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ANÁLISIS Y DISEÑOPORTICOS EJES 7,8 Y 10
r"Z.lE f.Z. II'tGEI't IEROS ESTRUCTURALES
PROYECTO _-----'/~q,~/P:....:n~.¡.~e==______.!CL..jr,~'lJ~3=_o=___~~_=CcI:.:::....L_.:;=__=_c No._----'-t...:..:O~:;=___Descripción __ ----1.P~o::::!j..~/~r...::.c~~~E""_. ..J.,..~e::=· ~~--'t~,...!:8::=........;o(/~/O~ _e;r 7Calculó _-----=J=-._rl.....:...--=.A~_ Revisó Fecha _ Hoja __ de _
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r'Zl= FoZ. IrtGErtIE~OS ESTRUCTU~flLES
PROYECTO ~?:::u~€>éLl?..!....l-==e=--..!=~~.!!'tl-!3~t)~"~a~'L,/_:;2~t ',---. No. __ 2_0_~-,--_Descripción _-.!.n:.-' O~;..J.-t~/!::...¿.::::'lJ.s:=----~F;,-rI-!~~s_7"l:...1-'~8'-1-v:.....,¡'u..í2!.- _
" 1Calculó -/. /7. A. Revisó Fecha_'-- _ Hoja __ de _
205
Para 4 o 5 camionesReacción por carril (Ton) = 71.16Factor de reducción por simultaneidad = 0.75Impacto = 0.276
Para 3 camionesReacción por carril (Ton) = 71.16Factor de reducción por simultaneidad = 0.9Impacto = 0.276
Apoyo Cpeatonal (Ton) F.R. Kcv+~TOn)11 13.23 O 13.210 13.23 1.63 68.79 O 1.63 55.58 O 1.63 55.57 O 1.89 64.46 O 1.89 64.45 O 1.89 64.44 O 1.89 64.43 O 1.89 64.42 O 1.89 64.4
Apoyo Cpeatonal (Ton) F.R. R.:v+1(Ton)11 13.23 O 13.210 13.23 0.72 42.69 O 1.27 51.98 O 1.17 47.87 O 1.28 52.36 O 1.18 48.25 O 0.51 20.84 O O 0.03 O O 0.02 O O 0.0
Para 2 camionesReacción por carril (Ton) = 71.16Factor de reducción por simultaneidad = 1Impacto = 0.276
Apoyo Cpeatonal (Ton) F.R. R.:v+~Ton)11 13.23 O 13.210 13.23 0.72 45.99 O 1.25 56.88 O 1.26 57.27 O 0.86 39.06 O O 0.05 O O 0.04 O O 0.03 O O 0.02 O O 0.0
DATOS DE ENTRADA PORTICOS EJES 7, 8 Y 10
STAAD SPACE PILA EJE 8START JOB INFORMATIONJOB NAME Pte Clle 26JOB CLlENT CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A.JOB PART Portico eje 8ENGINEER NAME EFFMCHECKER NAME FZLENGINEER DATE 22-Jul-02END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES13.8 O O; 2 13.8 O O; 3 18.8 O O; 4 O 6.137 O; 5 3.8 6.137 O; 613.86.137 O;718.86.137 O; 8 21.6 6.137 O;MEMBER INCIDENCES1 4 5; 2 5 6; 3 6 7; 4 7 8; 5 1 5; 6 2 6; 7 3 7;MEMBER PROPERTY AMERICAN1 TO 4 PRIS YD 1.6 ZD 1MEMBER PROPERTY AMERICAN5 6 PRIS YD 1.2 ZD 1.27 PRIS YD 1.2 ZD 0.5CONSTANTSE 2.17185e+007 MEMB 1 TO 7POISSON 0.17 MEMB 1 TO 7DENSITY 23.5616 MEMB 1 TO 7ALPHA 5.5e-006 MEMB 1 TO 7BETA 90 MEMB 7SUPPORTS1 TO 3 FIXEDCUT OFF MODE SHAPE 10LOAD 1 DSELFWEIGHT Y-1MEMBERLOAD1 CON GY -639 11 CON GY -541.9 3.32 CON GY -541.90.92 CON GY -541.93.052 CON GY -541.95.22 CON GY -541.9 7.352 CON GY -541.9 9.53 CON GY -541.91.53 CON GY -541.93.54 CON GY -639 1.4LOAD 2 L (4 O 5 CAMIONES)MEMBERLOAD1 CON GY -644 11 CON GY -644 3.32 CON GY -644 0.92 CON GY -644 3.052 CON GY -644 5.22 CON GY -644 7.352 CON GY -555 9.53 CON GY -555 1.53 CON GY -687 3.54 CONGY -1321.4LOAD 3 L (3 CAMIONES)MEMBERLOAD2 CON GY -208 3.052 CON GY -482 5.22 CON GY -523 7.352 CON GY -4789.53 CON GY -5191.53 CON GY -426 3.54 CON GY -1321.4LOAD 4 L (2 CAMIONES)MEMBERLOAD2 CON GY -390 7.35
207
2 CON GY -572 9.53 CON GY -568 1.53 CON GY -459 3.54 CON GY -1321.4LOAD 5 F-LONGMEMBERLOAD1 CON GZ 16.2 11 CON GZ 16.2 3.32 CON GZ 16.20.92 CON GZ 16.2 3.052 CON GZ 16.2 5.22 CON GZ 16.2 7.352 CON GZ 16.29.53 CON GZ 16.2 1.53 CON GZ 16.23.5LOAD 6 F-CENTRIFUGA+ZJOINTLOAD5 FX -48.52 FZ 28.026 FX -41.35 FZ 23.897 FX -29.22 FZ 16.88LOAD 7 SISMO EN ZSELFWEIGHT X 1SELFWEIGHT y 1SELFWEIGHT Z 1MEMBER LOAD1 CON GX63911 CON GX 541.9 3.32 CON GX 541.9 0.92 CON GX 541.9 3.052 CON GX 541.95.22 CON GX 541.9 7.352 CON GX 541.9 9.53 CON GX 541.9 1.53 CON GX 541.93.54 CON GX 6391.41 CON GY -639 11 CON GY -541.9 3.32 CON GY -541.9 0.92 CON GY -541.93.052 CON GY -541.95.22 CON GY -541.9 7.352 CON GY -541.9 9.53 CON GY -541.91.53 CON GY -541.9 3.54 CON GY -639 1.41 CON GZ 63911 CON GZ 541.93.32 CON GZ 541.9 0.92 CON GZ 541.9 3.052 CON GZ 541.9 5.22 CON GZ 541.9 7.352 CON GZ 541.9 9.53 CON GZ 541.91.53 CON GZ 541.9 3.54 CON GZ 6391.4SPECTRUM SRSS Z 1 ACC SCALE 9.8 DAMP 0.05O O; 0.1 0.225; 0.2 0.45; 0.30.75; 0.4 0.75; 0.50.75; 0.60.75; 0.7 0.75;0.80.75; 0.90.75; 1 0.75; 1.1 0.75; 1.20.75; 1.30.692; 1.40.643;1.5 0.6; 1.6 0.563; 1.7 0.529; 1.8 0.5; 1.9 0.474; 2 0.45; 2.1 0.429;2.2 0.409; 2.3 0.391; 2.4 0.375; 2.5 0.36; 2.6 0.346; 2.7 0.333; 2.8 0.321;2.90.31; 3 0.3; 3.1 0.29; 3.20.281; 3.30.273; 3.40.265; 3.50.257;3.60.25; 3.70.243; 3.80.237; 3.90.231; 4 0.225; 4.1 0.22; 4.2 0.214;4.3 0.209; 4.4 0.205; 4.5 0.2; 4.6 0.196; 4.7 0.191; 4.8 0.188; 4.9 0.184;5 0.18; 5.1 0.176; 5.2 0.173; 5.3 0.17; 5.4 0.167; 5.5 0.164; 5.6 0.161;5.70.158; 5.80.155; 5.90.153; 60.15; 6.1 0.15; 6.2 0.15; 6.3 0.15;6.4 0.15; 6.5 0.15; 6.60.15; 6.7 0.15; 6.80.15; 6.90.15; 7 0.15;LOAD 8 SISMO EN X .SPECTRUM SRSS X 1 ACC SCALE 9.8 DAMP 0.05O O; 0.1 0.225; 0.2 0.45; 0.3 0.75; 0.4 0.75; 0.5 0.75; 0.6 0.75; 0.7 0.75;0.8 0.75; 0.9 0.75; 1 0.75; 1.1 0.75; 1.2 0.75; 1.3 0.692; 1.4 0.643;
ZOP1.5 0.6; 1.6 0.563; 1.7 0.529; 1.8 0.5; 1.9 0.474; 2 0.45; 2.1 0.429;2.2 0.409; 2.3 0.391; 2.4 0.375; 2.5 0.36; 2.6 0.346; 2.7 0.333; 2.8 0.321;2.90.31; 3 0.3; 3.1 0.29; 3.2 0.281; 3.30.273; 3.40.265; 3.50.257;3.60.25; 3.7 0.243; 3.80.237; 3.90.231; 4 0.225; 4.1 0.22; 4.2 0.214;4.30.209; 4.4 0.205; 4.5 0.2; 4.6 0.196; 4.7 0.191; 4.8 0.188; 4.9 0.184;5 0.18; 5.1 0.176; 5.2 0.173; 5.3 0.17; 5.4 0.167; 5.5 0.164; 5.6 0.161;5.70.158; 5.80.155; 5.90.153; 6 0.15; 6.1 0.15; 6.20.15; 6.30.15;6.40.15; 6.50.15; 6.60.15; 6.7 0.15; 6.80.15; 6.90.15; 7 0.15;LOAD COMB 91.3D+2.2L+FLONG (4 O 5 CAMIONES)11.322.231.0LOAD COMB 10 1.3D+2.2L+FLONG (3 CAMIONES)1 1.3 3 2.2 3 1.0 .LOAD COMB 11 1.3D+2.2L +FLONG (2 CAMIONES)1 1.3 4 2.2 3 1.0LOAD COMB 121.3D+2.2L+1.3CF (4 O 5 CAMIONES)1 1.3 2 2.2 6 1.3LOAD COMB 13 1.3D+2.2L +1.3CF (3 CAMIONES)1 1.3 3 2.2 6 1.3LOAD COMB 14 1.3D+2.2L+1.3CF (2 CAMIONES)1 1.3 4 2.2 6 1.3LOAD COMB 15 D+EQXl3+0.3EQZl311.080.3370.01LOAD COMB 16 D+EQZl3+0.3EQXl31 1.070.3380.01PERFORM ANAL YSIS PRINT ALLLOAD LlST 9 TO 16START CONCRETE DESIGNCODEACIUNIT METER MTONFYMAIN 42000 MEMB 1 TO 7FYSEC 42000 MEMB 1 TO 7FC 2857 MEMB 1 TO 7MINMAIN 6 MEMB 1 TO 7MINSEC 6 MEMB 1 TO 7MAXMAIN 25 MEMB 1 TO 7REINF O MEMB 1 TO 7TRACK 1 MEMB 1 TO 7'CL T 0.075 MEMB 1 TO 80'CLB 0.075 MEMB 1 TO 80CLS 0.075 MEMB 1 TO 7DESIGN COLUMN 7END CONCRETE DESIGNPERFORM ANAL YSISFINISHFINISHFINISH
lI(l FZ INGENIEROS
DalefTime 29-('Jov-2002 11 :26
Par!Portieo eje 2
Job No Sheel No Rev 112 203
Softwarelicensedlo FZ INGENIEROSESTRUCTURALESJob Tille PIe Clle 26 Ref
By EFFM Dal"22-Jul-02 Chd FZLClienl CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.sld
Numeración de elementos
3
2
1
Whole Structure
Prinl TimelDale:29/1112002 11:30 STAAD.Pro for Windows Release 2002 Prinl Run 12 of 24
Softwarelicensed lo FZ INGENIEROSESTRUCTURALES
2/0Part Portieo eje 2
13Rev~ FZ INGENIEROS Job No Sheel No
JobTille Pte Clle 26 Re!
By EFFM Dat"22-Jul-02 Chd FZL
Client CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.std DatefTime 29-Nov-2002 11 :26
-639 kN
~542 kN-542 kN
-542 kN...542 kN "'
-542 kN-542 kN
,-S42 kN-639 kN-542 KN
4
3
5
Carga muerta
PrintTime/Date:29/1112002 11:30 STAAD.Pro for Windows Release 2002 Prinl Run 13 of 24
~ FZ INGENIEROS Job No
Software licensed lo FZ INGENIEROS ESTRUCTURALES
Sheel No Rev
Z/¡Par! Portieo eje 2
Job Tille Pte Clle 26 Ref
By EFFM
Clienl CONSORCIO S.F. - s.e. & ASOe - SEDIC S.A. File P2.std
~687 kN
-555 kN-644 kN555 kN ,
-644 kN-644 kN 3
~644-!M4 kN-644 kN
kN
Carga viva 4 o 5 c,amiones
Prinl Time/Dale: 29/1112002 11:30 STAAD.Pro fer Windews Release 2002 Plfnl Run 14 of 24
~ FZ INGENIEROS Job No
z/zSheet No Rev
15Softwarelicensedto FZ INGENIEROSESTRUCTURALES PartPortico eje 2
JobTille Pte Clle 26 Rel
By EFFM
Client CONSORCIO S.F. - S.C. & ASOe - SEDIC S.A. File P2.std
DatE122-Jul-02 CM FZL
DatefTime 29-Nov-2002 11 :26
-519 kN426 kN
-523 kÑ478 kN-482 kN
208
1
Carga viva 3 cam~ones
kN
PrtntTimelDate:29/1112002 11:30 STAAD.Pro tor Windows Release 2002 PrtntRon 15 0124
~ FZ INGENIEROS Job No Sheet No
Softwarelicensedto FZ INGENIEROSESTRUCTURALES
16Rev
Z/3Par!Portico eje 2
Job TIlle Pte Clle 26 Ref
By EFFM Datez2-Jul-02 Chd FZL
Client CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.std DatefTime 29-Nov-2002 11 :26
2
1
Carga viva 2 cam(ones
PrtntTImelDate:29/111200211:30 STAAD.Pro forWindows Release 2002 PrtntRun 16 of 24
R<I FZ INGENIEROS 17RevJob No Sheet No
Softwarelicensedto FZ INGENIEROSESTRUCTURALES Partportico eje 2Job Tille PIe Clle 26 Ref
By EFFM Dat"22-Jul_02 Chd FZL
Client CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.sld DatelTime 29-Nov-2002 11 :26
, H3,.2kN1'6.2 kN . 4
1'0.2 kN ". 1'6.2 kN "-1'0.2 kN
. 1'6.2 kN ". 1~.2 k~2 kN "-1'0,,2 kN
5
Fuerza longitudinal
PrintTimelDate:29/1112002 11:30 STAAD.Pro tor Windows Release 2002 Print Run 17 of 24
IR<] FZ INGENIEROS JobNo SheelNo '. Rev18 ?/5I
Par!Portico eje 2i Softwarelicensedlo FZINGENIEROSESTRUCTURALES! JobTille Pte Clle 26 Re!
1 By EFFM Dal"22-Jul-02 Chd FZL! Clienl CONSORCIO S.F. - S.C. & ASOC - SEDIC SA File P2.std IDalefTirne29-Nov-2002 11:26
i
!
2-48.5 kN
--------Kb¡-29.2 kN
1
5
IFuerza centrifuga.
Lp-nn-l-Ti~---a-re-:2-9/-11-n-oo-2-1-1:3-0--------------------S-T-AA--D-.P-r-o-fu-r-W-i-n-do-ws--R~e~l-ea-s-e-2~o~o~2--------------~----------~P~n~nl~R-un~1~8~0!~24
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Job No Sheel No Rev-,
FZ INGENIEROS I
19 Z/6 I
ii
Softwarelicensed lo FZ INGENIEROSESTRUCTURALES PartPortieo eje 2 ¡JobTille Pte Clle 26 Rel
By EFFM DalEl22-Jul-02 Chd FZL !Clienl CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.std TDalefTime 29-Nov-2002 11 :26
-639 kN
Fuerzas sísmicas
Prinl Time/Dale:2911112002 11 :30 STAAD.Pro for Windows Release 2002 Prinl Run 190124
r= Job No Sheel No Rev¡
FZ INGENIEROS 20 2/?Softwarelicensed lo FZ INGENIEROSESTRUCTURALES PartPortico eje 2
I Job Tille Pte Clle 26 Rel
I By EFFM Dal~2-Jul-02 Chd FZL
Client CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.std 1DalelTirne 29-Nov-2002 11 :26
o kN
o kN
3318 kN
8527 kN
4598 kN
Máximo axial en columna de ampliación
Prinl Time/Dale:29/11/2002 11 :30 STAAD.Pro tor Windows Release 2002 Prlnl Run 20 01 24
~
---_.~-------
FZ INGENIEROSJob No Sheet No Rev
21 ?/f i
Softwarelicensed to FZ tNGENIEROSESTRUCTURALES PartPortico eje 2 ¡
\....t Job Tille Pte Clle 26 Re! i
By EFFM Date;z2-Jul-02 Chd FZL ¡
Client CONSORCIO S.F. - S.C. & ASOe - SEDIC S.A. File P2.std TDatefTime 29-Nov-2002 11 :26
_~c>5'~ Max: O kN-r
'~~~m
Envolvente de momentos My
PrintTimelDate: 29/111200211:30 ST AAD.Pro tor Windows Release 2002 Print Run 21 of 24
~
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FZ INGENIEROSJob No SheelNo Rev22 a/9 ¡
I
Softwarelicensedlo FZ INGENIEROSESTRUCTURALES PartPortieo eje 2 ¡'--' JobTiUe Pte Clle 26
Re! iBy EFFM Dal1322-Jul-02 Chd FZL I
I !
Clienl CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.std IDalefTime 29-Nov-2002 11 :26 !
ii!!!
Max:'5814 kN-m
Envolvente de momentos Mz
Prinl TimelDale:29/11/2002 11 :30 STAAD.Pro tor Windows Release 2002 Prinl Run 22 of 24
fiiOiiiii-===::;--------------------¡:-:--:-:------,~~----~------- ..R<l FZ INGENIEROS Job No SheetNo 23 R2~OSoftwarelicensedto FZ INGENIEROSESTRUCTURALES PartPortico eje 2
1 JobTille Pte Clle 26 Ref
By EFFM
File P2.stdClient CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A.
--~--.Max: 2077 kN
Envolvente de cortantes Fy
DatIl22-Jul-02 Chd FZL
DatefTirne 29-Nov-2002 11 :26
Ir-t:I
~Max: 875 kN
STAAD.Pro tor Windows Release 2002 Pont Run 23 of 24PrintTIrnelDate:29/1112002 11:30
~
FZ INGENIEROS Job No Sheet No Rev
24 J3EJ,;
i
Softwarelícensedto FZ INGENIEROSESTRUCTURALES PartPortico eje 2 !JobTille Pte Clle 26 Ref ¡
I
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Client CONSORCIO S.F. - S.C. & ASOC - SEDIC S.A. File P2.std IDate/Time 29-Nov-2002 11 :26
;''-t'-"
~~f-.;:~~ax: 726 kN
x: 2197 kN
Envolvente de cortantes Fz
PrintTimelDate:29/1112002 11:30 STAAD.Pro tor Windows Release 2002 Print Run 24 of 24
Tuesday, August 26, 2003, 12:31 AMPILA EJE 8 -- PAGE NO. 22
~===================================================================COLUMN NO. 7 OESIGN PER ACI 318-99 - AXIAL + BENDING
FY - 411.9 FC - 28.0 MPA, RECT SIZE - 500.0 X1200.0 MMS, TIEO
AREA OF STEEL REQUIRED = 8100.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI----------------------------------------------------------
20 - 25 MM 1.636 16(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
STA 0.700
COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)
--------------------------------------------------------PO Pn max P-bal. M-bal. e-balo (MM)
18098.76 14479.01 6746.93 3518.59 521.5MO P-tens. Des.Pn Des.Mn e/h
2072.99 -4043.58 1950.09 2490.13 0.208
COLUMN INTERACTION: MOMENT ABOUT y -AXIS (KN-MET)
PO Pn max P-bal. M-bal. e-balo (MM)18098.76 14479.01 5670.96 1284.70 226.5
I MO P-tens. Des.Pn Des.Mn e/h~ 758.29 -4043.58 1950.09 28.53 0.002
********************END OF COLUMN DESIGN RESULTS********************
179. END CONCRETE DESIGN180. PERFORM ANALYSIS
NUMBER OF MODES REQUESTEDNUMBER OF EXISTING MASSES IN THE MODELNUMBER OF MODES THAT WILL BE USED
101510
~:\Documents and Settings\INGENIERIA\Mis documentos\EDGAR\EDGAR\Clle 26\Pte elle 26\P2.anl.,¡ page 22 oE 26
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