Transcript
10/5/2013, 3:03 PM
Memoria de Calculo de Oreja de Izaje: según ASME BTH-1 Equipo:
Atril de Armado de contraejes Fuller
5,000 3.6 4
Carga (Kg) Nd (2 (2-2.1 o 2-2.2) Numero de orejas
A36 55 50 20 77 6 E71T-1 Y 40 50 115
Material (A36 o A572) Dh [mm] be [mm] t [mm] R [mm] Soldadura Filete [in] E7018/E71T-1 Y(si) o N(no) Dp [mm] a [mm] H [mm]
Cumple
Esfuerzo de Traccion Resistencia al corte a través del agujero Esfuerzo cortante en Soldadura Garganta de Filete mínima 3-3.4.3
Cumple Cumple Cumple
Diametro de agujero Ancho de oreja Espesor de oreja Radio exterior Altura de pierna Material de aporte Terminacion redondeada Diametro de grillete Altura de oreja Material base a eje
Nd factor de Diseño (para. 3-1.3) 2-2.1 Categoría de Diseño A: cuando la magnitud y la variación de las cargas aplicadas son predecibles, donde la carga y condiciones ambientales se definen con precisión o no grave. 2.00 para los estados límite de fluencia o pandeo, 2.40 para los estados límite de fractura y para el diseño de conexión.
2-2.2 Categoría de Diseño B: cuando la magnitud y la variación de las cargas aplicadas no son predecibles, las condiciones de carga y del medio ambiente son graves, o no se define con precisión.
3.00 para los estados límite de fluencia o pandeo,
Elaborado por: Luis Enrique Aguilar Montoya
3.60 para los estados límite de fractura y para el diseño de conexión.
Inspector QA/QC FLSmidth
1 de 69
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 7 36,000 8 58,000 29,000,000 9
Material Fy [psi] Fu Fu [psi] E [psi]
10 Dimensiones: 11 2.17 Dh D h [in] 12 6.10 w [in] 0.79 t [in] 13 14 3.03 R [in] 15 0.24 Leg [in] 16 Esfuerzo de Traccion: 17 Ft [psi] = Fy/Nd 18 A [in^2] = t*(w-Dh) 19 St [psi] = W/A CheckSt = St < Ft 20
Limite elastico Resistencia a la traccion Modulo de Elesticidad
Material Fy [psi] Fu [psi] E [psi]
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
E7018/E71T-1
58,000 70,000
Diametro de agujero Ancho de oreja Espesor de oreja Radio Exterior de oreja Altura de filete de soldadura Esfuerzo de traccion admisible (eq 3-1) Area en tension Esfuerzo de traccion
21 Resistencia al Corte a travez del agujero: 22 Av [in^2] [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t 2*(R-(Dh/2)*cos(radians(45)))*t 23 Area total de dos planos de corte (eq 3-50) 24 Pv [lb] [lb] = 0.7*Fu 0.7*Fu/(1 /(1.2* .2*Nd Nd)*A )*Avv Doble Doble plano plano de resist resistenc encia ia al corte corte (eq 3-49) 3-49) 25
psi in^2 psi
10,000 3.10 3,556 Cumple
in^2
3.568
lb
33 536
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 7 36,000 8 58,000 29,000,000 9
Material Fy [psi] Fu Fu [psi] E [psi]
Limite elastico Resistencia a la traccion Modulo de Elesticidad
10 Dimensiones: 11 2.17 Dh D h [in] 12 6.10 w [in] 0.79 t [in] 13 14 3.03 R [in] 15 0.24 Leg [in]
Material Fy [psi] Fu [psi] E [psi]
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
58,000 70,000
Diametro de agujero Ancho de oreja Espesor de oreja Radio Exterior de oreja Altura de filete de soldadura
16 Esfuerzo de Traccion: 17 Ft [psi] = Fy/Nd 18 A [in^2] = t*(w-Dh) 19 St [psi] = W/A CheckSt = St < Ft 20
Esfuerzo de traccion admisible (eq 3-1) Area en tension Esfuerzo de traccion
21 Resistencia al Corte a travez del agujero: 22 Av [in^2] [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t 2*(R-(Dh/2)*cos(radians(45)))*t 23 Area total de dos planos de corte (eq 3-50) 24 Pv [lb] [lb] = 0.7*Fu 0.7*Fu/(1 /(1.2* .2*Nd Nd)*A )*Avv Doble Doble plano plano de resist resistenc encia ia al corte corte (eq 3-49) 3-49) 25 26 CheckPv = W < Pv 27 Esfuerzo Cortante en la Soldadura: 28 Exx [psi] = Fu F u si Fu=garganta_3-3
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Lifting Lug Design Per ASME BTH-1-2005 References: 1. ASME. (2006). "Design of below-the-hook lifting devices, BTH-1-2005", New York. 2. Duerr, D. (2008). “ASME BTH-1 Pinned Connection Design Provisions.” Practice Periodical on Struct 3. Duerr, D. (2006). “Pinned connection strength and behavior.” J. Struct. Eng., Eng., 132(2), 182-194.
Input: Nd = t= a= Dp = be = Dh = Curved Edge?
E7018/E71T-1
3.00 0.25 2 1.5 3 2 Y
For most liftin inches inches inches inches inches Y or N
Lug Plate Thickness
Material
For most lugs
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 7 36,000 8 58,000 29,000,000 9
Material Fy [psi] Fu Fu [psi] E [psi]
Limite elastico Resistencia a la traccion Modulo de Elesticidad
10 Dimensiones: 11 2.17 Dh D h [in] 12 6.10 w [in] 0.79 t [in] 13 14 3.03 R [in] 15 0.24 Leg [in]
Material Fy [psi] Fu [psi] E [psi]
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
58,000 70,000
Diametro de agujero Ancho de oreja Espesor de oreja Radio Exterior de oreja Altura de filete de soldadura
16 Esfuerzo de Traccion: 17 Ft [psi] = Fy/Nd 18 A [in^2] = t*(w-Dh) 19 St [psi] = W/A CheckSt = St < Ft 20
Esfuerzo de traccion admisible (eq 3-1) Area en tension Esfuerzo de traccion
21 Resistencia al Corte a travez del agujero: 22 Av [in^2] [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t 2*(R-(Dh/2)*cos(radians(45)))*t 23 Area total de dos planos de corte (eq 3-50) 24 Pv [lb] [lb] = 0.7*Fu 0.7*Fu/(1 /(1.2* .2*Nd Nd)*A )*Avv Doble Doble plano plano de resist resistenc encia ia al corte corte (eq 3-49) 3-49) 25 26 CheckPv = W < Pv 27 Esfuerzo Cortante en la Soldadura: 28 Exx [psi] = Fu F u si Fu=garganta_3-3
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Lifting Lug Design Per ASME BTH-1-2005 References: 1. ASME. (2006). "Design of below-the-hook lifting devices, BTH-1-2005", New York. 2. Duerr, D. (2008). “ASME BTH-1 Pinned Connection Design Provisions.” Practice Periodical on Struct 3. Duerr, D. (2006). “Pinned connection strength and behavior.” J. Struct. Eng., Eng., 132(2), 182-194.
Input: Nd = t= a= Dp = be = Dh = Curved Edge?
E7018/E71T-1
3.00 0.25 2 1.5 3 2 Y
For most liftin inches inches inches inches inches Y or N
Lug Plate Thickness
Material
For most lugs
Lifting Lug Design Per ASME BTH-1-2005 References: 1. ASME. (2006). "Design of below-the-hook lifting devices, BTH-1-2005", New York. 2. Duerr, D. (2008). “ASME BTH-1 Pinned Connection Design Provisions.” Practice Periodical on Struct 3. Duerr, D. (2006). “Pinned connection strength and behavior.” J. Struct. Eng., Eng., 132(2), 182-194.
Input: Nd = t= a= Dp = be = Dh = Curved Edge? Fy = Fu =
3.00 0.25 2 1.5 3 2 Y 36 58
For most liftin inches inches inches inches inches Y or N ks ksi ks ksi
Lug Plate Thickness
Material Material Yield Stress Material Ultimate Stress
For most lugs Fy = 36 ksi for Fu = 58 ksi for
Output: beff1 = beff2 = beff = r= R= Z' = Av = Pt = Pb = Pv = Pp =
1.00 inches 2.37 inches 1.00 in i nches 3 inches 3 inches 0.08 inches 1.10 sq. inches 8.06 13.55 12.45 5.63
kips kips kips kips
Pt =
ASME Equatio ASME Equatio ASME Equatio ASME Equatio ASME Equatio ASME Equatio Note: ASME It does not tel
Pin Diameter Effect: Dh/Dp = Check All? Cr = phi = Z= Z' = Av =
ASME Equatio ASME Equatio
1.33 Y Y or N. Ch Check even when Dh/Dp <= 1.1? 0.818 Reduction Factor 41.250 Degrees 2.186 Inches 0.041 Inches 1.07 sq s q. inches 6.59 kips
Per ASME BT Ref. 2 Equatio Ref. 2 Equatio Ref. 2 Equatio Ref. 2 Equatio
Pb = Pv = Pp =
11.08 kips 12.10 kips 5.63 kips
Max. P =
5.63 kips
Dimensional Rules of Thumb: Edge Distance = a+Dh/2 Grip = Length of shackle pin available for bearing against lug. = Clear distance between shackle legs. For Dp < 2": Edge Distance = 1.5 * Dp Dh = Dp + 1/8" For Dp >= 2": Edge Distance = 1.75 * Dp Dh = Dp + 1/4" For all Dp, t = Grip/3. Add cheek plates as required to get desired Pp. Best practice is to add sufficient cheek plates to insure bearing ov er 80% of the grip. These are only rules of thumb. Deviation from them is allowed.
If the connecti
ral Design and Construction, Vol. 13, No. 2, 53-58.
g devices used in construction Nd = 3.00. See Section 3-1.3 of the ASME code for more information.
this is Y, but N is left as an option. ASTM A36. Fy = 50 ksi for ASTM A572, Grade 50. ASTM A36. Fu = 65 ksi for ASTM A572, Grade 50.
n (3-46). n (3-47).
n (C3-2). n (3-50) modified per Commentary. n (3-45). n (3-48). n (3-49). n (3-51)*Dp*t. If the connection is subject to rotating cyclic loading, this value shall be divided by 2!. TH-1-2005 requires Dh/Dp <= 1.1. When this is not the case it only states that "the effect of the clea l you how to take it into account. Reference 2 provides this information. -1-2005, this check can be ignored when Dh/Dp < 1.1, but the option to check it anyway is left availa n (6) n (9). This is half the angle of the portion of the pin in contact with the lug. n (20) n (21)
on is subject to rotating cyclic loading, this value shall be divided by 2!.
In certain circumstances a value of 2.00 can be justified.
rance shall be taken into account".
ble to the user.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Lug with Pinned Connection: ASME BTH-1 Top Lug Description 65,000 W [lb] Weight of the load 3 Nd Design factor Material: SA-36 Material 36,000 Fy [psi] Yield strength 58,000 Fu [psi] Tensile strength 29,000,000 E [psi] Modulus of elasticity Dimensions: 3 Dh [in] Hole diameter 10 w [in] Width of lug 1 t [in] Thickness of lug 5 R [in] Outer radius 0.625 Leg [in] Weld leg height Tensile Stress: Ft [psi] = Fy/Nd Allowable tensile stress (eq 3-1) A [in^2] = t*(w-Dh) Area in tension St [psi] = W/A Tensile stress CheckSt = St < Ft Shear Strength Through Pinhole: Av [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t Total area of two shear planes (eq 3-50) Pv [lb] = 0.7*Fu/(1.2*Nd)*Av Double plane shear strength (eq 3-49) CheckPv = W < Pv Shear Stress in Weld: Exx [psi] = Fu Tensile strength of weld filler metal Fv [psi] = 0.6*Exx/(1.2*Nd) Allowable weld shear stress (eq 3-53) Aw [in^2] = (2*w+2*t) * (0.707*Leg) Area of the weld Fw [lb] = Fv*Aw Allowable weld load CheckFw = W < Fw Minimum Weld Throat: 3-3.4.3 throat_3-3 [in] = IF(K14<=0.25,0.125,IF(K14<0.5,0.188,(IF(K14<0.75,0.25,0.313)))) IF(K14<= check_throat = Leg*0.707 >=throat_3-3
36000/3 = 1*(10-3) = 65000/7 = 9286 < 12000 =
12,000 7 9,286 Acceptable
2*(5-(3/2)*COS(RADIANS(45)))*1 = 7.879 0.7*58000/(1.2*3)*7.879 = 88,854 65000 < 88854 = Acceptable 58000 = 58,000 0.6*58000/(1.2*3) = 9,667 (2*10+2*1) * (0.707*0.625) = 9.721 9667*9.721 = 93,972 65000 < 93972 = Acceptable
.25,0.125,IF(K14<0.5,0.188,(IF(K14<0.75,0.25,0.313)))) = 0.313 0.625*0.707 >=0 = Acceptable
Diseño Oreja de Izaje segun ASME BTH-1-2005 Entrada: Nd = t= a= Dp = be = Dh = Curved Edge? Fy = Fu = Max. P =
3.00 10 50 40 75 50 Y
mm mm mm mm mm Y or N
36 ksi 58 ksi 4218.42 Kg
Factor de Diseño Espesor de la oreja de izaje
Material Material Yield Stress Material Ultimate Stress
IF(B8="Y",B17-SQRT(B17^2-B7^2/8),IF(B8 = "N", 0,"Error!"))
Input: Nd = t= a= Dp = be = Dh = Curved Edge? Fy = Fu =
3.00 0.39 1.97 1.57 2.95 1.97 Y 36 58
For most liftin inches inches inches inches inches Y or N ksi ksi
Lug Plate Thickness
Material Material Yield Stress Material Ultimate Stress
For most lugs Fy = 36 ksi for Fu = 58 ksi for
Output: beff1 = 1.57 inches beff2 = 2.33 inches beff = 1.57 inches r = 2.95275591 inches R = 2.95275591 inches
ASME Equatio ASME Equatio
Z' = Av = Pt = Pb = Pv = Pp =
0.08 inches 1.71 sq. inches 19.98 21.00 19.30 9.30
kips kips kips kips
Pt = Pb = Pv = Pp = Max. P =
ASME Equatio ASME Equatio ASME Equatio ASME Equatio Note: ASME It does not tel
Pin Diameter Effect: Dh/Dp = Check All? Cr = phi = Z= Z' = Av =
ASME Equatio ASME Equatio
1.25 Y Y or N. Check even when Dh/Dp <= 1.1? 0.835 Reduction Factor 44.000 Degrees 2.189 Inches 0.051 Inches 1.68 sq. inches 16.68 17.54 18.99 9.30
kips kips kips kips
9.30 kips
Per ASME BT Ref. 2 Equatio Ref. 2 Equatio Ref. 2 Equatio Ref. 2 Equatio
If the connecti
g devices used in construction Nd = 3.00. See Section 3-1.3 of the ASME code for more information.
this is Y, but N is left as an option. ASTM A36. Fy = 50 ksi for ASTM A572, Grade 50. ASTM A36. Fu = 65 ksi for ASTM A572, Grade 50.
n (3-46). n (3-47).
n (C3-2). n (3-50) modified per Commentary. n (3-45). n (3-48). n (3-49). n (3-51)*Dp*t. If the connection is subject to rotating cyclic loading, this value shall be divided by 2!. TH-1-2005 requires Dh/Dp <= 1.1. When this is not the case it only states that "the effect of the clea l you how to take it into account. Reference 2 provides this information. -1-2005, this check can be ignored when Dh/Dp < 1.1, but the option to check it anyway is left availa n (6) n (9). This is half the angle of the portion of the pin in contact with the lug. n (20) n (21)
on is subject to rotating cyclic loading, this value shall be divided by 2!.
In certain circumstances a value of 2.00 can be justified.
rance shall be taken into account".
ble to the user.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Lug with Pinned Connection: ASME BTH-1 Top Lug Description 20,000 W [lb] Weight of the load 3 Nd Design factor Material: SA-36 Material 36,000 Fy [psi] Yield strength 58,000 Fu [psi] Tensile strength 29,000,000 E [psi] Modulus of elasticity Dimensions: 3 Dh [in] Hole diameter 10 w [in] Width of lug 0.5 t [in] Thickness of lug 5 R [in] Outer radius 0.5 Leg [in] Weld leg height Tensile Stress: Ft [psi] = Fy/Nd Allowable tensile stress (eq 3-1) A [in^2] = t*(w-Dh) Area in tension St [psi] = W/A Tensile stress CheckSt = St < Ft Shear Strength Through Pinhole: Av [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t Total area of two shear planes (eq 3-50) Pv [lb] = 0.7*Fu/(1.2*Nd)*Av Double plane shear strength (eq 3-49)
CheckPv = W < Pv Shear Stress in Weld: Exx [psi] = Fu Tensile strength of weld filler metal Fv [psi] = 0.6*Exx/(1.2*Nd) Allowable weld shear stress (eq 3-53) Aw [in^2] = (2*w+2*t) * (0.707*Leg) Area of the weld Fw [lb] = Fv*Aw Allowable weld load CheckFw = W < Fw Minimum Weld Throat: 3-3.4.3 throat_3-3 [in] = IF(K14<=0.25,0.125,IF(K14<=0.5,0.188,(IF(K14<=0.75,0.25,(IF(K14<1.5,0.313)))))) check_throat = Leg*0.707 >=throat_3-3
12,000 3.5 5,714 Cumple
3.939 44,427 Cumple 58,000 9,667 7.424 71,761 Cumple
0.188 Cumple
10/5/2013, 3:03 PM
Memoria de Calculo de Oreja de Izaje: según ASME BTH-1 Equipo:
Atril de Armado de contraejes Fuller
5,000 3.6 4
Carga (Kg) Nd (2-2.1 o 2-2.2) Numero de orejas
A36 55 50 20 77 6 E71T-1 Y 40 50 115
Material (A36 o A572) Dh [mm] be [mm] t [mm] R [mm] Soldadura Filete [in] E7018/E71T-1 Y(si) o N(no) Dp [mm] a [mm] H [mm]
Cumple
Esfuerzo de Traccion Resistencia al corte a través del agujero Esfuerzo cortante en Soldadura Garganta de Filete mínima 3-3.4.3
Cumple Cumple Cumple
Diametro de agujero Ancho de oreja Espesor de oreja Radio exterior Altura de pierna Material de aporte Terminacion redondeada Diametro de grillete Altura de oreja Material base a eje
Nd factor de Diseño (para. 3-1.3) 2-2.1 Categoría de Diseño A: cuando la magnitud y la variación de las cargas aplicadas son predecibles, donde la ca rga y condiciones ambientales se definen con precisión o no grave. 2.00 para los estados límite de fluencia o pandeo, 2.40 para los estados límite de fractura y para el diseño de conexión.
2-2.2 Categoría de Diseño B: cuando la magnitud y la variación de las cargas aplicadas no son predecibles, las condiciones de carga y del medio ambiente son graves, o no se define con precisión.
3.00 para los estados límite de fluencia o pandeo,
Elaborado por: Luis Enrique Aguilar Montoya
3.60 para los estados límite de fractura y para el diseño de conexión.
Inspector QA/QC FLSmidth
18 de 69
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 Material 7 36,000 Fy [psi] 8 58,000 Fu [psi] 29,000,000 E [psi] 9
Limite elastico Resistencia a la traccion Modulo de Elesticidad
Material Fy [psi] Fu [psi] E [psi]
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
E7018/E71T-1
58,000 70,000
10 Dimensiones: 11 2.17 12 6.10 0.79 13 14 3.03 15 0.24 16 17 18 19 20 21 22 23 24 25
Dh [in] Diametro de agujero w [in] Ancho de oreja t [in] Espesor de oreja R [in] Radio Exterior de oreja Leg [in] Altura de filete de soldadura Esfuerzo de Traccion: Ft [psi] = Fy/Nd Esfuerzo de traccion admisible (eq 3-1) A [in^2] = t*(w-Dh) Area en tension St [psi] = W/A Esfuerzo de traccion CheckSt = St < Ft Resistencia al Corte a travez del agujero: Av [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t Area total de dos planos de corte (eq 3-50) Pv [lb] = 0.7*Fu/(1.2*Nd)*Av Doble plano de resistencia al corte (eq 3-49)
psi in^2 psi
10,000 3.10 3,556 Cumple
in^2
3.568
lb
33 536
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 Material 7 36,000 Fy [psi] 8 58,000 Fu [psi] 29,000,000 E [psi] 9
Limite elastico Resistencia a la traccion Modulo de Elesticidad
Material Fy [psi] Fu [psi] E [psi]
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
E7018/E71T-1
58,000 70,000
10 Dimensiones: 11 2.17 12 6.10 0.79 13 14 3.03 15 0.24 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Dh [in] Diametro de agujero w [in] Ancho de oreja t [in] Espesor de oreja R [in] Radio Exterior de oreja Leg [in] Altura de filete de soldadura Esfuerzo de Traccion: Ft [psi] = Fy/Nd Esfuerzo de traccion admisible (eq 3-1) A [in^2] = t*(w-Dh) Area en tension St [psi] = W/A Esfuerzo de traccion CheckSt = St < Ft Resistencia al Corte a travez del agujero: Av [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t Area total de dos planos de corte (eq 3-50) Pv [lb] = 0.7*Fu/(1.2*Nd)*Av Doble plano de resistencia al corte (eq 3-49)
CheckPv = W < Pv Esfuerzo Cortante en la Soldadura: Exx [psi] = Fu si Fu=garganta_3-3 19 de 69
psi in^2 psi
10,000 3.10 3,556 Cumple
in^2
3.568
lb
33,536 Cumple
psi psi in^2 lb
58,000 8,056 2.301 18,538 Cumple
in
0.125 Cumple
10/5/2013, 3:03 PM
Memoria de Calculo de Oreja de Izaje: según ASME BTH-1 Equipo:
Atril de Armado de contraejes Fuller
5,000 3.6 4
Carga (Kg) Nd (2-2.1 o 2-2.2) Numero de orejas
A36 55 50 20 77 6 E71T-1 Y 40 50 115
Material (A36 o A572) Dh [mm] be [mm] t [mm] R [mm] Soldadura Filete [in] E7018/E71T-1 Y(si) o N(no) Dp [mm] a [mm] H [mm]
Cumple
Esfuerzo de Traccion Resistencia al corte a través del agujero Esfuerzo cortante en Soldadura Garganta de Filete mínima 3-3.4.3
Cumple Cumple Cumple
Diametro de agujero Ancho de oreja Espesor de oreja Radio exterior Altura de pierna Material de aporte Terminacion redondeada Diametro de grillete Altura de oreja Material base a eje
Nd factor de Diseño (para. 3-1.3) 2-2.1 Categoría de Diseño A: cuando la magnitud y la variación de las cargas aplicadas son predecibles, donde la ca rga y condiciones ambientales se definen con precisión o no grave. 2.00 para los estados límite de fluencia o pandeo, 2.40 para los estados límite de fractura y para el diseño de conexión.
2-2.2 Categoría de Diseño B: cuando la magnitud y la variación de las cargas aplicadas no son predecibles, las condiciones de carga y del medio ambiente son graves, o no se define con precisión.
3.00 para los estados límite de fluencia o pandeo,
Elaborado por: Luis Enrique Aguilar Montoya
3.60 para los estados límite de fractura y para el diseño de conexión.
Inspector QA/QC FLSmidth
32 de 69
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 Material 7 36,000 Fy [psi] 8 58,000 Fu [psi] 29,000,000 E [psi] 9
Limite elastico Resistencia a la traccion Modulo de Elesticidad
Material Fy [psi] Fu [psi] E [psi]
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
E7018/E71T-1
58,000 70,000
10 Dimensiones: 11 2.17 12 6.10 0.79 13 14 3.03 15 0.24 16 17 18 19 20 21 22 23 24 25
Dh [in] Diametro de agujero w [in] Ancho de oreja t [in] Espesor de oreja R [in] Radio Exterior de oreja Leg [in] Altura de filete de soldadura Esfuerzo de Traccion: Ft [psi] = Fy/Nd Esfuerzo de traccion admisible (eq 3-1) A [in^2] = t*(w-Dh) Area en tension St [psi] = W/A Esfuerzo de traccion CheckSt = St < Ft Resistencia al Corte a travez del agujero: Av [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t Area total de dos planos de corte (eq 3-50) Pv [lb] = 0.7*Fu/(1.2*Nd)*Av Doble plano de resistencia al corte (eq 3-49)
psi in^2 psi
10,000 3.10 3,556 Cumple
in^2
3.568
lb
33 536
10/5/2013, 3:03 PM 1 Oreja con conexión para grillete: ASME BTH-1 2 Descripcion: Atril de Armado de contraejes Fuller 3 11,023 W [lb] Peso de la carga 4 3.6 Nd Design factor 5 Material: 6 A36 Material 7 36,000 Fy [psi] 8 58,000 Fu [psi] 29,000,000 E [psi] 9
Material Fy [psi] Fu [psi] E [psi]
Limite elastico Resistencia a la traccion Modulo de Elesticidad
A36 36,000 58,000
A572 50,000 65,000
A516 16,000 30,000
29,000,000
29,000,000
9,800,000
E7018/E71T-1
58,000 70,000
10 Dimensiones: 11 2.17 12 6.10 0.79 13 14 3.03 15 0.24 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Dh [in] Diametro de agujero w [in] Ancho de oreja t [in] Espesor de oreja R [in] Radio Exterior de oreja Leg [in] Altura de filete de soldadura Esfuerzo de Traccion: Ft [psi] = Fy/Nd Esfuerzo de traccion admisible (eq 3-1) A [in^2] = t*(w-Dh) Area en tension St [psi] = W/A Esfuerzo de traccion CheckSt = St < Ft Resistencia al Corte a travez del agujero: Av [in^2] = 2*(R-(Dh/2)*cos(radians(45)))*t Area total de dos planos de corte (eq 3-50) Pv [lb] = 0.7*Fu/(1.2*Nd)*Av Doble plano de resistencia al corte (eq 3-49)
CheckPv = W < Pv Esfuerzo Cortante en la Soldadura: Exx [psi] = Fu si Fu=garganta_3-3 33 de 69
1 Lifting L ug Lo ad Capacity Vs Crack length Calculation
Sample Calculation Thickness of Lug (t) Width of Lug (W) Radius of Circular Section (R)
= = =
20 mm 200 mm 100 mm
Diameter of Hole ( D h )
=
60 mm
Diameter of Pin ( D p )
=
57 mm
Distance from centre of hole to Welding (h)= Area of Cross Section = Length of Crack ( a ) = Distance from centre of hole to edge of crack = (D Temperature (T) Fracture Toughness ( k 1c )
= =
100 mm
h
20 x 200 = 4000 4.5 mm / 2 + a) = 15
o
C
(60 + 0.2 T) Mpa. Sqrt( For -140 < T < 150
K 1c =
63
o
C
1 Lifting L ug Lo ad Capacity Vs Crack length Calculation
Sample Calculation Thickness of Lug (t) Width of Lug (W) Radius of Circular Section (R)
= = =
20 mm 200 mm 100 mm
Diameter of Hole ( D h )
=
60 mm
Diameter of Pin ( D p )
=
57 mm
Distance from centre of hole to Welding (h)= Area of Cross Section = Length of Crack ( a ) = Distance from centre of hole to edge of crack = (D Temperature (T) Fracture Toughness ( k 1c )
100 mm
h
20 x 200 = 4000 4.5 mm / 2 + a) =
=
15
=
o
C
(60 + 0.2 T) Mpa. Sqrt( For -140 < T < 150
K 1c =
63
o
C
Check For Geometry
We =R- D h /2 =
100 - 60/ 2 =
70 mm
We =R- D h /2 =
100 - 60/ 2 =
70 mm
We =R- D h /2 =
100 - 60/ 2 =
70 mm
By Yeild Theory
Yeild Strength of Plate Effective width of plate Tensile Load capacity
= = =
345 MPa 200 - 60- 2 x4.5 = 0.9 x 345 x 131 x 20/1000 =
131
By Fracture Theory
K 1c = F d = Where,
F d .
. Sqrt ( p . a )
s
0.5 x (3 - d) [ 1 + 1.243 x (1 - d) ]
d=
a / (D h / 2 + a)
d=
4.5 / (60/ 2 + 4.5)
F d =
=
K 1c =
63 = Load ( P)
=
0.13
0.5 x (3 -0.13) [ 1 + 1.243 x (1 -0.13)^3 ]
= s
=
2.61 Load (P) Area F d .
=
. S q r t (
P / 4000 =
. a )
2.61 x 0.00025P x sqrt(3.1416 x 0.0045) 81 2 kN
0.0003
Temp = 30 Degree Celcius Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Theory
30
66
0.032
3.157
1492
31.5
30
66
0.048
3.059
1257
2
32
30
66
0.063
2.97
1121
2.5
32.5
30
66
0.077
2.89
1031
3
33
30
66
0.091
2.812
967
3.5
33.5
30
66
0.104
2.743
918
4
34
30
66
0.118
2.67
882
5
35
30
66
0.143
2.546
827
5.8
35.8
30
66
0.162
2.457
796
7 8 9 10
37 38 39 40
30 30 30 30
66 66 66 66
0.189 0.211 0.231 0.25
2.337 2.246 2.167 2.096
762 741 725 711
Temperatu re (T)
o
C
Fracture
Temp = 15 Degree Celcius Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Fracture Theory
15
63
0.032
3.157
1424
31.5
15
63
0.048
3.059
1200
2
32
15
63
0.063
2.97
1070
2.5
32.5
15
63
0.077
2.89
984
3
33
15
63
0.091
2.812
923
3.5
33.5
15
63
0.104
2.743
876
4
34
15
63
0.118
2.67
842
4.5
34.5
15
63
0.13
2.61
812
6
36
15
63
0.167
2.434
754
7
37
15
63
0.189
2.337
727
8
38
15
63
0.211
2.246
708
9
39
15
63
0.231
2.167
692
10
40
15
63
0.25
2.096
678
Temperatu
Temp = Zero Degree Celcius
re (T)
o
C
Fracture
Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Theory
0
60
0.032
3.157
1356
31.5
0
60
0.048
3.059
1143
2
32
0
60
0.063
2.97
1019
2.5
32.5
0
60
0.077
2.89
937
3
33
0
60
0.091
2.812
879
3.5
33.5
0
60
0.104
2.743
834
3.7
33.7
0
60
0.11
2.711
821
5
35
0
60
0.143
2.546
6
36
0
60
0.167
2.434
7
37
0
60
0.189
2.337
693
8
38
0
60
0.211
2.246
674
9
39
0
60
0.231
2.167
659
10
40
0
60
0.25
2.096
646
Temperatu re (T)
o
C
Fracture
(D h / 2 + a)
1
31
1.5
752 718
Temp = -15 Degree Celcius Length of Crack ( a ) (mm)
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Fracture Theory
-15
57
0.032
3.157
1289
31.5
-15
57
0.048
3.059
1086
2
32
-15
57
0.063
2.97
968
2.5
32.5
-15
57
0.077
2.89
890
3
33
-15
57
0.091
2.812
835
3.1
33.1
-15
57
0.094
2.796
826
4
34
-15
57
0.118
2.67
762
5
35
-15
57
0.143
2.546
715
6
36
-15
57
0.167
2.434
7
37
-15
57
0.189
2.337
658
8
38
-15
57
0.211
2.246
640
9
39
-15
57
0.231
2.167
626
10
40
-15
57
0.25
2.096
614
Temperatu re (T)
o
C
Temp = -30 Degree Celcius Length of Crack ( a ) (mm)
Fracture
Temperatu (D h / 2 + a)
682
re (T)
o
C
Fracture Toughness ( k 1c )
Load (P) (kN) Fracture
d = a / (D h / 2 + a)
F d
Theory
1
31
-30
54
0.032
3.157
1221
1.5
31.5
-30
54
0.048
3.059
1029
2
32
-30
54
0.063
2.97
918
2.5
32.5
-30
54
0.077
2.89
843
2.6
32.6
-30
54
0.08
2.873
832
3.5
33.5
-30
54
0.104
2.743
751
4
34
-30
54
0.118
2.67
722
5
35
-30
54
0.143
2.546
677
6
36
-30
54
0.167
2.434
7
37
-30
54
0.189
2.337
623
8
38
-30
54
0.211
2.246
607
9
39
-30
54
0.231
2.167
593
10
40
-30
54
0.25
2.096
581
646
Temp = -45 Degree Celcius Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Theory
-45
51
0.032
3.157
1153
31.5
-45
51
0.048
3.059
971
2
32
-45
51
0.063
2.97
867
2.15
32.15
-45
51
0.067
2.947
842
3
33
-45
51
0.091
2.812
747
3.5
33.5
-45
51
0.104
2.743
4
34
-45
51
0.118
2.67
682
5
35
-45
51
0.143
2.546
639
6
36
-45
51
0.167
2.434
7
37
-45
51
0.189
2.337
589
8
38
-45
51
0.211
2.246
573
9
39
-45
51
0.231
2.167
560
10
40
-45
51
0.25
2.096
549
Temperatu re (T)
o
C
Fracture
709
610
Kawish Shaikh P.Eng. UofC > Dh/4 ; Hence OK LOAD (P) Crack Length (a) 0 m 0 1 m
> 1.5xDh ; Hence OK 2
mm Both side of Hole 35 mm )
0 m 0 1 m
60 mm Dia. hole 200 mm
(60 for Steel WT Caterary 4)
> Dh/2 ; Hence OK < 5t ; Hence OK > 2t ; Hence OK
mm 81 4 kN
P
Crack Lenth (a) Vs Tensile Load (P)
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
601
138
857
345
Net Section will Yeild before Fracture
510
137
851
345
Net Section will Yeild before Fracture
458
136
845
345
Net Section will Yeild before Fracture
424
135
838
345
Net Section will Yeild before Fracture
401
134
832
345
Net Section will Yeild before Fracture
383
133
826
345
Net Section will Yeild before Fracture
371
132
820
345
Net Section will Yeild before Fracture
354
130
807
345
Net Section will Yeild before Fracture
344
128.4
797
345
Net Section will Fracture
336 332 330 329
126 124 122 120
782 770 758 745
345 345 345 345
Net Net Net Net
Section will Fracture Section will Fracture Section will Fracture Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
573
138
857
345
Net Section will Yeild before Fracture
487
137
851
345
Net Section will Yeild before Fracture
437
136
845
345
Net Section will Yeild before Fracture
405
135
838
345
Net Section will Yeild before Fracture
383
134
832
345
Net Section will Yeild before Fracture
366
133
826
345
Net Section will Yeild before Fracture
354
132
820
345
Net Section will Yeild before Fracture
344
131
814
345
Net Section will Fracture
327
128
795
345
Net Section will Fracture
321
126
782
345
Net Section will Fracture
317
124
770
345
Net Section will Fracture
315
122
758
345
Net Section will Fracture
314
120
745
345
Net Section will Fracture
Theory
Yeild Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
546
138
857
345
Net Section will Yeild before Fracture
463
137
851
345
Net Section will Yeild before Fracture
416
136
845
345
Net Section will Yeild before Fracture
386
135
838
345
Net Section will Yeild before Fracture
364
134
832
345
Net Section will Yeild before Fracture
349
133
826
345
Net Section will Yeild before Fracture
344
132.6
823
345
Net Section will Fracture
321
130
807
345
Net Section will Fracture
312
128
795
345
Net Section will Fracture
305
126
782
345
Net Section will Fracture
302
124
770
345
Net Section will Fracture
300
122
758
345
Net Section will Fracture
299
120
745
345
Net Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
519
138
857
345
Net Section will Yeild before Fracture
440
137
851
345
Net Section will Yeild before Fracture
396
136
845
345
Net Section will Yeild before Fracture
366
135
838
345
Net Section will Yeild before Fracture
346
134
832
345
Net Section will Yeild before Fracture
343
133.8
831
345
Net Section will Fracture
321
132
820
345
Net Section will Fracture
305
130
807
345
Net Section will Fracture
296
128
795
345
Net Section will Fracture
290
126
782
345
Net Section will Fracture
287
124
770
345
Net Section will Fracture
285
122
758
345
Net Section will Fracture
284
120
745
345
Net Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
491
138
857
345
Net Section will Yeild before Fracture
417
137
851
345
Net Section will Yeild before Fracture
375
136
845
345
Net Section will Yeild before Fracture
347
135
838
345
Net Section will Yeild before Fracture
343
134.8
837
345
Net Section will Fracture
314
133
826
345
Net Section will Fracture
304
132
820
345
Net Section will Fracture
289
130
807
345
Net Section will Fracture
281
128
795
345
Net Section will Fracture
275
126
782
345
Net Section will Fracture
272
124
770
345
Net Section will Fracture
270
122
758
345
Net Section will Fracture
269
120
745
345
Net Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
464
138
857
345
Net Section will Yeild before Fracture
394
137
851
345
Net Section will Yeild before Fracture
354
136
845
345
Net Section will Yeild before Fracture
345
135.7
843
345
Net Section will Fracture
310
134
832
345
Net Section will Fracture
296
133
826
345
Net Section will Fracture
287
132
820
345
Net Section will Fracture
273
130
807
345
Net Section will Fracture
265
128
795
345
Net Section will Fracture
260
126
782
345
Net Section will Fracture
257
124
770
345
Net Section will Fracture
255
122
758
345
Net Section will Fracture
254
120
745
345
Net Section will Fracture
Crack Length (a) VS Lug Capacity (kN) for 30 oC 1600 1400 1200 1000
) N k ( d a o L
Load (P) (kN)
800 Load (P) (kN)
600 400 200 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for 15 oC 1600 1400 1200 1000
) N k ( d a o L
Load (P) (k
800 Load (P) (k
600 400 200 0 0
5
10 a (mm)
15
Crack Length (a) VS Lug Capacity (kN) for 0 oC 1600 1400 1200 1000
) N k ( d a o L
Load (P) (k
800 Load (P) (k
600 400 200 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for -15 oC 1400 1200 1000 ) N k ( d a o L
800
Load (P) (k
600
Load (P) (k
400 200 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for -30 oC 1400
1000 ) N k ( d a o L
800
Load (P) (k
600
Load (P) (k
400 200 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for -45 oC 1400 1200 1000 ) N k ( d a o L
800
Load (P) (k
600
Load (P) (k
400 200 0 0
5
10 a (mm)
15
- Fracture Theory -Yeild Theory
Crack Length (a) VS Lug Capacity (k ) - Fracture Theory
1600 1400
) -Yeild Theory
1200 1000
) N k ( d a o L
800 600 400 200 0 0
2
4
6 a (mm)
8
10
) - Fracture Theory ) -Yeild Theory
) - Fracture Theory ) -Yeild Theory
) - Fracture Theory ) -Yeild Theory
) - Fracture Theory ) -Yeild Theory
N)
Temp = 30 Degree Celcius Temp = 15 Degree Celcius Temp = Zero Degree Celcius Temp = -15 Degree Celcius Temp = -45 Degree Celcius
12
Load (P) (kN) -Yeild Theory
1 Lifting L ug Lo ad Capacity Vs Crack length Calculation
Sample Calculation Thickness of Lug (t) Width of Lug (W) Radius of Circular Section (R)
= = =
20 mm 200 mm 100 mm
Diameter of Hole ( D h )
=
60 mm
Diameter of Pin ( D p )
=
57 mm
Distance from centre of hole to Welding (h)= Area of Cross Section = Length of Crack ( a ) = Distance from centre of hole to edge of crack = (D Temperature (T) Fracture Toughness ( k 1c )
100 mm
h
20 x 200 = 4000 4.5 mm / 2 + a) =
=
15
=
o
C
(40 + 0.2 T) Mpa. Sqrt( For -140 < T < 150
K 1c =
43
o
C
Check For Geometry
We =R- D h /2 =
100 - 60/ 2 =
70 mm
We =R- D h /2 =
100 - 60/ 2 =
70 mm
We =R- D h /2 =
100 - 60/ 2 =
70 mm
By Yeild Theory
Yeild Strength of Plate Effective width of plate Tensile Load capacity
= = =
345 MPa 200 - 60- 2 x4.5 = 0.9 x 345 x 131 x 20/1000 =
131
By Fracture Theory
K 1c = F d = Where,
F d .
. Sqrt ( p . a )
s
0.5 x (3 - d) [ 1 + 1.243 x (1 - d) ]
d=
a / (D h / 2 + a)
d=
4.5 / (60/ 2 + 4.5)
F d =
=
K 1c =
43 = Load ( P)
=
0.13
0.5 x (3 -0.13) [ 1 + 1.243 x (1 -0.13)^3 ]
= s
=
2.61 Load (P) Area F d .
=
. S q r t (
P / 4000 =
. a )
2.61 x 0.00025P x sqrt(3.1416 x 0.0045) 55 4 kN
0.0003
Temp = 30 Degree Celcius Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Theory
30
46
0.032
3.157
1040
31.5
30
46
0.048
3.059
876
2
32
30
46
0.063
2.97
2.5
32.5
30
46
0.077
2.89
3
33
30
46
0.091
2.812
3.5
33.5
30
46
0.104
2.743
4
34
30
46
0.118
2.67
615
5
35
30
46
0.143
2.546
577
5.8
35.8
30
46
0.162
2.457
555
7 8 9 10
37 38 39 40
30 30 30 30
46 46 46 46
0.189 0.211 0.231 0.25
2.337 2.246 2.167 2.096
531 517 505 495
Temperatu re (T)
o
C
Fracture
(D h / 2 + a)
1
31
1.5
782 718
674 640
Temp = 15 Degree Celcius Length of Crack ( a ) (mm)
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Fracture Theory
15
43
0.032
3.157
972
31.5
15
43
0.048
3.059
819
2
32
15
43
0.063
2.97
2.5
32.5
15
43
0.077
2.89
3
33
15
43
0.091
2.812
3.5
33.5
15
43
0.104
2.743
4
34
15
43
0.118
2.67
4.5
34.5
15
43
0.13
2.61
554
6
36
15
43
0.167
2.434
515
7
37
15
43
0.189
2.337
496
8
38
15
43
0.211
2.246
483
9
39
15
43
0.231
2.167
472
10
40
15
43
0.25
2.096
463
Temperatu
Temp = Zero Degree Celcius
re (T)
o
C
731 672
630 598
575
Fracture
Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
Theory
0
40
0.032
3.157
904
31.5
0
40
0.048
3.059
762
2
32
0
40
0.063
2.97
2.5
32.5
0
40
0.077
2.89
3
33
0
40
0.091
2.812
3.5
33.5
0
40
0.104
2.743
556
3.7
33.7
0
40
0.11
2.711
547
5
35
0
40
0.143
2.546
6
36
0
40
0.167
2.434
7
37
0
40
0.189
2.337
462
8
38
0
40
0.211
2.246
449
9
39
0
40
0.231
2.167
439
10
40
0
40
0.25
2.096
431
Temperatu re (T)
o
C
Fracture
625
(D h / 2 + a)
1
31
1.5
586
501 479
Temp = -15 Degree Celcius Length of Crack ( a ) (mm)
680
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
-15
37
0.032
3.157
31.5
-15
37
0.048
3.059
2
32
-15
37
0.063
2.97
2.5
32.5
-15
37
0.077
2.89
3
33
-15
37
0.091
2.812
542
3.1
33.1
-15
37
0.094
2.796
536
4
34
-15
37
0.118
2.67
494
5
35
-15
37
0.143
2.546
464
6
36
-15
37
0.167
2.434
7
37
-15
37
0.189
2.337
427
8
38
-15
37
0.211
2.246
416
9
39
-15
37
0.231
2.167
406
10
40
-15
37
0.25
2.096
398
Temperatu re (T)
o
C
Temp = -30 Degree Celcius Length of Crack ( a ) (mm)
836 705
629 578
443
Fracture
Temperatu (D h / 2 + a)
Fracture Theory
re (T)
o
C
Fracture Toughness ( k 1c )
Load (P) (kN) Fracture
d = a / (D h / 2 + a)
F d
Theory
1
31
-30
34
0.032
3.157
1.5
31.5
-30
34
0.048
3.059
2
32
-30
34
0.063
2.97
2.5
32.5
-30
34
0.077
2.89
531
2.6
32.6
-30
34
0.08
2.873
524
3.5
33.5
-30
34
0.104
2.743
473
4
34
-30
34
0.118
2.67
454
5
35
-30
34
0.143
2.546
426
6
36
-30
34
0.167
2.434
7
37
-30
34
0.189
2.337
392
8
38
-30
34
0.211
2.246
382
9
39
-30
34
0.231
2.167
373
10
40
-30
34
0.25
2.096
366
648
578
407
Temp = -45 Degree Celcius Length of Crack ( a ) (mm)
(D h / 2 + a)
1
31
1.5
769
Fracture
Load (P) (kN) -
Fracture Toughness ( k 1c )
d = a / (D h / 2 + a)
F d
-45
31
0.032
3.157
31.5
-45
31
0.048
3.059
2
32
-45
31
0.063
2.97
527
2.15
32.15
-45
31
0.067
2.947
512
3
33
-45
31
0.091
2.812
454
3.5
33.5
-45
31
0.104
2.743
4
34
-45
31
0.118
2.67
414
5
35
-45
31
0.143
2.546
389
6
36
-45
31
0.167
2.434
7
37
-45
31
0.189
2.337
358
8
38
-45
31
0.211
2.246
348
9
39
-45
31
0.231
2.167
340
10
40
-45
31
0.25
2.096
334
Temperatu re (T)
o
C
Fracture Theory
701 591
431
371
Kawish Shaikh P.Eng. UofC > Dh/4 ; Hence OK LOAD (P) Crack Length (a) 0 m 0 1 m
> 1.5xDh ; Hence OK 2
mm Both side of Hole 35 mm )
0 m 0 1 m
60 mm Dia. hole 200 mm
(40 for Steel W 350)
> Dh/2 ; Hence OK < 5t ; Hence OK > 2t ; Hence OK
mm 81 4 kN
P
Crack Lenth (a) Vs Tensile Load (P)
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
419
138
857
345
Net Section will Yeild before Fracture
355
137
851
345
Net Section will Yeild before Fracture
319
136
845
345
Net Section will Fracture
296
135
838
345
Net Section will Fracture
279
134
832
345
Net Section will Fracture
267
133
826
345
Net Section will Fracture
259
132
820
345
Net Section will Fracture
246
130
807
345
Net Section will Fracture
240
128.4
797
345
Net Section will Fracture
234 232 230 229
126 124 122 120
782 770 758 745
345 345 345 345
Net Net Net Net
Section will Fracture Section will Fracture Section will Fracture Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
391
138
857
345
Net Section will Yeild before Fracture
332
137
851
345
Net Section will Fracture
298
136
845
345
Net Section will Fracture
276
135
838
345
Net Section will Fracture
261
134
832
345
Net Section will Fracture
250
133
826
345
Net Section will Fracture
242
132
820
345
Net Section will Fracture
235
131
814
345
Net Section will Fracture
223
128
795
345
Net Section will Fracture
219
126
782
345
Net Section will Fracture
216
124
770
345
Net Section will Fracture
215
122
758
345
Net Section will Fracture
214
120
745
345
Net Section will Fracture
Theory
Yeild Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
364
138
857
345
Net Section will Yeild before Fracture
309
137
851
345
Net Section will Fracture
278
136
845
345
Net Section will Fracture
257
135
838
345
Net Section will Fracture
243
134
832
345
Net Section will Fracture
232
133
826
345
Net Section will Fracture
229
132.6
823
345
Net Section will Fracture
214
130
807
345
Net Section will Fracture
208
128
795
345
Net Section will Fracture
204
126
782
345
Net Section will Fracture
201
124
770
345
Net Section will Fracture
200
122
758
345
Net Section will Fracture
199
120
745
345
Net Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
337
138
857
345
Net Section will Fracture
286
137
851
345
Net Section will Fracture
257
136
845
345
Net Section will Fracture
238
135
838
345
Net Section will Fracture
225
134
832
345
Net Section will Fracture
223
133.8
831
345
Net Section will Fracture
208
132
820
345
Net Section will Fracture
198
130
807
345
Net Section will Fracture
192
128
795
345
Net Section will Fracture
188
126
782
345
Net Section will Fracture
186
124
770
345
Net Section will Fracture
185
122
758
345
Net Section will Fracture
184
120
745
345
Net Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
309
138
857
345
Net Section will Fracture
263
137
851
345
Net Section will Fracture
236
136
845
345
Net Section will Fracture
219
135
838
345
Net Section will Fracture
216
134.8
837
345
Net Section will Fracture
198
133
826
345
Net Section will Fracture
191
132
820
345
Net Section will Fracture
182
130
807
345
Net Section will Fracture
177
128
795
345
Net Section will Fracture
173
126
782
345
Net Section will Fracture
171
124
770
345
Net Section will Fracture
170
122
758
345
Net Section will Fracture
169
120
745
345
Net Section will Fracture
Yeild Theory
Theory
Stress in the Net Section
Effective width of Plate (mm)
Load (P) (kN) - Yeild Yeild Stress Theory (s)
282
138
857
345
Net Section will Fracture
239
137
851
345
Net Section will Fracture
215
136
845
345
Net Section will Fracture
210
135.7
843
345
Net Section will Fracture
188
134
832
345
Net Section will Fracture
180
133
826
345
Net Section will Fracture
174
132
820
345
Net Section will Fracture
166
130
807
345
Net Section will Fracture
161
128
795
345
Net Section will Fracture
158
126
782
345
Net Section will Fracture
156
124
770
345
Net Section will Fracture
155
122
758
345
Net Section will Fracture
155
120
745
345
Net Section will Fracture
Crack Length (a) VS Lug Capacity (kN) for 30 oC 1200 1000
) N k ( d a o L
800 Load (P) (kN)
600 Load (P) (kN)
400 200 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for 15 oC 1200 1000
) N k ( d a o L
800 Load (P) (k
600 Load (P) (k
400 200 0 0
5
10 a (mm)
15
Crack Length (a) VS Lug Capacity (kN) for 0 oC 1000 900 800 700 ) N k ( d a o L
600
Load (P) (k
500 Load (P) (k
400 300 200 100 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for -15 oC 900 800 700 600
) N k ( d a o L
Load (P) (k
500 400
Load (P) (k
300 200 100 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for -30 oC 900 800
700 600
) N k ( d a o L
Load (P) (k
500 400
Load (P) (k
300 200 100 0 0
5
10
15
a (mm)
Crack Length (a) VS Lug Capacity (kN) for -45 oC 900 800 700 600
) N k ( d a o L
Load (P) (k
500 400
Load (P) (k
300 200 100 0 0
5
10 a (mm)
15
- Fracture Theory -Yeild Theory
Crack Length (a) VS Lug Capacity (k ) - Fracture Theory ) -Yeild Theory
1200 1000 ) N k ( d a o L
800 600 400 200 0 0
2
4
6 a (mm)
8
10
) - Fracture Theory ) -Yeild Theory
) - Fracture Theory ) -Yeild Theory
) - Fracture Theory ) -Yeild Theory
) - Fracture Theory ) -Yeild Theory