERNOSDiameter bolt: M 30 As = 561 mm2
Theoretical Dimension of Hole: 31.60 mm Fub: Resistencia a la tension f(tipo de perno) Pt : Tension minima requerida por el perno (Tabla 6.13.2.8.1)Final Dimension of Hole: 32 mm Ns: Numero de planos de deslizamiento por perno Kh : Factor debido al tamaño del orificio (Tabla 6.13.2.8.2)
Se reduce a 0.80 Rn si la L.conexion > 50 in Ks : Fact. debido a la condicion de la superficie (friccion) (Tabla 6.13.2.8.3)Bolt Capacity for Shear Resistance: Si es perno ASTM A307 varia el 0.48 a 0.38 Ns: Numero de planos de deslizamiento por perno
Manual LRFD 2004 Español pg 218 S6.13.2.7 Manual LRFD 2004 Español pg 219 S6.13.2.8
Manual LRFD 2012 Ingles pg 835 S6.13.2.7 Manual LRFD 2012 Ingles pg 836 S6.13.2.8
Tipo ASTM A490 III Kh 1 Coef.
α. v = 0.5 For Bolt Class d 22 mm Ks (Clase B) 0.5 Coef.
Ab 380.13 mm2 Ns 20 N° planos x Nb
Rn (Corte) 3022 kN Fub 1035 Mpa Pt 221 kN
Nb 10 N° pernos Rn 2210 kN
Ns 20 N° planos x Nb Capacidad 2210 kN
Rn 3777.00 kN
Bolt Capacity for Slip Resistance: φ (reduccion) 0.8 Coef.
Capacidad 3021.60 kN
FP.Cd = 408 kN Design preload force
ks = 1.00
h = 2 Number of the friction surface
gM3 = 1.25
m = 0.3 Class B corresponds to a surface which is cleaned by grit or s
hot blasting and painted with an alkali-zinc silicate paint
Rn (Deslizamiento) 2210 kN SLIP RESISTANCE IS NOT ADVISABLE 0.3927
Design for:
Then: F v.Rd = 2210 kN
SOLO
INTRODUCIR
EN CUADROS
EN BLANCO
Bolt Resistance for Slip Resistance
Fv.Rdv fub A
M2
:=
Fs.Rd
ks
M3
FP.Cd:=
𝑅𝑛 = 0.48 ∗ 𝐴𝑏 ∗ 𝐹𝑢𝑏 ∗ 𝑁𝑠 𝑅𝑛 = 𝐾ℎ ∗ 𝐾𝑠 ∗ 𝑁𝑠 ∗ 𝑃𝑡
GEOMETRICAL DEFINITION OF THE SPLICE
SPLICE IN THE FLANGE:
BOLTS IN THE TOP FLANGE
# total bolts: N b,tf = 12
e1= 90.0 mm.
# bolts per horizontal row : 4 P1= 100.0 mm.
# vertical row: 3 e2= 90.0 mm.
P2= 100.0 mm. In the flange:
BOLTS IN THE BOTTOM FLANGE min max
# total bolts: N b,bf = 24 e1= 36 125
P1= 66 175
# bolts per horizontal row : 4 e2= 36 125
# vertical row: 6 P2= 72 175
Cover Plates dimensions:
Bottom Flange: Top Flange:
Inside: thickness ts_bi = 20.0 mm. ts_ti = 20.0 mm.
width bs_bi = 305.0 mm. bs_ti= 160.0 mm. 650 30
Outside thickness ts_bo = 20.0 mm. ts_bo = 20.0 mm. 25
width bs_bi = 650.0 mm. bs_ti= 350.0 mm.
SPLICE IN THE WEB:
# columns of bolts (vertical): m = 2
# rows of bolts (horizontal): n = 11
Vertical pitch: s = 125.00 mm 1375
Horizontal pitch: g = 100.00 mm In the web: 255
Dist between bolt and edge web beam: e1 = 75 mm min max
e1= 36 96
Cover Plate Web splice: e1 = e2 = 50 mm P1= 66 168
thickness t cp = 10 mm e2= 36 96
h = 1350 mm OK 1450 S = P2= 72 168
50
distance from the centerline of the splice to the centroid of the
connection on the side of the joint under consideration (eccentricity):
Separation between beams: 4 mm
Eccentricity of web group bolt:
e = 127 mm
Xwmax = 50.0 mm.
Ywmax = 625.0 mm.
Dist from g.c. of group bolts to web edge bolt:
X1 = 75.00 mm
Centroidal position for total bolts: Xmax Xmin
web 22 0 0 50.0 mm 50.0 mm
22 0
In the web:
Xcg = 127.0 mm. x_1= 0.00
Ycg = 625.0 mm.
Polar moment of inertia of the web bolt group
From the web: S r2
= 3506250.0 mm2 r wmax = 627.0 mm <° 1.4910r Ip = 3492500 mm2
Summary of Forces Applied in cross-section and combinations 5 - Resumen de Maximas Demandas en la Sección Analizada
Combinations
G1 G2 Q Temp Q1 t
C1 1.35 1.35 0 1.35
C2 1.35 1.35 1.125 1.0125
Peak Internal Forces in the connection section:
In Mid Span:
G1 G2 Q Temp Q1 C1 C2
M (kN-m/beam) 1823 820 751 2991 7606.2 7441.9 6385
V (kN/beam) 82.8 37.8 0.0 405.7 711 573.6
N (kN/beam) 0.0 0.0 0.0 0.0 0 0.0
Forces in ULTIMATE LIMIT STATE: M y,Ed = 7606.24 kN.m Momento de diseño respecto del eje YY (xx para el caso de esta hoja)
V Ed = 710.51 kN N Ed = 0.0 kN Fuerza Cortante de diseño
Ipn mvr
12s2
n2
1-( ) g2
mvr2
1-
+
:=
Stresses due to Forces in ultimate limit state on Gross Steel section
Checking Stresses in the section
In Top Flange of Girder (Compression) In Service State
g M(G1) M(G2) M(Q1) M(Q2 Temp ) s t,s s t ,ser
g .G1 = 1.35 1823.10 133 -99
g .G2 = 1.35 820.30 16 -12
g . Q1 = 1.35 2990.86 29 -21
g .Q2 LT = 0 751.15 0 -5
177.7 -137.0
Stress in the top girder steel s t,s = 178 < 250 MPa OK!
In Bottom Flange of girder (tension) In Service State
g M(G1) M(G2) M(Q1) M(Q2 Temp ) s b,s s b,ser
g .G1 = 1.35 1823.10 84 62
g .G2 = 1.35 820.30 28 21
g . Q1 = 1.35 2990.86 97 72
g .Q2 LT = 0 751.15 0 18
208.5 172.5
Stress in bottom fiber of steel Girder s b,s = 208 < 250 MPa OK!
Stresses in the midthickness of the flanges
In midthickness of the Top Flange of Girder (Compression)
g M(G1) M(G2) M(Q1) M(Q2 Temp ) s t,s s t ,ser
g .G1 = 1.35 1823.10 131 -97
g .G2 = 1.35 820.30 16 -12
g . Q1 = 1.35 2990.86 28 -21
g .Q2 LT = 0 751.15 0 -5
174.8 -134.6
Stress in midthickness of the top steel girder s tf,s = 175 < 250 MPa OK!
In midthickness of the Bottom Flange of girder (tension) In Service State
g M(G1) M(G2) M(Q1) M(Q2 Temp ) s b,s s b,ser
g .G1 = 1.35 1823.10 81 60
g .G2 = 1.35 820.30 28 20
g . Q1 = 1.35 2990.86 96 71
g .Q2 LT = 0 751.15 0 18
204.9 169.6
Stress in midthickness of the bottom steel girder s bf,s = 205 < 250 MPa OK!
Checking Stresses for Effective Section: Section Properties Using Effective Bottom Flange Area of Steel Girder
Ratio for Concrete age-adjusted n L = (1 + y L . j t ) = 2.72
b (mm.) t (mm.) A (mm2
) y Yx A Io + dA2
Ix (mm4
)
Stage Load 1 - (steel girder only)
Top Flange 222.00 25.00 5550.00 1492.50 8283375 4618898150 4618898150
Web 12.00 1450.00 17400.00 755.00 13137000 3579917776 3579917776
Bottom Flange 522.00 30.00 15660.00 15.000 234900 5004839967 5004839967
1505.00 38610 560.87 21655275 13203655893
Stage Load 3 - Composite Section (n L for long-time loading)
Girder 38610.00 560.87 21655275 26704916353 26704916353
Slab 173.10 300.00 51930.15 1655.00 85944393 11694507947 11694507947
1805.00 90540 1188.42 107599668 38399424300
Stage Load 2 - Composite Section (n for short-time loading)
Girder 38610.00 560.87 21655275 39906658414 39906658414
Slab 470.83 300.00 141250.00 1655.00 233768750 8851278262 8851278262
1805.00 179860 1420.13 255424025 I = 48757936676
Elastic Section Properties
Slab Slab
Section Y (slab) Y (top) Y (bottom) Y (slab) W (top) W (bottom)
Beam - 944.13 560.87 - 13984998 23541384
Composite Section (n L ) 1805.00 616.58 1188.42 62278089 32311325
Composite Section (n) 427.50 384.87 1420.13 126686769 34333432
Checking Stresses in the Effective Section
In Top Flange of Girder (Compression) In Service State
g M(G1) M(G2) M(Q1) M(Q2 LT ) s t,s s t ,ser
g .G1 = 1.35 1823.10 176 -130
g .G2 = 1.35 820.30 18 -13
g . Q1 = 1.35 2990.86 32 -24
g .Q2 LT = 0 751.15 0 -6
225.6 -173.1
Stress in the top girder steel s t,s = 226 < 400 MPa OK!
In Bottom Flange of girder (tension) In Service State
g M(G1) M(G2) M(Q1) M(Q2 LT ) s b,s s b,ser
g .G1 = 1.35 1823.10 105 77
g .G2 = 1.35 820.30 34 25
g . Q1 = 1.35 2990.86 118 87
g .Q2 LT = 0 751.15 0 22
256.4 211.8
Stress in bottom fiber of steel Girder s b,s = 256 < 400 MPa OK!
Stresses in the Web 10.75047081
For gross section: Slab Slab
Section Y (slab) Y (top web) Y (bottom web) W (slab) W (top web) W (bottom web)
Beam - 899.74 565.26 - 18998872 30241030
Composite Section (n L ) 616.58 327.79 1137.21 138944707 40049494
Composite Section (n) 384.87 87.50 1377.50 662894588 42107642
Stress in the Top web of Girder (Compression)
g M(G1) M(G2) M(Q1) M(Q2 LT ) s t,s
g .G1 = 1.35 1823.10 129.54
g .G2 = 1.35 820.30 7.97
g . Q1 = 1.35 2990.86 6.09
g .Q2 LT = 0 751.15 0.00
143.6
s 1 = 143.6 < 250 MPa OK!
Stress in the Bottom web of girder (tension)
g M(G1) M(G2) M(Q1) M(Q2 LT ) s b,s
g .G1 = 1.35 1823.10 81.39
g .G2 = 1.35 820.30 27.65
g . Q1 = 1.35 2990.86 95.89
g .Q2 LT = 0 751.15 0.00
204.93
s 2 = 204.9 < 250 MPa OK!
Distribution of Moment in the girder web (for girder stresses integration)
Y J Ag An M' Ed N' Ed,cp
Web: 852.56 4.10E+09 27000 19960 732.79 0 1235.87 0.096
Distribution of Moment and Axial Force in the Cover Plates
Top Flange: 1493.9
Inside 715.00 3.27E+09 6400 3840 986.09 689.6
Outside 762.50 4.07E+09 7000 4440 1226.59 804.3
Bottom flange: 2808.2
Inside 715.00 6.24E+09 12200 9640 1879.73 1314.5
Outside 762.50 7.56E+09 13000 10440 2277.96 1493.7
2.52E+10 65600 7103.17
Beam Beam
Beam Beam
Design in the Flange: For Minimum Design Force Controlling in the Flanges
Stresses in midthickness of flange: s cf,Ed.bf = Max( ( s f,s + fy f )/2, 0.75*fy f )
In Bottom Flange: In Top Flange:
s cf,Ed.bf = 227.5 MPa s cf,Ed.tf = 212.4 MPa 204.9
The minimum design force: N'' cu,Ed = s cf,Ed.bf * A flange
In Bottom Flange: In Top Flange:
In midthickness flange: N'' cu,Ed = 4435.5 kN N'' cu,Ed = 1858.3 kN
From the Cover Plates N' Ed,cp = 2808.2 kN N' Ed,cp = 1493.9 kN
To take N cu,Ed = 4435.5 kN N cu,Ed = 1858.3 kN
Horizontal shear per bolt: F' h,Rd = N cu,Ed /N b,bf F' h,Rd = N cu,Ed /N b,tf
F h,Rd = 185 kN F h,Rd = 155 kN 2.007023682
Correction for Long Joints:
b Lf = 0.99 b Lf = 1.00
F h,Rd = 183 kN OK F h,Rd = 155 kN OK 2210 kN
Design Bottom and Top Flange Splice
Gross area and net area of the inside and outside splice plates:
Bottom Flange: Top Flange:
Inside: gross Ag_bi = 12200 mm2 Ag_ti = 6400 mm2
net An_bi = 9640 mm2 An_ti = 3840 mm2
Outside gross Ag_bo = 13000 mm2 Ag_to = 7000 mm2
net An_bo = 10440 mm2 An_to = 4440 mm2
For yielding of the inside and outside splice plate:
P Rd = An. Fy/ g M0
Inside: P Rd = 3050 kN P Rd = 1600 mm2
P cu,Ed / 2 = 2218 kN OK P cu,Ed / 2 = 929 kN OK
Outside P Rd = 3250 kN P Rd = 1750 mm2
P cu,Ed / 2 = 2218 kN OK P cu,Ed / 2 = 929 kN OK
Design ultimate resistance of the net section of the splice plate:
P U,Rd = 0.9An. Fu/ g M2
Inside: P U,Rd = 2776.32 kN P Rd = 1105.92 mm2
P cu,Ed / 2 = 2218 kN OK P cu,Ed / 2 = 929 kN OK
Outside P Rd = 3006.72 kN P Rd = 1278.72 mm2
P cu,Ed / 2 = 2218 kN OK P cu,Ed / 2 = 929 kN OK
Design for Block Tearing: DISEÑO POR BLOQUE DE CORTANTE
Inside: L1 t = 152.5 mm. to tension
L2 s = 227.5 mm. to shear
φbs: Factor de resistencia para el bloque de corte (Art 6.5.4.2) (pg 46-es)Rp: Factor de Reduccion debido al agujero Atg: Area bruta a lo largo del plano que resiste esfuerzo de traccion
a) Rp = 0.9, para agujeros perforados a tamaño completo
V eff,2,Rd = 3648 kN > 2217.8 OK b) Rp = 1, para agujeros subperforados y luego ensanchados
Fu: Minima resistencia a la tracción especificada Tabla 6.4.1-1 (Pag 39-es)Fy: Minima resistencia a la fluencia Tabla 6.4.1-1 (Pag 39-es) Manual LRFD 2004 Español pg 230 S6.13.4
Avn: Area neta a lo largo del plano que resiste esfuerzo de corte (mm2) Manual LRFD 2012 Ingles pg 845 S6.13.4
Outside: Atn: Area neta a lo largo del plano que resiste esfuerzo de traccion (mm2)Case 1 Case 2 Avg: Area bruta a lo largo del plano que resiste esfuerzo de corte (mm2)
Case 1: Ubs: Factor de reduccion de la resistencia del bloque de corte
L1 t = 150.0 mm. to tension a) Ubs = 0.5, si esfuerzo de tension no es uniforme
L2 s = 910.0 mm. to shear b) Ubs = 1, si esfuerzo de tension es uniforme
Placa Interior Placa Exterior Ala inferior de viga
V eff,2,Rd = 4314 kN > 2217.8 OK φbs 0.8 Coef. Caso 1 Caso critico 2
Rp 0.9 Coef. Avg 23200 mm2 Fy 250 Mpa
Case 2: Fu 450 MPa Avn 18200 mm2 Fu 400 Mpa
L1 t = 305.0 mm. to tension Fy 345 MPa Atn 3000 mm2 t inf 30 mm
L2 s = 455.0 mm. to shear Avg 5800 mm2 Rr (por placa) 4392.14 kN Avg 17400 mm2
Avn 4550 mm2 Rr máx 4314.47 kN Avn 13650 mm2
V eff,2,Rd = 3648 kN > 2217.8 OK Atn 3050 mm2 Rr 4314.47 kN Atn 9150 mm2
Ubs 1 Coef. Nro Placas 1 Rr 4915.30 kN
In the bottom flange: Rr (por placa) 1843.24 kN Rr (Total) 4314.47 kN Rr máx 4451.76 kN
Rr máx 1823.82 kN Rr 4451.76 kN
Case 2: Rr 1823.82 kN Caso 2 Nro Placas 1
L1 t = 305.0 mm. to tension Nro Placas 2 Avg 11600 mm2 Rr (Total) 4451.76 kN
L2 s = 455.0 mm. to shear Rr (Total) 3647.64 kN Avn 9100 mm2
Atn 6100 mm2
V eff,2,Rd = 4452 kN > 4435.6 OK 4435.6 Rr (por placa) 3686.47 kN
Rr máx 3647.64 kN
Rr 3647.64 kN
Design of the Web: Nro Placas 1
Rr (Total) 3647.64 kN
SOLO
INTRODUCIR
EN
CUADROS
EN BLANCO
𝑹𝒓 = 𝞿𝒃𝒔 ∗ 𝑹𝒑(𝟎. 𝟓𝟖 ∗ 𝑭𝒖 ∗ 𝑨𝒗𝒏 + 𝑼𝒃𝒔 ∗ 𝑭𝒖 ∗ 𝑨𝒕𝒏)
𝑹𝒓 𝒎á𝒙 ≤ 𝞿𝒃𝒔 ∗ 𝑹𝒑(𝟎. 𝟓𝟖 ∗ 𝑭𝒚 ∗ 𝑨𝒗𝒈 + 𝑼𝒃𝒔 ∗ 𝑭𝒖 ∗ 𝑨𝒕𝒏)
Aditional Horizontal Force for equilibrium:
H w = (s1* Aw1 + s2* Aw2 ) / 2 + N' Ed.w
H w = 533.53 kN
Computing Forces for Design:
M. Tot = M' w,Ed + V y.Ed *e
M. Tot = 823.0 kN.m
The vertical shear force in the bolts due to the applied shear force:
F v.Ed = 32.3 kN
The horizontal shear force in the bolts due to the horizontal force resultant:
F H.Ed = 24.3 kN
Determine the horizontal and vertical components of the bolt shear force on the extreme bolt due to the total
moment in the web:
F H2.Ed = 146.7 kN 146.7
F v2.Ed = 11.7 kN
The resultant bolt force for the extreme bolt is:
F res.Ed = 176.5 kN OK
DISEÑO POR RESISTENCIA EN ALAS
Design Bearing resistance:
In the cover plate: Ala determinante Ala no determinante
l 1cp = 52 mm fcf 0 My/I fcf 0 My/I
In the web: Rh 1 Coef. Fcf 187.5 Mpa
l 2w = 77 mm Ae: Area efectiva del ala (mm2) α 1 Coef. Rcf 0 Coef.
Ae para el ala en compresion sera el area bruta φf 1 Coef. Fncf 0 MPa
Ae para el ala en traccion sera: Fyf 250 Mpa Fncf min 187.5 MPa
Fcf 125 Mpa Fncf 187.5 MPa
Fcf min 187.5 Mpa Ag 8750 mm2
fcf : Maximo esfuerzo de flexion debido a cargas amplificadas a la mitad del espesor del ala Fcf 187.5 Mpa An 6250 mm2
Rh: Factor de hibridez (Art 6.10.1.10.1). Si Fcf no es mayor que la resistencia de fluencia Rh = 1 φy 0.95 Coef. Ae 10526.32 mm2
α = 1, para alas en las cuales Fn es menor que Fyf y se puede usar Fn/Fyf Fu 400 Mpa Ae 8750 mm2
Cover plates k1 = 2.5 φf: Factor de resistencia a flexion (Art 6.5.4.2) Ag 19500 mm2 Fncf x Ae 1640.63 kN
a b = 0.54 Fn: Resistencia nominal a flexion del ala An 16500 mm2
F b,Rd = 3656.25 OK Fyf: Resistencia Minima a la fluencia especificada del ala Ae 27789.47 mm2
φu: Factor de resistencia para fractura de elementos traccionados (Art 6.5.4.2) Ae 19500 mm2
Beam web k1 = 2.5 φy: Factor de resistencia para fluencia de elementos traccionados (Art 6.5.4.2) Fcf x Ae 3656.25 kN
a b = 0.79 An: Area neta del ala traccionada esfecificado (Art 6.8.3)
F b,Rd = 1640.63 OK Ag: Area bruta del ala traccionada
Fu: Minima resistencia a la traccion especificada del ala traccionada (Tabla 6.4.1-1)Fyt: Minima resistencia a la fluencia especificada del ala traccionada
Shear resistance of beam web (BS recommendation) Manual LRFD 2004 Español pg 239 S6.13.6.1.4c
Manual LRFD 2012 Ingles pg 853 S6.13.6.1.4c
Aw n = 13176 mm2 OK 0.757241379 0.625
V n,Rd = 1901.8 kN OK
Shear rupture resistance
Rcf: Valor absoluto de la relacion entre Fcf y fcf para el ala determinante
fncf: Esfuerzo de flexion debido a cargas amplificadas a la mitad del espesor del ala no determinante en el punto de empalme concurrente con fcfRh: Factor de hibridez (Art 6.10.1.10.1). Si fcf no es mayor que la resistencia de fluencia Rh = 1Manual LRFD 2004 Español pg 240 S6.13.6.1.4c
Lv = 1250 mm Manual LRFD 2012 Ingles pg 854 S6.13.6.1.4c
L1 = 100 mm
L2 = 94 mm DISEÑO POR CORTE EN EL ALMAL3 = 1194 mm
Lveff = 1194 mm
V eff,Rd = 3894.5 kN OK
Corte en el alma de viga Corte de placa en el alma
Shear resistance of web cover plates φbs 0.8 Coef. Fu 450 Mpa
Rp 0.9 Coef. Fy 345 Mpa
Aw n = 19960 mm2 Fu 400 MPa t placa 10 mm mm
V n,Rd = 7325.6 kN OK Fy 250 MPa Avg 3000 mm2
Avg 4200 mm2 Avn 2250 mm2
Avn 3750 mm2 Atn 10000 mm2
Atn 12000 mm2 Rr 3662.82 kN
Ubs 1 Coef. Rr máx 3672.22 kN
Rr (por placa) 4082.40 kN Rr 3662.82 kN
Rr máx 3894.48 kN Nro Placas 2
Rr 3894.48 kN Rr (Total) 7325.64 kN
Nro Placas 1
Rr (Total) 3894.48 kN
SOLO
INTRODUCI
R
EN
CUADROS
EN
BLANCO
SOLO
INTRODUCIR
EN
CUADROS
EN BLANCO
Resistencia de
diseño
en el ala
determinante
Resistencia de
diseño
en el ala no
determinante
Fv.Ed
Vy.Ed
mvr n:=
Fres.Ed Fv.Ed Fv2.Ed+( )2
FH.Ed FH2.Ed+( )2
+:= Fv2.EdFv2.Ed
FH.Ed
Hw
m n:=
HwHw
)cos(..2.2 f
r
rMF Tot
EdH
=
)sin(..2.2 f
r
rMF Tot
EdV
=
𝐹𝑐𝑓 =
𝑓𝑐𝑓
𝑅ℎ+𝛼𝜙𝑓𝐹𝑦𝑓
2≥0.75𝛼𝜙𝑓𝐹𝑦𝑓
𝐴𝑒 =𝜙𝑓𝐹𝑢
𝜙𝑦𝐹𝑦𝑡𝐴𝑛 ≤ 𝐴𝑔
𝐹𝑛𝑐𝑓 = 𝑅𝑐𝑓𝑓𝑐𝑓
𝑅ℎ≥0.75𝛼𝜙𝑓𝐹𝑦𝑓
𝑹𝒓 = 𝞿𝒃𝒔 ∗ 𝑹𝒑(𝟎. 𝟓𝟖 ∗ 𝑭𝒖 ∗ 𝑨𝒗𝒏 + 𝑼𝒃𝒔 ∗ 𝑭𝒖 ∗ 𝑨𝒕𝒏)
𝑹𝒓 𝒎á𝒙 ≤ 𝞿𝒃𝒔 ∗ 𝑹𝒑(𝟎. 𝟓𝟖 ∗ 𝑭𝒚 ∗ 𝑨𝒗𝒈 + 𝑼𝒃𝒔 ∗ 𝑭𝒖 ∗ 𝑨𝒕𝒏)