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Memoria GYM
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MEMORIA DE CLCULO Gym Vasco de Quiroga
P a g e 1 | 55
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
P a g e 2 | 55
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
P a g e 3 | 55
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:
P a g e 4 | 55
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.
P a g e 5 | 55
P a g e 6 | 55
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
P a g e 7 | 55
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.
P a g e 8 | 55
Carga viva:
8.- CARGAS PARA SISMO:
P a g e 9 | 55
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
P a g e 11 | 55
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
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
P a g e 12 | 55
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 ________________________________________________________________________________________________________________________
GENERAL INFORMATION:
Design Code : ACI 318-2005
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
Free cover : 2.00 [cm]
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 ________________________________________________________________________________________________________________________
GENERAL INFORMATION:
Global status : OK
Design Code : ACI 318-2011
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
Free cover : 8.00 [cm]
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
Free cover : 2.50 [cm]
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: 1459 Min. -0.02 RSD4 Top 0.03 0.19 S13 Top 0.00
Max. 0.07 RSD2 Bot 0.10 0.64 RSD2 Bot 0.95
FEM: 1539 Min. 0.15 S13 Top 0.00 -0.18 RSD4 Top 0.26
Max. 0.49 RSD1 Bot 0.73 0.19 RSD2 Bot 0.27
FEM: 1381 Min. 0.00 RSD4 Top 0.00 -0.10 RSD4 Top 0.15
Max. 0.30 RSD2 Bot 0.45 1.25 RSD2 Bot 1.86
317 Min. -0.44 RSD4 Top 0.65 -0.50 RSD4 Top 0.74
Max. 0.03 D18 Bot 0.04 0.52 RSD2 Bot 0.76
FEM: 1392 Min. -0.66 RSD3 Top 0.97 -0.19 RSD4 Top 0.28
P a g e 39 | 55
Max. 0.84 RSD1 Bot 1.24 1.08 RSD2 Bot 1.61
FEM: 1540 Min. -0.53 RSD3 Top 0.78 -0.15 RSD4 Top 0.23
Max. 0.37 RSD1 Bot 0.54 0.28 RSD2 Bot 0.42
FEM: 1460 Min. -0.24 RSD3 Top 0.35 0.19 S13 Top 0.00
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
FEM: 1467 Min. -3.81 D2 Top 5.78 -0.19 RSD4 Top 0.27
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
Max. 0.10 RSD1 Bot 0.14 0.53 RSD2 Bot 0.78
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
FEM: 1396 Min. -0.31 RSD3 Top 0.46 -0.09 RSD3 Top 0.13
Max. 0.24 RSD1 Bot 0.36 0.07 D8 Bot 0.10
FEM: 1546 Min. -1.00 D2 Top 1.49 -0.20 RSD4 Top 0.30
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: 1548 Min. -0.10 RSD3 Top 0.14 -0.01 RSD4 Top 0.02
Max. 0.10 RSD1 Bot 0.15 0.34 RSD2 Bot 0.51
FEM: 1482 Min. 0.05 S13 Top 0.00 0.15 S13 Top 0.00
Max. 0.20 RSD1 Bot 0.29 0.51 RSD2 Bot 0.76
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
P a g e 40 | 55
Max. -0.22 S16 Bot 0.00 1.11 D2 Bot 1.65
FEM: 1483 Min. -0.54 RSD3 Top 0.79 0.32 S13 Top 0.00
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
FEM: 1455 Min. -0.12 RSD3 Top 0.18 0.41 S13 Top 0.00
Max. -0.01 S16 Bot 0.00 1.26 D2 Bot 1.87
FEM: 1551 Min. -0.01 RSD3 Top 0.01 0.19 S13 Top 0.00
Max. 0.06 RSD1 Bot 0.09 0.61 RSD2 Bot 0.90
FEM: 1448 Min. -0.21 RSD4 Top 0.31 0.22 S13 Top 0.00
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
Max. 0.78 RSD2 Bot 1.15 0.73 RSD2 Bot 1.07
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
Max. 0.51 RSD2 Bot 0.76 0.98 RSD2 Bot 1.45
FEM: 1493 Min. 0.16 S14 Top 0.00 0.18 S13 Top 0.00
Max. 0.49 RSD1 Bot 0.72 0.59 RSD2 Bot 0.88
FEM: 1554 Min. 0.14 S13 Top 0.00 0.16 S13 Top 0.00
Max. 0.43 RSD2 Bot 0.63 0.55 RSD2 Bot 0.81
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
19 Min. -5.08 RSD3 Top 7.80 -0.80 RSD4 Top 1.19
Max. 3.60 RSD1 Bot 5.46 1.04 RSD2 Bot 1.54
FEM: 1379 Min. -1.02 RSD3 Top 1.51 -0.94 RSD4 Top 1.39
Max. 0.62 RSD1 Bot 0.91 0.60 RSD2 Bot 0.89
FEM: 1556 Min. -0.07 RSD4 Top 0.10 -0.35 RSD3 Top 0.52
Max. 0.63 RSD2 Bot 0.93 -0.07 S16 Bot 0.00
FEM: 1496 Min. -2.27 RSD4 Top 3.40 -2.64 RSD4 Top 3.96
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
P a g e 41 | 55
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