Memoria Calculo Gym Vasco Quiroga

MEMORIA DE CLCULO Gym Vasco de Quiroga

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INDICE

1.- ALCANCE. ............................................................................................................................................................................. 2

2.- REGLAMENTOS PARA ANALISIS Y DISEO. .......................................................................................................................... 2

3.- PARAMETROS DE DISEO. ................................................................................................................................................... 2

4.- MATERIALES ......................................................................................................................................................................... 3

5.- ESTRUCTURACION ............................................................................................................................................................... 3

6.- COMBINACIONES DE CARGA ............................................................................................................................................... 6

7.- CARGAS: ............................................................................................................................................................................... 7

8.- CARGAS PARA SISMO: ......................................................................................................................................................... 8

9.- RESULTADOS DEL ANALISIS: ..............................................................................................................................................10

9.1 DESPLAZAMIENTOS LATERALES DE LA ESTRUCTURA. (DISTORSONES) ........................................................................10

9.2 DEFLEXIONES EN VIGAS ................................................................................................................................................14

10.- DISEO: ............................................................................................................................................................................16

10.1.- REVISION DE ESTRUCTURA METALICA NUEVA ........................................................................................................16

10.2.- REVISION DE ESTRUCTURA DE CONCRETO EXISTENTE. ...........................................................................................18

10.3- DISEO DE ZAPATA NUEVA. ......................................................................................................................................30

10.4- DISEO DE LOSA DE CONCRETO DE 12 CM DE ESPESOR. .........................................................................................37

10.5- DISEO DE TAQUETES PARA DESPLANTE DE COLUMNAS METALICAS. ....................................................................42

10.6- DISEO DE CONEXIONES METLICAS. .......................................................................................................................47

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1.- ALCANCE.

Se tiene planeado continuar la construccin de un gimnasio, en este sentido se tiene terminado en obra

civil el primer piso, sin acabados.

2.- REGLAMENTOS PARA ANALISIS Y DISEO.

Manual de obras civiles, (CFE).

ACI-08, American concrete instituto.

AISC-10 LRFD, American Institute Steel Construction, por factores de carga.

Para el anlisis y diseo de la estructura se emple el software, Ram Elements 13.5

3.- PARAMETROS DE DISEO.

Avenida Vasco de Quiroga, En Santa Fe.

Mxico DF.

Uso: Gimnasio.

Clasificacin de la estructura segn su importancia: Grupo B.

Factor de comportamiento ssmico: Qx=Qy= 2, en este sentido por ser una estructura irregular

el factor de comportamiento ssmico se reduce un 20 % conforme lo estipula las Normas

Tcnicas Complementarias para diseo de sismo. Quedando el comportamiento ssmico de la

estructura en:

Qx=Qy=1.6

Capacidad de carga del terreno: 15 tons/m2

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Espectro de Diseo Ssmico:

La meseta tiene un valor de 0.285

4.- MATERIALES

Concreto en zapatas: fc=250 kg/cm2

Concreto en plantilla: fc=100 kg/cm2

Fy para acero de refuerzo, 4,200 kg/cm2

5.- ESTRUCTURACION

Tenemos una estructura existente, a base de marcos de concreto reforzado y muros de mampostera

Y una parte de la losa de entrepiso, como se aprecia en la siguiente figura:

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Los pisos que se van a construir sern a base de estructura metlica, toda vez que la estructura

existente se encuentra muy deteriorada, aunado a lo anterior, la estructura metlica nos da un menor

peso alrededor de 60% ms ligero, lo que nos permite poder aprovechar lo construido ya que en

concreto la estructura existente no soportara los pisos nuevos, adems que no se dejaron las

preparaciones para continuar las columnas.

En la siguiente imagen se aprecia lo construido con la estructura nueva.

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6.- COMBINACIONES DE CARGA

Load data ________________________________________________________________________________________________________________________

GLOSSARY

Comb : Indicates if load condition is a load combination

Load conditions ________________________________________________________________________________________________________________________

Condition Description Comb. Category

------------------------------------------------------------------------------------------------------------------------------------------------------------------

CM Carga Muerta No DL

CV Carga Viva No LL

SXEST Sismo esttico en X No EQ

SZEST Sismo esttico en Z No EQ

SXDIN Sismo dinmico en x No EQ

SZDIN Sismo dinmico en z No EQ

VIEN Viento No WIND

NOTI Notionales No DL

D1 1.4CM+NOTI Yes

D2 1.2CM+1.6CV+NOTI Yes

D3 1.2CM+0.5VIEN+NOTI Yes

D4 1.2CM+VIEN+NOTI Yes

D5 1.2CM+CV+VIEN+NOTI Yes

D6 1.2CM+SXEST Yes

D7 1.2CM+SZEST Yes

D8 1.2CM+SXDIN Yes

D9 1.2CM+SZDIN Yes

D10 1.2CM+CV+SXEST Yes

D11 1.2CM+CV+SZEST Yes

D12 1.2CM+CV+SXDIN Yes

D13 1.2CM+CV+SZDIN Yes

D14 0.9CM+VIEN Yes

D15 0.9CM+SXEST Yes

D16 0.9CM+SZEST Yes

D17 0.9CM+SXDIN Yes

D18 0.9CM+SZDIN Yes

S1 CM Yes

S2 CM+CV Yes

S3 CM+0.75CV Yes

S4 CM+0.6VIEN Yes

S5 CM+0.7SXEST Yes

S6 CM+0.7SZEST Yes

S7 CM+0.7SXDIN Yes

S8 CM+0.7SZDIN Yes

S9 CM+0.525SXEST Yes

S10 CM+0.525SZEST Yes

S11 CM+0.525SXDIN Yes

S12 CM+0.525SZDIN Yes

S13 0.6CM+0.6VIEN Yes

S14 0.6CM+0.7SXEST Yes

S15 0.6CM+0.7SZEST Yes

S16 0.6CM+0.7SXDIN Yes

S17 0.6CM+0.7SZDIN Yes

RSD1 1.1CM+1.1CV+1.1SXDIN+0.33SZDIN Yes

RSD2 1.1CM+1.1CV+0.33SXDIN+1.1SZDIN Yes

RSD3 1.1CM+1.1CV-1.1SXDIN-0.33SZDIN Yes

RSD4 1.1CM+1.1CV-0.33SXDIN-1.1SZDIN Yes

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7.- CARGAS:

Carga muerta

Para entrepisos de lozacero

Piso cermico--------------------------------20 kg/m2

Pega azulejo-----------------------------------30 kg/m2

Instalaciones-----------------------------------50 kg/m2

Lozacero cal 25 ------------------------------20 kg/m2

Concreto en lozacero-----------------------200 kg/m2

Lmparas --------------------------------------20 kg/m2

Adicional reglamento------------------------20 kg/m2

TOTAL-----------------------------------------360 kg/m2

Para entrepisos de losa maciza

Pisos cermicos--------------------------------20 kg/m2

Pega azulejo-----------------------------------30 kg/m2

Instalaciones-----------------------------------50 kg/m2

Lmparas --------------------------------------20 kg/m2

Adicional reglamento------------------------20 kg/m2

TOTAL-----------------------------------------140 kg/m2 **

**El programa hace las bajadas de cargas respectivas de: muros losas macizas, columnas y trabes.

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Carga viva:

8.- CARGAS PARA SISMO:

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Espectro elstico sin reducir.

T (seg) Sa (1/g)

0 0.1463

0.1 0.3658

0.2 0.3658

0.3 0.3658

0.4 0.3658

0.5 0.3658

0.6 0.3658

0.7 0.3387

0.8 0.3168

0.9 0.2987

1 0.2833

1.1 0.2702

1.2 0.2587

1.3 0.2485

1.4 0.2395

1.5 0.2313

1.6 0.224

1.7 0.2173

1.8 0.2112

1.9 0.2056

2 0.2004

Piso W H WH CS/Q FS

1 370.5 4.2 1556.1 0.233063 59.29921

2 94.55 6.9 652.395 0.233063 24.8612

3 161.61 8.4 1357.524 0.233063 51.73196

4 75.43 9.65 727.8995 0.233063 27.73849

TOTAL 702.09 4293.919 163.6309

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0 0 . 5 1 1 . 5 2 2 . 5

SA (1/G)

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CORTANTE BASAL 163.6309

9.- RESULTADOS DEL ANALISIS:

9.1 DESPLAZAMIENTOS LATERALES DE LA ESTRUCTURA. (DISTORSONES)

Analysis result

Story drift nodes ________________________________________________________________________________________________________________________

Amplification factor: : 1.60

In X In Z

Node H TX TX Drift Ratio TZ TZ Drift Ratio [m] [cm] [cm] [cm] [cm] [cm] [cm]

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D1 = 1.4CM + NOTI

1018 0.00 0.02899 0.02899 0.04638 0.00000 -0.03096 -0.03096 -0.04953 0.00000

1019 2.70 0.04694 0.01795 0.02872 0.00011 -0.03174 -0.00078 -0.00125 0.00000

1020 1.50 0.05473 0.00778 0.01246 0.00008 -0.01610 0.01563 0.02501 0.00017

1021 1.25 0.05824 0.00351 0.00562 0.00004 -0.03385 -0.01774 -0.02839 -0.00023

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D2 = 1.2CM + 1.6CV + NOTI

1018 0.00 0.03153 0.03153 0.05044 0.00000 -0.04395 -0.04395 -0.07033 0.00000

1019 2.70 0.05248 0.02095 0.03353 0.00012 -0.04731 -0.00336 -0.00537 -0.00002

1020 1.50 0.06246 0.00998 0.01596 0.00011 -0.02792 0.01939 0.03102 0.00021

1021 1.25 0.06804 0.00559 0.00894 0.00007 -0.05045 -0.02253 -0.03605 -0.00029

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D3 = 1.2CM + 0.5VIEN + NOTI

1018 0.00 0.03144 0.03144 0.05031 0.00000 -0.02253 -0.02253 -0.03604 0.00000

1019 2.70 0.05162 0.02018 0.03229 0.00012 -0.02130 0.00123 0.00197 0.00001

1020 1.50 0.05774 0.00611 0.00978 0.00007 -0.00748 0.01381 0.02210 0.00015

1021 1.25 0.07092 0.01318 0.02109 0.00017 -0.02224 -0.01476 -0.02361 -0.00019

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D4 = 1.2CM + VIEN + NOTI

1018 0.00 0.03443 0.03443 0.05508 0.00000 -0.02246 -0.02246 -0.03593 0.00000

1019 2.70 0.05753 0.02310 0.03696 0.00014 -0.02121 0.00125 0.00199 0.00001

1020 1.50 0.06272 0.00519 0.00830 0.00006 -0.00741 0.01380 0.02208 0.00015

1021 1.25 0.08465 0.02194 0.03510 0.00028 -0.02236 -0.01495 -0.02391 -0.00019

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D5 = 1.2CM + CV + VIEN + NOTI

1018 0.00 0.03635 0.03635 0.05815 0.00000 -0.03580 -0.03580 -0.05727 0.00000

1019 2.70 0.06176 0.02541 0.04066 0.00015 -0.03741 -0.00161 -0.00258 -0.00001

1020 1.50 0.06879 0.00703 0.01124 0.00007 -0.02013 0.01728 0.02764 0.00018

1021 1.25 0.09145 0.02266 0.03626 0.00029 -0.04005 -0.01992 -0.03187 -0.00025

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D6 = 1.2CM + SXEST

1018 0.00 0.00306 0.00306 0.00490 0.00000 -0.04999 -0.04999 -0.07998 0.00000

1019 2.70 0.00719 0.00412 0.00660 0.00002 -0.06196 -0.01197 -0.01915 -0.00007

1020 1.50 0.01167 0.00448 0.00717 0.00005 -0.05116 0.01080 0.01727 0.00012

1021 1.25 0.00615 -0.00551 -0.00882 -0.00007 -0.07012 -0.01896 -0.03033 -0.00024

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-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D7 = 1.2CM + SZEST

1018 0.00 0.00306 0.00306 0.00490 0.00000 -0.04999 -0.04999 -0.07998 0.00000

1019 2.70 0.00719 0.00412 0.00660 0.00002 -0.06196 -0.01197 -0.01915 -0.00007

1020 1.50 0.01167 0.00448 0.00717 0.00005 -0.05116 0.01080 0.01727 0.00012

1021 1.25 0.00615 -0.00551 -0.00882 -0.00007 -0.07012 -0.01896 -0.03033 -0.00024

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D8 = 1.2CM + SXDIN

1018 0.00 0.29033 0.29033 0.46453 0.00000 0.05382 0.05382 0.08611 0.00000

1019 2.70 0.43084 0.14051 0.22482 0.00083 0.09734 0.04352 0.06963 0.00026

1020 1.50 0.49327 0.06243 0.09989 0.00067 0.12929 0.03195 0.05113 0.00034

1021 1.25 0.54199 0.04871 0.07794 0.00062 0.11939 -0.00990 -0.01585 -0.00013

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D9 = 1.2CM + SZDIN

1018 0.00 0.13244 0.13244 0.21191 0.00000 0.35701 0.35701 0.57121 0.00000

1019 2.70 0.20125 0.06881 0.11009 0.00041 0.57507 0.21806 0.34890 0.00129

1020 1.50 0.20844 0.00719 0.01150 0.00008 0.55211 -0.02296 -0.03674 -0.00024

1021 1.25 0.28122 0.07278 0.11645 0.00093 0.68929 0.13718 0.21949 0.00176

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D10 = 1.2CM + CV + SXEST

1018 0.00 0.00496 0.00496 0.00793 0.00000 -0.06336 -0.06336 -0.10137 0.00000

1019 2.70 0.01138 0.00643 0.01028 0.00004 -0.07819 -0.01484 -0.02374 -0.00009

1020 1.50 0.01769 0.00631 0.01010 0.00007 -0.06392 0.01427 0.02284 0.00015

1021 1.25 0.01290 -0.00479 -0.00767 -0.00006 -0.08786 -0.02393 -0.03829 -0.00031

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D11 = 1.2CM + CV + SZEST

1018 0.00 0.00496 0.00496 0.00793 0.00000 -0.06336 -0.06336 -0.10137 0.00000

1019 2.70 0.01138 0.00643 0.01028 0.00004 -0.07819 -0.01484 -0.02374 -0.00009

1020 1.50 0.01769 0.00631 0.01010 0.00007 -0.06392 0.01427 0.02284 0.00015

1021 1.25 0.01290 -0.00479 -0.00767 -0.00006 -0.08786 -0.02393 -0.03829 -0.00031

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D12 = 1.2CM + CV + SXDIN

1018 0.00 0.29222 0.29222 0.46755 0.00000 0.04045 0.04045 0.06472 0.00000

1019 2.70 0.43504 0.14281 0.22850 0.00085 0.08110 0.04065 0.06504 0.00024

1020 1.50 0.49930 0.06427 0.10283 0.00069 0.11654 0.03543 0.05669 0.00038

1021 1.25 0.54873 0.04943 0.07909 0.00063 0.10165 -0.01488 -0.02381 -0.00019

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D13 = 1.2CM + CV + SZDIN

1018 0.00 0.13434 0.13434 0.21494 0.00000 0.34364 0.34364 0.54982 0.00000

1019 2.70 0.20544 0.07111 0.11378 0.00042 0.55883 0.21520 0.34431 0.00128

1020 1.50 0.21447 0.00902 0.01443 0.00010 0.53935 -0.01948 -0.03117 -0.00021

1021 1.25 0.28797 0.07350 0.11760 0.00094 0.67156 0.13221 0.21153 0.00169

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D14 = 0.9CM + VIEN

1018 0.00 0.00826 0.00826 0.01321 0.00000 -0.03731 -0.03731 -0.05969 0.00000

1019 2.70 0.01719 0.00893 0.01429 0.00005 -0.04625 -0.00894 -0.01430 -0.00005

1020 1.50 0.01870 0.00151 0.00242 0.00002 -0.03818 0.00806 0.01290 0.00009

1021 1.25 0.03206 0.01336 0.02138 0.00017 -0.05276 -0.01458 -0.02332 -0.00019

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D15 = 0.9CM + SXEST

1018 0.00 0.00230 0.00230 0.00368 0.00000 -0.03744 -0.03744 -0.05991 0.00000

1019 2.70 0.00539 0.00309 0.00494 0.00002 -0.04641 -0.00897 -0.01435 -0.00005

1020 1.50 0.00874 0.00336 0.00537 0.00004 -0.03833 0.00808 0.01293 0.00009

1021 1.25 0.00461 -0.00413 -0.00661 -0.00005 -0.05253 -0.01420 -0.02272 -0.00018

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D16 = 0.9CM + SZEST

1018 0.00 0.00230 0.00230 0.00368 0.00000 -0.03744 -0.03744 -0.05991 0.00000

1019 2.70 0.00539 0.00309 0.00494 0.00002 -0.04641 -0.00897 -0.01435 -0.00005

1020 1.50 0.00874 0.00336 0.00537 0.00004 -0.03833 0.00808 0.01293 0.00009

1021 1.25 0.00461 -0.00413 -0.00661 -0.00005 -0.05253 -0.01420 -0.02272 -0.00018

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D17 = 0.9CM + SXDIN

1018 0.00 0.28956 0.28956 0.46330 0.00000 0.06637 0.06637 0.10619 0.00000

1019 2.70 0.42904 0.13948 0.22317 0.00083 0.11289 0.04652 0.07444 0.00028

1020 1.50 0.49035 0.06131 0.09810 0.00065 0.14213 0.02924 0.04679 0.00031

1021 1.25 0.54045 0.05010 0.08015 0.00064 0.13698 -0.00515 -0.00824 -0.00007

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D18 = 0.9CM + SZDIN

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1018 0.00 0.13168 0.13168 0.21068 0.00000 0.36955 0.36955 0.59128 0.00000

1019 2.70 0.19945 0.06777 0.10844 0.00040 0.59062 0.22107 0.35371 0.00131

1020 1.50 0.20552 0.00606 0.00970 0.00006 0.56495 -0.02567 -0.04108 -0.00027

1021 1.25 0.27968 0.07416 0.11866 0.00095 0.70689 0.14194 0.22710 0.00182

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S1 = CM

1018 0.00 0.00255 0.00255 0.00408 0.00000 -0.04162 -0.04162 -0.06659 0.00000

1019 2.70 0.00599 0.00343 0.00549 0.00002 -0.05159 -0.00997 -0.01595 -0.00006

1020 1.50 0.00972 0.00373 0.00597 0.00004 -0.04260 0.00899 0.01438 0.00010

1021 1.25 0.00513 -0.00459 -0.00734 -0.00006 -0.05839 -0.01578 -0.02526 -0.00020

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S2 = CM + CV

1018 0.00 0.00444 0.00444 0.00711 0.00000 -0.05497 -0.05497 -0.08794 0.00000

1019 2.70 0.01018 0.00573 0.00917 0.00003 -0.06779 -0.01283 -0.02053 -0.00008

1020 1.50 0.01574 0.00556 0.00890 0.00006 -0.05534 0.01246 0.01993 0.00013

1021 1.25 0.01187 -0.00387 -0.00619 -0.00005 -0.07609 -0.02075 -0.03321 -0.00027

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S3 = CM + 0.75CV

1018 0.00 0.00397 0.00397 0.00635 0.00000 -0.05163 -0.05163 -0.08260 0.00000

1019 2.70 0.00913 0.00516 0.00825 0.00003 -0.06374 -0.01211 -0.01938 -0.00007

1020 1.50 0.01424 0.00511 0.00817 0.00005 -0.05215 0.01159 0.01854 0.00012

1021 1.25 0.01019 -0.00405 -0.00648 -0.00005 -0.07166 -0.01951 -0.03122 -0.00025

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S4 = CM + 0.6VIEN

1018 0.00 0.00613 0.00613 0.00981 0.00000 -0.04154 -0.04154 -0.06646 0.00000

1019 2.70 0.01307 0.00694 0.01110 0.00004 -0.05149 -0.00995 -0.01592 -0.00006

1020 1.50 0.01569 0.00262 0.00420 0.00003 -0.04252 0.00897 0.01436 0.00010

1021 1.25 0.02160 0.00591 0.00945 0.00008 -0.05853 -0.01601 -0.02562 -0.00020

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S5 = CM + 0.7SXEST

1018 0.00 0.00255 0.00255 0.00408 0.00000 -0.04162 -0.04162 -0.06659 0.00000

1019 2.70 0.00599 0.00343 0.00549 0.00002 -0.05159 -0.00997 -0.01595 -0.00006

1020 1.50 0.00972 0.00373 0.00597 0.00004 -0.04260 0.00899 0.01438 0.00010

1021 1.25 0.00513 -0.00459 -0.00734 -0.00006 -0.05839 -0.01578 -0.02526 -0.00020

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S6 = CM + 0.7SZEST

1018 0.00 0.00255 0.00255 0.00408 0.00000 -0.04162 -0.04162 -0.06659 0.00000

1019 2.70 0.00599 0.00343 0.00549 0.00002 -0.05159 -0.00997 -0.01595 -0.00006

1020 1.50 0.00972 0.00373 0.00597 0.00004 -0.04260 0.00899 0.01438 0.00010

1021 1.25 0.00513 -0.00459 -0.00734 -0.00006 -0.05839 -0.01578 -0.02526 -0.00020

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S7 = CM + 0.7SXDIN

1018 0.00 0.20364 0.20364 0.32582 0.00000 0.03105 0.03105 0.04967 0.00000

1019 2.70 0.30255 0.09891 0.15825 0.00059 0.05992 0.02888 0.04620 0.00017

1020 1.50 0.34684 0.04430 0.07088 0.00047 0.08372 0.02380 0.03808 0.00025

1021 1.25 0.38021 0.03337 0.05339 0.00043 0.07427 -0.00945 -0.01512 -0.00012

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S8 = CM + 0.7SZDIN

1018 0.00 0.09312 0.09312 0.14899 0.00000 0.24328 0.24328 0.38924 0.00000

1019 2.70 0.14183 0.04871 0.07794 0.00029 0.39433 0.15106 0.24169 0.00090

1020 1.50 0.14746 0.00563 0.00900 0.00006 0.37969 -0.01464 -0.02343 -0.00016

1021 1.25 0.19767 0.05022 0.08034 0.00064 0.47320 0.09351 0.14962 0.00120

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S9 = CM + 0.525SXEST

1018 0.00 0.00255 0.00255 0.00408 0.00000 -0.04162 -0.04162 -0.06659 0.00000

1019 2.70 0.00599 0.00343 0.00549 0.00002 -0.05159 -0.00997 -0.01595 -0.00006

1020 1.50 0.00972 0.00373 0.00597 0.00004 -0.04260 0.00899 0.01438 0.00010

1021 1.25 0.00513 -0.00459 -0.00734 -0.00006 -0.05839 -0.01578 -0.02526 -0.00020

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S10 = CM + 0.525SZEST

1018 0.00 0.00255 0.00255 0.00408 0.00000 -0.04162 -0.04162 -0.06659 0.00000

1019 2.70 0.00599 0.00343 0.00549 0.00002 -0.05159 -0.00997 -0.01595 -0.00006

1020 1.50 0.00972 0.00373 0.00597 0.00004 -0.04260 0.00899 0.01438 0.00010

1021 1.25 0.00513 -0.00459 -0.00734 -0.00006 -0.05839 -0.01578 -0.02526 -0.00020

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S11 = CM + 0.525SXDIN

1018 0.00 0.15337 0.15337 0.24539 0.00000 0.01288 0.01288 0.02061 0.00000

1019 2.70 0.22841 0.07504 0.12006 0.00044 0.03204 0.01916 0.03066 0.00011

P a g e 13 | 55

1020 1.50 0.26256 0.03416 0.05465 0.00036 0.05214 0.02009 0.03215 0.00021

1021 1.25 0.28644 0.02388 0.03821 0.00031 0.04111 -0.01103 -0.01765 -0.00014

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S12 = CM + 0.525SZDIN

1018 0.00 0.07048 0.07048 0.11276 0.00000 0.17205 0.17205 0.27528 0.00000

1019 2.70 0.10787 0.03739 0.05983 0.00022 0.28285 0.11080 0.17728 0.00066

1020 1.50 0.11302 0.00515 0.00824 0.00005 0.27412 -0.00874 -0.01398 -0.00009

1021 1.25 0.14954 0.03651 0.05842 0.00047 0.34031 0.06619 0.10590 0.00085

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S13 = 0.6CM + 0.6VIEN

1018 0.00 0.00510 0.00510 0.00817 0.00000 -0.02485 -0.02485 -0.03975 0.00000

1019 2.70 0.01066 0.00556 0.00890 0.00003 -0.03080 -0.00595 -0.00953 -0.00004

1020 1.50 0.01180 0.00113 0.00181 0.00001 -0.02543 0.00537 0.00859 0.00006

1021 1.25 0.01953 0.00774 0.01238 0.00010 -0.03511 -0.00968 -0.01549 -0.00012

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S14 = 0.6CM + 0.7SXEST

1018 0.00 0.00153 0.00153 0.00245 0.00000 -0.02493 -0.02493 -0.03989 0.00000

1019 2.70 0.00359 0.00206 0.00329 0.00001 -0.03090 -0.00597 -0.00955 -0.00004

1020 1.50 0.00583 0.00224 0.00358 0.00002 -0.02552 0.00538 0.00861 0.00006

1021 1.25 0.00308 -0.00275 -0.00440 -0.00004 -0.03497 -0.00946 -0.01513 -0.00012

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S15 = 0.6CM + 0.7SZEST

1018 0.00 0.00153 0.00153 0.00245 0.00000 -0.02493 -0.02493 -0.03989 0.00000

1019 2.70 0.00359 0.00206 0.00329 0.00001 -0.03090 -0.00597 -0.00955 -0.00004

1020 1.50 0.00583 0.00224 0.00358 0.00002 -0.02552 0.00538 0.00861 0.00006

1021 1.25 0.00308 -0.00275 -0.00440 -0.00004 -0.03497 -0.00946 -0.01513 -0.00012

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S16 = 0.6CM + 0.7SXDIN

1018 0.00 0.20262 0.20262 0.32419 0.00000 0.04774 0.04774 0.07638 0.00000

1019 2.70 0.30015 0.09753 0.15605 0.00058 0.08061 0.03287 0.05260 0.00019

1020 1.50 0.34295 0.04280 0.06849 0.00046 0.10080 0.02019 0.03231 0.00022

1021 1.25 0.37816 0.03521 0.05633 0.00045 0.09768 -0.00312 -0.00499 -0.00004

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S17 = 0.6CM + 0.7SZDIN

1018 0.00 0.09210 0.09210 0.14736 0.00000 0.25997 0.25997 0.41595 0.00000

1019 2.70 0.13943 0.04734 0.07574 0.00028 0.41502 0.15505 0.24809 0.00092

1020 1.50 0.14357 0.00413 0.00661 0.00004 0.39677 -0.01825 -0.02920 -0.00019

1021 1.25 0.19562 0.05206 0.08329 0.00067 0.49661 0.09984 0.15975 0.00128

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

RSD1 = 1.1CM + 1.1CV + 1.1SXDIN + 0.33SZDIN

1018 0.00 0.36358 0.36358 0.58172 0.00000 0.18800 0.18800 0.30080 0.00000

1019 2.70 0.54126 0.17768 0.28429 0.00105 0.31083 0.12283 0.19653 0.00073

1020 1.50 0.61203 0.07077 0.11322 0.00075 0.33668 0.02585 0.04136 0.00028

1021 1.25 0.69325 0.08122 0.12996 0.00104 0.37532 0.03864 0.06183 0.00049

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

RSD2 = 1.1CM + 1.1CV + 0.33SXDIN + 1.1SZDIN

1018 0.00 0.24200 0.24200 0.38721 0.00000 0.42145 0.42145 0.67433 0.00000

1019 2.70 0.36448 0.12247 0.19595 0.00073 0.67868 0.25723 0.41157 0.00152

1020 1.50 0.39270 0.02823 0.04516 0.00030 0.66225 -0.01644 -0.02630 -0.00018

1021 1.25 0.49246 0.09976 0.15961 0.00128 0.81415 0.15190 0.24304 0.00194

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

RSD3 = 1.1CM + 1.1CV - 1.1SXDIN - 0.33SZDIN

1018 0.00 -0.35380 -0.35380 -0.56608 0.00000 -0.30899 -0.30899 -0.49439 0.00000

1019 2.70 -0.51886 -0.16506 -0.26410 -0.00098 -0.46007 -0.15107 -0.24171 -0.00090

1020 1.50 -0.57738 -0.05852 -0.09363 -0.00062 -0.45849 0.00158 0.00252 0.00002

1021 1.25 -0.66713 -0.08974 -0.14359 -0.00115 -0.54281 -0.08433 -0.13492 -0.00108

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

RSD4 = 1.1CM + 1.1CV - 0.33SXDIN - 1.1SZDIN

1018 0.00 -0.23223 -0.23223 -0.37156 0.00000 -0.54245 -0.54245 -0.86792 0.00000

1019 2.70 -0.34208 -0.10985 -0.17576 -0.00065 -0.82792 -0.28547 -0.45675 -0.00169

1020 1.50 -0.35806 -0.01598 -0.02557 -0.00017 -0.78406 0.04386 0.07018 0.00047

1021 1.25 -0.46633 -0.10828 -0.17324 -0.00139 -0.98164 -0.19758 -0.31613 -0.00253

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Tenemos que la distorsin mxima es de 0.00073 que es menor a la permisible de 0.006 por lo que cumple.

P a g e 14 | 55

9.2 DEFLEXIONES EN VIGAS

CH2M HILL

Analysis result

Maximum relative deflections ________________________________________________________________________________________________________________________

Remark.- Magnitude of deflections in absolute value.

CONDITION S2=CM+CV

Member Defl. (2) [cm] @(%) Defl. (3) [cm] @(%)

------------------------------------------------------------------------------------------------------------------------------------------

14 2.66517 (L/435) 50.00000 0.00000 (< L/10000) 100.00000

11 0.12772 (L/7751) 50.00000 0.00000 (< L/10000) 100.00000

12 1.38818 (L/713) 50.00000 0.00000 (< L/10000) 100.00000

13 2.33198 (L/497) 50.00000 0.00000 (< L/10000) 100.00000

15 0.10534 (< L/10000) 62.50000 0.00000 (< L/10000) 100.00000

124 0.09258 (< L/10000) 62.50000 0.00000 (< L/10000) 100.00000

452 0.12491 (L/7926) 50.00000 0.00000 (< L/10000) 100.00000

220 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

203 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

204 0.40626 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

205 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

206 0.49942 (L/681) 50.00000 0.00000 (< L/10000) 100.00000

207 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

208 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

209 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

210 0.40623 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

211 0.59343 (L/573) 50.00000 0.00000 (< L/10000) 100.00000

212 0.50003 (L/680) 50.00000 0.00000 (< L/10000) 100.00000

213 0.40643 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

214 0.40626 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

215 0.40634 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

216 0.40361 (L/842) 50.00000 0.00000 (< L/10000) 100.00000

217 0.40620 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

218 0.40621 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

219 0.40622 (L/837) 50.00000 0.00000 (< L/10000) 100.00000

221 0.46819 (L/751) 50.00000 0.00000 (< L/10000) 100.00000

222 0.46424 (L/758) 50.00000 0.00000 (< L/10000) 100.00000

223 0.45128 (L/779) 50.00000 0.00000 (< L/10000) 100.00000

224 0.46266 (L/760) 50.00000 0.00000 (< L/10000) 100.00000

225 0.46269 (L/760) 50.00000 0.00000 (< L/10000) 100.00000

242 1.93920 (L/334) 50.00000 0.00000 (< L/10000) 100.00000

472 0.09667 (L/6258) 75.00000 0.00000 (< L/10000) 100.00000

31 0.03307 (< L/10000) 25.00000 0.00000 (< L/10000) 100.00000

137 0.07031 (L/8605) 37.50000 0.00000 (< L/10000) 100.00000

138 0.02229 (< L/10000) 25.00000 0.00000 (< L/10000) 100.00000

189 0.04557 (< L/10000) 25.00000 0.00000 (< L/10000) 100.00000

238 1.51239 (L/428) 50.00000 0.00000 (< L/10000) 100.00000

239 1.50848 (L/429) 50.00000 0.00000 (< L/10000) 100.00000

240 1.50457 (L/430) 50.00000 0.00000 (< L/10000) 100.00000

241 1.94423 (L/333) 50.00000 0.00000 (< L/10000) 100.00000

243 0.99313 (L/651) 50.00000 0.00000 (< L/10000) 100.00000

453 0.09116 (L/6636) 50.00000 0.00000 (< L/10000) 100.00000

454 0.02277 (< L/10000) 25.00000 0.00000 (< L/10000) 100.00000

455 0.06605 (L/9159) 75.00000 0.00000 (< L/10000) 100.00000

456 1.51239 (L/428) 50.00000 0.00000 (< L/10000) 100.00000

457 1.50848 (L/429) 50.00000 0.00000 (< L/10000) 100.00000

458 1.50457 (L/430) 50.00000 0.00000 (< L/10000) 100.00000

465 0.11636 (L/5199) 37.50000 0.00000 (< L/10000) 100.00000

511 0.04299 (< L/10000) 50.00000 0.00000 (< L/10000) 100.00000

P a g e 15 | 55

553 1.00504 (L/692) 50.00000 0.00000 (< L/10000) 100.00000

554 1.18191 (L/589) 50.00000 0.00000 (< L/10000) 100.00000

556 0.00071 (< L/10000) 37.50000 0.00000 (< L/10000) 100.00000

558 0.00154 (< L/10000) 37.50000 0.00000 (< L/10000) 100.00000

559 0.00095 (< L/10000) 37.50000 0.00000 (< L/10000) 100.00000

561 0.01856 (< L/10000) 50.00000 0.00000 (< L/10000) 100.00000

566 0.56852 (L/1224) 50.00000 0.00000 (< L/10000) 100.00000

567 0.01884 (< L/10000) 50.00000 0.00000 (< L/10000) 100.00000

568 0.00017 (< L/10000) 50.00000 0.00000 (< L/10000) 100.00000

570 0.02771 (L/9301) 50.00000 0.00000 (< L/10000) 100.00000

122 2.32507 (L/499) 62.50000 0.00000 (< L/10000) 100.00000

120 0.13634 (L/7261) 50.00000 0.00000 (< L/10000) 100.00000

121 1.85239 (L/534) 50.00000 0.00000 (< L/10000) 100.00000

123 1.77799 (L/652) 62.50000 0.00000 (< L/10000) 100.00000

133 0.06683 (L/2544) 37.50000 0.00000 (< L/10000) 100.00000

------------------------------------------------------------------------------------------------------------------------------------------

La deflexin mxima es L/333, que es mayor a la permisible (L/240) por lo que cumple.

P a g e 16 | 55

10.- DISEO:

10.1.- REVISION DE ESTRUCTURA METALICA NUEVA

La revisin se hiso con el mdulo de muros de concreto del programa Ram Elements 13

Steel Code Check ________________________________________________________________________________________________________________________

Report: Summary - Group by description

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Description Section Member Ctrl Eq. Ratio Status Reference

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C1-M HSS_SQR 12X12X3_8 7 RSD4 at 100.00% 0.64 OK Eq. H1-1b

C1-MB HSS_SQR 8X8X3_8 135 RSD2 at 23.44% 1.00 N.G. Eq. H1-1a

C1B-M HSS_SQR 12X12X1_2 9 D2 at 100.00% 0.81 OK Eq. H1-1b

C2-M HSS_SQR 6X6X1_4 392 D2 at 25.00% 0.50 OK Eq. H1-1a

L-1 W 10X17 215 D2 at 50.00% 0.92 OK Sec. F1

L3-M W 12X26 241 D2 at 50.00% 0.79 OK Sec. F1

T1-M W 24X94 14 D2 at 100.00% 0.79 OK Sec. F1

T2-M W 12X40 19 RSD1 at 100.00% 0.09 OK Sec. F1

T3-M W 12X30 554 D1 at 54.69% 0.96 OK Eq. H1-1b

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

N.G. TRABAJA EL 100% AL 1 < = 1.05 ok.

P a g e 17 | 55

En la siguiente figura se

P a g e 18 | 55

10.2.- REVISION DE ESTRUCTURA DE CONCRETO EXISTENTE.

COLUMNAS

Se revisa la columna que presenta los elementos mecnicos mayores.

P a g e 19 | 55

CH2M HILL

Design Results

Reinforced Concrete Columns ________________________________________________________________________________________________________________________

GENERAL INFORMATION:

Design Code : ACI 318-2005

Load Conditions included in design:

D1 : 1.4CM+NOTI

D2 : 1.2CM+1.6CV+NOTI

D3 : 1.2CM+0.5VIEN+NOTI

D4 : 1.2CM+VIEN+NOTI

D5 : 1.2CM+CV+VIEN+NOTI

D6 : 1.2CM+SXEST

D7 : 1.2CM+SZEST

D8 : 1.2CM+SXDIN

D9 : 1.2CM+SZDIN

D10 : 1.2CM+CV+SXEST

D11 : 1.2CM+CV+SZEST

D12 : 1.2CM+CV+SXDIN

D13 : 1.2CM+CV+SZDIN

D14 : 0.9CM+VIEN

D15 : 0.9CM+SXEST

D16 : 0.9CM+SZEST

D17 : 0.9CM+SXDIN

D18 : 0.9CM+SZDIN

RSD1 : 1.1CM+1.1CV+1.1SXDIN+0.33SZDIN

RSD2 : 1.1CM+1.1CV+0.33SXDIN+1.1SZDIN

RSD3 : 1.1CM+1.1CV-1.1SXDIN-0.33SZDIN

RSD4 : 1.1CM+1.1CV-0.33SXDIN-1.1SZDIN

Moment frame : Intermediate

Materials

Concrete, f'c : 0.25 [Ton/cm2] Steel, fy : 4.20 [Ton/cm2]

Concrete type : Normal Steel, fyt : 4.20 [Ton/cm2]

Modulus of elasticity : 219.36 [Ton/cm2] Type of splices : Tangential

Unit weight : 2.40 [Ton/m3] Minimum provided Rho : 0.010

Epoxy coated : No Maximum provided Rho : 0.080

General status : OK

COLUMN DATA : 1

Geometry

Section type : Rectangular

Column location : Center

Distance between levels : 4.20 [m]

Width b (// to axis x) : 30.48 [cm]

Height h (// to axis y) : 40.64 [cm]

Rebar

P a g e 20 | 55

Longitudinal : 8-16mm

Free cover : 2.50 [cm]

As provided : 16.08 [cm2]

Provided Rho : 0.013

Number of bars // to axis x : 3

Spacing between bars : 9.74 [cm]

Number of bars // to axis y : 3

Spacing between bars : 14.82 [cm]

Transverse : 11 6mm c/ 7.00cm, 17 6mm c/ 15.00cm, 11 6mm c/ 7.00cm

Number of legs // to axis x : 2

Number of legs // to axis y : 2

Initial spacing (Sini) : 0.00 [cm]

So provided : 7.00 [cm]

Provided Lo : 68.00 [cm]

Design parameters

Slenderness Axis yy Axis xx

----------------------------------------------------- Lu[cm] 420.00 420.00

K 1.00 1.00

Klu/r 47.73 35.80

Cm 0.00 0.00

Pc[Ton] 294.25 523.10

Sway Yes Yes

-----------------------------------------------------

Forces

Condition Position Pu Muxx Muyy Vx Vy Transverse load

[Ton] [Ton*m] [Ton*m] [Ton] [Ton] xx yy

------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D1 Top -36.55 1.43 -0.59 0.16 0.57 No No

Bottom -42.50 -1.62 0.24 0.21 1.56 No No

D2 Top -39.26 1.62 -0.69 0.19 0.64 No No

Bottom -45.56 -1.94 0.29 0.25 1.84 No No

D3 Top -31.24 1.21 -0.49 0.13 0.48 No No

Bottom -36.27 -1.36 0.18 0.17 1.32 No No

D4 Top -31.29 1.21 -0.49 0.13 0.48 No No

Bottom -36.32 -1.36 0.17 0.17 1.32 No No

D5 Top -36.33 1.47 -0.61 0.16 0.58 No No

Bottom -42.17 -1.72 0.23 0.22 1.65 No No

D6 Top -32.15 1.37 -0.55 0.17 0.59 No No

Bottom -37.77 -1.63 0.28 0.21 1.51 No No

D7 Top -32.15 1.37 -0.55 0.17 0.59 No No

Bottom -37.77 -1.63 0.28 0.21 1.51 No No

D8 Top -35.52 0.55 -1.22 0.56 1.15 No No

Bottom -43.41 -2.99 -0.77 0.63 2.51 No No

D9 Top -45.62 -1.84 -0.86 0.34 2.85 No No

Bottom -62.68 -7.07 -0.19 0.40 5.46 No No

D10 Top -37.20 1.63 -0.67 0.20 0.70 No No

Bottom -43.61 -2.00 0.34 0.26 1.84 No No

D11 Top -37.20 1.63 -0.67 0.20 0.70 No No

Bottom -43.61 -2.00 0.34 0.26 1.84 No No

P a g e 21 | 55

D12 Top -40.56 0.81 -1.34 0.59 1.25 No No

Bottom -49.26 -3.35 -0.71 0.68 2.84 No No

D13 Top -50.66 -1.58 -0.98 0.38 2.95 No No

Bottom -68.52 -7.44 -0.13 0.45 5.79 No No

D14 Top -24.21 1.03 -0.40 0.12 0.44 No No

Bottom -28.44 -1.23 0.18 0.15 1.14 No No

D15 Top -24.12 1.02 -0.42 0.12 0.44 No No

Bottom -28.32 -1.22 0.21 0.16 1.14 No No

D16 Top -24.12 1.02 -0.42 0.12 0.44 No No

Bottom -28.32 -1.22 0.21 0.16 1.14 No No

D17 Top -27.48 0.21 -1.08 0.52 1.00 No No

Bottom -33.97 -2.58 -0.84 0.58 2.14 No No

D18 Top -37.58 -2.18 -0.72 0.30 2.70 No No

Bottom -53.23 -6.66 -0.26 0.35 5.09 No No

RSD1 Top -43.17 -0.41 -1.47 0.68 2.01 No No

Bottom -55.48 -5.18 -0.99 0.77 4.15 No No

RSD2 Top -50.95 -2.26 -1.19 0.51 3.32 No No

Bottom -70.31 -8.33 -0.54 0.59 6.42 No No

RSD3 Top -26.87 3.50 0.19 -0.30 -0.70 No No

Bottom -26.62 1.38 1.63 -0.28 -0.66 No No

RSD4 Top -19.10 5.34 -0.09 -0.14 -2.01 No No

Bottom -11.79 4.53 1.18 -0.10 -2.93 No No

------------------------------------------------------------------------------------------------------------------------------------------------------------------------

RESULTS OF COLUMN: 1

Column status : OK

Biaxial compression

Controlling condition : RSD2

Stress in bars : fs>0.5fy

Dowel splice length : 84.00 [cm]

Bar clear spacing at splices : 8.14 [cm]

Condition Pos. Pu Mcxx Mcyy nsxx nsyy Cmxx Cmyy [Ton] [Ton*m] [Ton*m]

--------------------------------------------------------------------------------------------------------------------------------------------------------

D1 Top -36.55 1.43 -0.59 1.00 1.00 0.400 0.439

Bot. -42.50 -1.62 0.24 1.00 1.00 0.400 0.439

D2 Top -39.26 1.62 -0.69 1.00 1.00 0.400 0.434

Bot. -45.56 -1.94 0.29 1.00 1.00 0.400 0.434

D3 Top -31.24 1.21 -0.49 1.00 1.00 0.400 0.454

Bot. -36.27 -1.36 0.18 1.00 1.00 0.400 0.454

D4 Top -31.29 1.21 -0.49 1.00 1.00 0.400 0.461

Bot. -36.32 -1.36 0.17 1.00 1.00 0.400 0.461

D5 Top -36.33 1.47 -0.61 1.00 1.00 0.400 0.449

Bot. -42.17 -1.72 0.23 1.00 1.00 0.400 0.449

D6 Top -32.15 1.37 -0.55 1.00 1.00 0.400 0.401

Bot. -37.77 -1.63 0.28 1.00 1.00 0.400 0.401

D7 Top -32.15 1.37 -0.55 1.00 1.00 0.400 0.401

Bot. -37.77 -1.63 0.28 1.00 1.00 0.400 0.401

D8 Top -35.52 0.55 -1.22 1.00 1.00 0.526 0.854

Bot. -43.41 -2.99 -0.77 1.00 1.00 0.526 0.854

D9 Top -45.62 -1.84 -0.86 1.00 1.00 0.704 0.689

Bot. -62.68 -7.07 -0.19 1.00 1.00 0.704 0.689

D10 Top -37.20 1.63 -0.67 1.00 1.00 0.400 0.401

Bot. -43.61 -2.00 0.34 1.00 1.00 0.400 0.401

D11 Top -37.20 1.63 -0.67 1.00 1.00 0.400 0.401

Bot. -43.61 -2.00 0.34 1.00 1.00 0.400 0.401

D12 Top -40.56 0.81 -1.34 1.00 1.00 0.503 0.813

Bot. -49.26 -3.35 -0.71 1.00 1.00 0.503 0.813

D13 Top -50.66 -1.58 -0.98 1.00 1.00 0.685 0.654

Bot. -68.52 -7.44 -0.13 1.00 1.00 0.685 0.654

D14 Top -24.21 1.03 -0.40 1.00 1.00 0.400 0.417

Bot. -28.44 -1.23 0.18 1.00 1.00 0.400 0.417

D15 Top -24.12 1.02 -0.42 1.00 1.00 0.400 0.402

P a g e 22 | 55

Bot. -28.32 -1.22 0.21 1.00 1.00 0.400 0.402

D16 Top -24.12 1.02 -0.42 1.00 1.00 0.400 0.402

Bot. -28.32 -1.22 0.21 1.00 1.00 0.400 0.402

D17 Top -27.48 0.21 -1.08 1.00 1.00 0.567 0.912

Bot. -33.97 -2.58 -0.84 1.00 1.00 0.567 0.912

D18 Top -37.58 -2.18 -0.72 1.00 1.00 0.731 0.745

Bot. -53.23 -6.66 -0.26 1.00 1.00 0.731 0.745

RSD1 Top -43.17 -0.41 -1.47 1.00 1.00 0.632 0.869

Bot. -55.48 -5.18 -0.99 1.00 1.00 0.632 0.869

RSD2 Top -50.95 -2.26 -1.19 1.00 1.00 0.708 0.782

Bot. -70.31 -8.33 -0.54 1.00 1.00 0.708 0.782

RSD3 Top -26.87 3.50 0.19 1.00 1.00 0.758 0.648

Bot. -26.62 1.38 1.63 1.00 1.00 0.758 0.648

RSD4 Top -19.10 5.34 -0.09 1.00 1.00 0.939 0.570

Bot. -11.79 4.53 1.18 1.00 1.00 0.939 0.570

--------------------------------------------------------------------------------------------------------------------------------------------------------

Condition Pos. *Mnxx *Mnyy Mc/(*Mn) Pu/(*Pn) Asreq/Asprov Demand: Capacity Ratio [Ton*m] [Ton*m]

--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

D1 Top 11.33 -4.68 0.13 0.21 0.77 0.21

Bot. -14.60 2.14 0.11 0.25 0.77 0.25

D2 Top 11.20 -4.77 0.15 0.23 0.77 0.23

Bot. -14.56 2.16 0.13 0.27 0.77 0.27

D3 Top 11.41 -4.67 0.11 0.18 0.77 0.18

Bot. -14.71 1.96 0.09 0.21 0.77 0.21

D4 Top 11.47 -4.63 0.11 0.18 0.77 0.18

Bot. -14.76 1.85 0.09 0.21 0.77 0.21

D5 Top 11.33 -4.69 0.13 0.21 0.77 0.21

Bot. -14.80 1.97 0.12 0.25 0.77 0.25

D6 Top 11.45 -4.64 0.12 0.19 0.77 0.19

Bot. -14.28 2.41 0.11 0.22 0.77 0.22

D7 Top 11.45 -4.64 0.12 0.19 0.77 0.19

Bot. -14.28 2.41 0.11 0.22 0.77 0.22

D8 Top 4.28 -9.48 0.13 0.21 0.77 0.21

Bot. -13.05 -3.38 0.23 0.26 0.77 0.26

D9 Top -10.78 -5.00 0.17 0.27 0.77 0.27

Bot. -15.80 -0.43 0.45 0.37 0.77 0.45

D10 Top 11.33 -4.68 0.14 0.22 0.77 0.22

Bot. -14.31 2.40 0.14 0.26 0.77 0.26

D11 Top 11.33 -4.68 0.14 0.22 0.77 0.22

Bot. -14.31 2.40 0.14 0.26 0.77 0.26

D12 Top 5.37 -8.84 0.15 0.24 0.77 0.24

Bot. -13.52 -2.88 0.25 0.29 0.77 0.29

D13 Top -9.45 -5.84 0.17 0.30 0.77 0.30

Bot. -15.31 -0.27 0.49 0.40 0.77 0.49

D14 Top 11.35 -4.45 0.09 0.14 0.77 0.14

Bot. -13.78 2.06 0.09 0.17 0.77 0.17

D15 Top 11.22 -4.55 0.09 0.14 0.77 0.14

Bot. -13.67 2.30 0.09 0.17 0.77 0.17

D16 Top 11.22 -4.55 0.09 0.14 0.77 0.14

Bot. -13.67 2.30 0.09 0.17 0.77 0.17

D17 Top 1.93 -9.95 0.11 0.16 0.77 0.16

P a g e 23 | 55

Bot. -12.30 -4.03 0.21 0.20 0.77 0.21

D18 Top -12.26 -4.03 0.18 0.22 0.77 0.22

Bot. -16.15 -0.63 0.41 0.31 0.77 0.41

RSD1 Top -2.89 -10.33 0.14 0.25 0.77 0.25

Bot. -13.61 -2.60 0.38 0.33 0.77 0.38

RSD2 Top -10.12 -5.35 0.22 0.30 0.77 0.30

Bot. -14.50 -0.94 0.57 0.41 0.77 0.57

RSD3 Top 14.17 0.79 0.25 0.16 0.77 0.25

Bot. 6.68 7.86 0.21 0.16 0.77 0.21

RSD4 Top 13.22 -0.22 0.40 0.11 0.77 0.40

Bot. 11.31 2.94 0.40 0.07 0.77 0.40

--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Shear

So provided : 7.00 [cm] So calculated : 7.62 [cm]

Provided Lo : 68.00 [cm] Lo calculated : 67.50 [cm]

S provided : 15.00 [cm] S required : 15.24 [cm]

Sini provided : 0.00 [cm] Sini required : 3.81 [cm]

Pos. Axis 22 Axis 33

---------------------------------------------------------------------------------

Mpr [Ton*m] sup. (+) 11.08 15.56

Mpr [Ton*m] sup. (-) 11.08 15.56

Mpr [Ton*m] Bot. (+) 11.50 16.11

Mpr [Ton*m] Bot. (-) 11.50 16.11

Ve [Ton] 7.54 5.37

---------------------------------------------------------------------------------

Dir Condition Pos. Vu Vc Vs *Vn Vu/(*Vn) Gob. [Ton] [Ton] [Ton] [Ton]

--------------------------------------------------------------------------------------------------------------------------------------------------

2 Ve-RSD4 Top 7.54 10.82 12.95 17.83 0.43

Bot. 7.54 10.41 12.95 17.52 0.43

3 Ve-RSD4 Top 5.37 10.58 9.50 15.06 0.36

Bot. 5.37 10.18 9.50 14.76 0.36

--------------------------------------------------------------------------------------------------------------------------------------------------

Notes

* Torsion is not considered for design.

* Only columns with rectangular or circular sections are designed.

* Each column is verified considering only the forces at the ends of the member.

* The transverse reinforcement is ordered from bottom to top of the column.

* Ve = Design shear force from member moment capacity (2Mp/L). The contribution of the applied gravity shear force is not considered.

* Required So = Maximum spacing between stirrups considering special or intermediate moment frames in the distanced covered by (Lo).

* Calculated Lo = Minimum calculated length measured from joint face along axis of the member, over which transverse reinforcement must be provided

with a spacing So. This length is only required for intermediate and special moment frames. ACI 318-05 21.4.4.4

* Lu = Unsupported length.

* K = Effective length factor.

* Cm = A factor relating actual moment diagram to an equivalent uniform moment diagram.

* Sway = True if column is considered unbraced in its local axis.

P a g e 24 | 55

* Mc = Factored moment to be used for design. Considers the slenderness effects of the column. Mc = Mu*ns.

* n2 = Amplification factor to account for small P-delta effects (P-).

* Mn = Nominal moment strength.

* Mc/(*Mn) = Strength ratio. The bar graphs indicate the relative ratio of Mc/(*Mn) for each load condition. If a bar is shown in red the ratio is greater than one.

P a g e 25 | 55

P a g e 26 | 55

VIGAS

CH2M HILL

Design Results

Reinforced concrete beams ________________________________________________________________________________________________________________________



Load conditions included in the design:

D1 = 1.4CM+NOTI

D2 = 1.2CM+1.6CV+NOTI

D3 = 1.2CM+0.5VIEN+NOTI

D4 = 1.2CM+VIEN+NOTI

D5 = 1.2CM+CV+VIEN+NOTI

D6 = 1.2CM+SXEST

D7 = 1.2CM+SZEST

D8 = 1.2CM+SXDIN

D9 = 1.2CM+SZDIN

D10 = 1.2CM+CV+SXEST

D11 = 1.2CM+CV+SZEST

D12 = 1.2CM+CV+SXDIN

D13 = 1.2CM+CV+SZDIN

D14 = 0.9CM+VIEN

D15 = 0.9CM+SXEST

D16 = 0.9CM+SZEST

D17 = 0.9CM+SXDIN

D18 = 0.9CM+SZDIN

RSD1 = 1.1CM+1.1CV+1.1SXDIN+0.33SZDIN

RSD2 = 1.1CM+1.1CV+0.33SXDIN+1.1SZDIN

RSD3 = 1.1CM+1.1CV-1.1SXDIN-0.33SZDIN

RSD4 = 1.1CM+1.1CV-0.33SXDIN-1.1SZDIN

Moment frame : Ordinary

Materials

Concrete, f'c : 0.25 [Ton/cm2] Longitudinal reinforcement, fy : 4.20 [Ton/cm2]

Concrete type : Normal Transversal reinforcement, fyt : 4.20 [Ton/cm2]

Concrete elasticity modulus : 219.36 [Ton/cm2] Steel elasticity modulus : 2038.89 [Ton/cm2]

Unit weight : 2.40 [Ton/m3] Epoxy coated : No

DATA AND RESULTS

Status : OK

Geometry

Axis Col position Bottom width Top width Dist x

[cm] [cm] [m]

----------------------------------------------------------------------------------------------------------------------------

1 Center 40.64 0.00 0.00

2 Center 40.64 0.00 11.60

----------------------------------------------------------------------------------------------------------------------------

P a g e 27 | 55

Span Dist between axes Member No Section b h bw hf

[m] [cm] [cm] [cm] [cm]

------------------------------------------------------------------------------------------------------------------------------------------------------------

1-2 11.60 122 30.48 50.80 -- --

------------------------------------------------------------------------------------------------------------------------------------------------------------

Rebar


Longitudinal reinforcement

Group Quantity Diameter Pos Ref. Axis 1 Dist1 Ref. Axis 2 Dist2 Hook1 Hook2

[m] [m]

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

1 2 #6 Bottom 1 -0.18 2 0.18 Yes Yes

2 2 #6 Top 1 -0.18 2 0.18 Yes Yes

3 1 #6 Bottom 1 -0.18 2 0.18 No No

4 2 #6 Top 1 -0.18 1 3.90 Yes No

5 2 #6 Top 2 -3.90 2 0.18 No Yes

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Development and splice lengths

Group Diameter Ld Ldh Splice L. Total L

[cm] [cm] [cm] [m]

-----------------------------------------------------------------------------------------------------------------------------

1 #6 78.00 28.00 100.00 12.50

2 #6 100.00 28.00 130.00 12.50

3 #6 78.00 28.00 100.00 11.98

4 #6 100.00 28.00 130.00 4.36

5 #6 100.00 28.00 130.00 4.36

-----------------------------------------------------------------------------------------------------------------------------

Transverse reinforcement

Span Diameter Quantity @ Legs Closed

[cm]

----------------------------------------------------------------------------------------------------------------------------

1-2 #3 51 22.00 2 Yes

----------------------------------------------------------------------------------------------------------------------------

Initial spacing of stirrups:

Span Initial S Sin lim

[cm] [cm]

-------------------------------------------------------------

0-1 9.68 24.40

-------------------------------------------------------------

P a g e 28 | 55

FLEXURE

Span: 1-2 Member No: 122

Percentage of moment redistribution Support A = 0.00% Support B = 0.00%

Code specified max Rho: maxtop = 1.84% maxbot= 1.84% Limit spacing between bars for cracking control: sb lim = 30.61 [cm]

Positive bending moments

Station d[cm] Mu[Ton*m] *Mn[Ton*m] Asreq [cm2] Asprov [cm2] (%) sb [cm] Mu/(*Mn) No. Dist

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

1 0% 46.89 3.21 11.99 2.44 7.11 0.50 8.48 0.27

2 10% 46.89 0.00 14.21 0.00 8.52 0.60 8.48 0.50

3 20% 46.89 0.00 14.21 0.00 8.52 0.60 8.48 0.47

4 30% 46.89 0.55 14.21 0.41 8.52 0.60 8.48 0.04

5 40% 46.89 5.67 14.21 4.37 8.52 0.60 8.48 0.40

6 50% 46.89 8.84 14.21 5.17 8.52 0.60 8.48 0.62

7 60% 46.89 9.69 14.21 5.69 8.52 0.60 8.48 0.68

8 70% 46.89 8.59 14.21 5.02 8.52 0.60 8.48 0.60

9 80% 46.89 5.22 14.21 4.01 8.52 0.60 8.48 0.37

10 90% 46.89 0.36 14.21 0.27 8.52 0.60 8.48 0.07

11 100% 46.89 0.00 11.99 0.00 7.11 0.50 8.48 0.93

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C 15% 46.89 0.00 14.21 0.00 8.52 0.60 8.48 0.95

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Negative bending moments

Station d[cm] Mu[Ton*m] *Mn[Ton*m] Asreq [cm2] Asprov [cm2] (%) sb [cm] Mu/(*Mn) No. Dist

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

1 0% 46.89 -1.57 -18.55 1.19 11.35 0.79 5.02 0.27

2 10% 46.89 -9.36 -18.55 5.49 11.35 0.79 5.02 0.50

3 20% 46.89 -8.77 -18.55 5.21 11.35 0.79 5.02 0.47

4 30% 46.89 -0.09 -13.74 0.07 8.22 0.58 5.02 0.04

5 40% 46.89 0.00 -9.67 0.00 5.68 0.40 18.86 0.40

6 50% 46.89 0.00 -9.67 0.00 5.68 0.40 18.86 0.62

7 60% 46.89 0.00 -9.67 0.00 5.68 0.40 18.86 0.68

8 70% 46.89 0.00 -13.74 0.00 8.22 0.58 5.02 0.60

9 80% 46.89 0.00 -18.55 0.00 11.35 0.79 5.02 0.37

10 90% 46.89 -1.34 -18.55 1.02 11.35 0.79 5.02 0.07

11 100% 46.89 -17.28 -18.55 10.51 11.35 0.79 5.02 0.93

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C 15% 46.89 -17.53 -18.55 10.68 11.35 0.79 5.02 0.95

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

SHEAR AND TORSION

P a g e 29 | 55

Span: 1-2 Member No: 122

Station Stirrups Spc prov Spc lim Tu *Tn Al Vu Vs Vc *Vn Vu/(*Vn) No. Dist Diam VCT [cm] [cm] [Ton*m] [Ton*m] [cm2] [Ton] [Ton] [Ton] [Ton]

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

1 0% #3 V 22.00 23.45 0.10 2.01 0.00 9.03 12.71 11.99 18.52 0.49

2 10% #3 V 22.00 23.45 0.03 1.96 0.00 9.13 12.71 11.99 18.52 0.49

3 20% #3 V 22.00 23.45 0.01 1.95 0.00 9.10 12.71 11.99 18.52 0.49

4 30% #3 V 22.00 23.45 0.00 2.02 0.00 4.83 12.71 11.99 18.52 0.26

5 40% #3 22.00 23.45 0.00 2.02 0.00 3.26 12.71 11.99 18.52 0.18

6 50% #3 22.00 23.45 0.01 2.02 0.00 1.23 12.71 11.99 18.52 0.07

7 60% #3 22.00 23.45 0.01 2.02 0.00 0.36 12.71 11.99 18.52 0.02

8 70% #3 22.00 23.45 0.01 2.02 0.00 1.49 12.71 11.99 18.52 0.08

9 80% #3 22.00 23.45 0.02 2.02 0.00 3.56 12.71 11.99 18.52 0.19

10 90% #3 V 22.00 23.45 0.03 1.98 0.00 7.07 12.71 11.99 18.52 0.38

11 100% #3 V 22.00 22.39 0.09 0.46 0.00 18.35 12.71 11.99 18.52 0.99

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C 97% #3 V 22.00 22.39 0.09 0.46 0.00 18.35 12.71 11.99 18.52 0.99

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Notes

* Only the design bending forces (Mu), shear forces (Vu) and torsion moments (Tu) are considered in the design.

* Values shown in red are not in compliance with a provision of the code

* The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT

column to determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by

Code (10.5).

* When the moments diagram increases in the same direction of the development length of the bars, the bars will not contribute to the member strength

for a Code specified distance equal to max(12*db,d).

* If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the

bending capacity an amount proportional to their actual length / their full development length.

* The transverse reinforcement is ordered from left to right.

* The program does not consider ACI318-05 section 12.11.3 whereby the bar diameter is limited according to the location of the bar cut-off.

* Asprov is the provided reinforcement, considering the reduction due to the development length as described previously.

* "C" shows the span critical station.

* Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length.

* Splice lengths shown are not reduced by the factor Asreq/Asprov.

* sb = Free distance between top or bottom bars corresponding to the layer closest to the extreme face of the beam (layer1). It is not calculated when

there is only one bar.

* Stirrups VCT = Flag that determines if stirrups are required to resist shear forces (V), torsion (T) or to confine the the longitudinal compression bars from

buckling (C).

P a g e 30 | 55

* Closed = Flag that indicates if the stirrups are closed (yes) or open (no).

* Mu/(*Mn) = Critical strength ratio for the station. If the value is in red, it is larger than 1.0 * Al = Total additional longitudinal reinforcement required by torsion.

* Spa = stirrup spacing provided by the user.

* Spa lim = spacing limits due to geometry. (11.5.5.1, 11.5.5.3, 21.3.3.2, 21.12.4.2)

10.3- DISEO DE ZAPATA NUEVA.

CH2M HILL

Current Date: 1/7/2015 3:39 PM

Units system: Metric

Design Results

Reinforced Concrete Footings ________________________________________________________________________________________________________________________


Global status : OK


Footing type : Spread

Column type : Pedestal

Geometry

P a g e 31 | 55

Length : 2.10 [m]

Width : 2.10 [m]

Thickness : 0.40 [m]

Base depth : 1.00 [m]

Base area : 4.41 [m2]

Footing volume : 1.76 [m3]

Pedestal length : 30.00 [cm]

Pedestal width : 30.00 [cm]

Pedestal height : 70.00 [cm]

Pedestal location relative to footing g.c. : Centered

Materials

Concrete, f'c : 0.25 [Ton/cm2] Steel, fy : 4.20 [Ton/cm2]

Concrete type : Normal Epoxy coated : No

Concrete elasticity modulus : 219.36 [Ton/cm2] Steel elasticity modulus : 2038.89 [Ton/cm2]

Unit weight : 2.40 [Ton/m3]

Soil

Modulus of subgrade reaction : 3150.00 [Ton/m3]

P a g e 32 | 55

Unit weight (wet) : 1.75 [Ton/m3]

Footing reinforcement


Maximum Rho/Rho balanced ratio : 0.75

Bottom reinforcement // to L (xx) : 9-#5 @ 24.00cm

Bottom reinforcement // to B (zz) : 9-#5 @ 24.00cm (Zone 1)

Top reinforcement // to B (zz) : 6-#5 @ 38.00cm

Pedestal reinforcement

Longitudinal : 4 - #6


Provided area : 11.35 [cm2]

Bars number // to x axis : 2

Bars number // to z axis : 2

Transverse : #6 @ 13.00cm

Legs number // to x axis : 2

Legs number // to z axis : 2

Load conditions to be included in design

Service loads:

S1 : _S1

S2 : _S2

S3 : _S3

S4 : _S4

S5 : _S5

S6 : _S6

S7 : _S7

S8 : _S8

S9 : _S9

S10 : _S10

S11 : _S11

S12 : _S12

S13 : _S13

S14 : _S14

S15 : _S15

S16 : _S16

S17 : _S17

Design strength loads:

D1 : _D1

D2 : _D2

D3 : _D3

D4 : _D4

D5 : _D5

D6 : _D6

D7 : _D7

D8 : _D8

D9 : _D9

D10 : _D10

D11 : _D11

D12 : _D12

D13 : _D13

D14 : _D14

D15 : _D15

D16 : _D16

D17 : _D17

D18 : _D18

RSD1 : _RSD1

RSD2 : _RSD2

RSD3 : _RSD3

RSD4 : _RSD4

Loads

Condition Footing Node Axial Mxx Mzz Vx Vz

[Ton] [Ton*m] [Ton*m] [Ton] [Ton]

P a g e 33 | 55

------------------------------------------------------------------------------------------------------------------------------------------------

CM 1 263 27.20 0.02 0.01 0.53 -0.55

NOTI 1 263 -2.41 -0.01 0.00 -0.07 0.10

CV 1 263 6.32 0.01 0.01 0.16 -0.12

VIEN 1 263 -0.61 0.00 0.00 -0.02 0.00

SXEST 1 263 0.00 0.00 0.00 0.00 0.00

SZEST 1 263 0.00 0.00 0.00 0.00 0.00

SXDIN 1 263 12.77 0.06 -0.10 0.80 -0.49

SZDIN 1 263 28.31 0.25 -0.03 0.30 -2.11

_D1 1 263 35.66 0.02 0.01 0.67 -0.66

_D2 1 263 40.34 0.02 0.02 0.81 -0.74

_D3 1 263 29.92 0.01 0.01 0.55 -0.55

_D4 1 263 29.61 0.01 0.01 0.55 -0.55

_D5 1 263 35.94 0.02 0.02 0.70 -0.67

_D6 1 263 32.64 0.02 0.02 0.63 -0.65

_D7 1 263 32.64 0.02 0.02 0.63 -0.65

_D8 1 263 45.42 0.08 -0.08 1.43 -1.14

_D9 1 263 60.95 0.27 -0.02 0.93 -2.76

_D10 1 263 38.97 0.03 0.02 0.78 -0.77

_D11 1 263 38.97 0.03 0.02 0.78 -0.77

_D12 1 263 51.74 0.08 -0.08 1.59 -1.26

_D13 1 263 67.28 0.27 -0.01 1.09 -2.88

_D14 1 263 23.87 0.01 0.01 0.46 -0.49

_D15 1 263 24.48 0.02 0.01 0.47 -0.49

_D16 1 263 24.48 0.02 0.01 0.47 -0.49

_D17 1 263 37.25 0.07 -0.09 1.28 -0.98

_D18 1 263 52.79 0.26 -0.02 0.78 -2.60

_RSD1 1 263 60.27 0.17 -0.10 1.73 -1.96

_RSD2 1 263 72.23 0.32 -0.05 1.35 -3.21

_RSD3 1 263 13.49 -0.12 0.14 -0.24 0.50

_RSD4 1 263 1.53 -0.27 0.09 0.15 1.75

_S1 1 263 27.20 0.02 0.01 0.53 -0.55

_S2 1 263 33.53 0.02 0.02 0.68 -0.66

_S3 1 263 31.95 0.02 0.02 0.64 -0.63

_S4 1 263 26.84 0.02 0.01 0.52 -0.54

_S5 1 263 27.20 0.02 0.01 0.53 -0.55

_S6 1 263 27.20 0.02 0.01 0.53 -0.55

_S7 1 263 36.14 0.06 -0.06 1.09 -0.89

_S8 1 263 47.01 0.19 -0.01 0.74 -2.02

_S9 1 263 27.20 0.02 0.01 0.53 -0.55

_S10 1 263 27.20 0.02 0.01 0.53 -0.55

_S11 1 263 33.91 0.05 -0.04 0.95 -0.80

_S12 1 263 42.06 0.15 -0.01 0.68 -1.65

_S13 1 263 15.95 0.01 0.01 0.31 -0.33

_S14 1 263 16.32 0.01 0.01 0.32 -0.33

_S15 1 263 16.32 0.01 0.01 0.32 -0.33

_S16 1 263 25.26 0.05 -0.06 0.88 -0.67

_S17 1 263 36.13 0.18 -0.02 0.53 -1.80

------------------------------------------------------------------------------------------------------------------------------------------------

RESULTS:

Status : OK

Soil.Foundation interaction

Allowable stress : 1.5E04 [kg/m2]

Min. safety factor for sliding : 1.25

Min. safety factor for overturning : 1.25

Controlling condition : S8 - 1

Condition qmean qmax max Area in compression Overturning FS Footing [kg/m2] [kg/m2] [cm] [m2] (%) FSx FSz slip

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------

S8 - 1 1.27E04 1.35E04 0.429 4.41 100 58.73 206.60 12.80

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------

P a g e 34 | 55

Bending

Factor : 0.90 Min rebar ratio : 0.00200

Development length

Axis Pos. ld lhd Dist1 Dist2

[cm] [cm] [cm] [cm]

---------------------------------------------------------------------------------------------------------------------------

zz Bot. 59.37 20.78 82.00 82.00

xx Bot. 59.37 20.78 82.00 82.00

zz Top 30.48 15.24 82.00 82.00

---------------------------------------------------------------------------------------------------------------------------

Axis Pos. Condition Mu *Mn Asreq Asprov Asreq/Asprov Mu/(*Mn) Footing [Ton*m] [Ton*m] [cm2] [cm2]

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

zz Top D1 - 1 0.00 0.00 0.00 0.00 0.000 0.000

zz Bot. RSD2 - 1 14.12 20.66 16.80 18.00 0.933 0.684

xx Top RSD4 - 1 -0.09 -13.90 0.07 12.00 0.006 0.006

xx Bot. RSD2 - 1 14.56 19.58 16.80 18.00 0.933 0.744

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Shear

Factor : 0.75 Shear area (plane zz) : 0.66 [m2]

Shear area (plane xx) : 0.62 [m2]

Plane Condition Vu Vc Vu/(*Vn) Footing [Ton] [Ton]

---------------------------------------------------------------------------------------------------------------------------

xy RSD2 - 1 21.71 52.15 0.555

yz RSD2 - 1 20.50 54.95 0.498

---------------------------------------------------------------------------------------------------------------------------

Punching shear

Perimeter of critical section (b... : 2.42 [m]

Punching shear area : 0.73 [m2]

Column Condition Vu Vc Vu/(*Vn) Footing [Ton] [Ton]

---------------------------------------------------------------------------------------------------------------------------

column 1 RSD2 - 1 66.26 123.24 0.717

---------------------------------------------------------------------------------------------------------------------------

Pedestal design

Reinforcement:

Pedestal Asreq Asprov Asreq/Asprov

[cm2] [cm2]

-------------------------------------------------------------------------------

1 9.00 11.35 0.79

-------------------------------------------------------------------------------

Biaxial bending:

Pedestal Condition Muxx Muzz *Mnxx *Mnzz Mc/(*Mn) Footing [Ton*m] [Ton*m] [Ton*m] [Ton*m]

P a g e 35 | 55

--------------------------------------------------------------------------------------------------------------------------------------------------------

1 RSD2 - 1 0.00 1.75 0.00 6.79 0.26

--------------------------------------------------------------------------------------------------------------------------------------------------------

Axial:

Pedestal Condition Pu *Pn Pu/(*Pn) Footing [Ton] [Ton]

-------------------------------------------------------------------------------------------------------------------

1 RSD2 - 1 -72.23 -122.99 0.59

-------------------------------------------------------------------------------------------------------------------

Shear:

Pedestal 1:

S provided : 13.00 [cm]

S required : 13.75 [cm]

Condition Dir. Vu Vc Vs *Vn Vu/(*Vn) [Ton] [Ton] [Ton] [Ton]

-------------------------------------------------------------------------------------------------------------------------------------------------------

RSD2 x 1.35 10.87 27.67 28.90 0.05

RSD2 z 3.21 10.87 27.67 28.90 0.11

-------------------------------------------------------------------------------------------------------------------------------------------------------

Notes

* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed.

* The required flexural reinforcement considers at least the minimum reinforcement

* The design bending moment is calculated at the critical sections located at the support faces

* Only rectangular footings with uniform sections and rectangular columns are considered.

* The nominal shear strength is calculated in critical sections located at a distance d from the support face

* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces

* Transverse reinforcement is not considered in footings

* Values shown in red are not in compliance with a provision of the code

*qprom = Mean compression pressure on soil.

*qmax = Maximum compression pressure on soil.

*max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus).

* Mn = Nominal moment strength.

* Mu/(*Mn) = Strength ratio.

* Vn = Nominal shear or punchure force (for footings Vn=Vc).

* Vu/(*Vn) = Shear or punching shear strength ratio.

Diagrams

P a g e 36 | 55

P a g e 37 | 55

10.4- DISEO DE LOSA DE CONCRETO DE 12 CM DE ESPESOR.

CH2M HILL

Analysis result

Plate reinforced concrete design in local axes Design code: ACI 318-2005

________________________________________________________________________________________________________________________

Notes:

- Membrane forces are ignored in the design

- "Bot" is the bottom edge of the plate (-t/2)

- "Top" is the top edge of the plate (+t/2)

- "ec" is the controlling load condition

- Face +t/2 is in compression if bending moments are positive

- Large rebar areas (in the order of 1E300) indicate an error in the design due to insufficient thickness of the shell or insufficient strength of the

material

Load conditions to be included in design:

D1=1.4CM+NOTI

D2=1.2CM+1.6CV+NOTI

D3=1.2CM+0.5VIEN+NOTI

D4=1.2CM+VIEN+NOTI

D5=1.2CM+CV+VIEN+NOTI

D6=1.2CM+SXEST

D7=1.2CM+SZEST

D8=1.2CM+SXDIN

D9=1.2CM+SZDIN

D10=1.2CM+CV+SXEST

D11=1.2CM+CV+SZEST

D12=1.2CM+CV+SXDIN

D13=1.2CM+CV+SZDIN

D14=0.9CM+VIEN

D15=0.9CM+SXEST

D16=0.9CM+SZEST

D17=0.9CM+SXDIN

D18=0.9CM+SZDIN

S1=CM

S2=CM+CV

S3=CM+0.75CV

S4=CM+0.6VIEN

S5=CM+0.7SXEST

S6=CM+0.7SZEST

S7=CM+0.7SXDIN

S8=CM+0.7SZDIN

S9=CM+0.525SXEST

S10=CM+0.525SZEST

S11=CM+0.525SXDIN

S12=CM+0.525SZDIN

S13=0.6CM+0.6VIEN

S14=0.6CM+0.7SXEST

S15=0.6CM+0.7SZEST

S16=0.6CM+0.7SXDIN

P a g e 38 | 55

S17=0.6CM+0.7SZDIN

RSD1=1.1CM+1.1CV+1.1SXDIN+0.33SZDIN

RSD2=1.1CM+1.1CV+0.33SXDIN+1.1SZDIN

RSD3=1.1CM+1.1CV-1.1SXDIN-0.33SZDIN

RSD4=1.1CM+1.1CV-0.33SXDIN-1.1SZDIN

SHELL 23

Thickness = 20.00 [cm]

Mechanical cover = 2.00 [cm]

As parallel to 3' As parallel to 1'

M11' lc As3' M33' lc As1'

Node [Ton*m/m] [cm2/m] [Ton*m/m] [cm2/m]

--------------------------------------------------------------------------------------------------------------------------------------------------------

FEM: 1414 Min. 0.06 S13 Top 0.00 0.39 S13 Top 0.00

Max. 0.21 RSD1 Bot 0.30 1.20 D2 Bot 1.79

FEM: 1439 Min. 0.09 S13 Top 0.00 0.51 S13 Top 0.00

Max. 0.29 D2 Bot 0.43 1.59 D2 Bot 2.36

FEM: 1533 Min. 0.21 S13 Top 0.00 0.49 S13 Top 0.00

Max. 0.65 D2 Bot 0.96 1.54 D2 Bot 2.29

FEM: 1436 Min. 0.09 S13 Top 0.00 0.35 S13 Top 0.00

Max. 0.27 RSD1 Bot 0.40 1.09 D2 Bot 1.62

FEM: 1412 Min. 0.66 S13 Top 0.00 0.60 S13 Top 0.00

Max. 1.96 D2 Bot 2.93 1.85 D2 Bot 2.77

FEM: 1443 Min. 0.65 S13 Top 0.00 0.64 S13 Top 0.00

Max. 1.93 D2 Bot 2.89 1.96 D2 Bot 2.93

FEM: 1534 Min. 0.91 S13 Top 0.00 0.81 S13 Top 0.00

Max. 2.71 D2 Bot 4.08 2.49 D2 Bot 3.74

FEM: 1440 Min. 0.90 S13 Top 0.00 0.80 S13 Top 0.00

Max. 2.70 D2 Bot 4.05 2.44 D2 Bot 3.65

FEM: 1432 Min. -2.58 D2 Top 3.87 0.39 S14 Top 0.00

Max. -0.87 S17 Bot 0.00 1.18 D2 Bot 1.75

FEM: 1447 Min. -2.16 D2 Top 3.23 0.43 S13 Top 0.00

Max. -0.73 S17 Bot 0.00 1.31 D2 Bot 1.95

FEM: 1535 Min. -1.73 D2 Top 2.58 0.49 S13 Top 0.00

Max. -0.59 S16 Bot 0.00 1.48 D2 Bot 2.20

FEM: 1444 Min. -1.86 D2 Top 2.78 0.45 S13 Top 0.00

Max. -0.63 S16 Bot 0.00 1.35 D2 Bot 2.01

473 Min. -0.57 RSD4 Top 0.85 -1.17 RSD4 Top 1.74

Max. -0.03 S17 Bot 0.00 1.11 RSD2 Bot 1.65

FEM: 1450 Min. -0.31 RSD4 Top 0.46 0.10 RSD4 Top 0.00

Max. -0.07 S17 Bot 0.00 0.72 RSD2 Bot 1.07

FEM: 1536 Min. -0.27 RSD4 Top 0.39 0.20 S13 Top 0.00

Max. -0.06 S17 Bot 0.00 0.76 RSD2 Bot 1.13

FEM: 1389 Min. -0.31 RSD4 Top 0.46 -0.99 RSD4 Top 1.47

Max. 0.09 RSD2 Bot 0.13 1.02 RSD2 Bot 1.52

FEM: 1537 Min. -1.51 D2 Top 2.25 0.38 S13 Top 0.00

Max. -0.51 S17 Bot 0.00 1.12 D13 Bot 1.66

FEM: 1451 Min. -2.04 D2 Top 3.05 0.31 S14 Top 0.00

Max. -0.69 S16 Bot 0.00 0.97 RSD2 Bot 1.43

FEM: 1435 Min. -1.37 D2 Top 2.04 0.51 S13 Top 0.00

Max. -0.46 S16 Bot 0.00 1.56 D2 Bot 2.33

FEM: 1456 Min. -0.52 D2 Top 0.77 0.53 S13 Top 0.00

Max. -0.17 S16 Bot 0.00 1.63 D2 Bot 2.42

FEM: 1538 Min. -0.32 D2 Top 0.46 0.52 S13 Top 0.00

Max. -0.10 S16 Bot 0.00 1.62 D2 Bot 2.41

FEM: 1454 Min. -0.72 D2 Top 1.06 0.52 S13 Top 0.00

Max. -0.23 S16 Bot 0.00 1.59 D2 Bot 2.36

788 Min. -1.95 RSD3 Top 2.91 -4.30 D2 Top 6.56

Max. -0.29 S16 Bot 0.00 -1.17 S17 Bot 0.00



FEM: 1539 Min. 0.15 S13 Top 0.00 -0.18 RSD4 Top 0.26


FEM: 1381 Min. 0.00 RSD4 Top 0.00 -0.10 RSD4 Top 0.15



Max. 0.03 D18 Bot 0.04 0.52 RSD2 Bot 0.76


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Max. 0.00 S16 Bot 0.00 0.66 RSD2 Bot 0.97

FEM: 1405 Min. 1.16 S13 Top 0.00 0.91 S13 Top 0.00

Max. 3.46 D2 Bot 5.23 2.75 D2 Bot 4.14

FEM: 1464 Min. 1.10 S13 Top 0.00 0.88 S13 Top 0.00

Max. 3.27 D2 Bot 4.94 2.66 D2 Bot 3.99

FEM: 1541 Min. 0.87 S13 Top 0.00 0.77 S13 Top 0.00

Max. 2.58 D2 Bot 3.88 2.35 D2 Bot 3.52

FEM: 1408 Min. -4.52 D2 Top 6.91 -0.53 RSD4 Top 0.78

Max. -1.50 S17 Bot 0.00 -0.11 S17 Bot 0.00


Max. -1.26 S17 Bot 0.00 -0.01 S17 Bot 0.00

FEM: 1542 Min. -2.72 D2 Top 4.09 0.30 S14 Top 0.00

Max. -0.91 S17 Bot 0.00 0.92 D2 Bot 1.36

FEM: 1465 Min. -3.37 D2 Top 5.10 0.18 S14 Top 0.00

Max. -1.12 S17 Bot 0.00 0.61 RSD2 Bot 0.90

789 Min. -1.07 RSD3 Top 1.58 -2.79 D2 Top 4.20

Max. -0.04 S16 Bot 0.00 -0.75 S17 Bot 0.00

FEM: 1469 Min. 0.00 RSD3 Top 0.00 0.17 S13 Top 0.00


FEM: 1543 Min. 0.17 S13 Top 0.00 0.09 S13 Top 0.00

Max. 0.50 D12 Bot 0.74 0.29 D2 Bot 0.43

FEM: 1386 Min. 0.12 S13 Top 0.00 0.14 S14 Top 0.00

Max. 0.35 D12 Bot 0.52 0.41 RSD2 Bot 0.61

FEM: 1417 Min. 0.28 S13 Top 0.00 0.43 S13 Top 0.00

Max. 0.83 D2 Bot 1.22 1.31 D2 Bot 1.95

FEM: 1473 Min. 0.29 S13 Top 0.00 0.54 S13 Top 0.00

Max. 0.85 D2 Bot 1.26 1.66 D2 Bot 2.47

FEM: 1544 Min. 0.19 S14 Top 0.00 0.47 S13 Top 0.00

Max. 0.57 RSD2 Bot 0.84 1.42 D2 Bot 2.12

FEM: 1470 Min. 0.21 S14 Top 0.00 0.37 S13 Top 0.00

Max. 0.62 RSD2 Bot 0.92 1.14 D2 Bot 1.69

FEM: 1422 Min. 0.25 S13 Top 0.00 0.42 S13 Top 0.00

Max. 0.77 D2 Bot 1.13 1.29 D2 Bot 1.92

FEM: 1476 Min. 0.58 S13 Top 0.00 0.61 S13 Top 0.00

Max. 1.76 D2 Bot 2.63 1.88 D2 Bot 2.80

FEM: 1545 Min. 0.46 S13 Top 0.00 0.63 S13 Top 0.00

Max. 1.41 D2 Bot 2.09 1.94 D2 Bot 2.90

FEM: 1474 Min. 0.20 S13 Top 0.00 0.53 S13 Top 0.00

Max. 0.61 D2 Bot 0.90 1.63 D2 Bot 2.44

347 Min. -0.29 RSD3 Top 0.43 0.11 S13 Top 0.00

Max. 0.17 RSD1 Bot 0.25 0.27 D13 Bot 0.40


Max. 0.24 RSD1 Bot 0.36 0.07 D8 Bot 0.10


Max. -0.30 S16 Bot 0.00 0.20 RSD2 Bot 0.30

FEM: 1477 Min. -0.75 D2 Top 1.11 0.16 S14 Top 0.00

Max. -0.22 S16 Bot 0.00 0.50 RSD2 Bot 0.74

FEM: 1404 Min. 1.07 S13 Top 0.00 0.88 S13 Top 0.00

Max. 3.21 D2 Bot 4.84 2.68 D2 Bot 4.03

FEM: 1442 Min. 0.84 S13 Top 0.00 0.79 S13 Top 0.00

Max. 2.51 D2 Bot 3.77 2.42 D2 Bot 3.63

FEM: 1547 Min. 0.72 S13 Top 0.00 0.74 S13 Top 0.00

Max. 2.17 D2 Bot 3.24 2.26 D2 Bot 3.39

FEM: 1480 Min. 0.95 S13 Top 0.00 0.81 S13 Top 0.00

Max. 2.84 D2 Bot 4.27 2.48 D2 Bot 3.71



FEM: 1482 Min. 0.05 S13 Top 0.00 0.15 S13 Top 0.00


FEM: 1413 Min. -0.75 D2 Top 1.11 0.34 S13 Top 0.00

Max. -0.24 S16 Bot 0.00 0.99 D2 Bot 1.47

FEM: 1453 Min. -1.09 D2 Top 1.62 0.41 S13 Top 0.00

Max. -0.36 S16 Bot 0.00 1.21 D2 Bot 1.80

FEM: 1549 Min. -0.74 D2 Top 1.10 0.38 S13 Top 0.00

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Max. -0.22 S16 Bot 0.00 1.11 D2 Bot 1.65


Max. -0.13 S16 Bot 0.00 0.93 D13 Bot 1.38

FEM: 1430 Min. -1.28 D2 Top 1.91 0.47 S13 Top 0.00

Max. -0.42 S16 Bot 0.00 1.39 D2 Bot 2.07

FEM: 1445 Min. -1.26 D2 Top 1.87 0.49 S13 Top 0.00

Max. -0.42 S16 Bot 0.00 1.49 D2 Bot 2.22

FEM: 1550 Min. -0.88 D2 Top 1.31 0.43 S13 Top 0.00

Max. -0.28 S16 Bot 0.00 1.30 D2 Bot 1.93

FEM: 1485 Min. -0.87 D2 Top 1.29 0.42 S13 Top 0.00

Max. -0.27 S16 Bot 0.00 1.24 D2 Bot 1.84

FEM: 1425 Min. -0.42 D2 Top 0.62 0.41 S13 Top 0.00

Max. -0.13 S16 Bot 0.00 1.26 D2 Bot 1.87


Max. -0.01 S16 Bot 0.00 1.26 D2 Bot 1.87




Max. -0.06 S17 Bot 0.00 0.69 RSD2 Bot 1.02

FEM: 1552 Min. -2.60 D2 Top 3.90 0.00 RSD4 Top 0.00

Max. -0.86 S16 Bot 0.00 0.50 RSD2 Bot 0.74

FEM: 1488 Min. -3.23 D2 Top 4.88 0.06 RSD4 Top 0.00

Max. -1.08 S17 Bot 0.00 0.48 RSD2 Bot 0.70

FEM: 1419 Min. 0.52 S13 Top 0.00 0.59 S13 Top 0.00

Max. 1.53 D2 Bot 2.28 1.78 D2 Bot 2.66

FEM: 1492 Min. 0.62 S13 Top 0.00 0.44 S13 Top 0.00

Max. 1.80 D2 Bot 2.69 1.35 D13 Bot 2.00

FEM: 1553 Min. 0.25 S13 Top 0.00 0.12 RSD4 Top 0.00


FEM: 1490 Min. 0.25 S13 Top 0.00 0.40 S13 Top 0.00

Max. 0.74 D13 Bot 1.10 1.29 RSD2 Bot 1.91

FEM: 1429 Min. 0.16 S14 Top 0.00 0.32 S13 Top 0.00


FEM: 1493 Min. 0.16 S14 Top 0.00 0.18 S13 Top 0.00


FEM: 1554 Min. 0.14 S13 Top 0.00 0.16 S13 Top 0.00


314 Min. 1.30 S13 Top 0.00 0.78 S13 Top 0.00

Max. 3.84 D2 Bot 5.83 2.26 D2 Bot 3.38

FEM: 1495 Min. 1.17 S13 Top 0.00 0.82 S13 Top 0.00

Max. 3.47 D2 Bot 5.24 2.43 D2 Bot 3.65

FEM: 1555 Min. 1.28 S13 Top 0.00 0.89 S13 Top 0.00

Max. 3.81 D2 Bot 5.78 2.66 D2 Bot 4.00

FEM: 1214 Min. 1.45 S13 Top 0.00 0.88 S13 Top 0.00

Max. 4.30 D2 Bot 6.56 2.55 D2 Bot 3.83






Max. 0.63 RSD2 Bot 0.93 -0.07 S16 Bot 0.00


Max. 0.59 RSD2 Bot 0.87 0.08 S17 Bot 0.12

312 Min. 1.43 S13 Top 0.00 0.88 S13 Top 0.00

Max. 4.25 D2 Bot 6.48 2.58 D2 Bot 3.88

FEM: 1215 Min. 1.52 S13 Top 0.00 0.93 S13 Top 0.00

Max. 4.51 D2 Bot 6.89 2.73 D2 Bot 4.11

FEM: 1557 Min. 1.34 S13 Top 0.00 0.95 S13 Top 0.00

Max. 4.00 D2 Bot 6.09 2.83 D2 Bot 4.26

FEM: 1499 Min. 1.27 S13 Top 0.00 0.90 S13 Top 0.00

Max. 3.78 D2 Bot 5.74 2.70 D2 Bot 4.06

FEM: 1502 Min. 0.43 S13 Top 0.00 0.58 S13 Top 0.00

Max. 1.28 D2 Bot 1.90 1.79 D2 Bot 2.67

FEM: 1558 Min. 0.41 S13 Top 0.00 0.62 S13 Top 0.00

Max. 1.22 D2 Bot 1.82 1.88 D2 Bot 2.81

FEM: 1431 Min. 0.14 S13 Top 0.00 0.56 S13 Top 0.00

Max. 0.45 D2 Bot 0.66 1.73 D2 Bot 2.57

FEM: 1559 Min. -0.61 D2 Top 0.90 0.41 S13 Top 0.00

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Max. -0.20 S16 Bot 0.00 1.28 D2 Bot 1.90

FEM: 1409 Min. -0.70 D2 Top 1.04 0.32 S13 Top 0.00

Max. -0.23 S16 Bot 0.00 0.96 D2 Bot 1.42

FEM: 1487 Min. -0.83 D2 Top 1.23 0.44 S13 Top 0.00

Max. -0.27 S16 Bot 0.00 1.32 D2 Bot 1.95

FEM: 1560 Min. -0.67 D2 Top 0.99 0.40 S13 Top 0.00

Max. -0.22 S16 Bot 0.00 1.22 D2 Bot 1.81

FEM: 1504 Min. -0.59 D2 Top 0.87 0.32 S13 Top 0.00

Max. -0.19 S16 Bot 0.00 0.96 D2 Bot 1.42

320 Min. 0.12 S13 Top 0.00 -0.35 D2 Top 0.51

Max. 0.33 D12 Bot 0.48 -0.08 S17 B

Memoria Calculo Gym Vasco Quiroga

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Transcript of Memoria Calculo Gym Vasco Quiroga