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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

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Job Tille Pte Clle 26 Ref

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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

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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

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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!

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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

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-639 kN

Fuerzas sísmicas

Prinl Time/Dale:2911112002 11 :30 STAAD.Pro for Windows Release 2002 Prinl Run 190124

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FZ INGENIEROS 20 2/?Softwarelicensed lo FZ INGENIEROSESTRUCTURALES PartPortico eje 2

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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

~

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_~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

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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 !

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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

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1 JobTille Pte Clle 26 Ref

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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

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FZ INGENIEROS Job No Sheet No Rev

24 J3EJ,;

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;''-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