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VIADUCTO FISCULO
DISEÑO DE LAS PILAS
Zapata Pila lado Sucre
L 14m B 14m K 10kgf
cm3
H 3m
Envolvente de máximas presiones transmitidas por la fundación (kgf/cm2):
Promedio de los máximos valores: 3.7 kgf/cm2, OK!
Diseño del refuerzo a flexión
fc 280kgf
cm2
fy 4200kgf
cm2
Envolvente de Momentos de Diseño Mxx (kgf-m/m)
Mu 602000 kgfm
m
b 100cm
h 300cm
As = 56 cm2/m 2ϕ25 c/18r 10cm
Envolvente de Momentos de Diseño Myy (kgf-m/m)
Mu 655000kgfm
m
b 100cm
h 300cm
As = 61 cm2/m 2ϕ25 c/15r 10cm
Envolvente de Cortantes de Diseño (kgf/m)
Verificación al corte:
vc 9kgf
cm2
fc 280
kgf
cm2
-->
vu 10kgf
cm2
Vu 250000
kgf
m -->
Comentario: vu es ligeramente mayor, esto es aceptable, por tantono se requiere refuerzo para el cortante.
Cabezal de pilotes Pila lado Sucre
L 14m B 14m K 10kgf
cm3
Dpilote 1.5m
H 3m
Definición de la longitud de pilotes
Envolvente de máximas reacciones en los pilotes (ton)
Diseño del refuerzo a flexión
fc 280kgf
cm2
fy 4200kgf
cm2
Envolvente de Momentos de Diseño Mxx (kgf-m/m)
Mu 564000kgfm
m
b 100cm
h 300cm
As = 53 cm2/m 2ϕ25 c/18r 10cm
Envolvente de Momentos de Diseño Myy (kgf-m/m)
Mu 619000kgfm
m
b 100cm
h 300cm
As = 58 cm2/m 2ϕ25 c/17r 10cm
Envolvente de Cortantes de Diseño (kgf/m)
Diseño al cortante:
vc 9kgf
cm2
fc 280
kgf
cm2
-->
vu 17kgf
cm2
Vu 410000
kgf
m -->
Comentario: vu es mayor, se requiere refuerzo: ϕ12 c/25 c/25
Diseño del refuerzo de los pilotes:
fc 210kgf
cm2
fy 4200kgf
cm2
Numeración de los elementos de pilotes
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 506
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 21 AT (I) Point
Pu = 1.4e+005 kgf, Mcy = 1.8e+005, Mcz = 87389.9, Mc = 2.0e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 1.4e+005 / 3.0e+005 = 0.450 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.8e+005 / 4.0e+005 = 0.446 < 1.000 ....... O.K
Mcz/PhiMnz = 87389.9 / 2.0e+005 = 0.446 < 1.000 ....... O.K
Mc/PhiMn = 2.0e+005 / 4.4e+005 = 0.446 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(300737,442400)(135438,197353)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=26.29Deg.N.A=26.28Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150260.37 296993.52
1778724.84 419292.20
1461711.78 485164.49
1205505.40 518201.70
1003327.91 532633.18
849692.51 527974.66
711878.63 513923.46
562168.52 488798.45
378818.54 443564.58
164132.58 426144.10
-233359.55 269163.27
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 44668.7 kgf (Load Combination 7)
Shear Strength by Conc PhiVc = 1.4e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 44668.7 / 1.8e+005 = 0.248 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 507
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 34 AT (I) Point
Pu = 6.8e+005 kgf, Mcy = 2.3e+005, Mcz = 11367.4, Mc = 2.3e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 6.8e+005 / 1.4e+006 = 0.472 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 2.3e+005 / 4.9e+005 = 0.468 < 1.000 ....... O.K
Mcz/PhiMnz = 11367.4 / 24359.8 = 0.467 < 1.000 ....... O.K
Mc/PhiMn = 2.3e+005 / 4.9e+005 = 0.468 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1445113,487806)
(682743,228244)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=2.86Deg.N.A=2.85Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150207.26 296966.67
1778859.07 419338.26
1461705.52 485164.32
1205597.43 518241.99
1003301.30 532475.07
849872.21 528031.82
711601.70 513978.72
562603.60 488697.59
378368.39 443544.73
163441.87 426139.99
-234237.13 268825.02
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 45935.9 kgf (Load Combination 7)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 45935.9 / 1.9e+005 = 0.244 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 508
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 34 AT (I) Point
Pu = 7.3e+005 kgf, Mcy = 2.4e+005, Mcz = 83890.3, Mc = 2.5e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.3e+005 / 1.4e+006 = 0.513 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 2.4e+005 / 4.6e+005 = 0.512 < 1.000 ....... O.K
Mcz/PhiMnz = 83890.3 / 1.6e+005 = 0.511 < 1.000 ....... O.K
Mc/PhiMn = 2.5e+005 / 4.9e+005 = 0.512 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1428399,490361)
(733116,250831)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=19.55Deg.N.A=19.54Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150283.05 297003.76
1778751.09 419304.94
1461741.25 485179.81
1205543.04 518217.41
1003342.72 532573.82
849684.70 528012.44
711869.94 513965.90
562415.80 488769.13
378741.75 443580.36
163926.45 426125.21
-233561.85 269087.18
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 50477.1 kgf (Load Combination 7)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 50477.1 / 1.9e+005 = 0.265 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 509
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 23 AT (I) Point
Pu = -8.4e+004 kgf, Mcy = 1.6e+005, Mcz = 1.1e+005, Mc = 2.0e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = -8.4e+004 / -1.4e+005 = 0.619 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.6e+005 / 2.6e+005 = 0.616 < 1.000 ....... O.K
Mcz/PhiMnz = 1.1e+005 / 1.8e+005 = 0.617 < 1.000 ....... O.K
Mc/PhiMn = 2.0e+005 / 3.2e+005 = 0.616 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(-135249,321160)(-83671,197931)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=34.71Deg.N.A=34.76Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150269.41 297000.57
1778736.67 419299.83
1461726.98 485173.04
1205527.93 518210.28
1003356.46 532604.41
849687.78 527995.30
711877.68 513947.46
562331.71 488777.57
378785.99 443579.91
164012.57 426130.02
-233465.49 269124.39
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 54779.4 kgf (Load Combination 8)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 54779.4 / 1.9e+005 = 0.291 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 510
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 37 AT (I) Point
Pu = 7.6e+005 kgf, Mcy = 69495.5, Mcz = 2.8e+005, Mc = 2.9e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.6e+005 / 1.3e+006 = 0.569 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 69495.5 / 1.2e+005 = 0.572 < 1.000 ....... O.K
Mcz/PhiMnz = 2.8e+005 / 4.9e+005 = 0.571 < 1.000 ....... O.K
Mc/PhiMn = 2.9e+005 / 5.0e+005 = 0.571 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1335226,503518)
(760228,287758)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=76.03Deg.N.A=76.02Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150161.00 296957.46
1778926.05 419368.32
1461656.27 485146.54
1205555.78 518219.49
1003278.01 532434.01
850079.47 528086.67
711513.65 513974.38
562649.72 488647.53
377941.06 443555.66
162871.51 426203.76
-235143.05 268479.99
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 57904.5 kgf (Load Combination 37)
Shear Strength by Conc PhiVc = 1.6e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 57904.5 / 1.9e+005 = 0.302 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 511
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 37 AT (I) Point
Pu = 6.9e+005 kgf, Mcy = 3123.85, Mcz = 2.3e+005, Mc = 2.3e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 6.9e+005 / 1.4e+006 = 0.479 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 3123.85 / 6562.84 = 0.476 < 1.000 ....... O.K
Mcz/PhiMnz = 2.3e+005 / 4.9e+005 = 0.478 < 1.000 ....... O.K
Mc/PhiMn = 2.3e+005 / 4.9e+005 = 0.478 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1445080,487786)
(692564,233084)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=89.23Deg.N.A=89.23Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150257.06 296995.70
1778722.71 419293.50
1461711.77 485165.28
1205508.15 518202.30
1003331.05 532631.04
849691.89 527976.12
711881.63 513925.79
562188.69 488796.80
378813.41 443564.82
164123.69 426142.63
-233361.55 269163.70
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 46900.6 kgf (Load Combination 37)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 46900.6 / 1.9e+005 = 0.249 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 512
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 36 AT (I) Point
Pu = 7.2e+005 kgf, Mcy = 85701.9, Mcz = 2.2e+005, Mc = 2.4e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.2e+005 / 1.5e+006 = 0.487 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 85701.9 / 1.8e+005 = 0.488 < 1.000 ....... O.K
Mcz/PhiMnz = 2.2e+005 / 4.5e+005 = 0.489 < 1.000 ....... O.K
Mc/PhiMn = 2.4e+005 / 4.8e+005 = 0.489 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1480887,482006)
(721566,235469)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=68.65Deg.N.A=68.66Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150180.69 296962.01
1778902.84 419358.78
1461677.31 485154.62
1205574.50 518229.56
1003288.30 532452.38
849959.45 528047.74
711498.47 513996.46
562629.29 488670.00
378198.56 443543.71
163220.85 426161.09
-234575.98 268696.30
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 45952.5 kgf (Load Combination 22)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 45952.5 / 1.8e+005 = 0.252 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 513
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 23 AT (I) Point
Pu = 11014.7 kgf, Mcy = 1.7e+005, Mcz = 1.8e+005, Mc = 2.5e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 11014.7 / 17595.7 = 0.626 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.7e+005 / 2.7e+005 = 0.628 < 1.000 ....... O.K
Mcz/PhiMnz = 1.8e+005 / 2.8e+005 = 0.628 < 1.000 ....... O.K
Mc/PhiMn = 2.5e+005 / 3.9e+005 = 0.628 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(17596,392255)(11015,246421)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=45.74Deg.N.A=45.73Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150255.83 296995.56
1778721.47 419293.16
1461710.64 485164.78
1205507.09 518201.76
1003326.13 532632.57
849692.10 527974.84
711882.48 513924.47
562176.30 488799.10
378814.69 443563.64
164132.93 426144.20
-233354.04 269166.66
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 62932.8 kgf (Load Combination 8)
Shear Strength by Conc PhiVc = 1.6e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 62932.8 / 1.9e+005 = 0.329 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 514
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 23 AT (I) Point
Pu = 84678.2 kgf, Mcy = 1.8e+005, Mcz = 2.4e+005, Mc = 3.0e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 84678.2 / 1.2e+005 = 0.722 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.8e+005 / 2.5e+005 = 0.725 < 1.000 ....... O.K
Mcz/PhiMnz = 2.4e+005 / 3.3e+005 = 0.726 < 1.000 ....... O.K
Mc/PhiMn = 3.0e+005 / 4.2e+005 = 0.725 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(117326,417074)(84678,302567)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=52.63Deg.N.A=52.67Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150287.41 296995.69
1778753.67 419298.26
1461737.49 485174.26
1205528.26 518212.54
1003359.81 532595.04
849687.89 528000.64
711865.13 513951.09
562347.11 488771.67
378789.52 443587.43
163979.37 426126.86
-233511.58 269103.45
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 60754.2 kgf (Load Combination 23)
Shear Strength by Conc PhiVc = 1.2e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 60754.2 / 1.6e+005 = 0.381 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 515
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 5 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 36 AT (I) Point
Pu = 7.0e+005 kgf, Mcy = 45943.9, Mcz = 2.9e+005, Mc = 2.9e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.0e+005 / 1.2e+006 = 0.567 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 45943.9 / 80936.5 = 0.568 < 1.000 ....... O.K
Mcz/PhiMnz = 2.9e+005 / 5.1e+005 = 0.568 < 1.000 ....... O.K
Mc/PhiMn = 2.9e+005 / 5.2e+005 = 0.568 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1236109,515009)
(700622,292342)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=80.96Deg.N.A=80.96Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150249.34 296992.68
1778713.98 419289.56
1461702.27 485160.44
1205496.42 518197.31
1003281.02 532650.04
849694.32 527964.13
711884.83 513912.42
561988.29 488836.37
378829.64 443555.12
164244.79 426172.94
-233296.69 269188.25
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 57452.7 kgf (Load Combination 22)
Shear Strength by Conc PhiVc = 1.4e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 57452.7 / 1.8e+005 = 0.317 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 516
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 12 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 37 AT (J) Point
Pu = 7.3e+005 kgf, Mcy = 0.00000, Mcz = 0.00000, Mc = 0.00000 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.3e+005 / 2.2e+006 = 0.335 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mcz/PhiMnz = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mc/PhiMn = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(2173899,0)
(727423,0)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=0.00Deg.N.A=0.00Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150245.40 296994.31
1778710.99 419290.27
1461701.11 485160.58
1205499.22 518197.23
1003276.34 532649.63
849693.57 527963.93
711890.27 513913.35
561993.91 488837.69
378824.46 443553.36
164249.19 426173.76
-233290.44 269191.74
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 7464.01 kgf (Load Combination 37)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 7464.01 / 1.9e+005 = 0.040 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 517
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 10 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 35 AT (J) Point
Pu = 7.9e+005 kgf, Mcy = 0.00000, Mcz = 0.00000, Mc = 0.00000 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.9e+005 / 2.2e+006 = 0.361 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mcz/PhiMnz = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mc/PhiMn = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(2173899,0)
(785299,0)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=0.00Deg.N.A=0.00Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150245.40 296994.31
1778710.99 419290.27
1461701.11 485160.58
1205499.22 518197.23
1003276.34 532649.63
849693.57 527963.93
711890.27 513913.35
561993.91 488837.69
378824.46 443553.36
164249.19 426173.76
-233290.44 269191.74
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 9732.98 kgf (Load Combination 37)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 9732.98 / 1.9e+005 = 0.052 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 518
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 8 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 35 AT (J) Point
Pu = 7.5e+005 kgf, Mcy = 0.00000, Mcz = 0.00000, Mc = 0.00000 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.5e+005 / 2.2e+006 = 0.347 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mcz/PhiMnz = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mc/PhiMn = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(2173899,0)
(754093,0)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=0.00Deg.N.A=0.00Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150245.40 296994.31
1778710.99 419290.27
1461701.11 485160.58
1205499.22 518197.23
1003276.34 532649.63
849693.57 527963.93
711890.27 513913.35
561993.91 488837.69
378824.46 443553.36
164249.19 426173.76
-233290.44 269191.74
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 17858.3 kgf (Load Combination 8)
Shear Strength by Conc PhiVc = 1.4e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 17858.3 / 1.8e+005 = 0.099 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 519
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 7 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 36 AT (I) Point
Pu = 5.8e+005 kgf, Mcy = 30411.3, Mcz = 2.1e+005, Mc = 2.1e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 5.8e+005 / 1.4e+006 = 0.426 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 30411.3 / 71601.4 = 0.425 < 1.000 ....... O.K
Mcz/PhiMnz = 2.1e+005 / 4.9e+005 = 0.425 < 1.000 ....... O.K
Mc/PhiMn = 2.1e+005 / 5.0e+005 = 0.425 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1360679,500006)
(578999,212322)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=81.77Deg.N.A=81.77Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150266.26 296991.83
1778730.62 419291.54
1461714.79 485164.85
1205505.96 518202.35
1003334.95 532631.52
849692.44 527976.19
711875.84 513924.68
562180.65 488795.22
378818.72 443566.49
164120.78 426142.07
-233372.79 269157.28
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 31134.0 kgf (Load Combination 8)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 31134.0 / 1.8e+005 = 0.170 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 520
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 9 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 37 AT (J) Point
Pu = 7.9e+005 kgf, Mcy = 0.00000, Mcz = 0.00000, Mc = 0.00000 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.9e+005 / 2.2e+006 = 0.362 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mcz/PhiMnz = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
Mc/PhiMn = 0.00000 / 0.00000 = 0.000 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(2173899,0)
(785940,0)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=0.00Deg.N.A=0.00Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150245.40 296994.31
1778710.99 419290.27
1461701.11 485160.58
1205499.22 518197.23
1003276.34 532649.63
849693.57 527963.93
711890.27 513913.35
561993.91 488837.69
378824.46 443553.36
164249.19 426173.76
-233290.44 269191.74
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 13438.5 kgf (Load Combination 37)
Shear Strength by Conc PhiVc = 1.6e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 13438.5 / 1.9e+005 = 0.070 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 521
Material Data fc' = 2.10921e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 7 m
Section Property Pilote (No : 5)
Rebar Pattern Total Rebar Area Ast = 0.0176715 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 37 AT (I) Point
Pu = 7.4e+005 kgf, Mcy = 15026.8, Mcz = 1.5e+005, Mc = 1.5e+005 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 2.2e+006 kgf
Axial Load Ratio Pu/PhiPn = 7.4e+005 / 1.9e+006 = 0.390 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 15026.8 / 38522.6 = 0.390 < 1.000 ....... O.K
Mcz/PhiMnz = 1.5e+005 / 3.8e+005 = 0.389 < 1.000 ....... O.K
Mc/PhiMn = 1.5e+005 / 3.8e+005 = 0.389 < 1.000 ....... O.K
4. P-M Interaction Diagram
3968934
3492662
80649
3016390
161297
2540118
241946
2063846
322595
1587574
403244
1111302
483892
635030
564541
158757
645190
-317515
725839
-793787
806487
(1904434,384036)
(741957,149527)
2173899
0
0
P(kgf)
M(kgf-m)
Theta=84.24Deg.N.A=84.23Deg.
PhiPn(kgf) PhiMn(kgf-m)
2717373.97 0.00
2150179.54 296965.59
1778886.74 419355.16
1461680.71 485156.81
1205580.65 518231.95
1003287.61 532456.57
849939.24 528043.10
711520.98 513994.54
562629.78 488676.77
378234.37 443541.89
163276.14 426156.10
-234485.05 268732.49
-670910.52 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vu = 22026.7 kgf (Load Combination 37)
Shear Strength by Conc PhiVc = 1.5e+005 kgf
Shear Strength by Rebar PhiVs = 36430.3 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 22026.7 / 1.9e+005 = 0.115 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.7.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 11:45
MIDAS/Civil RC Column Design Result
Diseño de las columnas de ambas pilas
fc 280kgf
cm2
fy 4200kgf
cm2
Numeración de los elementos de las pilas y de las riostras
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 113
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.6204 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 20 AT (I) Point
Pu = 1.4e+006 kgf, Mcy = 1.2e+006, Mcz = 1.6e+005, Mc = 1.2e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 1.4e+006 / 3.9e+006 = 0.348 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.2e+006 / 3.4e+006 = 0.345 < 1.000 ....... O.K
Mcz/PhiMnz = 1.6e+005 / 4.4e+005 = 0.363 < 1.000 ....... O.K
Mc/PhiMn = 1.2e+006 / 3.4e+006 = 0.346 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(3942648,3388126)
(1370462,1171096)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=7.54Deg.N.A=1.11Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
11375682.94 2233353.58
9448989.74 2957342.94
7924515.95 3344817.85
6726956.23 3558885.27
5800143.51 3665269.06
5192838.90 3619287.09
4640981.22 3538277.08
4032325.60 3410476.29
3253002.72 3187217.71
2154750.72 2764320.03
522775.25 2310690.17
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 82235.4, Vuz = 17792.3 kgf (Load Combination 22)
Shear Strength (Y-Direction) PhiVcy = 4.2e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.4e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 84138.1 / 5.7e+005 = 0.147 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 114
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 15.9771 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0860625 m^2 (Rhost = 0.0113)
2. Applied LoadsLoad Combination 20 AT (I) Point
Pu = 1.0e+006 kgf, Mcy = 2.5e+006, Mcz = 1.4e+005, Mc = 2.5e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 1.0e+006 / 1.1e+006 = 0.947 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 2.5e+006 / 2.6e+006 = 0.949 < 1.000 ....... O.K
Mcz/PhiMnz = 1.4e+005 / 1.4e+005 = 0.974 < 1.000 ....... O.K
Mc/PhiMn = 2.5e+006 / 2.6e+006 = 0.949 < 1.000 ....... O.K
4. P-M Interaction Diagram
22679626
19958070
576062
17236515
1152125
14514960
1728187
11793405
2304250
9071850
2880312
6350295
3456375
3628740
4032437
907185
4608500
-1814370
5184562 -4535925
5760625
(1074358,2624725)(1017911,2490676)
12158493
0
0
P(kgf)
M(kgf-m)
Theta=3.11Deg.N.A=0.20Deg.
PhiPn(kgf) PhiMn(kgf-m)
15198116.58 0.00
11295777.16 2381737.83
9408643.91 3083039.70
7901726.82 3476431.92
6707072.40 3710632.40
5825070.31 3813830.62
5252059.80 3769099.07
4722521.01 3695897.00
4138081.10 3579480.97
3401347.13 3379869.33
2414787.84 3019621.43
960601.55 2582869.56
-3267429.00 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 41807.9, Vuz = 1.5e+005 kgf (Load Combination 7)
Shear Strength (Y-Direction) PhiVcy = 4.3e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.4e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.6e+005 / 5.8e+005 = 0.271 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 115
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.1147 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0860625 m^2 (Rhost = 0.0113)
2. Applied LoadsLoad Combination 21 AT (I) Point
Pu = 9.2e+005 kgf, Mcy = 2.5e+006, Mcz = 99871.9, Mc = 2.5e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 9.2e+005 / 9.4e+005 = 0.978 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 2.5e+006 / 2.6e+006 = 0.979 < 1.000 ....... O.K
Mcz/PhiMnz = 99871.9 / 1.1e+005 = 0.939 < 1.000 ....... O.K
Mc/PhiMn = 2.5e+006 / 2.6e+006 = 0.979 < 1.000 ....... O.K
4. P-M Interaction Diagram
22679626
19958070
576062
17236515
1152125
14514960
1728187
11793405
2304250
9071850
2880312
6350295
3456375
3628740
4032437
907185
4608500
-1814370
5184562 -4535925
5760625
(937026,2572621)(916111,2518362)
12158493
0
0
P(kgf)
M(kgf-m)
Theta=2.37Deg.N.A=0.14Deg.
PhiPn(kgf) PhiMn(kgf-m)
15198116.58 0.00
11281161.01 2387838.20
9398818.92 3086130.19
7895390.32 3478538.79
6703212.03 3712748.97
5827054.24 3813889.07
5255846.51 3769488.53
4728232.76 3696788.48
4145721.20 3581106.95
3411319.39 3382791.55
2428238.70 3024945.57
994874.76 2594334.88
-3267429.00 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 28495.6, Vuz = 1.6e+005 kgf (Load Combination 35)
Shear Strength (Y-Direction) PhiVcy = 4.2e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.3e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.6e+005 / 5.7e+005 = 0.276 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 116
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 21 AT (I) Point
Pu = 9.7e+005 kgf, Mcy = 1.3e+006, Mcz = 58561.4, Mc = 1.3e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 9.7e+005 / 2.1e+006 = 0.462 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.3e+006 / 2.7e+006 = 0.463 < 1.000 ....... O.K
Mcz/PhiMnz = 58561.4 / 1.3e+005 = 0.464 < 1.000 ....... O.K
Mc/PhiMn = 1.3e+006 / 2.7e+006 = 0.463 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(2094942,2723526)
(968285,1261109)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=2.66Deg.N.A=0.25Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
11162777.87 2295190.36
9309193.99 2977824.34
7838019.17 3350389.04
6678808.52 3563626.50
5818901.88 3654431.55
5250771.30 3608547.75
4725533.56 3534567.37
4146032.11 3417675.97
3415607.89 3217915.56
2437003.67 2858185.11
1015956.60 2397037.71
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 18833.9, Vuz = 72989.2 kgf (Load Combination 7)
Shear Strength (Y-Direction) PhiVcy = 4.3e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.5e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 75380.0 / 5.9e+005 = 0.129 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 117
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 24- AT (J) Point
Pu = 4.3e+006 kgf, Mcy = 36578.6, Mcz = 118.756, Mc = 36578.8 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 4.3e+006 / 1.2e+007 = 0.360 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 36578.6 / 1.0e+005 = 0.360 < 1.000 ....... O.K
Mcz/PhiMnz = 118.756 / 317.723 = 0.374 < 1.000 ....... O.K
Mc/PhiMn = 36578.8 / 1.0e+005 = 0.360 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(11945398,101718)
(4295665,36579)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=0.18Deg.N.A=0.01Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
11104091.99 2319971.17
9270293.45 2990099.08
7813570.24 3358498.93
6664632.10 3571628.93
5827031.24 3654911.28
5266408.25 3610312.98
4748579.76 3538356.29
4177086.84 3424585.37
3456158.63 3230114.06
2491781.74 2880274.96
1145570.28 2443913.16
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 98227.6, Vuz = 30457.2 kgf (Load Combination 22)
Shear Strength (Y-Direction) PhiVcy = 4.4e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.5e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.0e+005 / 5.9e+005 = 0.174 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 123
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 24- AT (J) Point
Pu = 3.5e+006 kgf, Mcy = 41331.9, Mcz = 118.033, Mc = 41332.0 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 3.5e+006 / 1.2e+007 = 0.295 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 41331.9 / 1.4e+005 = 0.295 < 1.000 ....... O.K
Mcz/PhiMnz = 118.033 / 384.684 = 0.307 < 1.000 ....... O.K
Mc/PhiMn = 41332.0 / 1.4e+005 = 0.295 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(11945398,140032)
(3525825,41332)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=0.16Deg.N.A=0.01Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
11103654.09 2320168.09
9270002.69 2990201.40
7813386.93 3358570.23
6664524.35 3571699.32
5827091.93 3654922.64
5266526.60 3610333.12
4748749.46 3538391.51
4177318.22 3424645.09
3456460.76 3230213.34
2492188.40 2880447.79
1146525.95 2444293.64
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 96265.7, Vuz = 25109.2 kgf (Load Combination 22)
Shear Strength (Y-Direction) PhiVcy = 4.2e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.3e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 99486.4 / 5.7e+005 = 0.175 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 129
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 15.9771 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 20 AT (I) Point
Pu = 9.1e+005 kgf, Mcy = 1.2e+006, Mcz = 5.0e+005, Mc = 1.3e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 9.1e+005 / 2.0e+006 = 0.459 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.2e+006 / 2.7e+006 = 0.458 < 1.000 ....... O.K
Mcz/PhiMnz = 5.0e+005 / 1.0e+006 = 0.474 < 1.000 ....... O.K
Mc/PhiMn = 1.3e+006 / 2.9e+006 = 0.460 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(1973676,2851942)
(905991,1312269)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=21.58Deg.N.A=2.09Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
11613009.72 2220327.45
9602678.46 2979482.64
8016818.59 3382082.49
6775149.39 3598011.27
5805990.59 3703722.38
5123671.26 3663672.49
4532979.36 3573662.77
3873238.60 3430708.11
3022878.75 3182953.64
1907608.33 2845487.02
-64321.83 2399993.95
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 43766.0, Vuz = 1.5e+005 kgf (Load Combination 20)
Shear Strength (Y-Direction) PhiVcy = 4.0e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.1e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.5e+005 / 5.5e+005 = 0.279 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 130
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 15.9771 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.11475 m^2 (Rhost = 0.0150)
2. Applied LoadsLoad Combination 20 AT (J) Point
Pu = 1.1e+006 kgf, Mcy = 3.1e+006, Mcz = 2.1e+006, Mc = 3.7e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.3e+007 kgf
Axial Load Ratio Pu/PhiPn = 1.1e+006 / 1.1e+006 = 0.978 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 3.1e+006 / 3.2e+006 = 0.973 < 1.000 ....... O.K
Mcz/PhiMnz = 2.1e+006 / 2.1e+006 = 0.979 < 1.000 ....... O.K
Mc/PhiMn = 3.7e+006 / 3.8e+006 = 0.975 < 1.000 ....... O.K
4. P-M Interaction Diagram
23813607
20865256
633669
17916904
1267337
14968553
1901006
12020202
2534675
9071850
3168344
6123499
3802012
3175148
4435681
226796
5069350
-2721555
5703019 -5669906
6336687
(1079312,3792663)(1055561,3697320)
12797780
0
0
P(kgf)
M(kgf-m)
Theta=33.76Deg.N.A=3.18Deg.
PhiPn(kgf) PhiMn(kgf-m)
15997224.84 0.00
12503601.64 2579059.12
10255596.66 3446838.88
8452837.53 3947833.82
7009532.66 4248502.38
5855390.48 4418082.91
5010929.12 4390453.29
4324928.06 4291303.37
3568777.30 4133331.85
2586226.96 3858165.64
1332236.01 3794109.37
-1419779.30 3136956.06
-4356572.01 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 2.0e+005, Vuz = 47863.9 kgf (Load Combination 22)
Shear Strength (Y-Direction) PhiVcy = 4.3e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.4e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 2.1e+005 / 5.8e+005 = 0.356 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 131
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 15.9771 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 21 AT (I) Point
Pu = 7.8e+005 kgf, Mcy = 1.3e+006, Mcz = 5.3e+005, Mc = 1.4e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 7.8e+005 / 1.5e+006 = 0.522 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 1.3e+006 / 2.5e+006 = 0.517 < 1.000 ....... O.K
Mcz/PhiMnz = 5.3e+005 / 9.8e+005 = 0.540 < 1.000 ....... O.K
Mc/PhiMn = 1.4e+006 / 2.7e+006 = 0.520 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(1485803,2717098)(775098,1413779)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=21.17Deg.N.A=1.72Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
11523705.23 2218044.45
9545128.27 2965631.24
7982610.79 3362733.53
6757548.50 3577870.85
5803286.26 3684396.35
5151979.92 3643103.50
4578141.08 3556696.80
3937418.89 3418775.18
3111195.89 3178390.84
2003459.41 2805252.81
160566.90 2347816.19
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 40200.9, Vuz = 1.6e+005 kgf (Load Combination 21)
Shear Strength (Y-Direction) PhiVcy = 4.0e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.1e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.7e+005 / 5.4e+005 = 0.306 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 132
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 15.9771 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.11475 m^2 (Rhost = 0.0150)
2. Applied LoadsLoad Combination 21 AT (J) Point
Pu = 8.9e+005 kgf, Mcy = 3.1e+006, Mcz = 1.7e+006, Mc = 3.5e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.3e+007 kgf
Axial Load Ratio Pu/PhiPn = 8.9e+005 / 9.2e+005 = 0.971 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 3.1e+006 / 3.1e+006 = 0.980 < 1.000 ....... O.K
Mcz/PhiMnz = 1.7e+006 / 1.8e+006 = 0.973 < 1.000 ....... O.K
Mc/PhiMn = 3.5e+006 / 3.6e+006 = 0.978 < 1.000 ....... O.K
4. P-M Interaction Diagram
23813607
20865256
633669
17916904
1267337
14968553
1901006
12020202
2534675
9071850
3168344
6123499
3802012
3175148
4435681
226796
5069350
-2721555
5703019 -5669906
6336687
(920088,3598517)(893516,3519831)
12797780
0
0
P(kgf)
M(kgf-m)
Theta=29.42Deg.N.A=2.51Deg.
PhiPn(kgf) PhiMn(kgf-m)
15997224.84 0.00
12335717.99 2539476.02
10144039.96 3394758.09
8382353.66 3887422.61
6976383.46 4185154.96
5857092.97 4356066.65
5071763.95 4329739.19
4428326.91 4235951.03
3706540.25 4083706.50
2768033.77 3815632.93
1563143.21 3639226.16
-1030979.49 3055824.88
-4356572.01 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 38870.3, Vuz = 1.8e+005 kgf (Load Combination 21)
Shear Strength (Y-Direction) PhiVcy = 4.1e+005, PhiVsy = 1.0e+005 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.0e+005, PhiVsz = 36666.2 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.9e+005 / 5.4e+005 = 0.344 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 134
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 22 AT (J) Point
Pu = 1.8e+006 kgf, Mcy = 3.7e+005, Mcz = 4.1e+006, Mc = 4.2e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 1.8e+006 / 4.1e+006 = 0.431 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 3.7e+005 / 8.5e+005 = 0.435 < 1.000 ....... O.K
Mcz/PhiMnz = 4.1e+006 / 9.7e+006 = 0.429 < 1.000 ....... O.K
Mc/PhiMn = 4.2e+006 / 9.7e+006 = 0.429 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
1728187
16556127
3456375
14061368
5184562
11566609
6912750
9071850
8640937
6577091
10369125
4082333
12097312
1587574
13825500
-907185
15553687 -3401944
17281875
(4125927,9702638)
(1777799,4163169)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=85.00Deg.N.A=42.47Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
12433880.93 4845640.98
10124728.82 8070254.01
8296911.00 9531662.54
6869738.89 10094385.44
5753671.86 10207123.06
4854532.70 10029130.82
4021299.89 9642696.18
3102345.70 8962495.73
1998419.62 7929449.10
519040.33 6704966.71
-1531922.82 3131728.17
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 1.2e+005, Vuz = 33576.1 kgf (Load Combination 22)
Shear Strength (Y-Direction) PhiVcy = 4.2e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.4e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.2e+005 / 5.7e+005 = 0.217 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 135
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 20 AT (J) Point
Pu = 1.4e+006 kgf, Mcy = 2.1e+006, Mcz = 1.8e+006, Mc = 2.8e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 1.4e+006 / 1.7e+006 = 0.814 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 2.1e+006 / 2.5e+006 = 0.831 < 1.000 ....... O.K
Mcz/PhiMnz = 1.8e+006 / 2.2e+006 = 0.811 < 1.000 ....... O.K
Mc/PhiMn = 2.8e+006 / 3.4e+006 = 0.822 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
576062
16556127
1152125
14061368
1728187
11566609
2304250
9071850
2880312
6577091
3456375
4082333
4032437
1587574
4608500
-907185
5184562 -3401944
5760625
(1724701,3354363)(1403722,2757260)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=41.46Deg.N.A=4.46Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
12175034.34 2431613.91
9957386.45 3212702.25
8209761.37 3645505.09
6841404.61 3871597.90
5765729.76 3975053.73
4934477.89 3930058.28
4214433.65 3817985.76
3451749.77 3660132.11
2468472.07 3397064.69
1238726.37 3376743.65
-1058432.72 2591544.06
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 1.3e+005, Vuz = 38938.5 kgf (Load Combination 22)
Shear Strength (Y-Direction) PhiVcy = 4.3e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.5e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.4e+005 / 5.8e+005 = 0.232 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 136
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.0765 m^2 (Rhost = 0.0100)
2. Applied LoadsLoad Combination 36 AT (J) Point
Pu = 3.3e+006 kgf, Mcy = 3.6e+005, Mcz = 4.2e+006, Mc = 4.2e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.2e+007 kgf
Axial Load Ratio Pu/PhiPn = 3.3e+006 / 7.7e+006 = 0.428 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 3.6e+005 / 8.5e+005 = 0.425 < 1.000 ....... O.K
Mcz/PhiMnz = 4.2e+006 / 9.7e+006 = 0.431 < 1.000 ....... O.K
Mc/PhiMn = 4.2e+006 / 9.8e+006 = 0.431 < 1.000 ....... O.K
4. P-M Interaction Diagram
21545644
19050885
1728187
16556127
3456375
14061368
5184562
11566609
6912750
9071850
8640937
6577091
10369125
4082333
12097312
1587574
13825500
-907185
15553687 -3401944
17281875
(7652286,9751986)
(3278184,4204677)
11945398
0
0
P(kgf)
M(kgf-m)
Theta=84.97Deg.N.A=39.87Deg.
PhiPn(kgf) PhiMn(kgf-m)
14931747.17 0.00
12514119.69 4650944.01
10189483.78 7920410.76
8326043.42 9427895.06
6872591.95 9996368.02
5735999.16 10098398.80
4819423.60 9905286.75
3968842.88 9499099.78
3029614.39 8790193.76
1921839.42 7798906.44
412812.56 6509582.98
-1580514.43 3011169.07
-2904381.34 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 1.2e+005, Vuz = 21746.8 kgf (Load Combination 23)
Shear Strength (Y-Direction) PhiVcy = 4.4e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.6e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.2e+005 / 6.0e+005 = 0.208 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
5.1
1.5
0.1
1. Design Condition Design Code AASHTO-LFD96
Unit System kgf, m
Member Number 137
Material Data fc' = 2.81228e+006, fy = 4.21842e+007, fys = 4.21842e+007 kgf/m^2
Column Height 16.4828 m
Section Property Pila (No : 1)
Rebar Pattern Total Rebar Area Ast = 0.106383 m^2 (Rhost = 0.0139)
2. Applied LoadsLoad Combination 18- AT (J) Point
Pu = 3.8e+006 kgf, Mcy = 3.7e+006, Mcz = 9.7e+005, Mc = 3.8e+006 kgf-m
3. Axial Forces and Moments Capacity CheckConcentric Max. Axial Load PhiPn-max = 1.3e+007 kgf
Axial Load Ratio Pu/PhiPn = 3.8e+006 / 4.0e+006 = 0.946 < 1.000 ....... O.K
Moment Ratio Mcy/PhiMny = 3.7e+006 / 3.8e+006 = 0.955 < 1.000 ....... O.K
Mcz/PhiMnz = 9.7e+005 / 1.0e+006 = 0.956 < 1.000 ....... O.K
Mc/PhiMn = 3.8e+006 / 4.0e+006 = 0.955 < 1.000 ....... O.K
4. P-M Interaction Diagram
22679626
19958070
633669
17236515
1267337
14514960
1901006
11793405
2534675
9071850
3168344
6350295
3802012
3628740
4435681
907185
5069350
-1814370
5703019 -4535925
6336687
(3971569,3973626)(3756716,3794061)
12611321
0
0
P(kgf)
M(kgf-m)
Theta=14.81Deg.N.A=2.20Deg.
PhiPn(kgf) PhiMn(kgf-m)
15764151.60 0.00
12121226.29 2463224.34
9987630.93 3291809.67
8277730.82 3761822.66
6917332.97 4041241.08
5842952.43 4198488.49
5105174.91 4168686.95
4484759.86 4077676.96
3788781.46 3930064.43
2885619.94 3670297.00
1715982.79 3419526.41
-660896.10 2877167.03
-4038905.30 0.00
5. Shear Force Capacity Check
Applied Shear Strength Vuy = 1.6e+005, Vuz = 27301.9 kgf (Load Combination 23)
Shear Strength (Y-Direction) PhiVcy = 4.5e+005, PhiVsy = 97394.2 kgf (2.0-#4 @300)
Shear Strength (Z-Direction) PhiVcz = 5.7e+005, PhiVsz = 36393.5 kgf (2.0-#4 @300)
Shear Ratio Vu/PhiVn = 1.6e+005 / 6.1e+005 = 0.268 < 1.000 ....... O.K
CompanyAuthor
Project TitleFile NameMirko Romero C:\...\FISCULCO FINAL v.8.mcb
Modeling, Integrated Design & Analysis Software Print Date/Time : 08/01/2012 23:09
MIDAS/Civil RC Column Design Result
MIDAS/Civil RC Beam Design Result PROJECT TITLE : DISEÑO DE LAS RIOSTRAS
Company
Author
Client
File NameMirko Romero Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Civil - RC-Beam Design [ AASHTO-LFD96 ] Civil 2011==========================================================================================
+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | MIDAS/Civil - Design & checking system for windows | +============================================================+ | RC-Member(Beam or Column) Analysis and Design | | Based On AASHTO-LRFD02, AASHTO-LFD96, ACI318-02, | | CSA-S6-00, Eurocode2-2:05, IRC:21-2000 | | | | | | | | | | (c)SINCE 1989 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | | Tel : 360-753-5540, Fax : 360-753-5542 | +============================================================+ | MIDAS/Civil Version 7.9.1 | +============================================================+
*.DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1+ 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + cv+i( 2.171) 1- 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + cv+i( 2.171) 2+ 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + cv+i( 1.300) +Shrinkage Secondary( 1.300) 2- 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + cv+i( 1.300) +Shrinkage Secondary( 1.300) 3+ 1 Dead Load( 1.250) +Tendon Secondary( 1.000) + cv+i( 1.250) +Shrinkage Secondary( 1.250) +GRADIENTE TÉRMICO( 1.250) 3- 1 Dead Load( 1.250) +Tendon Secondary( 1.000) + cv+i( 1.250) +Shrinkage Secondary( 1.250) +GRADIENTE TÉRMICO( 1.250) 4+ 1 Dead Load( 1.250) +Tendon Secondary( 1.000) + cv+i( 1.250) +Shrinkage Secondary( 1.250) + TEMPERATURA( 1.250) 4- 1 Dead Load( 1.250) +Tendon Secondary( 1.000) + cv+i( 1.250) +Shrinkage Secondary( 1.250) + TEMPERATURA( 1.250) 5+ 1 Dead Load( 1.250) +Tendon Secondary( 1.000) + cv+i( 1.250) +Shrinkage Secondary( 1.250) + TEMPERATURA(-1.250) 5- 1 Dead Load( 1.250) +Tendon Secondary( 1.000) + cv+i( 1.250) +Shrinkage Secondary( 1.250) + TEMPERATURA(-1.250) 6 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + VIENTO Y( 1.300) 7 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + SISMO X( 1.300) 8 1 Dead Load( 1.300) +Tendon Secondary( 1.000) + SISMO Y( 1.300) 10+ 1 cv+i( 2.171) + Dead Load( 0.975) +Tendon Secondary( 1.000) 10- 1 cv+i( 2.171) + Dead Load( 0.975) +Tendon Secondary( 1.000) 11 1 VIENTO Y( 1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000)
- 1 / 5 -
Print Date/Time : 08/03/2012 08:47 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Civil V 7.9.1
MIDAS/Civil RC Beam Design Result PROJECT TITLE : DISEÑO DE LAS RIOSTRAS
Company
Author
Client
File NameMirko Romero Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Civil - RC-Beam Design [ AASHTO-LFD96 ] Civil 2011==========================================================================================
12 1 VIENTO Y(-1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) 13+ 1 cv+i( 1.300) + VIENTO Y( 0.390) + Dead Load( 0.975) +Tendon Secondary( 1.000) 13- 1 cv+i( 1.300) + VIENTO Y( 0.390) + Dead Load( 0.975) +Tendon Secondary( 1.000) 14+ 1 cv+i( 1.300) + VIENTO Y(-0.390) + Dead Load( 0.975) +Tendon Secondary( 1.000) 14- 1 cv+i( 1.300) + VIENTO Y(-0.390) + Dead Load( 0.975) +Tendon Secondary( 1.000) 15+ 1 cv+i( 1.300) + TEMPERATURA( 1.300) +GRADIENTE TÉRMICO( 1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.300) 15- 1 cv+i( 1.300) + TEMPERATURA( 1.300) +GRADIENTE TÉRMICO( 1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.300) 16 1 TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + VIENTO Y( 1.250) + Dead Load( 0.938) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 17 1 TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + VIENTO Y(-1.250) + Dead Load( 0.938) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 18+ 1 cv+i( 1.250) + VIENTO Y( 0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 0.938) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 18- 1 cv+i( 1.250) + VIENTO Y( 0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 0.938) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 19+ 1 cv+i( 1.250) + VIENTO Y(-0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 0.938) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 19- 1 cv+i( 1.250) + VIENTO Y(-0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 0.938) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 20 1 SISMO X( 1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) 21 1 SISMO X(-1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) 22 1 SISMO Y( 1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) 23 1 SISMO Y(-1.300) + Dead Load( 0.975) +Tendon Secondary( 1.000) 24+ 1 cv+i( 2.171) + Dead Load( 1.300) +Tendon Secondary( 1.000) 24- 1 cv+i( 2.171) + Dead Load( 1.300) +Tendon Secondary( 1.000) 25 1 VIENTO Y( 1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) 26 1 VIENTO Y(-1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) 27+ 1 cv+i( 1.300) + VIENTO Y( 0.390) + Dead Load( 1.300) +Tendon Secondary( 1.000) 27- 1 cv+i( 1.300) + VIENTO Y( 0.390) + Dead Load( 1.300) +Tendon Secondary( 1.000) 28+ 1 cv+i( 1.300) + VIENTO Y(-0.390) + Dead Load( 1.300) +Tendon Secondary( 1.000) 28- 1 cv+i( 1.300) + VIENTO Y(-0.390) + Dead Load( 1.300) +Tendon Secondary( 1.000) 29+ 1 cv+i( 1.300) + TEMPERATURA( 1.300) +GRADIENTE TÉRMICO( 1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.300) 29- 1 cv+i( 1.300) + TEMPERATURA( 1.300) +GRADIENTE TÉRMICO( 1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.300) 30 1 TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + VIENTO Y( 1.250) + Dead Load( 1.250) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 31 1 TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + VIENTO Y(-1.250)
- 2 / 5 -
Print Date/Time : 08/03/2012 08:47 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Civil V 7.9.1
MIDAS/Civil RC Beam Design Result PROJECT TITLE : DISEÑO DE LAS RIOSTRAS
Company
Author
Client
File NameMirko Romero Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Civil - RC-Beam Design [ AASHTO-LFD96 ] Civil 2011==========================================================================================
+ Dead Load( 1.250) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 32+ 1 cv+i( 1.250) + VIENTO Y( 0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 1.250) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 32- 1 cv+i( 1.250) + VIENTO Y( 0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 1.250) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 33+ 1 cv+i( 1.250) + VIENTO Y(-0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 1.250) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 33- 1 cv+i( 1.250) + VIENTO Y(-0.375) + TEMPERATURA( 1.250) +GRADIENTE TÉRMICO( 1.250) + Dead Load( 1.250) +Tendon Secondary( 1.000) +Shrinkage Secondary( 1.250) 34 1 SISMO X( 1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) 35 1 SISMO X(-1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) 36 1 SISMO Y( 1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000) 37 1 SISMO Y(-1.300) + Dead Load( 1.300) +Tendon Secondary( 1.000)--------------------------------------------------------------------------------------
- 3 / 5 -
Print Date/Time : 08/03/2012 08:47 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Civil V 7.9.1
MIDAS/Civil RC Beam Design Result PROJECT TITLE : DISEÑO DE LAS RIOSTRAS
Company
Author
Client
File NameMirko Romero Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Civil - RC-Beam Design [ AASHTO-LFD96 ] Civil 2011==========================================================================================
*.PROJECT : *.UNIT SYSTEM : kgf, m=============================================================================================== [ AASHTO-LFD96 ] RC-BEAM DESIGN SUMMARY SHEET --- SELECTED MEMBERS IN ANALYSIS MODEL. -----------------------------------------------------------------------------------------------
*.MEMB = 125, SECT = 2 (RIOSTRAS, SB), Span = 5.00000 *.Bc = 4.8000, Hc = 1.0000 *.fc' = 2812279, fy = 4.2E+07, fys = 4.2E+07----------------------------------------------------------------------------------------------- POS CHK | N-Mu ( LCB) AsTop | P-Mu ( LCB) AsBot | Vu ( LCB) AsV Stirrups----------+-----------------------+-----------------------+------------------------------------ I OK | 799942 ( 35) 0.0239 | 1084163 ( 20) 0.0329 | 422704 ( 20) 0.0045 16.-#4 @450 M OK | 527316 ( 20) 0.0154 | 569073 ( 34) 0.0168 | 450817 ( 20) 0.0045 16.-#4 @450 J OK | 1099616 ( 20) 0.0336 | 805559 ( 35) 0.0241 | 464873 ( 20) 0.0045 16.-#4 @450-----------------------------------------------------------------------------------------------
*.MEMB = 126, SECT = 2 (RIOSTRAS, SB), Span = 5.00000 *.Bc = 4.8000, Hc = 1.0000 *.fc' = 2812279, fy = 4.2E+07, fys = 4.2E+07----------------------------------------------------------------------------------------------- POS CHK | N-Mu ( LCB) AsTop | P-Mu ( LCB) AsBot | Vu ( LCB) AsV Stirrups----------+-----------------------+-----------------------+------------------------------------ I OK | 1216611 ( 35) 0.0374 | 1479295 ( 20) 0.0464 | 586816 ( 20) 0.0074 16.-#4 @270 M OK | 747621 ( 20) 0.0223 | 754560 ( 20) 0.0225 | 614928 ( 20) 0.0081 16.-#4 @250 J OK | 1525067 ( 20) 0.0477 | 1149913 ( 35) 0.0353 | 628984 ( 20) 0.0086 16.-#4 @240-----------------------------------------------------------------------------------------------
*.MEMB = 127, SECT = 2 (RIOSTRAS, SB), Span = 5.00000 *.Bc = 4.8000, Hc = 1.0000 *.fc' = 2812279, fy = 4.2E+07, fys = 4.2E+07----------------------------------------------------------------------------------------------- POS CHK | N-Mu ( LCB) AsTop | P-Mu ( LCB) AsBot | Vu ( LCB) AsV Stirrups----------+-----------------------+-----------------------+------------------------------------ I OK | 1957121 ( 21) 0.0636 | 1679593 ( 34) 0.0533 | 806670 ( 21) 0.0148 16.-#4 @130 M OK | 957579 ( 21) 0.0289 | 994384 ( 35) 0.0301 | 792613 ( 21) 0.0135 16.-#4 @150 J OK | 1670502 ( 34) 0.0533 | 1935629 ( 21) 0.0629 | 764501 ( 21) 0.0125 16.-#4 @160-----------------------------------------------------------------------------------------------
*.MEMB = 128, SECT = 2 (RIOSTRAS, SB), Span = 5.00000 *.Bc = 4.8000, Hc = 1.0000 *.fc' = 2812279, fy = 4.2E+07, fys = 4.2E+07----------------------------------------------------------------------------------------------- POS CHK | N-Mu ( LCB) AsTop | P-Mu ( LCB) AsBot | Vu ( LCB) AsV Stirrups----------+-----------------------+-----------------------+------------------------------------ I OK | 2157601 ( 21) 0.0712 | 1835456 ( 34) 0.0588 | 882491 ( 21) 0.0163 16.-#4 @120 M OK | 1063267 ( 21) 0.0324 | 1072689 ( 21) 0.0325 | 868435 ( 21) 0.0163 16.-#4 @120 J OK | 1900458 ( 34) 0.0616 | 2114312 ( 21) 0.0698 | 840322 ( 21) 0.0148 16.-#4 @130-----------------------------------------------------------------------------------------------
- 4 / 5 -
Print Date/Time : 08/03/2012 08:47 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Civil V 7.9.1
MIDAS/Civil RC Beam Design Result PROJECT TITLE : DISEÑO DE LAS RIOSTRAS
Company
Author
Client
File NameMirko Romero Untitled.rcs
------------------------------------------------------------------------------------------ MIDAS/Civil - RC-Beam Design [ AASHTO-LFD96 ] Civil 2011==========================================================================================
*.PROJECT : *.UNIT SYSTEM : kgf, m=============================================================================================== [ AASHTO-LFD96 ] RC-BEAM DESIGN SUMMARY SHEET --- SELECTED MEMBERS IN ANALYSIS MODEL. -----------------------------------------------------------------------------------------------
*.MEMB = 133, SECT = 2 (RIOSTRAS, SB), Span = 5.00000 *.Bc = 4.8000, Hc = 1.0000 *.fc' = 2812279, fy = 4.2E+07, fys = 4.2E+07----------------------------------------------------------------------------------------------- POS CHK | N-Mu ( LCB) AsTop | P-Mu ( LCB) AsBot | Vu ( LCB) AsV Stirrups----------+-----------------------+-----------------------+------------------------------------ I OK | 1311639 ( 35) 0.0405 | 1550827 ( 20) 0.0488 | 613923 ( 20) 0.0081 16.-#4 @250 M OK | 777745 ( 20) 0.0232 | 792207 ( 20) 0.0235 | 642035 ( 20) 0.0090 16.-#4 @220 J OK | 1589076 ( 20) 0.0502 | 1261867 ( 35) 0.0388 | 656091 ( 20) 0.0096 16.-#4 @210-----------------------------------------------------------------------------------------------
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Print Date/Time : 08/03/2012 08:47 Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Civil V 7.9.1
