G5_irregularidadesCORREGIRREGULARIDADES, CONCRETO, HORMIGON ARMADOI

8/19/2019 G5_irregularidadesCORREGIRREGULARIDADES, CONCRETO, HORMIGON ARMADOI

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TIPO DE COLUMNAFACTOR α (C)ENTRADA 0.28

(L)ATERAL 0.25

(E)SQUINERA 0.2

f'c 280 kg/cm2

CARGASCV TECHO 100.00 kg/m2CP TECHO 850.00 kg/m2CV P TIPO 175.00 kg/m2CP P TIPO 0.00 kg/m2CV EST 250.00 kg/m2CP EST 8!0.20 kg/m2CV P" 250.00 kg/m2CP P" 807.00 kg/m2

1# $1 $2I

H%&EDC"

A 1# 1 2

CARGA AXIAL ACUMULADA PNIVEL / E'E 1# 1 2

S

TECHO

PH 1110.!0 kg 20201.!0 kg

12 25!0!.1! kg 5***.7! kg

11 *801.72 kg 70!5.2 kg

10 5*7.28 kg 558.08 kg

!812.8 kg 1207*0.2 kg

8 82*88.0 kg 158!2.0 kg

7 !58*.! kg 170.5! kg

! 11077.52 kg 1!12!.72 kg

5 1275.08 kg 221258.88 kg

1*170.! kg 2!*1.0 kg

* 15**!!.20 kg 27152*.20 kg


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2 1!75!1.7! kg 2!!55.*! kg

1 181757.*2 kg *21787.52 kg

E2 1552.88 kg *!1.!8 kg

E1 1*2!2.5 kg 2118*.81 kg *7187.5 kg

P" 2!525.08 kg 221.75 kg *!87!.21 kg

S *1!.!88 2!!10.1 kg 2071.11 kg

SECCIONES DE VIGAS (PREDILUZ

VIGAS VIGA PROMEDIO A (1'-6) 1# +1NIVEL / ",H - -

S

TECHO

PH 50 !512 NAE NAE11 NAE NAE

10 NAE NAE NAE NAE8 NAE NAE7 NAE NAE! NAE NAE5 NAE NAE NAE NAE* NAE NAE2 NAE NAE1 NAE NAEE2 NAE NAEE1 55 !5 55P" NAE NAE 55S NAE NAE 55

RIGIDEZ DE C

COLUMNASH. ENTREPISO NIVEL / E'E 1# 1

*0 S*10 TECHO

*10 PH 25.0**10 12 25.0**10 11 *5.8*10 10 *5.8*10 *5.8*10 8 5.*5*10 7 5.*5*10 ! 5.*5


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*10 5 7.!7*10 7.!7*10 * 7.!7*10 2 1!*.1*10 1 1!*.1*10 E2 1!*.1

*10 E1 *2!.!1 1720.**10 P" *2!.!1 1720.**10 S


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TIPO DE COLUMNASCOL. (OTROS) E L LCOL. (P TIPO) E L

AREA TRIUTARIA EN COLUMNASAT(P TIPO) .!7 m2 17.12 m2

AT(OTROS) .2! m2 1!.22 m2 17. m2CARGA AXIAL EN COLUMNAS

Q TECHO 1110.!0 kg 20201.!0 kgQ PT 115.5! kg 251*2.1! kgQ EST 1*2!2.5 kg 2*2*0.* kg 278.27 kgQ P" 12!71.*8 kg 2215.5 kg 2*8!.0 kg

E'E 1# 1 2 *

PLANTA DE PORTICOS $* $

* 5

OR COLUMNAS* 5 ! NIVEL / E'E

S TECHO

20201.!0 kg 1110.!0 kg PH5***.7! kg 25!0!.1! kg 1270!5.2 kg *801.72 kg 11558.08 kg 5*7.28 kg 10

1207*0.2 kg !812.8 kg 158!2.0 kg 82*88.0 kg 8170.5! kg !58*.! kg 71!12!.72 kg 11077.52 kg !221258.88 kg 1275.08 kg 52!*1.0 kg 1*170.! kg 27152*.20 kg 15**!!.20 kg *


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2!!55.*! kg 1!75!1.7! kg 2*21787.52 kg 181757.*2 kg 1*!1.!8 kg 1552.88 kg E2*7187.5 kg 2118*.81 kg 1*2!2.5 kg E1*!87!.21 kg 221.75 kg 2!525.08 kg P"2071.11 kg 2!!10.1 kg *1!.7 kg S

MENSIONADO)!.25 m 5.05 m 7.10 m

1+2. 2+*. - -

5 55 !0 755 55 !0 755 55 !0 75

5 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 755 55 !0 75

!5 5 55 !0 75!5 5 55 !0 75!5 5 55 !0 75

LUMNAS c (kg/cm)

2 * 5 !

*2!.!1 *2!.!1 25.0**2!.!1 *2!.!1 25.0*508.0! 508.0! *5.8508.0! 508.0! *5.8508.0! 508.0! *5.87.!7 7.!7 5.*57.!7 7.!7 5.*57.!7 7.!7 5.*5


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1720.* 1720.* 7.!71720.* 1720.* 7.!71720.* 1720.* 7.!7*8!.25 *8!.25 1!*.1*8!.25 *8!.25 1!*.1*8!.25 *8!.25 1!*.1

200.27 200.27 1720.* *2!.!1200.27 200.27 1720.* *2!.!1


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L L EL E

17.12 m2 .!7 m2

17. m2 1!.22 m2 .2! m2

20201.!0 kg 1110.!0 kg

251*2.1! kg 115.5! kg

278.27 kg 2*2*0.* kg 1*2!2.5 kg

2*8!.0 kg 2215.5 kg 12!71.*8 kg

5 !

!

PORTICO EN ESTUDIO

!

AREA GRUESA DE COLUMNASA! (c"#)1# 1 2 * 5

20*.7! 288.5 288.5 20*.7!57.25 !7.!* !7.!* 57.25710.75 100!.!! 100!.!! 710.75!.2 1*!5.! 1*!5.! !.2

1217.7* 172.72 172.72 1217.7*171.22 208*.75 208*.75 171.22172.71 22.78 22.78 172.71178.21 2801.81 2801.81 178.2122*1.70 *1!0.8 *1!0.8 22*1.70285.1 *51.87 *51.87 285.127*8.!8 *878.0 *878.0 27*8.!8


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22.17 2*7.* 2*7.* 22.17*25.!7 5!.! 5!.! *25.!7*.1! 5!.00 5!.00 *.1!

2*!.8* *1*1.20 5*12.8* 5*12.8* *1*1.207*.!! *!*.07 5!!.!! 5!!.!! *!*.07!. *780.15 !010.5 !010.5 *780.15

5.05 m !.25 m+5. 5+!. OSERVACION - -

RE$UISITOS5 55 18.*.2 VI%AS 175*+200!5 55 18.*.2 2) $34 6m$65 55 $49 < *0= $ ;9 c344$>

5 55 ;9 64$cc63 >$4>$6c?;95 55 " @ 0.*5 55 *) " m6@ 0.25 m5 55 H m6@ 0.*5 m5 55 CRITERIO5 55 H @ L>43m/105 55 " @ L>43m/125 555 555 555 555 55 55 !55 55 55 !5 PARA UNI&ICAR LAS VI%AS S5 55 55 !5 EL PREDIENSIONADO UN P

RIGIDEZ EN VIGAS : (kg/cm)!.25 5.05 7.1

VIGA A (1'-6) TRAOSNIVEL / ",H - 1# +1 1+2. 2+*.

S

TECHO

PH 50 !0 1782.18 12!7.!112 NAE NAE NAE NAE11 NAE NAE NAE NAE10 NAE NAE NAE NAE NAE !0 NAE NAE8 NAE NAE NAE NAE7 NAE NAE NAE NAE! NAE NAE NAE NAE


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5 NAE NAE NAE NAE NAE NAE NAE NAE* NAE NAE NAE NAE2 NAE NAE NAE NAE1 NAE NAE NAE NAE

E2 NAE NAE NAE NAE

E1 50 !0 10.00 1782.18 12!7.!1P" 50 !0 10.00 1782.18 12!7.!1


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E'E 1# 1! NIVEL / ",H - -

S TECHO

PH *0 *512 *0 *511 *0 !010 *0 !0 *0 !08 *0 757 *0 75! *0 755 *5 85 *5 85* *5 85


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2 0 51 0 5

E2 0 52*!.8* E1 *0 5 0 1007*.!! P" *0 5 0 100!. S *0 5 0 100

S

49:$49;36$$ $

B H

()(-)

HA TOADO PARAOEDIO DE LUCES

RIGIDEDEZ LATERAL5.05 !.25

ECUACIONES DE IL"UR%+5. 5+!. %& (!c")%& (T*+)

S

TECHO *10.2 *10.2*7!

1782.18 PH NAE NAENAE 12 NAE NAENAE 11 NAE NAENAE 10 NAE NAENAE NAE NAENAE 8 NAE NAENAE 7 NAE NAENAE ! NAE NAE


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NAE 5 NAE NAENAE NAE NAENAE * NAE NAENAE 2 NAE NAENAE 1 NAE NAENAE E2 15!200.* 15!20.0*8!

1782.18 10.00 E1 2*00*!.8* 2*00*.!8*11782.18 10.00 P"

S


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SECCIONES DE COLUMNAS (PREDIMENSIONADO)2 * 5 - - -

*0 5 *0 5 *0*0 5 *0 5 *0*0 70 *0 70 *0*0 70 *0 70 *0*0 70 *0 70 *0*5 85 *5 85 *0*5 85 *5 85 *0*5 85 *5 85 *00 100 0 100 *50 100 0 100 *50 100 0 100 *5


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50 115 50 115 050 115 50 115 050 115 50 115 050 125 50 125 050 125 50 125 050 125 50 125 0

SUATORIA DE LAS SECCIONES %RUESAS

800 1*000800 1*0007800 2180007800 2180007800 218000

1050 22!0001050 22!0001050 22!000


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1*50 *0!0001*50 *0!0001*50 *0!0001100 5*80001100 5*80001100 5*8000

2*200 !!0002*200 !!0002*200 !!000


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555

100 *0 5100 *0 5100 *0 5


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IRREG. VERT ,.) Dc*+/+0, 2+ 23 &3,+* 23 /2", 42/2+/2NIVEL ,.-I) R20cc*+ 25c22 23 #7 23 ,+c8* 2 3, c*30"+,

1# 1 2 - -

S TECHO

PH12 CUPLE CUPLE CUPLE11 CUPLE RED.


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2 CUPLE CUPLE RED.


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c,4!, 3,/24,32 +"2,/,"2+/2 0&24*4

* - -

CUPLE CUPLERED.


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CUPLE RED.


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5 - -

CUPLE CUPLE CUPLERED.


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CUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLE


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! -


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CUPLE CUPLECUPLE CUPLE


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TIPO DE COLUNAFACTOR α (C)ENTRADA 0.28 COL. (OTROS)

(L)ATERAL 0.25 COL. (P TIPO)(E)SQUINERA 0.2

f'c 280 kg/cm2 AT(P TIPO)

CARGAS AT(OTROS)CV TECHO 100.00 kg/m2CP TECHO 850.00 kg/m2 Q TECHOCV P TIPO 175.00 kg/m2 Q PTCP P TIPO 0.00 kg/m2 Q ESTCV EST 250.00 kg/m2 Q P"CP EST 8!0.20 kg/m2 E'ECV P" 250.00 kg/m2CP P" 807.00 kg/m2

PLANTA DE PORTICOS1# $1 $2IH%&ED

C"

A 1# 1 2 *

CARGA AXIAL ACUMULADA POR COLUMNASNIVEL / E'E 1# 1 2 *

S

TECHO

PH 2*128.00 kg 211.20 kg

12 5100.80 kg 507.12 kg

11 80!7*.!0 kg 1!00.0 kg

10 10!.0 kg 122.! kg

1*821.20 kg 251!85.88 kg

8 1!!2.00 kg *0078.80 kg

7 157!.80 kg *5!71.72 kg

! 225*7.!0 kg 088!.! kg

5 25**10.0 kg !1257.5! kg

28208*.20 kg 51*!50.8 kg

* *1085!.00 kg 5!!0*.0 kg


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2 **!28.80 kg !18*!.*2 kg

1 *!801.!0 kg !7082.2 kg

E2 *717.0 kg 72*222.1! kg

E1 2!8*.0 kg 22*.8 kg 770!!.!8 kg

P" 5*!!.80 kg 1272.57 kg 8211.20 kg

S 777.52 5*!22.51 kg 87*8.0 kg

SECCIONES DE VIGAS (PREDIMENSIONADO)LUZ !.25 m


S

TECHO


10 NAE NAE NAE NAE8 NAE NAE7 NAE NAE! NAE NAE5 NAE NAE NAE NAE* NAE NAE2 NAE NAE1 NAE NAE

E2 NAE NAEE1 55 !5 55 !5P" NAE NAE 55 !5S NAE NAE 55 !5

RIGIDEZ DE COLUMNAS

COLUMNASH. ENTREPI NIVEL / E'E 1# 1 2

*0 S*10 TECHO

*10 PH *2!.!1 *.1*10 12 *2!.!1 *.1*10 11 5.*5 158.**10 10 5.*5 158.**10 5.*5 158.**10 8 158.* *8!.25*10 7 158.* *8!.25*10 ! 158.* *8!.25


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*10 5 2!.5! !0*7.80*10 2!.5! !0*7.80*10 * 2!.5! !0*7.80*10 2 0*2.2! 112.71*10 1 0*2.2! 112.71*10 E2 0*2.2! 112.71

*10 E1 *.1 !0*7.80 15!7.7**10 P" *.1 !0*7.80 15!7.7**10 S *.1 !0*7.80 15!7.7*


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TIPO DE COLUMNASL C C C

L C CAREA TRIUTARIA EN COLUMNAS

1.!0 m2 *5.! m2 *5.! m2

18.8 m2 *2.85 m2 *5.50 m2 *5.50 m2CARGA AXIAL EN COLUMNAS

2*128.00 kg 211.20 kg 211.20 kg

28772.80 kg 52*2.2 kg 52*2.2 kg

2!8*.0 kg 70.08 kg 508.52 kg 508.52 kg

25780.!! kg 51. kg 8578.20 kg 8578.20 kg

1# 1 2 *

$* $ !

5 !

5 ! NIVEL / E'E 1#S

TECHO211.20 kg 2*128.00 kg PH507.12 kg 5100.80 kg 12

1!00.0 kg 80!7*.!0 kg 11122.! kg 10!.0 kg 10251!85.88 kg 1*821.20 kg *0078.80 kg 1!!2.00 kg 8*5!71.72 kg 157!.80 kg 7088!.! kg 225*7.!0 kg !!1257.5! kg 25**10.0 kg 551*!50.8 kg 28208*.20 kg 5!!0*.0 kg *1085!.00 kg *


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!0*7.80 2!.5! 5!0*7.80 2!.5! !0*7.80 2!.5! *

112.71 0*2.2! 2112.71 0*2.2! 1112.71 0*2.2! E2

15!7.7* !0*7.80 *.1 E115!7.7* !0*7.80 *.1 P"15!7.7* !0*7.80 *.1 S


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C LL

1.!0 m2

*2.85 m2 18.8 m2

2*128.00 kg

28772.80 kg

70.08 kg 2!8*.0 kg

51. kg 25780.!! kg

5 !

PORTICO EN ESTUDIO

AREA GRUESA DE COLUMNAS1 2 * 5 !

**0.0 5*7.17 5*7.17 **0.071. 1205.5 1205.5 71.

1152.8 187*.7* 187*.7* 1152.815!*.52 252.00 252.00 15!*.5217.5! *210.28 *210.28 17.5!2*85.!0 *878.5! *878.5! 2*85.!027!.! 5!.8* 5!.8* 27!.!*207.!8 5215.11 5215.11 *207.!8*!18.72 588*.* 588*.* *!18.7202.7! !551.!! !551.!! 02.7!0.80 721. 721. 0.80


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851.8 7888.22 7888.22 851.852!2.88 855!.50 855!.50 52!2.885!7*.2 22.77 22.77 5!7*.25!!!.12 87*.*0 87*.*0 5!!!.12 *85.8!2!!.2* 10521.8* 10521.8* !2!!.2* 770.5!8*.!0 1111.5 1111.5 !8*.!0 11*.25

5.05 m !.25 m5+!. OSERVACIONES

-

RE$UISITOS

55 18.*.2 VI%AS 175*+200!55 18.*.2 2) $34 6m$63 49:$49;55 $49 < *0= $ ;9 c344$>36$$ $

55 ;9 64$cc63 >$4>$6c?;9455 " @ 0.* B H55 *) " m6@ 0.25 m55 H m6@ 0.*5 m55 CRITERIO55 H @ L>43m/10 ()55 " @ L>43m/12 (-)5555555555 55 !555 55 !555 55 !5

RIGIDEZ EN VIGAS : (kg/cm)!.25 5.05 7.1 5.05

VIGA A (1'-6) TRAOS - 1# +1 1+2. 2+*. +5.

50 NAE NAE 12!7.!1 NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAE


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NAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAE

50 !0 10.00 1782.18 12!7.!1 1782.1850 !0 10.00 1782.18 12!7.!1 1782.1850 !0 10.00 1782.18 12!7.!1 1782.18


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SECCIONES DE COLUE'E 1# 1 2

NIVEL / ",H - - -S

TECHOPH *0 5 *0 5512 *0 5 *0 5511 *0 75 0 010 *0 75 0 0 *0 75 0 08 0 0 50 1157 0 0 50 115! 0 0 50 1155 5 110 55 1*5 5 110 55 1*5* 5 110 55 1*5


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2 50 120 !5 1551 50 120 !5 155

E2 50 120 !5 155E1 *0 55 55 1*5 70 170P" *0 55 55 1*5 70 170S *0 55 55 1*5 70 170

RIGIDEDEZ LATERAL %& (!c")!.25

ECUACIONES DE IL"UR%5+!. PARA PORTI %& (!c") %& (T*+) SUATORIA

S

TECHO *7*78.1 *7*7.8187PH NAE NAE !00012 NAE NAE !00011 NAE NAE 1170010 NAE NAE 11700 NAE NAE 117008 NAE NAE 187007 NAE NAE 18700! NAE NAE 18700


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5 NAE NAE 2750 NAE NAE 2750* NAE NAE 27502 NAE NAE *21501 NAE NAE *2150

E2 202!!.28 202!.!28 *2150

10.00 E1 7575.58 757.558 15010.00 P" 15010.00 S 150


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NAS (PREDIMENSIONADO)* 5 ! - - -

*0 55 *0 5*0 55 *0 50 0 *0 750 0 *0 750 0 *0 7550 115 0 050 115 0 050 115 0 055 1*5 5 11055 1*5 5 11055 1*5 5 110


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!5 155 50 120!5 155 50 120!5 155 50 12070 170 55 1*5 *070 170 55 1*5 *070 170 55 1*5 *0

DE LAS SECCIONES %RUESAS

1!800001!80000*27!000*27!000*27!00052*!00052*!00052*!000


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!*0000!*0000!*0000002000002000002000

117!000117!000117!000


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IRREG. VERTNIVEL

OSERVACIONES -

SCRITERIO TECHO

18..2 COLUNAS 175*+200! PH18..2 )$34 6m$63 49:$49; 12$49 < 0= $ ;9 c344$>36$$ $ 11;9 64$cc63 >$4>$6c?;94 10

" @ 0. B H IMPORTANTE (D$c664) 8S6 c36$49m3 "/H @ 1.!7 ;9 644$g?;9469 7 :$46c9; 9.7+I) c?m>;$ !

5" m6 @ 0.*0 m () H m6 @ 0.0 m (-) *


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21

E255 E155 P"55 S


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,.) Dc*+/+0, 2+ 23 &3,+* 23 /2", 42/2+/2 , c,4!, 3,/2,.-I) R20cc*+ 25c22 23 #7 23 ,+c8* 2 3, c*30"+, +"2,/,"

A C - -

RED.


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RED.


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4,322+/2 0&24*4

D & - -

CUPLE CUPLE RED.


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CUPLE CUPLE RED.


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% H - -


70/428

CUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLE


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I -


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RED.


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2 *88.00 kg !125.80 kg

1 5*5!8!.00 kg !!*8.!0 kg

E2 57752.00 kg 71!**2.0 kg

E1 27*8.75 kg !2570.55 kg 7!822.7 kg

P" 577.50 kg !7*885.11 kg 82051*.5 kg

S 807. 7118.08 kg 870282.25 kg

SECCIONES DE VIGAS (PREDIMENSIONALUZ !.25 m


S

TECHO


10 NAE NAE NAE NAE8 NAE NAE7 NAE NAE! NAE NAE5 NAE NAE NAE NAE* NAE NAE2 NAE NAE1 NAE NAE

E2NAE NAEE1 55 !5 55 !5

P" NAE NAE 55 !5S NAE NAE 55 !5

RIGIDEZ DE COLUMNAS

COLUMNASH. ENTREPISO NIVEL / E'E 1# 1 2

*0 S*10 TECHO*10 PH *.1 *.1*10 12 *.1 *.1*10 11 7.!7 158.**10 10 7.!7 158.**10 7.!7 158.**10 8 2!.5! *8!.25*10 7 2!.5! *8!.25*10 ! 2!.5! *8!.25


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*10 5 581.18 !0*7.80*10 581.18 !0*7.80*10 * 581.18 !0*7.80*10 2 81.*5 112.71*10 1 81.*5 112.71*10 E2 81.*5 112.71

*10 E1 *.1 112.71 15!7.7**10 P" *.1 112.71 15!7.7**10 S *.1 112.71 15!7.7*


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TIPO DE COLUMNASL C C C C) L C C L

AREA TRIUTARIA EN COLUMNAS28.50 m2 *5.*5 m2 *5.*5 m2 28.50 m2

1.1* m2 **.! m2 *!.*7 m2 *!.*7 m2 **.! m2CARGA AXIAL EN COLUMNAS

**!*0.00 kg 171*.00 kg 171*.00 kg **!*0.00 kg

18*8.00 kg 518*.80 kg 518*.80 kg 18*8.00 kg

27*8.75 kg 8180.55 kg 5200.57 kg 5200.57 kg 8180.55 kg

2!177. kg !0*2.8 kg 7!8.71 kg 7!8.71 kg !0*2.8 kg

1# 1 2 * 5

$* $ !

PORTICO EN

5 !

AS AREA GRUES 5 ! NIVEL / E'E 1# 1

S TECHO

171*.00 kg **!*0.00 kg PH 80.**!0!.80 kg 75!8.00 kg 12 1078.11

15500.!0 kg 117*0!.00 kg 11 1!75.8017*.0 kg 151.00 kg 10 227*.2288.20 kg 20082.00 kg 2871.17*01182.00 kg 22820.00 kg 8 *!8.8!*5*075.80 kg 28!58.00 kg 7 0!!.50!.!0 kg *2!!.00 kg ! !!.2*5!8!*.0 kg *!8**.00 kg 5 52!1.1508757.20 kg 10172.00 kg 585.!05!0!51.00 kg 52010.00 kg * !57.2


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!125.80 kg *88.00 kg 2 705.7!!*8.!0 kg 5*5!8!.00 kg 1 7!52.!!71!**2.0 kg 57752.00 kg E2 8250.*7!822.7 kg !2570.55 kg 27*8.75 kg E1 *1.1 780.*82051*.5 kg !7*885.11 kg 577.50 kg P" 782.82 855.7870282.25 kg 7118.08 kg 807. kg S 115!.7 182.!*

O)5.05 m 7.10 m 5.05 m

1+2. 2+*. +5. - - -

5 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 55

5 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 55

5 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 55

c (kg/cm)

VIGA A (1'-6* 5 ! NIVEL / ",H -

S

TECHO

*.1 *.1 PH NAE*.1 *.1 12 NAE

158.* 7.!7 11 NAE158.* 7.!7 10 NAE158.* 7.!7 NAE*8!.25 2!.5! 8 NAE*8!.25 2!.5! 7 NAE*8!.25 2!.5! ! NAE


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!0*7.80 581.18 5 NAE!0*7.80 581.18 NAE!0*7.80 581.18 * NAE

112.71 81.*5 2 NAE112.71 81.*5 1 NAE112.71 81.*5 E2 NAE

15!7.7* 112.71 *.1 E1 5015!7.7* 112.71 *.1 P" 5015!7.7* 112.71 *.1 S 50


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L

1.1* m2

27*8.75 kg

2!177. kg

!

ESTUDIO

A DE COLUMNAS E'E2 * 5 ! NIVEL / ",H

S TECHO

5*2.05 5*2.05 80.* PH11*.! 11*.! 1078.11 121855.88 1855.88 1!75.80 112517.7 2517.7 227*. 10*17.70 *17.70 2871.17 *81.!1 *81.!1 *!8.8! 850*.52 50*.52 0!!.5 751!5.* 51!5.* !!.2* !5827.* 5827.* 52!1.1 5!8.25 !8.25 585.!0 7151.1! 7151.1! !57.2 *


82/428


83/428

NAE NAE NAE NAENAE NAE NAE NAENAE NAE NAE NAENAE NAE NAE NAENAE NAE NAE NAENAE NAE NAE NAE

!0 10.00 1782.18 12!7.!1 1782.18 10.00!0 10.00 1782.18 12!7.!1 1782.18 10.00!0 10.00 1782.18 12!7.!1 1782.18 10.00


84/428

SECCIONES DE COLUMNAS (PREDI1# 1 2 * - - -

*0 55 *0 55*0 55 *0 55*5 85 0 0*5 85 0 0*5 85 0 05 110 50 1155 110 50 1155 110 50 11555 1*0 55 1*555 1*0 55 1*555 1*0 55 1*5


85/428

!0 15 !5 155!0 15 !5 155!0 15 !5 155

*0 55 !5 155 70 170*0 55 !5 155 70 170*0 55 !5 155 70 170

RIGIDEDEZ LATERAL

ECUACIONES DE IL"UR%PARA PORTI %& (!c")%& (T*+) SUATORIA DE LAS SECCI

S

TECHO 0*7*.!1 0*7.*!1*PH NAE NAE !!00 18800012 NAE NAE !!00 18800011 NAE NAE 1*150 *!8200010 NAE NAE 1*150 *!82000 NAE NAE 1*150 *!820008 NAE NAE 2100 520007 NAE NAE 2100 52000! NAE NAE 2100 52000


86/428


87/428

ENSIONADO) 5 !

- - - -

*0 55 *0 55*0 55 *0 550 0 *5 850 0 *5 850 0 *5 8550 115 5 11050 115 5 11050 115 5 11055 1*5 55 1*055 1*5 55 1*055 1*5 55 1*0


88/428

!5 155 !0 15!5 155 !0 15!5 155 !0 1570 170 !5 155 *0 5570 170 !5 155 *0 5570 170 !5 155 *0 55

NES %RUESAS


89/428


90/428

IRREG. VERT ,.) Dc*+/+0NIVEL ,.-I) R20cc*+

OSERVACIONES A

SCRITERIO TECHO

18..2 COLUNAS 175*+200! PH18..2 )$34 6m$63 49:$49; 12$49 < 0= $ ;9 c344$>36$$ $ 11;9 64$cc63 >$4>$6c?;94 10


5" m6 @ 0.*0 m () H m6 @ 0.0 m (-) *


91/428

21E2E1P" CUPLES CUPLE


92/428


93/428

, 2+ 23 &3,+* 23 /2", 42/2+/2 , c,4!, 3,/24,32 25c22 23 #7 23 ,+c8* 2 3, c*30"+, +"2,/,"2+/2 0&24*4

C D - -

CUPLE CUPLE CUPLECUPLE RED.


94/428

CUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLE

CUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLE


95/428


96/428

& % - -

CUPLE CUPLERED.


97/428

CUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLE


98/428


99/428

H I - -



100/428

CUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLE


101/428


102/428

-


103/428

CUPLECUPLE


104/428


105/428


106/428


107/428


108/428




CARGAS AT(OTROS)CV TECHO 100.00 kg/m2CP TECHO 850.00 kg/m2 Q TECHOCV P TIPO 175.00 kg/m2 Q PTCP P TIPO 0.00 kg/m2 Q ESTCV EST 250.00 kg/m2 Q P"CP EST 8!0.20 kg/m2CV P" 250.00 kg/m2CP P" 807.00 kg/m2

PLANTA DE PORTICOS1# $1 $2IH%&EDC"A

1# 1 2 *

CARGA AXIAL ACUMULADA POR COLUMNASNIVEL / E'E 1# 1 2 *

S

TECHO

PH 280!0.0 kg 1800!.80 kg 11!*.80 kg

12 !2!. kg 008.8 kg 2!10.28 kg

11 7878.8 kg !2810.1! kg 058*.7! kg

10 1*2787.52 kg 85211.8 kg 55058.2 kg

1!7!!.5! kg 107!1*.52 kg !5*2.72 kg

8 202!05.!0 kg 1*0015.20 kg 8007.20 kg

7 2*751.! kg 1521!.88 kg 881.!8 kg

! 2722*.!8 kg 17818.5! kg 1125!.1! kg

5 *07**2.72 kg 17220.2 kg 127*0.! kg

*221.7! kg 21!21.2 kg 1105.12 kg

* *77150.80 kg 2202*.!0 kg 15!*7.!0 kg


109/428

2 1205.8 kg 2!25.28 kg 17085.08 kg

1 !!8.88 kg 28!82!.! kg 185*28.5! kg

E2 81877.2 kg *0228.! kg 180*.0 kg

E1 2*17*.! kg 522582.18 kg **27*1.70 kg 22**0!.10 kg

P" !*7.2 kg 5!*28!. kg *5!2*.7! kg 2!80.1! kg

S !887.8 !0217!.*7 kg *78!0.20 kg 2!2!.!0 kg

SECCIONES DE VIGAS (PREDIMENSIONADO)LUZ !.25 m


S

TECHO

PH NAE NAE12 NAE NAE11 NAE NAE

10 NAE NAE NAE NAE8 NAE NAE7 NAE NAE! NAE NAE5 NAE NAE NAE NAE* NAE NAE2 NAE NAE1 NAE NAEE2 NAE NAEE1 NAE NAE 55 !5P" NAE NAE 55 !5S NAE NAE 55 !5

RIGIDEZ DE COLUMNAS


*0 S*10 TECHO

*10 PH *.1 20.*2*10 12 *.1 20.*2*10 11 158.* 71.77*10 10 158.* 71.77*10 158.* 71.77*10 8 *8!.25 22.0*10 7 *8!.25 22.0*10 ! *8!.25 22.0


110/428

*10 5 581.18 1!*.1*10 581.18 1!*.1*10 * 581.18 1!*.1*10 2 870.!8 2!.5!*10 1 870.!8 2!.5!*10 E2 870.!8 2!.5!

*10 E1 *!2.0 812.0* 2!.5!*10 P" *!2.0 812.0* 2!.5!*10 S *!2.0 812.0* 2!.5!


111/428

TIPO DE COLUMNASL C C C C

E L L LAREA TRIUTARIA EN COLUMNAS

2*.78 m2 15.2! m2 .8! m2 15.2! m2

1!.18 m2 28.2 m2 1!.1 m2 1!.1 m2 1!.1 m2CARGA AXIAL EN COLUMNAS

280!0.0 kg 1800!.80 kg 11!*.80 kg 1800!.80 kg

*0.0 kg 2201.!8 kg 17.8 kg 2201.!8 kg

2*17*.! kg 070.2! kg 2*50*.0! kg 2*50*.0! kg 2*50*.0! kg

2210.71 kg *888.* kg 2255. kg 2255. kg 2255. kg

1# 1 2 *

$* $ !

5 !

5 ! NIVEL / E'E 1#S

TECHO1800!.80 kg 280!0.0 kg PH008.8 kg !2!. kg 12!2810.1! kg 7878.8 kg 1185211.8 kg 1*2787.52 kg 10

107!1*.52 kg 1!7!!.5! kg 1*0015.20 kg 202!05.!0 kg 81521!.88 kg 2*751.! kg 717818.5! kg 2722*.!8 kg !17220.2 kg *07**2.72 kg 521!21.2 kg *221.7! kg 2202*.!0 kg *77150.80 kg *


112/428

2!25.28 kg 1205.8 kg 228!82!.! kg !!8.88 kg 1*0228.! kg 81877.2 kg E2**27*1.70 kg 522582.18 kg 2*17*.! kg E1 **1.05*5!2*.7! kg 5!*28!. kg !*7.2 kg P" !!2.10*78!0.20 kg !0217!.*7 kg !888.00 kg S 78.0

5.05 m *.55 m1+2. 2+*. *+. - -

5 55 *0 0 *05 55 *0 0 *05 55 *0 0 *0

5 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *05 55 *0 0 *0

c (kg/cm)

* 5 ! NIVEL / ",H

S

TECHO

0.00 20.*2 *.1 PH0.00 20.*2 *.1 120.00 71.77 158.* 110.00 71.77 158.* 100.00 71.77 158.* 0.00 22.0 *8!.25 80.00 22.0 *8!.25 70.00 22.0 *8!.25 !


113/428

0.00 1!*.1 581.18 50.00 1!*.1 581.18 0.00 1!*.1 581.18 *0.00 2!.5! 870.!8 20.00 2!.5! 870.!8 10.00 2!.5! 870.!8 E2

0.00 2!.5! 812.0* *!2.0 E10.00 2!.5! 812.0* *!2.0 P"0.00 2!.5! 812.0* *!2.0 S


114/428

C LE

2*.78 m2

28.2 m2 1!.18 m2

280!0.0 kg

*0.0 kg

070.2! kg 2*17*.! kg

*888.* kg 2210.71 kg

5 !

PORTICO EN ESTUDIO

AREA GRUESA DE COLUMNAS1 2 * 5 !

501.08 257.2 1!!.21 257.2 501.08112.5 577.2! *72. 577.2! 112.5177.8* 87.2 57.77 87.2 177.8*2*71.21 1217.*1 78!.55 1217.*1 2*71.212.58 15*7.* *.*2 15*7.* 2.58*!17.! 1857.*! 1200.10 1857.*! *!17.!21.** 2177.*8 10!.88 2177.*8 21.**8!.71 27.1 1!1*.!! 27.1 8!.71588.08 2817.* 1820. 2817.* 588.08!111.! *1*7.! 2027.22 *1*7.! !111.!!7*.8 *57.8 22**. *57.8 !7*.8


115/428

7*58.21 *777.50 20.77 *777.50 7*58.21781.5 07.5* 2!7.55 07.5* 781.58!0.! 17.55 285.** 17.55 8!0.!!!!5.5 2.0* 288.2 2.0* !!!5.5 **1.05718.78 5*.81 *18.08 5*.81 718.78 !!2.107!80.82 8*0.2* **.50 8*0.2* 7!80.82 78.0

*.55 m 5.05 m !.25 m+5. 5+!. - -

0 5 55 18.*.2 VI%AS 10 5 55 18.*.2 2) $30 5 55 $49 < *0= $

0 5 55 ;9 64$cc63 >$0 5 55 " @0 5 55 *) " m6@0 5 55 H m6@0 5 550 5 55 H @ L>43m/100 5 55 " @ L>43m/120 5 550 5 550 5 550 5 550 5 55 55 !50 5 55 55 !50 5 55 55 !5

RIGIDEZ EN VIGAS : (kg/cm)!.25 5.05 *.55 *.55

VIGA A (1'-6) TRAOS - 1# +1 1+2. 2+*. *+.

NAE NAE NAE 855.!* 855.!*NAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAE


116/428

NAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAENAE NAE NAE NAE NAE

5 50 750.00 28.22 1*20.2 1*20.25 50 750.00 28.22 1*20.2 1*20.25 50 750.00 28.22 1*20.2 1*20.2


117/428

SECCIONEE'E 1# 1 2

NIVEL / ",H - - S

TECHOPH *0 55 *012 *0 55 *011 0 0 *010 0 0 *0 0 0 *08 50 115 *57 50 115 *5! 50 115 *55 55 1*0 0 55 1*0 0* 55 1*0 0


118/428

2 !0 150 51 !0 150 5E2 !0 150 5E1 *0 50 !0 10 5P" *0 50 !0 10 5S *0 50 !0 10 5

OSERVACIONES

RE$UISITOS

75*+200!

4 6m$63 49:$49;

;9 c344$>36$$ $

>$6c?;940.* B H

0.25 m

0.*5 m

CRITERIO

()

(-)

RIGIDEDEZ LATERAL5.05 !.25

ECUACIONES DE IL"UR%+5. 5+!. PARA PORTIC %& (!c" %& (T*+)

S

TECHO *211*.2* *211.*225!

NAE PH NAE NAENAE 12 NAE NAENAE 11 NAE NAENAE 10 NAE NAENAE NAE NAENAE 8 NAE NAENAE 7 NAE NAENAE ! NAE NAE


119/428

NAE 5 NAE NAENAE NAE NAENAE * NAE NAENAE 2 NAE NAENAE 1 NAE NAENAE E2 1!!1*.55 1!!1.*55**

28.22 750.00 E1 21*0.1* 21*.01*028.22 750.00 P"28.22 750.00 S


120/428

DE COLUMNAS (PREDIMENSIONADO)* 5

- - - -

0 *0 0 *0 550 *0 0 *0 55!5 *0 !5 0 0!5 *0 !5 0 0!5 *0 !5 0 080 *5 80 50 11580 *5 80 50 11580 *5 80 50 1155 0 5 55 1*05 0 5 55 1*05 0 5 55 1*0


121/428

110 5 110 !0 150110 5 110 !0 150110 5 110 !0 150110 5 110 !0 10110 5 110 !0 10110 5 110 !0 10


5700 15!0005700 15!000

11100 *10800011100 *10800011100 *10800017100 78800017100 78800017100 788000


122/428

2100 !1*20002100 !1*20002100 !1*20002700 78120002700 78120002700 7812000

2700 8*1!0002700 8*1!0002700 8*1!000


123/428

IRREG. VERTNIVEL

! OSERVACIONES -

SCRITERIO TECHO

18..2 COLUNAS 175*+200! PH18..2 )$34 6m$63 49:$49; 12$49 < 0= $ ;9 c344$>36$$ $ 11;9 64$cc63 >$4>$6c?;94 10


5" m6 @ 0.*0 m () H m6 @ 0.0 m (-) *


124/428

21

E2*0 50 E1*0 50 P"*0 50 S


125/428


126/428

,.) Dc*+/+0, 2+ 23 &3,+* 23 /2", 42/2+/2 , c,4!, 3,/2,.-I) R20cc*+ 25c22 23 #7 23 ,+c8* 2 3, c*30"+, +"2,/,"

A C - -

CUPLE CUPLERED.


127/428

CUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLE

CUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLE


128/428


129/428


130/428

CUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLECUPLE CUPLE


131/428


132/428

% H - -


133/428

CUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLECUPLE CUPLE CUPLE CUPLE


134/428


135/428

I -


136/428

RED.


137/428


138/428






1# 1 2 *

CARGA AXIAL ACUMULADA POR COLUMNANIVEL / E'E 1# 1 2 *

S

TECHO

PH

12

11

10

8

7

!

5

*


139/428

2

1

E2

E1 25078.52 kg 027.0! kg 7550.*7 kg

P" 50157.0 kg 8805.12 kg 5100.7 kg

S 7117.7288 1*0118.7* kg 105*1.!2 kg

SECCIONES DE VIGAS (PREDIMENSIONADOLUZ !.25 m


S

TECHO

PH

12

11

10

8

7

!

5

*

2

1

E2

E1 55 !5 55 !5P" NAE NAE 55 !5S NAE NAE 55 !5

RIGIDEZ DE COLUMNAS


*0 S*10 TECHO

*10 PH*10 12*10 11*10 10*10 *10 8*10 7*10 !


140/428

*10 5*10 *10 **10 2*10 1*10 E2

*10 E1 *.1 71.77 508.0!*10 P" *.1 71.77 508.0!*10 S *.1 71.77 508.0!


141/428

TIPO DE COLUMNASL C C C C C

E L L L EAREA TRIUTARIA EN COLUMNAS

17.51 m2 *0.7 m2 **.20 m2 0.00 m2 **.20 m2 *0.7 m2CARGA AXIAL EN COLUMNAS

25078.52 kg 027.0! kg 7550.*7 kg 0.00 kg 7550.*7 kg 027.0! kg

2*!0.!8 kg 20!.!2 kg 5*0.88 kg 0.00 kg 5*0.88 kg 20!.!2 kg

1# 1 2 *

$* $ !

PORTICO EN

5 !

AREA GRUES 5 ! NIVEL / E'E 1# 1

S TECHO

PH1211

1087!5*


142/428

21

E27550.*7 kg 027.0! kg 25078.52 kg E1 *58.2! 5!1.575100.7 kg 8805.12 kg 50157.0 kg P" 71!.5* 112*.1

105*1.!2 kg 1*0118.7* kg 7117.7* kg S 1058.82 1!5.!8

5.05 m 7.10 m 5.05 m1+2. 2+. +5. - - -

5 55 !0 75 5 555 55 !0 75 5 555 55 !0 75 5 55

c (kg/cm)

VIGA A (1'-6* 5 ! NIVEL / ",H -

S

TECHO

PH

12

11

10

8

7

!


143/428

5

*

2

1

E2

508.0! 71.77 *.1 E1 50508.0! 71.77 *.1 P" 50508.0! 71.77 *.1 S 50


144/428

L

17.51 m2

25078.52 kg

2*!0.!8 kg

!

ESTUDIO

A DE COLUMNAS E'E2 * 5 ! NIVEL / ",H

S TECHO

PH1211

1087!5*


145/428

21

E2!0!.51 !0!.51 5!1.57 *58.2! E1

121*.02 121*.02 112*.1 71!.5* P"172.50 172.50 1!5.!8 1058.82 S

!.25 m5+!. OSERVACIONES -

RE$UISITOS

18.*.2 VI%AS 175*+200!

18.*.2 2) $34 6m$63 49:$49;

$49 < *0= $ ;9 c344$>36$$ $

;9 64$cc63 >$4>$6c?;94" @ 0.* B H

*) " m6@ 0.25 m

H m6@ 0.*5 m

CRITERIO

H @ L>43m/10 ()

" @ L>43m/12 (-)

55 !555 !555 !5

RIGIDEZ EN VIGAS : (kg/cm)!.25 5.05 7.1 5.05 !.25

) TRAOS 1# +1 1+2. 2+. +5. 5+!.


146/428

!0 10.00 1782.18 12!7.!1 1782.18 10.00!0 10.00 1782.18 12!7.!1 1782.18 10.00!0 10.00 1782.18 12!7.!1 1782.18 10.00


147/428

SECCIONES DE COLUMNAS (PRE1# 1 2 * - - -


148/428

*0 55 *0 !5 *0 70*0 55 *0 !5 *0 70*0 55 *0 !5 *0 70

RIGIDEDEZ LATERAL

ECUACIONES DE IL"UR%PARA PORTI %& (!c %& (T*+) SUATORIA DE LAS SE

S

TECHO

PH

12

11

10

8

7

!


149/428

5

*

2

1

E2 !*1.1 !*.111

E1 715.11 71.5108 1100 *12000P" 1100 *12000S 1100 *12000


150/428

DIMENSIONADO) 5 !

- - - -


151/428

*0 70 *0 !5 *0 55*0 70 *0 !5 *0 55*0 70 *0 !5 *0 55

CIONES %RUESAS


152/428


153/428

IRREG. VERT ,.) Dc*+/+0NIVEL ,.-I) R20cc*+

OSERVACIONES A

SCRITERIO TECHO

18..2 COLUNAS 175*+200! PH18..2 )$34 6m$63 49:$49; 12$49 < 0= $ ;9 c344$>36$$ $ 11

;9 64$cc63 >$4>$6c?;94 10" @ 0. B H

IMPORTANTE (D$c664) 8S6 c36$49m3 "/H @ 1.!7 ;9 644$g?;9469 7 :$46c9; 9.7+I) c?m>;$ !

5" m6 @ 0.*0 m () H m6 @ 0.0 m (-) *


154/428

21E2 RED.


155/428


156/428

, 2+ 23 &3,+* 23 /2", 42/2+/2 , c,4!, 3,/24,32 25c22 23 #7 23 ,+c8* 2 3, c*30"+, +"2,/,"2+/2 0&24*4

C D - -


157/428

RED.


158/428


159/428

& % - -


160/428

RED.


161/428


162/428

H I - -


163/428

RED.


164/428


165/428

-


166/428

RED.


167/428


168/428






1# 1 2 *

CARGA AXIAL ACUMULADA POR COLUMNANIVEL / E'E 1# $1 $2 $*

S

TECHO

PH

12

11

10

8

7

!

5

*


169/428


170/428

*10 5*10 *10 **10 2*10 1*10 E2

*10 E1 *.1 508.0! 508.0!*10 P" *.1 508.0! 508.0!*10 S *.1 508.0! 508.0!


171/428



18.!1 m2 *2.!* m2 *5.27 m2 *5.27 m2 *2.!* m2CARGA AXIAL EN COLUMNAS

2!!5*. kg !7**. kg 50515.10 kg 50515.10 kg !7**. kg

25!5.2 kg !50.8 kg 82!*.7 kg 82!*.7 kg !50.8 kg

1# $1 $2 $* $

$* $ !

PORTICO EN

5 !

S AREA GRUES$ ! NIVEL / E'E 1# $1 $2

S TECHO

PH1211

1087!5*


172/428

21E2

!7**. kg 2!!5*. kg E1 *80.77 5!.10 !.***!7.8 kg 5**07.7 kg P" 7!1.5 112.1 1288.!5

1*8118.87 kg 7877*.0 kg S 1125.* 17!1.72 10.2!

)5.*0 m 7.80 m 5.*0 m

$1+$2. $2+$*. $*+$. - - -

5 55 !5 80 5 555 55 !5 80 5 555 55 !5 80 5 55

c (kg/cm)

VIGA A (1'-6)$* $ ! NIVEL / ",H -

S

TECHO

PH

12

11

10

8

7

!


173/428

5

*

2

1

E2

508.0! 508.0! *.1 E1 50 !0508.0! 508.0! *.1 P" 50 !0508.0! 508.0! *.1 S 50 !0


174/428

L

18.!1 m2

2!!5*. kg

25!5.2 kg

!

STUDIO

DE COLUMNAS E'E 1#$* $ ! IVEL / ",H -

S TECHO

PH1211

1087!5*


175/428


176/428

5

*

2

1

E2

10.00 1782.18 12!7.!1 1782.18 10.00 E110.00 1782.18 12!7.!1 1782.18 10.00 P"10.00 1782.18 12!7.!1 1782.18 10.00 S


177/428

SECCIONES DE COLUMNAS (PRE$1 $2 $* $ - - -


178/428

*0 70 *0 70 *0 70 *0*0 70 *0 70 *0 70 *0*0 70 *0 70 *0 70 *0

ERAL

IL"UR%%& (!c %& (T*+) SUATORIA DE LAS SE


179/428

!551.8! !55.18!*

7580.8 7580.82 11700 *27!00011700 *27!00011700 *27!000


180/428

DIMENSIONADO)! OSERVACIONES

- -

CRITERIO18..2 COLUNAS 175*+200!18..2 )$34 6m$63 49:$49;$49 < 0= $ ;9 c344$>36$$ $

;9 64$cc63 >$4>$6c?;94" @ 0. B H

IMPORTANTE (D$c664)S6 c36$49m3 "/H @ 1.!7 ;9 644$g?;9469 :$46c9; 9.7+I) c?m>;$

" m6 @ 0.*0 m ()H m6 @ 0.0 m (-)


181/428

70 *0 5570 *0 5570 *0 55

CIONES %RUESAS


182/428


183/428

IRREG. VE ,.) Dc*+/+0, 2+ 23 &3,+* 23 /2", 42/2+/2 , c,4!, 3,NIVEL ,.-I) R20cc*+ 25c22 23 #7 23 ,+c8* 2 3, c*30"+, +"2,/

A C D - -

S TECHO

PH1211

1087!5*


184/428

21E2 VALUE VALUE RED.


185/428


186/428

/24,32"2+/2 0&24*4

& % - -


187/428


188/428


189/428

H I - -


190/428

RED.


191/428


192/428

-


193/428

RED.


194/428


195/428


196/428


197/428


198/428






1# 1 2 *

CARGA AXIAL ACUMULADA POR COLUMNNIVEL / E'E 1# $1 $2 $*

S

TECHO

PH

12

11

10

8

7

!

5

*


199/428

2

1

E2

E1 11271.7* kg 1750.5 kg 21*11.7* kg 21*11.7* kg

P" 225*.! kg *501.18 kg 2!2*.! kg 2!2*.! kg

S ***12.7!5! 58*71.2 kg !285.25 kg !285.25 kg

SECCIONES DE VIGAS (PREDIMENSIONADLUZ 5.!5 m

VIGAS VIGA PROMEDIO A (1'-6) 1# +$1NIVEL / ",H - -

S

TECHO

PH

12

11

10

8

7

!

5

*

2

1

E2

E1 55 !5 50 !0P" NAE NAE 50 !0S NAE NAE 50 !0

RIGIDEZ DE COLUMNAS

COLUMNASH. ENTREPISO NIVEL / E'E 1# $1 $2

*0 S*10 TECHO

*10 PH*10 12*10 11*10 10*10 *10 8*10 7*10 !


200/428

*10 5*10 *10 **10 2*10 1*10 E2

*10 E1 25.0* *2!.!1 *2!.!1*10 P" 25.0* *2!.!1 *2!.!1*10 S 25.0* *2!.!1 *2!.!1


201/428



7.87 m2 1*.7 m2 1.88 m2 1.88 m2 1*.7 m2CARGA AXIAL EN COLUMNAS

11271.7* kg 1750.5 kg 21*11.7* kg 21*11.7* kg 1750.5 kg

107!.*1 kg 18870.2 kg 20*!1.7 kg 20*!1.7 kg 18870.2 kg

1# $1 $2 $* $

$* $ !PORTICO EN

5 !

S AREA GRUES$ ! NIVEL / E'E 1# $1 $2

S TECHO

PH1211

1087!5*


202/428

21

E21750.5 kg 11271.7* kg E1 1!1.02 251.2 271.8**501.18 kg 225*.! kg P" *22.05 50*.8 5*.!758*71.2 kg ***12.77 kg S 75.0 7.5* 80*.*8

O)5.*0 m 7.80 m 5.*0 m

$1+$2. $2+$*. $*+$. - - -

5 55 !5 80 5 555 55 !5 80 5 555 55 !5 80 5 55

c (kg/cm)

VIGA A (1'-6)$* $ ! NIVEL / ",H -

S

TECHO

PH

12

11

10

8

7

!


203/428

5

*

2

1

E2

*2!.!1 *2!.!1 25.0* E1 50 !0*2!.!1 *2!.!1 25.0* P" 50 !0*2!.!1 *2!.!1 25.0* S 50 !0


204/428

L

7.87 m2

11271.7* kg

107!.*1 kg

!

ESTUDIO

A DE COLUMNAS E'E 1#$* $ ! NIVEL / ",H -

S TECHO

PH1211

1087!5*


205/428

21E2

271.8* 251.2 1!1.02 E1 *0 *55*.!7 50*.8 *22.05 P" *0 *580*.*8 7.5* 75.0 S *0 *5

5.!5 m$+!. OSERVACIONES

-

RE$UISITOS

18.*.2 VI%AS 175*+200!

18.*.2 2) $34 6m$63 49:$49;

$49 < *0= $ ;9 c344$>36$$ $

;9 64$cc63 >$4>$6c?;94" @ 0.* B H

*) " m6@ 0.25 m

H m6@ 0.*5 m

CRITERIO

H @ L>43m/10 ()

" @ L>43m/12 (-)

50 !050 !050 !0

RIGIDEZ EN VIGAS : (kg/cm) RIGIDEDEZ LAT!.25 5.05 7.1 5.05 !.25

TRAOS ECUACIONES DE1# +$1 $1+$2. $2+$*. $*+$. $+!. PARA PORTICOS

S

TECHO

PH

12

11

10

8

7

!


206/428

5

*

2

1

E2

10.00 1782.18 12!7.!1 1782.18 10.00 E110.00 1782.18 12!7.!1 1782.18 10.00 P"10.00 1782.18 12!7.!1 1782.18 10.00 S


207/428

SECCIONES DE COLUMNAS (PRE$1 $2 $* $ - - -


208/428

*0 5 *0 5 *0 5 *0*0 5 *0 5 *0 5 *0*0 5 *0 5 *0 5 *0

RAL

IL"UR%%& (!c %& (T*+) SUATORIA DE LAS SE


209/428

!*0. !*.088

51*27.!7 51*2.7!! 7500 21000007500 21000007500 2100000


210/428

DIMENSIONADO)! OSERVACIONES

- -

CRITERIO18..2 COLUNAS 175*+200!18..2 )$34 6m$63 49:$49;$49 < 0= $ ;9 c344$>36$$ $

;9 64$cc63 >$4>$6c?;94" @ 0. B H

IMPORTANTE (D$c664)S6 c36$49m3 "/H @ 1.!7 ;9 644$g?;9469 :$46c9; 9.7+I) c?m>;$

" m6 @ 0.*0 m ()H m6 @ 0.0 m (-)


211/428

5 *0 *55 *0 *55 *0 *5

CIONES %RUESAS


212/428


213/428

IRREG. VE ,.) Dc*+/+0, 2+ 23 &3,+* 23 /2", 42/2+/2 , c,4!, 3,NIVEL ,.-I) R20cc*+ 25c22 23 #7 23 ,+c8* 2 3, c*30"+, +"2,/

A C D - -

S TECHO

PH1211

1087!5*


214/428

21E2 VALUE VALUE RED.


215/428


216/428

/24,32"2+/2 0&24*4

& % - -


217/428

RED.


218/428


219/428

H I - -


220/428

RED.


221/428


222/428

-


223/428

RED.


224/428


225/428


226/428


227/428


228/428

CHE$UEO DE IRREGULARIDADES

!.5.2 EDI&ICACION DE ESTRUCTURA IRRE%ULARIGIDEZ LATERAL TOTAL PPISO

NIVEL / E'E A C D

S TECHO *10.2 *7*7.82 0*7.*!

PH *270. *81.8 *2*.!212 81.*0 21.7 107*.2011 81.*0 21.7 107*.2010 81.*0 21.7 107*.20 7*11.0 1!10.! 1755!.818 7*11.0 1!10.! 1755!.817 7*11.0 1!10.! 1755!.81! 10*0. 1!2.! 21!!0.7

5 10*0. 1!2.! 21!!0.7 10*0. 1!2.! 21!!0.7* 1!22.5 2*2*!.01 2525.002 1!22.5 2*2*!.01 2525.001 20255.!0 *278.80 *505.0E2 15!20.0 202!.!* 2551*.5E1 2*00*.!8 757.5! 5*!**.05P" 0.00 0.00 0.00S 0.00 0.00 0.00


229/428

(175!+2001) H ($6F.) @ 5!.!0 m

& % H I RI%IDE LATERAL

*211.*2 0.00 0.00 0.00 100.**518.55 0.00 0.00 0.00 1505.007528. 0.00 0.00 0.00 *218.227528. 0.00 0.00 0.00 *218.227528. 0.00 0.00 0.00 *218.22

11*0.55 0.00 0.00 0.00 5208.1011*0.55 0.00 0.00 0.00 5208.1011*0.55 0.00 0.00 0.00 5208.101*218.!! 0.00 0.00 0.00 !5*.02

1*218.!! 0.00 0.00 0.00 !5*.021*218.!! 0.00 0.00 0.00 !5*.021!7.50 0.00 0.00 0.00 78!*7.!1!7.50 0.00 0.00 0.00 78!*7.!2802.0 0.00 0.00 0.00 11250.81!!1.*! !*.1 !55.1 !*.05 258.021*.01 71.51 7580. 51*2.77 17**5!.58

0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00


230/428

ENOR DIENSION HORIONTALDIRECCIGN DIRECCIGN -

2*.5 22.55

RESISTENCIA LATERAL ASA DIRECCIGN O+E DIRECCIGN S+N

82.11*2.*2

2.00 *!.15 2*.5 22.551.00 *!.15 2*.5 22.55

2*.00 *!.15 2*.5 22.55*.00 *!.15 2*.5 22.552.00 *!.15 2*.5 22.55

2.00 *!.15 2*.5 22.5521.00 *!.15 2*.5 22.552.00 *!.15 2*.5 22.55

2.00 *!.15 2*.5 22.55*.00 *!.15 2*.5 22.552.00 *!.15 2*.5 22.552.00 *!.15 2*.5 22.55

12.00 *!.15 2*.5 22.5512*.00 1.11 2.7 **.!1*.00 1.11 2.7 **.!1*.00 87.72 2.7 **.!1*.00 87.72 2.7 **.!


231/428

!.5.2 9) IRRE%ULARIDADES VERTICALESNIVEL / E'E 9.1 9.2

S TECHO

PH S6 644$g. S6 644$g. 12 S6 644$g. S6 644$g.11 S6 644$g. S6 644$g.10 S6 644$g. S6 644$g. S6 644$g. S6 644$g.8 S6 644$g. S6 644$g.7 S6 644$g. S6 644$g.! S6 644$g. S6 644$g.

5 S6 644$g. S6 644$g. S6 644$g. S6 644$g.* S6 644$g. S6 644$g.2 S6 644$g. S6 644$g.1 S6 644$g. S6 644$g.

E2 S6 644$g. S6 644$g.E1 S6 644$g. S6 644$g.P"

S

RESULTADOS S6 644$g.

D2c*+2 9.1 S6 644$g. 9.2


232/428

9.*

3 $,c$$ 3 $,c$$

3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$

3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$D646?c. I44$g. D$ m99 D646?c. I44$g. D$ m993 $,c$$ 3 $,c$$3 $,c$$ 3 $,c$$

D646?c. I44$g. D$ m99

9.* S6 644$g.


233/428

9. 9.5

SENTIDO SENTIDO -

S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.

S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.S6 I44$g. S6 644$g. V9469c63 $ g$3m.S6 I44$g. S6 644$g. S6 644$g.A?m$3 $ m99 S6 644$g. S6 644$g.S6 I44$g. S6 644$g. S6 644$g.

A?m$3 $ m99 S6 644$g. V9469c63 $ g$3m.

9. S6 644$g. 9.5 S6 644$g.


234/428

9.! 9.7

I II III1.1

S6 644$g. NO CUPLE NO CUPLE NO CUPLE

9.! S6 644$g. 9.7


235/428

!.5.2 9) IRRE%ULA9.8 9. .1 .2

NO CUPLE NO CUPLE

9.8 9. .1 .2


236/428

IDAD EN PLANTA.* .

.* .


237/428


238/428


239/428


240/428


241/428


242/428


243/428


244/428


245/428


(L)ATERAL 0.25

(E)SQUINERA 0.2

f'c 280 kg/cm2


1# $1 $2I

H%&EDC"A

1# 1 2

CARGA AXIAL ACUMULADA PNIVEL / E'E A C D

S

TECHO

PH

12

11

10

8

7

!

5

*


246/428

2

1

E2

E1 1*2!2.5 kg 25!!.51 kg 27*8.75 kg

P" 2!525.08 kg 51**.02 kg 577.50 kg

S *1!.!88 7!72.11 kg 807. kg


VIGAS VIGA PROMEDIO A (1'-6) A+CNIVEL / ",H - -

S

TECHO

PH

12

11

10

8

7

!

5

*

2

1

E2

E1 55 !0 50P" NAE NAE 50S NAE NAE 50

RIGIDEZ DE C

COLUMNASH. ENTREPISO NIVEL / E'E A C

*0 S*10 TECHO

*10 PH*10 12*10 11*10 10*10 *10 8*10 7*10 !


247/428

*10 5*10 *10 **10 2*10 1*10 E2

*10 E1 *2!.!1 *.1*10 P" *2!.!1 *.1*10 S *2!.!1 *.1


248/428


249/428

TIPO DE COLUMNASCOL. (OTROS) E L L LCOL. (P TIPO)

AREA TRIUTARIA EN COLUMNASAT(P TIPO) 0.00 m2 0.00 m2 0.00 m2 0.00 m2

AT(OTROS) .2! m2 18.1* m2 1.1* m2 1!.17 m2CARGA AXIAL EN COLUMNAS

Q TECHO 0.00 kg 0.00 kg 0.00 kg 0.00 kgQ PT 0.00 kg 0.00 kg 0.00 kg 0.00 kgQ EST 1*2!2.5 kg 25!!.51 kg 27*8.75 kg 2*1!.1 kgQ P" 12!71.*8 kg 280.0 kg 2!177. kg 221*2.*! kg

E'E A C D &


* 5

OR COLUMNAS& % H I NIVEL / E'E

S TECHO

PH12111087!5*


250/428


251/428


252/428


253/428

L L E

0.00 m2 0.00 m2 0.00 m2

17.51 m2 18.!1 m2 7.87 m2

0.00 kg 0.00 kg 0.00 kg

0.00 kg 0.00 kg 0.00 kg

25078.52 kg 2!!.! kg 11277.! kg

2*!0.!8 kg 25!1.82 kg 1077.78 kg

% H I

!

!

AREA GRUESA DE COLUMNASA! (c"#)A C D & % H


254/428

2*!.8* *70.5 *1.1 **0.* *58.2! *80.717*.!! 71.0 782.82 !!1.85 71!.5* 7!1.2!. 10!.*2 115!.7 78.0* 1058.82 1125.1!

*.*0 m !.7* m .75 m&+% %+H H+I - - -

*0 *5 !0 70 !0 70*0 *5 !0 70 !0 70*0 *5 !0 70 !0 70

RIGIDEZ EN VIGAS : (kg/cm)5.70 m !.05 m !.80 m

VIGA A (1'-6) TRAOSNIVEL / ",H - A+C C+D D+&

S

TECHO

PH

12

11

10

8

7

!


255/428

5

*

2

1

E2

E1 50 !0 1578.5 187.!0 1*2*.5*P" 50 !0 1578.5 187.!0 1*2*.5*S 50 !0 1578.5 187.!0 1*2*.5*


256/428


257/428


258/428

21

E2201.*8 E1 *0 5 *002.77 P" *0 5 *055.17 S *0 5 *0

OSERVACIONES

RE$UISITOS18.*.2 VI%AS 175*+200!18.*.2 2) $34 6m$63 49:$49;$49 < *0= $ ;9 c344$>36$$ $

;9 64$cc63 >$4>$6c?;94" @ 0.* B H*) " m6@ 0.25 m

H m6@ 0.*5 mCRITERIO

H @ L>43m/10 ()" @ L>43m/12 (-)

RIGIDEDEZ LATERAL*.*0 m !.7* m .75 m

ECUACIONES DE IL"UR%&+% %+H H+I PARA PORTIC %& (!c"

S

TECHO

PH

12

11

10

8

7

!


259/428

5

*

2

1

E2 !558.82

2727.27 1**7.*0 18.7 E1 7**!8.72727.27 1**7.*0 18.7 P"

2727.27 1**7.*0 18.7 S


260/428


261/428

SECCIONES DE COLUMNAS (PREDIMENSIONADO)D & %

- - - -


262/428

55 *0 55 *0 55 *0 5555 *0 55 *0 55 *0 5555 *0 55 *0 55 *0 55

SUATORIA DE LAS SECCIONES %RUESAS%& (T*+)

0 00 00 00 00 00 00 00 0


263/428


264/428


265/428

H I OSERVACIONES - -

CRITERIO18..2 COLUNAS 175*+200!18..2 )$34 6m$63 49$49 < 0= $ ;9 c344$>36$;9 64$cc63 >$4>$6c?;94

" @ 0. B HIMPORTANTE (D$c664)S6 c36$49m3 "/H @ 0.70 ;9 644$g :$46c9; 9.7+I) c?m>;$

" m6 @ 0.*0 m ()H m6 @ 0.0 m (-)


266/428

*0 55 *0 0*0 55 *0 0*0 55 *0 0


267/428


268/428


269/428

IRREG. VERT ,.) Dc*+/+0, 2+ 23 &3,+* 23 /2",NIVEL ,.-I) R20cc*+ 25c22 23 #7 23 ,+c8*

A C - -

S TECHO

PH$49; 12 RED.


270/428

2 RED.


271/428


272/428


273/428

42/2+/2 , c,4!, 3,/24,32 3, c*30"+, +"2,/,"2+/2 0&24*4

D & % - -

RED.


274/428

RED.


275/428


276/428


277/428

H - -


278/428

RED.


279/428


280/428


281/428

I -


282/428

RED.


283/428


284/428


285/428


286/428


287/428


288/428


289/428


(L)ATERAL 0.25

(E)SQUINERA 0.2

f'c 280 kg/cm2


1# $1 $2I

H%&EDC"A

1# 1 2

CARGA AXIAL ACUMULADA PNIVEL / E'E A C D

S

TECHO

PH 115*7.5 kg 2**1. kg **!2.!5 kg

12 2580.82 kg 52*1.18 kg 75!7.21 kg

11 02.1 kg 81*2*.* kg 117*0.77 kg

10 557.5! kg 110*28.!7 kg 1512.*2 kg

!850.* kg 1****.2 kg 2007.88 kg

8 8**0.*0 kg 1!8**8.1! kg 22817. kg

7 7!57.!7 kg 17*2.0 kg 28!55.00 kg

! 112011.0 kg 22!*7.!5 kg *2!2.5! kg

5 12!*!.1 kg 255*52.* kg *!8**0.12 kg

10717.78 kg 28*57.1 kg 101!7.!8 kg

* 155071.15 kg *1**!1.88 kg 52005.2 kg


290/428

2 1!2.52 kg *2*!!.!2 kg *82.80 kg

1 18*777.8 kg *71*71.*7 kg 5*5!80.*! kg

E2 181*1.2! kg 00*7!.11 kg 577517.2 kg

E1 221*5!.! kg 725.20 kg !25!8.7 kg

P" 2581.!7 kg 7.28 kg !7*87.0* kg

S 2!!771.!21 5*2!.2200 7112.00 kg


VIGAS VIGA PROMEDIO A (1'-6) A+CNIVEL / ",H - -

S

TECHO

PH NAE NAE 5012 NAE NAE 5011 NAE NAE 50

10 NAE NAE 50 NAE NAE 508 NAE NAE 507 NAE NAE 50! NAE NAE 505 NAE NAE 50 NAE NAE 50* NAE NAE 502 NAE NAE 501 NAE NAE 50E2 NAE NAE 50E1 55 !0 50P" NAE NAE 50S NAE NAE 50

RIGIDEZ DE C

COLUMNASH. ENTREPISO NIVEL / E'E A C

*0 S*10 TECHO

*10 PH 25.0* *2!.!1*10 12 25.0* *2!.!1*10 11 *5.8 5.*5*10 10 *5.8 5.*5*10 *5.8 5.*5*10 8 5.*5 158.**10 7 5.*5 158.**10 ! 5.*5 158.*


291/428

*10 5 7.!7 2!.5!*10 7.!7 2!.5!*10 * 7.!7 2!.5!*10 2 7.!7 *8!.25*10 1 7.!7 *8!.25*10 E2 7.!7 *8!.25

*10 E1 1720.* !0*7.80*10 P" 1720.* !0*7.80*10 S 1720.* !0*7.80


292/428


293/428

TIPO DE COLUMNASCOL. (OTROS) L C C CCOL. (P TIPO) E L L E

AREA TRIUTARIA EN COLUMNASAT(P TIPO) .78 m2 1.7! m2 28.50 m2 2*.78 m2

AT(OTROS) 1!.22 m2 *2.85 m2 **.! m2 28.2 m2CARGA AXIAL EN COLUMNAS

Q TECHO 115*7.5 kg 2**1. kg **!2.!5 kg 28055.0 kgQ PT 1*5*.*7 kg 200.7 kg 18*7.5! kg *02.* kgQ EST 2*225.20 kg 70.08 kg 8180.55 kg 0!7.10 kgQ P" 2218.7 kg 51. kg !0*2.8 kg *888*.0 kg

E'E A C D &


* 5

OR COLUMNAS& % H I NIVEL / E'E

S TECHO

28055.0 kg 0.00 kg 0.00 kg 0.00 kg PH!257.52 kg 0.00 kg 0.00 kg 0.00 kg 12785.! kg 0.00 kg 0.00 kg 0.00 kg 11

1*27!2.* kg 0.00 kg 0.00 kg 0.00 kg 101!7!!.8* kg 0.00 kg 0.00 kg 0.00 kg 2025!7.2! kg 0.00 kg 0.00 kg 0.00 kg 82*7!.! kg 0.00 kg 0.00 kg 0.00 kg 7272*72.1* kg 0.00 kg 0.00 kg 0.00 kg !*0727.5! kg 0.00 kg 0.00 kg 0.00 kg 5*2177.00 kg 0.00 kg 0.00 kg 0.00 kg *7707.* kg 0.00 kg 0.00 kg 0.00 kg *


294/428

1181.8! kg 0.00 kg 0.00 kg 0.00 kg 2!88.*0 kg 0.00 kg 0.00 kg 0.00 kg 18178!.7* kg 0.00 kg 0.00 kg 0.00 kg E25228*.8* kg 02.1 kg !72.! kg 177.7* kg E15!*180.* kg 8808.* kg *5.* kg *5.5 kg P"!020!.02 kg 1*0110.27 kg 1*810!.18 kg 58*!2.5 kg S

MENSIONADO)5.70 m !.05 m !.80 m

C+D D+& - -

!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70

!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70!0 55 !5 !0 70

LUMNAS c (kg/cm)

D & % H I

*.1 *.1*.1 *.17.!7 158.*7.!7 158.*7.!7 158.*

2!.5! *8!.252!.5! *8!.252!.5! *8!.25


295/428

581.18 581.18581.18 581.18581.18 581.18812.0* 200.27812.0* 200.27812.0* 200.27

112.71 812.0* 71.77 508.0! *!2.0112.71 812.0* 71.77 508.0! *!2.0112.71 812.0* 71.77 508.0! *!2.0


296/428


297/428

C C L

0.00 m2 0.00 m2

*0.7 m2 *2.!* m2 1*.7 m2

0.00 kg 0.00 kg 0.00 kg

0.00 kg 0.00 kg 0.00 kg

02.1 kg !72.! kg 177.7* kg

20!1.88 kg !!.7 kg 188!7.50 kg

% H I

!

!

AREA GRUESA DE COLUMNASA! (c"#)A C D & % H

20!.0* ***.0! 80.2 500.8!2.* 77.2 1078.10 112.2718.!5 11!1.77 1!75.78 177.507.! 157!.12 227*.! 2*70.7!

12*1.27 10.8 2871.1 2.01187.58 20.8* *!8.82 *!17.2717*.8 281.18 0!!.50 20.5*2000.20 *2**.5 !!.18 8!*.7225!.51 *!7.8 52!1.8! 587.052512.82 0!2.2 585.5 !110.*027!.1* 7!.!0 !57.22 !7**.5!


298/428

*025. 80.5 705.0 7*5!.82*281.75 5*05.*1 7!52.58 780.0828*0.5 510!.8 7*!!.*0 !15.2 0.00 0.00*1!2.2 570!.5 780.85 !!!.** 5!1.5* 5!.0*.02 !*07.07 855.0 718*.* 112*.07 112.08*811.02 !880. 182.55 7!7.* 1!5.57 17!1.5!

*.*0 m !.7* m .75 m&+% %+H H+I - - -

*0 *5 !0 70 !0 70*0 *5 !0 70 !0 70*0 *5 !0 70 !0 70

RIGIDEZ EN VIGAS : (kg/cm)5.70 m !.05 m !.80 m

VIGA A (1'-6) TRAOSNIVEL / ",H - A+C C+D D+&

S

TECHO

PH NAE NAE NAE 187.!0 1*2*.5*12 NAE NAE NAE NAE NAE11 NAE NAE NAE NAE NAE10 NAE NAE NAE NAE NAE NAE NAE NAE NAE NAE8 NAE NAE NAE NAE NAE7 NAE NAE NAE NAE NAE! NAE NAE NAE NAE NAE


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5 NAE NAE NAE NAE NAE NAE NAE NAE NAE NAE* NAE NAE NAE NAE NAE2 NAE NAE NAE NAE NAE1 NAE NAE NAE NAE NAE

E2 NAE NAE NAE NAE NAE

E1 50 !0 1578.5 187.!0 1*2*.5*P" NAE NAE NAE NAE NAES NAE NAE NAE NAE NAE


300/428


301/428

E'E A CI NIVEL / ",H - -

S TECHO

PH *0 *5 *0 512 *0 *5 *0 5

11 *0 !0 *0 7510 *0 !0 *0 75 *0 !0 *0 758 *0 75 0 07 *0 75 0 0! *0 75 0 05 *5 85 5 110 *5 85 5 110

* *5 85 5 110


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2 *5 85 50 1151 *5 85 50 115

0.00 E2 *5 85 50 115

282.11 E1 0 100 55 1*55!.22 P" 0 100 55 1*5

8**.7! S 0 100 55 1*5

OSERVACIONES

RE$UISITOS18.*.2 VI%AS 175*+200!18.*.2 2) $34 6m$63 49:$49;$49 < *0= $ ;9 c344$>36$$ $

;9 64$cc63 >$4>$6c?;94" @ 0.* B H*) " m6@ 0.25 m

H m6@ 0.*5 mCRITERIO

H @ L>43m/10 ()" @ L>43m/12 (-)

RIGIDEDEZ LATERAL*.*0 m !.7* m .75 m

ECUACIONES DE IL"UR%&+% %+H H+I PARA PORTIC %& (!c" %& (T*+)

S

TECHO *521*.8 *521.*888PH NAE NAE12 NAE NAE11 NAE NAE10 NAE NAE NAE NAE8 NAE NAE7 NAE NAE! NAE NAE


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5 NAE NAE NAE NAE* NAE NAE2 NAE NAE1 NAE NAE

E2 257!88.!7 257!8.8!7

2727.27 1**7.*0 18.7 E1 25!*7.* 25!*.7*NAE NAE 18.7 P"

NAE NAE NAE S


304/428


305/428

SECCIONES DE COLUMNAS (PREDIMENSIONADO)D & % H - - -

*0 55 *0 55

*0 55 *0 55

*5 85 0 0

*5 85 0 0

*5 85 0 0

5 110 50 115

5 110 50 115

5 110 50 115

55 1*0 55 1*0

55 1*0 55 1*0

55 1*0 55 1*0


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!0 10 50 125

!0 10 50 125

!0 10 50 125

!5 155 !0 10 *0 !5 *0

!5 155 !0 10 *0 !5 *0

!5 155 !0 10 *0 !5 *0


5700 15!0005700 15!000

10!25 27500010!25 27500010!25 2750001!550 !*0001!550 !*0001!550 !*000


307/428

22225 !22*00022225 !22*00022225 !22*0002**75 !550002**75 !550002**75 !55000

*550 2!000*550 2!000*550 2!000


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309/428

I OSERVACIONES - -

CRITERIO18..2 COLUNAS 175*+200!18..2 )$34 6m$63 49:$49;$49 < 0= $ ;9 c344$>36$$ $;9 64$cc63 >$4>$6c?;94

" @ 0. B HIMPORTANTE (D$c664)S6 c36$49m3 "/H @ 0.70 ;9 644$g?;9469 :$46c9; 9.7+I) c?m>;$

" m6 @ 0.*0 m ()H m6 @ 0.0 m (-)


310/428

70 *0 50

70 *0 50

70 *0 50


311/428


312/428


313/428

IRREG. VERT ,.) Dc*+/+0, 2+ 23 &3,+* 23 /2", 42/2+/2NIVEL ,.-I) R20cc*+ 25c22 23 #7 23 ,+c8* 2 3, c*30"+,

A C D - -

S TECHO

PH12 CUPLE CUPLE CUPLE CUPLE CUPLE11 CUPLE RED.


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2 CUPLE CUPLE CUPLE CUPLE CUPLE1 CUPLE CUPLE CUPLE CUPLE CUPLE

E2 CUPLE CUPLE CUPLE CUPLE CUPLEE1 CUPLE CUPLE CUPLE CUPLE CUPLEP" CUPLE CUPLE CUPLE CUPLE CUPLES CUPLE CUPLE CUPLE CUPLE CUPLE


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316/428


317/428

c,4!, 3,/24,32 +"2,/,"2+/2 0&24*4

& % - -



318/428

CUPLE CUPLE CUPLECUPLE CUPLE CUPLECUPLE CUPLE CUPLE RED.


319/428


320/428


321/428

H - -


322/428

RED.


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8/19/2019 G5_irregularidadesCORREGIRREGULARIDADES, CONCRETO, HORMIGON A

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G5_irregularidadesCORREGIRREGULARIDADES, CONCRETO, HORMIGON ARMADOI