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I++4+4=+!  ' C! 4+4 /+EF   5"!(  /[:   ++,!*$(!$*0%&6*3"#10*30! 57;4+6C+  (  Q=+  ' \C' &,(*"-("1"(0*0(!&*5,!"4$&, 4;7;74     -I+8-46  -2   + 4+4  8-46 4 : +4  /4-9+ 8+  / :<8;42<47-I+4+4 ]--[:4]  (   +-/++6  3:4 4+-4 4:< :;/4-9++44< 2+-4-/42  =+ /4+-4<84 4+44/84- -8+-4+6  ^+Z(  +8=+<=+;4-4 I++7+8-46  !  5      4844+48;1:* K(&*    44/2.+6  $(  %  %#  &' !& 44/2 =7+  ( 5  ()& 2+-4-/42  -4 4  Q: -44-6 -4 84  -8+-4+6  ^ Z( +-44  A-49  -44-6 -4 84  I++7+[+4  "'"> Q: +-44 44+2.+6  b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b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b) > 4+4-/4 44+264+ )  I4<:44+4-/4+-4+-04= 5+4--.+6 $(  A/4++68-4+--84+6/4-42-+7444/ 5+4-- =7+ ( 5      +-/4-2+6   = _ < +-4  4+4  ++6 -  87+-+6*    `    -* K7*3"#1   *3-4+7+4/-4+4  *3-4+7+8+++-   .+6 N!(CAC! C 42+6  = <:4E4+"F87+-+6* I++4+4=+> >(C! :*3-4+7+8+++-:G-4 I++4+4=+! !(C! :*3-4+7+8+++-:G-4 /+EF  5C"!(   /[:  1  (2   57;4+6C+ )  Q=+ !>(\C' -+6  =42-:-</4<-+-/; 4;7;74 !  4<8+-+---/+4<4 +-/4-2+6  -I+8-46 A =4287+-+6* `  ]--[:4]  (  -* +-/++6 3:4  * 3-4 = : /4    =  +-/4-24 E8-4+- 2:4+- 2+-4-/42 =+ -:4484+F -8+-4+6 ^+Z(  *3-4+7+8+++-E-22:4+6-:44 I++7+8-46 ))>5  84+F    K(&*  4I+8-+84-:47-4+-:48++    44/2.+6 $(    ;  +7+   /4 04 84  98++6  -   44/2 =7+ ( 5  4+4/48:4++-LM 2+-4-/42 -4  -8+-4+6 ^Z(  I++7+[+4 "'"> 44+2.+6 b) > 44+264+ )  5+4--.+6 $(  5+4-- =7+ ( 5   "3& ," 0!".$,!"6"(0("1%&'0,&#$*&!0!&,!*$(!$*0'  8;+-  =< +-/4 <+4 /4 /- +-44 < 4+4 - +-/;    8+- /4   <  /4-9+ !5 !>  !5 !      K(&*   44/2.+6 $(  1  (2 #  44/2 =7+ ( 5   2+-4-/42 -4  -+6   = _ -: - < < /4-;  8  4+4/4/I4<:4+-O/-4+4 ;-/4- -8+-4+6 ^Z(  =BH+-4* I++7+[+4 "'"> A /4 8-4+- /7< ;+2 4+4 - /I4  :  44+2.+6 b) > 4+4-/4 44+264+ )  I4<:44+4-/4+-4+-04= 5+4--.+6 $(  A/4++68-4+--84+6/4-42-+7444/ 5+4-- =7+ ( 5      +-/4-2+6   = _ < +-4  4+4  ++6 -  87+-+6*    `    -* K7*3"#1   *3-4+7+4/-4+4  *3-4+7+8+++-   .+6 N!(CAC! C 42+6  = <:4E4+"F87+-+6* I++4+4=+> >(C! :*3-4+7+8+++-:G-4 I++4+4=+! !(C! :*3-4+7+8+++-:G-4 /+EF  5C"!(   /[:  1  (2   57;4+6C+ )  Q=+ !>(\C' -+6  =42-:-</4<-+-/; 4;7;74 !  4<8+-+---/+4<4 +-/4-2+6  -I+8-46 A =4287+-+6* `  ]--[:4]  (  -* +-/++6 3:4  * 3-4 = : /4    =  +-/4-24 E8-4+- 2:4+- 2+-4-/42 =+ -:4484+F -8+-4+6 ^+Z(  *3-4+7+8+++-E-22:4+6-:44 I++7+8-46 ))>5  84+F    K(&*  4I+8-+84-:47-4+-:48++    44/2.+6 $(    ;  +7+   /4 04 84  98++6  -   44/2 =7+ ( 5  4+4/48:4++-LM 2+-4-/42 -4  -8+-4+6 ^Z(  I++7+[+4 "'"> 44+2.+6 b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bCcE!Fd( (SbCcE!Fd! ;><I:; -+.$; !  !  '( !  '  E!FbCc--b`c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bCcE!Fd( (SbCcE!Fd! ;><I:; -+.$; !  !  '( !  '  E!FbCc--b`c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bCcE!Fd( (SbCcE!Fd!  !  !  '( !  '  E!FbCc--b`c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irmado digitalmente por JOAQUIN JOAQUIN LLAGOSTERA PUJOL Nombre de reconocimiento (DN): 2.5.4.13=Qualified Certificate: CAM-PF-SW- KPSC, cn=JOAQUIN LLAGOSTERA PUJOL, email=07jlp@ciccp.es, LLAGOSTE serialNumber=46328974M, sn=LLAGOSTERA PUJOL, givenName=JOAQUIN, 1.3.6.1.4.1.17326.30.3=Q2867009I, title=SECRETARIO DE LA DEMARCACIÓN, RA PUJOL ou=CICCP-DEMARCACION DE CATALUNYA, o=COLEGIO DE INGENIEROS DE CAMINOS, CANALES Y PUERTOS, c=ES Fecha: 2019.04.11 16:39:31 +02'00' !5 '  !5 '!         !'" A-494++-   8-49/-4:+47+-8-464284-4/4 3454643      %  4I+8-+ ! --4478+<+-/;2-47+=  <2;44:4/4-* /4-9+++:8+4I+8-+++-  .-+ $+  )       4+-+- 4 -4  484I+ 4+-:/++64++6 ',&,30,,",,&, .7+=<2;EF  I+ 4; = A;6 8-+ H=EF A;6 NOC     ,!*$(("1 %&N*3"#1 ,!*$(!$*0'bCcE!Fd( (SbCcE!Fd!  !  !  '( !  '  E!FbCc--b`c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irmado digitalmente por JOAQUIN JOAQUIN LLAGOSTERA PUJOL Nombre de reconocimiento (DN): 2.5.4.13=Qualified Certificate: CAM-PF-SW- KPSC, cn=JOAQUIN LLAGOSTERA PUJOL, email=07jlp@ciccp.es, LLAGOSTE serialNumber=46328974M, sn=LLAGOSTERA PUJOL, givenName=JOAQUIN, 1.3.6.1.4.1.17326.30.3=Q2867009I, title=SECRETARIO DE LA DEMARCACIÓN, RA PUJOL ou=CICCP-DEMARCACION DE CATALUNYA, o=COLEGIO DE INGENIEROS DE CAMINOS, CANALES Y PUERTOS, c=ES Fecha: 2019.04.11 16:39:31 +02'00' !5 '  !5 '!           2          0 $0'%D,"30 !& "3& !     84  < 8-4 4+4 H4  -4   /4-4 B    /4-4:47 8- ++6/42+6   4/4+6/-:/--       ,!*$(!$*&,%&6*3"#1    /44+4+-@/48-464H4-4/4-4  9<9-4B4-/--8-4646+-<1I+  -8+4/4-+K+-44-6244$7+-+  H4784-4/42+6-;+6+-44-6<    4 /4424  2 4: 4+4 H47  -4   /4-4   +-+4:1/4+/*      F 4+4  8-46 K ;4-4 - < 4   : H  E ;/-+6 e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e  + /+=8+ ;/-+6 / N -   4++6 N  F <+47/4+426?  H24  +-4@  /4K :4  426  ;- + -  ? : -:9+  +4 /-: 84+- +4:-+- -  -  /4  < 84+- 4 2:   -:42-4 47 +-2 9+4  /4-4 :  /   4 /-; /4  24 -;+6   44 ;= ;   -:42 G- : /4-8  +4:-+6 0 H4   /4-49Y/4/4-+-4+4:-+6      :F 4+48-46<;/-:422  E;/-+6Q:F47/4+/4+6:4/-;-   /4    /4K H24 +-/ -4   /4-+4426/-H24+-4@ -4-4  -474+4/4-442-::-:9+  +4/-:84+-+4:-+---/4  < 84 4 2:  -:42-4 47 +-2 9+4   /4-4 :  /  4 /-; /4 24 -;+6    44;=;-:42G-:/4-8+4:-+6  0 H4  /4-4 9Y /4 /4-+-4   +4:-+6 47K/4+/2-2 /4+6/4  +4:-+6 + ++ ? 2 98++6 ;/4  8:4+    /44+64+4<-;+47?    + )'($',%&,!*$(!$*0 !5 ''  !5 '"  Listado de datos de la obra Listado de datos de la obra Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.- DATOS GENERALES DE LA ESTRUCTURA 5.- SITUACIONES DE PROYECTO Proyecto: Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Para las distintas situaciones de proyecto, las combinaciones de acciones se definirán de acuerdo con los Clave: 082-E-MODELO2 siguientes criterios: - Con coeficientes de combinación 2.- NORMAS CONSIDERADAS Hormigón: EHE-08 GjGkj PPk Q1 p1Qk1 Qi aiQki Aceros conformados: CTE DB SE-A j 1 i >1 Aceros laminados y armados: CTE DB SE-A - Sin coeficientes de combinación Forjados de viguetas: EHE-08 Categorías de uso GjGkj PPk QiQki A. Zonas residenciales j 1 i 1 B. Zonas administrativas - Donde: E. Zonas de tráfico y aparcamiento para vehículos ligeros 3.- ACCIONES CONSIDERADAS Gk Acción permanente Pk Acción de pretensado 3.1.- Gravitatorias Qk Acción variable Sobrecarga de uso Cargas muertas G Coeficiente parcial de seguridad de las acciones permanentes Planta Categoría Valor (kN/m²) P Coeficiente parcial de seguridad de la acción de pretensado (kN/m²) Q,1 Coeficiente parcial de seguridad de la acción variable principal NSF 93.42 A 0.0 0.0 Q,i Coeficiente parcial de seguridad de las acciones variables de acompañamiento NSF 88.92 A 0.0 0.0 p,1 Coeficiente de combinación de la acción variable principal NSF 86.50 A 1.0 1.0 a,i Coeficiente de combinación de las acciones variables de acompañamiento NSF 81.50 A 0.0 0.0 NSF 75.78 --- 0.0 0.0 5.1.- Coeficientes parciales de seguridad ( ) y coeficientes de combinación ( ) 3.2.- Viento Para cada situación de proyecto y estado límite los coeficientes a utilizar serán: Sin acción de viento E.L.U. de rotura. Hormigón: EHE-08 3.3.- Sismo Persistente o transitoria Sin acción de sismo Coeficientes parciales de seguridad Coeficientes de combinación ( ) ( ) 3.4.- Hipótesis de carga Favorable Desfavorable Principal ( p) Acompañamiento ( a) Automáticas Peso propio Carga permanente (G) 1.000 1.350 - - Cargas muertas Sobrecarga (Q - Uso A) 0.000 1.500 1.000 0.700 Sobrecarga (Uso A) Sobrecarga (Q - Uso B) 0.000 1.500 1.000 0.700 Sobrecarga (Uso B) Sobrecarga (Q - Uso E) 0.000 1.500 1.000 0.700 Sobrecarga (Uso E) E.L.U. de rotura. Hormigón en cimentaciones: EHE-08 / CTE DB-SE C 4.- ESTADOS LÍMITE E.L.U. de rotura. Hormigón CTE Persistente o transitoria E.L.U. de rotura. Hormigón en cimentaciones Cota de nieve: Altitud inferior o igual a 1000 m Coeficientes parciales de seguridad Coeficientes de combinación ( ) Desplazamientos Acciones características ( ) Favorable Desfavorable Principal ( p) Acompañamiento ( a) Carga permanente (G) 1.000 1.600 - - Sobrecarga (Q - Uso A) 0.000 1.600 1.000 0.700 Sobrecarga (Q - Uso B) 0.000 1.600 1.000 0.700 Sobrecarga (Q - Uso E) 0.000 1.600 1.000 0.700 Página 1 Página 2 Listado de datos de la obra Listado de datos de la obra Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.- DATOS GENERALES DE LA ESTRUCTURA 5.- SITUACIONES DE PROYECTO Proyecto: Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Para las distintas situaciones de proyecto, las combinaciones de acciones se definirán de acuerdo con los Clave: 082-E-MODELO2 siguientes criterios: - Con coeficientes de combinación 2.- NORMAS CONSIDERADAS Hormigón: EHE-08 GjGkj PPk Q1 p1Qk1 Qi aiQki Aceros conformados: CTE DB SE-A j 1 i >1 Aceros laminados y armados: CTE DB SE-A - Sin coeficientes de combinación Forjados de viguetas: EHE-08 Categorías de uso GjGkj PPk QiQki A. Zonas residenciales j 1 i 1 B. Zonas administrativas - Donde: E. Zonas de tráfico y aparcamiento para vehículos ligeros 3.- ACCIONES CONSIDERADAS Gk Acción permanente Pk Acción de pretensado 3.1.- Gravitatorias Qk Acción variable Sobrecarga de uso Cargas muertas G Coeficiente parcial de seguridad de las acciones permanentes Planta Categoría Valor (kN/m²) P Coeficiente parcial de seguridad de la acción de pretensado (kN/m²) Q,1 Coeficiente parcial de seguridad de la acción variable principal NSF 93.42 A 0.0 0.0 Q,i Coeficiente parcial de seguridad de las acciones variables de acompañamiento NSF 88.92 A 0.0 0.0 p,1 Coeficiente de combinación de la acción variable principal NSF 86.50 A 1.0 1.0 a,i Coeficiente de combinación de las acciones variables de acompañamiento NSF 81.50 A 0.0 0.0 NSF 75.78 --- 0.0 0.0 5.1.- Coeficientes parciales de seguridad ( ) y coeficientes de combinación ( ) 3.2.- Viento Para cada situación de proyecto y estado límite los coeficientes a utilizar serán: Sin acción de viento E.L.U. de rotura. Hormigón: EHE-08 3.3.- Sismo Persistente o transitoria Sin acción de sismo Coeficientes parciales de seguridad Coeficientes de combinación ( ) ( ) 3.4.- Hipótesis de carga Favorable Desfavorable Principal ( p) Acompañamiento ( a) Automáticas Peso propio Carga permanente (G) 1.000 1.350 - - Cargas muertas Sobrecarga (Q - Uso A) 0.000 1.500 1.000 0.700 Sobrecarga (Uso A) Sobrecarga (Q - Uso B) 0.000 1.500 1.000 0.700 Sobrecarga (Uso B) Sobrecarga (Q - Uso E) 0.000 1.500 1.000 0.700 Sobrecarga (Uso E) E.L.U. de rotura. Hormigón en cimentaciones: EHE-08 / CTE DB-SE C 4.- ESTADOS LÍMITE E.L.U. de rotura. Hormigón CTE Persistente o transitoria E.L.U. de rotura. Hormigón en cimentaciones Cota de nieve: Altitud inferior o igual a 1000 m Coeficientes parciales de seguridad Coeficientes de combinación ( ) Desplazamientos Acciones características ( ) Favorable Desfavorable Principal ( p) Acompañamiento ( a) Carga permanente (G) 1.000 1.600 - - Sobrecarga (Q - Uso A) 0.000 1.600 1.000 0.700 Sobrecarga (Q - Uso B) 0.000 1.600 1.000 0.700 Sobrecarga (Q - Uso E) 0.000 1.600 1.000 0.700 Página 1 Página 2 Listado de datos de la obra Listado de datos de la obra Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Desplazamientos E.L.U. de rotura. Hormigón en cimentaciones Comb. PP CM Qa (A) Qa (B) Qa (E) Característica 1 1.000 1.000 Coeficientes parciales de seguridad Coeficientes de combinación ( ) 2 1.600 1.600 ( ) 3 1.000 1.000 1.600 Favorable Desfavorable Principal ( p) Acompañamiento ( a) 4 1.600 1.600 1.600 Carga permanente (G) 1.000 1.000 - - 5 1.000 1.000 1.600 Sobrecarga (Q - Uso A) 0.000 1.000 1.000 1.000 6 1.600 1.600 1.600 Sobrecarga (Q - Uso B) 0.000 1.000 1.000 1.000 7 1.000 1.000 1.120 1.600 Sobrecarga (Q - Uso E) 0.000 1.000 1.000 1.000 8 1.600 1.600 1.120 1.600 9 1.000 1.000 1.600 1.120 5.2.- Combinaciones 10 1.600 1.600 1.600 1.120 Nombres de las hipótesis 11 1.000 1.000 1.600 PP Peso propio 12 1.600 1.600 1.600 CM Cargas muertas 13 1.000 1.000 1.120 1.600 Qa (A) Sobrecarga (Uso A. Zonas residenciales) 14 1.600 1.600 1.120 1.600 Qa (B) Sobrecarga (Uso B. Zonas administrativas) 15 1.000 1.000 1.120 1.600 Qa (E) Sobrecarga (Uso E. Zonas de tráfico y aparcamiento para vehículos ligeros) 16 1.600 1.600 1.120 1.600 17 1.000 1.000 1.120 1.120 1.600 E.L.U. de rotura. Hormigón 18 1.600 1.600 1.120 1.120 1.600 19 1.000 1.000 1.600 1.120 Comb. PP CM Qa (A) Qa (B) Qa (E) 20 1.600 1.600 1.600 1.120 1 1.000 1.000 21 1.000 1.000 1.600 1.120 2 1.350 1.350 22 1.600 1.600 1.600 1.120 3 1.000 1.000 1.500 23 1.000 1.000 1.120 1.600 1.120 4 1.350 1.350 1.500 24 1.600 1.600 1.120 1.600 1.120 5 1.000 1.000 1.500 25 1.000 1.000 1.600 1.120 1.120 6 1.350 1.350 1.500 26 1.600 1.600 1.600 1.120 1.120 7 1.000 1.000 1.050 1.500 8 1.350 1.350 1.050 1.500 Desplazamientos 9 1.000 1.000 1.500 1.050 10 1.350 1.350 1.500 1.050 Comb. PP CM Qa (A) Qa (B) Qa (E) 11 1.000 1.000 1.500 1 1.000 1.000 12 1.350 1.350 1.500 2 1.000 1.000 1.000 13 1.000 1.000 1.050 1.500 3 1.000 1.000 1.000 14 1.350 1.350 1.050 1.500 4 1.000 1.000 1.000 1.000 15 1.000 1.000 1.050 1.500 5 1.000 1.000 1.000 16 1.350 1.350 1.050 1.500 6 1.000 1.000 1.000 1.000 17 1.000 1.000 1.050 1.050 1.500 7 1.000 1.000 1.000 1.000 18 1.350 1.350 1.050 1.050 1.500 8 1.000 1.000 1.000 1.000 1.000 19 1.000 1.000 1.500 1.050 20 1.350 1.350 1.500 1.050 6.- DATOS GEOMÉTRICOS DE GRUPOS Y PLANTAS 21 1.000 1.000 1.500 1.050 22 1.350 1.350 1.500 1.050 Grupo Nombre del grupo Planta Nombre planta Altura Cota 23 1.000 1.000 1.050 1.500 1.050 4 NSF 93.42 4 NSF 93.42 4.50 17.64 24 1.350 1.350 1.050 1.500 1.050 3 NSF 88.92 3 NSF 88.92 2.42 13.14 25 1.000 1.000 1.500 1.050 1.050 2 NSF 86.50 2 NSF 86.50 5.00 10.72 26 1.350 1.350 1.500 1.050 1.050 1 NSF 81.50 1 NSF 81.50 5.72 5.72 Página 3 Página 4 Listado de datos de la obra Listado de datos de la obra Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Desplazamientos E.L.U. de rotura. Hormigón en cimentaciones Comb. PP CM Qa (A) Qa (B) Qa (E) Característica 1 1.000 1.000 Coeficientes parciales de seguridad Coeficientes de combinación ( ) 2 1.600 1.600 ( ) 3 1.000 1.000 1.600 Favorable Desfavorable Principal ( p) Acompañamiento ( a) 4 1.600 1.600 1.600 Carga permanente (G) 1.000 1.000 - - 5 1.000 1.000 1.600 Sobrecarga (Q - Uso A) 0.000 1.000 1.000 1.000 6 1.600 1.600 1.600 Sobrecarga (Q - Uso B) 0.000 1.000 1.000 1.000 7 1.000 1.000 1.120 1.600 Sobrecarga (Q - Uso E) 0.000 1.000 1.000 1.000 8 1.600 1.600 1.120 1.600 9 1.000 1.000 1.600 1.120 5.2.- Combinaciones 10 1.600 1.600 1.600 1.120 Nombres de las hipótesis 11 1.000 1.000 1.600 PP Peso propio 12 1.600 1.600 1.600 CM Cargas muertas 13 1.000 1.000 1.120 1.600 Qa (A) Sobrecarga (Uso A. Zonas residenciales) 14 1.600 1.600 1.120 1.600 Qa (B) Sobrecarga (Uso B. Zonas administrativas) 15 1.000 1.000 1.120 1.600 Qa (E) Sobrecarga (Uso E. Zonas de tráfico y aparcamiento para vehículos ligeros) 16 1.600 1.600 1.120 1.600 17 1.000 1.000 1.120 1.120 1.600 E.L.U. de rotura. Hormigón 18 1.600 1.600 1.120 1.120 1.600 19 1.000 1.000 1.600 1.120 Comb. PP CM Qa (A) Qa (B) Qa (E) 20 1.600 1.600 1.600 1.120 1 1.000 1.000 21 1.000 1.000 1.600 1.120 2 1.350 1.350 22 1.600 1.600 1.600 1.120 3 1.000 1.000 1.500 23 1.000 1.000 1.120 1.600 1.120 4 1.350 1.350 1.500 24 1.600 1.600 1.120 1.600 1.120 5 1.000 1.000 1.500 25 1.000 1.000 1.600 1.120 1.120 6 1.350 1.350 1.500 26 1.600 1.600 1.600 1.120 1.120 7 1.000 1.000 1.050 1.500 8 1.350 1.350 1.050 1.500 Desplazamientos 9 1.000 1.000 1.500 1.050 10 1.350 1.350 1.500 1.050 Comb. PP CM Qa (A) Qa (B) Qa (E) 11 1.000 1.000 1.500 1 1.000 1.000 12 1.350 1.350 1.500 2 1.000 1.000 1.000 13 1.000 1.000 1.050 1.500 3 1.000 1.000 1.000 14 1.350 1.350 1.050 1.500 4 1.000 1.000 1.000 1.000 15 1.000 1.000 1.050 1.500 5 1.000 1.000 1.000 16 1.350 1.350 1.050 1.500 6 1.000 1.000 1.000 1.000 17 1.000 1.000 1.050 1.050 1.500 7 1.000 1.000 1.000 1.000 18 1.350 1.350 1.050 1.050 1.500 8 1.000 1.000 1.000 1.000 1.000 19 1.000 1.000 1.500 1.050 20 1.350 1.350 1.500 1.050 6.- DATOS GEOMÉTRICOS DE GRUPOS Y PLANTAS 21 1.000 1.000 1.500 1.050 22 1.350 1.350 1.500 1.050 Grupo Nombre del grupo Planta Nombre planta Altura Cota 23 1.000 1.000 1.050 1.500 1.050 4 NSF 93.42 4 NSF 93.42 4.50 17.64 24 1.350 1.350 1.050 1.500 1.050 3 NSF 88.92 3 NSF 88.92 2.42 13.14 25 1.000 1.000 1.500 1.050 1.050 2 NSF 86.50 2 NSF 86.50 5.00 10.72 26 1.350 1.350 1.500 1.050 1.050 1 NSF 81.50 1 NSF 81.50 5.72 5.72 Página 3 Página 4 Listado de datos de la obra Listado de datos de la obra Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Grupo Nombre del grupo Planta Nombre planta Altura Cota Grupo Tipo Coordenadas del centro del paño 0 NSF 75.78 0.00 145.62, 7.46 NSF 88.92 40+5 145.62, 12.72 108.21, 14.64 7.- LISTADO DE PAÑOS 9.82, 18.39 69.79, 4.21 Tipos de forjados considerados PLACA 50+15 34.96, 1.24 58.45, 4.22 Nombre Descripción 8.58, 5.69 40+5 FORJADO DE VIGUETAS DE HORMIGÓN 63+10 108.22, 5.56 Canto de bovedilla: 40 cm Espesor capa compresión: 5 cm 23.73, 10.32 Intereje: 120 cm NSF 93.42 40+5 18.59, 7.19 Bovedilla: Genérica 39.91, 6.89 Ancho del nervio: 12 cm 23.77, 4.34 Volumen de hormigón: 0.103 m³/m² 3.25, 4.83 Peso propio: 6.3 kN/m² 12.97, 17.98 Incremento del ancho del nervio: 3 cm 51.31, 3.53 Comprobación de flecha: Como vigueta pretensada 7.05, 23.41 Rigidez fisurada: 50 % rigidez bruta PLACA 50+15 69.29, 1.48 63+10 FORJADO DE VIGUETAS DE HORMIGÓN 72.68, 4.61 Canto de bovedilla: 63 cm 6.46, 16.32 Espesor capa compresión: 10 cm 69.29, 7.14 Intereje: 120 cm 12.34, 6.26 Bovedilla: Genérica 5.08, 9.41 Ancho del nervio: 12 cm 23.78, 15.19 Volumen de hormigón: 0.184 m³/m² 18.59, 17.73 Peso propio: 10 kN/m² 45.90, 16.01 Incremento del ancho del nervio: 3 cm 63+10 23.63, 22.25 Comprobación de flecha: Como vigueta pretensada 70.16, 12.84 Rigidez fisurada: 50 % rigidez bruta 66.86, 9.46 PLACA 50+15 FORJADO DE VIGUETAS DE HORMIGÓN 66.86, 16.28 Canto de bovedilla: 50 cm Espesor capa compresión: 15 cm Intereje: 150 cm 8.- MATERIALES UTILIZADOS Bovedilla: Genérica Ancho del nervio: 12 cm 8.1.- Hormigones Volumen de hormigón: 0.203 m³/m² Peso propio: 9.6 kN/m² Árido Incremento del ancho del nervio: 3 cm f EElemento Hormigón ck cc Tamaño máximo Comprobación de flecha: Como vigueta pretensada (MPa) Naturaleza (MPa)(mm) Rigidez fisurada: 50 % rigidez bruta Forjados HA-30 30 1.50 Cuarcita 15 28577 Pilares y pantallas HA-30 30 1.50 Cuarcita 15 28577 Muros HA-25 25 1.50 Cuarcita 15 27264 8.2.- Aceros por elemento y posición 8.2.1.- Aceros en barras Elemento Acero fyk (MPa) s Todos B 500 S 500 1.15 Página 5 Página 6 Listado de datos de la obra Listado de datos de la obra Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Grupo Nombre del grupo Planta Nombre planta Altura Cota Grupo Tipo Coordenadas del centro del paño 0 NSF 75.78 0.00 145.62, 7.46 NSF 88.92 40+5 145.62, 12.72 108.21, 14.64 7.- LISTADO DE PAÑOS 9.82, 18.39 69.79, 4.21 Tipos de forjados considerados PLACA 50+15 34.96, 1.24 58.45, 4.22 Nombre Descripción 8.58, 5.69 40+5 FORJADO DE VIGUETAS DE HORMIGÓN 63+10 108.22, 5.56 Canto de bovedilla: 40 cm Espesor capa compresión: 5 cm 23.73, 10.32 Intereje: 120 cm NSF 93.42 40+5 18.59, 7.19 Bovedilla: Genérica 39.91, 6.89 Ancho del nervio: 12 cm 23.77, 4.34 Volumen de hormigón: 0.103 m³/m² 3.25, 4.83 Peso propio: 6.3 kN/m² 12.97, 17.98 Incremento del ancho del nervio: 3 cm 51.31, 3.53 Comprobación de flecha: Como vigueta pretensada 7.05, 23.41 Rigidez fisurada: 50 % rigidez bruta PLACA 50+15 69.29, 1.48 63+10 FORJADO DE VIGUETAS DE HORMIGÓN 72.68, 4.61 Canto de bovedilla: 63 cm 6.46, 16.32 Espesor capa compresión: 10 cm 69.29, 7.14 Intereje: 120 cm 12.34, 6.26 Bovedilla: Genérica 5.08, 9.41 Ancho del nervio: 12 cm 23.78, 15.19 Volumen de hormigón: 0.184 m³/m² 18.59, 17.73 Peso propio: 10 kN/m² 45.90, 16.01 Incremento del ancho del nervio: 3 cm 63+10 23.63, 22.25 Comprobación de flecha: Como vigueta pretensada 70.16, 12.84 Rigidez fisurada: 50 % rigidez bruta 66.86, 9.46 PLACA 50+15 FORJADO DE VIGUETAS DE HORMIGÓN 66.86, 16.28 Canto de bovedilla: 50 cm Espesor capa compresión: 15 cm Intereje: 150 cm 8.- MATERIALES UTILIZADOS Bovedilla: Genérica Ancho del nervio: 12 cm 8.1.- Hormigones Volumen de hormigón: 0.203 m³/m² Peso propio: 9.6 kN/m² Árido Incremento del ancho del nervio: 3 cm f EElemento Hormigón ck cc Tamaño máximo Comprobación de flecha: Como vigueta pretensada (MPa) Naturaleza (MPa)(mm) Rigidez fisurada: 50 % rigidez bruta Forjados HA-30 30 1.50 Cuarcita 15 28577 Pilares y pantallas HA-30 30 1.50 Cuarcita 15 28577 Muros HA-25 25 1.50 Cuarcita 15 27264 8.2.- Aceros por elemento y posición 8.2.1.- Aceros en barras Elemento Acero fyk (MPa) s Todos B 500 S 500 1.15 Página 5 Página 6 Listado de datos de la obra Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 8.2.2.- Aceros en perfiles 1.- ESFUERZOS DE PILARES, PANTALLAS Y MUROS POR HIPÓTESIS Límite elástico Módulo de elasticidad Tramo: Nivel inicial / nivel final del tramo entre plantas.Tipo de acero para perfiles Acero (MPa) (GPa) Nota: Acero conformado S235 235 210 Los esfuerzos están referidos a ejes locales del pilar. Acero laminado S275 275 210 Base Cabeza Soporte Planta Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) A'-1 NSF 93.42 50x90 13.14/17.14 Peso propio 1170.8 -12.2 -23.5 -0.3 -36.0 0.0 1126.6 -10.9 120.3 -0.3 -36.0 0.0 Cargas muertas 4490.4 15.4 -102.4 16.2 -110.6 0.0 4490.4 -49.5 339.9 16.2 -110.6 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) -29.1 -4.4 -53.1 -1.2 -13.2 0.0 -29.1 0.4 -0.3 -1.2 -13.2 0.0 Sobrecarga (Uso E) 414.4 0.5 255.0 1.2 57.7 0.0 414.4 -4.4 24.0 1.2 57.7 0.0 A'-8 NSF 93.42 180x45 12.44/12.49 Peso propio 1977.3 -122.7 29.0 1587.9 -120.8 0.0 1976.4 -202.2 35.0 1587.9 -120.8 0.0 Cargas muertas 3475.0 -205.1 36.7 2733.8 -243.8 0.0 3475.0 -342.1 48.9 2733.8 -243.8 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 174.1 -9.4 1.4 127.6 -7.7 0.0 174.1 -15.8 1.8 127.6 -7.7 0.0 Sobrecarga (Uso E) 333.9 -19.7 3.5 263.1 -23.6 0.0 333.9 -32.9 4.7 263.1 -23.6 0.0 NSF 88.92 180x45 10.72/12.44 Peso propio 2011.5 -12.1 5.3 64.3 -13.8 -0.0 1977.3 -122.7 29.0 64.3 -13.8 -0.0 Cargas muertas 3475.0 -20.3 6.6 107.5 -17.5 -0.0 3475.0 -205.1 36.7 107.5 -17.5 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 174.1 -0.9 0.2 4.9 -0.7 0.0 174.1 -9.4 1.4 4.9 -0.7 0.0 Sobrecarga (Uso E) 333.9 -2.0 0.6 10.3 -1.7 -0.0 333.9 -19.7 3.5 10.3 -1.7 -0.0 NSF 86.50 180x45 5.72/10.72 Peso propio 2110.8 309.3 -63.5 64.3 -13.8 0.0 2011.5 -12.1 5.3 64.3 -13.8 0.0 Cargas muertas 3475.0 517.1 -81.0 107.5 -17.5 0.0 3475.0 -20.3 6.6 107.5 -17.5 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 174.1 23.6 -3.0 4.9 -0.7 -0.0 174.1 -0.9 0.2 4.9 -0.7 -0.0 Sobrecarga (Uso E) 333.9 49.8 -7.8 10.3 -1.7 0.0 333.9 -2.0 0.6 10.3 -1.7 0.0 A'-9 NSF 93.42 180x45 12.36/12.41 Peso propio 2091.9 -0.4 28.9 -1310 -145.5 0.0 2090.9 65.2 36.2 -1310 -145.5 0.0 Cargas muertas 3430.1 -0.8 30.2 -2302 -182.5 0.0 3430.1 114.5 39.3 -2302 -182.5 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 175.8 -0.0 1.5 -104.4 -16.6 0.0 175.8 5.2 2.4 -104.4 -16.6 0.0 Sobrecarga (Uso E) 329.9 -0.1 2.9 -221.9 -17.1 0.0 329.9 11.0 3.8 -221.9 -17.1 0.0 NSF 88.92 180x45 10.72/12.36 Peso propio 2124.5 -0.3 6.1 0.1 -13.9 -0.0 2091.9 -0.4 28.9 0.1 -13.9 -0.0 Cargas muertas 3430.1 -0.6 6.3 0.1 -14.6 -0.0 3430.1 -0.8 30.2 0.1 -14.6 -0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 175.8 -0.0 0.3 0.0 -0.8 -0.0 175.8 -0.0 1.5 0.0 -0.8 -0.0 Sobrecarga (Uso E) 329.9 -0.1 0.6 0.0 -1.4 -0.0 329.9 -0.1 2.9 0.0 -1.4 -0.0 NSF 86.50 180x45 5.72/10.72 Peso propio 2223.8 0.0 -63.5 0.1 -13.9 0.0 2124.5 -0.3 6.1 0.1 -13.9 0.0 Cargas muertas 3430.1 0.0 -66.5 0.1 -14.6 0.0 3430.1 -0.6 6.3 0.1 -14.6 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 175.8 0.0 -3.4 0.0 -0.8 0.0 175.8 -0.0 0.3 0.0 -0.8 0.0 Sobrecarga (Uso E) 329.9 0.0 -6.4 0.0 -1.4 0.0 329.9 -0.1 0.6 0.0 -1.4 0.0 A-1 NSF 88.92 65x280 10.72/11.34 Peso propio 3148.2 -9.4 -1177 3.3 351.9 -0.0 3120.5 -11.4 -1396 3.3 351.9 -0.0 Cargas muertas 5195.4 4.2 -2391 -1.4 714.6 -0.0 5195.4 5.1 -2834 -1.4 714.6 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 598.8 17.9 -153.0 -6.0 45.7 0.0 598.8 21.6 -181.3 -6.0 45.7 0.0 Sobrecarga (Uso E) 706.0 -84.6 -370.6 28.4 110.8 -0.0 706.0 -102.2 -439.3 28.4 110.8 -0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 3371.4 6.9 582.1 3.3 351.9 0.0 3148.2 -9.4 -1177 3.3 351.9 0.0 Cargas muertas 5195.4 -2.9 1182.2 -1.4 714.6 0.0 5195.4 4.2 -2391 -1.4 714.6 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 598.8 -12.2 75.6 -6.0 45.7 -0.0 598.8 17.9 -153.0 -6.0 45.7 -0.0 Sobrecarga (Uso E) 706.0 57.5 183.2 28.4 110.8 0.0 706.0 -84.6 -370.6 28.4 110.8 0.0 NSF 81.50 65x280 0.00/4.72 Peso propio 4192.4 -2.3 -162.4 -1.3 -130.2 0.0 3981.8 3.8 452.0 -1.3 -130.2 0.0 Cargas muertas 5195.4 1.3 -329.7 0.7 -264.3 0.0 5195.4 -2.1 917.8 0.7 -264.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 598.8 5.5 -21.1 3.1 -16.9 0.0 598.8 -9.1 58.7 3.1 -16.9 0.0 Sobrecarga (Uso E) 706.0 -25.9 -51.1 -14.6 -41.0 0.0 706.0 42.9 142.3 -14.6 -41.0 0.0 A-2 NSF 93.42 65x280 13.14/16.14 Peso propio 1963.7 66.9 525.9 31.0 381.0 0.0 1829.8 -26.1 -617.1 31.0 381.0 0.0 Cargas muertas 6420.7 199.8 1423.2 140.3 1257.2 0.0 6420.7 -221.2 -2348 140.3 1257.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 13.3 5.6 102.2 1.1 37.5 0.0 13.3 2.5 -10.3 1.1 37.5 0.0 Sobrecarga (Uso E) 643.5 19.6 138.8 13.7 128.8 0.0 643.5 -21.6 -247.6 13.7 128.8 0.0 NSF 88.92 65x280 10.72/11.34 Peso propio 2025.6 -23.1 343.8 5.1 -97.3 -0.0 1997.9 -26.3 404.2 5.1 -97.3 -0.0 Cargas muertas 5363.1 124.7 1819.7 -44.0 -515.0 0.0 5363.1 152.0 2139.0 -44.0 -515.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 119.1 -8.9 -76.9 2.9 21.8 -0.0 119.1 -10.7 -90.3 2.9 21.8 -0.0 Sobrecarga (Uso E) 502.2 12.0 201.8 -4.3 -57.1 0.0 502.2 14.7 237.2 -4.3 -57.1 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 2248.7 2.3 -142.6 5.1 -97.3 0.0 2025.6 -23.1 343.8 5.1 -97.3 0.0 Cargas muertas 5363.1 -95.3 -755.3 -44.0 -515.0 -0.0 5363.1 124.7 1819.7 -44.0 -515.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 119.1 5.6 31.9 2.9 21.8 0.0 119.1 -8.9 -76.9 2.9 21.8 0.0 Sobrecarga (Uso E) 502.2 -9.2 -83.8 -4.3 -57.1 -0.0 502.2 12.0 201.8 -4.3 -57.1 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 3269.9 -28.3 37.2 -16.9 31.6 0.0 3081.6 43.2 -96.0 -16.9 31.6 0.0 Cargas muertas 5603.3 7.1 196.1 4.2 166.5 0.0 5603.3 -10.8 -506.5 4.2 166.5 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 121.9 -2.7 -8.3 -1.6 -7.0 0.0 121.9 4.1 21.4 -1.6 -7.0 0.0 Sobrecarga (Uso E) 525.6 0.7 21.7 0.4 18.5 0.0 525.6 -1.0 -56.2 0.4 18.5 0.0 A-3 NSF 93.42 65x280 13.14/16.14 Peso propio 951.9 -58.6 8.7 14.8 -2.3 -0.0 818.0 -103.1 15.6 14.8 -2.3 -0.0 Cargas muertas 2583.2 -260.2 90.0 70.4 -23.6 -0.0 2583.2 -471.3 160.8 70.4 -23.6 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 7.4 0.1 -3.7 -0.0 1.0 -0.0 7.4 0.2 -6.6 -0.0 1.0 -0.0 Sobrecarga (Uso E) 247.6 -25.5 11.1 6.9 -2.9 -0.0 247.6 -46.2 19.9 6.9 -2.9 -0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 1059.9 -22.8 3.1 14.8 -2.3 -0.0 951.9 -58.6 8.7 14.8 -2.3 -0.0 Cargas muertas 2583.2 -90.0 32.9 70.4 -23.6 -0.0 2583.2 -260.2 90.0 70.4 -23.6 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 7.4 -0.0 -1.4 -0.0 1.0 0.0 7.4 0.1 -3.7 -0.0 1.0 0.0 Sobrecarga (Uso E) 247.6 -8.8 4.1 6.9 -2.9 -0.0 247.6 -25.5 11.1 6.9 -2.9 -0.0 Página 7 Página 1 Listado de datos de la obra Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 8.2.2.- Aceros en perfiles 1.- ESFUERZOS DE PILARES, PANTALLAS Y MUROS POR HIPÓTESIS Límite elástico Módulo de elasticidad Tramo: Nivel inicial / nivel final del tramo entre plantas.Tipo de acero para perfiles Acero (MPa) (GPa) Nota: Acero conformado S235 235 210 Los esfuerzos están referidos a ejes locales del pilar. Acero laminado S275 275 210 Base Cabeza Soporte Planta Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) A'-1 NSF 93.42 50x90 13.14/17.14 Peso propio 1170.8 -12.2 -23.5 -0.3 -36.0 0.0 1126.6 -10.9 120.3 -0.3 -36.0 0.0 Cargas muertas 4490.4 15.4 -102.4 16.2 -110.6 0.0 4490.4 -49.5 339.9 16.2 -110.6 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) -29.1 -4.4 -53.1 -1.2 -13.2 0.0 -29.1 0.4 -0.3 -1.2 -13.2 0.0 Sobrecarga (Uso E) 414.4 0.5 255.0 1.2 57.7 0.0 414.4 -4.4 24.0 1.2 57.7 0.0 A'-8 NSF 93.42 180x45 12.44/12.49 Peso propio 1977.3 -122.7 29.0 1587.9 -120.8 0.0 1976.4 -202.2 35.0 1587.9 -120.8 0.0 Cargas muertas 3475.0 -205.1 36.7 2733.8 -243.8 0.0 3475.0 -342.1 48.9 2733.8 -243.8 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 174.1 -9.4 1.4 127.6 -7.7 0.0 174.1 -15.8 1.8 127.6 -7.7 0.0 Sobrecarga (Uso E) 333.9 -19.7 3.5 263.1 -23.6 0.0 333.9 -32.9 4.7 263.1 -23.6 0.0 NSF 88.92 180x45 10.72/12.44 Peso propio 2011.5 -12.1 5.3 64.3 -13.8 -0.0 1977.3 -122.7 29.0 64.3 -13.8 -0.0 Cargas muertas 3475.0 -20.3 6.6 107.5 -17.5 -0.0 3475.0 -205.1 36.7 107.5 -17.5 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 174.1 -0.9 0.2 4.9 -0.7 0.0 174.1 -9.4 1.4 4.9 -0.7 0.0 Sobrecarga (Uso E) 333.9 -2.0 0.6 10.3 -1.7 -0.0 333.9 -19.7 3.5 10.3 -1.7 -0.0 NSF 86.50 180x45 5.72/10.72 Peso propio 2110.8 309.3 -63.5 64.3 -13.8 0.0 2011.5 -12.1 5.3 64.3 -13.8 0.0 Cargas muertas 3475.0 517.1 -81.0 107.5 -17.5 0.0 3475.0 -20.3 6.6 107.5 -17.5 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 174.1 23.6 -3.0 4.9 -0.7 -0.0 174.1 -0.9 0.2 4.9 -0.7 -0.0 Sobrecarga (Uso E) 333.9 49.8 -7.8 10.3 -1.7 0.0 333.9 -2.0 0.6 10.3 -1.7 0.0 A'-9 NSF 93.42 180x45 12.36/12.41 Peso propio 2091.9 -0.4 28.9 -1310 -145.5 0.0 2090.9 65.2 36.2 -1310 -145.5 0.0 Cargas muertas 3430.1 -0.8 30.2 -2302 -182.5 0.0 3430.1 114.5 39.3 -2302 -182.5 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 175.8 -0.0 1.5 -104.4 -16.6 0.0 175.8 5.2 2.4 -104.4 -16.6 0.0 Sobrecarga (Uso E) 329.9 -0.1 2.9 -221.9 -17.1 0.0 329.9 11.0 3.8 -221.9 -17.1 0.0 NSF 88.92 180x45 10.72/12.36 Peso propio 2124.5 -0.3 6.1 0.1 -13.9 -0.0 2091.9 -0.4 28.9 0.1 -13.9 -0.0 Cargas muertas 3430.1 -0.6 6.3 0.1 -14.6 -0.0 3430.1 -0.8 30.2 0.1 -14.6 -0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 175.8 -0.0 0.3 0.0 -0.8 -0.0 175.8 -0.0 1.5 0.0 -0.8 -0.0 Sobrecarga (Uso E) 329.9 -0.1 0.6 0.0 -1.4 -0.0 329.9 -0.1 2.9 0.0 -1.4 -0.0 NSF 86.50 180x45 5.72/10.72 Peso propio 2223.8 0.0 -63.5 0.1 -13.9 0.0 2124.5 -0.3 6.1 0.1 -13.9 0.0 Cargas muertas 3430.1 0.0 -66.5 0.1 -14.6 0.0 3430.1 -0.6 6.3 0.1 -14.6 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 175.8 0.0 -3.4 0.0 -0.8 0.0 175.8 -0.0 0.3 0.0 -0.8 0.0 Sobrecarga (Uso E) 329.9 0.0 -6.4 0.0 -1.4 0.0 329.9 -0.1 0.6 0.0 -1.4 0.0 A-1 NSF 88.92 65x280 10.72/11.34 Peso propio 3148.2 -9.4 -1177 3.3 351.9 -0.0 3120.5 -11.4 -1396 3.3 351.9 -0.0 Cargas muertas 5195.4 4.2 -2391 -1.4 714.6 -0.0 5195.4 5.1 -2834 -1.4 714.6 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 598.8 17.9 -153.0 -6.0 45.7 0.0 598.8 21.6 -181.3 -6.0 45.7 0.0 Sobrecarga (Uso E) 706.0 -84.6 -370.6 28.4 110.8 -0.0 706.0 -102.2 -439.3 28.4 110.8 -0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 3371.4 6.9 582.1 3.3 351.9 0.0 3148.2 -9.4 -1177 3.3 351.9 0.0 Cargas muertas 5195.4 -2.9 1182.2 -1.4 714.6 0.0 5195.4 4.2 -2391 -1.4 714.6 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 598.8 -12.2 75.6 -6.0 45.7 -0.0 598.8 17.9 -153.0 -6.0 45.7 -0.0 Sobrecarga (Uso E) 706.0 57.5 183.2 28.4 110.8 0.0 706.0 -84.6 -370.6 28.4 110.8 0.0 NSF 81.50 65x280 0.00/4.72 Peso propio 4192.4 -2.3 -162.4 -1.3 -130.2 0.0 3981.8 3.8 452.0 -1.3 -130.2 0.0 Cargas muertas 5195.4 1.3 -329.7 0.7 -264.3 0.0 5195.4 -2.1 917.8 0.7 -264.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 598.8 5.5 -21.1 3.1 -16.9 0.0 598.8 -9.1 58.7 3.1 -16.9 0.0 Sobrecarga (Uso E) 706.0 -25.9 -51.1 -14.6 -41.0 0.0 706.0 42.9 142.3 -14.6 -41.0 0.0 A-2 NSF 93.42 65x280 13.14/16.14 Peso propio 1963.7 66.9 525.9 31.0 381.0 0.0 1829.8 -26.1 -617.1 31.0 381.0 0.0 Cargas muertas 6420.7 199.8 1423.2 140.3 1257.2 0.0 6420.7 -221.2 -2348 140.3 1257.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 13.3 5.6 102.2 1.1 37.5 0.0 13.3 2.5 -10.3 1.1 37.5 0.0 Sobrecarga (Uso E) 643.5 19.6 138.8 13.7 128.8 0.0 643.5 -21.6 -247.6 13.7 128.8 0.0 NSF 88.92 65x280 10.72/11.34 Peso propio 2025.6 -23.1 343.8 5.1 -97.3 -0.0 1997.9 -26.3 404.2 5.1 -97.3 -0.0 Cargas muertas 5363.1 124.7 1819.7 -44.0 -515.0 0.0 5363.1 152.0 2139.0 -44.0 -515.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 119.1 -8.9 -76.9 2.9 21.8 -0.0 119.1 -10.7 -90.3 2.9 21.8 -0.0 Sobrecarga (Uso E) 502.2 12.0 201.8 -4.3 -57.1 0.0 502.2 14.7 237.2 -4.3 -57.1 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 2248.7 2.3 -142.6 5.1 -97.3 0.0 2025.6 -23.1 343.8 5.1 -97.3 0.0 Cargas muertas 5363.1 -95.3 -755.3 -44.0 -515.0 -0.0 5363.1 124.7 1819.7 -44.0 -515.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 119.1 5.6 31.9 2.9 21.8 0.0 119.1 -8.9 -76.9 2.9 21.8 0.0 Sobrecarga (Uso E) 502.2 -9.2 -83.8 -4.3 -57.1 -0.0 502.2 12.0 201.8 -4.3 -57.1 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 3269.9 -28.3 37.2 -16.9 31.6 0.0 3081.6 43.2 -96.0 -16.9 31.6 0.0 Cargas muertas 5603.3 7.1 196.1 4.2 166.5 0.0 5603.3 -10.8 -506.5 4.2 166.5 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 121.9 -2.7 -8.3 -1.6 -7.0 0.0 121.9 4.1 21.4 -1.6 -7.0 0.0 Sobrecarga (Uso E) 525.6 0.7 21.7 0.4 18.5 0.0 525.6 -1.0 -56.2 0.4 18.5 0.0 A-3 NSF 93.42 65x280 13.14/16.14 Peso propio 951.9 -58.6 8.7 14.8 -2.3 -0.0 818.0 -103.1 15.6 14.8 -2.3 -0.0 Cargas muertas 2583.2 -260.2 90.0 70.4 -23.6 -0.0 2583.2 -471.3 160.8 70.4 -23.6 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 7.4 0.1 -3.7 -0.0 1.0 -0.0 7.4 0.2 -6.6 -0.0 1.0 -0.0 Sobrecarga (Uso E) 247.6 -25.5 11.1 6.9 -2.9 -0.0 247.6 -46.2 19.9 6.9 -2.9 -0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 1059.9 -22.8 3.1 14.8 -2.3 -0.0 951.9 -58.6 8.7 14.8 -2.3 -0.0 Cargas muertas 2583.2 -90.0 32.9 70.4 -23.6 -0.0 2583.2 -260.2 90.0 70.4 -23.6 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 7.4 -0.0 -1.4 -0.0 1.0 0.0 7.4 0.1 -3.7 -0.0 1.0 0.0 Sobrecarga (Uso E) 247.6 -8.8 4.1 6.9 -2.9 -0.0 247.6 -25.5 11.1 6.9 -2.9 -0.0 Página 7 Página 1 Esfuerzos y armados de pilares, pantallas y muros Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Base Cabeza Base Cabeza Soporte Planta Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T Soporte Planta Dimensión Tramo (cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) NSF 86.50 65x280 5.72/10.72 Peso propio 1283.1 51.4 -8.4 14.8 -2.3 0.0 1059.9 -22.8 3.1 14.8 -2.3 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 1209.4 -9.4 -8.9 -19.6 8.1 0.0 1101.4 38.0 -28.3 -19.6 8.1 0.0 Cargas muertas 2583.2 261.8 -85.1 70.4 -23.6 0.0 2583.2 -90.0 32.9 70.4 -23.6 0.0 Cargas muertas 3383.0 -63.6 -108.0 16.9 82.3 -0.0 3383.0 -104.5 -307.1 16.9 82.3 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 7.4 -0.3 3.5 -0.0 1.0 -0.0 7.4 -0.0 -1.4 -0.0 1.0 -0.0 Sobrecarga (Uso B) 18.4 0.1 0.4 -2.0 -0.2 0.0 18.4 5.0 0.8 -2.0 -0.2 0.0 Sobrecarga (Uso E) 247.6 25.7 -10.5 6.9 -2.9 0.0 247.6 -8.8 4.1 6.9 -2.9 0.0 Sobrecarga (Uso E) 330.9 -6.2 -10.6 1.7 8.1 -0.0 330.9 -10.4 -30.1 1.7 8.1 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2323.2 -52.4 2.0 -31.4 1.7 0.0 2134.8 79.9 -5.1 -31.4 1.7 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1432.6 -107.3 31.4 -19.6 8.1 -0.0 1209.4 -9.4 -8.9 -19.6 8.1 -0.0 Cargas muertas 2891.0 -149.3 21.8 -89.4 18.5 0.0 2891.0 227.8 -56.4 -89.4 18.5 0.0 Cargas muertas 3383.0 21.0 303.5 16.9 82.3 0.0 3383.0 -63.6 -108.0 16.9 82.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso B) 10.7 -0.3 -0.9 -0.2 -0.8 0.0 10.7 0.5 2.3 -0.2 -0.8 0.0 Sobrecarga (Uso B) 18.4 -10.0 -0.5 -2.0 -0.2 -0.0 18.4 0.1 0.4 -2.0 -0.2 -0.0 Sobrecarga (Uso E) 277.6 -14.6 2.7 -8.7 2.3 0.0 277.6 22.3 -7.0 -8.7 2.3 0.0 Sobrecarga (Uso E) 330.9 2.5 29.8 1.7 8.1 0.0 330.9 -6.2 -10.6 1.7 8.1 0.0 A-4 NSF 93.42 65x280 13.14/16.14 Peso propio 957.8 -107.7 -62.9 28.4 16.5 0.0 823.9 -192.9 -112.2 28.4 16.5 0.0 NSF 81.50 65x280 0.00/3.72 Peso propio 4255.2 -206.8 -2.2 -134.7 -2.0 0.0 4089.2 294.4 5.4 -134.7 -2.0 0.0 Cargas muertas 3597.7 -447.7 -44.3 122.3 11.6 0.0 3597.7 -814.5 -79.1 122.3 11.6 0.0 Cargas muertas 6479.2 -376.8 -62.5 -245.5 -58.2 0.0 6479.2 536.3 154.1 -245.5 -58.2 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) -1.8 0.0 0.8 -0.0 -0.2 -0.0 -1.8 0.1 1.5 -0.0 -0.2 -0.0 Sobrecarga (Uso B) 158.8 -13.1 0.5 -8.5 0.4 0.0 158.8 18.6 -1.1 -8.5 0.4 0.0 Sobrecarga (Uso E) 353.8 -43.9 -4.8 12.0 1.3 0.0 353.8 -79.9 -8.6 12.0 1.3 0.0 Sobrecarga (Uso E) 628.9 -36.4 -6.2 -23.7 -5.7 0.0 628.9 51.8 15.2 -23.7 -5.7 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 1065.8 -38.9 -23.0 28.4 16.5 -0.0 957.8 -107.7 -62.9 28.4 16.5 -0.0 A-9 NSF 88.92 280x65 10.72/12.14 Peso propio 669.1 -158.9 182.6 53.5 -87.4 -0.0 605.7 -234.8 306.6 53.5 -87.4 -0.0 Cargas muertas 3597.7 -151.8 -16.2 122.3 11.6 -0.0 3597.7 -447.7 -44.3 122.3 11.6 -0.0 Cargas muertas 1556.0 -907.5 222.1 305.4 -106.9 -0.0 1556.0 -1341 373.9 305.4 -106.9 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -1.8 -0.0 0.3 -0.0 -0.2 0.0 -1.8 0.0 0.8 -0.0 -0.2 0.0 Sobrecarga (Uso B) 20.0 1.4 11.6 -0.5 -5.6 -0.0 20.0 2.0 19.5 -0.5 -5.6 -0.0 Sobrecarga (Uso E) 353.8 -14.9 -1.8 12.0 1.3 -0.0 353.8 -43.9 -4.8 12.0 1.3 -0.0 Sobrecarga (Uso E) 139.2 -88.7 24.0 29.9 -11.3 -0.0 139.2 -131.1 40.1 29.9 -11.3 -0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1289.0 103.1 59.3 28.4 16.5 -0.0 1065.8 -38.9 -23.0 28.4 16.5 -0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 892.3 108.5 -254.2 53.5 -87.4 0.0 669.1 -158.9 182.6 53.5 -87.4 0.0 Cargas muertas 3597.7 459.5 41.8 122.3 11.6 -0.0 3597.7 -151.8 -16.2 122.3 11.6 -0.0 Cargas muertas 1556.0 619.6 -312.5 305.4 -106.9 0.0 1556.0 -907.5 222.1 305.4 -106.9 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -1.8 -0.2 -0.8 -0.0 -0.2 0.0 -1.8 -0.0 0.3 -0.0 -0.2 0.0 Sobrecarga (Uso B) 20.0 -0.9 -16.2 -0.5 -5.6 0.0 20.0 1.4 11.6 -0.5 -5.6 0.0 Sobrecarga (Uso E) 353.8 45.1 4.5 12.0 1.3 -0.0 353.8 -14.9 -1.8 12.0 1.3 -0.0 Sobrecarga (Uso E) 139.2 60.6 -32.4 29.9 -11.3 0.0 139.2 -88.7 24.0 29.9 -11.3 0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2326.4 -74.7 -15.4 -44.7 -13.1 0.0 2138.0 114.0 39.7 -44.7 -13.1 0.0 NSF 81.50 280x65 0.00/3.72 Peso propio 3513.9 -25.1 -157.6 -23.3 -102.7 0.0 3347.8 61.8 224.3 -23.3 -102.7 0.0 Cargas muertas 3931.2 -234.4 -10.8 -140.3 -9.2 0.0 3931.2 357.6 28.0 -140.3 -9.2 0.0 Cargas muertas 4190.6 -143.2 -199.4 -133.4 -129.9 0.0 4190.6 352.9 283.9 -133.4 -129.9 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 1.5 -0.4 0.2 -0.2 0.2 0.0 1.5 0.5 -0.5 -0.2 0.2 0.0 Sobrecarga (Uso B) 155.1 0.2 -10.1 0.2 -6.6 0.0 155.1 -0.5 14.4 0.2 -6.6 0.0 Sobrecarga (Uso E) 386.2 -22.9 -1.2 -13.7 -1.0 0.0 386.2 35.0 3.0 -13.7 -1.0 0.0 Sobrecarga (Uso E) 392.5 -14.0 -18.3 -13.0 -11.9 0.0 392.5 34.5 26.1 -13.0 -11.9 0.0 A-5 NSF 93.42 65x280 13.14/16.64 Peso propio 779.5 -104.1 8.1 27.6 -2.0 -0.0 623.3 -200.6 15.3 27.6 -2.0 -0.0 A-10 NSF 88.92 280x65 10.72/12.14 Peso propio 765.4 55.4 163.2 -17.4 -59.5 -0.0 702.0 80.1 247.7 -17.4 -59.5 -0.0 Cargas muertas 3382.1 -429.0 1.0 117.6 -0.2 -0.0 3382.1 -840.5 1.7 117.6 -0.2 -0.0 Cargas muertas 3542.0 122.6 837.8 -38.5 -293.2 -0.0 3542.0 177.2 1254.1 -38.5 -293.2 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso B) 0.4 0.0 -0.0 -0.0 0.0 0.0 0.4 0.1 -0.1 -0.0 0.0 0.0 Sobrecarga (Uso B) 2.6 2.7 0.0 -0.9 -0.0 -0.0 2.6 4.0 0.0 -0.9 -0.0 -0.0 Sobrecarga (Uso E) 331.5 -42.1 0.2 11.5 -0.0 -0.0 331.5 -82.4 0.3 11.5 -0.0 -0.0 Sobrecarga (Uso E) 338.9 16.1 71.9 -5.1 -25.2 -0.0 338.9 23.3 107.6 -5.1 -25.2 -0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 887.5 -37.5 3.2 27.6 -2.0 0.0 779.5 -104.1 8.1 27.6 -2.0 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 988.5 -31.6 -134.2 -17.4 -59.5 0.0 765.4 55.4 163.2 -17.4 -59.5 0.0 Cargas muertas 3382.1 -144.6 0.6 117.6 -0.2 0.0 3382.1 -429.0 1.0 117.6 -0.2 0.0 Cargas muertas 3542.0 -69.9 -628.1 -38.5 -293.2 0.0 3542.0 122.6 837.8 -38.5 -293.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 0.4 -0.0 -0.0 -0.0 0.0 0.0 0.4 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 2.6 -1.6 -0.0 -0.9 -0.0 0.0 2.6 2.7 0.0 -0.9 -0.0 0.0 Sobrecarga (Uso E) 331.5 -14.2 0.1 11.5 -0.0 0.0 331.5 -42.1 0.2 11.5 -0.0 0.0 Sobrecarga (Uso E) 338.9 -9.2 -53.9 -5.1 -25.2 0.0 338.9 16.1 71.9 -5.1 -25.2 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1110.7 100.3 -7.0 27.6 -2.0 0.0 887.5 -37.5 3.2 27.6 -2.0 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1639.2 8.8 40.9 7.1 23.0 0.0 1428.5 -24.5 -67.8 7.1 23.0 0.0 Cargas muertas 3382.1 443.2 -0.4 117.6 -0.2 0.0 3382.1 -144.6 0.6 117.6 -0.2 0.0 Cargas muertas 3542.1 19.5 283.1 15.6 159.3 0.0 3542.1 -54.2 -468.8 15.6 159.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.4 -0.2 0.0 -0.0 0.0 -0.0 0.4 -0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 2.6 0.4 -0.0 0.3 -0.0 0.0 2.6 -1.2 0.0 0.3 -0.0 0.0 Sobrecarga (Uso E) 331.5 43.5 -0.1 11.5 -0.0 0.0 331.5 -14.2 0.1 11.5 -0.0 0.0 Sobrecarga (Uso E) 338.9 2.6 24.3 2.1 13.7 0.0 338.9 -7.1 -40.2 2.1 13.7 0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2127.8 -72.2 2.2 -43.2 1.9 0.0 1939.4 110.2 -5.8 -43.2 1.9 0.0 A-11 NSF 88.92 280x65 10.72/12.14 Peso propio 694.3 -10.2 163.3 3.2 -59.5 -0.0 630.9 -14.8 247.7 3.2 -59.5 -0.0 Cargas muertas 3691.8 -224.4 0.7 -134.3 0.6 0.0 3691.8 342.4 -1.8 -134.3 0.6 0.0 Cargas muertas 3388.4 -34.9 832.5 10.9 -291.3 -0.0 3388.4 -50.4 1246.2 10.9 -291.3 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 3.4 -0.3 -0.0 -0.2 -0.0 0.0 3.4 0.5 0.0 -0.2 -0.0 0.0 Sobrecarga (Uso B) -0.5 -0.4 0.0 0.1 -0.0 0.0 -0.5 -0.6 0.0 0.1 -0.0 0.0 Sobrecarga (Uso E) 361.6 -22.0 0.1 -13.2 0.1 0.0 361.6 33.5 -0.2 -13.2 0.1 0.0 Sobrecarga (Uso E) 356.1 -30.3 72.4 9.5 -25.3 -0.0 356.1 -43.7 108.3 9.5 -25.3 -0.0 A-6 NSF 93.42 65x280 13.14/16.64 Peso propio 773.3 -99.8 -10.0 26.4 2.7 0.0 617.0 -192.2 -19.3 26.4 2.7 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 917.5 5.8 -134.2 3.2 -59.5 0.0 694.3 -10.2 163.3 3.2 -59.5 0.0 Cargas muertas 3291.7 -412.9 -30.8 113.2 8.0 0.0 3291.7 -809.1 -58.8 113.2 8.0 0.0 Cargas muertas 3388.4 19.9 -624.2 10.9 -291.3 0.0 3388.4 -34.9 832.5 10.9 -291.3 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.6 0.1 -0.3 -0.0 0.1 0.0 -0.6 0.2 -0.7 -0.0 0.1 0.0 Sobrecarga (Uso B) -0.5 0.3 -0.0 0.1 -0.0 -0.0 -0.5 -0.4 0.0 0.1 -0.0 -0.0 Sobrecarga (Uso E) 322.8 -40.5 -3.0 11.1 0.8 0.0 322.8 -79.3 -5.8 11.1 0.8 0.0 Sobrecarga (Uso E) 356.1 17.2 -54.3 9.5 -25.3 0.0 356.1 -30.3 72.4 9.5 -25.3 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 881.3 -35.9 -3.6 26.4 2.7 0.0 773.3 -99.8 -10.0 26.4 2.7 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1568.1 -1.6 40.9 -1.3 23.0 0.0 1357.5 4.5 -67.8 -1.3 23.0 0.0 Cargas muertas 3291.7 -139.0 -11.4 113.2 8.0 0.0 3291.7 -412.9 -30.8 113.2 8.0 0.0 Cargas muertas 3388.4 -5.5 281.4 -4.4 158.3 0.0 3388.4 15.4 -465.8 -4.4 158.3 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) -0.6 -0.0 -0.1 -0.0 0.1 0.0 -0.6 0.1 -0.3 -0.0 0.1 0.0 Sobrecarga (Uso B) -0.5 -0.1 0.0 -0.1 0.0 0.0 -0.5 0.2 -0.0 -0.1 0.0 0.0 Sobrecarga (Uso E) 322.8 -13.6 -1.1 11.1 0.8 0.0 322.8 -40.5 -3.0 11.1 0.8 0.0 Sobrecarga (Uso E) 356.1 -4.8 24.5 -3.9 13.8 0.0 356.1 13.4 -40.5 -3.9 13.8 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1104.5 96.1 9.7 26.4 2.7 -0.0 881.3 -35.9 -3.6 26.4 2.7 -0.0 A-12 NSF 88.92 280x65 10.72/12.14 Peso propio 706.3 -0.1 163.3 0.0 -59.5 -0.0 642.9 -0.1 247.7 0.0 -59.5 -0.0 Cargas muertas 3291.7 427.0 28.7 113.2 8.0 -0.0 3291.7 -139.0 -11.4 113.2 8.0 -0.0 Cargas muertas 3444.3 -6.5 827.0 2.0 -289.4 -0.0 3444.3 -9.3 1238.0 2.0 -289.4 -0.0 Sobrecarga (Uso A) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) -0.6 -0.2 0.3 -0.0 0.1 -0.0 -0.6 -0.0 -0.1 -0.0 0.1 -0.0 Sobrecarga (Uso B) 0.1 0.1 -0.0 -0.0 0.0 0.0 0.1 0.1 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 322.8 41.9 2.8 11.1 0.8 -0.0 322.8 -13.6 -1.1 11.1 0.8 -0.0 Sobrecarga (Uso E) 688.8 -8.8 285.2 2.8 -99.8 -0.0 688.8 -12.7 427.0 2.8 -99.8 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2104.2 -69.5 -1.8 -41.6 -1.6 0.0 1915.9 106.0 4.8 -41.6 -1.6 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 929.5 0.0 -134.2 0.0 -59.5 0.0 706.3 -0.1 163.3 0.0 -59.5 0.0 Cargas muertas 3579.5 -214.8 -6.6 -128.6 -5.6 0.0 3579.5 327.7 17.0 -128.6 -5.6 0.0 Cargas muertas 3444.3 3.7 -620.1 2.0 -289.4 0.0 3444.3 -6.5 827.0 2.0 -289.4 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso B) 2.4 -0.3 -0.1 -0.2 -0.1 0.0 2.4 0.5 0.2 -0.2 -0.1 0.0 Sobrecarga (Uso B) 0.1 -0.0 0.0 -0.0 0.0 -0.0 0.1 0.1 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso E) 350.8 -21.0 -0.6 -12.6 -0.5 0.0 350.8 32.1 1.7 -12.6 -0.5 0.0 Sobrecarga (Uso E) 688.8 5.0 -213.9 2.8 -99.8 0.0 688.8 -8.8 285.2 2.8 -99.8 0.0 A-7 NSF 93.42 65x280 13.14/16.64 Peso propio 827.8 -95.9 35.4 25.2 -9.0 0.0 671.6 -184.1 67.0 25.2 -9.0 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1580.1 -0.0 40.9 -0.0 23.0 0.0 1369.5 0.0 -67.8 -0.0 23.0 0.0 Cargas muertas 3446.0 -398.2 101.6 108.9 -26.0 0.0 3446.0 -779.3 192.7 108.9 -26.0 0.0 Cargas muertas 3444.3 -1.0 279.5 -0.8 157.3 0.0 3444.3 2.9 -462.8 -0.8 157.3 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 2.9 0.1 1.9 -0.0 -0.5 -0.0 2.9 0.2 3.6 -0.0 -0.5 -0.0 Sobrecarga (Uso B) 0.1 0.0 -0.0 0.0 -0.0 0.0 0.1 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 337.7 -39.0 9.9 10.7 -2.5 0.0 337.7 -76.4 18.8 10.7 -2.5 0.0 Sobrecarga (Uso E) 688.8 -1.4 96.4 -1.1 54.2 0.0 688.8 3.9 -159.6 -1.1 54.2 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 935.9 -34.9 13.5 25.2 -9.0 -0.0 827.8 -95.9 35.4 25.2 -9.0 -0.0 A-13 NSF 88.92 280x65 10.72/12.14 Peso propio 704.5 -1.6 163.3 0.5 -59.5 0.0 641.1 -2.3 247.7 0.5 -59.5 0.0 Cargas muertas 3446.0 -134.8 38.6 108.9 -26.0 -0.0 3446.0 -398.2 101.6 108.9 -26.0 -0.0 Cargas muertas 2977.9 81.8 669.3 -25.7 -234.2 0.0 2977.9 118.2 1001.9 -25.7 -234.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 2.9 -0.0 0.7 -0.0 -0.5 0.0 2.9 0.1 1.9 -0.0 -0.5 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 337.7 -13.2 3.8 10.7 -2.5 -0.0 337.7 -39.0 9.9 10.7 -2.5 -0.0 Sobrecarga (Uso E) 367.5 33.6 73.3 -10.6 -25.6 0.0 367.5 48.6 109.7 -10.6 -25.6 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1159.0 91.2 -31.6 25.2 -9.0 0.0 935.9 -34.9 13.5 25.2 -9.0 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 927.6 0.9 -134.2 0.5 -59.5 -0.0 704.5 -1.6 163.3 0.5 -59.5 -0.0 Cargas muertas 3446.0 409.6 -91.6 108.9 -26.0 0.0 3446.0 -134.8 38.6 108.9 -26.0 0.0 Cargas muertas 2977.9 -46.6 -501.8 -25.7 -234.2 -0.0 2977.9 81.8 669.3 -25.7 -234.2 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 2.9 -0.3 -1.7 -0.0 -0.5 0.0 2.9 -0.0 0.7 -0.0 -0.5 0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso E) 337.7 40.2 -8.9 10.7 -2.5 0.0 337.7 -13.2 3.8 10.7 -2.5 0.0 Sobrecarga (Uso E) 367.5 -19.2 -54.9 -10.6 -25.6 -0.0 367.5 33.6 73.3 -10.6 -25.6 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2164.6 -69.5 8.7 -41.6 7.4 0.0 1976.2 106.1 -22.5 -41.6 7.4 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.3 -0.3 40.9 -0.2 23.0 0.0 1367.6 0.7 -67.8 -0.2 23.0 0.0 Cargas muertas 3770.9 -212.6 24.4 -127.2 20.7 0.0 3770.9 324.4 -63.1 -127.2 20.7 0.0 Cargas muertas 2977.9 13.0 226.2 10.4 127.3 0.0 2977.9 -36.2 -374.5 10.4 127.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 6.8 -0.4 0.5 -0.3 0.4 0.0 6.8 0.6 -1.2 -0.3 0.4 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 369.3 -20.8 2.4 -12.5 2.0 0.0 369.3 31.8 -6.1 -12.5 2.0 0.0 Sobrecarga (Uso E) 367.5 5.3 24.8 4.3 13.9 0.0 367.5 -14.9 -41.0 4.3 13.9 0.0 A-8 NSF 93.42 65x280 13.14/16.64 Peso propio 1101.4 38.0 -28.3 -19.6 8.1 -0.0 945.1 106.5 -56.5 -19.6 8.1 -0.0 A-14 NSF 88.92 280x65 10.72/12.14 Peso propio 704.7 -1.4 163.3 0.4 -59.5 0.0 641.4 -2.0 247.7 0.4 -59.5 0.0 Cargas muertas 3383.0 -104.5 -307.1 16.9 82.3 -0.0 3383.0 -163.7 -595.1 16.9 82.3 -0.0 Cargas muertas 2883.1 -21.2 755.6 6.7 -264.4 0.0 2883.1 -30.6 1131.1 6.7 -264.4 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 18.4 5.0 0.8 -2.0 -0.2 -0.0 18.4 12.1 1.4 -2.0 -0.2 -0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 330.9 -10.4 -30.1 1.7 8.1 -0.0 330.9 -16.5 -58.4 1.7 8.1 -0.0 Sobrecarga (Uso E) 321.8 -6.0 72.3 1.9 -25.3 0.0 321.8 -8.7 108.2 1.9 -25.3 0.0 Página 2 Página 3 Esfuerzos y armados de pilares, pantallas y muros Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Base Cabeza Base Cabeza Soporte Planta Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T Soporte Planta Dimensión Tramo (cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) NSF 86.50 65x280 5.72/10.72 Peso propio 1283.1 51.4 -8.4 14.8 -2.3 0.0 1059.9 -22.8 3.1 14.8 -2.3 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 1209.4 -9.4 -8.9 -19.6 8.1 0.0 1101.4 38.0 -28.3 -19.6 8.1 0.0 Cargas muertas 2583.2 261.8 -85.1 70.4 -23.6 0.0 2583.2 -90.0 32.9 70.4 -23.6 0.0 Cargas muertas 3383.0 -63.6 -108.0 16.9 82.3 -0.0 3383.0 -104.5 -307.1 16.9 82.3 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 7.4 -0.3 3.5 -0.0 1.0 -0.0 7.4 -0.0 -1.4 -0.0 1.0 -0.0 Sobrecarga (Uso B) 18.4 0.1 0.4 -2.0 -0.2 0.0 18.4 5.0 0.8 -2.0 -0.2 0.0 Sobrecarga (Uso E) 247.6 25.7 -10.5 6.9 -2.9 0.0 247.6 -8.8 4.1 6.9 -2.9 0.0 Sobrecarga (Uso E) 330.9 -6.2 -10.6 1.7 8.1 -0.0 330.9 -10.4 -30.1 1.7 8.1 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2323.2 -52.4 2.0 -31.4 1.7 0.0 2134.8 79.9 -5.1 -31.4 1.7 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1432.6 -107.3 31.4 -19.6 8.1 -0.0 1209.4 -9.4 -8.9 -19.6 8.1 -0.0 Cargas muertas 2891.0 -149.3 21.8 -89.4 18.5 0.0 2891.0 227.8 -56.4 -89.4 18.5 0.0 Cargas muertas 3383.0 21.0 303.5 16.9 82.3 0.0 3383.0 -63.6 -108.0 16.9 82.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso B) 10.7 -0.3 -0.9 -0.2 -0.8 0.0 10.7 0.5 2.3 -0.2 -0.8 0.0 Sobrecarga (Uso B) 18.4 -10.0 -0.5 -2.0 -0.2 -0.0 18.4 0.1 0.4 -2.0 -0.2 -0.0 Sobrecarga (Uso E) 277.6 -14.6 2.7 -8.7 2.3 0.0 277.6 22.3 -7.0 -8.7 2.3 0.0 Sobrecarga (Uso E) 330.9 2.5 29.8 1.7 8.1 0.0 330.9 -6.2 -10.6 1.7 8.1 0.0 A-4 NSF 93.42 65x280 13.14/16.14 Peso propio 957.8 -107.7 -62.9 28.4 16.5 0.0 823.9 -192.9 -112.2 28.4 16.5 0.0 NSF 81.50 65x280 0.00/3.72 Peso propio 4255.2 -206.8 -2.2 -134.7 -2.0 0.0 4089.2 294.4 5.4 -134.7 -2.0 0.0 Cargas muertas 3597.7 -447.7 -44.3 122.3 11.6 0.0 3597.7 -814.5 -79.1 122.3 11.6 0.0 Cargas muertas 6479.2 -376.8 -62.5 -245.5 -58.2 0.0 6479.2 536.3 154.1 -245.5 -58.2 0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) -1.8 0.0 0.8 -0.0 -0.2 -0.0 -1.8 0.1 1.5 -0.0 -0.2 -0.0 Sobrecarga (Uso B) 158.8 -13.1 0.5 -8.5 0.4 0.0 158.8 18.6 -1.1 -8.5 0.4 0.0 Sobrecarga (Uso E) 353.8 -43.9 -4.8 12.0 1.3 0.0 353.8 -79.9 -8.6 12.0 1.3 0.0 Sobrecarga (Uso E) 628.9 -36.4 -6.2 -23.7 -5.7 0.0 628.9 51.8 15.2 -23.7 -5.7 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 1065.8 -38.9 -23.0 28.4 16.5 -0.0 957.8 -107.7 -62.9 28.4 16.5 -0.0 A-9 NSF 88.92 280x65 10.72/12.14 Peso propio 669.1 -158.9 182.6 53.5 -87.4 -0.0 605.7 -234.8 306.6 53.5 -87.4 -0.0 Cargas muertas 3597.7 -151.8 -16.2 122.3 11.6 -0.0 3597.7 -447.7 -44.3 122.3 11.6 -0.0 Cargas muertas 1556.0 -907.5 222.1 305.4 -106.9 -0.0 1556.0 -1341 373.9 305.4 -106.9 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -1.8 -0.0 0.3 -0.0 -0.2 0.0 -1.8 0.0 0.8 -0.0 -0.2 0.0 Sobrecarga (Uso B) 20.0 1.4 11.6 -0.5 -5.6 -0.0 20.0 2.0 19.5 -0.5 -5.6 -0.0 Sobrecarga (Uso E) 353.8 -14.9 -1.8 12.0 1.3 -0.0 353.8 -43.9 -4.8 12.0 1.3 -0.0 Sobrecarga (Uso E) 139.2 -88.7 24.0 29.9 -11.3 -0.0 139.2 -131.1 40.1 29.9 -11.3 -0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1289.0 103.1 59.3 28.4 16.5 -0.0 1065.8 -38.9 -23.0 28.4 16.5 -0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 892.3 108.5 -254.2 53.5 -87.4 0.0 669.1 -158.9 182.6 53.5 -87.4 0.0 Cargas muertas 3597.7 459.5 41.8 122.3 11.6 -0.0 3597.7 -151.8 -16.2 122.3 11.6 -0.0 Cargas muertas 1556.0 619.6 -312.5 305.4 -106.9 0.0 1556.0 -907.5 222.1 305.4 -106.9 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -1.8 -0.2 -0.8 -0.0 -0.2 0.0 -1.8 -0.0 0.3 -0.0 -0.2 0.0 Sobrecarga (Uso B) 20.0 -0.9 -16.2 -0.5 -5.6 0.0 20.0 1.4 11.6 -0.5 -5.6 0.0 Sobrecarga (Uso E) 353.8 45.1 4.5 12.0 1.3 -0.0 353.8 -14.9 -1.8 12.0 1.3 -0.0 Sobrecarga (Uso E) 139.2 60.6 -32.4 29.9 -11.3 0.0 139.2 -88.7 24.0 29.9 -11.3 0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2326.4 -74.7 -15.4 -44.7 -13.1 0.0 2138.0 114.0 39.7 -44.7 -13.1 0.0 NSF 81.50 280x65 0.00/3.72 Peso propio 3513.9 -25.1 -157.6 -23.3 -102.7 0.0 3347.8 61.8 224.3 -23.3 -102.7 0.0 Cargas muertas 3931.2 -234.4 -10.8 -140.3 -9.2 0.0 3931.2 357.6 28.0 -140.3 -9.2 0.0 Cargas muertas 4190.6 -143.2 -199.4 -133.4 -129.9 0.0 4190.6 352.9 283.9 -133.4 -129.9 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 1.5 -0.4 0.2 -0.2 0.2 0.0 1.5 0.5 -0.5 -0.2 0.2 0.0 Sobrecarga (Uso B) 155.1 0.2 -10.1 0.2 -6.6 0.0 155.1 -0.5 14.4 0.2 -6.6 0.0 Sobrecarga (Uso E) 386.2 -22.9 -1.2 -13.7 -1.0 0.0 386.2 35.0 3.0 -13.7 -1.0 0.0 Sobrecarga (Uso E) 392.5 -14.0 -18.3 -13.0 -11.9 0.0 392.5 34.5 26.1 -13.0 -11.9 0.0 A-5 NSF 93.42 65x280 13.14/16.64 Peso propio 779.5 -104.1 8.1 27.6 -2.0 -0.0 623.3 -200.6 15.3 27.6 -2.0 -0.0 A-10 NSF 88.92 280x65 10.72/12.14 Peso propio 765.4 55.4 163.2 -17.4 -59.5 -0.0 702.0 80.1 247.7 -17.4 -59.5 -0.0 Cargas muertas 3382.1 -429.0 1.0 117.6 -0.2 -0.0 3382.1 -840.5 1.7 117.6 -0.2 -0.0 Cargas muertas 3542.0 122.6 837.8 -38.5 -293.2 -0.0 3542.0 177.2 1254.1 -38.5 -293.2 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso B) 0.4 0.0 -0.0 -0.0 0.0 0.0 0.4 0.1 -0.1 -0.0 0.0 0.0 Sobrecarga (Uso B) 2.6 2.7 0.0 -0.9 -0.0 -0.0 2.6 4.0 0.0 -0.9 -0.0 -0.0 Sobrecarga (Uso E) 331.5 -42.1 0.2 11.5 -0.0 -0.0 331.5 -82.4 0.3 11.5 -0.0 -0.0 Sobrecarga (Uso E) 338.9 16.1 71.9 -5.1 -25.2 -0.0 338.9 23.3 107.6 -5.1 -25.2 -0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 887.5 -37.5 3.2 27.6 -2.0 0.0 779.5 -104.1 8.1 27.6 -2.0 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 988.5 -31.6 -134.2 -17.4 -59.5 0.0 765.4 55.4 163.2 -17.4 -59.5 0.0 Cargas muertas 3382.1 -144.6 0.6 117.6 -0.2 0.0 3382.1 -429.0 1.0 117.6 -0.2 0.0 Cargas muertas 3542.0 -69.9 -628.1 -38.5 -293.2 0.0 3542.0 122.6 837.8 -38.5 -293.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 0.4 -0.0 -0.0 -0.0 0.0 0.0 0.4 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 2.6 -1.6 -0.0 -0.9 -0.0 0.0 2.6 2.7 0.0 -0.9 -0.0 0.0 Sobrecarga (Uso E) 331.5 -14.2 0.1 11.5 -0.0 0.0 331.5 -42.1 0.2 11.5 -0.0 0.0 Sobrecarga (Uso E) 338.9 -9.2 -53.9 -5.1 -25.2 0.0 338.9 16.1 71.9 -5.1 -25.2 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1110.7 100.3 -7.0 27.6 -2.0 0.0 887.5 -37.5 3.2 27.6 -2.0 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1639.2 8.8 40.9 7.1 23.0 0.0 1428.5 -24.5 -67.8 7.1 23.0 0.0 Cargas muertas 3382.1 443.2 -0.4 117.6 -0.2 0.0 3382.1 -144.6 0.6 117.6 -0.2 0.0 Cargas muertas 3542.1 19.5 283.1 15.6 159.3 0.0 3542.1 -54.2 -468.8 15.6 159.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.4 -0.2 0.0 -0.0 0.0 -0.0 0.4 -0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 2.6 0.4 -0.0 0.3 -0.0 0.0 2.6 -1.2 0.0 0.3 -0.0 0.0 Sobrecarga (Uso E) 331.5 43.5 -0.1 11.5 -0.0 0.0 331.5 -14.2 0.1 11.5 -0.0 0.0 Sobrecarga (Uso E) 338.9 2.6 24.3 2.1 13.7 0.0 338.9 -7.1 -40.2 2.1 13.7 0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2127.8 -72.2 2.2 -43.2 1.9 0.0 1939.4 110.2 -5.8 -43.2 1.9 0.0 A-11 NSF 88.92 280x65 10.72/12.14 Peso propio 694.3 -10.2 163.3 3.2 -59.5 -0.0 630.9 -14.8 247.7 3.2 -59.5 -0.0 Cargas muertas 3691.8 -224.4 0.7 -134.3 0.6 0.0 3691.8 342.4 -1.8 -134.3 0.6 0.0 Cargas muertas 3388.4 -34.9 832.5 10.9 -291.3 -0.0 3388.4 -50.4 1246.2 10.9 -291.3 -0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 3.4 -0.3 -0.0 -0.2 -0.0 0.0 3.4 0.5 0.0 -0.2 -0.0 0.0 Sobrecarga (Uso B) -0.5 -0.4 0.0 0.1 -0.0 0.0 -0.5 -0.6 0.0 0.1 -0.0 0.0 Sobrecarga (Uso E) 361.6 -22.0 0.1 -13.2 0.1 0.0 361.6 33.5 -0.2 -13.2 0.1 0.0 Sobrecarga (Uso E) 356.1 -30.3 72.4 9.5 -25.3 -0.0 356.1 -43.7 108.3 9.5 -25.3 -0.0 A-6 NSF 93.42 65x280 13.14/16.64 Peso propio 773.3 -99.8 -10.0 26.4 2.7 0.0 617.0 -192.2 -19.3 26.4 2.7 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 917.5 5.8 -134.2 3.2 -59.5 0.0 694.3 -10.2 163.3 3.2 -59.5 0.0 Cargas muertas 3291.7 -412.9 -30.8 113.2 8.0 0.0 3291.7 -809.1 -58.8 113.2 8.0 0.0 Cargas muertas 3388.4 19.9 -624.2 10.9 -291.3 0.0 3388.4 -34.9 832.5 10.9 -291.3 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.6 0.1 -0.3 -0.0 0.1 0.0 -0.6 0.2 -0.7 -0.0 0.1 0.0 Sobrecarga (Uso B) -0.5 0.3 -0.0 0.1 -0.0 -0.0 -0.5 -0.4 0.0 0.1 -0.0 -0.0 Sobrecarga (Uso E) 322.8 -40.5 -3.0 11.1 0.8 0.0 322.8 -79.3 -5.8 11.1 0.8 0.0 Sobrecarga (Uso E) 356.1 17.2 -54.3 9.5 -25.3 0.0 356.1 -30.3 72.4 9.5 -25.3 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 881.3 -35.9 -3.6 26.4 2.7 0.0 773.3 -99.8 -10.0 26.4 2.7 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1568.1 -1.6 40.9 -1.3 23.0 0.0 1357.5 4.5 -67.8 -1.3 23.0 0.0 Cargas muertas 3291.7 -139.0 -11.4 113.2 8.0 0.0 3291.7 -412.9 -30.8 113.2 8.0 0.0 Cargas muertas 3388.4 -5.5 281.4 -4.4 158.3 0.0 3388.4 15.4 -465.8 -4.4 158.3 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) -0.6 -0.0 -0.1 -0.0 0.1 0.0 -0.6 0.1 -0.3 -0.0 0.1 0.0 Sobrecarga (Uso B) -0.5 -0.1 0.0 -0.1 0.0 0.0 -0.5 0.2 -0.0 -0.1 0.0 0.0 Sobrecarga (Uso E) 322.8 -13.6 -1.1 11.1 0.8 0.0 322.8 -40.5 -3.0 11.1 0.8 0.0 Sobrecarga (Uso E) 356.1 -4.8 24.5 -3.9 13.8 0.0 356.1 13.4 -40.5 -3.9 13.8 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1104.5 96.1 9.7 26.4 2.7 -0.0 881.3 -35.9 -3.6 26.4 2.7 -0.0 A-12 NSF 88.92 280x65 10.72/12.14 Peso propio 706.3 -0.1 163.3 0.0 -59.5 -0.0 642.9 -0.1 247.7 0.0 -59.5 -0.0 Cargas muertas 3291.7 427.0 28.7 113.2 8.0 -0.0 3291.7 -139.0 -11.4 113.2 8.0 -0.0 Cargas muertas 3444.3 -6.5 827.0 2.0 -289.4 -0.0 3444.3 -9.3 1238.0 2.0 -289.4 -0.0 Sobrecarga (Uso A) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) -0.6 -0.2 0.3 -0.0 0.1 -0.0 -0.6 -0.0 -0.1 -0.0 0.1 -0.0 Sobrecarga (Uso B) 0.1 0.1 -0.0 -0.0 0.0 0.0 0.1 0.1 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 322.8 41.9 2.8 11.1 0.8 -0.0 322.8 -13.6 -1.1 11.1 0.8 -0.0 Sobrecarga (Uso E) 688.8 -8.8 285.2 2.8 -99.8 -0.0 688.8 -12.7 427.0 2.8 -99.8 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2104.2 -69.5 -1.8 -41.6 -1.6 0.0 1915.9 106.0 4.8 -41.6 -1.6 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 929.5 0.0 -134.2 0.0 -59.5 0.0 706.3 -0.1 163.3 0.0 -59.5 0.0 Cargas muertas 3579.5 -214.8 -6.6 -128.6 -5.6 0.0 3579.5 327.7 17.0 -128.6 -5.6 0.0 Cargas muertas 3444.3 3.7 -620.1 2.0 -289.4 0.0 3444.3 -6.5 827.0 2.0 -289.4 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso B) 2.4 -0.3 -0.1 -0.2 -0.1 0.0 2.4 0.5 0.2 -0.2 -0.1 0.0 Sobrecarga (Uso B) 0.1 -0.0 0.0 -0.0 0.0 -0.0 0.1 0.1 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso E) 350.8 -21.0 -0.6 -12.6 -0.5 0.0 350.8 32.1 1.7 -12.6 -0.5 0.0 Sobrecarga (Uso E) 688.8 5.0 -213.9 2.8 -99.8 0.0 688.8 -8.8 285.2 2.8 -99.8 0.0 A-7 NSF 93.42 65x280 13.14/16.64 Peso propio 827.8 -95.9 35.4 25.2 -9.0 0.0 671.6 -184.1 67.0 25.2 -9.0 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1580.1 -0.0 40.9 -0.0 23.0 0.0 1369.5 0.0 -67.8 -0.0 23.0 0.0 Cargas muertas 3446.0 -398.2 101.6 108.9 -26.0 0.0 3446.0 -779.3 192.7 108.9 -26.0 0.0 Cargas muertas 3444.3 -1.0 279.5 -0.8 157.3 0.0 3444.3 2.9 -462.8 -0.8 157.3 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 2.9 0.1 1.9 -0.0 -0.5 -0.0 2.9 0.2 3.6 -0.0 -0.5 -0.0 Sobrecarga (Uso B) 0.1 0.0 -0.0 0.0 -0.0 0.0 0.1 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 337.7 -39.0 9.9 10.7 -2.5 0.0 337.7 -76.4 18.8 10.7 -2.5 0.0 Sobrecarga (Uso E) 688.8 -1.4 96.4 -1.1 54.2 0.0 688.8 3.9 -159.6 -1.1 54.2 0.0 NSF 88.92 65x280 10.72/13.14 Peso propio 935.9 -34.9 13.5 25.2 -9.0 -0.0 827.8 -95.9 35.4 25.2 -9.0 -0.0 A-13 NSF 88.92 280x65 10.72/12.14 Peso propio 704.5 -1.6 163.3 0.5 -59.5 0.0 641.1 -2.3 247.7 0.5 -59.5 0.0 Cargas muertas 3446.0 -134.8 38.6 108.9 -26.0 -0.0 3446.0 -398.2 101.6 108.9 -26.0 -0.0 Cargas muertas 2977.9 81.8 669.3 -25.7 -234.2 0.0 2977.9 118.2 1001.9 -25.7 -234.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 2.9 -0.0 0.7 -0.0 -0.5 0.0 2.9 0.1 1.9 -0.0 -0.5 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 337.7 -13.2 3.8 10.7 -2.5 -0.0 337.7 -39.0 9.9 10.7 -2.5 -0.0 Sobrecarga (Uso E) 367.5 33.6 73.3 -10.6 -25.6 0.0 367.5 48.6 109.7 -10.6 -25.6 0.0 NSF 86.50 65x280 5.72/10.72 Peso propio 1159.0 91.2 -31.6 25.2 -9.0 0.0 935.9 -34.9 13.5 25.2 -9.0 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 927.6 0.9 -134.2 0.5 -59.5 -0.0 704.5 -1.6 163.3 0.5 -59.5 -0.0 Cargas muertas 3446.0 409.6 -91.6 108.9 -26.0 0.0 3446.0 -134.8 38.6 108.9 -26.0 0.0 Cargas muertas 2977.9 -46.6 -501.8 -25.7 -234.2 -0.0 2977.9 81.8 669.3 -25.7 -234.2 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 2.9 -0.3 -1.7 -0.0 -0.5 0.0 2.9 -0.0 0.7 -0.0 -0.5 0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso E) 337.7 40.2 -8.9 10.7 -2.5 0.0 337.7 -13.2 3.8 10.7 -2.5 0.0 Sobrecarga (Uso E) 367.5 -19.2 -54.9 -10.6 -25.6 -0.0 367.5 33.6 73.3 -10.6 -25.6 -0.0 NSF 81.50 65x280 0.00/4.22 Peso propio 2164.6 -69.5 8.7 -41.6 7.4 0.0 1976.2 106.1 -22.5 -41.6 7.4 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.3 -0.3 40.9 -0.2 23.0 0.0 1367.6 0.7 -67.8 -0.2 23.0 0.0 Cargas muertas 3770.9 -212.6 24.4 -127.2 20.7 0.0 3770.9 324.4 -63.1 -127.2 20.7 0.0 Cargas muertas 2977.9 13.0 226.2 10.4 127.3 0.0 2977.9 -36.2 -374.5 10.4 127.3 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 6.8 -0.4 0.5 -0.3 0.4 0.0 6.8 0.6 -1.2 -0.3 0.4 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 369.3 -20.8 2.4 -12.5 2.0 0.0 369.3 31.8 -6.1 -12.5 2.0 0.0 Sobrecarga (Uso E) 367.5 5.3 24.8 4.3 13.9 0.0 367.5 -14.9 -41.0 4.3 13.9 0.0 A-8 NSF 93.42 65x280 13.14/16.64 Peso propio 1101.4 38.0 -28.3 -19.6 8.1 -0.0 945.1 106.5 -56.5 -19.6 8.1 -0.0 A-14 NSF 88.92 280x65 10.72/12.14 Peso propio 704.7 -1.4 163.3 0.4 -59.5 0.0 641.4 -2.0 247.7 0.4 -59.5 0.0 Cargas muertas 3383.0 -104.5 -307.1 16.9 82.3 -0.0 3383.0 -163.7 -595.1 16.9 82.3 -0.0 Cargas muertas 2883.1 -21.2 755.6 6.7 -264.4 0.0 2883.1 -30.6 1131.1 6.7 -264.4 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso B) 18.4 5.0 0.8 -2.0 -0.2 -0.0 18.4 12.1 1.4 -2.0 -0.2 -0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 330.9 -10.4 -30.1 1.7 8.1 -0.0 330.9 -16.5 -58.4 1.7 8.1 -0.0 Sobrecarga (Uso E) 321.8 -6.0 72.3 1.9 -25.3 0.0 321.8 -8.7 108.2 1.9 -25.3 0.0 Página 2 Página 3 Esfuerzos y armados de pilares, pantallas y muros Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Base Cabeza Base Cabeza Soporte Planta Dimensión Tramo Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T Soporte Planta (cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) NSF 86.50 280x65 5.72/10.72 Peso propio 927.9 0.8 -134.2 0.4 -59.5 -0.0 704.7 -1.4 163.3 0.4 -59.5 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 2121.0 -71.6 34.3 -57.4 19.3 0.0 1910.3 199.3 -56.8 -57.4 19.3 0.0 Cargas muertas 2883.1 12.1 -566.5 6.7 -264.4 -0.0 2883.1 -21.2 755.6 6.7 -264.4 -0.0 Cargas muertas 3416.2 -178.5 189.1 -143.1 106.4 0.0 3416.2 496.8 -313.1 -143.1 106.4 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 2.0 0.0 -0.2 0.0 -0.1 0.0 2.0 -0.0 0.4 0.0 -0.1 0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 321.8 3.4 -54.2 1.9 -25.3 -0.0 321.8 -6.0 72.3 1.9 -25.3 -0.0 Sobrecarga (Uso E) 461.8 -23.4 21.9 -18.7 12.3 0.0 461.8 65.0 -36.3 -18.7 12.3 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.6 -0.2 40.9 -0.2 23.0 0.0 1367.9 0.6 -67.8 -0.2 23.0 0.0 B-2 NSF 93.42 100x35 12.44/12.49 Peso propio 315.6 -54.4 -8.0 127.3 34.5 0.0 315.2 -60.8 -9.7 127.3 34.5 0.0 Cargas muertas 2883.1 -3.4 255.4 -2.7 143.7 0.0 2883.1 9.4 -422.8 -2.7 143.7 0.0 Cargas muertas 1195.0 -168.4 -7.3 255.2 72.5 0.0 1195.0 -181.2 -10.9 255.2 72.5 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.7 -1.9 -0.1 -2.8 0.4 0.0 13.7 -1.8 -0.1 -2.8 0.4 0.0 Sobrecarga (Uso E) 321.8 -1.0 24.4 -0.8 13.8 0.0 321.8 2.6 -40.5 -0.8 13.8 0.0 Sobrecarga (Uso E) 116.4 -16.4 -0.7 24.8 7.1 0.0 116.4 -17.6 -1.1 24.8 7.1 0.0 A-15 NSF 88.92 280x65 10.72/12.14 Peso propio 704.7 -1.4 163.3 0.4 -59.5 -0.0 641.3 -2.0 247.7 0.4 -59.5 -0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 330.4 -9.0 -1.5 26.4 3.8 0.0 315.6 -54.4 -8.0 26.4 3.8 0.0 Cargas muertas 2908.4 -8.9 755.6 2.8 -264.4 -0.0 2908.4 -12.9 1131.1 2.8 -264.4 -0.0 Cargas muertas 1195.0 -28.0 -1.3 81.7 3.5 0.0 1195.0 -168.4 -7.3 81.7 3.5 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.7 -0.3 -0.0 0.9 0.0 0.0 13.7 -1.9 -0.1 0.9 0.0 0.0 Sobrecarga (Uso E) 328.6 0.0 72.4 -0.0 -25.4 -0.0 328.6 0.1 108.5 -0.0 -25.4 -0.0 Sobrecarga (Uso E) 116.4 -2.7 -0.1 8.0 0.3 0.0 116.4 -16.4 -0.7 8.0 0.3 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 927.8 0.8 -134.2 0.4 -59.5 0.0 704.7 -1.4 163.3 0.4 -59.5 0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 373.3 123.2 17.4 26.4 3.8 -0.0 330.4 -9.0 -1.5 26.4 3.8 -0.0 Cargas muertas 2908.4 5.1 -566.5 2.8 -264.4 0.0 2908.4 -8.9 755.6 2.8 -264.4 0.0 Cargas muertas 1195.0 380.4 16.1 81.7 3.5 -0.0 1195.0 -28.0 -1.3 81.7 3.5 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 13.7 4.3 0.2 0.9 0.0 -0.0 13.7 -0.3 -0.0 0.9 0.0 -0.0 Sobrecarga (Uso E) 328.6 -0.0 -54.3 -0.0 -25.4 0.0 328.6 0.0 72.4 -0.0 -25.4 0.0 Sobrecarga (Uso E) 116.4 37.0 1.6 8.0 0.3 -0.0 116.4 -2.7 -0.1 8.0 0.3 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.5 -0.2 40.9 -0.2 23.0 0.0 1367.8 0.6 -67.8 -0.2 23.0 0.0 B-3 NSF 93.42 100x35 12.44/12.49 Peso propio 457.5 -34.5 -8.6 115.9 33.3 0.0 457.1 -40.3 -10.3 115.9 33.3 0.0 Cargas muertas 2908.4 -1.4 255.4 -1.1 143.7 0.0 2908.4 4.0 -422.8 -1.1 143.7 0.0 Cargas muertas 1508.6 -98.2 -9.5 392.6 60.8 0.0 1508.6 -117.9 -12.5 392.6 60.8 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 16.1 -1.1 -0.1 -1.8 0.3 0.0 16.1 -1.0 -0.1 -1.8 0.3 0.0 Sobrecarga (Uso E) 328.6 0.0 24.5 0.0 13.8 0.0 328.6 -0.0 -40.5 0.0 13.8 0.0 Sobrecarga (Uso E) 146.8 -9.6 -0.9 38.3 5.9 0.0 146.8 -11.5 -1.2 38.3 5.9 0.0 A-16 NSF 88.92 280x65 10.72/12.14 Peso propio 704.9 -1.5 163.3 0.5 -59.5 0.0 641.5 -2.2 247.7 0.5 -59.5 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 472.3 -5.6 -1.6 16.8 4.1 0.0 457.5 -34.5 -8.6 16.8 4.1 0.0 Cargas muertas 2873.7 18.5 755.3 -5.8 -264.3 0.0 2873.7 26.7 1130.6 -5.8 -264.3 0.0 Cargas muertas 1508.6 -16.0 -1.7 47.8 4.5 0.0 1508.6 -98.2 -9.5 47.8 4.5 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 16.1 -0.2 -0.0 0.5 0.0 0.0 16.1 -1.1 -0.1 0.5 0.0 0.0 Sobrecarga (Uso E) 327.3 -0.9 72.6 0.3 -25.4 0.0 327.3 -1.3 108.7 0.3 -25.4 0.0 Sobrecarga (Uso E) 146.8 -1.6 -0.2 4.7 0.4 0.0 146.8 -9.6 -0.9 4.7 0.4 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 928.0 0.9 -134.2 0.5 -59.5 -0.0 704.9 -1.5 163.3 0.5 -59.5 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 515.2 78.2 18.8 16.8 4.1 -0.0 472.3 -5.6 -1.6 16.8 4.1 -0.0 Cargas muertas 2873.7 -10.5 -566.3 -5.8 -264.3 -0.0 2873.7 18.5 755.3 -5.8 -264.3 -0.0 Cargas muertas 1508.6 223.0 20.9 47.8 4.5 -0.0 1508.6 -16.0 -1.7 47.8 4.5 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 16.1 2.4 0.2 0.5 0.0 -0.0 16.1 -0.2 -0.0 0.5 0.0 -0.0 Sobrecarga (Uso E) 327.3 0.5 -54.4 0.3 -25.4 -0.0 327.3 -0.9 72.6 0.3 -25.4 -0.0 Sobrecarga (Uso E) 146.8 21.7 2.0 4.7 0.4 -0.0 146.8 -1.6 -0.2 4.7 0.4 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.7 -0.2 40.9 -0.2 23.0 0.0 1368.0 0.7 -67.8 -0.2 23.0 0.0 B-4 NSF 93.42 100x35 12.44/12.49 Peso propio 490.9 -53.5 -8.3 104.7 37.8 0.0 490.5 -58.8 -10.2 104.7 37.8 0.0 Cargas muertas 2873.7 2.9 255.3 2.4 143.6 0.0 2873.7 -8.2 -422.6 2.4 143.6 0.0 Cargas muertas 1608.7 -152.5 -9.5 634.8 101.9 0.0 1608.7 -184.3 -14.6 634.8 101.9 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 15.7 -1.5 -0.1 2.3 0.3 0.0 15.7 -1.6 -0.1 2.3 0.3 0.0 Sobrecarga (Uso E) 327.3 -0.1 24.5 -0.1 13.8 0.0 327.3 0.4 -40.6 -0.1 13.8 0.0 Sobrecarga (Uso E) 156.5 -14.8 -0.9 62.0 10.0 0.0 156.5 -17.9 -1.4 62.0 10.0 0.0 A-17 NSF 88.92 280x65 10.72/12.14 Peso propio 703.6 -0.5 163.3 0.2 -59.5 -0.0 640.2 -0.7 247.7 0.2 -59.5 -0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 505.7 -8.9 -1.5 26.0 4.0 0.0 490.9 -53.5 -8.3 26.0 4.0 0.0 Cargas muertas 2412.9 34.7 627.4 -10.9 -219.6 -0.0 2412.9 50.1 939.2 -10.9 -219.6 -0.0 Cargas muertas 1608.7 -24.8 -1.7 74.2 4.6 0.0 1608.7 -152.5 -9.5 74.2 4.6 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 15.7 -0.2 -0.0 0.7 0.0 0.0 15.7 -1.5 -0.1 0.7 0.0 0.0 Sobrecarga (Uso E) 326.6 -0.4 72.8 0.1 -25.5 -0.0 326.6 -0.5 108.9 0.1 -25.5 -0.0 Sobrecarga (Uso E) 156.5 -2.4 -0.2 7.2 0.4 0.0 156.5 -14.8 -0.9 7.2 0.4 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 926.8 0.3 -134.2 0.2 -59.5 0.0 703.6 -0.5 163.3 0.2 -59.5 0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 548.6 121.0 18.2 26.0 4.0 -0.0 505.7 -8.9 -1.5 26.0 4.0 -0.0 Cargas muertas 2412.9 -19.8 -470.4 -10.9 -219.6 0.0 2412.9 34.7 627.4 -10.9 -219.6 0.0 Cargas muertas 1608.7 346.2 21.2 74.2 4.6 -0.0 1608.7 -24.8 -1.7 74.2 4.6 -0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 15.7 3.4 0.2 0.7 0.0 -0.0 15.7 -0.2 -0.0 0.7 0.0 -0.0 Sobrecarga (Uso E) 326.6 0.2 -54.5 0.1 -25.5 0.0 326.6 -0.4 72.8 0.1 -25.5 0.0 Sobrecarga (Uso E) 156.5 33.7 2.1 7.2 0.4 -0.0 156.5 -2.4 -0.2 7.2 0.4 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1577.5 -0.1 40.9 -0.1 23.0 0.0 1366.8 0.2 -67.8 -0.1 23.0 0.0 B-5 NSF 93.42 100x35 12.44/12.49 Peso propio 437.3 -85.8 -7.3 50.2 38.1 0.0 436.9 -88.3 -9.2 50.2 38.1 0.0 Cargas muertas 2412.9 5.5 212.0 4.4 119.3 0.0 2412.9 -15.3 -351.1 4.4 119.3 0.0 Cargas muertas 1469.2 -247.4 -7.3 345.0 103.7 0.0 1469.2 -264.7 -12.5 345.0 103.7 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 14.1 -2.4 -0.1 5.3 0.4 0.0 14.1 -2.6 -0.1 5.3 0.4 0.0 Sobrecarga (Uso E) 326.6 -0.1 24.6 -0.0 13.8 0.0 326.6 0.2 -40.7 -0.0 13.8 0.0 Sobrecarga (Uso E) 143.0 -24.1 -0.7 33.5 10.1 0.0 143.0 -25.8 -1.2 33.5 10.1 0.0 A-18 NSF 88.92 280x65 10.72/12.14 Peso propio 712.3 -7.9 163.2 2.5 -59.5 0.0 648.9 -11.4 247.7 2.5 -59.5 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 452.1 -14.3 -1.3 41.5 3.5 -0.0 437.3 -85.8 -7.3 41.5 3.5 -0.0 Cargas muertas 2391.9 -30.0 632.7 9.4 -221.4 0.0 2391.9 -43.4 947.2 9.4 -221.4 0.0 Cargas muertas 1469.2 -41.1 -1.2 119.9 3.5 -0.0 1469.2 -247.4 -7.3 119.9 3.5 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 14.1 -0.4 -0.0 1.1 0.0 -0.0 14.1 -2.4 -0.1 1.1 0.0 -0.0 Sobrecarga (Uso E) 329.4 -3.1 72.9 1.0 -25.5 0.0 329.4 -4.5 109.2 1.0 -25.5 0.0 Sobrecarga (Uso E) 143.0 -4.0 -0.1 11.7 0.3 -0.0 143.0 -24.1 -0.7 11.7 0.3 -0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 935.4 4.5 -134.4 2.5 -59.5 -0.0 712.3 -7.9 163.2 2.5 -59.5 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 495.0 193.4 15.9 41.5 3.5 0.0 452.1 -14.3 -1.3 41.5 3.5 0.0 Cargas muertas 2391.9 17.1 -474.5 9.4 -221.4 -0.0 2391.9 -30.0 632.7 9.4 -221.4 -0.0 Cargas muertas 1469.2 558.6 16.3 119.9 3.5 0.0 1469.2 -41.1 -1.2 119.9 3.5 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.1 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 14.1 5.4 0.1 1.1 0.0 0.0 14.1 -0.4 -0.0 1.1 0.0 0.0 Sobrecarga (Uso E) 329.4 1.8 -54.7 1.0 -25.5 -0.0 329.4 -3.1 72.9 1.0 -25.5 -0.0 Sobrecarga (Uso E) 143.0 54.4 1.6 11.7 0.3 0.0 143.0 -4.0 -0.1 11.7 0.3 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1588.8 -1.2 40.6 -1.0 22.9 0.0 1378.1 3.5 -67.3 -1.0 22.9 0.0 B-6 NSF 93.42 100x35 12.44/12.49 Peso propio 399.2 -98.8 -6.4 -34.5 38.0 0.0 398.8 -97.0 -8.3 -34.5 38.0 0.0 Cargas muertas 2392.7 -4.8 213.8 -3.8 120.3 0.0 2392.7 13.3 -353.9 -3.8 120.3 0.0 Cargas muertas 1342.6 -281.7 -5.5 -50.5 103.1 0.0 1342.6 -279.2 -10.7 -50.5 103.1 0.0 Sobrecarga (Uso A) 0.8 -0.0 -0.1 -0.0 -0.1 0.0 0.8 0.0 0.1 -0.0 -0.1 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.8 -2.9 -0.1 7.6 0.5 0.0 13.8 -3.3 -0.1 7.6 0.5 0.0 Sobrecarga (Uso E) 329.4 -0.5 24.6 -0.4 13.9 0.0 329.4 1.4 -40.8 -0.4 13.9 0.0 Sobrecarga (Uso E) 130.6 -27.4 -0.5 -5.2 10.1 0.0 130.6 -27.2 -1.0 -5.2 10.1 0.0 A-19 NSF 88.92 280x65 10.72/12.14 Peso propio 653.1 41.2 163.1 -12.9 -59.6 0.0 589.7 59.6 247.7 -12.9 -59.6 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 414.0 -16.6 -1.2 47.8 3.1 0.0 399.2 -98.8 -6.4 47.8 3.1 0.0 Cargas muertas 2235.8 115.8 632.8 -36.4 -221.5 0.0 2235.8 167.5 947.2 -36.4 -221.5 0.0 Cargas muertas 1342.6 -47.3 -0.9 136.3 2.7 0.0 1342.6 -281.7 -5.5 136.3 2.7 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 13.8 -0.5 -0.0 1.4 0.0 0.0 13.8 -2.9 -0.1 1.4 0.0 0.0 Sobrecarga (Uso E) 307.5 15.1 73.1 -4.7 -25.6 0.0 307.5 21.9 109.4 -4.7 -25.6 0.0 Sobrecarga (Uso E) 130.6 -4.6 -0.1 13.3 0.3 0.0 130.6 -27.4 -0.5 13.3 0.3 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 876.3 -23.5 -134.6 -12.9 -59.6 -0.0 653.1 41.2 163.1 -12.9 -59.6 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 456.9 222.2 14.1 47.8 3.1 -0.0 414.0 -16.6 -1.2 47.8 3.1 -0.0 Cargas muertas 2235.8 -66.0 -474.5 -36.4 -221.5 -0.0 2235.8 115.8 632.8 -36.4 -221.5 -0.0 Cargas muertas 1342.6 634.1 12.6 136.3 2.7 -0.0 1342.6 -47.3 -0.9 136.3 2.7 -0.0 Sobrecarga (Uso A) -0.0 0.0 -0.1 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.8 6.5 0.1 1.4 0.0 -0.0 13.8 -0.5 -0.0 1.4 0.0 -0.0 Sobrecarga (Uso E) 307.5 -8.6 -54.8 -4.7 -25.6 -0.0 307.5 15.1 73.1 -4.7 -25.6 -0.0 Sobrecarga (Uso E) 130.6 61.7 1.2 13.3 0.3 -0.0 130.6 -4.6 -0.1 13.3 0.3 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1533.4 6.6 40.2 5.3 22.6 0.0 1322.8 -18.2 -66.6 5.3 22.6 0.0 B-7 NSF 93.42 100x35 12.44/12.49 Peso propio 471.2 -93.4 -6.7 -98.2 36.9 0.0 470.8 -88.5 -8.5 -98.2 36.9 0.0 Cargas muertas 2237.4 18.4 213.7 14.8 120.2 0.0 2237.4 -51.3 -353.8 14.8 120.2 0.0 Cargas muertas 1491.7 -257.1 -6.7 -382.6 98.2 0.0 1491.7 -237.9 -11.7 -382.6 98.2 0.0 Sobrecarga (Uso A) 1.6 -0.0 -0.2 -0.0 -0.1 0.0 1.6 0.0 0.3 -0.0 -0.1 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 17.9 -3.1 -0.1 11.9 0.5 0.0 17.9 -3.6 -0.1 11.9 0.5 0.0 Sobrecarga (Uso E) 307.5 2.4 24.7 1.9 13.9 0.0 307.5 -6.7 -40.9 1.9 13.9 0.0 Sobrecarga (Uso E) 145.0 -25.0 -0.7 -37.8 9.6 0.0 145.0 -23.1 -1.1 -37.8 9.6 0.0 A-20 NSF 88.92 280x65 10.72/11.64 Peso propio 1237.5 -472.6 154.0 145.9 -55.3 0.0 1196.4 -606.7 204.9 145.9 -55.3 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 486.0 -15.8 -1.2 45.1 3.2 0.0 471.2 -93.4 -6.7 45.1 3.2 0.0 Cargas muertas 3414.3 -1178 587.7 363.6 -201.6 0.0 3414.3 -1512 773.2 363.6 -201.6 0.0 Cargas muertas 1491.7 -43.6 -1.1 124.1 3.3 0.0 1491.7 -257.1 -6.7 124.1 3.3 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 17.9 -0.5 -0.0 1.5 0.0 0.0 17.9 -3.1 -0.1 1.5 0.0 0.0 Sobrecarga (Uso E) 461.8 -154.1 68.1 47.6 -23.3 0.0 461.8 -197.9 89.6 47.6 -23.3 0.0 Sobrecarga (Uso E) 145.0 -4.2 -0.1 12.1 0.3 0.0 145.0 -25.0 -0.7 12.1 0.3 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 1460.7 256.7 -122.5 145.9 -55.3 -0.0 1237.5 -472.6 154.0 145.9 -55.3 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 528.9 209.8 14.6 45.1 3.2 -0.0 486.0 -15.8 -1.2 45.1 3.2 -0.0 Cargas muertas 3414.3 639.9 -420.1 363.6 -201.6 -0.0 3414.3 -1178 587.7 363.6 -201.6 -0.0 Cargas muertas 1491.7 577.0 15.1 124.1 3.3 -0.0 1491.7 -43.6 -1.1 124.1 3.3 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.1 -0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 17.9 6.9 0.2 1.5 0.0 -0.0 17.9 -0.5 -0.0 1.5 0.0 -0.0 Sobrecarga (Uso E) 461.8 83.7 -48.6 47.6 -23.3 -0.0 461.8 -154.1 68.1 47.6 -23.3 -0.0 Sobrecarga (Uso E) 145.0 56.1 1.5 12.1 0.3 -0.0 145.0 -4.2 -0.1 12.1 0.3 -0.0 Página 4 Página 5 Esfuerzos y armados de pilares, pantallas y muros Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Base Cabeza Base Cabeza Soporte Planta Dimensión Tramo Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T Soporte Planta (cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) NSF 86.50 280x65 5.72/10.72 Peso propio 927.9 0.8 -134.2 0.4 -59.5 -0.0 704.7 -1.4 163.3 0.4 -59.5 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 2121.0 -71.6 34.3 -57.4 19.3 0.0 1910.3 199.3 -56.8 -57.4 19.3 0.0 Cargas muertas 2883.1 12.1 -566.5 6.7 -264.4 -0.0 2883.1 -21.2 755.6 6.7 -264.4 -0.0 Cargas muertas 3416.2 -178.5 189.1 -143.1 106.4 0.0 3416.2 496.8 -313.1 -143.1 106.4 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 2.0 0.0 -0.2 0.0 -0.1 0.0 2.0 -0.0 0.4 0.0 -0.1 0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 321.8 3.4 -54.2 1.9 -25.3 -0.0 321.8 -6.0 72.3 1.9 -25.3 -0.0 Sobrecarga (Uso E) 461.8 -23.4 21.9 -18.7 12.3 0.0 461.8 65.0 -36.3 -18.7 12.3 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.6 -0.2 40.9 -0.2 23.0 0.0 1367.9 0.6 -67.8 -0.2 23.0 0.0 B-2 NSF 93.42 100x35 12.44/12.49 Peso propio 315.6 -54.4 -8.0 127.3 34.5 0.0 315.2 -60.8 -9.7 127.3 34.5 0.0 Cargas muertas 2883.1 -3.4 255.4 -2.7 143.7 0.0 2883.1 9.4 -422.8 -2.7 143.7 0.0 Cargas muertas 1195.0 -168.4 -7.3 255.2 72.5 0.0 1195.0 -181.2 -10.9 255.2 72.5 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.7 -1.9 -0.1 -2.8 0.4 0.0 13.7 -1.8 -0.1 -2.8 0.4 0.0 Sobrecarga (Uso E) 321.8 -1.0 24.4 -0.8 13.8 0.0 321.8 2.6 -40.5 -0.8 13.8 0.0 Sobrecarga (Uso E) 116.4 -16.4 -0.7 24.8 7.1 0.0 116.4 -17.6 -1.1 24.8 7.1 0.0 A-15 NSF 88.92 280x65 10.72/12.14 Peso propio 704.7 -1.4 163.3 0.4 -59.5 -0.0 641.3 -2.0 247.7 0.4 -59.5 -0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 330.4 -9.0 -1.5 26.4 3.8 0.0 315.6 -54.4 -8.0 26.4 3.8 0.0 Cargas muertas 2908.4 -8.9 755.6 2.8 -264.4 -0.0 2908.4 -12.9 1131.1 2.8 -264.4 -0.0 Cargas muertas 1195.0 -28.0 -1.3 81.7 3.5 0.0 1195.0 -168.4 -7.3 81.7 3.5 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.7 -0.3 -0.0 0.9 0.0 0.0 13.7 -1.9 -0.1 0.9 0.0 0.0 Sobrecarga (Uso E) 328.6 0.0 72.4 -0.0 -25.4 -0.0 328.6 0.1 108.5 -0.0 -25.4 -0.0 Sobrecarga (Uso E) 116.4 -2.7 -0.1 8.0 0.3 0.0 116.4 -16.4 -0.7 8.0 0.3 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 927.8 0.8 -134.2 0.4 -59.5 0.0 704.7 -1.4 163.3 0.4 -59.5 0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 373.3 123.2 17.4 26.4 3.8 -0.0 330.4 -9.0 -1.5 26.4 3.8 -0.0 Cargas muertas 2908.4 5.1 -566.5 2.8 -264.4 0.0 2908.4 -8.9 755.6 2.8 -264.4 0.0 Cargas muertas 1195.0 380.4 16.1 81.7 3.5 -0.0 1195.0 -28.0 -1.3 81.7 3.5 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 13.7 4.3 0.2 0.9 0.0 -0.0 13.7 -0.3 -0.0 0.9 0.0 -0.0 Sobrecarga (Uso E) 328.6 -0.0 -54.3 -0.0 -25.4 0.0 328.6 0.0 72.4 -0.0 -25.4 0.0 Sobrecarga (Uso E) 116.4 37.0 1.6 8.0 0.3 -0.0 116.4 -2.7 -0.1 8.0 0.3 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.5 -0.2 40.9 -0.2 23.0 0.0 1367.8 0.6 -67.8 -0.2 23.0 0.0 B-3 NSF 93.42 100x35 12.44/12.49 Peso propio 457.5 -34.5 -8.6 115.9 33.3 0.0 457.1 -40.3 -10.3 115.9 33.3 0.0 Cargas muertas 2908.4 -1.4 255.4 -1.1 143.7 0.0 2908.4 4.0 -422.8 -1.1 143.7 0.0 Cargas muertas 1508.6 -98.2 -9.5 392.6 60.8 0.0 1508.6 -117.9 -12.5 392.6 60.8 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 16.1 -1.1 -0.1 -1.8 0.3 0.0 16.1 -1.0 -0.1 -1.8 0.3 0.0 Sobrecarga (Uso E) 328.6 0.0 24.5 0.0 13.8 0.0 328.6 -0.0 -40.5 0.0 13.8 0.0 Sobrecarga (Uso E) 146.8 -9.6 -0.9 38.3 5.9 0.0 146.8 -11.5 -1.2 38.3 5.9 0.0 A-16 NSF 88.92 280x65 10.72/12.14 Peso propio 704.9 -1.5 163.3 0.5 -59.5 0.0 641.5 -2.2 247.7 0.5 -59.5 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 472.3 -5.6 -1.6 16.8 4.1 0.0 457.5 -34.5 -8.6 16.8 4.1 0.0 Cargas muertas 2873.7 18.5 755.3 -5.8 -264.3 0.0 2873.7 26.7 1130.6 -5.8 -264.3 0.0 Cargas muertas 1508.6 -16.0 -1.7 47.8 4.5 0.0 1508.6 -98.2 -9.5 47.8 4.5 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 16.1 -0.2 -0.0 0.5 0.0 0.0 16.1 -1.1 -0.1 0.5 0.0 0.0 Sobrecarga (Uso E) 327.3 -0.9 72.6 0.3 -25.4 0.0 327.3 -1.3 108.7 0.3 -25.4 0.0 Sobrecarga (Uso E) 146.8 -1.6 -0.2 4.7 0.4 0.0 146.8 -9.6 -0.9 4.7 0.4 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 928.0 0.9 -134.2 0.5 -59.5 -0.0 704.9 -1.5 163.3 0.5 -59.5 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 515.2 78.2 18.8 16.8 4.1 -0.0 472.3 -5.6 -1.6 16.8 4.1 -0.0 Cargas muertas 2873.7 -10.5 -566.3 -5.8 -264.3 -0.0 2873.7 18.5 755.3 -5.8 -264.3 -0.0 Cargas muertas 1508.6 223.0 20.9 47.8 4.5 -0.0 1508.6 -16.0 -1.7 47.8 4.5 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 16.1 2.4 0.2 0.5 0.0 -0.0 16.1 -0.2 -0.0 0.5 0.0 -0.0 Sobrecarga (Uso E) 327.3 0.5 -54.4 0.3 -25.4 -0.0 327.3 -0.9 72.6 0.3 -25.4 -0.0 Sobrecarga (Uso E) 146.8 21.7 2.0 4.7 0.4 -0.0 146.8 -1.6 -0.2 4.7 0.4 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1578.7 -0.2 40.9 -0.2 23.0 0.0 1368.0 0.7 -67.8 -0.2 23.0 0.0 B-4 NSF 93.42 100x35 12.44/12.49 Peso propio 490.9 -53.5 -8.3 104.7 37.8 0.0 490.5 -58.8 -10.2 104.7 37.8 0.0 Cargas muertas 2873.7 2.9 255.3 2.4 143.6 0.0 2873.7 -8.2 -422.6 2.4 143.6 0.0 Cargas muertas 1608.7 -152.5 -9.5 634.8 101.9 0.0 1608.7 -184.3 -14.6 634.8 101.9 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 15.7 -1.5 -0.1 2.3 0.3 0.0 15.7 -1.6 -0.1 2.3 0.3 0.0 Sobrecarga (Uso E) 327.3 -0.1 24.5 -0.1 13.8 0.0 327.3 0.4 -40.6 -0.1 13.8 0.0 Sobrecarga (Uso E) 156.5 -14.8 -0.9 62.0 10.0 0.0 156.5 -17.9 -1.4 62.0 10.0 0.0 A-17 NSF 88.92 280x65 10.72/12.14 Peso propio 703.6 -0.5 163.3 0.2 -59.5 -0.0 640.2 -0.7 247.7 0.2 -59.5 -0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 505.7 -8.9 -1.5 26.0 4.0 0.0 490.9 -53.5 -8.3 26.0 4.0 0.0 Cargas muertas 2412.9 34.7 627.4 -10.9 -219.6 -0.0 2412.9 50.1 939.2 -10.9 -219.6 -0.0 Cargas muertas 1608.7 -24.8 -1.7 74.2 4.6 0.0 1608.7 -152.5 -9.5 74.2 4.6 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 15.7 -0.2 -0.0 0.7 0.0 0.0 15.7 -1.5 -0.1 0.7 0.0 0.0 Sobrecarga (Uso E) 326.6 -0.4 72.8 0.1 -25.5 -0.0 326.6 -0.5 108.9 0.1 -25.5 -0.0 Sobrecarga (Uso E) 156.5 -2.4 -0.2 7.2 0.4 0.0 156.5 -14.8 -0.9 7.2 0.4 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 926.8 0.3 -134.2 0.2 -59.5 0.0 703.6 -0.5 163.3 0.2 -59.5 0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 548.6 121.0 18.2 26.0 4.0 -0.0 505.7 -8.9 -1.5 26.0 4.0 -0.0 Cargas muertas 2412.9 -19.8 -470.4 -10.9 -219.6 0.0 2412.9 34.7 627.4 -10.9 -219.6 0.0 Cargas muertas 1608.7 346.2 21.2 74.2 4.6 -0.0 1608.7 -24.8 -1.7 74.2 4.6 -0.0 Sobrecarga (Uso A) 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 15.7 3.4 0.2 0.7 0.0 -0.0 15.7 -0.2 -0.0 0.7 0.0 -0.0 Sobrecarga (Uso E) 326.6 0.2 -54.5 0.1 -25.5 0.0 326.6 -0.4 72.8 0.1 -25.5 0.0 Sobrecarga (Uso E) 156.5 33.7 2.1 7.2 0.4 -0.0 156.5 -2.4 -0.2 7.2 0.4 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1577.5 -0.1 40.9 -0.1 23.0 0.0 1366.8 0.2 -67.8 -0.1 23.0 0.0 B-5 NSF 93.42 100x35 12.44/12.49 Peso propio 437.3 -85.8 -7.3 50.2 38.1 0.0 436.9 -88.3 -9.2 50.2 38.1 0.0 Cargas muertas 2412.9 5.5 212.0 4.4 119.3 0.0 2412.9 -15.3 -351.1 4.4 119.3 0.0 Cargas muertas 1469.2 -247.4 -7.3 345.0 103.7 0.0 1469.2 -264.7 -12.5 345.0 103.7 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 14.1 -2.4 -0.1 5.3 0.4 0.0 14.1 -2.6 -0.1 5.3 0.4 0.0 Sobrecarga (Uso E) 326.6 -0.1 24.6 -0.0 13.8 0.0 326.6 0.2 -40.7 -0.0 13.8 0.0 Sobrecarga (Uso E) 143.0 -24.1 -0.7 33.5 10.1 0.0 143.0 -25.8 -1.2 33.5 10.1 0.0 A-18 NSF 88.92 280x65 10.72/12.14 Peso propio 712.3 -7.9 163.2 2.5 -59.5 0.0 648.9 -11.4 247.7 2.5 -59.5 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 452.1 -14.3 -1.3 41.5 3.5 -0.0 437.3 -85.8 -7.3 41.5 3.5 -0.0 Cargas muertas 2391.9 -30.0 632.7 9.4 -221.4 0.0 2391.9 -43.4 947.2 9.4 -221.4 0.0 Cargas muertas 1469.2 -41.1 -1.2 119.9 3.5 -0.0 1469.2 -247.4 -7.3 119.9 3.5 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 14.1 -0.4 -0.0 1.1 0.0 -0.0 14.1 -2.4 -0.1 1.1 0.0 -0.0 Sobrecarga (Uso E) 329.4 -3.1 72.9 1.0 -25.5 0.0 329.4 -4.5 109.2 1.0 -25.5 0.0 Sobrecarga (Uso E) 143.0 -4.0 -0.1 11.7 0.3 -0.0 143.0 -24.1 -0.7 11.7 0.3 -0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 935.4 4.5 -134.4 2.5 -59.5 -0.0 712.3 -7.9 163.2 2.5 -59.5 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 495.0 193.4 15.9 41.5 3.5 0.0 452.1 -14.3 -1.3 41.5 3.5 0.0 Cargas muertas 2391.9 17.1 -474.5 9.4 -221.4 -0.0 2391.9 -30.0 632.7 9.4 -221.4 -0.0 Cargas muertas 1469.2 558.6 16.3 119.9 3.5 0.0 1469.2 -41.1 -1.2 119.9 3.5 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.1 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 14.1 5.4 0.1 1.1 0.0 0.0 14.1 -0.4 -0.0 1.1 0.0 0.0 Sobrecarga (Uso E) 329.4 1.8 -54.7 1.0 -25.5 -0.0 329.4 -3.1 72.9 1.0 -25.5 -0.0 Sobrecarga (Uso E) 143.0 54.4 1.6 11.7 0.3 0.0 143.0 -4.0 -0.1 11.7 0.3 0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1588.8 -1.2 40.6 -1.0 22.9 0.0 1378.1 3.5 -67.3 -1.0 22.9 0.0 B-6 NSF 93.42 100x35 12.44/12.49 Peso propio 399.2 -98.8 -6.4 -34.5 38.0 0.0 398.8 -97.0 -8.3 -34.5 38.0 0.0 Cargas muertas 2392.7 -4.8 213.8 -3.8 120.3 0.0 2392.7 13.3 -353.9 -3.8 120.3 0.0 Cargas muertas 1342.6 -281.7 -5.5 -50.5 103.1 0.0 1342.6 -279.2 -10.7 -50.5 103.1 0.0 Sobrecarga (Uso A) 0.8 -0.0 -0.1 -0.0 -0.1 0.0 0.8 0.0 0.1 -0.0 -0.1 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.8 -2.9 -0.1 7.6 0.5 0.0 13.8 -3.3 -0.1 7.6 0.5 0.0 Sobrecarga (Uso E) 329.4 -0.5 24.6 -0.4 13.9 0.0 329.4 1.4 -40.8 -0.4 13.9 0.0 Sobrecarga (Uso E) 130.6 -27.4 -0.5 -5.2 10.1 0.0 130.6 -27.2 -1.0 -5.2 10.1 0.0 A-19 NSF 88.92 280x65 10.72/12.14 Peso propio 653.1 41.2 163.1 -12.9 -59.6 0.0 589.7 59.6 247.7 -12.9 -59.6 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 414.0 -16.6 -1.2 47.8 3.1 0.0 399.2 -98.8 -6.4 47.8 3.1 0.0 Cargas muertas 2235.8 115.8 632.8 -36.4 -221.5 0.0 2235.8 167.5 947.2 -36.4 -221.5 0.0 Cargas muertas 1342.6 -47.3 -0.9 136.3 2.7 0.0 1342.6 -281.7 -5.5 136.3 2.7 0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 -0.0 -0.0 Sobrecarga (Uso B) 13.8 -0.5 -0.0 1.4 0.0 0.0 13.8 -2.9 -0.1 1.4 0.0 0.0 Sobrecarga (Uso E) 307.5 15.1 73.1 -4.7 -25.6 0.0 307.5 21.9 109.4 -4.7 -25.6 0.0 Sobrecarga (Uso E) 130.6 -4.6 -0.1 13.3 0.3 0.0 130.6 -27.4 -0.5 13.3 0.3 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 876.3 -23.5 -134.6 -12.9 -59.6 -0.0 653.1 41.2 163.1 -12.9 -59.6 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 456.9 222.2 14.1 47.8 3.1 -0.0 414.0 -16.6 -1.2 47.8 3.1 -0.0 Cargas muertas 2235.8 -66.0 -474.5 -36.4 -221.5 -0.0 2235.8 115.8 632.8 -36.4 -221.5 -0.0 Cargas muertas 1342.6 634.1 12.6 136.3 2.7 -0.0 1342.6 -47.3 -0.9 136.3 2.7 -0.0 Sobrecarga (Uso A) -0.0 0.0 -0.1 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) -0.0 0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 0.0 Sobrecarga (Uso B) 13.8 6.5 0.1 1.4 0.0 -0.0 13.8 -0.5 -0.0 1.4 0.0 -0.0 Sobrecarga (Uso E) 307.5 -8.6 -54.8 -4.7 -25.6 -0.0 307.5 15.1 73.1 -4.7 -25.6 -0.0 Sobrecarga (Uso E) 130.6 61.7 1.2 13.3 0.3 -0.0 130.6 -4.6 -0.1 13.3 0.3 -0.0 NSF 81.50 280x65 0.00/4.72 Peso propio 1533.4 6.6 40.2 5.3 22.6 0.0 1322.8 -18.2 -66.6 5.3 22.6 0.0 B-7 NSF 93.42 100x35 12.44/12.49 Peso propio 471.2 -93.4 -6.7 -98.2 36.9 0.0 470.8 -88.5 -8.5 -98.2 36.9 0.0 Cargas muertas 2237.4 18.4 213.7 14.8 120.2 0.0 2237.4 -51.3 -353.8 14.8 120.2 0.0 Cargas muertas 1491.7 -257.1 -6.7 -382.6 98.2 0.0 1491.7 -237.9 -11.7 -382.6 98.2 0.0 Sobrecarga (Uso A) 1.6 -0.0 -0.2 -0.0 -0.1 0.0 1.6 0.0 0.3 -0.0 -0.1 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 17.9 -3.1 -0.1 11.9 0.5 0.0 17.9 -3.6 -0.1 11.9 0.5 0.0 Sobrecarga (Uso E) 307.5 2.4 24.7 1.9 13.9 0.0 307.5 -6.7 -40.9 1.9 13.9 0.0 Sobrecarga (Uso E) 145.0 -25.0 -0.7 -37.8 9.6 0.0 145.0 -23.1 -1.1 -37.8 9.6 0.0 A-20 NSF 88.92 280x65 10.72/11.64 Peso propio 1237.5 -472.6 154.0 145.9 -55.3 0.0 1196.4 -606.7 204.9 145.9 -55.3 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 486.0 -15.8 -1.2 45.1 3.2 0.0 471.2 -93.4 -6.7 45.1 3.2 0.0 Cargas muertas 3414.3 -1178 587.7 363.6 -201.6 0.0 3414.3 -1512 773.2 363.6 -201.6 0.0 Cargas muertas 1491.7 -43.6 -1.1 124.1 3.3 0.0 1491.7 -257.1 -6.7 124.1 3.3 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) 17.9 -0.5 -0.0 1.5 0.0 0.0 17.9 -3.1 -0.1 1.5 0.0 0.0 Sobrecarga (Uso E) 461.8 -154.1 68.1 47.6 -23.3 0.0 461.8 -197.9 89.6 47.6 -23.3 0.0 Sobrecarga (Uso E) 145.0 -4.2 -0.1 12.1 0.3 0.0 145.0 -25.0 -0.7 12.1 0.3 0.0 NSF 86.50 280x65 5.72/10.72 Peso propio 1460.7 256.7 -122.5 145.9 -55.3 -0.0 1237.5 -472.6 154.0 145.9 -55.3 -0.0 NSF 86.50 100x35 5.72/10.72 Peso propio 528.9 209.8 14.6 45.1 3.2 -0.0 486.0 -15.8 -1.2 45.1 3.2 -0.0 Cargas muertas 3414.3 639.9 -420.1 363.6 -201.6 -0.0 3414.3 -1178 587.7 363.6 -201.6 -0.0 Cargas muertas 1491.7 577.0 15.1 124.1 3.3 -0.0 1491.7 -43.6 -1.1 124.1 3.3 -0.0 Sobrecarga (Uso A) -0.0 -0.0 -0.1 -0.0 -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 -0.0 Sobrecarga (Uso B) 0.0 -0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 Sobrecarga (Uso B) 17.9 6.9 0.2 1.5 0.0 -0.0 17.9 -0.5 -0.0 1.5 0.0 -0.0 Sobrecarga (Uso E) 461.8 83.7 -48.6 47.6 -23.3 -0.0 461.8 -154.1 68.1 47.6 -23.3 -0.0 Sobrecarga (Uso E) 145.0 56.1 1.5 12.1 0.3 -0.0 145.0 -4.2 -0.1 12.1 0.3 -0.0 Página 4 Página 5 Esfuerzos y armados de pilares, pantallas y muros Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Base Cabeza Soporte Planta Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) 1.- NSF 81.50 B-8 NSF 93.42 100x35 12.44/12.49 Peso propio 439.0 -83.6 -6.7 -121.9 63.5 0.0 438.6 -77.5 -9.9 -121.9 63.5 0.0 Cargas muertas 1263.2 -204.0 -8.0 -431.7 82.8 0.0 1263.2 -182.4 -12.2 -431.7 82.8 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -2.8 0.3 -0.3 6.9 4.3 0.0 -2.8 -0.0 -0.5 6.9 4.3 0.0 1.1.- Pórtico 1 Sobrecarga (Uso E) 123.4 -19.9 -0.8 -42.4 8.0 0.0 123.4 -17.8 -1.2 -42.4 8.0 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 453.8 -14.2 -1.2 40.4 3.2 -0.0 439.0 -83.6 -6.7 40.4 3.2 -0.0 Pórtico 1 Tramo: B41-A-1 Tramo: A-1-B40 Cargas muertas 1263.2 -34.8 -1.4 98.4 3.8 -0.0 1263.2 -204.0 -8.0 98.4 3.8 -0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 Sección 200x100 200x100 Sobrecarga (Uso B) -2.8 0.1 -0.1 -0.1 0.2 -0.0 -2.8 0.3 -0.3 -0.1 0.2 -0.0 Sobrecarga (Uso E) 123.4 -3.4 -0.1 9.6 0.4 -0.0 123.4 -19.9 -0.8 9.6 0.4 -0.0 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L NSF 86.50 100x35 5.72/10.72 Peso propio 496.7 187.7 14.9 40.4 3.2 0.0 453.8 -14.2 -1.2 40.4 3.2 0.0 Cargas muertas 1263.2 457.3 17.8 98.4 3.8 0.0 1263.2 -34.8 -1.4 98.4 3.8 0.0 Momento mín. [kN·m] -- -- -- -- -- -- Sobrecarga (Uso A) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) -2.8 -0.7 0.7 -0.1 0.2 0.0 -2.8 0.1 -0.1 -0.1 0.2 0.0 x [m] -- -- -- -- -- -- Sobrecarga (Uso E) 123.4 44.6 1.7 9.6 0.4 0.0 123.4 -3.4 -0.1 9.6 0.4 0.0 B-18 NSF 86.50 30x30 5.72/10.52 Peso propio 28.1 0.9 6.4 0.7 1.8 0.0 17.5 -2.2 -2.4 0.7 1.8 0.0 Momento máx. [kN·m] 943.45 1070.33 909.08 980.43 1114.67 1011.58 Cargas muertas 3.8 0.2 0.0 0.1 -0.0 0.0 3.8 -0.4 0.1 0.1 -0.0 0.0 Sobrecarga (Uso A) 3.8 0.2 -0.0 0.1 -0.0 0.0 3.8 -0.4 0.1 0.1 -0.0 0.0 x [m] 3.48 5.56 7.65 3.79 5.68 7.57 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Cortante mín. [kN] -- -123.35 -376.59 -- -117.13 -367.85 B-19 NSF 86.50 30x30 5.72/10.52 Peso propio 46.2 -0.2 6.6 -0.1 1.9 0.0 35.6 0.4 -2.5 -0.1 1.9 0.0 Cargas muertas 7.6 -0.0 0.1 -0.0 -0.0 0.0 7.6 0.1 0.1 -0.0 -0.0 0.0 x [m] -- 7.30 11.13 -- 7.57 11.36 Sobrecarga (Uso A) 7.6 -0.0 0.0 -0.0 -0.0 0.0 7.6 0.1 0.1 -0.0 -0.0 0.0 Sobrecarga (Uso B) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Cortante máx. [kN] 360.11 106.87 -- 384.30 133.58 -- B-20 NSF 86.50 30x30 5.72/10.52 Peso propio 61.0 0.8 6.7 0.5 1.9 0.0 50.5 -1.8 -2.5 0.5 1.9 0.0 x [m] 0.00 3.82 -- 0.00 3.79 -- Cargas muertas 9.3 0.1 0.2 0.1 0.0 0.0 9.3 -0.2 0.0 0.1 0.0 0.0 Sobrecarga (Uso A) 9.5 0.1 0.0 0.1 -0.0 0.0 9.5 -0.2 0.1 0.1 -0.0 0.0 Torsor mín. [kN] -- -- -- -- -- -- Sobrecarga (Uso B) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso E) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- 1.2.- Pórtico 2 Pórtico 2 Tramo: B28-A-2 Tramo: A-2-B35 Sección 200x150 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 5022.03 4652.51 2841.72 914.41 1076.56 948.82 x [m] 2.13 3.84 7.57 3.49 5.58 7.67 Cortante mín. [kN] -267.62 -637.54 -1007.46 -- -107.23 -361.23 x [m] 3.51 7.23 10.95 -- 7.32 11.16 Cortante máx. [kN] 2369.27 -- -- 377.68 123.68 -- x [m] 0.00 -- -- 0.00 3.84 -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 128.08 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- Página 6 Página 1 Esfuerzos y armados de pilares, pantallas y muros Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Base Cabeza Soporte Planta Dimensión Tramo(cm) (m) Hipótesis N Mx My Qx Qy T N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) 1.- NSF 81.50 B-8 NSF 93.42 100x35 12.44/12.49 Peso propio 439.0 -83.6 -6.7 -121.9 63.5 0.0 438.6 -77.5 -9.9 -121.9 63.5 0.0 Cargas muertas 1263.2 -204.0 -8.0 -431.7 82.8 0.0 1263.2 -182.4 -12.2 -431.7 82.8 0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso B) -2.8 0.3 -0.3 6.9 4.3 0.0 -2.8 -0.0 -0.5 6.9 4.3 0.0 1.1.- Pórtico 1 Sobrecarga (Uso E) 123.4 -19.9 -0.8 -42.4 8.0 0.0 123.4 -17.8 -1.2 -42.4 8.0 0.0 NSF 88.92 100x35 10.72/12.44 Peso propio 453.8 -14.2 -1.2 40.4 3.2 -0.0 439.0 -83.6 -6.7 40.4 3.2 -0.0 Pórtico 1 Tramo: B41-A-1 Tramo: A-1-B40 Cargas muertas 1263.2 -34.8 -1.4 98.4 3.8 -0.0 1263.2 -204.0 -8.0 98.4 3.8 -0.0 Sobrecarga (Uso A) -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 -0.0 Sección 200x100 200x100 Sobrecarga (Uso B) -2.8 0.1 -0.1 -0.1 0.2 -0.0 -2.8 0.3 -0.3 -0.1 0.2 -0.0 Sobrecarga (Uso E) 123.4 -3.4 -0.1 9.6 0.4 -0.0 123.4 -19.9 -0.8 9.6 0.4 -0.0 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L NSF 86.50 100x35 5.72/10.72 Peso propio 496.7 187.7 14.9 40.4 3.2 0.0 453.8 -14.2 -1.2 40.4 3.2 0.0 Cargas muertas 1263.2 457.3 17.8 98.4 3.8 0.0 1263.2 -34.8 -1.4 98.4 3.8 0.0 Momento mín. [kN·m] -- -- -- -- -- -- Sobrecarga (Uso A) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso B) -2.8 -0.7 0.7 -0.1 0.2 0.0 -2.8 0.1 -0.1 -0.1 0.2 0.0 x [m] -- -- -- -- -- -- Sobrecarga (Uso E) 123.4 44.6 1.7 9.6 0.4 0.0 123.4 -3.4 -0.1 9.6 0.4 0.0 B-18 NSF 86.50 30x30 5.72/10.52 Peso propio 28.1 0.9 6.4 0.7 1.8 0.0 17.5 -2.2 -2.4 0.7 1.8 0.0 Momento máx. [kN·m] 943.45 1070.33 909.08 980.43 1114.67 1011.58 Cargas muertas 3.8 0.2 0.0 0.1 -0.0 0.0 3.8 -0.4 0.1 0.1 -0.0 0.0 Sobrecarga (Uso A) 3.8 0.2 -0.0 0.1 -0.0 0.0 3.8 -0.4 0.1 0.1 -0.0 0.0 x [m] 3.48 5.56 7.65 3.79 5.68 7.57 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Cortante mín. [kN] -- -123.35 -376.59 -- -117.13 -367.85 B-19 NSF 86.50 30x30 5.72/10.52 Peso propio 46.2 -0.2 6.6 -0.1 1.9 0.0 35.6 0.4 -2.5 -0.1 1.9 0.0 Cargas muertas 7.6 -0.0 0.1 -0.0 -0.0 0.0 7.6 0.1 0.1 -0.0 -0.0 0.0 x [m] -- 7.30 11.13 -- 7.57 11.36 Sobrecarga (Uso A) 7.6 -0.0 0.0 -0.0 -0.0 0.0 7.6 0.1 0.1 -0.0 -0.0 0.0 Sobrecarga (Uso B) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 Cortante máx. [kN] 360.11 106.87 -- 384.30 133.58 -- B-20 NSF 86.50 30x30 5.72/10.52 Peso propio 61.0 0.8 6.7 0.5 1.9 0.0 50.5 -1.8 -2.5 0.5 1.9 0.0 x [m] 0.00 3.82 -- 0.00 3.79 -- Cargas muertas 9.3 0.1 0.2 0.1 0.0 0.0 9.3 -0.2 0.0 0.1 0.0 0.0 Sobrecarga (Uso A) 9.5 0.1 0.0 0.1 -0.0 0.0 9.5 -0.2 0.1 0.1 -0.0 0.0 Torsor mín. [kN] -- -- -- -- -- -- Sobrecarga (Uso B) -0.0 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 0.0 Sobrecarga (Uso E) -0.0 -0.0 0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- 1.2.- Pórtico 2 Pórtico 2 Tramo: B28-A-2 Tramo: A-2-B35 Sección 200x150 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 5022.03 4652.51 2841.72 914.41 1076.56 948.82 x [m] 2.13 3.84 7.57 3.49 5.58 7.67 Cortante mín. [kN] -267.62 -637.54 -1007.46 -- -107.23 -361.23 x [m] 3.51 7.23 10.95 -- 7.32 11.16 Cortante máx. [kN] 2369.27 -- -- 377.68 123.68 -- x [m] 0.00 -- -- 0.00 3.84 -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 128.08 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- Página 6 Página 1 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.3.- Pórtico 3 1.5.- Pórtico 5 Pórtico 3 Tramo: B22-A-3 Tramo: A-3-B29 Pórtico 5 Tramo: B24-A-5 Tramo: A-5-B31 Sección 200x150 200x100 Sección 200x150 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 6133.67 5523.09 3231.53 883.54 1040.42 917.37 Momento máx. [kN·m] 5912.68 5396.48 3291.74 819.47 965.38 851.97 x [m] 2.10 3.81 7.46 3.43 5.48 7.54 x [m] 2.10 3.53 6.99 3.30 5.28 7.26 Cortante mín. [kN] -413.60 -776.14 -1138.68 -- -105.23 -354.84 Cortante mín. [kN] -402.82 -746.19 -1123.89 -- -100.99 -341.24 x [m] 3.48 7.13 10.78 -- 7.20 10.97 x [m] 3.19 6.65 10.45 -- 6.93 10.55 Cortante máx. [kN] 2883.48 -- -- 371.29 121.68 -- Cortante máx. [kN] 2777.39 -- -- 357.66 117.41 -- x [m] 0.00 -- -- 0.00 3.77 -- x [m] 0.00 -- -- 0.00 3.63 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 76.50 -- -- -- -- -- Torsor máx. [kN] 190.67 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- 1.4.- Pórtico 4 1.6.- Pórtico 6 Pórtico 4 Tramo: B23-A-4 Tramo: A-4-B30 Pórtico 6 Tramo: B25-A-6 Tramo: A-6-B32 Sección 200x150 200x100 Sección 200x150 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 6432.97 5740.96 3312.06 851.33 1002.70 884.49 Momento máx. [kN·m] 5464.41 5004.84 3072.34 788.97 929.65 820.82 x [m] 2.10 3.78 7.36 3.36 5.38 7.40 x [m] 2.11 3.51 6.90 3.24 5.18 7.12 Cortante mín. [kN] -468.62 -824.10 -1179.57 -- -103.12 -348.06 Cortante mín. [kN] -368.58 -705.06 -1075.18 -- -98.91 -334.57 x [m] 3.45 7.03 10.61 -- 7.06 10.76 x [m] 3.17 6.56 10.29 -- 6.79 10.35 Cortante máx. [kN] 3020.47 -- -- 364.50 119.56 -- Cortante máx. [kN] 2568.93 -- -- 350.98 115.32 -- x [m] 0.00 -- -- 0.00 3.70 -- x [m] 0.00 -- -- 0.00 3.56 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 118.60 -- -- -- -- -- Torsor máx. [kN] 216.59 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- Página 2 Página 3 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.3.- Pórtico 3 1.5.- Pórtico 5 Pórtico 3 Tramo: B22-A-3 Tramo: A-3-B29 Pórtico 5 Tramo: B24-A-5 Tramo: A-5-B31 Sección 200x150 200x100 Sección 200x150 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 6133.67 5523.09 3231.53 883.54 1040.42 917.37 Momento máx. [kN·m] 5912.68 5396.48 3291.74 819.47 965.38 851.97 x [m] 2.10 3.81 7.46 3.43 5.48 7.54 x [m] 2.10 3.53 6.99 3.30 5.28 7.26 Cortante mín. [kN] -413.60 -776.14 -1138.68 -- -105.23 -354.84 Cortante mín. [kN] -402.82 -746.19 -1123.89 -- -100.99 -341.24 x [m] 3.48 7.13 10.78 -- 7.20 10.97 x [m] 3.19 6.65 10.45 -- 6.93 10.55 Cortante máx. [kN] 2883.48 -- -- 371.29 121.68 -- Cortante máx. [kN] 2777.39 -- -- 357.66 117.41 -- x [m] 0.00 -- -- 0.00 3.77 -- x [m] 0.00 -- -- 0.00 3.63 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 76.50 -- -- -- -- -- Torsor máx. [kN] 190.67 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- 1.4.- Pórtico 4 1.6.- Pórtico 6 Pórtico 4 Tramo: B23-A-4 Tramo: A-4-B30 Pórtico 6 Tramo: B25-A-6 Tramo: A-6-B32 Sección 200x150 200x100 Sección 200x150 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 6432.97 5740.96 3312.06 851.33 1002.70 884.49 Momento máx. [kN·m] 5464.41 5004.84 3072.34 788.97 929.65 820.82 x [m] 2.10 3.78 7.36 3.36 5.38 7.40 x [m] 2.11 3.51 6.90 3.24 5.18 7.12 Cortante mín. [kN] -468.62 -824.10 -1179.57 -- -103.12 -348.06 Cortante mín. [kN] -368.58 -705.06 -1075.18 -- -98.91 -334.57 x [m] 3.45 7.03 10.61 -- 7.06 10.76 x [m] 3.17 6.56 10.29 -- 6.79 10.35 Cortante máx. [kN] 3020.47 -- -- 364.50 119.56 -- Cortante máx. [kN] 2568.93 -- -- 350.98 115.32 -- x [m] 0.00 -- -- 0.00 3.70 -- x [m] 0.00 -- -- 0.00 3.56 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 118.60 -- -- -- -- -- Torsor máx. [kN] 216.59 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] 0.00 -- -- -- -- -- Página 2 Página 3 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.7.- Pórtico 7 1.9.- Pórtico 9 Pórtico 7 Tramo: B26-A-7 Tramo: A-7-B33 Pórtico 9 Tramo: B36-A-9 Tramo: A-9-B37 Sección 200x150 200x100 Sección 200x200 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 5973.81 5407.59 3249.76 759.22 894.81 790.44 Momento máx. [kN·m] 8392.47 15304.08 16988.46 194.65 232.01 209.78 x [m] 2.10 3.48 6.79 3.17 5.08 6.98 x [m] 3.23 6.77 7.84 1.58 2.53 3.48 Cortante mín. [kN] -453.20 -782.53 -1144.80 -- -96.84 -327.94 Cortante mín. [kN] -- -- -7084.90 -- -33.90 -159.53 x [m] 3.15 6.46 10.11 -- 6.66 10.15 x [m] -- -- 10.49 -- 3.16 5.06 Cortante máx. [kN] 2806.13 -- -- 344.34 113.24 -- Cortante máx. [kN] 2610.19 2140.33 1670.47 175.47 49.85 -- x [m] 0.00 -- -- 0.00 3.49 -- x [m] 0.00 3.55 7.10 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 199.33 -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] -- -- -- -- -- -- 1.8.- Pórtico 8 1.10.- Pórtico 10 Pórtico 8 Tramo: B27-A-8 Tramo: A-8-B34 Pórtico 10 Tramo: B0-A-10 Tramo: A-10-B11 Sección 200x200 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 10509.53 13993.15 14888.70 755.81 860.48 783.00 Momento máx. [kN·m] 841.56 953.41 809.23 194.65 232.00 209.76 x [m] 3.09 6.51 7.79 3.32 4.98 6.63 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -- -7882.42 -- -101.63 -321.28 Cortante mín. [kN] -- -116.72 -355.43 -- -33.91 -159.53 x [m] -- -- 9.94 -- 6.63 9.95 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 4187.93 1203.02 749.63 337.68 118.02 -- Cortante máx. [kN] 338.99 100.29 -- 175.46 49.84 -- x [m] 0.00 3.40 6.82 0.00 3.32 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -73.12 -73.12 -73.12 -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] 2.15 3.40 6.82 -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 297.79 -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] -- -- -- -- -- -- Página 4 Página 5 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.7.- Pórtico 7 1.9.- Pórtico 9 Pórtico 7 Tramo: B26-A-7 Tramo: A-7-B33 Pórtico 9 Tramo: B36-A-9 Tramo: A-9-B37 Sección 200x150 200x100 Sección 200x200 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 5973.81 5407.59 3249.76 759.22 894.81 790.44 Momento máx. [kN·m] 8392.47 15304.08 16988.46 194.65 232.01 209.78 x [m] 2.10 3.48 6.79 3.17 5.08 6.98 x [m] 3.23 6.77 7.84 1.58 2.53 3.48 Cortante mín. [kN] -453.20 -782.53 -1144.80 -- -96.84 -327.94 Cortante mín. [kN] -- -- -7084.90 -- -33.90 -159.53 x [m] 3.15 6.46 10.11 -- 6.66 10.15 x [m] -- -- 10.49 -- 3.16 5.06 Cortante máx. [kN] 2806.13 -- -- 344.34 113.24 -- Cortante máx. [kN] 2610.19 2140.33 1670.47 175.47 49.85 -- x [m] 0.00 -- -- 0.00 3.49 -- x [m] 0.00 3.55 7.10 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 199.33 -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] -- -- -- -- -- -- 1.8.- Pórtico 8 1.10.- Pórtico 10 Pórtico 8 Tramo: B27-A-8 Tramo: A-8-B34 Pórtico 10 Tramo: B0-A-10 Tramo: A-10-B11 Sección 200x200 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 10509.53 13993.15 14888.70 755.81 860.48 783.00 Momento máx. [kN·m] 841.56 953.41 809.23 194.65 232.00 209.76 x [m] 3.09 6.51 7.79 3.32 4.98 6.63 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -- -7882.42 -- -101.63 -321.28 Cortante mín. [kN] -- -116.72 -355.43 -- -33.91 -159.53 x [m] -- -- 9.94 -- 6.63 9.95 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 4187.93 1203.02 749.63 337.68 118.02 -- Cortante máx. [kN] 338.99 100.29 -- 175.46 49.84 -- x [m] 0.00 3.40 6.82 0.00 3.32 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -73.12 -73.12 -73.12 -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] 2.15 3.40 6.82 -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] 297.79 -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] 0.00 -- -- -- -- -- x [m] -- -- -- -- -- -- Página 4 Página 5 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.11.- Pórtico 11 1.13.- Pórtico 13 Pórtico 11 Tramo: B1-A-11 Tramo: A-11-B12 Pórtico 13 Tramo: B3-A-13 Tramo: A-13-B14 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.01 209.78 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- 1.12.- Pórtico 12 1.14.- Pórtico 14 Pórtico 12 Tramo: B2-A-12 Tramo: A-12-B13 Pórtico 14 Tramo: B4-A-14 Tramo: A-14-B15 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.91 -159.53 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Página 6 Página 7 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.11.- Pórtico 11 1.13.- Pórtico 13 Pórtico 11 Tramo: B1-A-11 Tramo: A-11-B12 Pórtico 13 Tramo: B3-A-13 Tramo: A-13-B14 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.01 209.78 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- 1.12.- Pórtico 12 1.14.- Pórtico 14 Pórtico 12 Tramo: B2-A-12 Tramo: A-12-B13 Pórtico 14 Tramo: B4-A-14 Tramo: A-14-B15 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.91 -159.53 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Página 6 Página 7 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.15.- Pórtico 15 1.17.- Pórtico 17 Pórtico 15 Tramo: B5-A-15 Tramo: A-15-B16 Pórtico 17 Tramo: B7-A-17 Tramo: A-17-B18 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- 1.16.- Pórtico 16 1.18.- Pórtico 18 Pórtico 16 Tramo: B6-A-16 Tramo: A-16-B17 Pórtico 18 Tramo: B8-A-18 Tramo: A-18-B19 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 870.38 984.76 856.68 194.65 232.00 209.77 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.17 4.91 7.00 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 Cortante mín. [kN] -- -107.41 -361.22 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.65 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 365.04 101.44 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.52 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Página 8 Página 9 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.15.- Pórtico 15 1.17.- Pórtico 17 Pórtico 15 Tramo: B5-A-15 Tramo: A-15-B16 Pórtico 17 Tramo: B7-A-17 Tramo: A-17-B18 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.88 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.60 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- 1.16.- Pórtico 16 1.18.- Pórtico 18 Pórtico 16 Tramo: B6-A-16 Tramo: A-16-B17 Pórtico 18 Tramo: B8-A-18 Tramo: A-18-B19 Sección 200x100 200x100 Sección 200x100 200x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- -- -- -- Momento mín. [kN·m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Momento máx. [kN·m] 841.47 953.34 809.19 194.65 232.00 209.77 Momento máx. [kN·m] 870.38 984.76 856.68 194.65 232.00 209.77 x [m] 3.28 5.24 7.21 1.58 2.53 3.48 x [m] 3.17 4.91 7.00 1.58 2.53 3.48 Cortante mín. [kN] -- -116.71 -355.42 -- -33.90 -159.53 Cortante mín. [kN] -- -107.41 -361.22 -- -33.90 -159.53 x [m] -- 6.88 10.49 -- 3.16 5.06 x [m] -- 6.65 10.49 -- 3.16 5.06 Cortante máx. [kN] 339.00 100.30 -- 175.47 49.84 -- Cortante máx. [kN] 365.04 101.44 -- 175.47 49.84 -- x [m] 0.00 3.60 -- 0.00 1.90 -- x [m] 0.00 3.52 -- 0.00 1.90 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- -- -- -- Página 8 Página 9 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.19.- Pórtico 19 2.- NSF 88.92 Pórtico 19 Tramo: B9-A-19 Tramo: A-19-B20 Sección 200x100 200x100 2.1.- Pórtico 1 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Pórtico 1 Tramo: B18-B-2 Tramo: B-2-B-3 Tramo: B-3-B-4 Momento mín. [kN·m] -- -- -- -- -- -- Sección 35x615 35x615 35x615 x [m] -- -- -- -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento máx. [kN·m] 923.73 1025.40 882.09 194.65 232.01 209.78 Momento mín. [kN·m] -- -- -- -2550.53 -- -- -3890.89 -597.35 -- x [m] 3.17 4.91 7.00 1.58 2.53 3.48 x [m] -- -- -- 0.00 -- -- 0.00 1.79 -- Cortante mín. [kN] -- -114.70 -368.51 -- -33.90 -159.53 Momento máx. [kN·m] -- 21.52 21.52 -- 774.68 753.15 -- 1110.32 1936.57 x [m] -- 6.65 10.49 -- 3.16 5.06 x [m] -- 0.21 0.21 -- 2.74 3.36 -- 3.06 4.87 Cortante máx. [kN] 393.06 95.33 -- 175.47 49.84 -- Cortante mín. [kN] -- -- -- -- -49.80 -720.11 -- -- -299.11 x [m] 0.00 3.52 -- 0.00 1.90 -- x [m] -- -- -- -- 3.05 5.00 -- -- 5.00 Torsor mín. [kN] -- -- -- -- -- -- Cortante máx. [kN] 63.31 63.31 44.67 2328.67 810.23 -- 2228.67 1503.60 798.65 x [m] -- -- -- -- -- -- x [m] 0.00 0.00 0.21 0.00 1.78 -- 0.00 1.79 3.37 Torsor máx. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -539.89 -36.32 -- -199.52 -174.45 -120.25 x [m] -- -- -- -- -- -- x [m] -- -- -- 0.05 2.74 -- 0.00 3.00 3.37 Torsor máx. [kN] 40.50 40.50 40.50 185.64 204.70 114.12 25.64 40.63 340.33 1.20.- Pórtico 20 x [m] 0.00 0.00 0.21 1.27 2.47 4.87 1.27 2.63 4.87 Pórtico 20 Tramo: B10-A-20 Tramo: A-20-B21 Sección 200x100 200x100 Pórtico 1 Tramo: B-4-B-5 Tramo: B-5-B-6 Tramo: B-6-B-7 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Sección 35x615 35x615 35x615 Momento mín. [kN·m] -- -- -- -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] -- -- -- -- -- -- Momento mín. [kN·m] -3921.7 -157.8 -- -1922.7 -- -314.99 -217.2 -- -1997.4 Momento máx. [kN·m] 961.63 1054.29 900.14 194.65 232.00 209.77 9 0 3 4 5 x [m] 3.17 4.91 7.00 1.58 2.53 3.48 x [m] 0.00 1.79 -- 0.00 -- 5.00 0.00 -- 5.00 Cortante mín. [kN] -- -119.88 -373.69 -- -33.90 -159.53 Momento máx. [kN·m] -- 1193.0 1488.8 390.35 1041.0 942.23 1008.5 1011.3 324.99 7 9 1 5 0 x [m] -- 6.65 10.49 -- 3.16 5.06 x [m] -- 3.06 4.13 1.57 2.64 3.37 1.57 1.80 3.38 Cortante máx. [kN] 413.03 90.74 -- 175.47 49.84 -- x [m] 0.00 3.52 -- 0.00 1.90 -- Cortante mín. [kN] -- -- -737.9 -- -195.6 -1402.3 -- -868.5 -2050.9 0 6 6 0 9 Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- 5.00 -- 3.07 5.00 -- 3.07 5.00 x [m] -- -- -- -- -- -- 1410.7 1399.5 Torsor máx. [kN] -- -- -- -- -- -- Cortante máx. [kN] 2872.77 467.90 2119.41700.58 -- 15.92 --8 4 x [m] -- -- -- -- -- -- x [m] 0.00 1.79 3.37 0.00 1.80 -- 0.00 1.80 -- Torsor mín. [kN] -441.31 -150.8 -150.8 -405.45 -142.7 -142.75 -381.9 -135.3 -135.33 0 0 5 8 3 x [m] 0.06 3.06 3.37 0.07 3.07 3.37 0.07 3.07 3.38 Torsor máx. [kN] 175.94 364.98 324.95 167.09 346.00 316.05 159.93 329.32 306.40 x [m] 1.28 2.48 4.88 1.28 2.48 4.88 1.29 2.49 4.89 Pórtico 1 Tramo: B-7-B-8 Sección 35x615 Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -3452.91 x [m] -- -- 5.00 Momento máx. [kN·m] 1339.68 1122.71 -- x [m] 1.29 1.81 -- Página 10 Página 11 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 1.19.- Pórtico 19 2.- NSF 88.92 Pórtico 19 Tramo: B9-A-19 Tramo: A-19-B20 Sección 200x100 200x100 2.1.- Pórtico 1 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Pórtico 1 Tramo: B18-B-2 Tramo: B-2-B-3 Tramo: B-3-B-4 Momento mín. [kN·m] -- -- -- -- -- -- Sección 35x615 35x615 35x615 x [m] -- -- -- -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento máx. [kN·m] 923.73 1025.40 882.09 194.65 232.01 209.78 Momento mín. [kN·m] -- -- -- -2550.53 -- -- -3890.89 -597.35 -- x [m] 3.17 4.91 7.00 1.58 2.53 3.48 x [m] -- -- -- 0.00 -- -- 0.00 1.79 -- Cortante mín. [kN] -- -114.70 -368.51 -- -33.90 -159.53 Momento máx. [kN·m] -- 21.52 21.52 -- 774.68 753.15 -- 1110.32 1936.57 x [m] -- 6.65 10.49 -- 3.16 5.06 x [m] -- 0.21 0.21 -- 2.74 3.36 -- 3.06 4.87 Cortante máx. [kN] 393.06 95.33 -- 175.47 49.84 -- Cortante mín. [kN] -- -- -- -- -49.80 -720.11 -- -- -299.11 x [m] 0.00 3.52 -- 0.00 1.90 -- x [m] -- -- -- -- 3.05 5.00 -- -- 5.00 Torsor mín. [kN] -- -- -- -- -- -- Cortante máx. [kN] 63.31 63.31 44.67 2328.67 810.23 -- 2228.67 1503.60 798.65 x [m] -- -- -- -- -- -- x [m] 0.00 0.00 0.21 0.00 1.78 -- 0.00 1.79 3.37 Torsor máx. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- -539.89 -36.32 -- -199.52 -174.45 -120.25 x [m] -- -- -- -- -- -- x [m] -- -- -- 0.05 2.74 -- 0.00 3.00 3.37 Torsor máx. [kN] 40.50 40.50 40.50 185.64 204.70 114.12 25.64 40.63 340.33 1.20.- Pórtico 20 x [m] 0.00 0.00 0.21 1.27 2.47 4.87 1.27 2.63 4.87 Pórtico 20 Tramo: B10-A-20 Tramo: A-20-B21 Sección 200x100 200x100 Pórtico 1 Tramo: B-4-B-5 Tramo: B-5-B-6 Tramo: B-6-B-7 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Sección 35x615 35x615 35x615 Momento mín. [kN·m] -- -- -- -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] -- -- -- -- -- -- Momento mín. [kN·m] -3921.7 -157.8 -- -1922.7 -- -314.99 -217.2 -- -1997.4 Momento máx. [kN·m] 961.63 1054.29 900.14 194.65 232.00 209.77 9 0 3 4 5 x [m] 3.17 4.91 7.00 1.58 2.53 3.48 x [m] 0.00 1.79 -- 0.00 -- 5.00 0.00 -- 5.00 Cortante mín. [kN] -- -119.88 -373.69 -- -33.90 -159.53 Momento máx. [kN·m] -- 1193.0 1488.8 390.35 1041.0 942.23 1008.5 1011.3 324.99 7 9 1 5 0 x [m] -- 6.65 10.49 -- 3.16 5.06 x [m] -- 3.06 4.13 1.57 2.64 3.37 1.57 1.80 3.38 Cortante máx. [kN] 413.03 90.74 -- 175.47 49.84 -- x [m] 0.00 3.52 -- 0.00 1.90 -- Cortante mín. [kN] -- -- -737.9 -- -195.6 -1402.3 -- -868.5 -2050.9 0 6 6 0 9 Torsor mín. [kN] -- -- -- -- -- -- x [m] -- -- 5.00 -- 3.07 5.00 -- 3.07 5.00 x [m] -- -- -- -- -- -- 1410.7 1399.5 Torsor máx. [kN] -- -- -- -- -- -- Cortante máx. [kN] 2872.77 467.90 2119.41700.58 -- 15.92 --8 4 x [m] -- -- -- -- -- -- x [m] 0.00 1.79 3.37 0.00 1.80 -- 0.00 1.80 -- Torsor mín. [kN] -441.31 -150.8 -150.8 -405.45 -142.7 -142.75 -381.9 -135.3 -135.33 0 0 5 8 3 x [m] 0.06 3.06 3.37 0.07 3.07 3.37 0.07 3.07 3.38 Torsor máx. [kN] 175.94 364.98 324.95 167.09 346.00 316.05 159.93 329.32 306.40 x [m] 1.28 2.48 4.88 1.28 2.48 4.88 1.29 2.49 4.89 Pórtico 1 Tramo: B-7-B-8 Sección 35x615 Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -3452.91 x [m] -- -- 5.00 Momento máx. [kN·m] 1339.68 1122.71 -- x [m] 1.29 1.81 -- Página 10 Página 11 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Pórtico 1 Tramo: B-7-B-8 2.4.- Pórtico 4 Sección 35x615 Zona 1/3L 2/3L 3/3L Pórtico 4 Tramo: A-9-A-10 Tramo: A-10-A-11 Tramo: A-11-A-12 Cortante mín. [kN] -483.94 -1370.28 -2281.79 Sección 75x100 75x100 75x100 x [m] 1.58 3.08 5.00 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Cortante máx. [kN] 881.28 -- -- Momento mín. [kN·m] -166.08 -- -987.58 -788.47 -- -746.93 -736.94 -- -819.76 x [m] 0.00 -- -- x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 Torsor mín. [kN] -361.82 -133.54 -133.54 Momento máx. [kN·m] 602.02 840.53 322.51 245.29 601.88 311.14 305.12 663.71 372.34 x [m] 0.08 3.08 3.38 x [m] 0.96 1.39 2.24 0.96 1.39 2.24 0.96 1.39 2.24 Torsor máx. [kN] 153.60 317.20 179.09 Cortante mín. [kN] -- -614.8 -1796.9 -- -347.8 -1538.8 -- -354.9 -1757.8 1 2 9 1 3 3 x [m] 1.29 2.49 3.69 x [m] -- 1.99 3.20 -- 1.99 3.20 -- 1.99 3.20 2.2.- Pórtico 2 Cortante máx. [kN] 1725.0 556.67 -- 2013.2 828.80 -- 2025.2 833.51 -- 4 1 2 Pórtico 2 Tramo: B23-B24 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Sección 60x150 Torsor mín. [kN] -- -7.12 -134.03 -- -7.53 -133.77 -- -6.97 -190.13 Zona 1/3L 2/3L 3/3L x [m] -- 1.39 2.59 -- 1.39 2.59 -- 1.39 2.59 Momento mín. [kN·m] -- -- -- Torsor máx. [kN] 396.95 25.62 -- 344.70 20.97 -- 344.87 24.90 24.90 x [m] -- -- -- x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.39 2.24 Momento máx. [kN·m] 1272.09 1489.01 1289.80 x [m] 1.81 2.71 4.21 Pórtico 4 Tramo: A-12-A-13 Tramo: A-13-A-14 Tramo: A-14-A-15 Cortante mín. [kN] -- -359.54 -756.82 Sección 75x100 75x100 75x100 x [m] -- 3.91 6.25 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Cortante máx. [kN] 810.21 251.03 -- Momento mín. [kN·m] -725.49 -- -806.11 -683.94 -- -654.43 -619.72 -- -681.09 x [m] 0.00 2.11 -- x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 Torsor mín. [kN] -96.53 -9.27 -- Momento máx. [kN·m] 343.61 701.39 341.06 231.96 541.54 285.73 268.85 566.13 286.16 x [m] 0.00 2.11 -- x [m] 0.96 1.39 2.24 0.96 1.39 2.24 0.96 1.39 2.24 Torsor máx. [kN] -- 19.29 96.30 Cortante mín. [kN] -- -432.1 -1637.9 -- -311.9 -1367.9 -- -340.3 -1396.1x [m] -- 3.91 5.11 9 3 8 0 3 4 x [m] -- 1.99 3.20 -- 1.99 3.20 -- 1.99 3.20 2.3.- Pórtico 3 Cortante máx. [kN] 2158.9 832.01 -- 1769.5 721.25 -- 1740.9 692.75 -- 5 5 2 Pórtico 3 Tramo: A'-8-A'-9 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Sección 45x615 Torsor mín. [kN] -- -23.99 -140.33 -- -6.86 -123.59 -- -6.90 -123.61 Zona 1/3L 2/3L 3/3L x [m] -- 1.39 2.59 -- 1.39 2.59 -- 1.39 2.59 Momento mín. [kN·m] -26516.19 -- -21985.78 Torsor máx. [kN] 416.06 21.74 -- 325.81 19.91 -- 318.42 19.43 -- x [m] 0.00 -- 19.19 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Momento máx. [kN·m] 13930.84 17642.29 12946.65 x [m] 6.24 8.82 12.97 Cortante mín. [kN] -- -2654.22 -8242.37 Pórtico 4 Tramo: A-15-A-16 Tramo: A-16-A-17 Tramo: A-17-A-18 x [m] -- 12.75 19.19 Sección 75x100 75x100 75x100 Cortante máx. [kN] 9741.61 2848.75 -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] 0.42 6.42 -- Momento mín. [kN·m] -634.31 -- -664.73 -595.05 -- -633.78 -556.55 -- -590.63 Torsor mín. [kN] -932.67 -442.45 -319.71 x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 x [m] 2.68 9.75 18.75 Momento máx. [kN·m] 263.44 564.87 293.16 268.04 553.86 254.09 218.52 478.95 241.28 Torsor máx. [kN] 1424.03 771.62 600.99 x [m] 0.96 1.39 2.24 0.96 1.39 2.24 0.96 1.39 2.24 x [m] 5.22 11.19 17.22 Cortante mín. [kN] -- -330.6 -1386.3 -- -362.8 -1248.9 -- -288.6 -1202.9 3 3 5 7 8 0 x [m] -- 1.99 3.20 -- 1.99 3.20 -- 1.99 3.20 Página 12 Página 13 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Pórtico 1 Tramo: B-7-B-8 2.4.- Pórtico 4 Sección 35x615 Zona 1/3L 2/3L 3/3L Pórtico 4 Tramo: A-9-A-10 Tramo: A-10-A-11 Tramo: A-11-A-12 Cortante mín. [kN] -483.94 -1370.28 -2281.79 Sección 75x100 75x100 75x100 x [m] 1.58 3.08 5.00 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Cortante máx. [kN] 881.28 -- -- Momento mín. [kN·m] -166.08 -- -987.58 -788.47 -- -746.93 -736.94 -- -819.76 x [m] 0.00 -- -- x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 Torsor mín. [kN] -361.82 -133.54 -133.54 Momento máx. [kN·m] 602.02 840.53 322.51 245.29 601.88 311.14 305.12 663.71 372.34 x [m] 0.08 3.08 3.38 x [m] 0.96 1.39 2.24 0.96 1.39 2.24 0.96 1.39 2.24 Torsor máx. [kN] 153.60 317.20 179.09 Cortante mín. [kN] -- -614.8 -1796.9 -- -347.8 -1538.8 -- -354.9 -1757.8 1 2 9 1 3 3 x [m] 1.29 2.49 3.69 x [m] -- 1.99 3.20 -- 1.99 3.20 -- 1.99 3.20 2.2.- Pórtico 2 Cortante máx. [kN] 1725.0 556.67 -- 2013.2 828.80 -- 2025.2 833.51 -- 4 1 2 Pórtico 2 Tramo: B23-B24 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Sección 60x150 Torsor mín. [kN] -- -7.12 -134.03 -- -7.53 -133.77 -- -6.97 -190.13 Zona 1/3L 2/3L 3/3L x [m] -- 1.39 2.59 -- 1.39 2.59 -- 1.39 2.59 Momento mín. [kN·m] -- -- -- Torsor máx. [kN] 396.95 25.62 -- 344.70 20.97 -- 344.87 24.90 24.90 x [m] -- -- -- x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.39 2.24 Momento máx. [kN·m] 1272.09 1489.01 1289.80 x [m] 1.81 2.71 4.21 Pórtico 4 Tramo: A-12-A-13 Tramo: A-13-A-14 Tramo: A-14-A-15 Cortante mín. [kN] -- -359.54 -756.82 Sección 75x100 75x100 75x100 x [m] -- 3.91 6.25 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Cortante máx. [kN] 810.21 251.03 -- Momento mín. [kN·m] -725.49 -- -806.11 -683.94 -- -654.43 -619.72 -- -681.09 x [m] 0.00 2.11 -- x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 Torsor mín. [kN] -96.53 -9.27 -- Momento máx. [kN·m] 343.61 701.39 341.06 231.96 541.54 285.73 268.85 566.13 286.16 x [m] 0.00 2.11 -- x [m] 0.96 1.39 2.24 0.96 1.39 2.24 0.96 1.39 2.24 Torsor máx. [kN] -- 19.29 96.30 Cortante mín. [kN] -- -432.1 -1637.9 -- -311.9 -1367.9 -- -340.3 -1396.1x [m] -- 3.91 5.11 9 3 8 0 3 4 x [m] -- 1.99 3.20 -- 1.99 3.20 -- 1.99 3.20 2.3.- Pórtico 3 Cortante máx. [kN] 2158.9 832.01 -- 1769.5 721.25 -- 1740.9 692.75 -- 5 5 2 Pórtico 3 Tramo: A'-8-A'-9 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Sección 45x615 Torsor mín. [kN] -- -23.99 -140.33 -- -6.86 -123.59 -- -6.90 -123.61 Zona 1/3L 2/3L 3/3L x [m] -- 1.39 2.59 -- 1.39 2.59 -- 1.39 2.59 Momento mín. [kN·m] -26516.19 -- -21985.78 Torsor máx. [kN] 416.06 21.74 -- 325.81 19.91 -- 318.42 19.43 -- x [m] 0.00 -- 19.19 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Momento máx. [kN·m] 13930.84 17642.29 12946.65 x [m] 6.24 8.82 12.97 Cortante mín. [kN] -- -2654.22 -8242.37 Pórtico 4 Tramo: A-15-A-16 Tramo: A-16-A-17 Tramo: A-17-A-18 x [m] -- 12.75 19.19 Sección 75x100 75x100 75x100 Cortante máx. [kN] 9741.61 2848.75 -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] 0.42 6.42 -- Momento mín. [kN·m] -634.31 -- -664.73 -595.05 -- -633.78 -556.55 -- -590.63 Torsor mín. [kN] -932.67 -442.45 -319.71 x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 x [m] 2.68 9.75 18.75 Momento máx. [kN·m] 263.44 564.87 293.16 268.04 553.86 254.09 218.52 478.95 241.28 Torsor máx. [kN] 1424.03 771.62 600.99 x [m] 0.96 1.39 2.24 0.96 1.39 2.24 0.96 1.39 2.24 x [m] 5.22 11.19 17.22 Cortante mín. [kN] -- -330.6 -1386.3 -- -362.8 -1248.9 -- -288.6 -1202.9 3 3 5 7 8 0 x [m] -- 1.99 3.20 -- 1.99 3.20 -- 1.99 3.20 Página 12 Página 13 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Pórtico 4 Tramo: A-15-A-16 Tramo: A-16-A-17 Tramo: A-17-A-18 2.6.- Pórtico 6 Sección 75x100 75x100 75x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Pórtico 6 Tramo: B25-B26 Sección 60x150 Cortante máx. [kN] 1750.4 702.36 -- 1714.0 666.21 -- 1514.6 606.68 -- 4 9 3 Zona 1/3L 2/3L 3/3L x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Momento mín. [kN·m] -340.73 -414.28 -343.23 Torsor mín. [kN] -- -6.90 -123.64 -- -21.82 -95.43 -- -6.06 -108.62 x [m] 1.81 2.71 4.21 x [m] -- 1.39 2.59 -- 1.39 2.59 -- 1.39 2.59 Momento máx. [kN·m] -- -- -- Torsor máx. [kN] 318.47 19.43 -- 317.67 17.59 -- 280.26 17.11 -- x [m] -- -- -- x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Cortante mín. [kN] -232.50 -108.09 -- x [m] 0.31 2.71 -- Cortante máx. [kN] -- 152.54 226.25 Pórtico 4 Tramo: A-18-A-19 Tramo: A-19-A-20 Tramo: A-20-B14 x [m] -- 3.91 5.11 Sección 75x100 75x100 75x150 Torsor mín. [kN] -14.89 -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] 0.00 -- -- Momento mín. [kN·m] -569.9 -- -511.43 -359.2 -- -1087.8 -2501.1 -- -- Torsor máx. [kN] -- -- 11.23 9 9 9 1 x [m] -- -- 5.11 x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- -- Momento máx. [kN·m] 232.66 505.52292.57 207.98 374.78 -- 1913.132770.4 2520.20 2 2.7.- Pórtico 9 x [m] 0.96 1.39 2.24 0.96 1.39 -- 2.24 3.74 4.94 Pórtico 9 Tramo: B36-B37 Tramo: B37-B38 Cortante mín. [kN] -- -259.6 -1173.7 -- -505.7 -1420.2 -- -716.4 -1476.5 Sección 200x200 200x200 8 0 3 5 3 4 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] -- 1.99 3.20 -- 1.99 3.20 -- 4.64 6.98 Momento mín. [kN·m] -- -- -- -- -- -- Cortante máx. [kN] 1543.2 635.50 -- 1297.6 389.80 -- 3534.22734.03 -- x [m] -- -- -- -- -- -- 9 5 Momento máx. [kN·m] 4327.39 7636.69 9607.76 9789.35 7563.47 4185.32 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 2.54 -- x [m] 2.59 5.51 8.43 0.00 2.95 5.90 Torsor mín. [kN] -- -6.07 -108.65 -- -6.77 -118.97 -19.99 -15.36 -62.81 Cortante mín. [kN] -- -- -- -906.53 -1297.18 -1687.82 x [m] -- 1.39 2.59 -- 1.39 2.59 0.00 4.64 5.84 x [m] -- -- -- 2.62 5.57 8.52 Torsor máx. [kN] 279.87 17.08 -- 279.95 17.03 -- 61.36 5.02 -- Cortante máx. [kN] 1781.69 1316.63 858.14 -- -- -- x [m] 0.00 1.09 -- 0.00 1.09 -- 0.43 2.54 -- x [m] 0.00 2.92 5.84 -- -- -- Torsor mín. [kN] -- -- -- -- -- -- 2.5.- Pórtico 5 x [m] -- -- -- -- -- -- Pórtico 5 Tramo: B43-A-1 Tramo: A-1-A-2 Torsor máx. [kN] -- -- -- -- -- -- Sección 120x180 120x180 x [m] -- -- -- -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -7214.76 -7469.41 -4344.48 -1958.71 x [m] -- -- 8.15 0.00 1.15 2.15 Momento máx. [kN·m] 5683.89 8930.84 9193.22 -- -- 97.10 x [m] 2.59 5.35 5.95 -- -- 3.20 Cortante mín. [kN] -- -- -8735.98 -- -- -- x [m] -- -- 8.15 -- -- -- Cortante máx. [kN] 2296.20 1514.93 818.57 2963.25 2425.59 2344.51 x [m] 0.00 2.84 5.60 0.00 1.15 2.15 Torsor mín. [kN] -101.98 -80.31 -154.10 -7.55 -- -- x [m] 1.09 2.84 5.60 0.00 -- -- Torsor máx. [kN] 67.53 29.02 195.42 6.37 -- 10.28 x [m] 0.00 4.10 5.60 0.00 -- 2.15 Página 14 Página 15 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Pórtico 4 Tramo: A-15-A-16 Tramo: A-16-A-17 Tramo: A-17-A-18 2.6.- Pórtico 6 Sección 75x100 75x100 75x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Pórtico 6 Tramo: B25-B26 Sección 60x150 Cortante máx. [kN] 1750.4 702.36 -- 1714.0 666.21 -- 1514.6 606.68 -- 4 9 3 Zona 1/3L 2/3L 3/3L x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Momento mín. [kN·m] -340.73 -414.28 -343.23 Torsor mín. [kN] -- -6.90 -123.64 -- -21.82 -95.43 -- -6.06 -108.62 x [m] 1.81 2.71 4.21 x [m] -- 1.39 2.59 -- 1.39 2.59 -- 1.39 2.59 Momento máx. [kN·m] -- -- -- Torsor máx. [kN] 318.47 19.43 -- 317.67 17.59 -- 280.26 17.11 -- x [m] -- -- -- x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 1.09 -- Cortante mín. [kN] -232.50 -108.09 -- x [m] 0.31 2.71 -- Cortante máx. [kN] -- 152.54 226.25 Pórtico 4 Tramo: A-18-A-19 Tramo: A-19-A-20 Tramo: A-20-B14 x [m] -- 3.91 5.11 Sección 75x100 75x100 75x150 Torsor mín. [kN] -14.89 -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] 0.00 -- -- Momento mín. [kN·m] -569.9 -- -511.43 -359.2 -- -1087.8 -2501.1 -- -- Torsor máx. [kN] -- -- 11.23 9 9 9 1 x [m] -- -- 5.11 x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- -- Momento máx. [kN·m] 232.66 505.52292.57 207.98 374.78 -- 1913.132770.4 2520.20 2 2.7.- Pórtico 9 x [m] 0.96 1.39 2.24 0.96 1.39 -- 2.24 3.74 4.94 Pórtico 9 Tramo: B36-B37 Tramo: B37-B38 Cortante mín. [kN] -- -259.6 -1173.7 -- -505.7 -1420.2 -- -716.4 -1476.5 Sección 200x200 200x200 8 0 3 5 3 4 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] -- 1.99 3.20 -- 1.99 3.20 -- 4.64 6.98 Momento mín. [kN·m] -- -- -- -- -- -- Cortante máx. [kN] 1543.2 635.50 -- 1297.6 389.80 -- 3534.22734.03 -- x [m] -- -- -- -- -- -- 9 5 Momento máx. [kN·m] 4327.39 7636.69 9607.76 9789.35 7563.47 4185.32 x [m] 0.00 1.09 -- 0.00 1.09 -- 0.00 2.54 -- x [m] 2.59 5.51 8.43 0.00 2.95 5.90 Torsor mín. [kN] -- -6.07 -108.65 -- -6.77 -118.97 -19.99 -15.36 -62.81 Cortante mín. [kN] -- -- -- -906.53 -1297.18 -1687.82 x [m] -- 1.39 2.59 -- 1.39 2.59 0.00 4.64 5.84 x [m] -- -- -- 2.62 5.57 8.52 Torsor máx. [kN] 279.87 17.08 -- 279.95 17.03 -- 61.36 5.02 -- Cortante máx. [kN] 1781.69 1316.63 858.14 -- -- -- x [m] 0.00 1.09 -- 0.00 1.09 -- 0.43 2.54 -- x [m] 0.00 2.92 5.84 -- -- -- Torsor mín. [kN] -- -- -- -- -- -- 2.5.- Pórtico 5 x [m] -- -- -- -- -- -- Pórtico 5 Tramo: B43-A-1 Tramo: A-1-A-2 Torsor máx. [kN] -- -- -- -- -- -- Sección 120x180 120x180 x [m] -- -- -- -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -7214.76 -7469.41 -4344.48 -1958.71 x [m] -- -- 8.15 0.00 1.15 2.15 Momento máx. [kN·m] 5683.89 8930.84 9193.22 -- -- 97.10 x [m] 2.59 5.35 5.95 -- -- 3.20 Cortante mín. [kN] -- -- -8735.98 -- -- -- x [m] -- -- 8.15 -- -- -- Cortante máx. [kN] 2296.20 1514.93 818.57 2963.25 2425.59 2344.51 x [m] 0.00 2.84 5.60 0.00 1.15 2.15 Torsor mín. [kN] -101.98 -80.31 -154.10 -7.55 -- -- x [m] 1.09 2.84 5.60 0.00 -- -- Torsor máx. [kN] 67.53 29.02 195.42 6.37 -- 10.28 x [m] 0.00 4.10 5.60 0.00 -- 2.15 Página 14 Página 15 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 2.8.- Pórtico 11 3.2.- Pórtico 2 Pórtico 11 Tramo: B21-B22 Tramo: B22-B20 Pórtico 2 Tramo: B124-B123 Sección 60x150 60x150 Sección 40x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -1222.56 -1814.37 -1111.21 -416.49 Momento mín. [kN·m] -- -- -- x [m] -- -- 11.12 0.00 1.99 3.76 x [m] -- -- -- Momento máx. [kN·m] 3293.58 3240.46 1787.82 -- -- -- Momento máx. [kN·m] 326.95 425.68 334.69 x [m] 3.49 3.83 7.50 -- -- -- x [m] 1.09 1.84 2.59 Cortante mín. [kN] -140.96 -574.11 -1041.76 -- -- -- Cortante mín. [kN] -- -126.83 -376.25 x [m] 3.49 7.16 11.12 -- -- -- x [m] -- 2.34 3.72 Cortante máx. [kN] 1054.98 -- -- 447.13 464.14 304.03 Cortante máx. [kN] 359.84 136.88 -- x [m] 0.00 -- -- 0.00 1.99 3.76 x [m] 0.00 1.34 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -5.02 -- -- x [m] -- -- -- -- -- -- x [m] 0.00 -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- 3.- NSF 93.42 3.3.- Pórtico 3 Pórtico 3 Tramo: B150-B151 3.1.- Pórtico 1 Sección 40x100 Pórtico 1 Tramo: B148-B149 Zona 1/3L 2/3L 3/3L Sección 40x100 Momento mín. [kN·m] -- -- -- Zona 1/3L 2/3L 3/3L x [m] -- -- -- Momento mín. [kN·m] -- -- -- Momento máx. [kN·m] 73.59 75.37 64.28 x [m] -- -- -- x [m] 0.68 0.93 1.68 Momento máx. [kN·m] 79.71 86.24 81.82 Cortante mín. [kN] -- -20.80 -86.47 x [m] 0.68 1.18 1.68 x [m] -- 1.44 2.40 Cortante mín. [kN] -- -9.38 -117.01 Cortante máx. [kN] 113.95 1.77 -- x [m] -- 1.44 2.40 x [m] 0.00 0.93 -- Cortante máx. [kN] 119.00 13.05 -- Torsor mín. [kN] -- -- -2.94 x [m] 0.00 0.93 -- x [m] -- -- 1.93 Torsor mín. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- Página 16 Página 17 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 2.8.- Pórtico 11 3.2.- Pórtico 2 Pórtico 11 Tramo: B21-B22 Tramo: B22-B20 Pórtico 2 Tramo: B124-B123 Sección 60x150 60x150 Sección 40x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -1222.56 -1814.37 -1111.21 -416.49 Momento mín. [kN·m] -- -- -- x [m] -- -- 11.12 0.00 1.99 3.76 x [m] -- -- -- Momento máx. [kN·m] 3293.58 3240.46 1787.82 -- -- -- Momento máx. [kN·m] 326.95 425.68 334.69 x [m] 3.49 3.83 7.50 -- -- -- x [m] 1.09 1.84 2.59 Cortante mín. [kN] -140.96 -574.11 -1041.76 -- -- -- Cortante mín. [kN] -- -126.83 -376.25 x [m] 3.49 7.16 11.12 -- -- -- x [m] -- 2.34 3.72 Cortante máx. [kN] 1054.98 -- -- 447.13 464.14 304.03 Cortante máx. [kN] 359.84 136.88 -- x [m] 0.00 -- -- 0.00 1.99 3.76 x [m] 0.00 1.34 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -5.02 -- -- x [m] -- -- -- -- -- -- x [m] 0.00 -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- 3.- NSF 93.42 3.3.- Pórtico 3 Pórtico 3 Tramo: B150-B151 3.1.- Pórtico 1 Sección 40x100 Pórtico 1 Tramo: B148-B149 Zona 1/3L 2/3L 3/3L Sección 40x100 Momento mín. [kN·m] -- -- -- Zona 1/3L 2/3L 3/3L x [m] -- -- -- Momento mín. [kN·m] -- -- -- Momento máx. [kN·m] 73.59 75.37 64.28 x [m] -- -- -- x [m] 0.68 0.93 1.68 Momento máx. [kN·m] 79.71 86.24 81.82 Cortante mín. [kN] -- -20.80 -86.47 x [m] 0.68 1.18 1.68 x [m] -- 1.44 2.40 Cortante mín. [kN] -- -9.38 -117.01 Cortante máx. [kN] 113.95 1.77 -- x [m] -- 1.44 2.40 x [m] 0.00 0.93 -- Cortante máx. [kN] 119.00 13.05 -- Torsor mín. [kN] -- -- -2.94 x [m] 0.00 0.93 -- x [m] -- -- 1.93 Torsor mín. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- Página 16 Página 17 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.4.- Pórtico 4 3.6.- Pórtico 6 Pórtico 4 Tramo: B131-B132 Pórtico 6 Tramo: B129-B130 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -- -- -- x [m] -- -- -- x [m] -- -- -- Momento máx. [kN·m] 625.08 695.07 603.76 Momento máx. [kN·m] 210.62 239.78 232.39 x [m] 1.93 3.13 4.03 x [m] 1.93 3.43 4.03 Cortante mín. [kN] -- -108.05 -437.14 Cortante mín. [kN] -- -12.31 -177.11 x [m] -- 3.73 5.85 x [m] -- 3.73 5.85 Cortante máx. [kN] 406.05 71.47 -- Cortante máx. [kN] 162.21 35.59 -- x [m] 0.00 2.23 -- x [m] 0.00 2.23 -- Torsor mín. [kN] -- -- -4.75 Torsor mín. [kN] -- -- -- x [m] -- -- 5.53 x [m] -- -- -- Torsor máx. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- 3.5.- Pórtico 5 3.7.- Pórtico 7 Pórtico 5 Tramo: B119-B120 Pórtico 7 Tramo: B156-B157 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -71.63 -103.51 -102.38 x [m] -- -- -- x [m] 0.72 1.03 2.23 Momento máx. [kN·m] 1471.70 1692.53 1290.24 Momento máx. [kN·m] -- -- -- x [m] 2.01 2.76 4.26 x [m] -- -- -- Cortante mín. [kN] -- -413.33 -718.46 Cortante mín. [kN] -96.82 -110.23 -28.94 x [m] -- 4.03 6.15 x [m] 0.72 1.03 2.23 Cortante máx. [kN] 865.45 299.92 -- Cortante máx. [kN] -- 28.02 286.33 x [m] 0.00 2.26 -- x [m] -- 1.03 2.23 Torsor mín. [kN] -- -3.66 -14.64 Torsor mín. [kN] -- -- -- x [m] -- 2.76 5.76 x [m] -- -- -- Torsor máx. [kN] -- 8.76 8.76 Torsor máx. [kN] -- -- -- x [m] -- 3.35 4.26 x [m] -- -- -- Página 18 Página 19 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.4.- Pórtico 4 3.6.- Pórtico 6 Pórtico 4 Tramo: B131-B132 Pórtico 6 Tramo: B129-B130 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -- -- -- x [m] -- -- -- x [m] -- -- -- Momento máx. [kN·m] 625.08 695.07 603.76 Momento máx. [kN·m] 210.62 239.78 232.39 x [m] 1.93 3.13 4.03 x [m] 1.93 3.43 4.03 Cortante mín. [kN] -- -108.05 -437.14 Cortante mín. [kN] -- -12.31 -177.11 x [m] -- 3.73 5.85 x [m] -- 3.73 5.85 Cortante máx. [kN] 406.05 71.47 -- Cortante máx. [kN] 162.21 35.59 -- x [m] 0.00 2.23 -- x [m] 0.00 2.23 -- Torsor mín. [kN] -- -- -4.75 Torsor mín. [kN] -- -- -- x [m] -- -- 5.53 x [m] -- -- -- Torsor máx. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- 3.5.- Pórtico 5 3.7.- Pórtico 7 Pórtico 5 Tramo: B119-B120 Pórtico 7 Tramo: B156-B157 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -71.63 -103.51 -102.38 x [m] -- -- -- x [m] 0.72 1.03 2.23 Momento máx. [kN·m] 1471.70 1692.53 1290.24 Momento máx. [kN·m] -- -- -- x [m] 2.01 2.76 4.26 x [m] -- -- -- Cortante mín. [kN] -- -413.33 -718.46 Cortante mín. [kN] -96.82 -110.23 -28.94 x [m] -- 4.03 6.15 x [m] 0.72 1.03 2.23 Cortante máx. [kN] 865.45 299.92 -- Cortante máx. [kN] -- 28.02 286.33 x [m] 0.00 2.26 -- x [m] -- 1.03 2.23 Torsor mín. [kN] -- -3.66 -14.64 Torsor mín. [kN] -- -- -- x [m] -- 2.76 5.76 x [m] -- -- -- Torsor máx. [kN] -- 8.76 8.76 Torsor máx. [kN] -- -- -- x [m] -- 3.35 4.26 x [m] -- -- -- Página 18 Página 19 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.8.- Pórtico 8 Pórtico 8 Tramo: A-4-A-5 Tramo: A-5-A-6 Tramo: A-6-A-7 Sección 75x100 75x100 75x100 Pórtico 8 Tramo: B142-A'-1 Tramo: A'-1-A-2 Tramo: A-2-B127 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Sección 75x150 75x150 75x150 Cortante mín. [kN] -- -270.2 -1407.4 -288.6 -1406.2 -330.5 -1443.1Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L -- --2 1 5 7 8 9 Momento mín. [kN·m] -- -- -2342.8 -2095.9 -- -7243.1 -2497.0 -1277.4 -302.9 x [m] -- 2.12 3.20 -- 2.13 3.20 -- 1.95 3.20 3 2 4 5 8 0 1366.8 1323.3 1239.5 x [m] -- -- 5.14 0.00 -- 7.70 0.00 0.55 1.10 Cortante máx. [kN] 855.21 -- 818.10 -- 742.37 --9 3 0 Momento máx. [kN·m] 1556.9 1685.1 1003.454910.545346.712965.33 -- -- 398.69 x [m] 0.00 1.11 -- 0.00 1.11 -- 0.00 1.11 -- 4 0 -260.0 -247.9 -238.6 x [m] 1.68 1.93 3.43 2.54 3.79 5.29 -- -- 1.64 Torsor mín. [kN] -260.08 -245.15 -247.97 -238.84 -238.67 -232.248 7 7 Cortante mín. [kN] -- -515.0 -2913.9 -- -1649.1 -5361.5 -- -- -- x [m] 0.38 1.11 2.78 0.38 1.11 2.79 0.39 1.11 2.79 2 7 7 9 Torsor máx. [kN] 277.80 364.20 377.80 277.10 351.45 362.54 265.17 337.89 347.38 x [m] -- 3.18 5.14 -- 5.04 7.70 -- -- -- x [m] 0.00 1.11 2.31 0.00 1.11 2.31 0.00 1.11 2.32 Cortante máx. [kN] 1238.0 495.35 -- 4247.41402.23 -- 2351.471851.171799.2 9 9 x [m] 0.00 1.93 -- 0.00 2.79 -- 0.00 0.55 1.10 Pórtico 8 Tramo: A-7-A-8 Torsor mín. [kN] -- -40.84 -40.84 -300.75 -22.54 -- -327.55-327.55-327.5 Sección 75x100 5 Zona 1/3L 2/3L 3/3L x [m] -- 1.93 3.43 0.79 2.79 -- 0.37 0.55 1.10 Momento mín. [kN·m] -915.50 -- -149.44 Torsor máx. [kN] 48.06 4.53 323.20 65.88 -- -- 320.00 -- 317.23 x [m] 0.00 -- 3.20 x [m] 0.00 1.93 4.93 1.11 -- -- 0.00 -- 1.10 Momento máx. [kN·m] 277.06 639.70 623.53 x [m] 0.96 1.59 2.14 Pórtico 8 Tramo: B127-A-3 Tramo: A-3-B125 Tramo: B125-A-4 Cortante mín. [kN] -- -39.07 -1125.04 Sección 75x150 75x150 75x150 x [m] -- 1.96 3.20 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Cortante máx. [kN] 1502.33 1013.90 -- x [m] 0.00 1.12 -- Momento mín. [kN·m] -- -487.18-1109.8-1107.2-42.70 -- -- -- -537.05 7 6 Torsor mín. [kN] -228.25 -228.25 -208.19 x [m] -- 0.73 1.15 0.00 0.74 -- -- -- 0.90 x [m] 0.39 1.12 2.14 Momento máx. [kN·m] 385.47 -- -- -- 435.851141.1982.36 265.84 -- Torsor máx. [kN] 252.54 323.56 344.76 7 x [m] 0.00 1.12 2.32 x [m] 0.00 -- -- -- 1.10 1.90 0.00 0.48 -- Cortante mín. [kN] -1260.0-1451.1-1491.5 -- -- -- -1520.5-1884.4-1924.2 5 0 6 9 4 9 3.9.- Pórtico 9 x [m] 0.25 0.73 1.15 -- -- -- 0.14 0.48 0.90 Pórtico 9 Tramo: B158-B159 Sección 40x100 Cortante máx. [kN] -- -- -- 1556.3 1320.0954.25 -- -- -- 2 7 Zona 1/3L 2/3L 3/3L x [m] -- -- -- 0.00 0.74 1.34 -- -- -- Momento mín. [kN·m] -- -- -- Torsor mín. [kN] -90.21 -65.33 -65.33 -94.37 -94.37 -11.70 -- -340.42-340.42 x [m] -- -- -- x [m] 0.00 0.73 0.94 0.38 0.74 1.58 -- 0.48 0.69 Momento máx. [kN·m] 71.00 86.59 71.53 Torsor máx. [kN] 100.91 100.91 -- 83.96 132.79132.79148.09 148.09 -- x [m] 0.72 1.03 1.63 x [m] 0.25 0.49 -- 0.00 1.10 1.34 0.00 0.48 -- Cortante mín. [kN] -- -29.88 -111.91 x [m] -- 1.44 2.40 Cortante máx. [kN] 86.92 47.12 -- Pórtico 8 Tramo: A-4-A-5 Tramo: A-5-A-6 Tramo: A-6-A-7 x [m] 0.00 0.96 -- Sección 75x100 75x100 75x100 Torsor mín. [kN] -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] -- -- -- Momento mín. [kN·m] -752.39 -- -671.43 -674.59 -- -653.89 -627.43 -- -791.23 Torsor máx. [kN] -- -- -- x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 x [m] -- -- -- Momento máx. [kN·m] 291.38 525.74 358.88 332.79 553.18 375.68 305.87 487.56 312.12 x [m] 0.96 1.58 2.24 0.96 1.59 2.24 0.96 1.59 2.13 Página 20 Página 21 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.8.- Pórtico 8 Pórtico 8 Tramo: A-4-A-5 Tramo: A-5-A-6 Tramo: A-6-A-7 Sección 75x100 75x100 75x100 Pórtico 8 Tramo: B142-A'-1 Tramo: A'-1-A-2 Tramo: A-2-B127 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Sección 75x150 75x150 75x150 Cortante mín. [kN] -- -270.2 -1407.4 -288.6 -1406.2 -330.5 -1443.1Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L -- --2 1 5 7 8 9 Momento mín. [kN·m] -- -- -2342.8 -2095.9 -- -7243.1 -2497.0 -1277.4 -302.9 x [m] -- 2.12 3.20 -- 2.13 3.20 -- 1.95 3.20 3 2 4 5 8 0 1366.8 1323.3 1239.5 x [m] -- -- 5.14 0.00 -- 7.70 0.00 0.55 1.10 Cortante máx. [kN] 855.21 -- 818.10 -- 742.37 --9 3 0 Momento máx. [kN·m] 1556.9 1685.1 1003.454910.545346.712965.33 -- -- 398.69 x [m] 0.00 1.11 -- 0.00 1.11 -- 0.00 1.11 -- 4 0 -260.0 -247.9 -238.6 x [m] 1.68 1.93 3.43 2.54 3.79 5.29 -- -- 1.64 Torsor mín. [kN] -260.08 -245.15 -247.97 -238.84 -238.67 -232.248 7 7 Cortante mín. [kN] -- -515.0 -2913.9 -- -1649.1 -5361.5 -- -- -- x [m] 0.38 1.11 2.78 0.38 1.11 2.79 0.39 1.11 2.79 2 7 7 9 Torsor máx. [kN] 277.80 364.20 377.80 277.10 351.45 362.54 265.17 337.89 347.38 x [m] -- 3.18 5.14 -- 5.04 7.70 -- -- -- x [m] 0.00 1.11 2.31 0.00 1.11 2.31 0.00 1.11 2.32 Cortante máx. [kN] 1238.0 495.35 -- 4247.41402.23 -- 2351.471851.171799.2 9 9 x [m] 0.00 1.93 -- 0.00 2.79 -- 0.00 0.55 1.10 Pórtico 8 Tramo: A-7-A-8 Torsor mín. [kN] -- -40.84 -40.84 -300.75 -22.54 -- -327.55-327.55-327.5 Sección 75x100 5 Zona 1/3L 2/3L 3/3L x [m] -- 1.93 3.43 0.79 2.79 -- 0.37 0.55 1.10 Momento mín. [kN·m] -915.50 -- -149.44 Torsor máx. [kN] 48.06 4.53 323.20 65.88 -- -- 320.00 -- 317.23 x [m] 0.00 -- 3.20 x [m] 0.00 1.93 4.93 1.11 -- -- 0.00 -- 1.10 Momento máx. [kN·m] 277.06 639.70 623.53 x [m] 0.96 1.59 2.14 Pórtico 8 Tramo: B127-A-3 Tramo: A-3-B125 Tramo: B125-A-4 Cortante mín. [kN] -- -39.07 -1125.04 Sección 75x150 75x150 75x150 x [m] -- 1.96 3.20 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Cortante máx. [kN] 1502.33 1013.90 -- x [m] 0.00 1.12 -- Momento mín. [kN·m] -- -487.18-1109.8-1107.2-42.70 -- -- -- -537.05 7 6 Torsor mín. [kN] -228.25 -228.25 -208.19 x [m] -- 0.73 1.15 0.00 0.74 -- -- -- 0.90 x [m] 0.39 1.12 2.14 Momento máx. [kN·m] 385.47 -- -- -- 435.851141.1982.36 265.84 -- Torsor máx. [kN] 252.54 323.56 344.76 7 x [m] 0.00 1.12 2.32 x [m] 0.00 -- -- -- 1.10 1.90 0.00 0.48 -- Cortante mín. [kN] -1260.0-1451.1-1491.5 -- -- -- -1520.5-1884.4-1924.2 5 0 6 9 4 9 3.9.- Pórtico 9 x [m] 0.25 0.73 1.15 -- -- -- 0.14 0.48 0.90 Pórtico 9 Tramo: B158-B159 Sección 40x100 Cortante máx. [kN] -- -- -- 1556.3 1320.0954.25 -- -- -- 2 7 Zona 1/3L 2/3L 3/3L x [m] -- -- -- 0.00 0.74 1.34 -- -- -- Momento mín. [kN·m] -- -- -- Torsor mín. [kN] -90.21 -65.33 -65.33 -94.37 -94.37 -11.70 -- -340.42-340.42 x [m] -- -- -- x [m] 0.00 0.73 0.94 0.38 0.74 1.58 -- 0.48 0.69 Momento máx. [kN·m] 71.00 86.59 71.53 Torsor máx. [kN] 100.91 100.91 -- 83.96 132.79132.79148.09 148.09 -- x [m] 0.72 1.03 1.63 x [m] 0.25 0.49 -- 0.00 1.10 1.34 0.00 0.48 -- Cortante mín. [kN] -- -29.88 -111.91 x [m] -- 1.44 2.40 Cortante máx. [kN] 86.92 47.12 -- Pórtico 8 Tramo: A-4-A-5 Tramo: A-5-A-6 Tramo: A-6-A-7 x [m] 0.00 0.96 -- Sección 75x100 75x100 75x100 Torsor mín. [kN] -- -- -- Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L x [m] -- -- -- Momento mín. [kN·m] -752.39 -- -671.43 -674.59 -- -653.89 -627.43 -- -791.23 Torsor máx. [kN] -- -- -- x [m] 0.00 -- 3.20 0.00 -- 3.20 0.00 -- 3.20 x [m] -- -- -- Momento máx. [kN·m] 291.38 525.74 358.88 332.79 553.18 375.68 305.87 487.56 312.12 x [m] 0.96 1.58 2.24 0.96 1.59 2.24 0.96 1.59 2.13 Página 20 Página 21 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.10.- Pórtico 10 3.12.- Pórtico 12 Pórtico 10 Tramo: B138-B139 Pórtico 12 Tramo: B136-B137 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -- -- -- x [m] -- -- -- x [m] -- -- -- Momento máx. [kN·m] 989.81 1178.34 984.61 Momento máx. [kN·m] 395.85 462.27 378.50 x [m] 1.75 2.65 4.15 x [m] 1.75 2.65 4.15 Cortante mín. [kN] -- -341.43 -686.53 Cortante mín. [kN] -- -124.06 -260.53 x [m] -- 3.85 5.85 x [m] -- 3.85 5.85 Cortante máx. [kN] 738.64 216.05 -- Cortante máx. [kN] 291.60 80.37 -- x [m] 0.00 2.05 -- x [m] 0.00 2.05 -- Torsor mín. [kN] -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] 3.53 -- -- Torsor máx. [kN] 5.20 -- -- x [m] 0.00 -- -- x [m] 0.00 -- -- 3.11.- Pórtico 11 3.13.- Pórtico 13 Pórtico 11 Tramo: B115-B114 Pórtico 13 Tramo: B116-B117 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -- -- -- x [m] -- -- -- x [m] -- -- -- Momento máx. [kN·m] 701.31 800.98 706.72 Momento máx. [kN·m] 190.27 210.90 189.74 x [m] 1.27 2.52 2.77 x [m] 1.27 2.27 2.77 Cortante mín. [kN] -- -371.44 -659.15 Cortante mín. [kN] -- -71.14 -171.23 x [m] -- 2.52 4.14 x [m] -- 2.52 4.14 Cortante máx. [kN] 590.29 96.15 -- Cortante máx. [kN] 153.97 31.58 -- x [m] 0.00 1.52 -- x [m] 0.00 1.52 -- Torsor mín. [kN] -- -6.85 -6.85 Torsor mín. [kN] -- -- -- x [m] -- 2.52 2.77 x [m] -- -- -- Torsor máx. [kN] 14.79 -- 12.51 Torsor máx. [kN] -- -- -- x [m] 0.00 -- 4.02 x [m] -- -- -- Página 22 Página 23 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.10.- Pórtico 10 3.12.- Pórtico 12 Pórtico 10 Tramo: B138-B139 Pórtico 12 Tramo: B136-B137 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -- -- -- x [m] -- -- -- x [m] -- -- -- Momento máx. [kN·m] 989.81 1178.34 984.61 Momento máx. [kN·m] 395.85 462.27 378.50 x [m] 1.75 2.65 4.15 x [m] 1.75 2.65 4.15 Cortante mín. [kN] -- -341.43 -686.53 Cortante mín. [kN] -- -124.06 -260.53 x [m] -- 3.85 5.85 x [m] -- 3.85 5.85 Cortante máx. [kN] 738.64 216.05 -- Cortante máx. [kN] 291.60 80.37 -- x [m] 0.00 2.05 -- x [m] 0.00 2.05 -- Torsor mín. [kN] -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] 3.53 -- -- Torsor máx. [kN] 5.20 -- -- x [m] 0.00 -- -- x [m] 0.00 -- -- 3.11.- Pórtico 11 3.13.- Pórtico 13 Pórtico 11 Tramo: B115-B114 Pórtico 13 Tramo: B116-B117 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -- -- -- x [m] -- -- -- x [m] -- -- -- Momento máx. [kN·m] 701.31 800.98 706.72 Momento máx. [kN·m] 190.27 210.90 189.74 x [m] 1.27 2.52 2.77 x [m] 1.27 2.27 2.77 Cortante mín. [kN] -- -371.44 -659.15 Cortante mín. [kN] -- -71.14 -171.23 x [m] -- 2.52 4.14 x [m] -- 2.52 4.14 Cortante máx. [kN] 590.29 96.15 -- Cortante máx. [kN] 153.97 31.58 -- x [m] 0.00 1.52 -- x [m] 0.00 1.52 -- Torsor mín. [kN] -- -6.85 -6.85 Torsor mín. [kN] -- -- -- x [m] -- 2.52 2.77 x [m] -- -- -- Torsor máx. [kN] 14.79 -- 12.51 Torsor máx. [kN] -- -- -- x [m] 0.00 -- 4.02 x [m] -- -- -- Página 22 Página 23 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.14.- Pórtico 14 3.16.- Pórtico 16 Pórtico 14 Tramo: B122-B121 Pórtico 16 Tramo: B143-B112 Sección 40x100 Sección 40x150 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -22.46 -- -- x [m] -- -- -- x [m] 0.00 -- -- Momento máx. [kN·m] 725.10 804.75 517.83 Momento máx. [kN·m] 2132.01 2952.04 2959.05 x [m] 1.88 2.15 4.07 x [m] 3.68 7.39 7.73 Cortante mín. [kN] -- -187.25 -306.17 Cortante mín. [kN] -- -- -1152.56 x [m] -- 3.75 5.80 x [m] -- -- 11.15 Cortante máx. [kN] 387.32 290.28 -- Cortante máx. [kN] 765.19 370.82 4.06 x [m] 0.00 2.15 -- x [m] 0.00 4.01 7.73 Torsor mín. [kN] -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- 3.15.- Pórtico 15 3.17.- Pórtico 17 Pórtico 15 Tramo: B118-A'-1 Pórtico 17 Tramo: B102-B99 Tramo: B99-A-2 Tramo: A-2-B111 Sección 40x150 Sección 40x145 40x145 40x173 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -671.38 Momento mín. [kN·m] -- -- -- -- -- -2266.2 -1559.7 -- -- x [m] -- -- 10.97 9 2 Momento máx. [kN·m] 2321.47 3174.78 2253.71 x [m] -- -- -- -- -- 8.82 0.00 -- -- x [m] 3.33 6.00 7.55 Momento máx. [kN·m] 570.5 933.3 1344.7 1616.2 1502.6 170.10 914.00 1728.9 1693.2 8 2 9 9 0 6 3 Cortante mín. [kN] -- -630.71 -995.52 x [m] 0.30 0.89 1.69 1.63 3.00 6.08 3.43 6.86 7.55 x [m] -- 7.24 10.97 Cortante máx. [kN] 708.05 403.15 -- Cortante mín. [kN] -- -- -- -136.69-620.19 -1110.0 -- -52.07 -582.59 7 x [m] 0.00 3.67 -- x [m] -- -- -- 2.65 5.74 8.82 -- 7.20 10.98 Torsor mín. [kN] -- -- -- x [m] -- -- -- Cortante máx. [kN] 696.0 613.2 530.54 277.17 -- -- 961.77 430.96 -- 0 7 Torsor máx. [kN] -- -- -- x [m] 0.00 0.59 1.18 0.00 -- -- 0.00 3.77 -- x [m] -- -- -- Torsor mín. [kN] -- -- -- -- -- -- -- -- -- x [m] -- -- -- -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- -- -- -- x [m] -- -- -- -- -- -- -- -- -- Página 24 Página 25 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.14.- Pórtico 14 3.16.- Pórtico 16 Pórtico 14 Tramo: B122-B121 Pórtico 16 Tramo: B143-B112 Sección 40x100 Sección 40x150 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -- Momento mín. [kN·m] -22.46 -- -- x [m] -- -- -- x [m] 0.00 -- -- Momento máx. [kN·m] 725.10 804.75 517.83 Momento máx. [kN·m] 2132.01 2952.04 2959.05 x [m] 1.88 2.15 4.07 x [m] 3.68 7.39 7.73 Cortante mín. [kN] -- -187.25 -306.17 Cortante mín. [kN] -- -- -1152.56 x [m] -- 3.75 5.80 x [m] -- -- 11.15 Cortante máx. [kN] 387.32 290.28 -- Cortante máx. [kN] 765.19 370.82 4.06 x [m] 0.00 2.15 -- x [m] 0.00 4.01 7.73 Torsor mín. [kN] -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- 3.15.- Pórtico 15 3.17.- Pórtico 17 Pórtico 15 Tramo: B118-A'-1 Pórtico 17 Tramo: B102-B99 Tramo: B99-A-2 Tramo: A-2-B111 Sección 40x150 Sección 40x145 40x145 40x173 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -671.38 Momento mín. [kN·m] -- -- -- -- -- -2266.2 -1559.7 -- -- x [m] -- -- 10.97 9 2 Momento máx. [kN·m] 2321.47 3174.78 2253.71 x [m] -- -- -- -- -- 8.82 0.00 -- -- x [m] 3.33 6.00 7.55 Momento máx. [kN·m] 570.5 933.3 1344.7 1616.2 1502.6 170.10 914.00 1728.9 1693.2 8 2 9 9 0 6 3 Cortante mín. [kN] -- -630.71 -995.52 x [m] 0.30 0.89 1.69 1.63 3.00 6.08 3.43 6.86 7.55 x [m] -- 7.24 10.97 Cortante máx. [kN] 708.05 403.15 -- Cortante mín. [kN] -- -- -- -136.69-620.19 -1110.0 -- -52.07 -582.59 7 x [m] 0.00 3.67 -- x [m] -- -- -- 2.65 5.74 8.82 -- 7.20 10.98 Torsor mín. [kN] -- -- -- x [m] -- -- -- Cortante máx. [kN] 696.0 613.2 530.54 277.17 -- -- 961.77 430.96 -- 0 7 Torsor máx. [kN] -- -- -- x [m] 0.00 0.59 1.18 0.00 -- -- 0.00 3.77 -- x [m] -- -- -- Torsor mín. [kN] -- -- -- -- -- -- -- -- -- x [m] -- -- -- -- -- -- -- -- -- Torsor máx. [kN] -- -- -- -- -- -- -- -- -- x [m] -- -- -- -- -- -- -- -- -- Página 24 Página 25 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.18.- Pórtico 18 3.20.- Pórtico 20 Pórtico 18 Tramo: B128-B127 Tramo: B127-B134 Pórtico 20 Tramo: B-8-A'-8 Sección 40x150 40x150 Sección 40x145 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -1909.93 -1860.67 -- -- Momento mín. [kN·m] -212.28 -- -305.75 x [m] -- -- 8.65 0.00 -- -- x [m] 0.00 -- 5.59 Momento máx. [kN·m] 934.78 974.27 -- 1255.78 2860.23 2518.06 Momento máx. [kN·m] 150.83 191.02 115.01 x [m] 2.88 3.20 -- 3.56 6.18 7.38 x [m] 1.75 2.45 3.84 Cortante mín. [kN] -- -424.42 -815.07 -- -304.87 -890.67 Cortante mín. [kN] -- -99.18 -334.21 x [m] -- 5.60 8.65 -- 7.08 10.80 x [m] -- 3.49 5.59 Cortante máx. [kN] 374.50 114.08 -- 1025.35 695.33 -- Cortante máx. [kN] 299.94 65.98 -- x [m] 0.00 3.20 -- 0.00 3.89 -- x [m] 0.00 2.10 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- 3.19.- Pórtico 19 3.21.- Pórtico 21 Pórtico 19 Tramo: B126-B125 Tramo: B125-B135 Pórtico 21 Tramo: B155-B154 Sección 40x150 40x150 Sección 40x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -2026.48 -2036.03 -- -- Momento mín. [kN·m] -560.58 -- -- x [m] -- -- 8.48 0.00 -- -- x [m] 0.00 -- -- Momento máx. [kN·m] 954.39 1049.61 -- 1328.03 3067.24 2738.42 Momento máx. [kN·m] 243.33 606.56 608.29 x [m] 2.56 3.20 -- 3.33 6.36 7.26 x [m] 2.37 5.02 5.35 Cortante mín. [kN] -- -483.67 -889.51 -- -379.05 -1059.69 Cortante mín. [kN] -- -- -370.26 x [m] -- 5.60 8.48 -- 6.96 10.61 x [m] -- -- 7.92 Cortante máx. [kN] 389.53 148.39 -- 1235.71 735.27 -- Cortante máx. [kN] 451.90 226.64 -- x [m] 0.00 2.88 -- 0.00 3.67 -- x [m] 0.00 2.70 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- Página 26 Página 27 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.18.- Pórtico 18 3.20.- Pórtico 20 Pórtico 18 Tramo: B128-B127 Tramo: B127-B134 Pórtico 20 Tramo: B-8-A'-8 Sección 40x150 40x150 Sección 40x145 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -1909.93 -1860.67 -- -- Momento mín. [kN·m] -212.28 -- -305.75 x [m] -- -- 8.65 0.00 -- -- x [m] 0.00 -- 5.59 Momento máx. [kN·m] 934.78 974.27 -- 1255.78 2860.23 2518.06 Momento máx. [kN·m] 150.83 191.02 115.01 x [m] 2.88 3.20 -- 3.56 6.18 7.38 x [m] 1.75 2.45 3.84 Cortante mín. [kN] -- -424.42 -815.07 -- -304.87 -890.67 Cortante mín. [kN] -- -99.18 -334.21 x [m] -- 5.60 8.65 -- 7.08 10.80 x [m] -- 3.49 5.59 Cortante máx. [kN] 374.50 114.08 -- 1025.35 695.33 -- Cortante máx. [kN] 299.94 65.98 -- x [m] 0.00 3.20 -- 0.00 3.89 -- x [m] 0.00 2.10 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- 3.19.- Pórtico 19 3.21.- Pórtico 21 Pórtico 19 Tramo: B126-B125 Tramo: B125-B135 Pórtico 21 Tramo: B155-B154 Sección 40x150 40x150 Sección 40x100 Zona 1/3L 2/3L 3/3L 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -2026.48 -2036.03 -- -- Momento mín. [kN·m] -560.58 -- -- x [m] -- -- 8.48 0.00 -- -- x [m] 0.00 -- -- Momento máx. [kN·m] 954.39 1049.61 -- 1328.03 3067.24 2738.42 Momento máx. [kN·m] 243.33 606.56 608.29 x [m] 2.56 3.20 -- 3.33 6.36 7.26 x [m] 2.37 5.02 5.35 Cortante mín. [kN] -- -483.67 -889.51 -- -379.05 -1059.69 Cortante mín. [kN] -- -- -370.26 x [m] -- 5.60 8.48 -- 6.96 10.61 x [m] -- -- 7.92 Cortante máx. [kN] 389.53 148.39 -- 1235.71 735.27 -- Cortante máx. [kN] 451.90 226.64 -- x [m] 0.00 2.88 -- 0.00 3.67 -- x [m] 0.00 2.70 -- Torsor mín. [kN] -- -- -- -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- -- -- -- x [m] -- -- -- Página 26 Página 27 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.22.- Pórtico 22 3.24.- Pórtico 24 Pórtico 22 Tramo: B147-B144 Pórtico 24 Tramo: B146-B145 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -351.23 Momento mín. [kN·m] -- -- -67.17 x [m] -- -- 7.63 x [m] -- -- 7.63 Momento máx. [kN·m] 754.92 789.49 593.02 Momento máx. [kN·m] 789.43 859.88 732.05 x [m] 2.22 3.21 5.20 x [m] 2.22 3.54 5.20 Cortante mín. [kN] -- -244.42 -493.90 Cortante mín. [kN] -- -182.99 -431.82 x [m] -- 4.86 7.63 x [m] -- 4.86 7.63 Cortante máx. [kN] 384.08 48.05 -- Cortante máx. [kN] 410.37 77.93 -- x [m] 0.00 2.55 -- x [m] 0.00 2.55 -- Torsor mín. [kN] -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- 3.23.- Pórtico 23 Pórtico 23 Tramo: B152-B153 Sección 40x100 Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -93.10 -- -- x [m] 0.00 -- -- Momento máx. [kN·m] 248.26 557.56 560.60 x [m] 2.37 5.02 5.35 Cortante mín. [kN] -- -- -310.20 x [m] -- -- 7.92 Cortante máx. [kN] 284.98 189.41 -- x [m] 1.37 2.70 -- Torsor mín. [kN] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- Página 28 Página 29 Listado de armado de vigas Listado de armado de vigas Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 3.22.- Pórtico 22 3.24.- Pórtico 24 Pórtico 22 Tramo: B147-B144 Pórtico 24 Tramo: B146-B145 Sección 40x100 Sección 40x100 Zona 1/3L 2/3L 3/3L Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -- -- -351.23 Momento mín. [kN·m] -- -- -67.17 x [m] -- -- 7.63 x [m] -- -- 7.63 Momento máx. [kN·m] 754.92 789.49 593.02 Momento máx. [kN·m] 789.43 859.88 732.05 x [m] 2.22 3.21 5.20 x [m] 2.22 3.54 5.20 Cortante mín. [kN] -- -244.42 -493.90 Cortante mín. [kN] -- -182.99 -431.82 x [m] -- 4.86 7.63 x [m] -- 4.86 7.63 Cortante máx. [kN] 384.08 48.05 -- Cortante máx. [kN] 410.37 77.93 -- x [m] 0.00 2.55 -- x [m] 0.00 2.55 -- Torsor mín. [kN] -- -- -- Torsor mín. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- x [m] -- -- -- 3.23.- Pórtico 23 Pórtico 23 Tramo: B152-B153 Sección 40x100 Zona 1/3L 2/3L 3/3L Momento mín. [kN·m] -93.10 -- -- x [m] 0.00 -- -- Momento máx. [kN·m] 248.26 557.56 560.60 x [m] 2.37 5.02 5.35 Cortante mín. [kN] -- -- -310.20 x [m] -- -- 7.92 Cortante máx. [kN] 284.98 189.41 -- x [m] 1.37 2.70 -- Torsor mín. [kN] -- -- -- x [m] -- -- -- Torsor máx. [kN] -- -- -- x [m] -- -- -- Página 28 Página 29 Esfuerzos y armados de pilares, pantallas y muros Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Esfuerzos en arranques 1.- ARRANQUES DE PILARES, PANTALLAS Y MUROS POR Soporte Hipótesis N Mx My Qx Qy T HIPÓTESIS (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) Nota: A-10 Peso propio 1639.2 8.8 40.9 7.1 23.0 0.0 Los esfuerzos están referidos a ejes locales del pilar. Cargas muertas 3542.1 19.5 283.1 15.6 159.3 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Esfuerzos en arranques Sobrecarga (Uso B) 2.6 0.4 -0.0 0.3 -0.0 0.0 Soporte Hipótesis Sobrecarga (Uso E) 338.9 2.6 24.3 2.1 13.7 0.0N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) A-11 Peso propio 1568.1 -1.6 40.9 -1.3 23.0 0.0 Cargas muertas 3388.4 -5.5 281.4 -4.4 158.3 0.0 A-1 Peso propio 4192.4 -2.3 -162.4 -1.3 -130.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 5195.4 1.3 -329.7 0.7 -264.3 0.0 Sobrecarga (Uso B) -0.5 -0.1 0.0 -0.1 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 356.1 -4.8 24.5 -3.9 13.8 0.0 Sobrecarga (Uso B) 598.8 5.5 -21.1 3.1 -16.9 0.0 Sobrecarga (Uso E) 706.0 -25.9 -51.1 -14.6 -41.0 0.0 A-12 Peso propio 1580.1 -0.0 40.9 -0.0 23.0 0.0 Cargas muertas 3444.3 -1.0 279.5 -0.8 157.3 0.0 A-2 Peso propio 3269.9 -28.3 37.2 -16.9 31.6 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Cargas muertas 5603.3 7.1 196.1 4.2 166.5 0.0 Sobrecarga (Uso B) 0.1 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 688.8 -1.4 96.4 -1.1 54.2 0.0 Sobrecarga (Uso B) 121.9 -2.7 -8.3 -1.6 -7.0 0.0 Sobrecarga (Uso E) 525.6 0.7 21.7 0.4 18.5 0.0 A-13 Peso propio 1578.3 -0.3 40.9 -0.2 23.0 0.0 Cargas muertas 2977.9 13.0 226.2 10.4 127.3 0.0 A-3 Peso propio 2323.2 -52.4 2.0 -31.4 1.7 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 2891.0 -149.3 21.8 -89.4 18.5 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 367.5 5.3 24.8 4.3 13.9 0.0 Sobrecarga (Uso B) 10.7 -0.3 -0.9 -0.2 -0.8 0.0 Sobrecarga (Uso E) 277.6 -14.6 2.7 -8.7 2.3 0.0 A-14 Peso propio 1578.6 -0.2 40.9 -0.2 23.0 0.0 Cargas muertas 2883.1 -3.4 255.4 -2.7 143.7 0.0 A-4 Peso propio 2326.4 -74.7 -15.4 -44.7 -13.1 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Cargas muertas 3931.2 -234.4 -10.8 -140.3 -9.2 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 321.8 -1.0 24.4 -0.8 13.8 0.0 Sobrecarga (Uso B) 1.5 -0.4 0.2 -0.2 0.2 0.0 Sobrecarga (Uso E) 386.2 -22.9 -1.2 -13.7 -1.0 0.0 A-15 Peso propio 1578.5 -0.2 40.9 -0.2 23.0 0.0 Cargas muertas 2908.4 -1.4 255.4 -1.1 143.7 0.0 A-5 Peso propio 2127.8 -72.2 2.2 -43.2 1.9 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 3691.8 -224.4 0.7 -134.3 0.6 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 328.6 0.0 24.5 0.0 13.8 0.0 Sobrecarga (Uso B) 3.4 -0.3 -0.0 -0.2 -0.0 0.0 Sobrecarga (Uso E) 361.6 -22.0 0.1 -13.2 0.1 0.0 A-16 Peso propio 1578.7 -0.2 40.9 -0.2 23.0 0.0 Cargas muertas 2873.7 2.9 255.3 2.4 143.6 0.0 A-6 Peso propio 2104.2 -69.5 -1.8 -41.6 -1.6 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Cargas muertas 3579.5 -214.8 -6.6 -128.6 -5.6 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 327.3 -0.1 24.5 -0.1 13.8 0.0 Sobrecarga (Uso B) 2.4 -0.3 -0.1 -0.2 -0.1 0.0 Sobrecarga (Uso E) 350.8 -21.0 -0.6 -12.6 -0.5 0.0 A-17 Peso propio 1577.5 -0.1 40.9 -0.1 23.0 0.0 Cargas muertas 2412.9 5.5 212.0 4.4 119.3 0.0 A-7 Peso propio 2164.6 -69.5 8.7 -41.6 7.4 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 3770.9 -212.6 24.4 -127.2 20.7 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 326.6 -0.1 24.6 -0.0 13.8 0.0 Sobrecarga (Uso B) 6.8 -0.4 0.5 -0.3 0.4 0.0 Sobrecarga (Uso E) 369.3 -20.8 2.4 -12.5 2.0 0.0 A-18 Peso propio 1588.8 -1.2 40.6 -1.0 22.9 0.0 Cargas muertas 2392.7 -4.8 213.8 -3.8 120.3 0.0 A-8 Peso propio 4255.2 -206.8 -2.2 -134.7 -2.0 0.0 Sobrecarga (Uso A) 0.8 -0.0 -0.1 -0.0 -0.1 0.0 Cargas muertas 6479.2 -376.8 -62.5 -245.5 -58.2 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 329.4 -0.5 24.6 -0.4 13.9 0.0 Sobrecarga (Uso B) 158.8 -13.1 0.5 -8.5 0.4 0.0 Sobrecarga (Uso E) 628.9 -36.4 -6.2 -23.7 -5.7 0.0 A-19 Peso propio 1533.4 6.6 40.2 5.3 22.6 0.0 Cargas muertas 2237.4 18.4 213.7 14.8 120.2 0.0 A-9 Peso propio 3513.9 -25.1 -157.6 -23.3 -102.7 0.0 Sobrecarga (Uso A) 1.6 -0.0 -0.2 -0.0 -0.1 0.0 Cargas muertas 4190.6 -143.2 -199.4 -133.4 -129.9 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 307.5 2.4 24.7 1.9 13.9 0.0 Sobrecarga (Uso B) 155.1 0.2 -10.1 0.2 -6.6 0.0 Sobrecarga (Uso E) 392.5 -14.0 -18.3 -13.0 -11.9 0.0 A-20 Peso propio 2121.0 -71.6 34.3 -57.4 19.3 0.0 Cargas muertas 3416.2 -178.5 189.1 -143.1 106.4 0.0 Sobrecarga (Uso A) 2.0 0.0 -0.2 0.0 -0.1 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 461.8 -23.4 21.9 -18.7 12.3 0.0 Página 1 Página 2 Esfuerzos y armados de pilares, pantallas y muros Esfuerzos y armados de pilares, pantallas y muros Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Dipòsit aigües pluvials Av. Vallcarca - Barcelona BCASA Fecha: 09/04/19 Esfuerzos en arranques 1.- ARRANQUES DE PILARES, PANTALLAS Y MUROS POR Soporte Hipótesis N Mx My Qx Qy T HIPÓTESIS (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) Nota: A-10 Peso propio 1639.2 8.8 40.9 7.1 23.0 0.0 Los esfuerzos están referidos a ejes locales del pilar. Cargas muertas 3542.1 19.5 283.1 15.6 159.3 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Esfuerzos en arranques Sobrecarga (Uso B) 2.6 0.4 -0.0 0.3 -0.0 0.0 Soporte Hipótesis Sobrecarga (Uso E) 338.9 2.6 24.3 2.1 13.7 0.0N Mx My Qx Qy T (kN) (kN·m) (kN·m) (kN) (kN) (kN·m) A-11 Peso propio 1568.1 -1.6 40.9 -1.3 23.0 0.0 Cargas muertas 3388.4 -5.5 281.4 -4.4 158.3 0.0 A-1 Peso propio 4192.4 -2.3 -162.4 -1.3 -130.2 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 5195.4 1.3 -329.7 0.7 -264.3 0.0 Sobrecarga (Uso B) -0.5 -0.1 0.0 -0.1 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 356.1 -4.8 24.5 -3.9 13.8 0.0 Sobrecarga (Uso B) 598.8 5.5 -21.1 3.1 -16.9 0.0 Sobrecarga (Uso E) 706.0 -25.9 -51.1 -14.6 -41.0 0.0 A-12 Peso propio 1580.1 -0.0 40.9 -0.0 23.0 0.0 Cargas muertas 3444.3 -1.0 279.5 -0.8 157.3 0.0 A-2 Peso propio 3269.9 -28.3 37.2 -16.9 31.6 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Cargas muertas 5603.3 7.1 196.1 4.2 166.5 0.0 Sobrecarga (Uso B) 0.1 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 688.8 -1.4 96.4 -1.1 54.2 0.0 Sobrecarga (Uso B) 121.9 -2.7 -8.3 -1.6 -7.0 0.0 Sobrecarga (Uso E) 525.6 0.7 21.7 0.4 18.5 0.0 A-13 Peso propio 1578.3 -0.3 40.9 -0.2 23.0 0.0 Cargas muertas 2977.9 13.0 226.2 10.4 127.3 0.0 A-3 Peso propio 2323.2 -52.4 2.0 -31.4 1.7 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 2891.0 -149.3 21.8 -89.4 18.5 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 367.5 5.3 24.8 4.3 13.9 0.0 Sobrecarga (Uso B) 10.7 -0.3 -0.9 -0.2 -0.8 0.0 Sobrecarga (Uso E) 277.6 -14.6 2.7 -8.7 2.3 0.0 A-14 Peso propio 1578.6 -0.2 40.9 -0.2 23.0 0.0 Cargas muertas 2883.1 -3.4 255.4 -2.7 143.7 0.0 A-4 Peso propio 2326.4 -74.7 -15.4 -44.7 -13.1 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Cargas muertas 3931.2 -234.4 -10.8 -140.3 -9.2 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 321.8 -1.0 24.4 -0.8 13.8 0.0 Sobrecarga (Uso B) 1.5 -0.4 0.2 -0.2 0.2 0.0 Sobrecarga (Uso E) 386.2 -22.9 -1.2 -13.7 -1.0 0.0 A-15 Peso propio 1578.5 -0.2 40.9 -0.2 23.0 0.0 Cargas muertas 2908.4 -1.4 255.4 -1.1 143.7 0.0 A-5 Peso propio 2127.8 -72.2 2.2 -43.2 1.9 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 3691.8 -224.4 0.7 -134.3 0.6 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 328.6 0.0 24.5 0.0 13.8 0.0 Sobrecarga (Uso B) 3.4 -0.3 -0.0 -0.2 -0.0 0.0 Sobrecarga (Uso E) 361.6 -22.0 0.1 -13.2 0.1 0.0 A-16 Peso propio 1578.7 -0.2 40.9 -0.2 23.0 0.0 Cargas muertas 2873.7 2.9 255.3 2.4 143.6 0.0 A-6 Peso propio 2104.2 -69.5 -1.8 -41.6 -1.6 0.0 Sobrecarga (Uso A) -0.0 0.0 0.0 0.0 0.0 0.0 Cargas muertas 3579.5 -214.8 -6.6 -128.6 -5.6 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 327.3 -0.1 24.5 -0.1 13.8 0.0 Sobrecarga (Uso B) 2.4 -0.3 -0.1 -0.2 -0.1 0.0 Sobrecarga (Uso E) 350.8 -21.0 -0.6 -12.6 -0.5 0.0 A-17 Peso propio 1577.5 -0.1 40.9 -0.1 23.0 0.0 Cargas muertas 2412.9 5.5 212.0 4.4 119.3 0.0 A-7 Peso propio 2164.6 -69.5 8.7 -41.6 7.4 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Cargas muertas 3770.9 -212.6 24.4 -127.2 20.7 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 326.6 -0.1 24.6 -0.0 13.8 0.0 Sobrecarga (Uso B) 6.8 -0.4 0.5 -0.3 0.4 0.0 Sobrecarga (Uso E) 369.3 -20.8 2.4 -12.5 2.0 0.0 A-18 Peso propio 1588.8 -1.2 40.6 -1.0 22.9 0.0 Cargas muertas 2392.7 -4.8 213.8 -3.8 120.3 0.0 A-8 Peso propio 4255.2 -206.8 -2.2 -134.7 -2.0 0.0 Sobrecarga (Uso A) 0.8 -0.0 -0.1 -0.0 -0.1 0.0 Cargas muertas 6479.2 -376.8 -62.5 -245.5 -58.2 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso E) 329.4 -0.5 24.6 -0.4 13.9 0.0 Sobrecarga (Uso B) 158.8 -13.1 0.5 -8.5 0.4 0.0 Sobrecarga (Uso E) 628.9 -36.4 -6.2 -23.7 -5.7 0.0 A-19 Peso propio 1533.4 6.6 40.2 5.3 22.6 0.0 Cargas muertas 2237.4 18.4 213.7 14.8 120.2 0.0 A-9 Peso propio 3513.9 -25.1 -157.6 -23.3 -102.7 0.0 Sobrecarga (Uso A) 1.6 -0.0 -0.2 -0.0 -0.1 0.0 Cargas muertas 4190.6 -143.2 -199.4 -133.4 -129.9 0.0 Sobrecarga (Uso B) -0.0 -0.0 0.0 -0.0 0.0 0.0 Sobrecarga (Uso A) 0.0 -0.0 -0.0 -0.0 -0.0 0.0 Sobrecarga (Uso E) 307.5 2.4 24.7 1.9 13.9 0.0 Sobrecarga (Uso B) 155.1 0.2 -10.1 0.2 -6.6 0.0 Sobrecarga (Uso E) 392.5 -14.0 -18.3 -13.0 -11.9 0.0 A-20 Peso propio 2121.0 -71.6 34.3 -57.4 19.3 0.0 Cargas muertas 3416.2 -178.5 189.1 -143.1 106.4 0.0 Sobrecarga (Uso A) 2.0 0.0 -0.2 0.0 -0.1 0.0 Sobrecarga (Uso B) 0.0 0.0 -0.0 0.0 -0.0 0.0 Sobrecarga (Uso E) 461.8 -23.4 21.9 -18.7 12.3 0.0 Página 1 Página 2 ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO * SOBRECARGA DE CAQUOT SOBRE SUELO 1 = 10.000 kPa *** DESCRIPCIÓN DE LA PARED : ***** INESTABILIDAD DE SUELO EN NIVEL 90.44 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO SECCIÓN No 1 DE 88.920 m A 71.000 m : 514382. kN.m2/m 0. kPa/m 0.000 kN/m2 *** DESCRIPCIÓN DE SUELO : *CAPA R CAPA No 1 DE 90.440 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 48.920 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO * SOBRECARGA DE CAQUOT SOBRE SUELO 1 = 10.000 kPa *** DESCRIPCIÓN DE LA PARED : ***** INESTABILIDAD DE SUELO EN NIVEL 90.44 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO SECCIÓN No 1 DE 88.920 m A 71.000 m : 514382. kN.m2/m 0. kPa/m 0.000 kN/m2 *** DESCRIPCIÓN DE SUELO : *CAPA R CAPA No 1 DE 90.440 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 48.920 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: -1.52 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 8.92 m | ANCLAS | *EXCAVACION | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 87.920 m | | | | | | | 88.920 | 0.17 -0.02 0.00 0.00 | 2 17.49 5.77 18380 | 2 18.13 18380 | | | 88.420 | 0.17 -0.02 0.07 -0.25 | 2 22.54 5.77 18380 | 2 22.89 18380 | | | 87.920 | 0.16 -0.02 0.22 -0.34 | 2 27.60 5.77 18380 | 2 27.65 18380 | | | 87.555 | 0.15 -0.02 0.34 -0.32 | 2 31.29 5.77 18380 | 2 31.12 18380 | | | 87.190 | 0.15 -0.02 0.44 -0.22 | 2 34.98 5.77 18380 | 2 34.59 18380 | | | 86.825 | 0.14 -0.02 0.49 -0.03 | 2 38.68 5.77 18380 | 2 38.06 18380 | | | 86.460 | 0.13 -0.02 0.46 0.23 | 2 42.38 5.77 18380 | 2 41.53 18380 | | | 86.095 | 0.13 -0.02 0.31 0.59 | 2 46.08 5.77 18380 | 2 44.99 18380 | | | 85.730 | 0.12 -0.02 0.02 1.03 | 2 49.78 5.77 18380 | 2 48.46 18380 | | | 85.365 | 0.11 -0.02 -0.45 1.55 | 2 53.48 5.77 18380 | 2 51.92 18380 | | | 85.000 | 0.11 -0.02 -1.12 2.16 | 2 57.18 5.77 18380 | 2 55.39 18380 | | | | | 2 44.72 4.70 31867 | 2 46.93 31867 | | | 84.562 | 0.10 -0.02 -1.87 1.30 | 2 49.06 4.70 31867 | 2 50.81 31867 | | | 84.125 | 0.09 -0.01 -2.29 0.63 | 2 53.39 4.70 31867 | 2 54.71 31867 | | | 83.688 | 0.09 -0.01 -2.45 0.13 | 2 57.68 4.70 31867 | 2 58.65 31867 | | | 83.250 | 0.08 -0.01 -2.42 -0.23 | 2 61.94 4.70 31867 | 2 62.61 31867 | | | 82.812 | 0.08 -0.01 -2.26 -0.47 | 2 66.18 4.70 31867 | 2 66.60 31867 | | | 82.375 | 0.08 -0.01 -2.03 -0.61 | 2 70.39 4.70 31867 | 2 70.61 31867 | | | 81.938 | 0.07 0.00 -1.74 -0.67 | 2 74.58 4.70 31867 | 2 74.65 31867 | | | 81.500 | 0.07 0.00 -1.45 -0.68 | 2 78.74 4.70 31867 | 2 78.72 31867 | | | 81.000 | 0.07 0.00 -1.11 -0.65 | 2 83.48 4.70 31867 | 2 83.38 31867 | | | 80.500 | 0.07 0.00 -0.80 -0.59 | 2 88.20 4.70 31867 | 2 88.06 31867 | | | 80.000 | 0.07 0.00 -0.52 -0.51 | 2 92.91 4.70 31867 | 2 92.75 31867 | | | 79.500 | 0.07 0.00 -0.29 -0.43 | 2 95.50 4.70 31867 | 2 95.33 31867 | | | 79.219 | 0.07 0.00 -0.18 -0.38 | 2 96.95 4.70 31867 | 2 96.79 31867 | | | 78.938 | 0.07 0.00 -0.07 -0.34 | 2 98.40 4.70 31867 | 2 98.25 31867 | | | 78.656 | 0.07 0.00 0.01 -0.29 | 2 99.86 4.70 31867 | 2 99.70 31867 | | | 78.375 | 0.07 0.00 0.09 -0.25 | 2 101.31 4.70 31867 | 2 101.16 31867 | | | 78.094 | 0.07 0.00 0.16 -0.21 | 2 102.76 4.70 31867 | 2 102.62 31867 | | | 77.812 | 0.07 0.00 0.21 -0.17 | 2 104.21 4.70 31867 | 2 104.07 31867 | | | 77.531 | 0.07 0.00 0.25 -0.13 | 2 105.67 4.70 31867 | 2 105.53 31867 | | | 77.250 | 0.07 0.00 0.29 -0.10 | 2 107.12 4.70 31867 | 2 106.98 31867 | | | 76.969 | 0.07 0.00 0.31 -0.06 | 2 108.58 4.70 31867 | 2 108.44 31867 | | | 76.688 | 0.07 0.00 0.32 -0.02 | 2 110.03 4.70 31867 | 2 109.89 31867 | | | 76.406 | 0.07 0.00 0.32 0.03 | 2 111.49 4.70 31867 | 2 111.34 31867 | | | 76.125 | 0.07 0.00 0.30 0.07 | 2 112.95 4.70 31867 | 2 112.78 31867 | | | 75.844 | 0.07 0.00 0.28 0.12 | 2 114.42 4.70 31867 | 2 114.23 31867 | | | 75.562 | 0.07 0.00 0.23 0.18 | 2 115.88 4.70 31867 | 2 115.67 31867 | | | 75.281 | 0.07 0.00 0.18 0.24 | 2 117.34 4.70 31867 | 2 117.12 31867 | | | 75.000 | 0.07 0.00 0.10 0.31 | 2 118.81 4.70 31867 | 2 118.56 31867 | | | | | 2 145.63 5.77 43373 | 2 145.92 43373 | | | 74.500 | 0.07 0.00 -0.02 0.18 | 2 148.84 5.77 43373 | 2 149.07 43373 | | | 74.000 | 0.07 0.00 -0.08 0.08 | 2 152.04 5.77 43373 | 2 152.21 43373 | | | 73.625 | 0.07 0.00 -0.10 0.02 | 2 154.45 5.77 43373 | 2 154.57 43373 | | | 73.250 | 0.07 0.00 -0.10 -0.02 | 2 156.85 5.77 43373 | 2 156.94 43373 | | | 72.875 | 0.07 0.00 -0.09 -0.05 | 2 159.25 5.77 43373 | 2 159.30 43373 | | | 72.500 | 0.07 0.00 -0.07 -0.06 | 2 161.64 5.77 43373 | 2 161.67 43373 | | | 72.125 | 0.07 0.00 -0.05 -0.06 | 2 164.04 5.77 43373 | 2 164.03 43373 | | | 71.750 | 0.07 0.00 -0.02 -0.05 | 2 166.44 5.77 43373 | 2 166.40 43373 | | | 71.375 | 0.07 0.00 -0.01 -0.03 | 2 168.84 5.77 43373 | 2 168.76 43373 | | | 71.000 | 0.07 0.00 0.00 0.00 | 2 171.23 5.77 43373 | 2 171.13 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -2.45 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : CONFIGURACIÓN INCOMPATIBLE ! POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 89.680 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.114 = (1665.26 kN/m)/(14658.76 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 92.74 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: -1.52 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 8.92 m | ANCLAS | *EXCAVACION | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 87.920 m | | | | | | | 88.920 | 0.17 -0.02 0.00 0.00 | 2 17.49 5.77 18380 | 2 18.13 18380 | | | 88.420 | 0.17 -0.02 0.07 -0.25 | 2 22.54 5.77 18380 | 2 22.89 18380 | | | 87.920 | 0.16 -0.02 0.22 -0.34 | 2 27.60 5.77 18380 | 2 27.65 18380 | | | 87.555 | 0.15 -0.02 0.34 -0.32 | 2 31.29 5.77 18380 | 2 31.12 18380 | | | 87.190 | 0.15 -0.02 0.44 -0.22 | 2 34.98 5.77 18380 | 2 34.59 18380 | | | 86.825 | 0.14 -0.02 0.49 -0.03 | 2 38.68 5.77 18380 | 2 38.06 18380 | | | 86.460 | 0.13 -0.02 0.46 0.23 | 2 42.38 5.77 18380 | 2 41.53 18380 | | | 86.095 | 0.13 -0.02 0.31 0.59 | 2 46.08 5.77 18380 | 2 44.99 18380 | | | 85.730 | 0.12 -0.02 0.02 1.03 | 2 49.78 5.77 18380 | 2 48.46 18380 | | | 85.365 | 0.11 -0.02 -0.45 1.55 | 2 53.48 5.77 18380 | 2 51.92 18380 | | | 85.000 | 0.11 -0.02 -1.12 2.16 | 2 57.18 5.77 18380 | 2 55.39 18380 | | | | | 2 44.72 4.70 31867 | 2 46.93 31867 | | | 84.562 | 0.10 -0.02 -1.87 1.30 | 2 49.06 4.70 31867 | 2 50.81 31867 | | | 84.125 | 0.09 -0.01 -2.29 0.63 | 2 53.39 4.70 31867 | 2 54.71 31867 | | | 83.688 | 0.09 -0.01 -2.45 0.13 | 2 57.68 4.70 31867 | 2 58.65 31867 | | | 83.250 | 0.08 -0.01 -2.42 -0.23 | 2 61.94 4.70 31867 | 2 62.61 31867 | | | 82.812 | 0.08 -0.01 -2.26 -0.47 | 2 66.18 4.70 31867 | 2 66.60 31867 | | | 82.375 | 0.08 -0.01 -2.03 -0.61 | 2 70.39 4.70 31867 | 2 70.61 31867 | | | 81.938 | 0.07 0.00 -1.74 -0.67 | 2 74.58 4.70 31867 | 2 74.65 31867 | | | 81.500 | 0.07 0.00 -1.45 -0.68 | 2 78.74 4.70 31867 | 2 78.72 31867 | | | 81.000 | 0.07 0.00 -1.11 -0.65 | 2 83.48 4.70 31867 | 2 83.38 31867 | | | 80.500 | 0.07 0.00 -0.80 -0.59 | 2 88.20 4.70 31867 | 2 88.06 31867 | | | 80.000 | 0.07 0.00 -0.52 -0.51 | 2 92.91 4.70 31867 | 2 92.75 31867 | | | 79.500 | 0.07 0.00 -0.29 -0.43 | 2 95.50 4.70 31867 | 2 95.33 31867 | | | 79.219 | 0.07 0.00 -0.18 -0.38 | 2 96.95 4.70 31867 | 2 96.79 31867 | | | 78.938 | 0.07 0.00 -0.07 -0.34 | 2 98.40 4.70 31867 | 2 98.25 31867 | | | 78.656 | 0.07 0.00 0.01 -0.29 | 2 99.86 4.70 31867 | 2 99.70 31867 | | | 78.375 | 0.07 0.00 0.09 -0.25 | 2 101.31 4.70 31867 | 2 101.16 31867 | | | 78.094 | 0.07 0.00 0.16 -0.21 | 2 102.76 4.70 31867 | 2 102.62 31867 | | | 77.812 | 0.07 0.00 0.21 -0.17 | 2 104.21 4.70 31867 | 2 104.07 31867 | | | 77.531 | 0.07 0.00 0.25 -0.13 | 2 105.67 4.70 31867 | 2 105.53 31867 | | | 77.250 | 0.07 0.00 0.29 -0.10 | 2 107.12 4.70 31867 | 2 106.98 31867 | | | 76.969 | 0.07 0.00 0.31 -0.06 | 2 108.58 4.70 31867 | 2 108.44 31867 | | | 76.688 | 0.07 0.00 0.32 -0.02 | 2 110.03 4.70 31867 | 2 109.89 31867 | | | 76.406 | 0.07 0.00 0.32 0.03 | 2 111.49 4.70 31867 | 2 111.34 31867 | | | 76.125 | 0.07 0.00 0.30 0.07 | 2 112.95 4.70 31867 | 2 112.78 31867 | | | 75.844 | 0.07 0.00 0.28 0.12 | 2 114.42 4.70 31867 | 2 114.23 31867 | | | 75.562 | 0.07 0.00 0.23 0.18 | 2 115.88 4.70 31867 | 2 115.67 31867 | | | 75.281 | 0.07 0.00 0.18 0.24 | 2 117.34 4.70 31867 | 2 117.12 31867 | | | 75.000 | 0.07 0.00 0.10 0.31 | 2 118.81 4.70 31867 | 2 118.56 31867 | | | | | 2 145.63 5.77 43373 | 2 145.92 43373 | | | 74.500 | 0.07 0.00 -0.02 0.18 | 2 148.84 5.77 43373 | 2 149.07 43373 | | | 74.000 | 0.07 0.00 -0.08 0.08 | 2 152.04 5.77 43373 | 2 152.21 43373 | | | 73.625 | 0.07 0.00 -0.10 0.02 | 2 154.45 5.77 43373 | 2 154.57 43373 | | | 73.250 | 0.07 0.00 -0.10 -0.02 | 2 156.85 5.77 43373 | 2 156.94 43373 | | | 72.875 | 0.07 0.00 -0.09 -0.05 | 2 159.25 5.77 43373 | 2 159.30 43373 | | | 72.500 | 0.07 0.00 -0.07 -0.06 | 2 161.64 5.77 43373 | 2 161.67 43373 | | | 72.125 | 0.07 0.00 -0.05 -0.06 | 2 164.04 5.77 43373 | 2 164.03 43373 | | | 71.750 | 0.07 0.00 -0.02 -0.05 | 2 166.44 5.77 43373 | 2 166.40 43373 | | | 71.375 | 0.07 0.00 -0.01 -0.03 | 2 168.84 5.77 43373 | 2 168.76 43373 | | | 71.000 | 0.07 0.00 0.00 0.00 | 2 171.23 5.77 43373 | 2 171.13 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -2.45 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : CONFIGURACIÓN INCOMPATIBLE ! POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 89.680 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.114 = (1665.26 kN/m)/(14658.76 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 92.74 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 8.92 m | ANCLAS | *FORJADO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 88.920 m | | | | | | ESPACIADO = 1.000 m | 88.920 | 2.55 -0.50 0.00 0.00 | 1 14.55 4.06 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | 88.420 | 2.29 -0.50 -1.96 8.14 | 1 18.00 4.06 18380 | 0 | | PRECARGA = 0.000 kN | 87.920 | 2.04 -0.50 -8.42 18.00 | 1 21.45 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | | | 1 21.45 4.06 18380 | 3 0.00 18380 | | CONEXIÓN BILATERAL | 87.555 | 1.86 -0.49 -16.06 22.85 -0.50 | 1 23.96 4.06 18380 | 3 18.83 18380 | | | 87.190 | 1.68 -0.48 -24.38 21.74 -2.01 | 1 26.48 4.06 18380 | 3 37.66 18380 | | | 86.825 | 1.51 -0.46 -31.60 17.95 -3.23 | 1 29.00 4.06 18380 | 2 38.58 18380 | | | 86.460 | 1.35 -0.43 -37.56 14.81 -3.49 | 1 31.52 4.06 18380 | 2 39.18 18380 | | | 86.095 | 1.20 -0.40 -42.49 12.33 -3.56 | 1 34.04 4.06 18380 | 2 39.96 18380 | | | 85.730 | 1.06 -0.37 -46.63 10.45 -3.59 | 1 36.56 4.06 18380 | 2 40.94 18380 | | | 85.365 | 0.93 -0.34 -50.18 9.08 -3.60 | 1 39.07 4.06 18380 | 2 42.15 18380 | | | 85.000 | 0.81 -0.30 -53.38 8.64 -3.60 | 2 44.24 5.77 18380 | 2 43.59 18380 | | | | | 1 27.79 3.07 31867 | 2 49.21 31867 | | | 84.562 | 0.69 -0.25 -55.18 -0.19 -3.60 | 1 30.48 3.07 31867 | 2 49.46 31867 | | | 84.125 | 0.59 -0.21 -53.48 -7.13 -3.60 | 2 37.61 4.70 31867 | 2 50.36 31867 | | | 83.688 | 0.51 -0.16 -49.31 -11.58 -3.60 | 2 44.30 4.70 31867 | 2 51.88 31867 | | | 83.250 | 0.45 -0.12 -43.64 -14.02 -3.60 | 2 50.42 4.70 31867 | 2 54.00 31867 | | | 82.812 | 0.40 -0.09 -37.26 -14.94 -3.60 | 2 56.02 4.70 31867 | 2 56.62 31867 | | | 82.375 | 0.37 -0.06 -30.73 -14.75 -3.60 | 2 61.17 4.70 31867 | 2 59.69 31867 | | | 81.938 | 0.35 -0.04 -24.47 -13.80 -3.60 | 2 65.97 4.70 31867 | 2 63.13 31867 | | | 81.500 | 0.33 -0.02 -18.73 -12.39 -3.60 | 2 70.47 4.70 31867 | 2 66.85 31867 | | | 81.000 | 0.33 0.00 -13.00 -10.50 -3.60 | 2 75.34 4.70 31867 | 2 71.38 31867 | | | 80.500 | 0.33 0.01 -8.24 -8.53 -3.60 | 2 80.01 4.70 31867 | 2 76.11 31867 | | | 80.000 | 0.33 0.01 -4.45 -6.66 -3.60 | 2 84.56 4.70 31867 | 2 80.97 31867 | | | 79.500 | 0.34 0.02 -1.55 -4.97 -3.60 | 2 86.92 4.70 31867 | 2 83.78 31867 | | | 79.219 | 0.34 0.02 -0.28 -4.13 -3.60 | 2 88.23 4.70 31867 | 2 85.38 31867 | | | 78.938 | 0.35 0.02 0.78 -3.37 -3.60 | 2 89.54 4.70 31867 | 2 86.97 31867 | | | 78.656 | 0.35 0.02 1.63 -2.69 -3.60 | 2 90.86 4.70 31867 | 2 88.57 31867 | | | 78.375 | 0.36 0.01 2.30 -2.08 -3.60 | 2 92.18 4.70 31867 | 2 90.15 31867 | | | 78.094 | 0.36 0.01 2.80 -1.54 -3.60 | 2 93.51 4.70 31867 | 2 91.73 31867 | | | 77.812 | 0.37 0.01 3.17 -1.07 -3.60 | 2 94.86 4.70 31867 | 2 93.29 31867 | | | 77.531 | 0.37 0.01 3.41 -0.65 -3.60 | 2 96.22 4.70 31867 | 2 94.83 31867 | | | 77.250 | 0.37 0.01 3.54 -0.28 -3.60 | 2 97.61 4.70 31867 | 2 96.36 31867 | | | 76.969 | 0.37 0.01 3.57 0.05 -3.60 | 2 99.00 4.70 31867 | 2 97.87 31867 | | | 76.688 | 0.37 0.00 3.51 0.36 -3.60 | 2 100.42 4.70 31867 | 2 99.36 31867 | | | 76.406 | 0.37 0.00 3.37 0.65 -3.60 | 2 101.85 4.70 31867 | 2 100.84 31867 | | | 76.125 | 0.37 0.00 3.15 0.93 -3.60 | 2 103.30 4.70 31867 | 2 102.30 31867 | | | 75.844 | 0.37 0.00 2.85 1.22 -3.60 | 2 104.76 4.70 31867 | 2 103.75 31867 | | | 75.562 | 0.37 0.00 2.46 1.51 -3.60 | 2 106.24 4.70 31867 | 2 105.18 31867 | | | 75.281 | 0.37 0.00 1.99 1.82 -3.60 | 2 107.73 4.70 31867 | 2 106.59 31867 | | | 75.000 | 0.37 -0.01 1.44 2.15 -3.60 | 2 109.23 4.70 31867 | 2 108.00 31867 | | | | | 2 132.60 5.77 43373 | 2 134.22 43373 | | | 74.500 | 0.37 -0.01 0.55 1.40 -3.60 | 2 135.90 5.77 43373 | 2 137.27 43373 | | | 74.000 | 0.36 -0.01 0.01 0.79 -3.60 | 2 139.22 5.77 43373 | 2 140.30 43373 | | | 73.625 | 0.36 -0.01 -0.21 0.43 -3.60 | 2 141.71 5.77 43373 | 2 142.57 43373 | | | 73.250 | 0.36 -0.01 -0.32 0.14 -3.60 | 2 144.20 5.77 43373 | 2 144.85 43373 | | | 72.875 | 0.36 -0.01 -0.33 -0.06 -3.60 | 2 146.68 5.77 43373 | 2 147.13 43373 | | | 72.500 | 0.35 -0.01 -0.28 -0.19 -3.60 | 2 149.16 5.77 43373 | 2 149.41 43373 | | | 72.125 | 0.35 -0.01 -0.20 -0.25 -3.60 | 2 151.64 5.77 43373 | 2 151.70 43373 | | | 71.750 | 0.35 -0.01 -0.11 -0.23 -3.60 | 2 154.12 5.77 43373 | 2 153.99 43373 | | | 71.375 | 0.35 -0.01 -0.03 -0.15 -3.60 | 2 156.59 5.77 43373 | 2 156.28 43373 | | | 71.000 | 0.35 -0.01 0.00 0.00 -3.60 | 2 159.06 5.77 43373 | 2 158.57 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 2.55 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -55.18 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 3.60 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : NIVEL MÁS ALTO CON PRESIÓN DIFERENCIAL CERO ZA = 87.440 m NIVEL DE APLICACIÓN DE LA FUERZA CONCENTRADA ZB = 85.363 m FUERZA CONCENTRADA QUE SIMULA EL EFECTO DE L'EMPOTRAMIENTO MÍNIMO = 73.292 kN/m Pie de la pared a ZD = 71.000 m (ZA-ZD)/(ZA-ZB) = 7.914 POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 85.064 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.098 = (1358.33 kN/m)/(13800.81 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 85.26 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 8.92 m | ANCLAS | *FORJADO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 88.920 m | | | | | | ESPACIADO = 1.000 m | 88.920 | 2.55 -0.50 0.00 0.00 | 1 14.55 4.06 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | 88.420 | 2.29 -0.50 -1.96 8.14 | 1 18.00 4.06 18380 | 0 | | PRECARGA = 0.000 kN | 87.920 | 2.04 -0.50 -8.42 18.00 | 1 21.45 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | | | 1 21.45 4.06 18380 | 3 0.00 18380 | | CONEXIÓN BILATERAL | 87.555 | 1.86 -0.49 -16.06 22.85 -0.50 | 1 23.96 4.06 18380 | 3 18.83 18380 | | | 87.190 | 1.68 -0.48 -24.38 21.74 -2.01 | 1 26.48 4.06 18380 | 3 37.66 18380 | | | 86.825 | 1.51 -0.46 -31.60 17.95 -3.23 | 1 29.00 4.06 18380 | 2 38.58 18380 | | | 86.460 | 1.35 -0.43 -37.56 14.81 -3.49 | 1 31.52 4.06 18380 | 2 39.18 18380 | | | 86.095 | 1.20 -0.40 -42.49 12.33 -3.56 | 1 34.04 4.06 18380 | 2 39.96 18380 | | | 85.730 | 1.06 -0.37 -46.63 10.45 -3.59 | 1 36.56 4.06 18380 | 2 40.94 18380 | | | 85.365 | 0.93 -0.34 -50.18 9.08 -3.60 | 1 39.07 4.06 18380 | 2 42.15 18380 | | | 85.000 | 0.81 -0.30 -53.38 8.64 -3.60 | 2 44.24 5.77 18380 | 2 43.59 18380 | | | | | 1 27.79 3.07 31867 | 2 49.21 31867 | | | 84.562 | 0.69 -0.25 -55.18 -0.19 -3.60 | 1 30.48 3.07 31867 | 2 49.46 31867 | | | 84.125 | 0.59 -0.21 -53.48 -7.13 -3.60 | 2 37.61 4.70 31867 | 2 50.36 31867 | | | 83.688 | 0.51 -0.16 -49.31 -11.58 -3.60 | 2 44.30 4.70 31867 | 2 51.88 31867 | | | 83.250 | 0.45 -0.12 -43.64 -14.02 -3.60 | 2 50.42 4.70 31867 | 2 54.00 31867 | | | 82.812 | 0.40 -0.09 -37.26 -14.94 -3.60 | 2 56.02 4.70 31867 | 2 56.62 31867 | | | 82.375 | 0.37 -0.06 -30.73 -14.75 -3.60 | 2 61.17 4.70 31867 | 2 59.69 31867 | | | 81.938 | 0.35 -0.04 -24.47 -13.80 -3.60 | 2 65.97 4.70 31867 | 2 63.13 31867 | | | 81.500 | 0.33 -0.02 -18.73 -12.39 -3.60 | 2 70.47 4.70 31867 | 2 66.85 31867 | | | 81.000 | 0.33 0.00 -13.00 -10.50 -3.60 | 2 75.34 4.70 31867 | 2 71.38 31867 | | | 80.500 | 0.33 0.01 -8.24 -8.53 -3.60 | 2 80.01 4.70 31867 | 2 76.11 31867 | | | 80.000 | 0.33 0.01 -4.45 -6.66 -3.60 | 2 84.56 4.70 31867 | 2 80.97 31867 | | | 79.500 | 0.34 0.02 -1.55 -4.97 -3.60 | 2 86.92 4.70 31867 | 2 83.78 31867 | | | 79.219 | 0.34 0.02 -0.28 -4.13 -3.60 | 2 88.23 4.70 31867 | 2 85.38 31867 | | | 78.938 | 0.35 0.02 0.78 -3.37 -3.60 | 2 89.54 4.70 31867 | 2 86.97 31867 | | | 78.656 | 0.35 0.02 1.63 -2.69 -3.60 | 2 90.86 4.70 31867 | 2 88.57 31867 | | | 78.375 | 0.36 0.01 2.30 -2.08 -3.60 | 2 92.18 4.70 31867 | 2 90.15 31867 | | | 78.094 | 0.36 0.01 2.80 -1.54 -3.60 | 2 93.51 4.70 31867 | 2 91.73 31867 | | | 77.812 | 0.37 0.01 3.17 -1.07 -3.60 | 2 94.86 4.70 31867 | 2 93.29 31867 | | | 77.531 | 0.37 0.01 3.41 -0.65 -3.60 | 2 96.22 4.70 31867 | 2 94.83 31867 | | | 77.250 | 0.37 0.01 3.54 -0.28 -3.60 | 2 97.61 4.70 31867 | 2 96.36 31867 | | | 76.969 | 0.37 0.01 3.57 0.05 -3.60 | 2 99.00 4.70 31867 | 2 97.87 31867 | | | 76.688 | 0.37 0.00 3.51 0.36 -3.60 | 2 100.42 4.70 31867 | 2 99.36 31867 | | | 76.406 | 0.37 0.00 3.37 0.65 -3.60 | 2 101.85 4.70 31867 | 2 100.84 31867 | | | 76.125 | 0.37 0.00 3.15 0.93 -3.60 | 2 103.30 4.70 31867 | 2 102.30 31867 | | | 75.844 | 0.37 0.00 2.85 1.22 -3.60 | 2 104.76 4.70 31867 | 2 103.75 31867 | | | 75.562 | 0.37 0.00 2.46 1.51 -3.60 | 2 106.24 4.70 31867 | 2 105.18 31867 | | | 75.281 | 0.37 0.00 1.99 1.82 -3.60 | 2 107.73 4.70 31867 | 2 106.59 31867 | | | 75.000 | 0.37 -0.01 1.44 2.15 -3.60 | 2 109.23 4.70 31867 | 2 108.00 31867 | | | | | 2 132.60 5.77 43373 | 2 134.22 43373 | | | 74.500 | 0.37 -0.01 0.55 1.40 -3.60 | 2 135.90 5.77 43373 | 2 137.27 43373 | | | 74.000 | 0.36 -0.01 0.01 0.79 -3.60 | 2 139.22 5.77 43373 | 2 140.30 43373 | | | 73.625 | 0.36 -0.01 -0.21 0.43 -3.60 | 2 141.71 5.77 43373 | 2 142.57 43373 | | | 73.250 | 0.36 -0.01 -0.32 0.14 -3.60 | 2 144.20 5.77 43373 | 2 144.85 43373 | | | 72.875 | 0.36 -0.01 -0.33 -0.06 -3.60 | 2 146.68 5.77 43373 | 2 147.13 43373 | | | 72.500 | 0.35 -0.01 -0.28 -0.19 -3.60 | 2 149.16 5.77 43373 | 2 149.41 43373 | | | 72.125 | 0.35 -0.01 -0.20 -0.25 -3.60 | 2 151.64 5.77 43373 | 2 151.70 43373 | | | 71.750 | 0.35 -0.01 -0.11 -0.23 -3.60 | 2 154.12 5.77 43373 | 2 153.99 43373 | | | 71.375 | 0.35 -0.01 -0.03 -0.15 -3.60 | 2 156.59 5.77 43373 | 2 156.28 43373 | | | 71.000 | 0.35 -0.01 0.00 0.00 -3.60 | 2 159.06 5.77 43373 | 2 158.57 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 2.55 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -55.18 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 3.60 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : NIVEL MÁS ALTO CON PRESIÓN DIFERENCIAL CERO ZA = 87.440 m NIVEL DE APLICACIÓN DE LA FUERZA CONCENTRADA ZB = 85.363 m FUERZA CONCENTRADA QUE SIMULA EL EFECTO DE L'EMPOTRAMIENTO MÍNIMO = 73.292 kN/m Pie de la pared a ZD = 71.000 m (ZA-ZD)/(ZA-ZB) = 7.914 POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 85.064 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.098 = (1358.33 kN/m)/(13800.81 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 85.26 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 7 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 8 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 3 -------------------------------------------------------------------------------------------------------------------- ** FASE No 4 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 8.92 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 80.500 m | | | | | | | 88.920 | 2.55 -0.50 0.00 0.00 | 1 14.55 18380 | 0 | | | | | 1 14.55 4.06 18380 | 0 | 1 0.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 79.500 m | 88.420 | 2.29 -0.50 -1.96 8.14 | 1 18.00 4.06 18380 | 0 | | | 87.920 | 2.04 -0.50 -8.42 18.00 | 1 21.45 4.06 18380 | 0 | | | | | 1 21.45 4.06 18380 | 3 0.00 18380 | | | 87.555 | 1.86 -0.49 -16.06 22.85 -0.50 | 1 23.96 4.06 18380 | 3 18.83 18380 | | | 87.190 | 1.68 -0.48 -24.38 21.74 -2.01 | 1 26.48 4.06 18380 | 3 37.66 18380 | | | 86.825 | 1.51 -0.46 -31.60 17.95 -3.23 | 1 29.00 4.06 18380 | 2 38.58 18380 | | | 86.460 | 1.35 -0.43 -37.56 14.81 -3.49 | 1 31.52 4.06 18380 | 2 39.18 18380 | | | 86.095 | 1.20 -0.40 -42.49 12.33 -3.56 | 1 34.04 4.06 18380 | 2 39.96 18380 | | | 85.730 | 1.06 -0.37 -46.63 10.45 -3.59 | 1 36.56 4.06 18380 | 2 40.94 18380 | | | 85.365 | 0.93 -0.34 -50.18 9.08 -3.60 | 1 39.07 4.06 18380 | 2 42.15 18380 | | | 85.000 | 0.81 -0.30 -53.38 8.64 -3.60 | 2 44.24 5.77 18380 | 2 43.59 18380 | | | | | 1 27.79 3.07 31867 | 2 49.21 31867 | | | 84.562 | 0.69 -0.25 -55.18 -0.19 -3.60 | 1 30.48 3.07 31867 | 2 49.46 31867 | | | 84.125 | 0.59 -0.21 -53.48 -7.13 -3.60 | 2 37.61 4.70 31867 | 2 50.36 31867 | | | 83.688 | 0.51 -0.16 -49.31 -11.58 -3.60 | 2 44.30 4.70 31867 | 2 51.88 31867 | | | 83.250 | 0.45 -0.12 -43.64 -14.02 -3.60 | 2 50.42 4.70 31867 | 2 54.00 31867 | | | 82.812 | 0.40 -0.09 -37.26 -14.94 -3.60 | 2 56.02 4.70 31867 | 2 56.62 31867 | | | 82.375 | 0.37 -0.06 -30.73 -14.75 -3.60 | 2 61.17 4.70 31867 | 2 59.69 31867 | | | 81.938 | 0.35 -0.04 -24.47 -13.80 -3.60 | 2 65.97 4.70 31867 | 2 63.13 31867 | | | 81.500 | 0.33 -0.02 -18.73 -12.39 -3.60 | 2 70.47 4.70 31867 | 2 66.85 31867 | | | 81.000 | 0.33 0.00 -13.00 -10.50 -3.60 | 2 75.34 4.70 31867 | 2 71.38 31867 | | | 80.500 | 0.33 0.01 -8.24 -8.53 -3.60 | 2 80.01 4.70 31867 | 2 76.11 31867 | | | 80.000 | 0.33 0.01 -4.45 -6.66 -3.60 | 2 84.56 4.70 31867 | 2 80.97 31867 | | | 79.500 | 0.34 0.02 -1.55 -4.97 -3.60 | 2 86.92 4.70 31867 | 2 83.78 31867 | | | 79.219 | 0.34 0.02 -0.28 -4.13 -3.60 | 2 88.23 4.70 31867 | 2 85.38 31867 | | | 78.938 | 0.35 0.02 0.78 -3.37 -3.60 | 2 89.54 4.70 31867 | 2 86.97 31867 | | | 78.656 | 0.35 0.02 1.63 -2.69 -3.60 | 2 90.86 4.70 31867 | 2 88.57 31867 | | | 78.375 | 0.36 0.01 2.30 -2.08 -3.60 | 2 92.18 4.70 31867 | 2 90.15 31867 | | | 78.094 | 0.36 0.01 2.80 -1.54 -3.60 | 2 93.51 4.70 31867 | 2 91.73 31867 | | | 77.812 | 0.37 0.01 3.17 -1.07 -3.60 | 2 94.86 4.70 31867 | 2 93.29 31867 | | | 77.531 | 0.37 0.01 3.41 -0.65 -3.60 | 2 96.22 4.70 31867 | 2 94.83 31867 | | | 77.250 | 0.37 0.01 3.54 -0.28 -3.60 | 2 97.61 4.70 31867 | 2 96.36 31867 | | | 76.969 | 0.37 0.01 3.57 0.05 -3.60 | 2 99.00 4.70 31867 | 2 97.87 31867 | | | 76.688 | 0.37 0.00 3.51 0.36 -3.60 | 2 100.42 4.70 31867 | 2 99.36 31867 | | | 76.406 | 0.37 0.00 3.37 0.65 -3.60 | 2 101.85 4.70 31867 | 2 100.84 31867 | | | 76.125 | 0.37 0.00 3.15 0.93 -3.60 | 2 103.30 4.70 31867 | 2 102.30 31867 | | | 75.844 | 0.37 0.00 2.85 1.22 -3.60 | 2 104.76 4.70 31867 | 2 103.75 31867 | | | 75.562 | 0.37 0.00 2.46 1.51 -3.60 | 2 106.24 4.70 31867 | 2 105.18 31867 | | | 75.281 | 0.37 0.00 1.99 1.82 -3.60 | 2 107.73 4.70 31867 | 2 106.59 31867 | | | 75.000 | 0.37 -0.01 1.44 2.15 -3.60 | 2 109.23 4.70 31867 | 2 108.00 31867 | | | | | 2 132.60 5.77 43373 | 2 134.22 43373 | | | 74.500 | 0.37 -0.01 0.55 1.40 -3.60 | 2 135.90 5.77 43373 | 2 137.27 43373 | | | 74.000 | 0.36 -0.01 0.01 0.79 -3.60 | 2 139.22 5.77 43373 | 2 140.30 43373 | | | 73.625 | 0.36 -0.01 -0.21 0.43 -3.60 | 2 141.71 5.77 43373 | 2 142.57 43373 | | | 73.250 | 0.36 -0.01 -0.32 0.14 -3.60 | 2 144.20 5.77 43373 | 2 144.85 43373 | | | 72.875 | 0.36 -0.01 -0.33 -0.06 -3.60 | 2 146.68 5.77 43373 | 2 147.13 43373 | | | 72.500 | 0.35 -0.01 -0.28 -0.19 -3.60 | 2 149.16 5.77 43373 | 2 149.41 43373 | | | 72.125 | 0.35 -0.01 -0.20 -0.25 -3.60 | 2 151.64 5.77 43373 | 2 151.70 43373 | | | 71.750 | 0.35 -0.01 -0.11 -0.23 -3.60 | 2 154.12 5.77 43373 | 2 153.99 43373 | | | 71.375 | 0.35 -0.01 -0.03 -0.15 -3.60 | 2 156.59 5.77 43373 | 2 156.28 43373 | | | 71.000 | 0.35 -0.01 0.00 0.00 -3.60 | 2 159.06 5.77 43373 | 2 158.57 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 2.55 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -55.18 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 3.60 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.100 = (1466.03 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.133 = (1466.03 kN/m)/(11010.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 85.26 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 7 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 8 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 3 -------------------------------------------------------------------------------------------------------------------- ** FASE No 4 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 8.92 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 80.500 m | | | | | | | 88.920 | 2.55 -0.50 0.00 0.00 | 1 14.55 18380 | 0 | | | | | 1 14.55 4.06 18380 | 0 | 1 0.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 79.500 m | 88.420 | 2.29 -0.50 -1.96 8.14 | 1 18.00 4.06 18380 | 0 | | | 87.920 | 2.04 -0.50 -8.42 18.00 | 1 21.45 4.06 18380 | 0 | | | | | 1 21.45 4.06 18380 | 3 0.00 18380 | | | 87.555 | 1.86 -0.49 -16.06 22.85 -0.50 | 1 23.96 4.06 18380 | 3 18.83 18380 | | | 87.190 | 1.68 -0.48 -24.38 21.74 -2.01 | 1 26.48 4.06 18380 | 3 37.66 18380 | | | 86.825 | 1.51 -0.46 -31.60 17.95 -3.23 | 1 29.00 4.06 18380 | 2 38.58 18380 | | | 86.460 | 1.35 -0.43 -37.56 14.81 -3.49 | 1 31.52 4.06 18380 | 2 39.18 18380 | | | 86.095 | 1.20 -0.40 -42.49 12.33 -3.56 | 1 34.04 4.06 18380 | 2 39.96 18380 | | | 85.730 | 1.06 -0.37 -46.63 10.45 -3.59 | 1 36.56 4.06 18380 | 2 40.94 18380 | | | 85.365 | 0.93 -0.34 -50.18 9.08 -3.60 | 1 39.07 4.06 18380 | 2 42.15 18380 | | | 85.000 | 0.81 -0.30 -53.38 8.64 -3.60 | 2 44.24 5.77 18380 | 2 43.59 18380 | | | | | 1 27.79 3.07 31867 | 2 49.21 31867 | | | 84.562 | 0.69 -0.25 -55.18 -0.19 -3.60 | 1 30.48 3.07 31867 | 2 49.46 31867 | | | 84.125 | 0.59 -0.21 -53.48 -7.13 -3.60 | 2 37.61 4.70 31867 | 2 50.36 31867 | | | 83.688 | 0.51 -0.16 -49.31 -11.58 -3.60 | 2 44.30 4.70 31867 | 2 51.88 31867 | | | 83.250 | 0.45 -0.12 -43.64 -14.02 -3.60 | 2 50.42 4.70 31867 | 2 54.00 31867 | | | 82.812 | 0.40 -0.09 -37.26 -14.94 -3.60 | 2 56.02 4.70 31867 | 2 56.62 31867 | | | 82.375 | 0.37 -0.06 -30.73 -14.75 -3.60 | 2 61.17 4.70 31867 | 2 59.69 31867 | | | 81.938 | 0.35 -0.04 -24.47 -13.80 -3.60 | 2 65.97 4.70 31867 | 2 63.13 31867 | | | 81.500 | 0.33 -0.02 -18.73 -12.39 -3.60 | 2 70.47 4.70 31867 | 2 66.85 31867 | | | 81.000 | 0.33 0.00 -13.00 -10.50 -3.60 | 2 75.34 4.70 31867 | 2 71.38 31867 | | | 80.500 | 0.33 0.01 -8.24 -8.53 -3.60 | 2 80.01 4.70 31867 | 2 76.11 31867 | | | 80.000 | 0.33 0.01 -4.45 -6.66 -3.60 | 2 84.56 4.70 31867 | 2 80.97 31867 | | | 79.500 | 0.34 0.02 -1.55 -4.97 -3.60 | 2 86.92 4.70 31867 | 2 83.78 31867 | | | 79.219 | 0.34 0.02 -0.28 -4.13 -3.60 | 2 88.23 4.70 31867 | 2 85.38 31867 | | | 78.938 | 0.35 0.02 0.78 -3.37 -3.60 | 2 89.54 4.70 31867 | 2 86.97 31867 | | | 78.656 | 0.35 0.02 1.63 -2.69 -3.60 | 2 90.86 4.70 31867 | 2 88.57 31867 | | | 78.375 | 0.36 0.01 2.30 -2.08 -3.60 | 2 92.18 4.70 31867 | 2 90.15 31867 | | | 78.094 | 0.36 0.01 2.80 -1.54 -3.60 | 2 93.51 4.70 31867 | 2 91.73 31867 | | | 77.812 | 0.37 0.01 3.17 -1.07 -3.60 | 2 94.86 4.70 31867 | 2 93.29 31867 | | | 77.531 | 0.37 0.01 3.41 -0.65 -3.60 | 2 96.22 4.70 31867 | 2 94.83 31867 | | | 77.250 | 0.37 0.01 3.54 -0.28 -3.60 | 2 97.61 4.70 31867 | 2 96.36 31867 | | | 76.969 | 0.37 0.01 3.57 0.05 -3.60 | 2 99.00 4.70 31867 | 2 97.87 31867 | | | 76.688 | 0.37 0.00 3.51 0.36 -3.60 | 2 100.42 4.70 31867 | 2 99.36 31867 | | | 76.406 | 0.37 0.00 3.37 0.65 -3.60 | 2 101.85 4.70 31867 | 2 100.84 31867 | | | 76.125 | 0.37 0.00 3.15 0.93 -3.60 | 2 103.30 4.70 31867 | 2 102.30 31867 | | | 75.844 | 0.37 0.00 2.85 1.22 -3.60 | 2 104.76 4.70 31867 | 2 103.75 31867 | | | 75.562 | 0.37 0.00 2.46 1.51 -3.60 | 2 106.24 4.70 31867 | 2 105.18 31867 | | | 75.281 | 0.37 0.00 1.99 1.82 -3.60 | 2 107.73 4.70 31867 | 2 106.59 31867 | | | 75.000 | 0.37 -0.01 1.44 2.15 -3.60 | 2 109.23 4.70 31867 | 2 108.00 31867 | | | | | 2 132.60 5.77 43373 | 2 134.22 43373 | | | 74.500 | 0.37 -0.01 0.55 1.40 -3.60 | 2 135.90 5.77 43373 | 2 137.27 43373 | | | 74.000 | 0.36 -0.01 0.01 0.79 -3.60 | 2 139.22 5.77 43373 | 2 140.30 43373 | | | 73.625 | 0.36 -0.01 -0.21 0.43 -3.60 | 2 141.71 5.77 43373 | 2 142.57 43373 | | | 73.250 | 0.36 -0.01 -0.32 0.14 -3.60 | 2 144.20 5.77 43373 | 2 144.85 43373 | | | 72.875 | 0.36 -0.01 -0.33 -0.06 -3.60 | 2 146.68 5.77 43373 | 2 147.13 43373 | | | 72.500 | 0.35 -0.01 -0.28 -0.19 -3.60 | 2 149.16 5.77 43373 | 2 149.41 43373 | | | 72.125 | 0.35 -0.01 -0.20 -0.25 -3.60 | 2 151.64 5.77 43373 | 2 151.70 43373 | | | 71.750 | 0.35 -0.01 -0.11 -0.23 -3.60 | 2 154.12 5.77 43373 | 2 153.99 43373 | | | 71.375 | 0.35 -0.01 -0.03 -0.15 -3.60 | 2 156.59 5.77 43373 | 2 156.28 43373 | | | 71.000 | 0.35 -0.01 0.00 0.00 -3.60 | 2 159.06 5.77 43373 | 2 158.57 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 2.55 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -55.18 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 3.60 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.100 = (1466.03 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.133 = (1466.03 kN/m)/(11010.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 85.26 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 9 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 10 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 4 -------------------------------------------------------------------------------------------------------------------- ** FASE No 5 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 8.42 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 9.42 m | ANCLAS | *COLOCACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 81.500 m | | | | | | ESPACIADO = 1.000 m | 88.920 | 2.69 2.70 0.00 0.00 | 1 14.55 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -140.00 | 1 14.55 4.06 18380 | 0 | 1 -140.00 | PRECARGA = 0.000 kN | 88.420 | 4.03 2.67 68.04 -131.86 | 1 18.00 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | 87.920 | 5.34 2.57 131.58 -122.00 | 1 21.45 4.06 18380 | 0 | | CONEXIÓN BILATERAL | 87.555 | 6.26 2.46 174.62 -113.72 | 1 23.96 4.06 18380 | 0 | | | 87.190 | 7.14 2.33 214.48 -104.51 | 1 26.48 4.06 18380 | 0 | | | 86.825 | 7.96 2.16 250.80 -94.38 | 1 29.00 4.06 18380 | 0 | | | 86.460 | 8.71 1.97 283.26 -83.34 | 1 31.52 4.06 18380 | 0 | | | 86.095 | 9.39 1.76 311.53 -71.37 | 1 34.04 4.06 18380 | 0 | | | 85.730 | 10.00 1.53 335.26 -58.49 | 1 36.56 4.06 18380 | 0 | | | 85.365 | 10.51 1.28 354.11 -44.69 | 1 39.07 4.06 18380 | 0 | | | 85.000 | 10.93 1.03 367.77 -29.97 | 1 41.59 4.06 18380 | 0 | | | | | 1 27.79 3.07 31867 | 0 | | | 84.562 | 11.31 0.71 378.13 -17.22 | 1 30.48 3.07 31867 | 0 | | | 84.125 | 11.55 0.39 382.66 -3.30 | 1 33.17 3.07 31867 | 0 | | | 83.688 | 11.65 0.06 380.84 11.80 | 1 35.86 3.07 31867 | 0 | | | 83.250 | 11.61 -0.26 372.16 28.08 | 1 38.55 3.07 31867 | 0 | | | 82.812 | 11.42 -0.57 356.10 45.53 | 1 41.24 3.07 31867 | 0 | | | 82.375 | 11.11 -0.86 332.15 64.16 | 1 43.92 3.07 31867 | 0 | | | 81.938 | 10.67 -1.13 299.79 83.96 | 1 46.61 3.07 31867 | 0 | | | 81.500 | 10.12 -1.37 258.51 104.95 | 1 49.30 3.07 31867 | 0 | | | 81.000 | 9.38 -1.59 199.75 130.36 | 1 52.37 3.07 31867 | 0 | | | 80.500 | 8.54 -1.75 127.89 157.32 | 1 55.45 3.07 31867 | 0 | | | | | 1 55.45 3.07 31867 | 3 17.83 31867 | | | 80.000 | 7.64 -1.84 46.25 165.78 -3.77 0.00 | 1 58.52 3.07 31867 | 3 62.27 31867 | | | 79.500 | 6.71 -1.84 -34.59 154.44 -11.73 4.91 | 1 60.21 3.07 31867 | 3 106.72 31867 | | | 79.219 | 6.20 -1.81 -76.21 140.94 -17.75 4.91 | 1 61.16 3.07 31867 | 3 120.47 31867 | | | 78.938 | 5.70 -1.76 -113.53 123.84 -24.49 4.91 | 1 62.11 3.07 31867 | 3 134.22 31867 | | | 78.656 | 5.21 -1.69 -145.54 103.14 -31.97 4.91 | 1 63.06 3.07 31867 | 3 147.98 31867 | | | 78.375 | 4.75 -1.60 -171.21 78.83 -40.17 4.91 | 1 64.01 3.07 31867 | 3 161.73 31867 | | | 78.094 | 4.31 -1.51 -189.83 53.95 -47.05 4.91 | 1 64.96 3.07 31867 | 2 153.97 31867 | | | 77.812 | 3.90 -1.40 -201.84 32.06 -51.04 4.91 | 1 65.91 3.07 31867 | 2 142.41 31867 | | | 77.531 | 3.52 -1.29 -208.18 13.54 -53.19 4.91 | 1 66.86 3.07 31867 | 2 131.84 31867 | | | 77.250 | 3.18 -1.17 -209.75 -1.87 -54.36 4.91 | 1 67.81 3.07 31867 | 2 122.28 31867 | | | 76.969 | 2.86 -1.06 -207.39 -14.48 -55.00 4.91 | 1 68.76 3.07 31867 | 2 113.76 31867 | | | 76.688 | 2.58 -0.94 -201.84 -24.57 -55.35 4.91 | 1 69.71 3.07 31867 | 2 106.24 31867 | | | 76.406 | 2.33 -0.84 -193.78 -32.41 -55.55 4.91 | 1 70.66 3.07 31867 | 2 99.72 31867 | | | 76.125 | 2.11 -0.73 -183.79 -38.28 -55.66 4.91 | 1 71.62 3.07 31867 | 2 94.14 31867 | | | 75.844 | 1.92 -0.64 -172.40 -42.45 -55.72 4.91 | 1 72.57 3.07 31867 | 2 89.47 31867 | | | 75.562 | 1.75 -0.54 -160.05 -45.15 -55.76 4.91 | 1 73.52 3.07 31867 | 2 85.63 31867 | | | 75.281 | 1.61 -0.46 -147.12 -46.62 -55.79 4.91 | 1 74.47 3.07 31867 | 2 82.59 31867 | | | 75.000 | 1.49 -0.38 -133.93 -47.06 -55.80 4.91 | 1 75.42 3.07 31867 | 2 80.26 31867 | | | | | 2 83.89 5.77 43373 | 2 104.90 43373 | | | 74.500 | 1.33 -0.27 -108.97 -51.61 -55.81 4.91 | 2 94.07 5.77 43373 | 2 101.07 43373 | | | 74.000 | 1.22 -0.17 -83.30 -50.30 -55.81 4.91 | 2 101.95 5.77 43373 | 2 99.54 43373 | | | 73.625 | 1.17 -0.12 -65.06 -46.68 -55.81 4.91 | 2 106.68 5.77 43373 | 2 99.58 43373 | | | 73.250 | 1.13 -0.08 -48.47 -41.58 -55.81 4.91 | 2 110.64 5.77 43373 | 2 100.38 43373 | | | 72.875 | 1.11 -0.05 -33.99 -35.52 -55.81 4.91 | 2 114.02 5.77 43373 | 2 101.77 43373 | | | 72.500 | 1.10 -0.03 -21.90 -28.87 -55.82 4.91 | 2 116.99 5.77 43373 | 2 103.56 43373 | | | 72.125 | 1.09 -0.01 -12.38 -21.87 -55.82 4.91 | 2 119.70 5.77 43373 | 2 105.61 43373 | | | 71.750 | 1.08 -0.01 -5.52 -14.68 -55.82 4.91 | 2 122.26 5.77 43373 | 2 107.81 43373 | | | 71.375 | 1.08 -0.01 -1.39 -7.38 -55.82 4.91 | 2 124.76 5.77 43373 | 2 110.08 43373 | | | 71.000 | 1.08 -0.01 0.00 0.00 -55.82 4.91 | 2 127.23 5.77 43373 | 2 112.37 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.65 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 382.66 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 55.82 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.076 = (1102.76 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.261 = (1005.68 kN/m)/(3858.35 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 69.73 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 9 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 10 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 4 -------------------------------------------------------------------------------------------------------------------- ** FASE No 5 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 8.42 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 9.42 m | ANCLAS | *COLOCACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 81.500 m | | | | | | ESPACIADO = 1.000 m | 88.920 | 2.69 2.70 0.00 0.00 | 1 14.55 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -140.00 | 1 14.55 4.06 18380 | 0 | 1 -140.00 | PRECARGA = 0.000 kN | 88.420 | 4.03 2.67 68.04 -131.86 | 1 18.00 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | 87.920 | 5.34 2.57 131.58 -122.00 | 1 21.45 4.06 18380 | 0 | | CONEXIÓN BILATERAL | 87.555 | 6.26 2.46 174.62 -113.72 | 1 23.96 4.06 18380 | 0 | | | 87.190 | 7.14 2.33 214.48 -104.51 | 1 26.48 4.06 18380 | 0 | | | 86.825 | 7.96 2.16 250.80 -94.38 | 1 29.00 4.06 18380 | 0 | | | 86.460 | 8.71 1.97 283.26 -83.34 | 1 31.52 4.06 18380 | 0 | | | 86.095 | 9.39 1.76 311.53 -71.37 | 1 34.04 4.06 18380 | 0 | | | 85.730 | 10.00 1.53 335.26 -58.49 | 1 36.56 4.06 18380 | 0 | | | 85.365 | 10.51 1.28 354.11 -44.69 | 1 39.07 4.06 18380 | 0 | | | 85.000 | 10.93 1.03 367.77 -29.97 | 1 41.59 4.06 18380 | 0 | | | | | 1 27.79 3.07 31867 | 0 | | | 84.562 | 11.31 0.71 378.13 -17.22 | 1 30.48 3.07 31867 | 0 | | | 84.125 | 11.55 0.39 382.66 -3.30 | 1 33.17 3.07 31867 | 0 | | | 83.688 | 11.65 0.06 380.84 11.80 | 1 35.86 3.07 31867 | 0 | | | 83.250 | 11.61 -0.26 372.16 28.08 | 1 38.55 3.07 31867 | 0 | | | 82.812 | 11.42 -0.57 356.10 45.53 | 1 41.24 3.07 31867 | 0 | | | 82.375 | 11.11 -0.86 332.15 64.16 | 1 43.92 3.07 31867 | 0 | | | 81.938 | 10.67 -1.13 299.79 83.96 | 1 46.61 3.07 31867 | 0 | | | 81.500 | 10.12 -1.37 258.51 104.95 | 1 49.30 3.07 31867 | 0 | | | 81.000 | 9.38 -1.59 199.75 130.36 | 1 52.37 3.07 31867 | 0 | | | 80.500 | 8.54 -1.75 127.89 157.32 | 1 55.45 3.07 31867 | 0 | | | | | 1 55.45 3.07 31867 | 3 17.83 31867 | | | 80.000 | 7.64 -1.84 46.25 165.78 -3.77 0.00 | 1 58.52 3.07 31867 | 3 62.27 31867 | | | 79.500 | 6.71 -1.84 -34.59 154.44 -11.73 4.91 | 1 60.21 3.07 31867 | 3 106.72 31867 | | | 79.219 | 6.20 -1.81 -76.21 140.94 -17.75 4.91 | 1 61.16 3.07 31867 | 3 120.47 31867 | | | 78.938 | 5.70 -1.76 -113.53 123.84 -24.49 4.91 | 1 62.11 3.07 31867 | 3 134.22 31867 | | | 78.656 | 5.21 -1.69 -145.54 103.14 -31.97 4.91 | 1 63.06 3.07 31867 | 3 147.98 31867 | | | 78.375 | 4.75 -1.60 -171.21 78.83 -40.17 4.91 | 1 64.01 3.07 31867 | 3 161.73 31867 | | | 78.094 | 4.31 -1.51 -189.83 53.95 -47.05 4.91 | 1 64.96 3.07 31867 | 2 153.97 31867 | | | 77.812 | 3.90 -1.40 -201.84 32.06 -51.04 4.91 | 1 65.91 3.07 31867 | 2 142.41 31867 | | | 77.531 | 3.52 -1.29 -208.18 13.54 -53.19 4.91 | 1 66.86 3.07 31867 | 2 131.84 31867 | | | 77.250 | 3.18 -1.17 -209.75 -1.87 -54.36 4.91 | 1 67.81 3.07 31867 | 2 122.28 31867 | | | 76.969 | 2.86 -1.06 -207.39 -14.48 -55.00 4.91 | 1 68.76 3.07 31867 | 2 113.76 31867 | | | 76.688 | 2.58 -0.94 -201.84 -24.57 -55.35 4.91 | 1 69.71 3.07 31867 | 2 106.24 31867 | | | 76.406 | 2.33 -0.84 -193.78 -32.41 -55.55 4.91 | 1 70.66 3.07 31867 | 2 99.72 31867 | | | 76.125 | 2.11 -0.73 -183.79 -38.28 -55.66 4.91 | 1 71.62 3.07 31867 | 2 94.14 31867 | | | 75.844 | 1.92 -0.64 -172.40 -42.45 -55.72 4.91 | 1 72.57 3.07 31867 | 2 89.47 31867 | | | 75.562 | 1.75 -0.54 -160.05 -45.15 -55.76 4.91 | 1 73.52 3.07 31867 | 2 85.63 31867 | | | 75.281 | 1.61 -0.46 -147.12 -46.62 -55.79 4.91 | 1 74.47 3.07 31867 | 2 82.59 31867 | | | 75.000 | 1.49 -0.38 -133.93 -47.06 -55.80 4.91 | 1 75.42 3.07 31867 | 2 80.26 31867 | | | | | 2 83.89 5.77 43373 | 2 104.90 43373 | | | 74.500 | 1.33 -0.27 -108.97 -51.61 -55.81 4.91 | 2 94.07 5.77 43373 | 2 101.07 43373 | | | 74.000 | 1.22 -0.17 -83.30 -50.30 -55.81 4.91 | 2 101.95 5.77 43373 | 2 99.54 43373 | | | 73.625 | 1.17 -0.12 -65.06 -46.68 -55.81 4.91 | 2 106.68 5.77 43373 | 2 99.58 43373 | | | 73.250 | 1.13 -0.08 -48.47 -41.58 -55.81 4.91 | 2 110.64 5.77 43373 | 2 100.38 43373 | | | 72.875 | 1.11 -0.05 -33.99 -35.52 -55.81 4.91 | 2 114.02 5.77 43373 | 2 101.77 43373 | | | 72.500 | 1.10 -0.03 -21.90 -28.87 -55.82 4.91 | 2 116.99 5.77 43373 | 2 103.56 43373 | | | 72.125 | 1.09 -0.01 -12.38 -21.87 -55.82 4.91 | 2 119.70 5.77 43373 | 2 105.61 43373 | | | 71.750 | 1.08 -0.01 -5.52 -14.68 -55.82 4.91 | 2 122.26 5.77 43373 | 2 107.81 43373 | | | 71.375 | 1.08 -0.01 -1.39 -7.38 -55.82 4.91 | 2 124.76 5.77 43373 | 2 110.08 43373 | | | 71.000 | 1.08 -0.01 0.00 0.00 -55.82 4.91 | 2 127.23 5.77 43373 | 2 112.37 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.65 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 382.66 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 55.82 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.076 = (1102.76 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.261 = (1005.68 kN/m)/(3858.35 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 69.73 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 11 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 12 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 5 -------------------------------------------------------------------------------------------------------------------- ** FASE No 6 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 8.42 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 9.42 m | ANCLAS | *EXCAVACION FINAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | | | | | 88.920 | 2.69 2.70 0.00 0.00 | 1 14.55 18380 | 0 | | | | -140.00 | 2 14.55 4.06 18380 | 0 | 1 -140.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 88.420 | 4.03 2.67 68.04 -131.86 | 1 18.00 4.06 18380 | 0 | | | 87.920 | 5.34 2.57 131.58 -122.00 | 1 21.45 4.06 18380 | 0 | | | 87.555 | 6.26 2.46 174.62 -113.72 | 1 23.96 4.06 18380 | 0 | | | 87.190 | 7.14 2.33 214.48 -104.51 | 1 26.48 4.06 18380 | 0 | | | 86.825 | 7.96 2.16 250.80 -94.38 | 1 29.00 4.06 18380 | 0 | | | 86.460 | 8.71 1.97 283.26 -83.34 | 1 31.52 4.06 18380 | 0 | | | 86.095 | 9.39 1.76 311.53 -71.37 | 1 34.04 4.06 18380 | 0 | | | 85.730 | 10.00 1.53 335.26 -58.49 | 1 36.56 4.06 18380 | 0 | | | 85.365 | 10.51 1.28 354.11 -44.69 | 1 39.07 4.06 18380 | 0 | | | 85.000 | 10.93 1.03 367.77 -29.97 | 1 41.59 4.06 18380 | 0 | | | | | 1 27.79 3.07 31867 | 0 | | | 84.562 | 11.31 0.71 378.13 -17.22 | 1 30.48 3.07 31867 | 0 | | | 84.125 | 11.55 0.39 382.66 -3.30 | 1 33.17 3.07 31867 | 0 | | | 83.688 | 11.65 0.06 380.84 11.80 | 1 35.86 3.07 31867 | 0 | | | 83.250 | 11.61 -0.26 372.16 28.08 | 1 38.55 3.07 31867 | 0 | | | 82.812 | 11.42 -0.57 356.10 45.53 | 1 41.24 3.07 31867 | 0 | | | 82.375 | 11.11 -0.86 332.15 64.16 | 1 43.92 3.07 31867 | 0 | | | 81.938 | 10.67 -1.13 299.79 83.96 | 1 46.61 3.07 31867 | 0 | | | 81.500 | 10.12 -1.37 258.51 104.95 | 1 49.30 3.07 31867 | 0 | | | | | 1 49.30 3.07 31867 | 0 | 2 0.00 | | 81.000 | 9.38 -1.59 199.75 130.36 | 1 52.37 3.07 31867 | 0 | | | 80.500 | 8.54 -1.75 127.89 157.32 | 2 55.45 3.07 31867 | 0 | | | | | 2 55.45 3.07 31867 | 2 17.83 31867 | | | 80.000 | 7.64 -1.84 46.25 165.78 -3.77 0.00 | 2 58.52 3.07 31867 | 2 62.27 31867 | | | 79.500 | 6.71 -1.84 -34.59 154.44 -11.73 4.91 | 2 60.21 3.07 31867 | 2 106.72 31867 | | | 79.219 | 6.20 -1.81 -76.21 140.94 -17.75 4.91 | 2 61.16 3.07 31867 | 2 120.47 31867 | | | 78.938 | 5.70 -1.76 -113.53 123.84 -24.49 4.91 | 2 62.11 3.07 31867 | 2 134.22 31867 | | | 78.656 | 5.21 -1.69 -145.54 103.14 -31.97 4.91 | 2 63.06 3.07 31867 | 2 147.98 31867 | | | 78.375 | 4.75 -1.60 -171.21 78.83 -40.17 4.91 | 2 64.01 3.07 31867 | 2 161.73 31867 | | | 78.094 | 4.31 -1.51 -189.83 53.95 -47.05 4.91 | 2 64.96 3.07 31867 | 2 153.97 31867 | | | 77.812 | 3.90 -1.40 -201.84 32.06 -51.04 4.91 | 2 65.91 3.07 31867 | 2 142.41 31867 | | | 77.531 | 3.52 -1.29 -208.18 13.54 -53.19 4.91 | 2 66.86 3.07 31867 | 2 131.84 31867 | | | 77.250 | 3.18 -1.17 -209.75 -1.87 -54.36 4.91 | 2 67.81 3.07 31867 | 2 122.28 31867 | | | 76.969 | 2.86 -1.06 -207.39 -14.48 -55.00 4.91 | 2 68.76 3.07 31867 | 2 113.76 31867 | | | 76.688 | 2.58 -0.94 -201.84 -24.57 -55.35 4.91 | 2 69.71 3.07 31867 | 2 106.24 31867 | | | 76.406 | 2.33 -0.84 -193.78 -32.41 -55.55 4.91 | 2 70.66 3.07 31867 | 2 99.72 31867 | | | 76.125 | 2.11 -0.73 -183.79 -38.28 -55.66 4.91 | 2 71.62 3.07 31867 | 2 94.14 31867 | | | 75.844 | 1.92 -0.64 -172.40 -42.45 -55.72 4.91 | 2 72.57 3.07 31867 | 2 89.47 31867 | | | 75.562 | 1.75 -0.54 -160.05 -45.15 -55.76 4.91 | 2 73.52 3.07 31867 | 2 85.63 31867 | | | 75.281 | 1.61 -0.46 -147.12 -46.62 -55.79 4.91 | 2 74.47 3.07 31867 | 2 82.59 31867 | | | 75.000 | 1.49 -0.38 -133.93 -47.06 -55.80 4.91 | 2 75.42 3.07 31867 | 2 80.26 31867 | | | | | 2 83.89 5.77 43373 | 2 104.90 43373 | | | 74.500 | 1.33 -0.27 -108.97 -51.61 -55.81 4.91 | 2 94.07 5.77 43373 | 2 101.07 43373 | | | 74.000 | 1.22 -0.17 -83.30 -50.30 -55.81 4.91 | 2 101.95 5.77 43373 | 2 99.54 43373 | | | 73.625 | 1.17 -0.12 -65.06 -46.68 -55.81 4.91 | 2 106.68 5.77 43373 | 2 99.58 43373 | | | 73.250 | 1.13 -0.08 -48.47 -41.58 -55.81 4.91 | 2 110.64 5.77 43373 | 2 100.38 43373 | | | 72.875 | 1.11 -0.05 -33.99 -35.52 -55.81 4.91 | 2 114.02 5.77 43373 | 2 101.77 43373 | | | 72.500 | 1.10 -0.03 -21.90 -28.87 -55.82 4.91 | 2 116.99 5.77 43373 | 2 103.56 43373 | | | 72.125 | 1.09 -0.01 -12.38 -21.87 -55.82 4.91 | 2 119.70 5.77 43373 | 2 105.61 43373 | | | 71.750 | 1.08 -0.01 -5.52 -14.68 -55.82 4.91 | 2 122.26 5.77 43373 | 2 107.81 43373 | | | 71.375 | 1.08 -0.01 -1.39 -7.38 -55.82 4.91 | 2 124.76 5.77 43373 | 2 110.08 43373 | | | 71.000 | 1.08 -0.01 0.00 0.00 -55.82 4.91 | 2 127.23 5.77 43373 | 2 112.37 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.65 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 382.66 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 55.82 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.076 = (1102.76 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.261 = (1005.68 kN/m)/(3858.35 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 69.73 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 11 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 12 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 5 -------------------------------------------------------------------------------------------------------------------- ** FASE No 6 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 8.42 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 9.42 m | ANCLAS | *EXCAVACION FINAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | | | | | 88.920 | 2.69 2.70 0.00 0.00 | 1 14.55 18380 | 0 | | | | -140.00 | 2 14.55 4.06 18380 | 0 | 1 -140.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 88.420 | 4.03 2.67 68.04 -131.86 | 1 18.00 4.06 18380 | 0 | | | 87.920 | 5.34 2.57 131.58 -122.00 | 1 21.45 4.06 18380 | 0 | | | 87.555 | 6.26 2.46 174.62 -113.72 | 1 23.96 4.06 18380 | 0 | | | 87.190 | 7.14 2.33 214.48 -104.51 | 1 26.48 4.06 18380 | 0 | | | 86.825 | 7.96 2.16 250.80 -94.38 | 1 29.00 4.06 18380 | 0 | | | 86.460 | 8.71 1.97 283.26 -83.34 | 1 31.52 4.06 18380 | 0 | | | 86.095 | 9.39 1.76 311.53 -71.37 | 1 34.04 4.06 18380 | 0 | | | 85.730 | 10.00 1.53 335.26 -58.49 | 1 36.56 4.06 18380 | 0 | | | 85.365 | 10.51 1.28 354.11 -44.69 | 1 39.07 4.06 18380 | 0 | | | 85.000 | 10.93 1.03 367.77 -29.97 | 1 41.59 4.06 18380 | 0 | | | | | 1 27.79 3.07 31867 | 0 | | | 84.562 | 11.31 0.71 378.13 -17.22 | 1 30.48 3.07 31867 | 0 | | | 84.125 | 11.55 0.39 382.66 -3.30 | 1 33.17 3.07 31867 | 0 | | | 83.688 | 11.65 0.06 380.84 11.80 | 1 35.86 3.07 31867 | 0 | | | 83.250 | 11.61 -0.26 372.16 28.08 | 1 38.55 3.07 31867 | 0 | | | 82.812 | 11.42 -0.57 356.10 45.53 | 1 41.24 3.07 31867 | 0 | | | 82.375 | 11.11 -0.86 332.15 64.16 | 1 43.92 3.07 31867 | 0 | | | 81.938 | 10.67 -1.13 299.79 83.96 | 1 46.61 3.07 31867 | 0 | | | 81.500 | 10.12 -1.37 258.51 104.95 | 1 49.30 3.07 31867 | 0 | | | | | 1 49.30 3.07 31867 | 0 | 2 0.00 | | 81.000 | 9.38 -1.59 199.75 130.36 | 1 52.37 3.07 31867 | 0 | | | 80.500 | 8.54 -1.75 127.89 157.32 | 2 55.45 3.07 31867 | 0 | | | | | 2 55.45 3.07 31867 | 2 17.83 31867 | | | 80.000 | 7.64 -1.84 46.25 165.78 -3.77 0.00 | 2 58.52 3.07 31867 | 2 62.27 31867 | | | 79.500 | 6.71 -1.84 -34.59 154.44 -11.73 4.91 | 2 60.21 3.07 31867 | 2 106.72 31867 | | | 79.219 | 6.20 -1.81 -76.21 140.94 -17.75 4.91 | 2 61.16 3.07 31867 | 2 120.47 31867 | | | 78.938 | 5.70 -1.76 -113.53 123.84 -24.49 4.91 | 2 62.11 3.07 31867 | 2 134.22 31867 | | | 78.656 | 5.21 -1.69 -145.54 103.14 -31.97 4.91 | 2 63.06 3.07 31867 | 2 147.98 31867 | | | 78.375 | 4.75 -1.60 -171.21 78.83 -40.17 4.91 | 2 64.01 3.07 31867 | 2 161.73 31867 | | | 78.094 | 4.31 -1.51 -189.83 53.95 -47.05 4.91 | 2 64.96 3.07 31867 | 2 153.97 31867 | | | 77.812 | 3.90 -1.40 -201.84 32.06 -51.04 4.91 | 2 65.91 3.07 31867 | 2 142.41 31867 | | | 77.531 | 3.52 -1.29 -208.18 13.54 -53.19 4.91 | 2 66.86 3.07 31867 | 2 131.84 31867 | | | 77.250 | 3.18 -1.17 -209.75 -1.87 -54.36 4.91 | 2 67.81 3.07 31867 | 2 122.28 31867 | | | 76.969 | 2.86 -1.06 -207.39 -14.48 -55.00 4.91 | 2 68.76 3.07 31867 | 2 113.76 31867 | | | 76.688 | 2.58 -0.94 -201.84 -24.57 -55.35 4.91 | 2 69.71 3.07 31867 | 2 106.24 31867 | | | 76.406 | 2.33 -0.84 -193.78 -32.41 -55.55 4.91 | 2 70.66 3.07 31867 | 2 99.72 31867 | | | 76.125 | 2.11 -0.73 -183.79 -38.28 -55.66 4.91 | 2 71.62 3.07 31867 | 2 94.14 31867 | | | 75.844 | 1.92 -0.64 -172.40 -42.45 -55.72 4.91 | 2 72.57 3.07 31867 | 2 89.47 31867 | | | 75.562 | 1.75 -0.54 -160.05 -45.15 -55.76 4.91 | 2 73.52 3.07 31867 | 2 85.63 31867 | | | 75.281 | 1.61 -0.46 -147.12 -46.62 -55.79 4.91 | 2 74.47 3.07 31867 | 2 82.59 31867 | | | 75.000 | 1.49 -0.38 -133.93 -47.06 -55.80 4.91 | 2 75.42 3.07 31867 | 2 80.26 31867 | | | | | 2 83.89 5.77 43373 | 2 104.90 43373 | | | 74.500 | 1.33 -0.27 -108.97 -51.61 -55.81 4.91 | 2 94.07 5.77 43373 | 2 101.07 43373 | | | 74.000 | 1.22 -0.17 -83.30 -50.30 -55.81 4.91 | 2 101.95 5.77 43373 | 2 99.54 43373 | | | 73.625 | 1.17 -0.12 -65.06 -46.68 -55.81 4.91 | 2 106.68 5.77 43373 | 2 99.58 43373 | | | 73.250 | 1.13 -0.08 -48.47 -41.58 -55.81 4.91 | 2 110.64 5.77 43373 | 2 100.38 43373 | | | 72.875 | 1.11 -0.05 -33.99 -35.52 -55.81 4.91 | 2 114.02 5.77 43373 | 2 101.77 43373 | | | 72.500 | 1.10 -0.03 -21.90 -28.87 -55.82 4.91 | 2 116.99 5.77 43373 | 2 103.56 43373 | | | 72.125 | 1.09 -0.01 -12.38 -21.87 -55.82 4.91 | 2 119.70 5.77 43373 | 2 105.61 43373 | | | 71.750 | 1.08 -0.01 -5.52 -14.68 -55.82 4.91 | 2 122.26 5.77 43373 | 2 107.81 43373 | | | 71.375 | 1.08 -0.01 -1.39 -7.38 -55.82 4.91 | 2 124.76 5.77 43373 | 2 110.08 43373 | | | 71.000 | 1.08 -0.01 0.00 0.00 -55.82 4.91 | 2 127.23 5.77 43373 | 2 112.37 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.65 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 382.66 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 55.82 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.076 = (1102.76 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.261 = (1005.68 kN/m)/(3858.35 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 69.73 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 13 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 14 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 6 -------------------------------------------------------------------------------------------------------------------- ** FASE No 7 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 14.92 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 3 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 88.920 | 2.68 2.34 0.00 0.00 | 1 14.55 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -134.36 | 2 14.65 4.16 18380 | 0 | 1 -134.36 | PRECARGA = 0.000 kN | 88.420 | 3.85 2.31 65.07 -125.35 | 2 21.41 5.77 18380 | 0 | | RIGIDEZ = 0.000 kN/m | 87.920 | 4.98 2.22 124.79 -112.96 | 2 28.14 5.77 18380 | 0 | | CONEXIÓN BILATERAL | 87.555 | 5.77 2.12 164.03 -101.80 | 2 33.01 5.77 18380 | 0 | | | 87.190 | 6.52 1.99 198.89 -88.87 | 2 37.84 5.77 18380 | 0 | | | 86.825 | 7.22 1.83 228.70 -74.19 | 2 42.59 5.77 18380 | 0 | | | 86.460 | 7.86 1.66 252.84 -57.80 | 2 47.24 5.77 18380 | 0 | | | 86.095 | 8.43 1.48 270.69 -39.74 | 2 51.74 5.77 18380 | 0 | | | 85.730 | 8.94 1.28 281.65 -20.07 | 2 56.04 5.77 18380 | 0 | | | 85.365 | 9.37 1.08 285.15 1.13 | 2 60.09 5.77 18380 | 0 | | | 85.000 | 9.72 0.88 280.65 23.74 | 2 63.81 5.77 18380 | 0 | | | | | 2 66.31 4.70 31867 | 0 | | | 84.562 | 10.06 0.65 263.79 53.67 | 2 70.52 4.70 31867 | 0 | | | 84.125 | 10.29 0.43 233.47 85.15 | 2 73.38 4.70 31867 | 0 | | | 83.688 | 10.44 0.25 189.16 117.48 | 2 74.45 4.70 31867 | 0 | | | 83.250 | 10.52 0.12 130.67 149.79 | 2 73.25 4.70 31867 | 0 | | | 82.812 | 10.55 0.03 58.26 180.95 | 2 69.17 4.70 31867 | 0 | | | 82.375 | 10.56 0.02 -27.28 209.54 | 2 61.56 4.70 31867 | 0 | | | 81.938 | 10.58 0.08 -124.47 233.88 | 2 49.68 4.70 31867 | 0 | | | 81.500 | 10.64 0.23 -231.53 255.53 | 1 49.30 3.07 31867 | 0 | | | | -263.03 | 1 49.30 3.07 31867 | 0 | 2 -518.56 | | 81.000 | 10.81 0.40 -106.31 -237.61 | 1 52.37 3.07 31867 | 0 | | | 80.500 | 11.02 0.45 5.82 -210.66 | 1 55.45 3.07 31867 | 0 | | | 80.000 | 11.23 0.39 104.09 -182.17 0.00 | 1 58.52 3.07 31867 | 0 | | | 79.500 | 11.40 0.25 187.59 -151.26 4.91 | 1 60.21 3.07 31867 | 0 | | | 79.219 | 11.45 0.13 227.51 -132.43 7.66 | 1 61.16 3.07 31867 | 0 | | | 78.938 | 11.47 0.00 261.98 -112.55 10.42 | 1 62.11 3.07 31867 | 0 | | | 78.656 | 11.45 -0.15 290.72 -91.63 13.18 | 1 63.06 3.07 31867 | 0 | | | 78.375 | 11.38 -0.32 313.42 -69.66 15.94 | 1 64.01 3.07 31867 | 0 | | | 78.094 | 11.27 -0.49 329.80 -46.65 18.70 | 1 64.96 3.07 31867 | 0 | | | 77.812 | 11.11 -0.68 339.57 -22.60 21.46 | 1 65.91 3.07 31867 | 0 | | | 77.531 | 10.89 -0.86 342.42 2.49 24.22 | 1 66.86 3.07 31867 | 0 | | | 77.250 | 10.62 -1.05 338.07 28.63 26.98 | 1 67.81 3.07 31867 | 0 | | | 76.969 | 10.30 -1.23 326.22 55.81 29.74 | 1 68.76 3.07 31867 | 0 | | | 76.688 | 9.93 -1.40 306.57 84.04 32.50 | 1 69.71 3.07 31867 | 0 | | | 76.406 | 9.51 -1.57 278.85 113.31 35.25 | 1 70.66 3.07 31867 | 0 | | | 76.125 | 9.05 -1.71 242.74 143.62 38.01 | 1 71.62 3.07 31867 | 0 | | | 75.844 | 8.55 -1.83 197.96 174.97 40.77 | 1 72.57 3.07 31867 | 0 | | | 75.562 | 8.02 -1.92 144.22 207.37 43.53 | 1 73.52 3.07 31867 | 0 | | | 75.281 | 7.47 -1.99 81.22 240.81 46.29 | 1 74.47 3.07 31867 | 0 | | | 75.000 | 6.91 -2.01 8.67 275.30 49.05 | 1 75.42 3.07 31867 | 0 | | | | | -1 | 2 299.67 43373 | | | 74.500 | 5.91 -1.96 -99.36 160.22 -5.45 53.96 | -1 | 2 263.63 43373 | | | 74.000 | 4.96 -1.83 -154.88 65.12 -7.81 58.86 | -1 | 2 229.60 43373 | | | 73.625 | 4.30 -1.72 -167.92 6.06 -8.61 58.86 | -1 | 2 203.10 43373 | | | 73.250 | 3.67 -1.59 -160.63 -43.36 -9.02 58.86 | 2 0.40 0.40 43373 | 2 178.58 43373 | | | 72.875 | 3.10 -1.48 -137.15 -78.72 -9.23 58.86 | 2 27.80 5.77 43373 | 2 155.94 43373 | | | 72.500 | 2.56 -1.40 -103.86 -95.93 -9.32 58.86 | 2 53.58 5.77 43373 | 2 134.93 43373 | | | 72.125 | 2.05 -1.33 -67.34 -96.05 -9.36 58.86 | 2 78.13 5.77 43373 | 2 115.14 43373 | | | 71.750 | 1.55 -1.30 -33.86 -79.84 -9.38 58.86 | 2 101.88 5.77 43373 | 2 96.15 43373 | | | 71.375 | 1.07 -1.28 -9.44 -47.76 -9.38 58.86 | 2 125.23 5.77 43373 | 2 77.57 43373 | | | 71.000 | 0.59 -1.28 0.00 0.00 -9.39 58.86 | 2 148.44 5.77 43373 | 2 59.12 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.47 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 342.42 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 9.39 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.067 = (978.56 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.319 = (678.79 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 70.36 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 13 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 14 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 6 -------------------------------------------------------------------------------------------------------------------- ** FASE No 7 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 14.92 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 3 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 88.920 | 2.68 2.34 0.00 0.00 | 1 14.55 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -134.36 | 2 14.65 4.16 18380 | 0 | 1 -134.36 | PRECARGA = 0.000 kN | 88.420 | 3.85 2.31 65.07 -125.35 | 2 21.41 5.77 18380 | 0 | | RIGIDEZ = 0.000 kN/m | 87.920 | 4.98 2.22 124.79 -112.96 | 2 28.14 5.77 18380 | 0 | | CONEXIÓN BILATERAL | 87.555 | 5.77 2.12 164.03 -101.80 | 2 33.01 5.77 18380 | 0 | | | 87.190 | 6.52 1.99 198.89 -88.87 | 2 37.84 5.77 18380 | 0 | | | 86.825 | 7.22 1.83 228.70 -74.19 | 2 42.59 5.77 18380 | 0 | | | 86.460 | 7.86 1.66 252.84 -57.80 | 2 47.24 5.77 18380 | 0 | | | 86.095 | 8.43 1.48 270.69 -39.74 | 2 51.74 5.77 18380 | 0 | | | 85.730 | 8.94 1.28 281.65 -20.07 | 2 56.04 5.77 18380 | 0 | | | 85.365 | 9.37 1.08 285.15 1.13 | 2 60.09 5.77 18380 | 0 | | | 85.000 | 9.72 0.88 280.65 23.74 | 2 63.81 5.77 18380 | 0 | | | | | 2 66.31 4.70 31867 | 0 | | | 84.562 | 10.06 0.65 263.79 53.67 | 2 70.52 4.70 31867 | 0 | | | 84.125 | 10.29 0.43 233.47 85.15 | 2 73.38 4.70 31867 | 0 | | | 83.688 | 10.44 0.25 189.16 117.48 | 2 74.45 4.70 31867 | 0 | | | 83.250 | 10.52 0.12 130.67 149.79 | 2 73.25 4.70 31867 | 0 | | | 82.812 | 10.55 0.03 58.26 180.95 | 2 69.17 4.70 31867 | 0 | | | 82.375 | 10.56 0.02 -27.28 209.54 | 2 61.56 4.70 31867 | 0 | | | 81.938 | 10.58 0.08 -124.47 233.88 | 2 49.68 4.70 31867 | 0 | | | 81.500 | 10.64 0.23 -231.53 255.53 | 1 49.30 3.07 31867 | 0 | | | | -263.03 | 1 49.30 3.07 31867 | 0 | 2 -518.56 | | 81.000 | 10.81 0.40 -106.31 -237.61 | 1 52.37 3.07 31867 | 0 | | | 80.500 | 11.02 0.45 5.82 -210.66 | 1 55.45 3.07 31867 | 0 | | | 80.000 | 11.23 0.39 104.09 -182.17 0.00 | 1 58.52 3.07 31867 | 0 | | | 79.500 | 11.40 0.25 187.59 -151.26 4.91 | 1 60.21 3.07 31867 | 0 | | | 79.219 | 11.45 0.13 227.51 -132.43 7.66 | 1 61.16 3.07 31867 | 0 | | | 78.938 | 11.47 0.00 261.98 -112.55 10.42 | 1 62.11 3.07 31867 | 0 | | | 78.656 | 11.45 -0.15 290.72 -91.63 13.18 | 1 63.06 3.07 31867 | 0 | | | 78.375 | 11.38 -0.32 313.42 -69.66 15.94 | 1 64.01 3.07 31867 | 0 | | | 78.094 | 11.27 -0.49 329.80 -46.65 18.70 | 1 64.96 3.07 31867 | 0 | | | 77.812 | 11.11 -0.68 339.57 -22.60 21.46 | 1 65.91 3.07 31867 | 0 | | | 77.531 | 10.89 -0.86 342.42 2.49 24.22 | 1 66.86 3.07 31867 | 0 | | | 77.250 | 10.62 -1.05 338.07 28.63 26.98 | 1 67.81 3.07 31867 | 0 | | | 76.969 | 10.30 -1.23 326.22 55.81 29.74 | 1 68.76 3.07 31867 | 0 | | | 76.688 | 9.93 -1.40 306.57 84.04 32.50 | 1 69.71 3.07 31867 | 0 | | | 76.406 | 9.51 -1.57 278.85 113.31 35.25 | 1 70.66 3.07 31867 | 0 | | | 76.125 | 9.05 -1.71 242.74 143.62 38.01 | 1 71.62 3.07 31867 | 0 | | | 75.844 | 8.55 -1.83 197.96 174.97 40.77 | 1 72.57 3.07 31867 | 0 | | | 75.562 | 8.02 -1.92 144.22 207.37 43.53 | 1 73.52 3.07 31867 | 0 | | | 75.281 | 7.47 -1.99 81.22 240.81 46.29 | 1 74.47 3.07 31867 | 0 | | | 75.000 | 6.91 -2.01 8.67 275.30 49.05 | 1 75.42 3.07 31867 | 0 | | | | | -1 | 2 299.67 43373 | | | 74.500 | 5.91 -1.96 -99.36 160.22 -5.45 53.96 | -1 | 2 263.63 43373 | | | 74.000 | 4.96 -1.83 -154.88 65.12 -7.81 58.86 | -1 | 2 229.60 43373 | | | 73.625 | 4.30 -1.72 -167.92 6.06 -8.61 58.86 | -1 | 2 203.10 43373 | | | 73.250 | 3.67 -1.59 -160.63 -43.36 -9.02 58.86 | 2 0.40 0.40 43373 | 2 178.58 43373 | | | 72.875 | 3.10 -1.48 -137.15 -78.72 -9.23 58.86 | 2 27.80 5.77 43373 | 2 155.94 43373 | | | 72.500 | 2.56 -1.40 -103.86 -95.93 -9.32 58.86 | 2 53.58 5.77 43373 | 2 134.93 43373 | | | 72.125 | 2.05 -1.33 -67.34 -96.05 -9.36 58.86 | 2 78.13 5.77 43373 | 2 115.14 43373 | | | 71.750 | 1.55 -1.30 -33.86 -79.84 -9.38 58.86 | 2 101.88 5.77 43373 | 2 96.15 43373 | | | 71.375 | 1.07 -1.28 -9.44 -47.76 -9.38 58.86 | 2 125.23 5.77 43373 | 2 77.57 43373 | | | 71.000 | 0.59 -1.28 0.00 0.00 -9.39 58.86 | 2 148.44 5.77 43373 | 2 59.12 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.47 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 342.42 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 9.39 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.067 = (978.56 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.319 = (678.79 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 70.36 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 15 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 16 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 7 -------------------------------------------------------------------------------------------------------------------- ** FASE No 8 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 14.92 m | ANCLAS | *LARGO PLAZO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * SECCIÓN No. 1 : NUEVOS VALORES EI = 344636. kN.m2/m Rigidez cil. = 0. kPa/m Peso proprio = 0.000 kN/m2 | | | | | | | 88.920 | 2.68 2.34 0.00 0.00 | 1 14.55 18380 | 0 | | | | -134.36 | 2 14.65 4.16 18380 | 0 | 1 -134.36 | | 88.420 | 3.85 2.31 65.07 -125.35 | 2 21.41 5.77 18380 | 0 | | | 87.920 | 4.98 2.22 124.79 -112.96 | 2 28.14 5.77 18380 | 0 | | | 87.555 | 5.77 2.12 164.03 -101.80 | 2 33.01 5.77 18380 | 0 | | | 87.190 | 6.52 1.99 198.89 -88.87 | 2 37.84 5.77 18380 | 0 | | | 86.825 | 7.22 1.83 228.70 -74.19 | 2 42.59 5.77 18380 | 0 | | | 86.460 | 7.86 1.66 252.84 -57.80 | 2 47.24 5.77 18380 | 0 | | | 86.095 | 8.43 1.48 270.69 -39.74 | 2 51.74 5.77 18380 | 0 | | | 85.730 | 8.94 1.28 281.65 -20.07 | 2 56.04 5.77 18380 | 0 | | | 85.365 | 9.37 1.08 285.15 1.13 | 2 60.09 5.77 18380 | 0 | | | 85.000 | 9.72 0.88 280.65 23.74 | 2 63.81 5.77 18380 | 0 | | | | | 2 66.31 4.70 31867 | 0 | | | 84.562 | 10.06 0.65 263.79 53.67 | 2 70.52 4.70 31867 | 0 | | | 84.125 | 10.29 0.43 233.47 85.15 | 2 73.38 4.70 31867 | 0 | | | 83.688 | 10.44 0.25 189.16 117.48 | 2 74.45 4.70 31867 | 0 | | | 83.250 | 10.52 0.12 130.67 149.79 | 2 73.25 4.70 31867 | 0 | | | 82.812 | 10.55 0.03 58.26 180.95 | 2 69.17 4.70 31867 | 0 | | | 82.375 | 10.56 0.02 -27.28 209.54 | 2 61.56 4.70 31867 | 0 | | | 81.938 | 10.58 0.08 -124.47 233.88 | 2 49.68 4.70 31867 | 0 | | | 81.500 | 10.64 0.23 -231.53 255.53 | 2 49.30 3.07 31867 | 0 | | | | -263.03 | 2 49.30 3.07 31867 | 0 | 2 -518.56 | | 81.000 | 10.81 0.40 -106.31 -237.61 | 2 52.37 3.07 31867 | 0 | | | 80.500 | 11.02 0.45 5.82 -210.66 | 2 55.45 3.07 31867 | 0 | | | 80.000 | 11.23 0.39 104.09 -182.17 0.00 | 2 58.52 3.07 31867 | 0 | | | 79.500 | 11.40 0.25 187.59 -151.26 4.91 | 2 60.21 3.07 31867 | 0 | | | 79.219 | 11.45 0.13 227.51 -132.43 7.66 | 2 61.16 3.07 31867 | 0 | | | 78.938 | 11.47 0.00 261.98 -112.55 10.42 | 2 62.11 3.07 31867 | 0 | | | 78.656 | 11.45 -0.15 290.72 -91.63 13.18 | 2 63.06 3.07 31867 | 0 | | | 78.375 | 11.38 -0.32 313.42 -69.66 15.94 | 2 64.01 3.07 31867 | 0 | | | 78.094 | 11.27 -0.49 329.80 -46.65 18.70 | 2 64.96 3.07 31867 | 0 | | | 77.812 | 11.11 -0.68 339.57 -22.60 21.46 | 2 65.91 3.07 31867 | 0 | | | 77.531 | 10.89 -0.86 342.42 2.49 24.22 | 2 66.86 3.07 31867 | 0 | | | 77.250 | 10.62 -1.05 338.07 28.63 26.98 | 2 67.81 3.07 31867 | 0 | | | 76.969 | 10.30 -1.23 326.22 55.81 29.74 | 2 68.76 3.07 31867 | 0 | | | 76.688 | 9.93 -1.40 306.57 84.04 32.50 | 2 69.71 3.07 31867 | 0 | | | 76.406 | 9.51 -1.57 278.85 113.31 35.25 | 2 70.66 3.07 31867 | 0 | | | 76.125 | 9.05 -1.71 242.74 143.62 38.01 | 2 71.62 3.07 31867 | 0 | | | 75.844 | 8.55 -1.83 197.96 174.97 40.77 | 2 72.57 3.07 31867 | 0 | | | 75.562 | 8.02 -1.92 144.22 207.37 43.53 | 2 73.52 3.07 31867 | 0 | | | 75.281 | 7.47 -1.99 81.22 240.81 46.29 | 2 74.47 3.07 31867 | 0 | | | 75.000 | 6.91 -2.01 8.67 275.30 49.05 | 2 75.42 3.07 31867 | 0 | | | | | -1 | 2 299.67 43373 | | | 74.500 | 5.91 -1.96 -99.36 160.22 -5.45 53.96 | -1 | 2 263.63 43373 | | | 74.000 | 4.96 -1.83 -154.88 65.12 -7.81 58.86 | -1 | 2 229.60 43373 | | | 73.625 | 4.30 -1.72 -167.92 6.06 -8.61 58.86 | -1 | 2 203.10 43373 | | | 73.250 | 3.67 -1.59 -160.63 -43.36 -9.02 58.86 | 2 0.40 0.40 43373 | 2 178.58 43373 | | | 72.875 | 3.10 -1.48 -137.15 -78.72 -9.23 58.86 | 2 27.80 5.77 43373 | 2 155.94 43373 | | | 72.500 | 2.56 -1.40 -103.86 -95.93 -9.32 58.86 | 2 53.58 5.77 43373 | 2 134.93 43373 | | | 72.125 | 2.05 -1.33 -67.34 -96.05 -9.36 58.86 | 2 78.13 5.77 43373 | 2 115.14 43373 | | | 71.750 | 1.55 -1.30 -33.86 -79.84 -9.38 58.86 | 2 101.88 5.77 43373 | 2 96.15 43373 | | | 71.375 | 1.07 -1.28 -9.44 -47.76 -9.38 58.86 | 2 125.23 5.77 43373 | 2 77.57 43373 | | | 71.000 | 0.59 -1.28 0.00 0.00 -9.39 58.86 | 2 148.44 5.77 43373 | 2 59.12 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.47 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 342.42 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 9.39 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 2 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.067 = (978.56 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.319 = (678.79 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 70.36 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 15 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 16 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 7 -------------------------------------------------------------------------------------------------------------------- ** FASE No 8 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 14.92 m | ANCLAS | *LARGO PLAZO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * SECCIÓN No. 1 : NUEVOS VALORES EI = 344636. kN.m2/m Rigidez cil. = 0. kPa/m Peso proprio = 0.000 kN/m2 | | | | | | | 88.920 | 2.68 2.34 0.00 0.00 | 1 14.55 18380 | 0 | | | | -134.36 | 2 14.65 4.16 18380 | 0 | 1 -134.36 | | 88.420 | 3.85 2.31 65.07 -125.35 | 2 21.41 5.77 18380 | 0 | | | 87.920 | 4.98 2.22 124.79 -112.96 | 2 28.14 5.77 18380 | 0 | | | 87.555 | 5.77 2.12 164.03 -101.80 | 2 33.01 5.77 18380 | 0 | | | 87.190 | 6.52 1.99 198.89 -88.87 | 2 37.84 5.77 18380 | 0 | | | 86.825 | 7.22 1.83 228.70 -74.19 | 2 42.59 5.77 18380 | 0 | | | 86.460 | 7.86 1.66 252.84 -57.80 | 2 47.24 5.77 18380 | 0 | | | 86.095 | 8.43 1.48 270.69 -39.74 | 2 51.74 5.77 18380 | 0 | | | 85.730 | 8.94 1.28 281.65 -20.07 | 2 56.04 5.77 18380 | 0 | | | 85.365 | 9.37 1.08 285.15 1.13 | 2 60.09 5.77 18380 | 0 | | | 85.000 | 9.72 0.88 280.65 23.74 | 2 63.81 5.77 18380 | 0 | | | | | 2 66.31 4.70 31867 | 0 | | | 84.562 | 10.06 0.65 263.79 53.67 | 2 70.52 4.70 31867 | 0 | | | 84.125 | 10.29 0.43 233.47 85.15 | 2 73.38 4.70 31867 | 0 | | | 83.688 | 10.44 0.25 189.16 117.48 | 2 74.45 4.70 31867 | 0 | | | 83.250 | 10.52 0.12 130.67 149.79 | 2 73.25 4.70 31867 | 0 | | | 82.812 | 10.55 0.03 58.26 180.95 | 2 69.17 4.70 31867 | 0 | | | 82.375 | 10.56 0.02 -27.28 209.54 | 2 61.56 4.70 31867 | 0 | | | 81.938 | 10.58 0.08 -124.47 233.88 | 2 49.68 4.70 31867 | 0 | | | 81.500 | 10.64 0.23 -231.53 255.53 | 2 49.30 3.07 31867 | 0 | | | | -263.03 | 2 49.30 3.07 31867 | 0 | 2 -518.56 | | 81.000 | 10.81 0.40 -106.31 -237.61 | 2 52.37 3.07 31867 | 0 | | | 80.500 | 11.02 0.45 5.82 -210.66 | 2 55.45 3.07 31867 | 0 | | | 80.000 | 11.23 0.39 104.09 -182.17 0.00 | 2 58.52 3.07 31867 | 0 | | | 79.500 | 11.40 0.25 187.59 -151.26 4.91 | 2 60.21 3.07 31867 | 0 | | | 79.219 | 11.45 0.13 227.51 -132.43 7.66 | 2 61.16 3.07 31867 | 0 | | | 78.938 | 11.47 0.00 261.98 -112.55 10.42 | 2 62.11 3.07 31867 | 0 | | | 78.656 | 11.45 -0.15 290.72 -91.63 13.18 | 2 63.06 3.07 31867 | 0 | | | 78.375 | 11.38 -0.32 313.42 -69.66 15.94 | 2 64.01 3.07 31867 | 0 | | | 78.094 | 11.27 -0.49 329.80 -46.65 18.70 | 2 64.96 3.07 31867 | 0 | | | 77.812 | 11.11 -0.68 339.57 -22.60 21.46 | 2 65.91 3.07 31867 | 0 | | | 77.531 | 10.89 -0.86 342.42 2.49 24.22 | 2 66.86 3.07 31867 | 0 | | | 77.250 | 10.62 -1.05 338.07 28.63 26.98 | 2 67.81 3.07 31867 | 0 | | | 76.969 | 10.30 -1.23 326.22 55.81 29.74 | 2 68.76 3.07 31867 | 0 | | | 76.688 | 9.93 -1.40 306.57 84.04 32.50 | 2 69.71 3.07 31867 | 0 | | | 76.406 | 9.51 -1.57 278.85 113.31 35.25 | 2 70.66 3.07 31867 | 0 | | | 76.125 | 9.05 -1.71 242.74 143.62 38.01 | 2 71.62 3.07 31867 | 0 | | | 75.844 | 8.55 -1.83 197.96 174.97 40.77 | 2 72.57 3.07 31867 | 0 | | | 75.562 | 8.02 -1.92 144.22 207.37 43.53 | 2 73.52 3.07 31867 | 0 | | | 75.281 | 7.47 -1.99 81.22 240.81 46.29 | 2 74.47 3.07 31867 | 0 | | | 75.000 | 6.91 -2.01 8.67 275.30 49.05 | 2 75.42 3.07 31867 | 0 | | | | | -1 | 2 299.67 43373 | | | 74.500 | 5.91 -1.96 -99.36 160.22 -5.45 53.96 | -1 | 2 263.63 43373 | | | 74.000 | 4.96 -1.83 -154.88 65.12 -7.81 58.86 | -1 | 2 229.60 43373 | | | 73.625 | 4.30 -1.72 -167.92 6.06 -8.61 58.86 | -1 | 2 203.10 43373 | | | 73.250 | 3.67 -1.59 -160.63 -43.36 -9.02 58.86 | 2 0.40 0.40 43373 | 2 178.58 43373 | | | 72.875 | 3.10 -1.48 -137.15 -78.72 -9.23 58.86 | 2 27.80 5.77 43373 | 2 155.94 43373 | | | 72.500 | 2.56 -1.40 -103.86 -95.93 -9.32 58.86 | 2 53.58 5.77 43373 | 2 134.93 43373 | | | 72.125 | 2.05 -1.33 -67.34 -96.05 -9.36 58.86 | 2 78.13 5.77 43373 | 2 115.14 43373 | | | 71.750 | 1.55 -1.30 -33.86 -79.84 -9.38 58.86 | 2 101.88 5.77 43373 | 2 96.15 43373 | | | 71.375 | 1.07 -1.28 -9.44 -47.76 -9.38 58.86 | 2 125.23 5.77 43373 | 2 77.57 43373 | | | 71.000 | 0.59 -1.28 0.00 0.00 -9.39 58.86 | 2 148.44 5.77 43373 | 2 59.12 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 11.47 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 342.42 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 9.39 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 2 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.067 = (978.56 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.319 = (678.79 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 70.36 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 17 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 18 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 8 -------------------------------------------------------------------------------------------------------------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 | | S U E L O 1 | S U E L O 2 | | | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 14.92 m | ANCLAS | | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ | | | | | | | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | | | | | | | | 88.920 | 2.66 2.55 0.00 0.00 | 1 14.55 18380 | 0 | | ------------------------------------------------------------------- | | -111.62 | 2 15.07 4.58 18380 | 0 | 1 -111.62 | | | | | | | | 88.420 | 3.93 2.51 53.73 -102.88 | 2 19.93 5.77 18380 | 0 | | | 88.920 | 0.00 | 0.00 | -140.00 | 0.00 | | 87.920 | 5.16 2.40 102.47 -91.67 | 2 24.89 5.77 18380 | 0 | | | 88.420 | -1.96 | 68.04 | -131.86 | 8.14 | | 87.555 | 6.01 2.27 134.18 -81.90 | 2 28.64 5.77 18380 | 0 | | | 87.920 | -8.42 | 131.58 | -122.00 | 18.00 | | 87.190 | 6.81 2.12 162.08 -70.74 | 2 32.50 5.77 18380 | 0 | | | 87.555 | -16.06 | 174.62 | -113.72 | 22.85 | | 86.825 | 7.55 1.93 185.65 -58.15 | 2 36.49 5.77 18380 | 0 | | | 87.190 | -24.38 | 214.48 | -104.51 | 21.74 | | 86.460 | 8.22 1.72 204.36 -44.08 | 2 40.60 5.77 18380 | 0 | | | 86.825 | -31.60 | 250.80 | -94.38 | 17.95 | | 86.095 | 8.81 1.50 217.65 -28.49 | 2 44.82 5.77 18380 | 0 | | | 86.460 | -37.56 | 283.26 | -83.34 | 14.81 | | 85.730 | 9.31 1.27 224.97 -11.35 | 2 49.10 5.77 18380 | 0 | | | 86.095 | -42.49 | 311.53 | -71.37 | 12.33 | | 85.365 | 9.73 1.03 225.75 7.35 | 2 53.38 5.77 18380 | 0 | | | 85.730 | -46.63 | 335.26 | -58.49 | 10.45 | | 85.000 | 10.06 0.79 219.42 27.60 | 2 57.58 5.77 18380 | 0 | | | 85.365 | -50.18 | 354.11 | -44.69 | 9.08 | | | | 2 55.50 4.70 31867 | 0 | | | 85.000 | -53.38 | 367.77 | -29.97 | 27.60 | | 84.562 | 10.35 0.52 201.85 53.13 | 2 61.21 4.70 31867 | 0 | | | 84.562 | -55.18 | 378.13 | -17.22 | 53.67 | | 84.125 | 10.52 0.28 172.59 80.96 | 2 66.00 4.70 31867 | 0 | | | 84.125 | -53.48 | 382.66 | -7.13 | 85.15 | | 83.688 | 10.60 0.09 130.75 110.55 | 2 69.29 4.70 31867 | 0 | | | 83.688 | -49.31 | 380.84 | -11.58 | 117.48 | | 83.250 | 10.61 -0.04 75.72 141.10 | 2 70.37 4.70 31867 | 0 | | | 83.250 | -43.64 | 372.16 | -14.02 | 149.79 | | 82.812 | 10.57 -0.10 7.32 171.45 | 2 68.36 4.70 31867 | 0 | | | 82.812 | -37.26 | 356.10 | -14.94 | 180.95 | | 82.375 | 10.54 -0.06 -74.04 200.02 | 2 62.24 4.70 31867 | 0 | | | 82.375 | -74.04 | 332.15 | -14.75 | 209.54 | | 81.938 | 10.54 0.09 -167.14 224.76 | 2 50.87 4.70 31867 | 0 | | | 81.938 | -167.14 | 299.79 | -13.80 | 233.88 | | 81.500 | 10.64 0.37 -270.30 246.72 | 2 49.51 3.28 31867 | 0 | | | 81.500 | -270.30 | 258.51 | -12.39 | 255.53 | | | -265.35 | 2 49.51 3.28 31867 | 0 | 2 -512.07 | | | -270.30 | 258.51 | -265.35 | 104.95 | | 81.000 | 10.90 0.67 -143.93 -239.88 | 1 52.37 3.07 31867 | 0 | | | 81.000 | -143.93 | 199.75 | -239.88 | 130.36 | | 80.500 | 11.28 0.79 -30.67 -212.92 | 1 55.45 3.07 31867 | 0 | | | 80.500 | -30.67 | 127.89 | -212.92 | 157.32 | | 80.000 | 11.67 0.77 68.74 -184.43 0.00 | 1 58.52 3.07 31867 | 0 | | | 80.000 | -4.45 | 104.09 | -184.43 | 165.78 | | 79.500 | 12.02 0.60 153.36 -153.52 4.91 | 1 60.21 3.07 31867 | 0 | | | 79.500 | -34.59 | 187.59 | -153.52 | 154.44 | | 79.219 | 12.17 0.46 193.92 -134.69 7.66 | 1 61.16 3.07 31867 | 0 | | | 79.219 | -76.21 | 227.51 | -134.69 | 140.94 | | 78.938 | 12.28 0.29 229.03 -114.81 10.42 | 1 62.11 3.07 31867 | 0 | | | 78.938 | -113.53 | 261.98 | -114.81 | 123.84 | | 78.656 | 12.33 0.09 258.40 -93.89 13.18 | 1 63.06 3.07 31867 | 0 | | | 78.656 | -145.54 | 290.72 | -93.89 | 103.14 | | 78.375 | 12.32 -0.13 281.74 -71.92 15.94 | 1 64.01 3.07 31867 | 0 | | | 78.375 | -171.21 | 313.42 | -71.92 | 78.83 | | 78.094 | 12.25 -0.37 298.76 -48.92 18.70 | 1 64.96 3.07 31867 | 0 | | | 78.094 | -189.83 | 329.80 | -48.92 | 53.95 | | 77.812 | 12.11 -0.62 309.16 -24.86 21.46 | 1 65.91 3.07 31867 | 0 | | | 77.812 | -201.84 | 339.57 | -24.86 | 32.06 | | 77.531 | 11.91 -0.87 312.65 0.23 24.22 | 1 66.86 3.07 31867 | 0 | | | 77.531 | -208.18 | 342.42 | -0.65 | 13.54 | | 77.250 | 11.62 -1.13 308.93 26.37 26.98 | 1 67.81 3.07 31867 | 0 | | | 77.250 | -209.75 | 338.07 | -1.87 | 28.63 | | 76.969 | 11.27 -1.37 297.72 53.55 29.74 | 1 68.76 3.07 31867 | 0 | | | 76.969 | -207.39 | 326.22 | -14.48 | 55.81 | | 76.688 | 10.85 -1.61 278.71 81.77 32.50 | 1 69.71 3.07 31867 | 0 | | | 76.688 | -201.84 | 306.57 | -24.57 | 84.04 | | 76.406 | 10.37 -1.83 251.62 111.04 35.25 | 1 70.66 3.07 31867 | 0 | | | 76.406 | -193.78 | 278.85 | -32.41 | 113.31 | | 76.125 | 9.83 -2.02 216.15 141.35 38.01 | 1 71.62 3.07 31867 | 0 | | | 76.125 | -183.79 | 242.74 | -38.28 | 143.62 | | 75.844 | 9.24 -2.18 172.01 172.71 40.77 | 1 72.57 3.07 31867 | 0 | | | 75.844 | -172.40 | 197.96 | -42.45 | 174.97 | | 75.562 | 8.61 -2.30 118.91 205.11 43.53 | 1 73.52 3.07 31867 | 0 | | | 75.562 | -160.05 | 144.22 | -45.15 | 207.37 | | 75.281 | 7.95 -2.37 56.54 238.55 46.29 | 1 74.47 3.07 31867 | 0 | | | 75.281 | -147.12 | 81.22 | -46.62 | 240.81 | | 75.000 | 7.28 -2.39 -15.37 273.03 49.05 | 1 75.42 3.07 31867 | 0 | | | 75.000 | -133.93 | 8.67 | -47.06 | 275.30 | | | | -1 | 2 315.65 43373 | | | 74.500 | -120.59 | 0.55 | -51.61 | 160.22 | | 74.500 | 6.10 -2.28 -120.59 151.88 -6.55 53.96 | -1 | 2 271.97 43373 | | | 74.000 | -171.15 | 0.01 | -50.30 | 65.12 | | 74.000 | 5.02 -2.06 -171.15 54.10 -9.17 58.86 | -1 | 2 231.95 43373 | | | 73.625 | -179.96 | 0.00 | -46.68 | 6.06 | | 73.625 | 4.28 -1.87 -179.96 -5.26 -9.99 58.86 | -1 | 2 202.33 43373 | | | 73.250 | -168.60 | 0.00 | -53.51 | 0.14 | | 73.250 | 3.61 -1.68 -168.60 -53.51 -10.39 58.86 | 2 3.11 3.11 43373 | 2 175.87 43373 | | | 72.875 | -141.73 | 0.00 | -86.51 | 0.00 | | 72.875 | 3.02 -1.51 -141.73 -86.51 -10.58 58.86 | 2 31.38 5.77 43373 | 2 152.36 43373 | | | 72.500 | -106.02 | 0.00 | -101.04 | 0.00 | | 72.500 | 2.48 -1.37 -106.02 -101.04 -10.66 58.86 | 2 57.15 5.77 43373 | 2 131.35 43373 | | | 72.125 | -68.06 | 0.00 | -98.72 | 0.00 | | 72.125 | 1.98 -1.28 -68.06 -98.72 -10.70 58.86 | 2 81.06 5.77 43373 | 2 112.21 43373 | | | 71.750 | -33.94 | 0.00 | -80.71 | 0.00 | | 71.750 | 1.51 -1.22 -33.94 -80.71 -10.71 58.86 | 2 103.75 5.77 43373 | 2 94.28 43373 | | | 71.375 | -9.44 | 0.00 | -47.76 | 0.00 | | 71.375 | 1.06 -1.20 -9.40 -47.71 -10.72 58.86 | 2 125.82 5.77 43373 | 2 76.97 43373 | | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | 71.000 | 0.61 -1.20 0.00 0.00 -10.72 58.86 | 2 147.71 5.77 43373 | 2 59.85 43373 | | | | | | | | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | | | | | | | ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------- | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 12.33 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.114 EN FASE FINAL No 8 NO APLICABLE | | MOMENTO MÁXIMO = 312.65 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.321 EN FASE FINAL No 8 = 0.321 | | REACCIÓN VERTICAL EN PIE = 10.72 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.065 = (952.65 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.321 = (682.12 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 71.58 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m *** FINAL DE CÁLCULO ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 17 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 18 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 8 -------------------------------------------------------------------------------------------------------------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 | | S U E L O 1 | S U E L O 2 | | | P A R E D | EXCAVACIÓN: -1.52 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 8.92 m | NIVEL AGUA: 14.92 m | ANCLAS | | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ | | | | | | | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | | | | | | | | 88.920 | 2.66 2.55 0.00 0.00 | 1 14.55 18380 | 0 | | ------------------------------------------------------------------- | | -111.62 | 2 15.07 4.58 18380 | 0 | 1 -111.62 | | | | | | | | 88.420 | 3.93 2.51 53.73 -102.88 | 2 19.93 5.77 18380 | 0 | | | 88.920 | 0.00 | 0.00 | -140.00 | 0.00 | | 87.920 | 5.16 2.40 102.47 -91.67 | 2 24.89 5.77 18380 | 0 | | | 88.420 | -1.96 | 68.04 | -131.86 | 8.14 | | 87.555 | 6.01 2.27 134.18 -81.90 | 2 28.64 5.77 18380 | 0 | | | 87.920 | -8.42 | 131.58 | -122.00 | 18.00 | | 87.190 | 6.81 2.12 162.08 -70.74 | 2 32.50 5.77 18380 | 0 | | | 87.555 | -16.06 | 174.62 | -113.72 | 22.85 | | 86.825 | 7.55 1.93 185.65 -58.15 | 2 36.49 5.77 18380 | 0 | | | 87.190 | -24.38 | 214.48 | -104.51 | 21.74 | | 86.460 | 8.22 1.72 204.36 -44.08 | 2 40.60 5.77 18380 | 0 | | | 86.825 | -31.60 | 250.80 | -94.38 | 17.95 | | 86.095 | 8.81 1.50 217.65 -28.49 | 2 44.82 5.77 18380 | 0 | | | 86.460 | -37.56 | 283.26 | -83.34 | 14.81 | | 85.730 | 9.31 1.27 224.97 -11.35 | 2 49.10 5.77 18380 | 0 | | | 86.095 | -42.49 | 311.53 | -71.37 | 12.33 | | 85.365 | 9.73 1.03 225.75 7.35 | 2 53.38 5.77 18380 | 0 | | | 85.730 | -46.63 | 335.26 | -58.49 | 10.45 | | 85.000 | 10.06 0.79 219.42 27.60 | 2 57.58 5.77 18380 | 0 | | | 85.365 | -50.18 | 354.11 | -44.69 | 9.08 | | | | 2 55.50 4.70 31867 | 0 | | | 85.000 | -53.38 | 367.77 | -29.97 | 27.60 | | 84.562 | 10.35 0.52 201.85 53.13 | 2 61.21 4.70 31867 | 0 | | | 84.562 | -55.18 | 378.13 | -17.22 | 53.67 | | 84.125 | 10.52 0.28 172.59 80.96 | 2 66.00 4.70 31867 | 0 | | | 84.125 | -53.48 | 382.66 | -7.13 | 85.15 | | 83.688 | 10.60 0.09 130.75 110.55 | 2 69.29 4.70 31867 | 0 | | | 83.688 | -49.31 | 380.84 | -11.58 | 117.48 | | 83.250 | 10.61 -0.04 75.72 141.10 | 2 70.37 4.70 31867 | 0 | | | 83.250 | -43.64 | 372.16 | -14.02 | 149.79 | | 82.812 | 10.57 -0.10 7.32 171.45 | 2 68.36 4.70 31867 | 0 | | | 82.812 | -37.26 | 356.10 | -14.94 | 180.95 | | 82.375 | 10.54 -0.06 -74.04 200.02 | 2 62.24 4.70 31867 | 0 | | | 82.375 | -74.04 | 332.15 | -14.75 | 209.54 | | 81.938 | 10.54 0.09 -167.14 224.76 | 2 50.87 4.70 31867 | 0 | | | 81.938 | -167.14 | 299.79 | -13.80 | 233.88 | | 81.500 | 10.64 0.37 -270.30 246.72 | 2 49.51 3.28 31867 | 0 | | | 81.500 | -270.30 | 258.51 | -12.39 | 255.53 | | | -265.35 | 2 49.51 3.28 31867 | 0 | 2 -512.07 | | | -270.30 | 258.51 | -265.35 | 104.95 | | 81.000 | 10.90 0.67 -143.93 -239.88 | 1 52.37 3.07 31867 | 0 | | | 81.000 | -143.93 | 199.75 | -239.88 | 130.36 | | 80.500 | 11.28 0.79 -30.67 -212.92 | 1 55.45 3.07 31867 | 0 | | | 80.500 | -30.67 | 127.89 | -212.92 | 157.32 | | 80.000 | 11.67 0.77 68.74 -184.43 0.00 | 1 58.52 3.07 31867 | 0 | | | 80.000 | -4.45 | 104.09 | -184.43 | 165.78 | | 79.500 | 12.02 0.60 153.36 -153.52 4.91 | 1 60.21 3.07 31867 | 0 | | | 79.500 | -34.59 | 187.59 | -153.52 | 154.44 | | 79.219 | 12.17 0.46 193.92 -134.69 7.66 | 1 61.16 3.07 31867 | 0 | | | 79.219 | -76.21 | 227.51 | -134.69 | 140.94 | | 78.938 | 12.28 0.29 229.03 -114.81 10.42 | 1 62.11 3.07 31867 | 0 | | | 78.938 | -113.53 | 261.98 | -114.81 | 123.84 | | 78.656 | 12.33 0.09 258.40 -93.89 13.18 | 1 63.06 3.07 31867 | 0 | | | 78.656 | -145.54 | 290.72 | -93.89 | 103.14 | | 78.375 | 12.32 -0.13 281.74 -71.92 15.94 | 1 64.01 3.07 31867 | 0 | | | 78.375 | -171.21 | 313.42 | -71.92 | 78.83 | | 78.094 | 12.25 -0.37 298.76 -48.92 18.70 | 1 64.96 3.07 31867 | 0 | | | 78.094 | -189.83 | 329.80 | -48.92 | 53.95 | | 77.812 | 12.11 -0.62 309.16 -24.86 21.46 | 1 65.91 3.07 31867 | 0 | | | 77.812 | -201.84 | 339.57 | -24.86 | 32.06 | | 77.531 | 11.91 -0.87 312.65 0.23 24.22 | 1 66.86 3.07 31867 | 0 | | | 77.531 | -208.18 | 342.42 | -0.65 | 13.54 | | 77.250 | 11.62 -1.13 308.93 26.37 26.98 | 1 67.81 3.07 31867 | 0 | | | 77.250 | -209.75 | 338.07 | -1.87 | 28.63 | | 76.969 | 11.27 -1.37 297.72 53.55 29.74 | 1 68.76 3.07 31867 | 0 | | | 76.969 | -207.39 | 326.22 | -14.48 | 55.81 | | 76.688 | 10.85 -1.61 278.71 81.77 32.50 | 1 69.71 3.07 31867 | 0 | | | 76.688 | -201.84 | 306.57 | -24.57 | 84.04 | | 76.406 | 10.37 -1.83 251.62 111.04 35.25 | 1 70.66 3.07 31867 | 0 | | | 76.406 | -193.78 | 278.85 | -32.41 | 113.31 | | 76.125 | 9.83 -2.02 216.15 141.35 38.01 | 1 71.62 3.07 31867 | 0 | | | 76.125 | -183.79 | 242.74 | -38.28 | 143.62 | | 75.844 | 9.24 -2.18 172.01 172.71 40.77 | 1 72.57 3.07 31867 | 0 | | | 75.844 | -172.40 | 197.96 | -42.45 | 174.97 | | 75.562 | 8.61 -2.30 118.91 205.11 43.53 | 1 73.52 3.07 31867 | 0 | | | 75.562 | -160.05 | 144.22 | -45.15 | 207.37 | | 75.281 | 7.95 -2.37 56.54 238.55 46.29 | 1 74.47 3.07 31867 | 0 | | | 75.281 | -147.12 | 81.22 | -46.62 | 240.81 | | 75.000 | 7.28 -2.39 -15.37 273.03 49.05 | 1 75.42 3.07 31867 | 0 | | | 75.000 | -133.93 | 8.67 | -47.06 | 275.30 | | | | -1 | 2 315.65 43373 | | | 74.500 | -120.59 | 0.55 | -51.61 | 160.22 | | 74.500 | 6.10 -2.28 -120.59 151.88 -6.55 53.96 | -1 | 2 271.97 43373 | | | 74.000 | -171.15 | 0.01 | -50.30 | 65.12 | | 74.000 | 5.02 -2.06 -171.15 54.10 -9.17 58.86 | -1 | 2 231.95 43373 | | | 73.625 | -179.96 | 0.00 | -46.68 | 6.06 | | 73.625 | 4.28 -1.87 -179.96 -5.26 -9.99 58.86 | -1 | 2 202.33 43373 | | | 73.250 | -168.60 | 0.00 | -53.51 | 0.14 | | 73.250 | 3.61 -1.68 -168.60 -53.51 -10.39 58.86 | 2 3.11 3.11 43373 | 2 175.87 43373 | | | 72.875 | -141.73 | 0.00 | -86.51 | 0.00 | | 72.875 | 3.02 -1.51 -141.73 -86.51 -10.58 58.86 | 2 31.38 5.77 43373 | 2 152.36 43373 | | | 72.500 | -106.02 | 0.00 | -101.04 | 0.00 | | 72.500 | 2.48 -1.37 -106.02 -101.04 -10.66 58.86 | 2 57.15 5.77 43373 | 2 131.35 43373 | | | 72.125 | -68.06 | 0.00 | -98.72 | 0.00 | | 72.125 | 1.98 -1.28 -68.06 -98.72 -10.70 58.86 | 2 81.06 5.77 43373 | 2 112.21 43373 | | | 71.750 | -33.94 | 0.00 | -80.71 | 0.00 | | 71.750 | 1.51 -1.22 -33.94 -80.71 -10.71 58.86 | 2 103.75 5.77 43373 | 2 94.28 43373 | | | 71.375 | -9.44 | 0.00 | -47.76 | 0.00 | | 71.375 | 1.06 -1.20 -9.40 -47.71 -10.72 58.86 | 2 125.82 5.77 43373 | 2 76.97 43373 | | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | 71.000 | 0.61 -1.20 0.00 0.00 -10.72 58.86 | 2 147.71 5.77 43373 | 2 59.85 43373 | | | | | | | | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | | | | | | | ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------- | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 12.33 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.114 EN FASE FINAL No 8 NO APLICABLE | | MOMENTO MÁXIMO = 312.65 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.321 EN FASE FINAL No 8 = 0.321 | | REACCIÓN VERTICAL EN PIE = 10.72 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.065 = (952.65 kN/m)/(14603.74 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.321 = (682.12 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 71.58 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m *** FINAL DE CÁLCULO ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 19 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 20 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 EN LO QUE SIGUE LOS NÚMEROS DE FASE ESTÁN LAS FASES DE CÁLCULOS (la totalidad de las fases) PARA LAS FASES DE TRABAJOS : ------------------------------------------------------------------- DESPLAZAMIENTO MÁXIMO EN FASE No 8 = 12.33 mm EN FASE FINAL No 8 = 12.33 mm | | | | | | MOMENTO MÁXIMO EN FASE No 4 = 382.66 m.kN/m EN FASE FINAL No 8 = 312.65 m.kN/m | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | ------------------------------------------------------------------- | | | | | | ----------------------------------------------------------------------------- | 88.920 | 0.00 | 0.00 | -140.00 | 0.00 | | PUNTAL/ANCLA | PRECARGA | MÁXIMO | ESTADO FINAL | | 88.420 | -1.96 | 68.04 | -131.86 | 8.14 | ----------------------------------------------------------------------------- | 87.920 | -8.42 | 131.58 | -122.00 | 18.00 | | NÚMERO NIVEL | FASE FUERZA | FASE FUERZA | FASE FUERZA | | 87.555 | -16.06 | 174.62 | -113.72 | 22.85 | | | | | | | 87.190 | -24.38 | 214.48 | -104.51 | 21.74 | | 1 88.92 | 3 0.00 | 4 -140.00 | 8 -111.62 | | 86.825 | -31.60 | 250.80 | -94.38 | 17.95 | | 2 81.50 | 5 0.00 | 6 -518.56 | 8 -512.07 | | 86.460 | -37.56 | 283.26 | -83.34 | 14.81 | | | | | | | 86.095 | -42.49 | 311.53 | -71.37 | 12.33 | | m | kN | kN | kN | | 85.730 | -46.63 | 335.26 | -58.49 | 10.45 | ----------------------------------------------------------------------------- | 85.365 | -50.18 | 354.11 | -44.69 | 9.08 | | 85.000 | -53.38 | 367.77 | -29.97 | 27.60 | | 84.562 | -55.18 | 378.13 | -17.22 | 53.67 | | 84.125 | -53.48 | 382.66 | -7.13 | 85.15 | | 83.688 | -49.31 | 380.84 | -11.58 | 117.48 | | 83.250 | -43.64 | 372.16 | -14.02 | 149.79 | | 82.812 | -37.26 | 356.10 | -14.94 | 180.95 | | 82.375 | -74.04 | 332.15 | -14.75 | 209.54 | | 81.938 | -167.14 | 299.79 | -13.80 | 233.88 | | 81.500 | -270.30 | 258.51 | -12.39 | 255.53 | | | -270.30 | 258.51 | -265.35 | 104.95 | | 81.000 | -143.93 | 199.75 | -239.88 | 130.36 | | 80.500 | -30.67 | 127.89 | -212.92 | 157.32 | | 80.000 | -4.45 | 104.09 | -184.43 | 165.78 | | 79.500 | -34.59 | 187.59 | -153.52 | 154.44 | | 79.219 | -76.21 | 227.51 | -134.69 | 140.94 | | 78.938 | -113.53 | 261.98 | -114.81 | 123.84 | | 78.656 | -145.54 | 290.72 | -93.89 | 103.14 | | 78.375 | -171.21 | 313.42 | -71.92 | 78.83 | | 78.094 | -189.83 | 329.80 | -48.92 | 53.95 | | 77.812 | -201.84 | 339.57 | -24.86 | 32.06 | | 77.531 | -208.18 | 342.42 | -0.65 | 13.54 | | 77.250 | -209.75 | 338.07 | -1.87 | 28.63 | | 76.969 | -207.39 | 326.22 | -14.48 | 55.81 | | 76.688 | -201.84 | 306.57 | -24.57 | 84.04 | | 76.406 | -193.78 | 278.85 | -32.41 | 113.31 | | 76.125 | -183.79 | 242.74 | -38.28 | 143.62 | | 75.844 | -172.40 | 197.96 | -42.45 | 174.97 | | 75.562 | -160.05 | 144.22 | -45.15 | 207.37 | | 75.281 | -147.12 | 81.22 | -46.62 | 240.81 | | 75.000 | -133.93 | 8.67 | -47.06 | 275.30 | | 74.500 | -120.59 | 0.55 | -51.61 | 160.22 | | 74.000 | -171.15 | 0.01 | -50.30 | 65.12 | | 73.625 | -179.96 | 0.00 | -46.68 | 6.06 | | 73.250 | -168.60 | 0.00 | -53.51 | 0.14 | | 72.875 | -141.73 | 0.00 | -86.51 | 0.00 | | 72.500 | -106.02 | 0.00 | -101.04 | 0.00 | | 72.125 | -68.06 | 0.00 | -98.72 | 0.00 | | 71.750 | -33.94 | 0.00 | -80.71 | 0.00 | | 71.375 | -9.44 | 0.00 | -47.76 | 0.00 | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | | | | | | ------------------------------------------------------------------- SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.114 EN FASE FINAL No 8 NO APLICABLE SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.321 EN FASE FINAL No 8 = 0.321 ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 19 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 1 ** PAGE 20 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 EN LO QUE SIGUE LOS NÚMEROS DE FASE ESTÁN LAS FASES DE CÁLCULOS (la totalidad de las fases) PARA LAS FASES DE TRABAJOS : ------------------------------------------------------------------- DESPLAZAMIENTO MÁXIMO EN FASE No 8 = 12.33 mm EN FASE FINAL No 8 = 12.33 mm | | | | | | MOMENTO MÁXIMO EN FASE No 4 = 382.66 m.kN/m EN FASE FINAL No 8 = 312.65 m.kN/m | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | ------------------------------------------------------------------- | | | | | | ----------------------------------------------------------------------------- | 88.920 | 0.00 | 0.00 | -140.00 | 0.00 | | PUNTAL/ANCLA | PRECARGA | MÁXIMO | ESTADO FINAL | | 88.420 | -1.96 | 68.04 | -131.86 | 8.14 | ----------------------------------------------------------------------------- | 87.920 | -8.42 | 131.58 | -122.00 | 18.00 | | NÚMERO NIVEL | FASE FUERZA | FASE FUERZA | FASE FUERZA | | 87.555 | -16.06 | 174.62 | -113.72 | 22.85 | | | | | | | 87.190 | -24.38 | 214.48 | -104.51 | 21.74 | | 1 88.92 | 3 0.00 | 4 -140.00 | 8 -111.62 | | 86.825 | -31.60 | 250.80 | -94.38 | 17.95 | | 2 81.50 | 5 0.00 | 6 -518.56 | 8 -512.07 | | 86.460 | -37.56 | 283.26 | -83.34 | 14.81 | | | | | | | 86.095 | -42.49 | 311.53 | -71.37 | 12.33 | | m | kN | kN | kN | | 85.730 | -46.63 | 335.26 | -58.49 | 10.45 | ----------------------------------------------------------------------------- | 85.365 | -50.18 | 354.11 | -44.69 | 9.08 | | 85.000 | -53.38 | 367.77 | -29.97 | 27.60 | | 84.562 | -55.18 | 378.13 | -17.22 | 53.67 | | 84.125 | -53.48 | 382.66 | -7.13 | 85.15 | | 83.688 | -49.31 | 380.84 | -11.58 | 117.48 | | 83.250 | -43.64 | 372.16 | -14.02 | 149.79 | | 82.812 | -37.26 | 356.10 | -14.94 | 180.95 | | 82.375 | -74.04 | 332.15 | -14.75 | 209.54 | | 81.938 | -167.14 | 299.79 | -13.80 | 233.88 | | 81.500 | -270.30 | 258.51 | -12.39 | 255.53 | | | -270.30 | 258.51 | -265.35 | 104.95 | | 81.000 | -143.93 | 199.75 | -239.88 | 130.36 | | 80.500 | -30.67 | 127.89 | -212.92 | 157.32 | | 80.000 | -4.45 | 104.09 | -184.43 | 165.78 | | 79.500 | -34.59 | 187.59 | -153.52 | 154.44 | | 79.219 | -76.21 | 227.51 | -134.69 | 140.94 | | 78.938 | -113.53 | 261.98 | -114.81 | 123.84 | | 78.656 | -145.54 | 290.72 | -93.89 | 103.14 | | 78.375 | -171.21 | 313.42 | -71.92 | 78.83 | | 78.094 | -189.83 | 329.80 | -48.92 | 53.95 | | 77.812 | -201.84 | 339.57 | -24.86 | 32.06 | | 77.531 | -208.18 | 342.42 | -0.65 | 13.54 | | 77.250 | -209.75 | 338.07 | -1.87 | 28.63 | | 76.969 | -207.39 | 326.22 | -14.48 | 55.81 | | 76.688 | -201.84 | 306.57 | -24.57 | 84.04 | | 76.406 | -193.78 | 278.85 | -32.41 | 113.31 | | 76.125 | -183.79 | 242.74 | -38.28 | 143.62 | | 75.844 | -172.40 | 197.96 | -42.45 | 174.97 | | 75.562 | -160.05 | 144.22 | -45.15 | 207.37 | | 75.281 | -147.12 | 81.22 | -46.62 | 240.81 | | 75.000 | -133.93 | 8.67 | -47.06 | 275.30 | | 74.500 | -120.59 | 0.55 | -51.61 | 160.22 | | 74.000 | -171.15 | 0.01 | -50.30 | 65.12 | | 73.625 | -179.96 | 0.00 | -46.68 | 6.06 | | 73.250 | -168.60 | 0.00 | -53.51 | 0.14 | | 72.875 | -141.73 | 0.00 | -86.51 | 0.00 | | 72.500 | -106.02 | 0.00 | -101.04 | 0.00 | | 72.125 | -68.06 | 0.00 | -98.72 | 0.00 | | 71.750 | -33.94 | 0.00 | -80.71 | 0.00 | | 71.375 | -9.44 | 0.00 | -47.76 | 0.00 | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | | | | | | ------------------------------------------------------------------- SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.114 EN FASE FINAL No 8 NO APLICABLE SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.321 EN FASE FINAL No 8 = 0.321 ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO * SOBRECARGA DE CAQUOT SOBRE SUELO 1 = 10.000 kPa *** DESCRIPCIÓN DE LA PARED : ***** INESTABILIDAD DE SUELO EN NIVEL 93.42 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO SECCIÓN No 1 DE 92.420 m A 71.000 m : 1219276. kN.m2/m 0. kPa/m 0.000 kN/m2 *** DESCRIPCIÓN DE SUELO : *CAPA R CAPA No 1 DE 93.420 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 52.420 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO * SOBRECARGA DE CAQUOT SOBRE SUELO 1 = 10.000 kPa *** DESCRIPCIÓN DE LA PARED : ***** INESTABILIDAD DE SUELO EN NIVEL 93.42 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO SECCIÓN No 1 DE 92.420 m A 71.000 m : 1219276. kN.m2/m 0. kPa/m 0.000 kN/m2 *** DESCRIPCIÓN DE SUELO : *CAPA R CAPA No 1 DE 93.420 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 52.420 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: -1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 91.420 m | | | | | | | 92.420 | 0.17 -0.01 0.00 0.00 | 2 12.43 5.54 18380 | 2 12.97 18380 | | | 91.920 | 0.17 -0.01 0.06 -0.24 | 2 17.39 5.77 18380 | 2 17.83 18380 | | | 91.420 | 0.17 -0.01 0.24 -0.44 | 2 22.35 5.77 18380 | 2 22.69 18380 | | | 91.019 | 0.16 -0.01 0.44 -0.56 | 2 26.33 5.77 18380 | 2 26.59 18380 | | | 90.618 | 0.16 -0.01 0.68 -0.64 | 2 30.31 5.77 18380 | 2 30.48 18380 | | | 90.216 | 0.16 -0.01 0.95 -0.70 | 2 34.29 5.77 18380 | 2 34.38 18380 | | | 89.815 | 0.16 -0.01 1.23 -0.72 | 2 38.27 5.77 18380 | 2 38.27 18380 | | | 89.414 | 0.15 -0.01 1.52 -0.70 | 2 42.26 5.77 18380 | 2 42.16 18380 | | | 89.012 | 0.15 -0.01 1.79 -0.64 | 2 46.25 5.77 18380 | 2 46.05 18380 | | | 88.611 | 0.15 -0.01 2.02 -0.53 | 2 50.24 5.77 18380 | 2 49.93 18380 | | | 88.210 | 0.15 -0.01 2.21 -0.39 | 2 54.24 5.77 18380 | 2 53.81 18380 | | | 87.809 | 0.14 -0.01 2.33 -0.18 | 2 58.25 5.77 18380 | 2 57.68 18380 | | | 87.408 | 0.14 -0.01 2.35 0.07 | 2 62.26 5.77 18380 | 2 61.55 18380 | | | 87.006 | 0.13 -0.01 2.26 0.39 | 2 66.27 5.77 18380 | 2 65.41 18380 | | | 86.605 | 0.13 -0.01 2.03 0.77 | 2 70.30 5.77 18380 | 2 69.26 18380 | | | 86.204 | 0.12 -0.01 1.63 1.22 | 2 74.32 5.77 18380 | 2 73.11 18380 | | | 85.802 | 0.12 -0.01 1.04 1.74 | 2 78.35 5.77 18380 | 2 76.96 18380 | | | 85.401 | 0.11 -0.01 0.23 2.34 | 2 82.39 5.77 18380 | 2 80.80 18380 | | | 85.000 | 0.11 -0.01 -0.84 3.01 | 2 86.42 5.77 18380 | 2 84.65 18380 | | | | | 2 68.52 4.70 31867 | 2 70.76 31867 | | | 84.562 | 0.10 -0.01 -1.96 2.11 | 2 72.81 4.70 31867 | 2 74.69 31867 | | | 84.125 | 0.10 -0.01 -2.71 1.36 | 2 77.09 4.70 31867 | 2 78.64 31867 | | | 83.688 | 0.09 -0.01 -3.17 0.74 | 2 81.35 4.70 31867 | 2 82.60 31867 | | | 83.250 | 0.09 -0.01 -3.38 0.25 | 2 85.60 4.70 31867 | 2 86.58 31867 | | | 82.812 | 0.09 -0.01 -3.40 -0.12 | 2 89.83 4.70 31867 | 2 90.57 31867 | | | 82.375 | 0.08 -0.01 -3.29 -0.40 | 2 94.05 4.70 31867 | 2 94.58 31867 | | | 81.938 | 0.08 -0.01 -3.07 -0.59 | 2 98.25 4.70 31867 | 2 98.61 31867 | | | 81.500 | 0.08 0.00 -2.78 -0.72 | 2 102.43 4.70 31867 | 2 102.65 31867 | | | 81.000 | 0.08 0.00 -2.39 -0.80 | 2 107.20 4.70 31867 | 2 107.29 31867 | | | 80.500 | 0.07 0.00 -1.99 -0.82 | 2 111.95 4.70 31867 | 2 111.94 31867 | | | 80.000 | 0.07 0.00 -1.58 -0.80 | 2 116.69 4.70 31867 | 2 116.61 31867 | | | 79.500 | 0.07 0.00 -1.20 -0.75 | 2 121.41 4.70 31867 | 2 121.28 31867 | | | 79.219 | 0.07 0.00 -0.99 -0.71 | 2 124.07 4.70 31867 | 2 123.92 31867 | | | 78.938 | 0.07 0.00 -0.80 -0.66 | 2 126.72 4.70 31867 | 2 126.55 31867 | | | 78.656 | 0.07 0.00 -0.62 -0.61 | 2 129.37 4.70 31867 | 2 129.19 31867 | | | 78.375 | 0.07 0.00 -0.45 -0.56 | 2 132.02 4.70 31867 | 2 131.83 31867 | | | 78.094 | 0.07 0.00 -0.30 -0.51 | 2 134.67 4.70 31867 | 2 134.47 31867 | | | 77.812 | 0.07 0.00 -0.17 -0.45 | 2 137.32 4.70 31867 | 2 137.11 31867 | | | 77.531 | 0.07 0.00 -0.05 -0.39 | 2 139.96 4.70 31867 | 2 139.75 31867 | | | 77.250 | 0.07 0.00 0.05 -0.33 | 2 142.61 4.70 31867 | 2 142.39 31867 | | | 76.969 | 0.07 0.00 0.13 -0.26 | 2 145.26 4.70 31867 | 2 145.03 31867 | | | 76.688 | 0.07 0.00 0.19 -0.19 | 2 147.91 4.70 31867 | 2 147.67 31867 | | | 76.406 | 0.07 0.00 0.24 -0.13 | 2 150.56 4.70 31867 | 2 150.31 31867 | | | 76.125 | 0.07 0.00 0.26 -0.05 | 2 153.21 4.70 31867 | 2 152.95 31867 | | | 75.844 | 0.07 0.00 0.27 0.02 | 2 155.86 4.70 31867 | 2 155.59 31867 | | | 75.562 | 0.07 0.00 0.25 0.10 | 2 158.51 4.70 31867 | 2 158.23 31867 | | | 75.281 | 0.07 0.00 0.22 0.18 | 2 161.16 4.70 31867 | 2 160.86 31867 | | | 75.000 | 0.07 0.00 0.15 0.26 | 2 163.81 4.70 31867 | 2 163.50 31867 | | | | | 2 200.91 5.77 43373 | 2 201.11 43373 | | | 74.500 | 0.07 0.00 0.05 0.17 | 2 208.14 5.77 43373 | 2 208.31 43373 | | | 74.000 | 0.07 0.00 -0.02 0.09 | 2 215.38 5.77 43373 | 2 215.51 43373 | | | 73.625 | 0.07 0.00 -0.04 0.05 | 2 220.80 5.77 43373 | 2 220.91 43373 | | | 73.250 | 0.07 0.00 -0.05 0.01 | 2 226.23 5.77 43373 | 2 226.31 43373 | | | 72.875 | 0.07 0.00 -0.05 -0.02 | 2 231.66 5.77 43373 | 2 231.71 43373 | | | 72.500 | 0.07 0.00 -0.04 -0.03 | 2 237.08 5.77 43373 | 2 237.11 43373 | | | 72.125 | 0.07 0.00 -0.03 -0.04 | 2 242.51 5.77 43373 | 2 242.51 43373 | | | 71.750 | 0.07 0.00 -0.02 -0.03 | 2 247.93 5.77 43373 | 2 247.91 43373 | | | 71.375 | 0.07 0.00 0.00 -0.02 | 2 253.36 5.77 43373 | 2 253.31 43373 | | | 71.000 | 0.07 0.00 0.00 0.00 | 2 258.78 5.77 43373 | 2 258.71 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -3.40 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : CONFIGURACIÓN INCOMPATIBLE ! POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 92.420 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.122 = (2450.43 kN/m)/(20062.31 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 112.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: -1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 91.420 m | | | | | | | 92.420 | 0.17 -0.01 0.00 0.00 | 2 12.43 5.54 18380 | 2 12.97 18380 | | | 91.920 | 0.17 -0.01 0.06 -0.24 | 2 17.39 5.77 18380 | 2 17.83 18380 | | | 91.420 | 0.17 -0.01 0.24 -0.44 | 2 22.35 5.77 18380 | 2 22.69 18380 | | | 91.019 | 0.16 -0.01 0.44 -0.56 | 2 26.33 5.77 18380 | 2 26.59 18380 | | | 90.618 | 0.16 -0.01 0.68 -0.64 | 2 30.31 5.77 18380 | 2 30.48 18380 | | | 90.216 | 0.16 -0.01 0.95 -0.70 | 2 34.29 5.77 18380 | 2 34.38 18380 | | | 89.815 | 0.16 -0.01 1.23 -0.72 | 2 38.27 5.77 18380 | 2 38.27 18380 | | | 89.414 | 0.15 -0.01 1.52 -0.70 | 2 42.26 5.77 18380 | 2 42.16 18380 | | | 89.012 | 0.15 -0.01 1.79 -0.64 | 2 46.25 5.77 18380 | 2 46.05 18380 | | | 88.611 | 0.15 -0.01 2.02 -0.53 | 2 50.24 5.77 18380 | 2 49.93 18380 | | | 88.210 | 0.15 -0.01 2.21 -0.39 | 2 54.24 5.77 18380 | 2 53.81 18380 | | | 87.809 | 0.14 -0.01 2.33 -0.18 | 2 58.25 5.77 18380 | 2 57.68 18380 | | | 87.408 | 0.14 -0.01 2.35 0.07 | 2 62.26 5.77 18380 | 2 61.55 18380 | | | 87.006 | 0.13 -0.01 2.26 0.39 | 2 66.27 5.77 18380 | 2 65.41 18380 | | | 86.605 | 0.13 -0.01 2.03 0.77 | 2 70.30 5.77 18380 | 2 69.26 18380 | | | 86.204 | 0.12 -0.01 1.63 1.22 | 2 74.32 5.77 18380 | 2 73.11 18380 | | | 85.802 | 0.12 -0.01 1.04 1.74 | 2 78.35 5.77 18380 | 2 76.96 18380 | | | 85.401 | 0.11 -0.01 0.23 2.34 | 2 82.39 5.77 18380 | 2 80.80 18380 | | | 85.000 | 0.11 -0.01 -0.84 3.01 | 2 86.42 5.77 18380 | 2 84.65 18380 | | | | | 2 68.52 4.70 31867 | 2 70.76 31867 | | | 84.562 | 0.10 -0.01 -1.96 2.11 | 2 72.81 4.70 31867 | 2 74.69 31867 | | | 84.125 | 0.10 -0.01 -2.71 1.36 | 2 77.09 4.70 31867 | 2 78.64 31867 | | | 83.688 | 0.09 -0.01 -3.17 0.74 | 2 81.35 4.70 31867 | 2 82.60 31867 | | | 83.250 | 0.09 -0.01 -3.38 0.25 | 2 85.60 4.70 31867 | 2 86.58 31867 | | | 82.812 | 0.09 -0.01 -3.40 -0.12 | 2 89.83 4.70 31867 | 2 90.57 31867 | | | 82.375 | 0.08 -0.01 -3.29 -0.40 | 2 94.05 4.70 31867 | 2 94.58 31867 | | | 81.938 | 0.08 -0.01 -3.07 -0.59 | 2 98.25 4.70 31867 | 2 98.61 31867 | | | 81.500 | 0.08 0.00 -2.78 -0.72 | 2 102.43 4.70 31867 | 2 102.65 31867 | | | 81.000 | 0.08 0.00 -2.39 -0.80 | 2 107.20 4.70 31867 | 2 107.29 31867 | | | 80.500 | 0.07 0.00 -1.99 -0.82 | 2 111.95 4.70 31867 | 2 111.94 31867 | | | 80.000 | 0.07 0.00 -1.58 -0.80 | 2 116.69 4.70 31867 | 2 116.61 31867 | | | 79.500 | 0.07 0.00 -1.20 -0.75 | 2 121.41 4.70 31867 | 2 121.28 31867 | | | 79.219 | 0.07 0.00 -0.99 -0.71 | 2 124.07 4.70 31867 | 2 123.92 31867 | | | 78.938 | 0.07 0.00 -0.80 -0.66 | 2 126.72 4.70 31867 | 2 126.55 31867 | | | 78.656 | 0.07 0.00 -0.62 -0.61 | 2 129.37 4.70 31867 | 2 129.19 31867 | | | 78.375 | 0.07 0.00 -0.45 -0.56 | 2 132.02 4.70 31867 | 2 131.83 31867 | | | 78.094 | 0.07 0.00 -0.30 -0.51 | 2 134.67 4.70 31867 | 2 134.47 31867 | | | 77.812 | 0.07 0.00 -0.17 -0.45 | 2 137.32 4.70 31867 | 2 137.11 31867 | | | 77.531 | 0.07 0.00 -0.05 -0.39 | 2 139.96 4.70 31867 | 2 139.75 31867 | | | 77.250 | 0.07 0.00 0.05 -0.33 | 2 142.61 4.70 31867 | 2 142.39 31867 | | | 76.969 | 0.07 0.00 0.13 -0.26 | 2 145.26 4.70 31867 | 2 145.03 31867 | | | 76.688 | 0.07 0.00 0.19 -0.19 | 2 147.91 4.70 31867 | 2 147.67 31867 | | | 76.406 | 0.07 0.00 0.24 -0.13 | 2 150.56 4.70 31867 | 2 150.31 31867 | | | 76.125 | 0.07 0.00 0.26 -0.05 | 2 153.21 4.70 31867 | 2 152.95 31867 | | | 75.844 | 0.07 0.00 0.27 0.02 | 2 155.86 4.70 31867 | 2 155.59 31867 | | | 75.562 | 0.07 0.00 0.25 0.10 | 2 158.51 4.70 31867 | 2 158.23 31867 | | | 75.281 | 0.07 0.00 0.22 0.18 | 2 161.16 4.70 31867 | 2 160.86 31867 | | | 75.000 | 0.07 0.00 0.15 0.26 | 2 163.81 4.70 31867 | 2 163.50 31867 | | | | | 2 200.91 5.77 43373 | 2 201.11 43373 | | | 74.500 | 0.07 0.00 0.05 0.17 | 2 208.14 5.77 43373 | 2 208.31 43373 | | | 74.000 | 0.07 0.00 -0.02 0.09 | 2 215.38 5.77 43373 | 2 215.51 43373 | | | 73.625 | 0.07 0.00 -0.04 0.05 | 2 220.80 5.77 43373 | 2 220.91 43373 | | | 73.250 | 0.07 0.00 -0.05 0.01 | 2 226.23 5.77 43373 | 2 226.31 43373 | | | 72.875 | 0.07 0.00 -0.05 -0.02 | 2 231.66 5.77 43373 | 2 231.71 43373 | | | 72.500 | 0.07 0.00 -0.04 -0.03 | 2 237.08 5.77 43373 | 2 237.11 43373 | | | 72.125 | 0.07 0.00 -0.03 -0.04 | 2 242.51 5.77 43373 | 2 242.51 43373 | | | 71.750 | 0.07 0.00 -0.02 -0.03 | 2 247.93 5.77 43373 | 2 247.91 43373 | | | 71.375 | 0.07 0.00 0.00 -0.02 | 2 253.36 5.77 43373 | 2 253.31 43373 | | | 71.000 | 0.07 0.00 0.00 0.00 | 2 258.78 5.77 43373 | 2 258.71 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -3.40 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : CONFIGURACIÓN INCOMPATIBLE ! POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 92.420 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.122 = (2450.43 kN/m)/(20062.31 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 112.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *FORJADO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 92.420 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.74 -0.23 0.00 0.00 | 1 10.96 4.06 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | 91.920 | 1.62 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | PRECARGA = 0.000 kN | 91.420 | 1.50 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | CONEXIÓN BILATERAL | 91.019 | 1.41 -0.23 -13.37 17.98 -0.61 | 1 20.63 4.06 18380 | 3 20.70 18380 | | | 90.618 | 1.32 -0.22 -20.34 16.21 -1.55 | 1 23.39 4.06 18380 | 2 32.14 18380 | | | 90.216 | 1.23 -0.22 -26.15 12.79 -1.96 | 1 26.16 4.06 18380 | 2 34.45 18380 | | | 89.815 | 1.15 -0.21 -30.63 9.55 -2.06 | 1 28.93 4.06 18380 | 2 36.82 18380 | | | 89.414 | 1.07 -0.20 -33.83 6.44 -2.09 | 1 31.70 4.06 18380 | 2 39.27 18380 | | | 89.012 | 0.99 -0.19 -35.81 3.45 -2.10 | 1 34.47 4.06 18380 | 2 41.80 18380 | | | 88.611 | 0.92 -0.17 -36.61 0.54 -2.11 | 1 37.24 4.06 18380 | 2 44.42 18380 | | | 88.210 | 0.85 -0.16 -36.29 -2.07 -2.11 | 2 41.29 5.35 18380 | 2 47.13 18380 | | | 87.809 | 0.79 -0.15 -35.05 -3.96 -2.11 | 2 46.38 5.77 18380 | 2 49.92 18380 | | | 87.408 | 0.73 -0.14 -33.23 -4.95 -2.11 | 2 51.37 5.77 18380 | 2 52.80 18380 | | | 87.006 | 0.68 -0.13 -31.18 -5.13 -2.11 | 2 56.29 5.77 18380 | 2 55.76 18380 | | | 86.605 | 0.63 -0.12 -29.21 -4.56 -2.11 | 2 61.13 5.77 18380 | 2 58.80 18380 | | | 86.204 | 0.58 -0.11 -27.61 -3.29 -2.11 | 2 65.90 5.77 18380 | 2 61.90 18380 | | | 85.802 | 0.54 -0.10 -26.66 -1.38 -2.11 | 2 70.60 5.77 18380 | 2 65.08 18380 | | | 85.401 | 0.50 -0.09 -26.59 1.12 -2.11 | 2 75.24 5.77 18380 | 2 68.32 18380 | | | 85.000 | 0.47 -0.08 -27.63 4.16 -2.11 | 2 79.82 5.77 18380 | 2 71.62 18380 | | | | | 2 57.07 4.70 31867 | 2 66.22 31867 | | | 84.562 | 0.43 -0.07 -28.64 0.62 -2.11 | 2 62.25 4.70 31867 | 2 69.27 31867 | | | 84.125 | 0.41 -0.06 -28.30 -2.04 -2.11 | 2 67.29 4.70 31867 | 2 72.45 31867 | | | 83.688 | 0.38 -0.05 -26.96 -3.96 -2.11 | 2 72.19 4.70 31867 | 2 75.78 31867 | | | 83.250 | 0.36 -0.04 -24.92 -5.25 -2.11 | 2 76.95 4.70 31867 | 2 79.25 31867 | | | 82.812 | 0.34 -0.03 -22.44 -6.02 -2.11 | 2 81.59 4.70 31867 | 2 82.83 31867 | | | 82.375 | 0.33 -0.03 -19.72 -6.38 -2.11 | 2 86.12 4.70 31867 | 2 86.53 31867 | | | 81.938 | 0.32 -0.02 -16.90 -6.43 -2.11 | 2 90.54 4.70 31867 | 2 90.33 31867 | | | 81.500 | 0.31 -0.01 -14.12 -6.24 -2.11 | 2 94.89 4.70 31867 | 2 94.22 31867 | | | 81.000 | 0.31 -0.01 -11.11 -5.81 -2.11 | 2 99.77 4.70 31867 | 2 98.74 31867 | | | 80.500 | 0.31 0.00 -8.34 -5.25 -2.11 | 2 104.57 4.70 31867 | 2 103.34 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.61 -2.11 | 2 109.32 4.70 31867 | 2 107.99 31867 | | | 79.500 | 0.30 0.00 -3.74 -3.93 -2.11 | 2 114.03 4.70 31867 | 2 112.68 31867 | | | 79.219 | 0.30 0.00 -2.68 -3.55 -2.11 | 2 116.67 4.70 31867 | 2 115.33 31867 | | | 78.938 | 0.30 0.00 -1.74 -3.18 -2.11 | 2 119.30 4.70 31867 | 2 117.98 31867 | | | 78.656 | 0.30 0.00 -0.89 -2.81 -2.11 | 2 121.93 4.70 31867 | 2 120.64 31867 | | | 78.375 | 0.30 0.00 -0.15 -2.45 -2.11 | 2 124.56 4.70 31867 | 2 123.30 31867 | | | 78.094 | 0.31 0.00 0.49 -2.10 -2.11 | 2 127.19 4.70 31867 | 2 125.96 31867 | | | 77.812 | 0.31 0.00 1.03 -1.76 -2.11 | 2 129.82 4.70 31867 | 2 128.62 31867 | | | 77.531 | 0.31 0.00 1.48 -1.43 -2.11 | 2 132.45 4.70 31867 | 2 131.28 31867 | | | 77.250 | 0.31 0.00 1.83 -1.10 -2.11 | 2 135.08 4.70 31867 | 2 133.94 31867 | | | 76.969 | 0.31 0.00 2.10 -0.78 -2.11 | 2 137.72 4.70 31867 | 2 136.59 31867 | | | 76.688 | 0.31 0.00 2.27 -0.47 -2.11 | 2 140.36 4.70 31867 | 2 139.23 31867 | | | 76.406 | 0.31 0.00 2.36 -0.15 -2.11 | 2 143.01 4.70 31867 | 2 141.88 31867 | | | 76.125 | 0.31 0.00 2.36 0.17 -2.11 | 2 145.66 4.70 31867 | 2 144.51 31867 | | | 75.844 | 0.31 0.00 2.26 0.50 -2.11 | 2 148.31 4.70 31867 | 2 147.15 31867 | | | 75.562 | 0.31 0.00 2.08 0.83 -2.11 | 2 150.98 4.70 31867 | 2 149.77 31867 | | | 75.281 | 0.31 0.00 1.79 1.18 -2.11 | 2 153.64 4.70 31867 | 2 152.40 31867 | | | 75.000 | 0.30 0.00 1.41 1.53 -2.11 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.76 1.07 -2.11 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.33 0.69 -2.11 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.12 0.45 -2.11 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.01 0.25 -2.11 | 2 216.22 5.77 43373 | 2 216.69 43373 | | | 72.875 | 0.30 0.00 -0.08 0.10 -2.11 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.09 -0.01 -2.11 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.07 -2.11 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.04 -0.09 -2.11 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.11 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.11 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -36.61 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.11 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : NIVEL MÁS ALTO CON PRESIÓN DIFERENCIAL CERO ZA = 91.020 m NIVEL DE APLICACIÓN DE LA FUERZA CONCENTRADA ZB = 89.180 m FUERZA CONCENTRADA QUE SIMULA EL EFECTO DE L'EMPOTRAMIENTO MÍNIMO = 57.693 kN/m Pie de la pared a ZD = 71.000 m (ZA-ZD)/(ZA-ZB) = 10.880 POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 87.115 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.112 = (2107.55 kN/m)/(18901.42 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.90 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *FORJADO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 92.420 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.74 -0.23 0.00 0.00 | 1 10.96 4.06 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | 91.920 | 1.62 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | PRECARGA = 0.000 kN | 91.420 | 1.50 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | CONEXIÓN BILATERAL | 91.019 | 1.41 -0.23 -13.37 17.98 -0.61 | 1 20.63 4.06 18380 | 3 20.70 18380 | | | 90.618 | 1.32 -0.22 -20.34 16.21 -1.55 | 1 23.39 4.06 18380 | 2 32.14 18380 | | | 90.216 | 1.23 -0.22 -26.15 12.79 -1.96 | 1 26.16 4.06 18380 | 2 34.45 18380 | | | 89.815 | 1.15 -0.21 -30.63 9.55 -2.06 | 1 28.93 4.06 18380 | 2 36.82 18380 | | | 89.414 | 1.07 -0.20 -33.83 6.44 -2.09 | 1 31.70 4.06 18380 | 2 39.27 18380 | | | 89.012 | 0.99 -0.19 -35.81 3.45 -2.10 | 1 34.47 4.06 18380 | 2 41.80 18380 | | | 88.611 | 0.92 -0.17 -36.61 0.54 -2.11 | 1 37.24 4.06 18380 | 2 44.42 18380 | | | 88.210 | 0.85 -0.16 -36.29 -2.07 -2.11 | 2 41.29 5.35 18380 | 2 47.13 18380 | | | 87.809 | 0.79 -0.15 -35.05 -3.96 -2.11 | 2 46.38 5.77 18380 | 2 49.92 18380 | | | 87.408 | 0.73 -0.14 -33.23 -4.95 -2.11 | 2 51.37 5.77 18380 | 2 52.80 18380 | | | 87.006 | 0.68 -0.13 -31.18 -5.13 -2.11 | 2 56.29 5.77 18380 | 2 55.76 18380 | | | 86.605 | 0.63 -0.12 -29.21 -4.56 -2.11 | 2 61.13 5.77 18380 | 2 58.80 18380 | | | 86.204 | 0.58 -0.11 -27.61 -3.29 -2.11 | 2 65.90 5.77 18380 | 2 61.90 18380 | | | 85.802 | 0.54 -0.10 -26.66 -1.38 -2.11 | 2 70.60 5.77 18380 | 2 65.08 18380 | | | 85.401 | 0.50 -0.09 -26.59 1.12 -2.11 | 2 75.24 5.77 18380 | 2 68.32 18380 | | | 85.000 | 0.47 -0.08 -27.63 4.16 -2.11 | 2 79.82 5.77 18380 | 2 71.62 18380 | | | | | 2 57.07 4.70 31867 | 2 66.22 31867 | | | 84.562 | 0.43 -0.07 -28.64 0.62 -2.11 | 2 62.25 4.70 31867 | 2 69.27 31867 | | | 84.125 | 0.41 -0.06 -28.30 -2.04 -2.11 | 2 67.29 4.70 31867 | 2 72.45 31867 | | | 83.688 | 0.38 -0.05 -26.96 -3.96 -2.11 | 2 72.19 4.70 31867 | 2 75.78 31867 | | | 83.250 | 0.36 -0.04 -24.92 -5.25 -2.11 | 2 76.95 4.70 31867 | 2 79.25 31867 | | | 82.812 | 0.34 -0.03 -22.44 -6.02 -2.11 | 2 81.59 4.70 31867 | 2 82.83 31867 | | | 82.375 | 0.33 -0.03 -19.72 -6.38 -2.11 | 2 86.12 4.70 31867 | 2 86.53 31867 | | | 81.938 | 0.32 -0.02 -16.90 -6.43 -2.11 | 2 90.54 4.70 31867 | 2 90.33 31867 | | | 81.500 | 0.31 -0.01 -14.12 -6.24 -2.11 | 2 94.89 4.70 31867 | 2 94.22 31867 | | | 81.000 | 0.31 -0.01 -11.11 -5.81 -2.11 | 2 99.77 4.70 31867 | 2 98.74 31867 | | | 80.500 | 0.31 0.00 -8.34 -5.25 -2.11 | 2 104.57 4.70 31867 | 2 103.34 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.61 -2.11 | 2 109.32 4.70 31867 | 2 107.99 31867 | | | 79.500 | 0.30 0.00 -3.74 -3.93 -2.11 | 2 114.03 4.70 31867 | 2 112.68 31867 | | | 79.219 | 0.30 0.00 -2.68 -3.55 -2.11 | 2 116.67 4.70 31867 | 2 115.33 31867 | | | 78.938 | 0.30 0.00 -1.74 -3.18 -2.11 | 2 119.30 4.70 31867 | 2 117.98 31867 | | | 78.656 | 0.30 0.00 -0.89 -2.81 -2.11 | 2 121.93 4.70 31867 | 2 120.64 31867 | | | 78.375 | 0.30 0.00 -0.15 -2.45 -2.11 | 2 124.56 4.70 31867 | 2 123.30 31867 | | | 78.094 | 0.31 0.00 0.49 -2.10 -2.11 | 2 127.19 4.70 31867 | 2 125.96 31867 | | | 77.812 | 0.31 0.00 1.03 -1.76 -2.11 | 2 129.82 4.70 31867 | 2 128.62 31867 | | | 77.531 | 0.31 0.00 1.48 -1.43 -2.11 | 2 132.45 4.70 31867 | 2 131.28 31867 | | | 77.250 | 0.31 0.00 1.83 -1.10 -2.11 | 2 135.08 4.70 31867 | 2 133.94 31867 | | | 76.969 | 0.31 0.00 2.10 -0.78 -2.11 | 2 137.72 4.70 31867 | 2 136.59 31867 | | | 76.688 | 0.31 0.00 2.27 -0.47 -2.11 | 2 140.36 4.70 31867 | 2 139.23 31867 | | | 76.406 | 0.31 0.00 2.36 -0.15 -2.11 | 2 143.01 4.70 31867 | 2 141.88 31867 | | | 76.125 | 0.31 0.00 2.36 0.17 -2.11 | 2 145.66 4.70 31867 | 2 144.51 31867 | | | 75.844 | 0.31 0.00 2.26 0.50 -2.11 | 2 148.31 4.70 31867 | 2 147.15 31867 | | | 75.562 | 0.31 0.00 2.08 0.83 -2.11 | 2 150.98 4.70 31867 | 2 149.77 31867 | | | 75.281 | 0.31 0.00 1.79 1.18 -2.11 | 2 153.64 4.70 31867 | 2 152.40 31867 | | | 75.000 | 0.30 0.00 1.41 1.53 -2.11 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.76 1.07 -2.11 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.33 0.69 -2.11 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.12 0.45 -2.11 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.01 0.25 -2.11 | 2 216.22 5.77 43373 | 2 216.69 43373 | | | 72.875 | 0.30 0.00 -0.08 0.10 -2.11 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.09 -0.01 -2.11 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.07 -2.11 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.04 -0.09 -2.11 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.11 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.11 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -36.61 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.11 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : NIVEL MÁS ALTO CON PRESIÓN DIFERENCIAL CERO ZA = 91.020 m NIVEL DE APLICACIÓN DE LA FUERZA CONCENTRADA ZB = 89.180 m FUERZA CONCENTRADA QUE SIMULA EL EFECTO DE L'EMPOTRAMIENTO MÍNIMO = 57.693 kN/m Pie de la pared a ZD = 71.000 m (ZA-ZD)/(ZA-ZB) = 10.880 POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 87.115 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.112 = (2107.55 kN/m)/(18901.42 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.90 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 7 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 8 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 3 -------------------------------------------------------------------------------------------------------------------- ** FASE No 4 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 80.500 m | | | | | | | 92.420 | 1.74 -0.23 0.00 0.00 | 1 10.96 18380 | 0 | | | | | 1 10.96 4.06 18380 | 0 | 1 0.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 79.500 m | 91.920 | 1.62 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 1.50 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | | 91.019 | 1.41 -0.23 -13.37 17.98 -0.61 | 1 20.63 4.06 18380 | 3 20.70 18380 | | | 90.618 | 1.32 -0.22 -20.34 16.21 -1.55 | 1 23.39 4.06 18380 | 2 32.14 18380 | | | 90.216 | 1.23 -0.22 -26.15 12.79 -1.96 | 1 26.16 4.06 18380 | 2 34.45 18380 | | | 89.815 | 1.15 -0.21 -30.63 9.55 -2.06 | 1 28.93 4.06 18380 | 2 36.82 18380 | | | 89.414 | 1.07 -0.20 -33.83 6.44 -2.09 | 1 31.70 4.06 18380 | 2 39.27 18380 | | | 89.012 | 0.99 -0.19 -35.81 3.45 -2.10 | 1 34.47 4.06 18380 | 2 41.80 18380 | | | 88.611 | 0.92 -0.17 -36.61 0.54 -2.11 | 1 37.24 4.06 18380 | 2 44.42 18380 | | | 88.210 | 0.85 -0.16 -36.29 -2.07 -2.11 | 2 41.29 5.35 18380 | 2 47.13 18380 | | | 87.809 | 0.79 -0.15 -35.05 -3.96 -2.11 | 2 46.38 5.77 18380 | 2 49.92 18380 | | | 87.408 | 0.73 -0.14 -33.23 -4.95 -2.11 | 2 51.37 5.77 18380 | 2 52.80 18380 | | | 87.006 | 0.68 -0.13 -31.18 -5.13 -2.11 | 2 56.29 5.77 18380 | 2 55.76 18380 | | | 86.605 | 0.63 -0.12 -29.21 -4.56 -2.11 | 2 61.13 5.77 18380 | 2 58.80 18380 | | | 86.204 | 0.58 -0.11 -27.61 -3.29 -2.11 | 2 65.90 5.77 18380 | 2 61.90 18380 | | | 85.802 | 0.54 -0.10 -26.66 -1.38 -2.11 | 2 70.60 5.77 18380 | 2 65.08 18380 | | | 85.401 | 0.50 -0.09 -26.59 1.12 -2.11 | 2 75.24 5.77 18380 | 2 68.32 18380 | | | 85.000 | 0.47 -0.08 -27.63 4.16 -2.11 | 2 79.82 5.77 18380 | 2 71.62 18380 | | | | | 2 57.07 4.70 31867 | 2 66.22 31867 | | | 84.562 | 0.43 -0.07 -28.64 0.62 -2.11 | 2 62.25 4.70 31867 | 2 69.27 31867 | | | 84.125 | 0.41 -0.06 -28.30 -2.04 -2.11 | 2 67.29 4.70 31867 | 2 72.45 31867 | | | 83.688 | 0.38 -0.05 -26.96 -3.96 -2.11 | 2 72.19 4.70 31867 | 2 75.78 31867 | | | 83.250 | 0.36 -0.04 -24.92 -5.25 -2.11 | 2 76.95 4.70 31867 | 2 79.25 31867 | | | 82.812 | 0.34 -0.03 -22.44 -6.02 -2.11 | 2 81.59 4.70 31867 | 2 82.83 31867 | | | 82.375 | 0.33 -0.03 -19.72 -6.38 -2.11 | 2 86.12 4.70 31867 | 2 86.53 31867 | | | 81.938 | 0.32 -0.02 -16.90 -6.43 -2.11 | 2 90.54 4.70 31867 | 2 90.33 31867 | | | 81.500 | 0.31 -0.01 -14.12 -6.24 -2.11 | 2 94.89 4.70 31867 | 2 94.22 31867 | | | 81.000 | 0.31 -0.01 -11.11 -5.81 -2.11 | 2 99.77 4.70 31867 | 2 98.74 31867 | | | 80.500 | 0.31 0.00 -8.34 -5.25 -2.11 | 2 104.57 4.70 31867 | 2 103.34 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.61 -2.11 | 2 109.32 4.70 31867 | 2 107.99 31867 | | | 79.500 | 0.30 0.00 -3.74 -3.93 -2.11 | 2 114.03 4.70 31867 | 2 112.68 31867 | | | 79.219 | 0.30 0.00 -2.68 -3.55 -2.11 | 2 116.67 4.70 31867 | 2 115.33 31867 | | | 78.938 | 0.30 0.00 -1.74 -3.18 -2.11 | 2 119.30 4.70 31867 | 2 117.98 31867 | | | 78.656 | 0.30 0.00 -0.89 -2.81 -2.11 | 2 121.93 4.70 31867 | 2 120.64 31867 | | | 78.375 | 0.30 0.00 -0.15 -2.45 -2.11 | 2 124.56 4.70 31867 | 2 123.30 31867 | | | 78.094 | 0.31 0.00 0.49 -2.10 -2.11 | 2 127.19 4.70 31867 | 2 125.96 31867 | | | 77.812 | 0.31 0.00 1.03 -1.76 -2.11 | 2 129.82 4.70 31867 | 2 128.62 31867 | | | 77.531 | 0.31 0.00 1.48 -1.43 -2.11 | 2 132.45 4.70 31867 | 2 131.28 31867 | | | 77.250 | 0.31 0.00 1.83 -1.10 -2.11 | 2 135.08 4.70 31867 | 2 133.94 31867 | | | 76.969 | 0.31 0.00 2.10 -0.78 -2.11 | 2 137.72 4.70 31867 | 2 136.59 31867 | | | 76.688 | 0.31 0.00 2.27 -0.47 -2.11 | 2 140.36 4.70 31867 | 2 139.23 31867 | | | 76.406 | 0.31 0.00 2.36 -0.15 -2.11 | 2 143.01 4.70 31867 | 2 141.88 31867 | | | 76.125 | 0.31 0.00 2.36 0.17 -2.11 | 2 145.66 4.70 31867 | 2 144.51 31867 | | | 75.844 | 0.31 0.00 2.26 0.50 -2.11 | 2 148.31 4.70 31867 | 2 147.15 31867 | | | 75.562 | 0.31 0.00 2.08 0.83 -2.11 | 2 150.98 4.70 31867 | 2 149.77 31867 | | | 75.281 | 0.31 0.00 1.79 1.18 -2.11 | 2 153.64 4.70 31867 | 2 152.40 31867 | | | 75.000 | 0.30 0.00 1.41 1.53 -2.11 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.76 1.07 -2.11 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.33 0.69 -2.11 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.12 0.45 -2.11 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.01 0.25 -2.11 | 2 216.22 5.77 43373 | 2 216.69 43373 | | | 72.875 | 0.30 0.00 -0.08 0.10 -2.11 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.09 -0.01 -2.11 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.07 -2.11 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.04 -0.09 -2.11 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.11 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.11 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -36.61 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.11 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.113 = (2267.85 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.137 = (2267.85 kN/m)/(16607.36 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.90 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 7 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 8 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 3 -------------------------------------------------------------------------------------------------------------------- ** FASE No 4 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 80.500 m | | | | | | | 92.420 | 1.74 -0.23 0.00 0.00 | 1 10.96 18380 | 0 | | | | | 1 10.96 4.06 18380 | 0 | 1 0.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 79.500 m | 91.920 | 1.62 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 1.50 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | | 91.019 | 1.41 -0.23 -13.37 17.98 -0.61 | 1 20.63 4.06 18380 | 3 20.70 18380 | | | 90.618 | 1.32 -0.22 -20.34 16.21 -1.55 | 1 23.39 4.06 18380 | 2 32.14 18380 | | | 90.216 | 1.23 -0.22 -26.15 12.79 -1.96 | 1 26.16 4.06 18380 | 2 34.45 18380 | | | 89.815 | 1.15 -0.21 -30.63 9.55 -2.06 | 1 28.93 4.06 18380 | 2 36.82 18380 | | | 89.414 | 1.07 -0.20 -33.83 6.44 -2.09 | 1 31.70 4.06 18380 | 2 39.27 18380 | | | 89.012 | 0.99 -0.19 -35.81 3.45 -2.10 | 1 34.47 4.06 18380 | 2 41.80 18380 | | | 88.611 | 0.92 -0.17 -36.61 0.54 -2.11 | 1 37.24 4.06 18380 | 2 44.42 18380 | | | 88.210 | 0.85 -0.16 -36.29 -2.07 -2.11 | 2 41.29 5.35 18380 | 2 47.13 18380 | | | 87.809 | 0.79 -0.15 -35.05 -3.96 -2.11 | 2 46.38 5.77 18380 | 2 49.92 18380 | | | 87.408 | 0.73 -0.14 -33.23 -4.95 -2.11 | 2 51.37 5.77 18380 | 2 52.80 18380 | | | 87.006 | 0.68 -0.13 -31.18 -5.13 -2.11 | 2 56.29 5.77 18380 | 2 55.76 18380 | | | 86.605 | 0.63 -0.12 -29.21 -4.56 -2.11 | 2 61.13 5.77 18380 | 2 58.80 18380 | | | 86.204 | 0.58 -0.11 -27.61 -3.29 -2.11 | 2 65.90 5.77 18380 | 2 61.90 18380 | | | 85.802 | 0.54 -0.10 -26.66 -1.38 -2.11 | 2 70.60 5.77 18380 | 2 65.08 18380 | | | 85.401 | 0.50 -0.09 -26.59 1.12 -2.11 | 2 75.24 5.77 18380 | 2 68.32 18380 | | | 85.000 | 0.47 -0.08 -27.63 4.16 -2.11 | 2 79.82 5.77 18380 | 2 71.62 18380 | | | | | 2 57.07 4.70 31867 | 2 66.22 31867 | | | 84.562 | 0.43 -0.07 -28.64 0.62 -2.11 | 2 62.25 4.70 31867 | 2 69.27 31867 | | | 84.125 | 0.41 -0.06 -28.30 -2.04 -2.11 | 2 67.29 4.70 31867 | 2 72.45 31867 | | | 83.688 | 0.38 -0.05 -26.96 -3.96 -2.11 | 2 72.19 4.70 31867 | 2 75.78 31867 | | | 83.250 | 0.36 -0.04 -24.92 -5.25 -2.11 | 2 76.95 4.70 31867 | 2 79.25 31867 | | | 82.812 | 0.34 -0.03 -22.44 -6.02 -2.11 | 2 81.59 4.70 31867 | 2 82.83 31867 | | | 82.375 | 0.33 -0.03 -19.72 -6.38 -2.11 | 2 86.12 4.70 31867 | 2 86.53 31867 | | | 81.938 | 0.32 -0.02 -16.90 -6.43 -2.11 | 2 90.54 4.70 31867 | 2 90.33 31867 | | | 81.500 | 0.31 -0.01 -14.12 -6.24 -2.11 | 2 94.89 4.70 31867 | 2 94.22 31867 | | | 81.000 | 0.31 -0.01 -11.11 -5.81 -2.11 | 2 99.77 4.70 31867 | 2 98.74 31867 | | | 80.500 | 0.31 0.00 -8.34 -5.25 -2.11 | 2 104.57 4.70 31867 | 2 103.34 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.61 -2.11 | 2 109.32 4.70 31867 | 2 107.99 31867 | | | 79.500 | 0.30 0.00 -3.74 -3.93 -2.11 | 2 114.03 4.70 31867 | 2 112.68 31867 | | | 79.219 | 0.30 0.00 -2.68 -3.55 -2.11 | 2 116.67 4.70 31867 | 2 115.33 31867 | | | 78.938 | 0.30 0.00 -1.74 -3.18 -2.11 | 2 119.30 4.70 31867 | 2 117.98 31867 | | | 78.656 | 0.30 0.00 -0.89 -2.81 -2.11 | 2 121.93 4.70 31867 | 2 120.64 31867 | | | 78.375 | 0.30 0.00 -0.15 -2.45 -2.11 | 2 124.56 4.70 31867 | 2 123.30 31867 | | | 78.094 | 0.31 0.00 0.49 -2.10 -2.11 | 2 127.19 4.70 31867 | 2 125.96 31867 | | | 77.812 | 0.31 0.00 1.03 -1.76 -2.11 | 2 129.82 4.70 31867 | 2 128.62 31867 | | | 77.531 | 0.31 0.00 1.48 -1.43 -2.11 | 2 132.45 4.70 31867 | 2 131.28 31867 | | | 77.250 | 0.31 0.00 1.83 -1.10 -2.11 | 2 135.08 4.70 31867 | 2 133.94 31867 | | | 76.969 | 0.31 0.00 2.10 -0.78 -2.11 | 2 137.72 4.70 31867 | 2 136.59 31867 | | | 76.688 | 0.31 0.00 2.27 -0.47 -2.11 | 2 140.36 4.70 31867 | 2 139.23 31867 | | | 76.406 | 0.31 0.00 2.36 -0.15 -2.11 | 2 143.01 4.70 31867 | 2 141.88 31867 | | | 76.125 | 0.31 0.00 2.36 0.17 -2.11 | 2 145.66 4.70 31867 | 2 144.51 31867 | | | 75.844 | 0.31 0.00 2.26 0.50 -2.11 | 2 148.31 4.70 31867 | 2 147.15 31867 | | | 75.562 | 0.31 0.00 2.08 0.83 -2.11 | 2 150.98 4.70 31867 | 2 149.77 31867 | | | 75.281 | 0.31 0.00 1.79 1.18 -2.11 | 2 153.64 4.70 31867 | 2 152.40 31867 | | | 75.000 | 0.30 0.00 1.41 1.53 -2.11 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.76 1.07 -2.11 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.33 0.69 -2.11 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.12 0.45 -2.11 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.01 0.25 -2.11 | 2 216.22 5.77 43373 | 2 216.69 43373 | | | 72.875 | 0.30 0.00 -0.08 0.10 -2.11 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.09 -0.01 -2.11 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.07 -2.11 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.04 -0.09 -2.11 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.11 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.11 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -36.61 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.11 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.113 = (2267.85 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.137 = (2267.85 kN/m)/(16607.36 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.90 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 9 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 10 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 4 -------------------------------------------------------------------------------------------------------------------- ** FASE No 5 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 11.92 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 12.92 m | ANCLAS | *COLOCACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 81.500 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.97 4.06 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -235.62 | 1 10.96 4.06 18380 | 0 | 1 -235.62 | PRECARGA = 0.000 kN | 91.920 | 4.00 4.04 116.30 -229.28 | 1 14.41 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | 91.420 | 6.01 3.97 228.99 -221.22 | 1 17.86 4.06 18380 | 0 | | CONEXIÓN BILATERAL | 91.019 | 7.58 3.88 316.24 -213.49 | 1 20.63 4.06 18380 | 0 | | | 90.618 | 9.12 3.76 400.17 -204.66 | 1 23.39 4.06 18380 | 0 | | | 90.216 | 10.60 3.62 480.34 -194.72 | 1 26.16 4.06 18380 | 0 | | | 89.815 | 12.02 3.45 556.29 -183.67 | 1 28.93 4.06 18380 | 0 | | | 89.414 | 13.36 3.25 627.58 -171.50 | 1 31.70 4.06 18380 | 0 | | | 89.012 | 14.62 3.03 693.77 -158.23 | 1 34.47 4.06 18380 | 0 | | | 88.611 | 15.79 2.80 754.41 -143.84 | 1 37.24 4.06 18380 | 0 | | | 88.210 | 16.86 2.54 809.06 -128.34 | 1 40.01 4.06 18380 | 0 | | | 87.809 | 17.83 2.26 857.26 -111.74 | 1 42.77 4.06 18380 | 0 | | | 87.408 | 18.68 1.97 898.58 -94.02 | 1 45.54 4.06 18380 | 0 | | | 87.006 | 19.41 1.67 932.56 -75.19 | 1 48.31 4.06 18380 | 0 | | | 86.605 | 20.02 1.36 958.77 -55.25 | 1 51.08 4.06 18380 | 0 | | | 86.204 | 20.50 1.04 976.75 -34.20 | 1 53.85 4.06 18380 | 0 | | | 85.802 | 20.86 0.72 986.06 -12.04 | 1 56.62 4.06 18380 | 0 | | | 85.401 | 21.08 0.40 986.26 11.24 | 1 59.38 4.06 18380 | 0 | | | 85.000 | 21.17 0.07 976.90 35.62 | 1 62.15 4.06 18380 | 0 | | | | | 1 43.36 3.07 31867 | 0 | | | 84.562 | 21.13 -0.28 957.08 55.18 | 1 46.05 3.07 31867 | 0 | | | 84.125 | 20.93 -0.61 928.45 75.91 | 1 48.74 3.07 31867 | 0 | | | 83.688 | 20.59 -0.94 890.48 97.82 | 1 51.42 3.07 31867 | 0 | | | 83.250 | 20.11 -1.25 842.68 120.91 | 1 54.11 3.07 31867 | 0 | | | 82.812 | 19.50 -1.54 784.52 145.17 | 1 56.80 3.07 31867 | 0 | | | 82.375 | 18.77 -1.81 715.49 170.61 | 1 59.49 3.07 31867 | 0 | | | 81.938 | 17.92 -2.06 635.07 197.22 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 16.97 -2.27 542.75 225.01 | 1 64.87 3.07 31867 | 0 | | | 81.000 | 15.78 -2.47 422.00 258.21 | 1 67.94 3.07 31867 | 0 | | | 80.500 | 14.51 -2.61 284.28 292.95 | 1 71.01 3.07 31867 | 0 | | | | | 1 71.01 3.07 31867 | 3 17.83 31867 | | | 80.000 | 13.18 -2.70 132.88 309.20 -3.77 | 1 74.08 3.07 31867 | 3 62.27 31867 | | | 79.500 | 11.83 -2.72 -21.48 304.76 -11.73 | 1 77.16 3.07 31867 | 3 106.72 31867 | | | 79.219 | 11.06 -2.71 -105.83 294.37 -17.75 -2.76 | 1 78.88 3.07 31867 | 3 120.47 31867 | | | 78.938 | 10.31 -2.67 -186.67 279.82 -24.49 -5.52 | 1 80.61 3.07 31867 | 3 134.22 31867 | | | 78.656 | 9.56 -2.62 -262.83 261.11 -31.97 -8.28 | 1 82.34 3.07 31867 | 3 147.98 31867 | | | 78.375 | 8.83 -2.55 -333.15 238.24 -40.17 -11.04 | 1 84.07 3.07 31867 | 3 161.73 31867 | | | 78.094 | 8.13 -2.47 -396.45 211.22 -49.10 -13.80 | 1 85.80 3.07 31867 | 3 175.48 31867 | | | 77.812 | 7.45 -2.37 -451.57 180.04 -58.76 -16.55 | 1 87.53 3.07 31867 | 3 189.23 31867 | | | 77.531 | 6.80 -2.26 -497.34 144.70 -69.15 -19.31 | 1 89.25 3.07 31867 | 3 202.98 31867 | | | 77.250 | 6.18 -2.14 -532.58 105.20 -80.27 -22.07 | 1 90.98 3.07 31867 | 3 216.73 31867 | | | 76.969 | 5.59 -2.01 -556.51 65.73 -89.30 -24.83 | 1 92.71 3.07 31867 | 2 200.74 31867 | | | 76.688 | 5.05 -1.88 -569.94 30.48 -94.43 -27.59 | 1 94.44 3.07 31867 | 2 184.72 31867 | | | 76.406 | 4.53 -1.75 -574.04 -0.73 -97.28 -30.35 | 1 96.17 3.07 31867 | 2 169.88 31867 | | | 76.125 | 4.06 -1.62 -569.88 -28.22 -98.86 -33.11 | 1 97.90 3.07 31867 | 2 156.22 31867 | | | 75.844 | 3.62 -1.49 -558.48 -52.33 -99.73 -35.87 | 1 99.62 3.07 31867 | 2 143.74 31867 | | | 75.562 | 3.22 -1.36 -540.73 -73.38 -100.20 -38.63 | 1 101.35 3.07 31867 | 2 132.42 31867 | | | 75.281 | 2.86 -1.24 -517.46 -91.69 -100.46 -41.39 | 1 103.08 3.07 31867 | 2 122.21 31867 | | | 75.000 | 2.52 -1.12 -489.39 -107.57 -100.60 -44.15 | 1 104.81 3.07 31867 | 2 113.07 31867 | | | | | 2 94.47 5.77 43373 | 2 149.56 43373 | | | 74.500 | 2.01 -0.94 -425.02 -146.25 -100.63 -49.05 | 2 123.98 5.77 43373 | 2 130.44 43373 | | | 74.000 | 1.58 -0.78 -346.46 -164.95 -100.64 -53.96 | 2 149.73 5.77 43373 | 2 115.08 43373 | | | 73.625 | 1.31 -0.68 -283.79 -167.88 -100.65 -57.63 | 2 166.97 5.77 43373 | 2 105.63 43373 | | | 73.250 | 1.07 -0.60 -221.57 -162.70 -100.65 -61.31 | 2 182.80 5.77 43373 | 2 97.60 43373 | | | 72.875 | 0.85 -0.54 -162.66 -150.37 -100.65 -64.99 | 2 197.52 5.77 43373 | 2 90.67 43373 | | | 72.500 | 0.66 -0.50 -109.59 -131.62 -100.65 -68.67 | 2 211.42 5.77 43373 | 2 84.56 43373 | | | 72.125 | 0.48 -0.48 -64.68 -106.94 -100.65 -72.35 | 2 224.78 5.77 43373 | 2 79.01 43373 | | | 71.750 | 0.30 -0.46 -30.09 -76.67 -100.65 -76.03 | 2 237.80 5.77 43373 | 2 73.78 43373 | | | 71.375 | 0.13 -0.46 -7.85 -41.00 -100.65 -79.71 | 2 250.67 5.77 43373 | 2 68.71 43373 | | | 71.000 | -0.04 -0.46 0.00 0.00 -100.65 -83.39 | 2 263.49 5.77 43373 | 2 63.68 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 21.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 986.26 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 100.65 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 5 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.088 = (1764.59 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.304 = (1174.58 kN/m)/(3858.35 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 83.94 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 9 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 10 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 4 -------------------------------------------------------------------------------------------------------------------- ** FASE No 5 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 11.92 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 12.92 m | ANCLAS | *COLOCACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 81.500 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.97 4.06 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -235.62 | 1 10.96 4.06 18380 | 0 | 1 -235.62 | PRECARGA = 0.000 kN | 91.920 | 4.00 4.04 116.30 -229.28 | 1 14.41 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | 91.420 | 6.01 3.97 228.99 -221.22 | 1 17.86 4.06 18380 | 0 | | CONEXIÓN BILATERAL | 91.019 | 7.58 3.88 316.24 -213.49 | 1 20.63 4.06 18380 | 0 | | | 90.618 | 9.12 3.76 400.17 -204.66 | 1 23.39 4.06 18380 | 0 | | | 90.216 | 10.60 3.62 480.34 -194.72 | 1 26.16 4.06 18380 | 0 | | | 89.815 | 12.02 3.45 556.29 -183.67 | 1 28.93 4.06 18380 | 0 | | | 89.414 | 13.36 3.25 627.58 -171.50 | 1 31.70 4.06 18380 | 0 | | | 89.012 | 14.62 3.03 693.77 -158.23 | 1 34.47 4.06 18380 | 0 | | | 88.611 | 15.79 2.80 754.41 -143.84 | 1 37.24 4.06 18380 | 0 | | | 88.210 | 16.86 2.54 809.06 -128.34 | 1 40.01 4.06 18380 | 0 | | | 87.809 | 17.83 2.26 857.26 -111.74 | 1 42.77 4.06 18380 | 0 | | | 87.408 | 18.68 1.97 898.58 -94.02 | 1 45.54 4.06 18380 | 0 | | | 87.006 | 19.41 1.67 932.56 -75.19 | 1 48.31 4.06 18380 | 0 | | | 86.605 | 20.02 1.36 958.77 -55.25 | 1 51.08 4.06 18380 | 0 | | | 86.204 | 20.50 1.04 976.75 -34.20 | 1 53.85 4.06 18380 | 0 | | | 85.802 | 20.86 0.72 986.06 -12.04 | 1 56.62 4.06 18380 | 0 | | | 85.401 | 21.08 0.40 986.26 11.24 | 1 59.38 4.06 18380 | 0 | | | 85.000 | 21.17 0.07 976.90 35.62 | 1 62.15 4.06 18380 | 0 | | | | | 1 43.36 3.07 31867 | 0 | | | 84.562 | 21.13 -0.28 957.08 55.18 | 1 46.05 3.07 31867 | 0 | | | 84.125 | 20.93 -0.61 928.45 75.91 | 1 48.74 3.07 31867 | 0 | | | 83.688 | 20.59 -0.94 890.48 97.82 | 1 51.42 3.07 31867 | 0 | | | 83.250 | 20.11 -1.25 842.68 120.91 | 1 54.11 3.07 31867 | 0 | | | 82.812 | 19.50 -1.54 784.52 145.17 | 1 56.80 3.07 31867 | 0 | | | 82.375 | 18.77 -1.81 715.49 170.61 | 1 59.49 3.07 31867 | 0 | | | 81.938 | 17.92 -2.06 635.07 197.22 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 16.97 -2.27 542.75 225.01 | 1 64.87 3.07 31867 | 0 | | | 81.000 | 15.78 -2.47 422.00 258.21 | 1 67.94 3.07 31867 | 0 | | | 80.500 | 14.51 -2.61 284.28 292.95 | 1 71.01 3.07 31867 | 0 | | | | | 1 71.01 3.07 31867 | 3 17.83 31867 | | | 80.000 | 13.18 -2.70 132.88 309.20 -3.77 | 1 74.08 3.07 31867 | 3 62.27 31867 | | | 79.500 | 11.83 -2.72 -21.48 304.76 -11.73 | 1 77.16 3.07 31867 | 3 106.72 31867 | | | 79.219 | 11.06 -2.71 -105.83 294.37 -17.75 -2.76 | 1 78.88 3.07 31867 | 3 120.47 31867 | | | 78.938 | 10.31 -2.67 -186.67 279.82 -24.49 -5.52 | 1 80.61 3.07 31867 | 3 134.22 31867 | | | 78.656 | 9.56 -2.62 -262.83 261.11 -31.97 -8.28 | 1 82.34 3.07 31867 | 3 147.98 31867 | | | 78.375 | 8.83 -2.55 -333.15 238.24 -40.17 -11.04 | 1 84.07 3.07 31867 | 3 161.73 31867 | | | 78.094 | 8.13 -2.47 -396.45 211.22 -49.10 -13.80 | 1 85.80 3.07 31867 | 3 175.48 31867 | | | 77.812 | 7.45 -2.37 -451.57 180.04 -58.76 -16.55 | 1 87.53 3.07 31867 | 3 189.23 31867 | | | 77.531 | 6.80 -2.26 -497.34 144.70 -69.15 -19.31 | 1 89.25 3.07 31867 | 3 202.98 31867 | | | 77.250 | 6.18 -2.14 -532.58 105.20 -80.27 -22.07 | 1 90.98 3.07 31867 | 3 216.73 31867 | | | 76.969 | 5.59 -2.01 -556.51 65.73 -89.30 -24.83 | 1 92.71 3.07 31867 | 2 200.74 31867 | | | 76.688 | 5.05 -1.88 -569.94 30.48 -94.43 -27.59 | 1 94.44 3.07 31867 | 2 184.72 31867 | | | 76.406 | 4.53 -1.75 -574.04 -0.73 -97.28 -30.35 | 1 96.17 3.07 31867 | 2 169.88 31867 | | | 76.125 | 4.06 -1.62 -569.88 -28.22 -98.86 -33.11 | 1 97.90 3.07 31867 | 2 156.22 31867 | | | 75.844 | 3.62 -1.49 -558.48 -52.33 -99.73 -35.87 | 1 99.62 3.07 31867 | 2 143.74 31867 | | | 75.562 | 3.22 -1.36 -540.73 -73.38 -100.20 -38.63 | 1 101.35 3.07 31867 | 2 132.42 31867 | | | 75.281 | 2.86 -1.24 -517.46 -91.69 -100.46 -41.39 | 1 103.08 3.07 31867 | 2 122.21 31867 | | | 75.000 | 2.52 -1.12 -489.39 -107.57 -100.60 -44.15 | 1 104.81 3.07 31867 | 2 113.07 31867 | | | | | 2 94.47 5.77 43373 | 2 149.56 43373 | | | 74.500 | 2.01 -0.94 -425.02 -146.25 -100.63 -49.05 | 2 123.98 5.77 43373 | 2 130.44 43373 | | | 74.000 | 1.58 -0.78 -346.46 -164.95 -100.64 -53.96 | 2 149.73 5.77 43373 | 2 115.08 43373 | | | 73.625 | 1.31 -0.68 -283.79 -167.88 -100.65 -57.63 | 2 166.97 5.77 43373 | 2 105.63 43373 | | | 73.250 | 1.07 -0.60 -221.57 -162.70 -100.65 -61.31 | 2 182.80 5.77 43373 | 2 97.60 43373 | | | 72.875 | 0.85 -0.54 -162.66 -150.37 -100.65 -64.99 | 2 197.52 5.77 43373 | 2 90.67 43373 | | | 72.500 | 0.66 -0.50 -109.59 -131.62 -100.65 -68.67 | 2 211.42 5.77 43373 | 2 84.56 43373 | | | 72.125 | 0.48 -0.48 -64.68 -106.94 -100.65 -72.35 | 2 224.78 5.77 43373 | 2 79.01 43373 | | | 71.750 | 0.30 -0.46 -30.09 -76.67 -100.65 -76.03 | 2 237.80 5.77 43373 | 2 73.78 43373 | | | 71.375 | 0.13 -0.46 -7.85 -41.00 -100.65 -79.71 | 2 250.67 5.77 43373 | 2 68.71 43373 | | | 71.000 | -0.04 -0.46 0.00 0.00 -100.65 -83.39 | 2 263.49 5.77 43373 | 2 63.68 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 21.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 986.26 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 100.65 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 5 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.088 = (1764.59 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.304 = (1174.58 kN/m)/(3858.35 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 83.94 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 11 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 12 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 5 -------------------------------------------------------------------------------------------------------------------- ** FASE No 6 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 11.92 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 12.92 m | ANCLAS | *EXCAVACION FINAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | | | | | 92.420 | 1.97 4.06 0.00 0.00 | 1 10.96 18380 | 0 | | | | -235.62 | 2 10.96 4.06 18380 | 0 | 1 -235.62 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 91.920 | 4.00 4.04 116.30 -229.28 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 6.01 3.97 228.99 -221.22 | 1 17.86 4.06 18380 | 0 | | | 91.019 | 7.58 3.88 316.24 -213.49 | 1 20.63 4.06 18380 | 0 | | | 90.618 | 9.12 3.76 400.17 -204.66 | 1 23.39 4.06 18380 | 0 | | | 90.216 | 10.60 3.62 480.34 -194.72 | 1 26.16 4.06 18380 | 0 | | | 89.815 | 12.02 3.45 556.29 -183.67 | 1 28.93 4.06 18380 | 0 | | | 89.414 | 13.36 3.25 627.58 -171.50 | 1 31.70 4.06 18380 | 0 | | | 89.012 | 14.62 3.03 693.77 -158.23 | 1 34.47 4.06 18380 | 0 | | | 88.611 | 15.79 2.80 754.41 -143.84 | 1 37.24 4.06 18380 | 0 | | | 88.210 | 16.86 2.54 809.06 -128.34 | 1 40.01 4.06 18380 | 0 | | | 87.809 | 17.83 2.26 857.26 -111.74 | 1 42.77 4.06 18380 | 0 | | | 87.408 | 18.68 1.97 898.58 -94.02 | 1 45.54 4.06 18380 | 0 | | | 87.006 | 19.41 1.67 932.56 -75.19 | 1 48.31 4.06 18380 | 0 | | | 86.605 | 20.02 1.36 958.77 -55.25 | 1 51.08 4.06 18380 | 0 | | | 86.204 | 20.50 1.04 976.75 -34.20 | 1 53.85 4.06 18380 | 0 | | | 85.802 | 20.86 0.72 986.06 -12.04 | 1 56.62 4.06 18380 | 0 | | | 85.401 | 21.08 0.40 986.26 11.24 | 1 59.38 4.06 18380 | 0 | | | 85.000 | 21.17 0.07 976.90 35.62 | 1 62.15 4.06 18380 | 0 | | | | | 1 43.36 3.07 31867 | 0 | | | 84.562 | 21.13 -0.28 957.08 55.18 | 1 46.05 3.07 31867 | 0 | | | 84.125 | 20.93 -0.61 928.45 75.91 | 1 48.74 3.07 31867 | 0 | | | 83.688 | 20.59 -0.94 890.48 97.82 | 1 51.42 3.07 31867 | 0 | | | 83.250 | 20.11 -1.25 842.68 120.91 | 1 54.11 3.07 31867 | 0 | | | 82.812 | 19.50 -1.54 784.52 145.17 | 1 56.80 3.07 31867 | 0 | | | 82.375 | 18.77 -1.81 715.49 170.61 | 1 59.49 3.07 31867 | 0 | | | 81.938 | 17.92 -2.06 635.07 197.22 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 16.97 -2.27 542.75 225.01 | 1 64.87 3.07 31867 | 0 | | | | | 1 64.87 3.07 31867 | 0 | 2 0.00 | | 81.000 | 15.78 -2.47 422.00 258.21 | 2 67.94 3.07 31867 | 0 | | | 80.500 | 14.51 -2.61 284.28 292.95 | 2 71.01 3.07 31867 | 0 | | | | | 2 71.01 3.07 31867 | 2 17.83 31867 | | | 80.000 | 13.18 -2.70 132.88 309.20 -3.77 | 2 74.08 3.07 31867 | 2 62.27 31867 | | | 79.500 | 11.83 -2.72 -21.48 304.76 -11.73 | 2 77.16 3.07 31867 | 2 106.72 31867 | | | 79.219 | 11.06 -2.71 -105.83 294.37 -17.75 -2.76 | 2 78.88 3.07 31867 | 2 120.47 31867 | | | 78.938 | 10.31 -2.67 -186.67 279.82 -24.49 -5.52 | 2 80.61 3.07 31867 | 2 134.22 31867 | | | 78.656 | 9.56 -2.62 -262.83 261.11 -31.97 -8.28 | 2 82.34 3.07 31867 | 2 147.98 31867 | | | 78.375 | 8.83 -2.55 -333.15 238.24 -40.17 -11.04 | 2 84.07 3.07 31867 | 2 161.73 31867 | | | 78.094 | 8.13 -2.47 -396.45 211.22 -49.10 -13.80 | 2 85.80 3.07 31867 | 2 175.48 31867 | | | 77.812 | 7.45 -2.37 -451.57 180.04 -58.76 -16.55 | 2 87.53 3.07 31867 | 2 189.23 31867 | | | 77.531 | 6.80 -2.26 -497.34 144.70 -69.15 -19.31 | 2 89.25 3.07 31867 | 2 202.98 31867 | | | 77.250 | 6.18 -2.14 -532.58 105.20 -80.27 -22.07 | 2 90.98 3.07 31867 | 2 216.73 31867 | | | 76.969 | 5.59 -2.01 -556.51 65.73 -89.30 -24.83 | 2 92.71 3.07 31867 | 2 200.74 31867 | | | 76.688 | 5.05 -1.88 -569.94 30.48 -94.43 -27.59 | 2 94.44 3.07 31867 | 2 184.72 31867 | | | 76.406 | 4.53 -1.75 -574.04 -0.73 -97.28 -30.35 | 2 96.17 3.07 31867 | 2 169.88 31867 | | | 76.125 | 4.06 -1.62 -569.88 -28.22 -98.86 -33.11 | 2 97.90 3.07 31867 | 2 156.22 31867 | | | 75.844 | 3.62 -1.49 -558.48 -52.33 -99.73 -35.87 | 2 99.62 3.07 31867 | 2 143.74 31867 | | | 75.562 | 3.22 -1.36 -540.73 -73.38 -100.20 -38.63 | 2 101.35 3.07 31867 | 2 132.42 31867 | | | 75.281 | 2.86 -1.24 -517.46 -91.69 -100.46 -41.39 | 2 103.08 3.07 31867 | 2 122.21 31867 | | | 75.000 | 2.52 -1.12 -489.39 -107.57 -100.60 -44.15 | 2 104.81 3.07 31867 | 2 113.07 31867 | | | | | 2 94.47 5.77 43373 | 2 149.56 43373 | | | 74.500 | 2.01 -0.94 -425.02 -146.25 -100.63 -49.05 | 2 123.98 5.77 43373 | 2 130.44 43373 | | | 74.000 | 1.58 -0.78 -346.46 -164.95 -100.64 -53.96 | 2 149.73 5.77 43373 | 2 115.08 43373 | | | 73.625 | 1.31 -0.68 -283.79 -167.88 -100.65 -57.63 | 2 166.97 5.77 43373 | 2 105.63 43373 | | | 73.250 | 1.07 -0.60 -221.57 -162.70 -100.65 -61.31 | 2 182.80 5.77 43373 | 2 97.60 43373 | | | 72.875 | 0.85 -0.54 -162.66 -150.37 -100.65 -64.99 | 2 197.52 5.77 43373 | 2 90.67 43373 | | | 72.500 | 0.66 -0.50 -109.59 -131.62 -100.65 -68.67 | 2 211.42 5.77 43373 | 2 84.56 43373 | | | 72.125 | 0.48 -0.48 -64.68 -106.94 -100.65 -72.35 | 2 224.78 5.77 43373 | 2 79.01 43373 | | | 71.750 | 0.30 -0.46 -30.09 -76.67 -100.65 -76.03 | 2 237.80 5.77 43373 | 2 73.78 43373 | | | 71.375 | 0.13 -0.46 -7.85 -41.00 -100.65 -79.71 | 2 250.67 5.77 43373 | 2 68.71 43373 | | | 71.000 | -0.04 -0.46 0.00 0.00 -100.65 -83.39 | 2 263.49 5.77 43373 | 2 63.68 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 21.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 986.26 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 100.65 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.088 = (1764.59 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.304 = (1174.58 kN/m)/(3858.35 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 83.94 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 11 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 12 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 5 -------------------------------------------------------------------------------------------------------------------- ** FASE No 6 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 11.92 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 12.92 m | ANCLAS | *EXCAVACION FINAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | | | | | 92.420 | 1.97 4.06 0.00 0.00 | 1 10.96 18380 | 0 | | | | -235.62 | 2 10.96 4.06 18380 | 0 | 1 -235.62 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 91.920 | 4.00 4.04 116.30 -229.28 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 6.01 3.97 228.99 -221.22 | 1 17.86 4.06 18380 | 0 | | | 91.019 | 7.58 3.88 316.24 -213.49 | 1 20.63 4.06 18380 | 0 | | | 90.618 | 9.12 3.76 400.17 -204.66 | 1 23.39 4.06 18380 | 0 | | | 90.216 | 10.60 3.62 480.34 -194.72 | 1 26.16 4.06 18380 | 0 | | | 89.815 | 12.02 3.45 556.29 -183.67 | 1 28.93 4.06 18380 | 0 | | | 89.414 | 13.36 3.25 627.58 -171.50 | 1 31.70 4.06 18380 | 0 | | | 89.012 | 14.62 3.03 693.77 -158.23 | 1 34.47 4.06 18380 | 0 | | | 88.611 | 15.79 2.80 754.41 -143.84 | 1 37.24 4.06 18380 | 0 | | | 88.210 | 16.86 2.54 809.06 -128.34 | 1 40.01 4.06 18380 | 0 | | | 87.809 | 17.83 2.26 857.26 -111.74 | 1 42.77 4.06 18380 | 0 | | | 87.408 | 18.68 1.97 898.58 -94.02 | 1 45.54 4.06 18380 | 0 | | | 87.006 | 19.41 1.67 932.56 -75.19 | 1 48.31 4.06 18380 | 0 | | | 86.605 | 20.02 1.36 958.77 -55.25 | 1 51.08 4.06 18380 | 0 | | | 86.204 | 20.50 1.04 976.75 -34.20 | 1 53.85 4.06 18380 | 0 | | | 85.802 | 20.86 0.72 986.06 -12.04 | 1 56.62 4.06 18380 | 0 | | | 85.401 | 21.08 0.40 986.26 11.24 | 1 59.38 4.06 18380 | 0 | | | 85.000 | 21.17 0.07 976.90 35.62 | 1 62.15 4.06 18380 | 0 | | | | | 1 43.36 3.07 31867 | 0 | | | 84.562 | 21.13 -0.28 957.08 55.18 | 1 46.05 3.07 31867 | 0 | | | 84.125 | 20.93 -0.61 928.45 75.91 | 1 48.74 3.07 31867 | 0 | | | 83.688 | 20.59 -0.94 890.48 97.82 | 1 51.42 3.07 31867 | 0 | | | 83.250 | 20.11 -1.25 842.68 120.91 | 1 54.11 3.07 31867 | 0 | | | 82.812 | 19.50 -1.54 784.52 145.17 | 1 56.80 3.07 31867 | 0 | | | 82.375 | 18.77 -1.81 715.49 170.61 | 1 59.49 3.07 31867 | 0 | | | 81.938 | 17.92 -2.06 635.07 197.22 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 16.97 -2.27 542.75 225.01 | 1 64.87 3.07 31867 | 0 | | | | | 1 64.87 3.07 31867 | 0 | 2 0.00 | | 81.000 | 15.78 -2.47 422.00 258.21 | 2 67.94 3.07 31867 | 0 | | | 80.500 | 14.51 -2.61 284.28 292.95 | 2 71.01 3.07 31867 | 0 | | | | | 2 71.01 3.07 31867 | 2 17.83 31867 | | | 80.000 | 13.18 -2.70 132.88 309.20 -3.77 | 2 74.08 3.07 31867 | 2 62.27 31867 | | | 79.500 | 11.83 -2.72 -21.48 304.76 -11.73 | 2 77.16 3.07 31867 | 2 106.72 31867 | | | 79.219 | 11.06 -2.71 -105.83 294.37 -17.75 -2.76 | 2 78.88 3.07 31867 | 2 120.47 31867 | | | 78.938 | 10.31 -2.67 -186.67 279.82 -24.49 -5.52 | 2 80.61 3.07 31867 | 2 134.22 31867 | | | 78.656 | 9.56 -2.62 -262.83 261.11 -31.97 -8.28 | 2 82.34 3.07 31867 | 2 147.98 31867 | | | 78.375 | 8.83 -2.55 -333.15 238.24 -40.17 -11.04 | 2 84.07 3.07 31867 | 2 161.73 31867 | | | 78.094 | 8.13 -2.47 -396.45 211.22 -49.10 -13.80 | 2 85.80 3.07 31867 | 2 175.48 31867 | | | 77.812 | 7.45 -2.37 -451.57 180.04 -58.76 -16.55 | 2 87.53 3.07 31867 | 2 189.23 31867 | | | 77.531 | 6.80 -2.26 -497.34 144.70 -69.15 -19.31 | 2 89.25 3.07 31867 | 2 202.98 31867 | | | 77.250 | 6.18 -2.14 -532.58 105.20 -80.27 -22.07 | 2 90.98 3.07 31867 | 2 216.73 31867 | | | 76.969 | 5.59 -2.01 -556.51 65.73 -89.30 -24.83 | 2 92.71 3.07 31867 | 2 200.74 31867 | | | 76.688 | 5.05 -1.88 -569.94 30.48 -94.43 -27.59 | 2 94.44 3.07 31867 | 2 184.72 31867 | | | 76.406 | 4.53 -1.75 -574.04 -0.73 -97.28 -30.35 | 2 96.17 3.07 31867 | 2 169.88 31867 | | | 76.125 | 4.06 -1.62 -569.88 -28.22 -98.86 -33.11 | 2 97.90 3.07 31867 | 2 156.22 31867 | | | 75.844 | 3.62 -1.49 -558.48 -52.33 -99.73 -35.87 | 2 99.62 3.07 31867 | 2 143.74 31867 | | | 75.562 | 3.22 -1.36 -540.73 -73.38 -100.20 -38.63 | 2 101.35 3.07 31867 | 2 132.42 31867 | | | 75.281 | 2.86 -1.24 -517.46 -91.69 -100.46 -41.39 | 2 103.08 3.07 31867 | 2 122.21 31867 | | | 75.000 | 2.52 -1.12 -489.39 -107.57 -100.60 -44.15 | 2 104.81 3.07 31867 | 2 113.07 31867 | | | | | 2 94.47 5.77 43373 | 2 149.56 43373 | | | 74.500 | 2.01 -0.94 -425.02 -146.25 -100.63 -49.05 | 2 123.98 5.77 43373 | 2 130.44 43373 | | | 74.000 | 1.58 -0.78 -346.46 -164.95 -100.64 -53.96 | 2 149.73 5.77 43373 | 2 115.08 43373 | | | 73.625 | 1.31 -0.68 -283.79 -167.88 -100.65 -57.63 | 2 166.97 5.77 43373 | 2 105.63 43373 | | | 73.250 | 1.07 -0.60 -221.57 -162.70 -100.65 -61.31 | 2 182.80 5.77 43373 | 2 97.60 43373 | | | 72.875 | 0.85 -0.54 -162.66 -150.37 -100.65 -64.99 | 2 197.52 5.77 43373 | 2 90.67 43373 | | | 72.500 | 0.66 -0.50 -109.59 -131.62 -100.65 -68.67 | 2 211.42 5.77 43373 | 2 84.56 43373 | | | 72.125 | 0.48 -0.48 -64.68 -106.94 -100.65 -72.35 | 2 224.78 5.77 43373 | 2 79.01 43373 | | | 71.750 | 0.30 -0.46 -30.09 -76.67 -100.65 -76.03 | 2 237.80 5.77 43373 | 2 73.78 43373 | | | 71.375 | 0.13 -0.46 -7.85 -41.00 -100.65 -79.71 | 2 250.67 5.77 43373 | 2 68.71 43373 | | | 71.000 | -0.04 -0.46 0.00 0.00 -100.65 -83.39 | 2 263.49 5.77 43373 | 2 63.68 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 21.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 986.26 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 100.65 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.088 = (1764.59 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.304 = (1174.58 kN/m)/(3858.35 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 83.94 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 13 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 14 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 6 -------------------------------------------------------------------------------------------------------------------- ** FASE No 7 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 3 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 92.420 | 1.98 3.88 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -240.89 | 1 10.96 4.06 18380 | 0 | 1 -240.89 | PRECARGA = 0.000 kN | 91.920 | 3.92 3.86 118.87 -234.18 | 2 15.97 5.62 18380 | 0 | | RIGIDEZ = 0.000 kN/m | 91.420 | 5.83 3.79 233.75 -224.91 | 2 21.10 5.77 18380 | 0 | | CONEXIÓN BILATERAL | 91.019 | 7.33 3.70 322.19 -215.62 | 2 25.22 5.77 18380 | 0 | | | 90.618 | 8.79 3.58 406.56 -204.67 | 2 29.36 5.77 18380 | 0 | | | 90.216 | 10.20 3.43 486.21 -192.06 | 2 33.51 5.77 18380 | 0 | | | 89.815 | 11.54 3.26 560.47 -177.77 | 2 37.68 5.77 18380 | 0 | | | 89.414 | 12.81 3.06 628.65 -161.82 | 2 41.85 5.77 18380 | 0 | | | 89.012 | 13.99 2.84 690.10 -144.19 | 2 46.03 5.77 18380 | 0 | | | 88.611 | 15.09 2.61 744.14 -124.88 | 2 50.20 5.77 18380 | 0 | | | 88.210 | 16.08 2.35 790.09 -103.90 | 2 54.35 5.77 18380 | 0 | | | 87.809 | 16.98 2.09 827.30 -81.27 | 2 58.45 5.77 18380 | 0 | | | 87.408 | 17.76 1.81 855.09 -57.01 | 2 62.47 5.77 18380 | 0 | | | 87.006 | 18.43 1.53 872.84 -31.16 | 2 66.39 5.77 18380 | 0 | | | 86.605 | 18.98 1.24 879.90 -3.77 | 2 70.16 5.77 18380 | 0 | | | 86.204 | 19.42 0.95 875.66 25.10 | 2 73.74 5.77 18380 | 0 | | | 85.802 | 19.74 0.66 859.56 55.36 | 2 77.08 5.77 18380 | 0 | | | 85.401 | 19.95 0.38 831.06 86.90 | 2 80.11 5.77 18380 | 0 | | | 85.000 | 20.05 0.12 789.68 119.57 | 2 82.76 5.77 18380 | 0 | | | | | 2 79.08 4.70 31867 | 0 | | | 84.562 | 20.04 -0.16 729.75 154.51 | 2 80.64 4.70 31867 | 0 | | | 84.125 | 19.92 -0.41 654.42 189.88 | 2 81.06 4.70 31867 | 0 | | | 83.688 | 19.69 -0.62 563.62 225.13 | 2 80.10 4.70 31867 | 0 | | | 83.250 | 19.38 -0.81 457.54 259.61 | 2 77.51 4.70 31867 | 0 | | | 82.812 | 18.99 -0.95 336.69 292.53 | 2 72.99 4.70 31867 | 0 | | | 82.375 | 18.55 -1.05 201.93 322.99 | 2 66.23 4.70 31867 | 0 | | | 81.938 | 18.08 -1.09 54.42 351.08 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 17.60 -1.09 -105.22 378.87 | 1 64.87 3.07 31867 | 0 | | | | -255.04 | 1 64.87 3.07 31867 | 0 | 2 -633.91 | | 81.000 | 17.07 -1.07 14.07 -221.84 | 1 67.94 3.07 31867 | 0 | | | 80.500 | 16.53 -1.09 116.37 -187.11 | 1 71.01 3.07 31867 | 0 | | | 80.000 | 15.97 -1.16 200.92 -150.83 | 1 74.08 3.07 31867 | 0 | | | 79.500 | 15.36 -1.26 266.94 -113.02 | 1 77.16 3.07 31867 | 0 | | | 79.219 | 15.00 -1.32 295.66 -91.08 | 1 78.88 3.07 31867 | 0 | | | 78.938 | 14.62 -1.39 318.13 -68.65 | 1 80.61 3.07 31867 | 0 | | | 78.656 | 14.22 -1.47 334.23 -45.73 | 1 82.34 3.07 31867 | 0 | | | 78.375 | 13.79 -1.55 343.81 -22.33 | 1 84.07 3.07 31867 | 0 | | | 78.094 | 13.35 -1.63 346.74 1.56 | 1 85.80 3.07 31867 | 0 | | | 77.812 | 12.88 -1.71 342.89 25.93 | 1 87.53 3.07 31867 | 0 | | | 77.531 | 12.39 -1.78 332.11 50.79 | 1 89.25 3.07 31867 | 0 | | | 77.250 | 11.88 -1.86 314.27 76.14 | 1 90.98 3.07 31867 | 0 | | | 76.969 | 11.34 -1.93 289.24 101.97 | 1 92.71 3.07 31867 | 0 | | | 76.688 | 10.79 -1.99 256.87 128.29 | 1 94.44 3.07 31867 | 0 | | | 76.406 | 10.22 -2.05 217.03 155.09 | 1 96.17 3.07 31867 | 0 | | | 76.125 | 9.64 -2.09 169.59 182.38 | 1 97.90 3.07 31867 | 0 | | | 75.844 | 9.05 -2.12 114.40 210.16 | 1 99.62 3.07 31867 | 0 | | | 75.562 | 8.45 -2.14 51.33 238.42 | 1 101.35 3.07 31867 | 0 | | | 75.281 | 7.85 -2.15 -19.76 267.17 | 1 103.08 3.07 31867 | 0 | | | 75.000 | 7.24 -2.13 -99.00 296.40 | 1 104.81 3.07 31867 | 0 | | | | | 1 15.91 4.06 43373 | 2 314.16 43373 | | | 74.500 | 6.19 -2.07 -211.73 158.15 -6.58 | 1 20.98 4.06 43373 | 2 275.74 43373 | | | 74.000 | 5.18 -1.97 -260.70 41.18 -9.41 | 1 26.06 4.06 43373 | 2 239.17 43373 | | | 73.625 | 4.46 -1.89 -261.85 -33.18 -10.35 -3.68 | 2 30.37 4.56 43373 | 2 210.19 43373 | | | 73.250 | 3.77 -1.81 -237.90 -90.85 -10.82 -7.36 | 2 65.84 5.77 43373 | 2 182.52 43373 | | | 72.875 | 3.10 -1.74 -196.45 -126.65 -11.04 -11.04 | 2 100.12 5.77 43373 | 2 156.03 43373 | | | 72.500 | 2.46 -1.69 -145.54 -141.41 -11.13 -14.72 | 2 133.43 5.77 43373 | 2 130.51 43373 | | | 72.125 | 1.83 -1.65 -92.94 -135.77 -11.16 -18.39 | 2 166.01 5.77 43373 | 2 105.73 43373 | | | 71.750 | 1.21 -1.63 -46.21 -110.17 -11.17 -22.07 | 2 198.13 5.77 43373 | 2 81.41 43373 | | | 71.375 | 0.60 -1.62 -12.77 -64.87 -11.17 -25.75 | 2 230.00 5.77 43373 | 2 57.32 43373 | | | 71.000 | 0.00 -1.62 0.00 0.00 -11.17 -29.43 | 2 261.81 5.77 43373 | 2 33.31 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.05 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 879.90 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 11.17 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.079 = (1592.65 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.317 = (673.68 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 98.30 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 13 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 14 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 6 -------------------------------------------------------------------------------------------------------------------- ** FASE No 7 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 3 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 92.420 | 1.98 3.88 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -240.89 | 1 10.96 4.06 18380 | 0 | 1 -240.89 | PRECARGA = 0.000 kN | 91.920 | 3.92 3.86 118.87 -234.18 | 2 15.97 5.62 18380 | 0 | | RIGIDEZ = 0.000 kN/m | 91.420 | 5.83 3.79 233.75 -224.91 | 2 21.10 5.77 18380 | 0 | | CONEXIÓN BILATERAL | 91.019 | 7.33 3.70 322.19 -215.62 | 2 25.22 5.77 18380 | 0 | | | 90.618 | 8.79 3.58 406.56 -204.67 | 2 29.36 5.77 18380 | 0 | | | 90.216 | 10.20 3.43 486.21 -192.06 | 2 33.51 5.77 18380 | 0 | | | 89.815 | 11.54 3.26 560.47 -177.77 | 2 37.68 5.77 18380 | 0 | | | 89.414 | 12.81 3.06 628.65 -161.82 | 2 41.85 5.77 18380 | 0 | | | 89.012 | 13.99 2.84 690.10 -144.19 | 2 46.03 5.77 18380 | 0 | | | 88.611 | 15.09 2.61 744.14 -124.88 | 2 50.20 5.77 18380 | 0 | | | 88.210 | 16.08 2.35 790.09 -103.90 | 2 54.35 5.77 18380 | 0 | | | 87.809 | 16.98 2.09 827.30 -81.27 | 2 58.45 5.77 18380 | 0 | | | 87.408 | 17.76 1.81 855.09 -57.01 | 2 62.47 5.77 18380 | 0 | | | 87.006 | 18.43 1.53 872.84 -31.16 | 2 66.39 5.77 18380 | 0 | | | 86.605 | 18.98 1.24 879.90 -3.77 | 2 70.16 5.77 18380 | 0 | | | 86.204 | 19.42 0.95 875.66 25.10 | 2 73.74 5.77 18380 | 0 | | | 85.802 | 19.74 0.66 859.56 55.36 | 2 77.08 5.77 18380 | 0 | | | 85.401 | 19.95 0.38 831.06 86.90 | 2 80.11 5.77 18380 | 0 | | | 85.000 | 20.05 0.12 789.68 119.57 | 2 82.76 5.77 18380 | 0 | | | | | 2 79.08 4.70 31867 | 0 | | | 84.562 | 20.04 -0.16 729.75 154.51 | 2 80.64 4.70 31867 | 0 | | | 84.125 | 19.92 -0.41 654.42 189.88 | 2 81.06 4.70 31867 | 0 | | | 83.688 | 19.69 -0.62 563.62 225.13 | 2 80.10 4.70 31867 | 0 | | | 83.250 | 19.38 -0.81 457.54 259.61 | 2 77.51 4.70 31867 | 0 | | | 82.812 | 18.99 -0.95 336.69 292.53 | 2 72.99 4.70 31867 | 0 | | | 82.375 | 18.55 -1.05 201.93 322.99 | 2 66.23 4.70 31867 | 0 | | | 81.938 | 18.08 -1.09 54.42 351.08 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 17.60 -1.09 -105.22 378.87 | 1 64.87 3.07 31867 | 0 | | | | -255.04 | 1 64.87 3.07 31867 | 0 | 2 -633.91 | | 81.000 | 17.07 -1.07 14.07 -221.84 | 1 67.94 3.07 31867 | 0 | | | 80.500 | 16.53 -1.09 116.37 -187.11 | 1 71.01 3.07 31867 | 0 | | | 80.000 | 15.97 -1.16 200.92 -150.83 | 1 74.08 3.07 31867 | 0 | | | 79.500 | 15.36 -1.26 266.94 -113.02 | 1 77.16 3.07 31867 | 0 | | | 79.219 | 15.00 -1.32 295.66 -91.08 | 1 78.88 3.07 31867 | 0 | | | 78.938 | 14.62 -1.39 318.13 -68.65 | 1 80.61 3.07 31867 | 0 | | | 78.656 | 14.22 -1.47 334.23 -45.73 | 1 82.34 3.07 31867 | 0 | | | 78.375 | 13.79 -1.55 343.81 -22.33 | 1 84.07 3.07 31867 | 0 | | | 78.094 | 13.35 -1.63 346.74 1.56 | 1 85.80 3.07 31867 | 0 | | | 77.812 | 12.88 -1.71 342.89 25.93 | 1 87.53 3.07 31867 | 0 | | | 77.531 | 12.39 -1.78 332.11 50.79 | 1 89.25 3.07 31867 | 0 | | | 77.250 | 11.88 -1.86 314.27 76.14 | 1 90.98 3.07 31867 | 0 | | | 76.969 | 11.34 -1.93 289.24 101.97 | 1 92.71 3.07 31867 | 0 | | | 76.688 | 10.79 -1.99 256.87 128.29 | 1 94.44 3.07 31867 | 0 | | | 76.406 | 10.22 -2.05 217.03 155.09 | 1 96.17 3.07 31867 | 0 | | | 76.125 | 9.64 -2.09 169.59 182.38 | 1 97.90 3.07 31867 | 0 | | | 75.844 | 9.05 -2.12 114.40 210.16 | 1 99.62 3.07 31867 | 0 | | | 75.562 | 8.45 -2.14 51.33 238.42 | 1 101.35 3.07 31867 | 0 | | | 75.281 | 7.85 -2.15 -19.76 267.17 | 1 103.08 3.07 31867 | 0 | | | 75.000 | 7.24 -2.13 -99.00 296.40 | 1 104.81 3.07 31867 | 0 | | | | | 1 15.91 4.06 43373 | 2 314.16 43373 | | | 74.500 | 6.19 -2.07 -211.73 158.15 -6.58 | 1 20.98 4.06 43373 | 2 275.74 43373 | | | 74.000 | 5.18 -1.97 -260.70 41.18 -9.41 | 1 26.06 4.06 43373 | 2 239.17 43373 | | | 73.625 | 4.46 -1.89 -261.85 -33.18 -10.35 -3.68 | 2 30.37 4.56 43373 | 2 210.19 43373 | | | 73.250 | 3.77 -1.81 -237.90 -90.85 -10.82 -7.36 | 2 65.84 5.77 43373 | 2 182.52 43373 | | | 72.875 | 3.10 -1.74 -196.45 -126.65 -11.04 -11.04 | 2 100.12 5.77 43373 | 2 156.03 43373 | | | 72.500 | 2.46 -1.69 -145.54 -141.41 -11.13 -14.72 | 2 133.43 5.77 43373 | 2 130.51 43373 | | | 72.125 | 1.83 -1.65 -92.94 -135.77 -11.16 -18.39 | 2 166.01 5.77 43373 | 2 105.73 43373 | | | 71.750 | 1.21 -1.63 -46.21 -110.17 -11.17 -22.07 | 2 198.13 5.77 43373 | 2 81.41 43373 | | | 71.375 | 0.60 -1.62 -12.77 -64.87 -11.17 -25.75 | 2 230.00 5.77 43373 | 2 57.32 43373 | | | 71.000 | 0.00 -1.62 0.00 0.00 -11.17 -29.43 | 2 261.81 5.77 43373 | 2 33.31 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.05 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 879.90 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 11.17 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.079 = (1592.65 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.317 = (673.68 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 98.30 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 15 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 16 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 7 -------------------------------------------------------------------------------------------------------------------- ** FASE No 8 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *LARGO PLAZO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * SECCIÓN No. 1 : NUEVOS VALORES EI = 816915. kN.m2/m Rigidez cil. = 0. kPa/m Peso proprio = 0.000 kN/m2 | | | | | | | 92.420 | 1.98 3.88 0.00 0.00 | 1 10.96 18380 | 0 | | | | -240.91 | 1 10.96 4.06 18380 | 0 | 1 -240.91 | | 91.920 | 3.92 3.86 118.88 -234.18 | 2 15.97 5.62 18380 | 0 | | | 91.420 | 5.83 3.79 233.75 -224.91 | 2 21.10 5.77 18380 | 0 | | | 91.019 | 7.33 3.70 322.19 -215.62 | 2 25.22 5.77 18380 | 0 | | | 90.618 | 8.79 3.58 406.57 -204.67 | 2 29.36 5.77 18380 | 0 | | | 90.216 | 10.20 3.43 486.21 -192.05 | 2 33.51 5.77 18380 | 0 | | | 89.815 | 11.54 3.26 560.47 -177.77 | 2 37.68 5.77 18380 | 0 | | | 89.414 | 12.81 3.06 628.65 -161.82 | 2 41.85 5.77 18380 | 0 | | | 89.012 | 13.99 2.84 690.10 -144.18 | 2 46.03 5.77 18380 | 0 | | | 88.611 | 15.09 2.61 744.14 -124.88 | 2 50.20 5.77 18380 | 0 | | | 88.210 | 16.08 2.35 790.09 -103.90 | 2 54.35 5.77 18380 | 0 | | | 87.809 | 16.98 2.09 827.30 -81.27 | 2 58.45 5.77 18380 | 0 | | | 87.408 | 17.76 1.81 855.09 -57.01 | 2 62.47 5.77 18380 | 0 | | | 87.006 | 18.43 1.53 872.84 -31.16 | 2 66.39 5.77 18380 | 0 | | | 86.605 | 18.98 1.24 879.90 -3.77 | 2 70.16 5.77 18380 | 0 | | | 86.204 | 19.42 0.95 875.66 25.10 | 2 73.74 5.77 18380 | 0 | | | 85.802 | 19.74 0.66 859.56 55.36 | 2 77.08 5.77 18380 | 0 | | | 85.401 | 19.95 0.38 831.06 86.90 | 2 80.10 5.77 18380 | 0 | | | 85.000 | 20.05 0.12 789.68 119.57 | 2 82.75 5.77 18380 | 0 | | | | | 2 79.08 4.70 31867 | 0 | | | 84.562 | 20.04 -0.16 729.75 154.51 | 2 80.64 4.70 31867 | 0 | | | 84.125 | 19.92 -0.41 654.42 189.88 | 2 81.06 4.70 31867 | 0 | | | 83.688 | 19.69 -0.62 563.62 225.13 | 2 80.10 4.70 31867 | 0 | | | 83.250 | 19.38 -0.81 457.54 259.61 | 2 77.51 4.70 31867 | 0 | | | 82.812 | 18.99 -0.95 336.69 292.53 | 2 72.99 4.70 31867 | 0 | | | 82.375 | 18.55 -1.05 201.93 322.99 | 2 66.23 4.70 31867 | 0 | | | 81.938 | 18.08 -1.09 54.42 351.08 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 17.60 -1.09 -105.22 378.87 | 2 64.87 3.07 31867 | 0 | | | | -255.04 | 2 64.87 3.07 31867 | 0 | 2 -633.91 | | 81.000 | 17.07 -1.07 14.07 -221.84 | 2 67.94 3.07 31867 | 0 | | | 80.500 | 16.53 -1.09 116.37 -187.11 | 2 71.01 3.07 31867 | 0 | | | 80.000 | 15.97 -1.16 200.92 -150.83 | 2 74.08 3.07 31867 | 0 | | | 79.500 | 15.36 -1.26 266.94 -113.02 | 2 77.16 3.07 31867 | 0 | | | 79.219 | 15.00 -1.32 295.66 -91.08 | 2 78.88 3.07 31867 | 0 | | | 78.938 | 14.62 -1.39 318.13 -68.65 | 2 80.61 3.07 31867 | 0 | | | 78.656 | 14.22 -1.47 334.23 -45.73 | 2 82.34 3.07 31867 | 0 | | | 78.375 | 13.79 -1.55 343.81 -22.33 | 2 84.07 3.07 31867 | 0 | | | 78.094 | 13.35 -1.63 346.74 1.56 | 2 85.80 3.07 31867 | 0 | | | 77.812 | 12.88 -1.71 342.89 25.93 | 2 87.53 3.07 31867 | 0 | | | 77.531 | 12.39 -1.78 332.11 50.79 | 2 89.25 3.07 31867 | 0 | | | 77.250 | 11.88 -1.86 314.27 76.14 | 2 90.98 3.07 31867 | 0 | | | 76.969 | 11.34 -1.93 289.24 101.97 | 2 92.71 3.07 31867 | 0 | | | 76.688 | 10.79 -1.99 256.87 128.29 | 2 94.44 3.07 31867 | 0 | | | 76.406 | 10.22 -2.05 217.03 155.09 | 2 96.17 3.07 31867 | 0 | | | 76.125 | 9.64 -2.09 169.59 182.38 | 2 97.90 3.07 31867 | 0 | | | 75.844 | 9.05 -2.12 114.40 210.16 | 2 99.62 3.07 31867 | 0 | | | 75.562 | 8.45 -2.14 51.33 238.42 | 2 101.35 3.07 31867 | 0 | | | 75.281 | 7.85 -2.15 -19.76 267.17 | 2 103.08 3.07 31867 | 0 | | | 75.000 | 7.24 -2.13 -99.00 296.40 | 2 104.81 3.07 31867 | 0 | | | | | 2 15.91 4.06 43373 | 2 314.16 43373 | | | 74.500 | 6.19 -2.07 -211.73 158.15 -6.58 | 2 20.98 4.06 43373 | 2 275.74 43373 | | | 74.000 | 5.18 -1.97 -260.70 41.18 -9.41 | 2 26.06 4.06 43373 | 2 239.17 43373 | | | 73.625 | 4.46 -1.89 -261.85 -33.18 -10.35 -3.68 | 2 30.37 4.56 43373 | 2 210.19 43373 | | | 73.250 | 3.77 -1.81 -237.90 -90.85 -10.82 -7.36 | 2 65.84 5.77 43373 | 2 182.52 43373 | | | 72.875 | 3.10 -1.74 -196.45 -126.65 -11.04 -11.04 | 2 100.12 5.77 43373 | 2 156.03 43373 | | | 72.500 | 2.46 -1.69 -145.54 -141.41 -11.13 -14.72 | 2 133.43 5.77 43373 | 2 130.51 43373 | | | 72.125 | 1.83 -1.65 -92.94 -135.77 -11.16 -18.39 | 2 166.01 5.77 43373 | 2 105.73 43373 | | | 71.750 | 1.21 -1.63 -46.21 -110.17 -11.17 -22.07 | 2 198.13 5.77 43373 | 2 81.41 43373 | | | 71.375 | 0.60 -1.62 -12.77 -64.87 -11.17 -25.75 | 2 230.00 5.77 43373 | 2 57.32 43373 | | | 71.000 | 0.00 -1.62 0.00 0.00 -11.17 -29.43 | 2 261.81 5.77 43373 | 2 33.31 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.05 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 879.90 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 11.17 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.079 = (1592.65 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.317 = (673.68 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 98.30 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 15 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 16 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 7 -------------------------------------------------------------------------------------------------------------------- ** FASE No 8 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *LARGO PLAZO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * SECCIÓN No. 1 : NUEVOS VALORES EI = 816915. kN.m2/m Rigidez cil. = 0. kPa/m Peso proprio = 0.000 kN/m2 | | | | | | | 92.420 | 1.98 3.88 0.00 0.00 | 1 10.96 18380 | 0 | | | | -240.91 | 1 10.96 4.06 18380 | 0 | 1 -240.91 | | 91.920 | 3.92 3.86 118.88 -234.18 | 2 15.97 5.62 18380 | 0 | | | 91.420 | 5.83 3.79 233.75 -224.91 | 2 21.10 5.77 18380 | 0 | | | 91.019 | 7.33 3.70 322.19 -215.62 | 2 25.22 5.77 18380 | 0 | | | 90.618 | 8.79 3.58 406.57 -204.67 | 2 29.36 5.77 18380 | 0 | | | 90.216 | 10.20 3.43 486.21 -192.05 | 2 33.51 5.77 18380 | 0 | | | 89.815 | 11.54 3.26 560.47 -177.77 | 2 37.68 5.77 18380 | 0 | | | 89.414 | 12.81 3.06 628.65 -161.82 | 2 41.85 5.77 18380 | 0 | | | 89.012 | 13.99 2.84 690.10 -144.18 | 2 46.03 5.77 18380 | 0 | | | 88.611 | 15.09 2.61 744.14 -124.88 | 2 50.20 5.77 18380 | 0 | | | 88.210 | 16.08 2.35 790.09 -103.90 | 2 54.35 5.77 18380 | 0 | | | 87.809 | 16.98 2.09 827.30 -81.27 | 2 58.45 5.77 18380 | 0 | | | 87.408 | 17.76 1.81 855.09 -57.01 | 2 62.47 5.77 18380 | 0 | | | 87.006 | 18.43 1.53 872.84 -31.16 | 2 66.39 5.77 18380 | 0 | | | 86.605 | 18.98 1.24 879.90 -3.77 | 2 70.16 5.77 18380 | 0 | | | 86.204 | 19.42 0.95 875.66 25.10 | 2 73.74 5.77 18380 | 0 | | | 85.802 | 19.74 0.66 859.56 55.36 | 2 77.08 5.77 18380 | 0 | | | 85.401 | 19.95 0.38 831.06 86.90 | 2 80.10 5.77 18380 | 0 | | | 85.000 | 20.05 0.12 789.68 119.57 | 2 82.75 5.77 18380 | 0 | | | | | 2 79.08 4.70 31867 | 0 | | | 84.562 | 20.04 -0.16 729.75 154.51 | 2 80.64 4.70 31867 | 0 | | | 84.125 | 19.92 -0.41 654.42 189.88 | 2 81.06 4.70 31867 | 0 | | | 83.688 | 19.69 -0.62 563.62 225.13 | 2 80.10 4.70 31867 | 0 | | | 83.250 | 19.38 -0.81 457.54 259.61 | 2 77.51 4.70 31867 | 0 | | | 82.812 | 18.99 -0.95 336.69 292.53 | 2 72.99 4.70 31867 | 0 | | | 82.375 | 18.55 -1.05 201.93 322.99 | 2 66.23 4.70 31867 | 0 | | | 81.938 | 18.08 -1.09 54.42 351.08 | 1 62.18 3.07 31867 | 0 | | | 81.500 | 17.60 -1.09 -105.22 378.87 | 2 64.87 3.07 31867 | 0 | | | | -255.04 | 2 64.87 3.07 31867 | 0 | 2 -633.91 | | 81.000 | 17.07 -1.07 14.07 -221.84 | 2 67.94 3.07 31867 | 0 | | | 80.500 | 16.53 -1.09 116.37 -187.11 | 2 71.01 3.07 31867 | 0 | | | 80.000 | 15.97 -1.16 200.92 -150.83 | 2 74.08 3.07 31867 | 0 | | | 79.500 | 15.36 -1.26 266.94 -113.02 | 2 77.16 3.07 31867 | 0 | | | 79.219 | 15.00 -1.32 295.66 -91.08 | 2 78.88 3.07 31867 | 0 | | | 78.938 | 14.62 -1.39 318.13 -68.65 | 2 80.61 3.07 31867 | 0 | | | 78.656 | 14.22 -1.47 334.23 -45.73 | 2 82.34 3.07 31867 | 0 | | | 78.375 | 13.79 -1.55 343.81 -22.33 | 2 84.07 3.07 31867 | 0 | | | 78.094 | 13.35 -1.63 346.74 1.56 | 2 85.80 3.07 31867 | 0 | | | 77.812 | 12.88 -1.71 342.89 25.93 | 2 87.53 3.07 31867 | 0 | | | 77.531 | 12.39 -1.78 332.11 50.79 | 2 89.25 3.07 31867 | 0 | | | 77.250 | 11.88 -1.86 314.27 76.14 | 2 90.98 3.07 31867 | 0 | | | 76.969 | 11.34 -1.93 289.24 101.97 | 2 92.71 3.07 31867 | 0 | | | 76.688 | 10.79 -1.99 256.87 128.29 | 2 94.44 3.07 31867 | 0 | | | 76.406 | 10.22 -2.05 217.03 155.09 | 2 96.17 3.07 31867 | 0 | | | 76.125 | 9.64 -2.09 169.59 182.38 | 2 97.90 3.07 31867 | 0 | | | 75.844 | 9.05 -2.12 114.40 210.16 | 2 99.62 3.07 31867 | 0 | | | 75.562 | 8.45 -2.14 51.33 238.42 | 2 101.35 3.07 31867 | 0 | | | 75.281 | 7.85 -2.15 -19.76 267.17 | 2 103.08 3.07 31867 | 0 | | | 75.000 | 7.24 -2.13 -99.00 296.40 | 2 104.81 3.07 31867 | 0 | | | | | 2 15.91 4.06 43373 | 2 314.16 43373 | | | 74.500 | 6.19 -2.07 -211.73 158.15 -6.58 | 2 20.98 4.06 43373 | 2 275.74 43373 | | | 74.000 | 5.18 -1.97 -260.70 41.18 -9.41 | 2 26.06 4.06 43373 | 2 239.17 43373 | | | 73.625 | 4.46 -1.89 -261.85 -33.18 -10.35 -3.68 | 2 30.37 4.56 43373 | 2 210.19 43373 | | | 73.250 | 3.77 -1.81 -237.90 -90.85 -10.82 -7.36 | 2 65.84 5.77 43373 | 2 182.52 43373 | | | 72.875 | 3.10 -1.74 -196.45 -126.65 -11.04 -11.04 | 2 100.12 5.77 43373 | 2 156.03 43373 | | | 72.500 | 2.46 -1.69 -145.54 -141.41 -11.13 -14.72 | 2 133.43 5.77 43373 | 2 130.51 43373 | | | 72.125 | 1.83 -1.65 -92.94 -135.77 -11.16 -18.39 | 2 166.01 5.77 43373 | 2 105.73 43373 | | | 71.750 | 1.21 -1.63 -46.21 -110.17 -11.17 -22.07 | 2 198.13 5.77 43373 | 2 81.41 43373 | | | 71.375 | 0.60 -1.62 -12.77 -64.87 -11.17 -25.75 | 2 230.00 5.77 43373 | 2 57.32 43373 | | | 71.000 | 0.00 -1.62 0.00 0.00 -11.17 -29.43 | 2 261.81 5.77 43373 | 2 33.31 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.05 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 879.90 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 11.17 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.079 = (1592.65 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.317 = (673.68 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 98.30 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 17 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 18 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 8 -------------------------------------------------------------------------------------------------------------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 | | S U E L O 1 | S U E L O 2 | | | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ | | | | | | | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | | | | | | | | 92.420 | 1.92 4.14 0.00 0.00 | 1 10.96 18380 | 0 | | ------------------------------------------------------------------- | | -184.10 | 2 12.00 5.10 18380 | 0 | 1 -184.10 | | | | | | | | 91.920 | 3.99 4.11 90.44 -177.43 | 2 14.69 4.34 18380 | 0 | | | 92.420 | 0.00 | 0.00 | -240.91 | 0.00 | | 91.420 | 6.02 4.03 177.18 -169.29 | 1 17.86 4.06 18380 | 0 | | | 91.920 | -1.51 | 118.88 | -234.18 | 6.34 | | 91.019 | 7.62 3.92 243.60 -161.57 | 1 20.63 4.06 18380 | 0 | | | 91.420 | -6.63 | 233.75 | -224.91 | 14.41 | | 90.618 | 9.17 3.79 306.69 -152.74 | 1 23.39 4.06 18380 | 0 | | | 91.019 | -13.37 | 322.19 | -215.62 | 17.98 | | 90.216 | 10.66 3.62 366.02 -142.79 | 1 26.16 4.06 18380 | 0 | | | 90.618 | -20.34 | 406.57 | -204.67 | 16.21 | | 89.815 | 12.07 3.43 421.13 -131.74 | 1 28.93 4.06 18380 | 0 | | | 90.216 | -26.15 | 486.21 | -194.72 | 12.79 | | 89.414 | 13.41 3.21 471.59 -119.57 | 1 31.70 4.06 18380 | 0 | | | 89.815 | -30.63 | 560.47 | -183.67 | 9.55 | | 89.012 | 14.65 2.97 516.94 -106.30 | 1 34.47 4.06 18380 | 0 | | | 89.414 | -33.83 | 628.65 | -171.50 | 6.44 | | 88.611 | 15.79 2.70 556.74 -91.89 | 2 37.36 4.18 18380 | 0 | | | 89.012 | -35.81 | 693.77 | -158.23 | 3.45 | | 88.210 | 16.82 2.42 590.51 -76.19 | 2 40.89 4.94 18380 | 0 | | | 88.611 | -36.61 | 754.41 | -143.84 | 0.54 | | 87.809 | 17.73 2.13 617.69 -59.04 | 2 44.60 5.77 18380 | 0 | | | 88.210 | -36.29 | 809.06 | -128.34 | 0.00 | | 87.408 | 18.52 1.82 637.69 -40.37 | 2 48.46 5.77 18380 | 0 | | | 87.809 | -35.05 | 857.26 | -111.74 | 0.00 | | 87.006 | 19.19 1.50 649.88 -20.12 | 2 52.45 5.77 18380 | 0 | | | 87.408 | -33.23 | 898.58 | -94.02 | 0.07 | | 86.605 | 19.72 1.18 653.62 1.74 | 2 56.53 5.77 18380 | 0 | | | 87.006 | -31.18 | 932.56 | -75.19 | 0.39 | | 86.204 | 20.13 0.86 648.26 25.25 | 2 60.66 5.77 18380 | 0 | | | 86.605 | -29.21 | 958.77 | -55.25 | 1.74 | | 85.802 | 20.41 0.54 633.14 50.41 | 2 64.75 5.77 18380 | 0 | | | 86.204 | -27.61 | 976.75 | -34.20 | 25.25 | | 85.401 | 20.57 0.24 607.59 77.20 | 2 68.75 5.77 18380 | 0 | | | 85.802 | -26.66 | 986.06 | -12.04 | 55.36 | | 85.000 | 20.61 -0.05 570.98 105.55 | 2 72.55 5.77 18380 | 0 | | | 85.401 | -26.59 | 986.26 | 0.00 | 86.90 | | | | 2 61.39 4.70 31867 | 0 | | | 85.000 | -27.63 | 976.90 | 0.00 | 119.57 | | 84.562 | 20.52 -0.34 518.80 133.29 | 2 65.43 4.70 31867 | 0 | | | 84.562 | -28.64 | 957.08 | 0.00 | 154.51 | | 84.125 | 20.31 -0.60 454.12 162.59 | 2 68.54 4.70 31867 | 0 | | | 84.125 | -28.30 | 928.45 | -2.04 | 189.88 | | 83.688 | 20.00 -0.83 376.37 192.99 | 2 70.40 4.70 31867 | 0 | | | 83.688 | -26.96 | 890.48 | -3.96 | 225.13 | | 83.250 | 19.60 -1.00 285.19 223.83 | 2 70.61 4.70 31867 | 0 | | | 83.250 | -24.92 | 842.68 | -5.25 | 259.61 | | 82.812 | 19.13 -1.13 180.57 254.31 | 2 68.73 4.70 31867 | 0 | | | 82.812 | -22.44 | 784.52 | -6.02 | 292.53 | | 82.375 | 18.62 -1.20 62.87 283.41 | 2 64.27 4.70 31867 | 0 | | | 82.375 | -19.72 | 715.49 | -6.38 | 322.99 | | 81.938 | 18.09 -1.20 -67.20 311.07 | 1 62.18 3.07 31867 | 0 | | | 81.938 | -67.20 | 635.07 | -6.43 | 351.08 | | 81.500 | 17.58 -1.12 -209.36 339.03 | 2 65.64 3.85 31867 | 0 | | | 81.500 | -209.36 | 542.75 | -6.24 | 378.87 | | | -270.50 | 2 65.64 3.85 31867 | 0 | 2 -609.53 | | | -209.36 | 542.75 | -270.50 | 225.01 | | 81.000 | 17.04 -1.03 -82.44 -236.92 | 2 68.70 3.83 31867 | 0 | | | 81.000 | -82.44 | 422.00 | -236.92 | 258.21 | | 80.500 | 16.53 -1.02 27.34 -201.99 | 1 71.01 3.07 31867 | 0 | | | 80.500 | -8.34 | 284.28 | -201.99 | 292.95 | | 80.000 | 16.02 -1.06 119.33 -165.72 | 1 74.08 3.07 31867 | 0 | | | 80.000 | -5.87 | 200.92 | -165.72 | 309.20 | | 79.500 | 15.46 -1.16 192.80 -127.91 | 1 77.16 3.07 31867 | 0 | | | 79.500 | -21.48 | 266.94 | -127.91 | 304.76 | | 79.219 | 15.13 -1.23 225.70 -105.96 | 1 78.88 3.07 31867 | 0 | | | 79.219 | -105.83 | 295.66 | -105.96 | 294.37 | | 78.938 | 14.77 -1.31 252.36 -83.54 | 1 80.61 3.07 31867 | 0 | | | 78.938 | -186.67 | 318.13 | -83.54 | 279.82 | | 78.656 | 14.39 -1.40 272.64 -60.62 | 1 82.34 3.07 31867 | 0 | | | 78.656 | -262.83 | 334.23 | -60.62 | 261.11 | | 78.375 | 13.98 -1.50 286.41 -37.22 | 1 84.07 3.07 31867 | 0 | | | 78.375 | -333.15 | 343.81 | -37.22 | 238.24 | | 78.094 | 13.54 -1.60 293.53 -13.33 | 1 85.80 3.07 31867 | 0 | | | 78.094 | -396.45 | 346.74 | -13.33 | 211.22 | | 77.812 | 13.08 -1.70 293.86 11.04 | 1 87.53 3.07 31867 | 0 | | | 77.812 | -451.57 | 342.89 | -1.76 | 180.04 | | 77.531 | 12.58 -1.80 287.27 35.90 | 1 89.25 3.07 31867 | 0 | | | 77.531 | -497.34 | 332.11 | -1.43 | 144.70 | | 77.250 | 12.06 -1.90 273.62 61.25 | 1 90.98 3.07 31867 | 0 | | | 77.250 | -532.58 | 314.27 | -1.10 | 105.20 | | 76.969 | 11.52 -1.99 252.78 87.08 | 1 92.71 3.07 31867 | 0 | | | 76.969 | -556.51 | 289.24 | -0.78 | 101.97 | | 76.688 | 10.95 -2.07 224.59 113.40 | 1 94.44 3.07 31867 | 0 | | | 76.688 | -569.94 | 256.87 | -0.47 | 128.29 | | 76.406 | 10.35 -2.14 188.94 140.20 | 1 96.17 3.07 31867 | 0 | | | 76.406 | -574.04 | 217.03 | -0.73 | 155.09 | | 76.125 | 9.74 -2.20 145.68 167.49 | 1 97.90 3.07 31867 | 0 | | | 76.125 | -569.88 | 169.59 | -28.22 | 182.38 | | 75.844 | 9.11 -2.24 94.68 195.27 | 1 99.62 3.07 31867 | 0 | | | 75.844 | -558.48 | 114.40 | -52.33 | 210.16 | | 75.562 | 8.48 -2.27 35.80 223.53 | 1 101.35 3.07 31867 | 0 | | | 75.562 | -540.73 | 51.33 | -73.38 | 238.42 | | 75.281 | 7.84 -2.27 -31.10 252.30 | 2 103.20 3.19 31867 | 0 | | | 75.281 | -517.46 | 1.79 | -91.69 | 267.17 | | 75.000 | 7.21 -2.24 -106.18 281.71 | 2 105.97 4.23 31867 | 0 | | | 75.000 | -489.39 | 1.41 | -107.57 | 296.40 | | | | 2 17.48 5.63 43373 | 2 312.58 43373 | | | 74.500 | -425.02 | 0.76 | -146.25 | 158.15 | | 74.500 | 6.11 -2.14 -212.13 146.06 -6.38 | 2 24.61 5.77 43373 | 2 272.12 43373 | | | 74.000 | -346.46 | 0.33 | -164.95 | 41.18 | | 74.000 | 5.07 -2.00 -256.05 33.29 -9.04 | 2 30.83 5.77 43373 | 2 234.39 43373 | | | 73.625 | -283.79 | 0.12 | -167.88 | 0.45 | | 73.625 | 4.34 -1.88 -254.93 -37.43 -9.89 -3.68 | 2 35.30 5.77 43373 | 2 205.26 43373 | | | 73.250 | -237.90 | 0.00 | -162.70 | 0.25 | | 73.250 | 3.66 -1.77 -230.06 -91.55 -10.32 -7.36 | 2 70.34 5.77 43373 | 2 178.01 43373 | | | 72.875 | -196.45 | 0.00 | -150.37 | 0.10 | | 72.875 | 3.02 -1.67 -188.93 -124.34 -10.51 -11.04 | 2 103.68 5.77 43373 | 2 152.47 43373 | | | 72.500 | -145.54 | 0.00 | -141.41 | 0.00 | | 72.500 | 2.41 -1.59 -139.33 -136.95 -10.60 -14.72 | 2 135.61 5.77 43373 | 2 128.34 43373 | | | 72.125 | -92.94 | 0.00 | -135.77 | 0.00 | | 72.125 | 1.82 -1.54 -88.62 -130.31 -10.63 -18.39 | 2 166.49 5.77 43373 | 2 105.24 43373 | | | 71.750 | -46.21 | 0.00 | -110.17 | 0.00 | | 71.750 | 1.25 -1.51 -43.92 -105.06 -10.64 -22.07 | 2 196.72 5.77 43373 | 2 82.82 43373 | | | 71.375 | -12.77 | 0.00 | -64.87 | 0.00 | | 71.375 | 0.68 -1.50 -12.11 -61.57 -10.64 -25.75 | 2 226.61 5.77 43373 | 2 60.72 43373 | | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | 71.000 | 0.12 -1.50 0.00 0.00 -10.64 -29.43 | 2 256.39 5.77 43373 | 2 38.73 43373 | | | | | | | | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | | | | | | | ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------- | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.61 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE | | MOMENTO MÁXIMO = 653.62 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.313 EN FASE FINAL No 8 = 0.313 | | REACCIÓN VERTICAL EN PIE = 10.64 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.075 = (1504.11 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.313 = (666.34 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 95.44 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m *** FINAL DE CÁLCULO ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 17 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 18 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 8 -------------------------------------------------------------------------------------------------------------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 | | S U E L O 1 | S U E L O 2 | | | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ | | | | | | | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | | | | | | | | 92.420 | 1.92 4.14 0.00 0.00 | 1 10.96 18380 | 0 | | ------------------------------------------------------------------- | | -184.10 | 2 12.00 5.10 18380 | 0 | 1 -184.10 | | | | | | | | 91.920 | 3.99 4.11 90.44 -177.43 | 2 14.69 4.34 18380 | 0 | | | 92.420 | 0.00 | 0.00 | -240.91 | 0.00 | | 91.420 | 6.02 4.03 177.18 -169.29 | 1 17.86 4.06 18380 | 0 | | | 91.920 | -1.51 | 118.88 | -234.18 | 6.34 | | 91.019 | 7.62 3.92 243.60 -161.57 | 1 20.63 4.06 18380 | 0 | | | 91.420 | -6.63 | 233.75 | -224.91 | 14.41 | | 90.618 | 9.17 3.79 306.69 -152.74 | 1 23.39 4.06 18380 | 0 | | | 91.019 | -13.37 | 322.19 | -215.62 | 17.98 | | 90.216 | 10.66 3.62 366.02 -142.79 | 1 26.16 4.06 18380 | 0 | | | 90.618 | -20.34 | 406.57 | -204.67 | 16.21 | | 89.815 | 12.07 3.43 421.13 -131.74 | 1 28.93 4.06 18380 | 0 | | | 90.216 | -26.15 | 486.21 | -194.72 | 12.79 | | 89.414 | 13.41 3.21 471.59 -119.57 | 1 31.70 4.06 18380 | 0 | | | 89.815 | -30.63 | 560.47 | -183.67 | 9.55 | | 89.012 | 14.65 2.97 516.94 -106.30 | 1 34.47 4.06 18380 | 0 | | | 89.414 | -33.83 | 628.65 | -171.50 | 6.44 | | 88.611 | 15.79 2.70 556.74 -91.89 | 2 37.36 4.18 18380 | 0 | | | 89.012 | -35.81 | 693.77 | -158.23 | 3.45 | | 88.210 | 16.82 2.42 590.51 -76.19 | 2 40.89 4.94 18380 | 0 | | | 88.611 | -36.61 | 754.41 | -143.84 | 0.54 | | 87.809 | 17.73 2.13 617.69 -59.04 | 2 44.60 5.77 18380 | 0 | | | 88.210 | -36.29 | 809.06 | -128.34 | 0.00 | | 87.408 | 18.52 1.82 637.69 -40.37 | 2 48.46 5.77 18380 | 0 | | | 87.809 | -35.05 | 857.26 | -111.74 | 0.00 | | 87.006 | 19.19 1.50 649.88 -20.12 | 2 52.45 5.77 18380 | 0 | | | 87.408 | -33.23 | 898.58 | -94.02 | 0.07 | | 86.605 | 19.72 1.18 653.62 1.74 | 2 56.53 5.77 18380 | 0 | | | 87.006 | -31.18 | 932.56 | -75.19 | 0.39 | | 86.204 | 20.13 0.86 648.26 25.25 | 2 60.66 5.77 18380 | 0 | | | 86.605 | -29.21 | 958.77 | -55.25 | 1.74 | | 85.802 | 20.41 0.54 633.14 50.41 | 2 64.75 5.77 18380 | 0 | | | 86.204 | -27.61 | 976.75 | -34.20 | 25.25 | | 85.401 | 20.57 0.24 607.59 77.20 | 2 68.75 5.77 18380 | 0 | | | 85.802 | -26.66 | 986.06 | -12.04 | 55.36 | | 85.000 | 20.61 -0.05 570.98 105.55 | 2 72.55 5.77 18380 | 0 | | | 85.401 | -26.59 | 986.26 | 0.00 | 86.90 | | | | 2 61.39 4.70 31867 | 0 | | | 85.000 | -27.63 | 976.90 | 0.00 | 119.57 | | 84.562 | 20.52 -0.34 518.80 133.29 | 2 65.43 4.70 31867 | 0 | | | 84.562 | -28.64 | 957.08 | 0.00 | 154.51 | | 84.125 | 20.31 -0.60 454.12 162.59 | 2 68.54 4.70 31867 | 0 | | | 84.125 | -28.30 | 928.45 | -2.04 | 189.88 | | 83.688 | 20.00 -0.83 376.37 192.99 | 2 70.40 4.70 31867 | 0 | | | 83.688 | -26.96 | 890.48 | -3.96 | 225.13 | | 83.250 | 19.60 -1.00 285.19 223.83 | 2 70.61 4.70 31867 | 0 | | | 83.250 | -24.92 | 842.68 | -5.25 | 259.61 | | 82.812 | 19.13 -1.13 180.57 254.31 | 2 68.73 4.70 31867 | 0 | | | 82.812 | -22.44 | 784.52 | -6.02 | 292.53 | | 82.375 | 18.62 -1.20 62.87 283.41 | 2 64.27 4.70 31867 | 0 | | | 82.375 | -19.72 | 715.49 | -6.38 | 322.99 | | 81.938 | 18.09 -1.20 -67.20 311.07 | 1 62.18 3.07 31867 | 0 | | | 81.938 | -67.20 | 635.07 | -6.43 | 351.08 | | 81.500 | 17.58 -1.12 -209.36 339.03 | 2 65.64 3.85 31867 | 0 | | | 81.500 | -209.36 | 542.75 | -6.24 | 378.87 | | | -270.50 | 2 65.64 3.85 31867 | 0 | 2 -609.53 | | | -209.36 | 542.75 | -270.50 | 225.01 | | 81.000 | 17.04 -1.03 -82.44 -236.92 | 2 68.70 3.83 31867 | 0 | | | 81.000 | -82.44 | 422.00 | -236.92 | 258.21 | | 80.500 | 16.53 -1.02 27.34 -201.99 | 1 71.01 3.07 31867 | 0 | | | 80.500 | -8.34 | 284.28 | -201.99 | 292.95 | | 80.000 | 16.02 -1.06 119.33 -165.72 | 1 74.08 3.07 31867 | 0 | | | 80.000 | -5.87 | 200.92 | -165.72 | 309.20 | | 79.500 | 15.46 -1.16 192.80 -127.91 | 1 77.16 3.07 31867 | 0 | | | 79.500 | -21.48 | 266.94 | -127.91 | 304.76 | | 79.219 | 15.13 -1.23 225.70 -105.96 | 1 78.88 3.07 31867 | 0 | | | 79.219 | -105.83 | 295.66 | -105.96 | 294.37 | | 78.938 | 14.77 -1.31 252.36 -83.54 | 1 80.61 3.07 31867 | 0 | | | 78.938 | -186.67 | 318.13 | -83.54 | 279.82 | | 78.656 | 14.39 -1.40 272.64 -60.62 | 1 82.34 3.07 31867 | 0 | | | 78.656 | -262.83 | 334.23 | -60.62 | 261.11 | | 78.375 | 13.98 -1.50 286.41 -37.22 | 1 84.07 3.07 31867 | 0 | | | 78.375 | -333.15 | 343.81 | -37.22 | 238.24 | | 78.094 | 13.54 -1.60 293.53 -13.33 | 1 85.80 3.07 31867 | 0 | | | 78.094 | -396.45 | 346.74 | -13.33 | 211.22 | | 77.812 | 13.08 -1.70 293.86 11.04 | 1 87.53 3.07 31867 | 0 | | | 77.812 | -451.57 | 342.89 | -1.76 | 180.04 | | 77.531 | 12.58 -1.80 287.27 35.90 | 1 89.25 3.07 31867 | 0 | | | 77.531 | -497.34 | 332.11 | -1.43 | 144.70 | | 77.250 | 12.06 -1.90 273.62 61.25 | 1 90.98 3.07 31867 | 0 | | | 77.250 | -532.58 | 314.27 | -1.10 | 105.20 | | 76.969 | 11.52 -1.99 252.78 87.08 | 1 92.71 3.07 31867 | 0 | | | 76.969 | -556.51 | 289.24 | -0.78 | 101.97 | | 76.688 | 10.95 -2.07 224.59 113.40 | 1 94.44 3.07 31867 | 0 | | | 76.688 | -569.94 | 256.87 | -0.47 | 128.29 | | 76.406 | 10.35 -2.14 188.94 140.20 | 1 96.17 3.07 31867 | 0 | | | 76.406 | -574.04 | 217.03 | -0.73 | 155.09 | | 76.125 | 9.74 -2.20 145.68 167.49 | 1 97.90 3.07 31867 | 0 | | | 76.125 | -569.88 | 169.59 | -28.22 | 182.38 | | 75.844 | 9.11 -2.24 94.68 195.27 | 1 99.62 3.07 31867 | 0 | | | 75.844 | -558.48 | 114.40 | -52.33 | 210.16 | | 75.562 | 8.48 -2.27 35.80 223.53 | 1 101.35 3.07 31867 | 0 | | | 75.562 | -540.73 | 51.33 | -73.38 | 238.42 | | 75.281 | 7.84 -2.27 -31.10 252.30 | 2 103.20 3.19 31867 | 0 | | | 75.281 | -517.46 | 1.79 | -91.69 | 267.17 | | 75.000 | 7.21 -2.24 -106.18 281.71 | 2 105.97 4.23 31867 | 0 | | | 75.000 | -489.39 | 1.41 | -107.57 | 296.40 | | | | 2 17.48 5.63 43373 | 2 312.58 43373 | | | 74.500 | -425.02 | 0.76 | -146.25 | 158.15 | | 74.500 | 6.11 -2.14 -212.13 146.06 -6.38 | 2 24.61 5.77 43373 | 2 272.12 43373 | | | 74.000 | -346.46 | 0.33 | -164.95 | 41.18 | | 74.000 | 5.07 -2.00 -256.05 33.29 -9.04 | 2 30.83 5.77 43373 | 2 234.39 43373 | | | 73.625 | -283.79 | 0.12 | -167.88 | 0.45 | | 73.625 | 4.34 -1.88 -254.93 -37.43 -9.89 -3.68 | 2 35.30 5.77 43373 | 2 205.26 43373 | | | 73.250 | -237.90 | 0.00 | -162.70 | 0.25 | | 73.250 | 3.66 -1.77 -230.06 -91.55 -10.32 -7.36 | 2 70.34 5.77 43373 | 2 178.01 43373 | | | 72.875 | -196.45 | 0.00 | -150.37 | 0.10 | | 72.875 | 3.02 -1.67 -188.93 -124.34 -10.51 -11.04 | 2 103.68 5.77 43373 | 2 152.47 43373 | | | 72.500 | -145.54 | 0.00 | -141.41 | 0.00 | | 72.500 | 2.41 -1.59 -139.33 -136.95 -10.60 -14.72 | 2 135.61 5.77 43373 | 2 128.34 43373 | | | 72.125 | -92.94 | 0.00 | -135.77 | 0.00 | | 72.125 | 1.82 -1.54 -88.62 -130.31 -10.63 -18.39 | 2 166.49 5.77 43373 | 2 105.24 43373 | | | 71.750 | -46.21 | 0.00 | -110.17 | 0.00 | | 71.750 | 1.25 -1.51 -43.92 -105.06 -10.64 -22.07 | 2 196.72 5.77 43373 | 2 82.82 43373 | | | 71.375 | -12.77 | 0.00 | -64.87 | 0.00 | | 71.375 | 0.68 -1.50 -12.11 -61.57 -10.64 -25.75 | 2 226.61 5.77 43373 | 2 60.72 43373 | | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | 71.000 | 0.12 -1.50 0.00 0.00 -10.64 -29.43 | 2 256.39 5.77 43373 | 2 38.73 43373 | | | | | | | | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | | | | | | | ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------- | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.61 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE | | MOMENTO MÁXIMO = 653.62 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.313 EN FASE FINAL No 8 = 0.313 | | REACCIÓN VERTICAL EN PIE = 10.64 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.075 = (1504.11 kN/m)/(20062.31 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.313 = (666.34 kN/m)/(2125.77 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 95.44 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m *** FINAL DE CÁLCULO ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 19 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 20 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 EN LO QUE SIGUE LOS NÚMEROS DE FASE ESTÁN LAS FASES DE CÁLCULOS (la totalidad de las fases) PARA LAS FASES DE TRABAJOS : ------------------------------------------------------------------- DESPLAZAMIENTO MÁXIMO EN FASE No 4 = 21.17 mm EN FASE FINAL No 8 = 20.61 mm | | | | | | MOMENTO MÁXIMO EN FASE No 4 = 986.26 m.kN/m EN FASE FINAL No 8 = 653.62 m.kN/m | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | ------------------------------------------------------------------- | | | | | | ----------------------------------------------------------------------------- | 92.420 | 0.00 | 0.00 | -240.91 | 0.00 | | PUNTAL/ANCLA | PRECARGA | MÁXIMO | ESTADO FINAL | | 91.920 | -1.51 | 118.88 | -234.18 | 6.34 | ----------------------------------------------------------------------------- | 91.420 | -6.63 | 233.75 | -224.91 | 14.41 | | NÚMERO NIVEL | FASE FUERZA | FASE FUERZA | FASE FUERZA | | 91.019 | -13.37 | 322.19 | -215.62 | 17.98 | | | | | | | 90.618 | -20.34 | 406.57 | -204.67 | 16.21 | | 1 92.42 | 3 0.00 | 7 -240.91 | 8 -184.10 | | 90.216 | -26.15 | 486.21 | -194.72 | 12.79 | | 2 81.50 | 5 0.00 | 6 -633.91 | 8 -609.53 | | 89.815 | -30.63 | 560.47 | -183.67 | 9.55 | | | | | | | 89.414 | -33.83 | 628.65 | -171.50 | 6.44 | | m | kN | kN | kN | | 89.012 | -35.81 | 693.77 | -158.23 | 3.45 | ----------------------------------------------------------------------------- | 88.611 | -36.61 | 754.41 | -143.84 | 0.54 | | 88.210 | -36.29 | 809.06 | -128.34 | 0.00 | | 87.809 | -35.05 | 857.26 | -111.74 | 0.00 | | 87.408 | -33.23 | 898.58 | -94.02 | 0.07 | | 87.006 | -31.18 | 932.56 | -75.19 | 0.39 | | 86.605 | -29.21 | 958.77 | -55.25 | 1.74 | | 86.204 | -27.61 | 976.75 | -34.20 | 25.25 | | 85.802 | -26.66 | 986.06 | -12.04 | 55.36 | | 85.401 | -26.59 | 986.26 | 0.00 | 86.90 | | 85.000 | -27.63 | 976.90 | 0.00 | 119.57 | | 84.562 | -28.64 | 957.08 | 0.00 | 154.51 | | 84.125 | -28.30 | 928.45 | -2.04 | 189.88 | | 83.688 | -26.96 | 890.48 | -3.96 | 225.13 | | 83.250 | -24.92 | 842.68 | -5.25 | 259.61 | | 82.812 | -22.44 | 784.52 | -6.02 | 292.53 | | 82.375 | -19.72 | 715.49 | -6.38 | 322.99 | | 81.938 | -67.20 | 635.07 | -6.43 | 351.08 | | 81.500 | -209.36 | 542.75 | -6.24 | 378.87 | | | -209.36 | 542.75 | -270.50 | 225.01 | | 81.000 | -82.44 | 422.00 | -236.92 | 258.21 | | 80.500 | -8.34 | 284.28 | -201.99 | 292.95 | | 80.000 | -5.87 | 200.92 | -165.72 | 309.20 | | 79.500 | -21.48 | 266.94 | -127.91 | 304.76 | | 79.219 | -105.83 | 295.66 | -105.96 | 294.37 | | 78.938 | -186.67 | 318.13 | -83.54 | 279.82 | | 78.656 | -262.83 | 334.23 | -60.62 | 261.11 | | 78.375 | -333.15 | 343.81 | -37.22 | 238.24 | | 78.094 | -396.45 | 346.74 | -13.33 | 211.22 | | 77.812 | -451.57 | 342.89 | -1.76 | 180.04 | | 77.531 | -497.34 | 332.11 | -1.43 | 144.70 | | 77.250 | -532.58 | 314.27 | -1.10 | 105.20 | | 76.969 | -556.51 | 289.24 | -0.78 | 101.97 | | 76.688 | -569.94 | 256.87 | -0.47 | 128.29 | | 76.406 | -574.04 | 217.03 | -0.73 | 155.09 | | 76.125 | -569.88 | 169.59 | -28.22 | 182.38 | | 75.844 | -558.48 | 114.40 | -52.33 | 210.16 | | 75.562 | -540.73 | 51.33 | -73.38 | 238.42 | | 75.281 | -517.46 | 1.79 | -91.69 | 267.17 | | 75.000 | -489.39 | 1.41 | -107.57 | 296.40 | | 74.500 | -425.02 | 0.76 | -146.25 | 158.15 | | 74.000 | -346.46 | 0.33 | -164.95 | 41.18 | | 73.625 | -283.79 | 0.12 | -167.88 | 0.45 | | 73.250 | -237.90 | 0.00 | -162.70 | 0.25 | | 72.875 | -196.45 | 0.00 | -150.37 | 0.10 | | 72.500 | -145.54 | 0.00 | -141.41 | 0.00 | | 72.125 | -92.94 | 0.00 | -135.77 | 0.00 | | 71.750 | -46.21 | 0.00 | -110.17 | 0.00 | | 71.375 | -12.77 | 0.00 | -64.87 | 0.00 | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | | | | | | ------------------------------------------------------------------- SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.313 EN FASE FINAL No 8 = 0.313 ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 19 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 2 ** PAGE 20 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 EN LO QUE SIGUE LOS NÚMEROS DE FASE ESTÁN LAS FASES DE CÁLCULOS (la totalidad de las fases) PARA LAS FASES DE TRABAJOS : ------------------------------------------------------------------- DESPLAZAMIENTO MÁXIMO EN FASE No 4 = 21.17 mm EN FASE FINAL No 8 = 20.61 mm | | | | | | MOMENTO MÁXIMO EN FASE No 4 = 986.26 m.kN/m EN FASE FINAL No 8 = 653.62 m.kN/m | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | ------------------------------------------------------------------- | | | | | | ----------------------------------------------------------------------------- | 92.420 | 0.00 | 0.00 | -240.91 | 0.00 | | PUNTAL/ANCLA | PRECARGA | MÁXIMO | ESTADO FINAL | | 91.920 | -1.51 | 118.88 | -234.18 | 6.34 | ----------------------------------------------------------------------------- | 91.420 | -6.63 | 233.75 | -224.91 | 14.41 | | NÚMERO NIVEL | FASE FUERZA | FASE FUERZA | FASE FUERZA | | 91.019 | -13.37 | 322.19 | -215.62 | 17.98 | | | | | | | 90.618 | -20.34 | 406.57 | -204.67 | 16.21 | | 1 92.42 | 3 0.00 | 7 -240.91 | 8 -184.10 | | 90.216 | -26.15 | 486.21 | -194.72 | 12.79 | | 2 81.50 | 5 0.00 | 6 -633.91 | 8 -609.53 | | 89.815 | -30.63 | 560.47 | -183.67 | 9.55 | | | | | | | 89.414 | -33.83 | 628.65 | -171.50 | 6.44 | | m | kN | kN | kN | | 89.012 | -35.81 | 693.77 | -158.23 | 3.45 | ----------------------------------------------------------------------------- | 88.611 | -36.61 | 754.41 | -143.84 | 0.54 | | 88.210 | -36.29 | 809.06 | -128.34 | 0.00 | | 87.809 | -35.05 | 857.26 | -111.74 | 0.00 | | 87.408 | -33.23 | 898.58 | -94.02 | 0.07 | | 87.006 | -31.18 | 932.56 | -75.19 | 0.39 | | 86.605 | -29.21 | 958.77 | -55.25 | 1.74 | | 86.204 | -27.61 | 976.75 | -34.20 | 25.25 | | 85.802 | -26.66 | 986.06 | -12.04 | 55.36 | | 85.401 | -26.59 | 986.26 | 0.00 | 86.90 | | 85.000 | -27.63 | 976.90 | 0.00 | 119.57 | | 84.562 | -28.64 | 957.08 | 0.00 | 154.51 | | 84.125 | -28.30 | 928.45 | -2.04 | 189.88 | | 83.688 | -26.96 | 890.48 | -3.96 | 225.13 | | 83.250 | -24.92 | 842.68 | -5.25 | 259.61 | | 82.812 | -22.44 | 784.52 | -6.02 | 292.53 | | 82.375 | -19.72 | 715.49 | -6.38 | 322.99 | | 81.938 | -67.20 | 635.07 | -6.43 | 351.08 | | 81.500 | -209.36 | 542.75 | -6.24 | 378.87 | | | -209.36 | 542.75 | -270.50 | 225.01 | | 81.000 | -82.44 | 422.00 | -236.92 | 258.21 | | 80.500 | -8.34 | 284.28 | -201.99 | 292.95 | | 80.000 | -5.87 | 200.92 | -165.72 | 309.20 | | 79.500 | -21.48 | 266.94 | -127.91 | 304.76 | | 79.219 | -105.83 | 295.66 | -105.96 | 294.37 | | 78.938 | -186.67 | 318.13 | -83.54 | 279.82 | | 78.656 | -262.83 | 334.23 | -60.62 | 261.11 | | 78.375 | -333.15 | 343.81 | -37.22 | 238.24 | | 78.094 | -396.45 | 346.74 | -13.33 | 211.22 | | 77.812 | -451.57 | 342.89 | -1.76 | 180.04 | | 77.531 | -497.34 | 332.11 | -1.43 | 144.70 | | 77.250 | -532.58 | 314.27 | -1.10 | 105.20 | | 76.969 | -556.51 | 289.24 | -0.78 | 101.97 | | 76.688 | -569.94 | 256.87 | -0.47 | 128.29 | | 76.406 | -574.04 | 217.03 | -0.73 | 155.09 | | 76.125 | -569.88 | 169.59 | -28.22 | 182.38 | | 75.844 | -558.48 | 114.40 | -52.33 | 210.16 | | 75.562 | -540.73 | 51.33 | -73.38 | 238.42 | | 75.281 | -517.46 | 1.79 | -91.69 | 267.17 | | 75.000 | -489.39 | 1.41 | -107.57 | 296.40 | | 74.500 | -425.02 | 0.76 | -146.25 | 158.15 | | 74.000 | -346.46 | 0.33 | -164.95 | 41.18 | | 73.625 | -283.79 | 0.12 | -167.88 | 0.45 | | 73.250 | -237.90 | 0.00 | -162.70 | 0.25 | | 72.875 | -196.45 | 0.00 | -150.37 | 0.10 | | 72.500 | -145.54 | 0.00 | -141.41 | 0.00 | | 72.125 | -92.94 | 0.00 | -135.77 | 0.00 | | 71.750 | -46.21 | 0.00 | -110.17 | 0.00 | | 71.375 | -12.77 | 0.00 | -64.87 | 0.00 | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | | | | | | ------------------------------------------------------------------- SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 8 = 0.313 EN FASE FINAL No 8 = 0.313 ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO * SOBRECARGA DE CAQUOT SOBRE SUELO 1 = 10.000 kPa *** DESCRIPCIÓN DE LA PARED : ***** INESTABILIDAD DE SUELO EN NIVEL 93.42 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO SECCIÓN No 1 DE 92.420 m A 71.000 m : 1219276. kN.m2/m 0. kPa/m 0.000 kN/m2 *** DESCRIPCIÓN DE SUELO : *CAPA R CAPA No 1 DE 93.420 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 52.420 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO * SOBRECARGA DE CAQUOT SOBRE SUELO 1 = 10.000 kPa *** DESCRIPCIÓN DE LA PARED : ***** INESTABILIDAD DE SUELO EN NIVEL 93.42 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO SECCIÓN No 1 DE 92.420 m A 71.000 m : 1219276. kN.m2/m 0. kPa/m 0.000 kN/m2 *** DESCRIPCIÓN DE SUELO : *CAPA R CAPA No 1 DE 93.420 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 52.420 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: -1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 91.420 m | | | | | | | 92.420 | 0.17 -0.01 0.00 0.00 | 2 12.43 5.54 18380 | 2 12.97 18380 | | | 91.920 | 0.17 -0.01 0.06 -0.24 | 2 17.39 5.77 18380 | 2 17.83 18380 | | | 91.420 | 0.17 -0.01 0.23 -0.44 | 2 22.35 5.77 18380 | 2 22.69 18380 | | | 91.144 | 0.16 -0.01 0.37 -0.52 | 2 25.09 5.77 18380 | 2 25.37 18380 | | | 90.868 | 0.16 -0.01 0.52 -0.59 | 2 27.83 5.77 18380 | 2 28.05 18380 | | | 90.591 | 0.16 -0.01 0.69 -0.65 | 2 30.57 5.77 18380 | 2 30.74 18380 | | | 90.315 | 0.16 -0.01 0.88 -0.69 | 2 33.31 5.77 18380 | 2 33.42 18380 | | | 90.039 | 0.16 -0.01 1.07 -0.71 | 2 36.05 5.77 18380 | 2 36.10 18380 | | | 89.762 | 0.16 -0.01 1.27 -0.72 | 2 38.79 5.77 18380 | 2 38.78 18380 | | | 89.486 | 0.15 -0.01 1.47 -0.70 | 2 41.54 5.77 18380 | 2 41.46 18380 | | | 89.210 | 0.15 -0.01 1.66 -0.67 | 2 44.28 5.77 18380 | 2 44.14 18380 | | | 88.934 | 0.15 -0.01 1.84 -0.62 | 2 47.03 5.77 18380 | 2 46.81 18380 | | | 88.658 | 0.15 -0.01 2.00 -0.55 | 2 49.78 5.77 18380 | 2 49.48 18380 | | | 88.381 | 0.15 -0.01 2.14 -0.46 | 2 52.54 5.77 18380 | 2 52.15 18380 | | | 88.105 | 0.14 -0.01 2.25 -0.34 | 2 55.29 5.77 18380 | 2 54.82 18380 | | | 87.829 | 0.14 -0.01 2.32 -0.20 | 2 58.05 5.77 18380 | 2 57.49 18380 | | | 87.552 | 0.14 -0.01 2.35 -0.03 | 2 60.81 5.77 18380 | 2 60.15 18380 | | | 87.276 | 0.14 -0.01 2.33 0.17 | 2 63.57 5.77 18380 | 2 62.81 18380 | | | 87.000 | 0.13 -0.01 2.26 0.39 | 2 66.34 5.77 18380 | 2 65.47 18380 | | | 86.500 | 0.13 -0.01 1.94 0.88 | 2 71.35 5.77 18380 | 2 70.27 18380 | | | 86.000 | 0.12 -0.01 1.36 1.47 | 2 76.37 5.77 18380 | 2 75.07 18380 | | | 85.500 | 0.12 -0.01 0.45 2.18 | 2 81.39 5.77 18380 | 2 79.86 18380 | | | 85.000 | 0.11 -0.01 -0.84 3.01 | 2 86.42 5.77 18380 | 2 84.65 18380 | | | | | 2 68.52 4.70 31867 | 2 70.76 31867 | | | 84.688 | 0.10 -0.01 -1.68 2.35 | 2 71.58 4.70 31867 | 2 73.57 31867 | | | 84.375 | 0.10 -0.01 -2.32 1.77 | 2 74.64 4.70 31867 | 2 76.39 31867 | | | 84.062 | 0.10 -0.01 -2.79 1.26 | 2 77.70 4.70 31867 | 2 79.21 31867 | | | 83.750 | 0.09 -0.01 -3.12 0.82 | 2 80.74 4.70 31867 | 2 82.04 31867 | | | 83.438 | 0.09 -0.01 -3.31 0.45 | 2 83.78 4.70 31867 | 2 84.87 31867 | | | 83.125 | 0.09 -0.01 -3.40 0.14 | 2 86.81 4.70 31867 | 2 87.72 31867 | | | 82.812 | 0.09 -0.01 -3.40 -0.12 | 2 89.83 4.70 31867 | 2 90.57 31867 | | | 82.500 | 0.08 -0.01 -3.33 -0.33 | 2 92.85 4.70 31867 | 2 93.44 31867 | | | 82.188 | 0.08 -0.01 -3.20 -0.49 | 2 95.85 4.70 31867 | 2 96.31 31867 | | | 81.875 | 0.08 -0.01 -3.03 -0.62 | 2 98.85 4.70 31867 | 2 99.19 31867 | | | 81.562 | 0.08 0.00 -2.82 -0.71 | 2 101.84 4.70 31867 | 2 102.07 31867 | | | 81.250 | 0.08 0.00 -2.59 -0.77 | 2 104.82 4.70 31867 | 2 104.97 31867 | | | 80.938 | 0.07 0.00 -2.34 -0.80 | 2 107.79 4.70 31867 | 2 107.87 31867 | | | 80.625 | 0.07 0.00 -2.09 -0.82 | 2 110.76 4.70 31867 | 2 110.78 31867 | | | 80.312 | 0.07 0.00 -1.83 -0.81 | 2 113.73 4.70 31867 | 2 113.69 31867 | | | 80.000 | 0.07 0.00 -1.58 -0.80 | 2 116.68 4.70 31867 | 2 116.61 31867 | | | 79.688 | 0.07 0.00 -1.34 -0.77 | 2 119.64 4.70 31867 | 2 119.53 31867 | | | 79.375 | 0.07 0.00 -1.10 -0.73 | 2 122.59 4.70 31867 | 2 122.45 31867 | | | 79.062 | 0.07 0.00 -0.88 -0.68 | 2 125.54 4.70 31867 | 2 125.38 31867 | | | 78.750 | 0.07 0.00 -0.68 -0.63 | 2 128.49 4.70 31867 | 2 128.31 31867 | | | 78.438 | 0.07 0.00 -0.49 -0.57 | 2 131.43 4.70 31867 | 2 131.24 31867 | | | 78.125 | 0.07 0.00 -0.32 -0.51 | 2 134.37 4.70 31867 | 2 134.17 31867 | | | 77.812 | 0.07 0.00 -0.17 -0.45 | 2 137.32 4.70 31867 | 2 137.11 31867 | | | 77.500 | 0.07 0.00 -0.04 -0.38 | 2 140.26 4.70 31867 | 2 140.04 31867 | | | 77.188 | 0.07 0.00 0.07 -0.31 | 2 143.20 4.70 31867 | 2 142.97 31867 | | | 76.875 | 0.07 0.00 0.15 -0.24 | 2 146.14 4.70 31867 | 2 145.91 31867 | | | 76.562 | 0.07 0.00 0.22 -0.16 | 2 149.09 4.70 31867 | 2 148.84 31867 | | | 76.250 | 0.07 0.00 0.26 -0.09 | 2 152.03 4.70 31867 | 2 151.78 31867 | | | 75.938 | 0.07 0.00 0.27 -0.01 | 2 154.97 4.70 31867 | 2 154.71 31867 | | | 75.625 | 0.07 0.00 0.26 0.08 | 2 157.92 4.70 31867 | 2 157.64 31867 | | | 75.312 | 0.07 0.00 0.22 0.17 | 2 160.86 4.70 31867 | 2 160.57 31867 | | | 75.000 | 0.07 0.00 0.15 0.26 | 2 163.81 4.70 31867 | 2 163.50 31867 | | | | | 2 200.91 5.77 43373 | 2 201.11 43373 | | | 74.500 | 0.07 0.00 0.05 0.17 | 2 208.14 5.77 43373 | 2 208.31 43373 | | | 74.000 | 0.07 0.00 -0.02 0.09 | 2 215.38 5.77 43373 | 2 215.51 43373 | | | 73.625 | 0.07 0.00 -0.04 0.05 | 2 220.80 5.77 43373 | 2 220.91 43373 | | | 73.250 | 0.07 0.00 -0.05 0.01 | 2 226.23 5.77 43373 | 2 226.31 43373 | | | 72.875 | 0.07 0.00 -0.05 -0.02 | 2 231.66 5.77 43373 | 2 231.71 43373 | | | 72.500 | 0.07 0.00 -0.04 -0.03 | 2 237.08 5.77 43373 | 2 237.11 43373 | | | 72.125 | 0.07 0.00 -0.03 -0.04 | 2 242.51 5.77 43373 | 2 242.51 43373 | | | 71.750 | 0.07 0.00 -0.02 -0.03 | 2 247.93 5.77 43373 | 2 247.91 43373 | | | 71.375 | 0.07 0.00 0.00 -0.02 | 2 253.36 5.77 43373 | 2 253.31 43373 | | | 71.000 | 0.07 0.00 0.00 0.00 | 2 258.78 5.77 43373 | 2 258.71 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -3.40 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : CONFIGURACIÓN INCOMPATIBLE ! POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 92.420 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.122 = (2450.43 kN/m)/(20062.30 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 112.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: -1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 91.420 m | | | | | | | 92.420 | 0.17 -0.01 0.00 0.00 | 2 12.43 5.54 18380 | 2 12.97 18380 | | | 91.920 | 0.17 -0.01 0.06 -0.24 | 2 17.39 5.77 18380 | 2 17.83 18380 | | | 91.420 | 0.17 -0.01 0.23 -0.44 | 2 22.35 5.77 18380 | 2 22.69 18380 | | | 91.144 | 0.16 -0.01 0.37 -0.52 | 2 25.09 5.77 18380 | 2 25.37 18380 | | | 90.868 | 0.16 -0.01 0.52 -0.59 | 2 27.83 5.77 18380 | 2 28.05 18380 | | | 90.591 | 0.16 -0.01 0.69 -0.65 | 2 30.57 5.77 18380 | 2 30.74 18380 | | | 90.315 | 0.16 -0.01 0.88 -0.69 | 2 33.31 5.77 18380 | 2 33.42 18380 | | | 90.039 | 0.16 -0.01 1.07 -0.71 | 2 36.05 5.77 18380 | 2 36.10 18380 | | | 89.762 | 0.16 -0.01 1.27 -0.72 | 2 38.79 5.77 18380 | 2 38.78 18380 | | | 89.486 | 0.15 -0.01 1.47 -0.70 | 2 41.54 5.77 18380 | 2 41.46 18380 | | | 89.210 | 0.15 -0.01 1.66 -0.67 | 2 44.28 5.77 18380 | 2 44.14 18380 | | | 88.934 | 0.15 -0.01 1.84 -0.62 | 2 47.03 5.77 18380 | 2 46.81 18380 | | | 88.658 | 0.15 -0.01 2.00 -0.55 | 2 49.78 5.77 18380 | 2 49.48 18380 | | | 88.381 | 0.15 -0.01 2.14 -0.46 | 2 52.54 5.77 18380 | 2 52.15 18380 | | | 88.105 | 0.14 -0.01 2.25 -0.34 | 2 55.29 5.77 18380 | 2 54.82 18380 | | | 87.829 | 0.14 -0.01 2.32 -0.20 | 2 58.05 5.77 18380 | 2 57.49 18380 | | | 87.552 | 0.14 -0.01 2.35 -0.03 | 2 60.81 5.77 18380 | 2 60.15 18380 | | | 87.276 | 0.14 -0.01 2.33 0.17 | 2 63.57 5.77 18380 | 2 62.81 18380 | | | 87.000 | 0.13 -0.01 2.26 0.39 | 2 66.34 5.77 18380 | 2 65.47 18380 | | | 86.500 | 0.13 -0.01 1.94 0.88 | 2 71.35 5.77 18380 | 2 70.27 18380 | | | 86.000 | 0.12 -0.01 1.36 1.47 | 2 76.37 5.77 18380 | 2 75.07 18380 | | | 85.500 | 0.12 -0.01 0.45 2.18 | 2 81.39 5.77 18380 | 2 79.86 18380 | | | 85.000 | 0.11 -0.01 -0.84 3.01 | 2 86.42 5.77 18380 | 2 84.65 18380 | | | | | 2 68.52 4.70 31867 | 2 70.76 31867 | | | 84.688 | 0.10 -0.01 -1.68 2.35 | 2 71.58 4.70 31867 | 2 73.57 31867 | | | 84.375 | 0.10 -0.01 -2.32 1.77 | 2 74.64 4.70 31867 | 2 76.39 31867 | | | 84.062 | 0.10 -0.01 -2.79 1.26 | 2 77.70 4.70 31867 | 2 79.21 31867 | | | 83.750 | 0.09 -0.01 -3.12 0.82 | 2 80.74 4.70 31867 | 2 82.04 31867 | | | 83.438 | 0.09 -0.01 -3.31 0.45 | 2 83.78 4.70 31867 | 2 84.87 31867 | | | 83.125 | 0.09 -0.01 -3.40 0.14 | 2 86.81 4.70 31867 | 2 87.72 31867 | | | 82.812 | 0.09 -0.01 -3.40 -0.12 | 2 89.83 4.70 31867 | 2 90.57 31867 | | | 82.500 | 0.08 -0.01 -3.33 -0.33 | 2 92.85 4.70 31867 | 2 93.44 31867 | | | 82.188 | 0.08 -0.01 -3.20 -0.49 | 2 95.85 4.70 31867 | 2 96.31 31867 | | | 81.875 | 0.08 -0.01 -3.03 -0.62 | 2 98.85 4.70 31867 | 2 99.19 31867 | | | 81.562 | 0.08 0.00 -2.82 -0.71 | 2 101.84 4.70 31867 | 2 102.07 31867 | | | 81.250 | 0.08 0.00 -2.59 -0.77 | 2 104.82 4.70 31867 | 2 104.97 31867 | | | 80.938 | 0.07 0.00 -2.34 -0.80 | 2 107.79 4.70 31867 | 2 107.87 31867 | | | 80.625 | 0.07 0.00 -2.09 -0.82 | 2 110.76 4.70 31867 | 2 110.78 31867 | | | 80.312 | 0.07 0.00 -1.83 -0.81 | 2 113.73 4.70 31867 | 2 113.69 31867 | | | 80.000 | 0.07 0.00 -1.58 -0.80 | 2 116.68 4.70 31867 | 2 116.61 31867 | | | 79.688 | 0.07 0.00 -1.34 -0.77 | 2 119.64 4.70 31867 | 2 119.53 31867 | | | 79.375 | 0.07 0.00 -1.10 -0.73 | 2 122.59 4.70 31867 | 2 122.45 31867 | | | 79.062 | 0.07 0.00 -0.88 -0.68 | 2 125.54 4.70 31867 | 2 125.38 31867 | | | 78.750 | 0.07 0.00 -0.68 -0.63 | 2 128.49 4.70 31867 | 2 128.31 31867 | | | 78.438 | 0.07 0.00 -0.49 -0.57 | 2 131.43 4.70 31867 | 2 131.24 31867 | | | 78.125 | 0.07 0.00 -0.32 -0.51 | 2 134.37 4.70 31867 | 2 134.17 31867 | | | 77.812 | 0.07 0.00 -0.17 -0.45 | 2 137.32 4.70 31867 | 2 137.11 31867 | | | 77.500 | 0.07 0.00 -0.04 -0.38 | 2 140.26 4.70 31867 | 2 140.04 31867 | | | 77.188 | 0.07 0.00 0.07 -0.31 | 2 143.20 4.70 31867 | 2 142.97 31867 | | | 76.875 | 0.07 0.00 0.15 -0.24 | 2 146.14 4.70 31867 | 2 145.91 31867 | | | 76.562 | 0.07 0.00 0.22 -0.16 | 2 149.09 4.70 31867 | 2 148.84 31867 | | | 76.250 | 0.07 0.00 0.26 -0.09 | 2 152.03 4.70 31867 | 2 151.78 31867 | | | 75.938 | 0.07 0.00 0.27 -0.01 | 2 154.97 4.70 31867 | 2 154.71 31867 | | | 75.625 | 0.07 0.00 0.26 0.08 | 2 157.92 4.70 31867 | 2 157.64 31867 | | | 75.312 | 0.07 0.00 0.22 0.17 | 2 160.86 4.70 31867 | 2 160.57 31867 | | | 75.000 | 0.07 0.00 0.15 0.26 | 2 163.81 4.70 31867 | 2 163.50 31867 | | | | | 2 200.91 5.77 43373 | 2 201.11 43373 | | | 74.500 | 0.07 0.00 0.05 0.17 | 2 208.14 5.77 43373 | 2 208.31 43373 | | | 74.000 | 0.07 0.00 -0.02 0.09 | 2 215.38 5.77 43373 | 2 215.51 43373 | | | 73.625 | 0.07 0.00 -0.04 0.05 | 2 220.80 5.77 43373 | 2 220.91 43373 | | | 73.250 | 0.07 0.00 -0.05 0.01 | 2 226.23 5.77 43373 | 2 226.31 43373 | | | 72.875 | 0.07 0.00 -0.05 -0.02 | 2 231.66 5.77 43373 | 2 231.71 43373 | | | 72.500 | 0.07 0.00 -0.04 -0.03 | 2 237.08 5.77 43373 | 2 237.11 43373 | | | 72.125 | 0.07 0.00 -0.03 -0.04 | 2 242.51 5.77 43373 | 2 242.51 43373 | | | 71.750 | 0.07 0.00 -0.02 -0.03 | 2 247.93 5.77 43373 | 2 247.91 43373 | | | 71.375 | 0.07 0.00 0.00 -0.02 | 2 253.36 5.77 43373 | 2 253.31 43373 | | | 71.000 | 0.07 0.00 0.00 0.00 | 2 258.78 5.77 43373 | 2 258.71 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.17 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -3.40 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : CONFIGURACIÓN INCOMPATIBLE ! POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 92.420 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.122 = (2450.43 kN/m)/(20062.30 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 112.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *FORJADO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 92.420 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.71 -0.23 0.00 0.00 | 1 10.96 4.06 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | 91.920 | 1.60 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | PRECARGA = 0.000 kN | 91.420 | 1.48 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | CONEXIÓN BILATERAL | 91.144 | 1.42 -0.23 -11.13 17.64 -0.29 | 1 19.76 4.06 18380 | 3 14.25 18380 | | | 90.868 | 1.36 -0.22 -16.06 17.45 -1.15 | 1 21.67 4.06 18380 | 3 28.51 18380 | | | 90.591 | 1.30 -0.22 -20.60 15.35 -1.92 | 1 23.58 4.06 18380 | 2 31.98 18380 | | | 90.315 | 1.24 -0.21 -24.52 13.07 -2.19 | 1 25.48 4.06 18380 | 2 33.59 18380 | | | 90.039 | 1.18 -0.21 -27.83 10.87 -2.28 | 1 27.39 4.06 18380 | 2 35.23 18380 | | | 89.762 | 1.12 -0.20 -30.53 8.73 -2.33 | 1 29.29 4.06 18380 | 2 36.90 18380 | | | 89.486 | 1.07 -0.19 -32.66 6.66 -2.35 | 1 31.20 4.06 18380 | 2 38.61 18380 | | | 89.210 | 1.02 -0.19 -34.22 4.64 -2.36 | 1 33.11 4.06 18380 | 2 40.35 18380 | | | 88.934 | 0.96 -0.18 -35.22 2.65 -2.36 | 1 35.01 4.06 18380 | 2 42.13 18380 | | | 88.658 | 0.92 -0.17 -35.68 0.70 -2.37 | 1 36.92 4.06 18380 | 2 43.96 18380 | | | 88.381 | 0.87 -0.16 -35.61 -1.19 -2.37 | 2 39.24 4.47 18380 | 2 45.82 18380 | | | 88.105 | 0.83 -0.15 -35.05 -2.78 -2.37 | 2 42.75 5.77 18380 | 2 47.73 18380 | | | 87.829 | 0.78 -0.15 -34.11 -3.95 -2.37 | 2 46.23 5.77 18380 | 2 49.68 18380 | | | 87.552 | 0.75 -0.14 -32.91 -4.70 -2.37 | 2 49.67 5.77 18380 | 2 51.66 18380 | | | 87.276 | 0.71 -0.13 -31.55 -5.06 -2.37 | 2 53.07 5.77 18380 | 2 53.68 18380 | | | 87.000 | 0.67 -0.12 -30.15 -5.05 -2.37 | 2 56.43 5.77 18380 | 2 55.74 18380 | | | 86.500 | 0.61 -0.11 -27.80 -4.16 -2.37 | 2 62.43 5.77 18380 | 2 59.56 18380 | | | 86.000 | 0.56 -0.10 -26.16 -2.23 -2.37 | 2 68.33 5.77 18380 | 2 63.48 18380 | | | 85.500 | 0.51 -0.09 -25.73 0.64 -2.37 | 2 74.12 5.77 18380 | 2 67.50 18380 | | | 85.000 | 0.47 -0.08 -26.94 4.35 -2.37 | 2 79.82 5.77 18380 | 2 71.61 18380 | | | | | 2 57.08 4.70 31867 | 2 66.21 31867 | | | 84.688 | 0.44 -0.07 -27.88 1.73 -2.37 | 2 60.79 4.70 31867 | 2 68.38 31867 | | | 84.375 | 0.42 -0.07 -28.07 -0.42 -2.37 | 2 64.42 4.70 31867 | 2 70.62 31867 | | | 84.062 | 0.40 -0.06 -27.65 -2.17 -2.37 | 2 67.99 4.70 31867 | 2 72.93 31867 | | | 83.750 | 0.38 -0.05 -26.75 -3.54 -2.37 | 2 71.48 4.70 31867 | 2 75.32 31867 | | | 83.438 | 0.37 -0.05 -25.48 -4.59 -2.37 | 2 74.91 4.70 31867 | 2 77.77 31867 | | | 83.125 | 0.36 -0.04 -23.92 -5.35 -2.37 | 2 78.27 4.70 31867 | 2 80.28 31867 | | | 82.812 | 0.34 -0.03 -22.16 -5.86 -2.37 | 2 81.57 4.70 31867 | 2 82.86 31867 | | | 82.500 | 0.34 -0.03 -20.27 -6.17 -2.37 | 2 84.81 4.70 31867 | 2 85.49 31867 | | | 82.188 | 0.33 -0.02 -18.32 -6.31 -2.37 | 2 88.00 4.70 31867 | 2 88.18 31867 | | | 81.875 | 0.32 -0.02 -16.35 -6.30 -2.37 | 2 91.14 4.70 31867 | 2 90.91 31867 | | | 81.562 | 0.32 -0.01 -14.40 -6.17 -2.37 | 2 94.25 4.70 31867 | 2 93.68 31867 | | | 81.250 | 0.31 -0.01 -12.50 -5.95 -2.37 | 2 97.31 4.70 31867 | 2 96.49 31867 | | | 80.938 | 0.31 -0.01 -10.68 -5.67 -2.37 | 2 100.35 4.70 31867 | 2 99.33 31867 | | | 80.625 | 0.31 -0.01 -8.96 -5.33 -2.37 | 2 103.35 4.70 31867 | 2 102.20 31867 | | | 80.312 | 0.30 0.00 -7.35 -4.95 -2.37 | 2 106.34 4.70 31867 | 2 105.09 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.56 -2.37 | 2 109.30 4.70 31867 | 2 108.00 31867 | | | 79.688 | 0.30 0.00 -4.51 -4.15 -2.37 | 2 112.25 4.70 31867 | 2 110.93 31867 | | | 79.375 | 0.30 0.00 -3.28 -3.73 -2.37 | 2 115.19 4.70 31867 | 2 113.87 31867 | | | 79.062 | 0.30 0.00 -2.18 -3.32 -2.37 | 2 118.12 4.70 31867 | 2 116.81 31867 | | | 78.750 | 0.30 0.00 -1.20 -2.92 -2.37 | 2 121.05 4.70 31867 | 2 119.76 31867 | | | 78.438 | 0.30 0.00 -0.35 -2.52 -2.37 | 2 123.97 4.70 31867 | 2 122.72 31867 | | | 78.125 | 0.31 0.00 0.37 -2.13 -2.37 | 2 126.89 4.70 31867 | 2 125.67 31867 | | | 77.812 | 0.31 0.00 0.98 -1.76 -2.37 | 2 129.81 4.70 31867 | 2 128.63 31867 | | | 77.500 | 0.31 0.00 1.48 -1.39 -2.37 | 2 132.74 4.70 31867 | 2 131.58 31867 | | | 77.188 | 0.31 0.00 1.86 -1.04 -2.37 | 2 135.66 4.70 31867 | 2 134.53 31867 | | | 76.875 | 0.31 0.00 2.12 -0.68 -2.37 | 2 138.60 4.70 31867 | 2 137.47 31867 | | | 76.562 | 0.31 0.00 2.28 -0.33 -2.37 | 2 141.53 4.70 31867 | 2 140.41 31867 | | | 76.250 | 0.31 0.00 2.33 0.02 -2.37 | 2 144.48 4.70 31867 | 2 143.34 31867 | | | 75.938 | 0.31 0.00 2.27 0.38 -2.37 | 2 147.43 4.70 31867 | 2 146.27 31867 | | | 75.625 | 0.31 0.00 2.09 0.75 -2.37 | 2 150.38 4.70 31867 | 2 149.19 31867 | | | 75.312 | 0.31 0.00 1.80 1.13 -2.37 | 2 153.34 4.70 31867 | 2 152.10 31867 | | | 75.000 | 0.30 0.00 1.39 1.52 -2.37 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.74 1.06 -2.37 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.31 0.68 -2.37 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.10 0.44 -2.37 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.02 0.24 -2.37 | 2 216.22 5.77 43373 | 2 216.68 43373 | | | 72.875 | 0.30 0.00 -0.08 0.09 -2.37 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.10 -0.01 -2.37 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.08 -2.37 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.05 -0.09 -2.37 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.37 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.37 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.71 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -35.68 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.37 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : NIVEL MÁS ALTO CON PRESIÓN DIFERENCIAL CERO ZA = 91.020 m NIVEL DE APLICACIÓN DE LA FUERZA CONCENTRADA ZB = 89.180 m FUERZA CONCENTRADA QUE SIMULA EL EFECTO DE L'EMPOTRAMIENTO MÍNIMO = 57.693 kN/m Pie de la pared a ZD = 71.000 m (ZA-ZD)/(ZA-ZB) = 10.880 POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 87.145 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.112 = (2109.20 kN/m)/(18912.35 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *FORJADO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 92.420 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.71 -0.23 0.00 0.00 | 1 10.96 4.06 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | 91.920 | 1.60 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | PRECARGA = 0.000 kN | 91.420 | 1.48 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | CONEXIÓN BILATERAL | 91.144 | 1.42 -0.23 -11.13 17.64 -0.29 | 1 19.76 4.06 18380 | 3 14.25 18380 | | | 90.868 | 1.36 -0.22 -16.06 17.45 -1.15 | 1 21.67 4.06 18380 | 3 28.51 18380 | | | 90.591 | 1.30 -0.22 -20.60 15.35 -1.92 | 1 23.58 4.06 18380 | 2 31.98 18380 | | | 90.315 | 1.24 -0.21 -24.52 13.07 -2.19 | 1 25.48 4.06 18380 | 2 33.59 18380 | | | 90.039 | 1.18 -0.21 -27.83 10.87 -2.28 | 1 27.39 4.06 18380 | 2 35.23 18380 | | | 89.762 | 1.12 -0.20 -30.53 8.73 -2.33 | 1 29.29 4.06 18380 | 2 36.90 18380 | | | 89.486 | 1.07 -0.19 -32.66 6.66 -2.35 | 1 31.20 4.06 18380 | 2 38.61 18380 | | | 89.210 | 1.02 -0.19 -34.22 4.64 -2.36 | 1 33.11 4.06 18380 | 2 40.35 18380 | | | 88.934 | 0.96 -0.18 -35.22 2.65 -2.36 | 1 35.01 4.06 18380 | 2 42.13 18380 | | | 88.658 | 0.92 -0.17 -35.68 0.70 -2.37 | 1 36.92 4.06 18380 | 2 43.96 18380 | | | 88.381 | 0.87 -0.16 -35.61 -1.19 -2.37 | 2 39.24 4.47 18380 | 2 45.82 18380 | | | 88.105 | 0.83 -0.15 -35.05 -2.78 -2.37 | 2 42.75 5.77 18380 | 2 47.73 18380 | | | 87.829 | 0.78 -0.15 -34.11 -3.95 -2.37 | 2 46.23 5.77 18380 | 2 49.68 18380 | | | 87.552 | 0.75 -0.14 -32.91 -4.70 -2.37 | 2 49.67 5.77 18380 | 2 51.66 18380 | | | 87.276 | 0.71 -0.13 -31.55 -5.06 -2.37 | 2 53.07 5.77 18380 | 2 53.68 18380 | | | 87.000 | 0.67 -0.12 -30.15 -5.05 -2.37 | 2 56.43 5.77 18380 | 2 55.74 18380 | | | 86.500 | 0.61 -0.11 -27.80 -4.16 -2.37 | 2 62.43 5.77 18380 | 2 59.56 18380 | | | 86.000 | 0.56 -0.10 -26.16 -2.23 -2.37 | 2 68.33 5.77 18380 | 2 63.48 18380 | | | 85.500 | 0.51 -0.09 -25.73 0.64 -2.37 | 2 74.12 5.77 18380 | 2 67.50 18380 | | | 85.000 | 0.47 -0.08 -26.94 4.35 -2.37 | 2 79.82 5.77 18380 | 2 71.61 18380 | | | | | 2 57.08 4.70 31867 | 2 66.21 31867 | | | 84.688 | 0.44 -0.07 -27.88 1.73 -2.37 | 2 60.79 4.70 31867 | 2 68.38 31867 | | | 84.375 | 0.42 -0.07 -28.07 -0.42 -2.37 | 2 64.42 4.70 31867 | 2 70.62 31867 | | | 84.062 | 0.40 -0.06 -27.65 -2.17 -2.37 | 2 67.99 4.70 31867 | 2 72.93 31867 | | | 83.750 | 0.38 -0.05 -26.75 -3.54 -2.37 | 2 71.48 4.70 31867 | 2 75.32 31867 | | | 83.438 | 0.37 -0.05 -25.48 -4.59 -2.37 | 2 74.91 4.70 31867 | 2 77.77 31867 | | | 83.125 | 0.36 -0.04 -23.92 -5.35 -2.37 | 2 78.27 4.70 31867 | 2 80.28 31867 | | | 82.812 | 0.34 -0.03 -22.16 -5.86 -2.37 | 2 81.57 4.70 31867 | 2 82.86 31867 | | | 82.500 | 0.34 -0.03 -20.27 -6.17 -2.37 | 2 84.81 4.70 31867 | 2 85.49 31867 | | | 82.188 | 0.33 -0.02 -18.32 -6.31 -2.37 | 2 88.00 4.70 31867 | 2 88.18 31867 | | | 81.875 | 0.32 -0.02 -16.35 -6.30 -2.37 | 2 91.14 4.70 31867 | 2 90.91 31867 | | | 81.562 | 0.32 -0.01 -14.40 -6.17 -2.37 | 2 94.25 4.70 31867 | 2 93.68 31867 | | | 81.250 | 0.31 -0.01 -12.50 -5.95 -2.37 | 2 97.31 4.70 31867 | 2 96.49 31867 | | | 80.938 | 0.31 -0.01 -10.68 -5.67 -2.37 | 2 100.35 4.70 31867 | 2 99.33 31867 | | | 80.625 | 0.31 -0.01 -8.96 -5.33 -2.37 | 2 103.35 4.70 31867 | 2 102.20 31867 | | | 80.312 | 0.30 0.00 -7.35 -4.95 -2.37 | 2 106.34 4.70 31867 | 2 105.09 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.56 -2.37 | 2 109.30 4.70 31867 | 2 108.00 31867 | | | 79.688 | 0.30 0.00 -4.51 -4.15 -2.37 | 2 112.25 4.70 31867 | 2 110.93 31867 | | | 79.375 | 0.30 0.00 -3.28 -3.73 -2.37 | 2 115.19 4.70 31867 | 2 113.87 31867 | | | 79.062 | 0.30 0.00 -2.18 -3.32 -2.37 | 2 118.12 4.70 31867 | 2 116.81 31867 | | | 78.750 | 0.30 0.00 -1.20 -2.92 -2.37 | 2 121.05 4.70 31867 | 2 119.76 31867 | | | 78.438 | 0.30 0.00 -0.35 -2.52 -2.37 | 2 123.97 4.70 31867 | 2 122.72 31867 | | | 78.125 | 0.31 0.00 0.37 -2.13 -2.37 | 2 126.89 4.70 31867 | 2 125.67 31867 | | | 77.812 | 0.31 0.00 0.98 -1.76 -2.37 | 2 129.81 4.70 31867 | 2 128.63 31867 | | | 77.500 | 0.31 0.00 1.48 -1.39 -2.37 | 2 132.74 4.70 31867 | 2 131.58 31867 | | | 77.188 | 0.31 0.00 1.86 -1.04 -2.37 | 2 135.66 4.70 31867 | 2 134.53 31867 | | | 76.875 | 0.31 0.00 2.12 -0.68 -2.37 | 2 138.60 4.70 31867 | 2 137.47 31867 | | | 76.562 | 0.31 0.00 2.28 -0.33 -2.37 | 2 141.53 4.70 31867 | 2 140.41 31867 | | | 76.250 | 0.31 0.00 2.33 0.02 -2.37 | 2 144.48 4.70 31867 | 2 143.34 31867 | | | 75.938 | 0.31 0.00 2.27 0.38 -2.37 | 2 147.43 4.70 31867 | 2 146.27 31867 | | | 75.625 | 0.31 0.00 2.09 0.75 -2.37 | 2 150.38 4.70 31867 | 2 149.19 31867 | | | 75.312 | 0.31 0.00 1.80 1.13 -2.37 | 2 153.34 4.70 31867 | 2 152.10 31867 | | | 75.000 | 0.30 0.00 1.39 1.52 -2.37 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.74 1.06 -2.37 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.31 0.68 -2.37 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.10 0.44 -2.37 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.02 0.24 -2.37 | 2 216.22 5.77 43373 | 2 216.68 43373 | | | 72.875 | 0.30 0.00 -0.08 0.09 -2.37 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.10 -0.01 -2.37 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.08 -2.37 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.05 -0.09 -2.37 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.37 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.37 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.71 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -35.68 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.37 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PARED DE VOLADIZIO PROPORCIONES DE SEGURIDAD SOBRE EL EMPOTRAMIENTO (Según NF P94 282 para FRANCIA) : NIVEL MÁS ALTO CON PRESIÓN DIFERENCIAL CERO ZA = 91.020 m NIVEL DE APLICACIÓN DE LA FUERZA CONCENTRADA ZB = 89.180 m FUERZA CONCENTRADA QUE SIMULA EL EFECTO DE L'EMPOTRAMIENTO MÍNIMO = 57.693 kN/m Pie de la pared a ZD = 71.000 m (ZA-ZD)/(ZA-ZB) = 10.880 POR LA ZONA APOYADA : DESDE EL NIVEL DE GIRO 87.145 m HASTA EL NIVEL 71.000 m PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.112 = (2109.20 kN/m)/(18912.35 kN/m) SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 7 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 8 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 3 -------------------------------------------------------------------------------------------------------------------- ** FASE No 4 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 86.000 m | | | | | | | 92.420 | 1.71 -0.23 0.00 0.00 | 1 10.96 18380 | 0 | | | | | 1 10.96 4.06 18380 | 0 | 1 0.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 85.000 m | 91.920 | 1.60 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 1.48 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | | 91.144 | 1.42 -0.23 -11.13 17.64 -0.29 | 1 19.76 4.06 18380 | 3 14.25 18380 | | | 90.868 | 1.36 -0.22 -16.06 17.45 -1.15 | 1 21.67 4.06 18380 | 3 28.51 18380 | | | 90.591 | 1.30 -0.22 -20.60 15.35 -1.92 | 1 23.58 4.06 18380 | 2 31.98 18380 | | | 90.315 | 1.24 -0.21 -24.52 13.07 -2.19 | 1 25.48 4.06 18380 | 2 33.59 18380 | | | 90.039 | 1.18 -0.21 -27.83 10.87 -2.28 | 1 27.39 4.06 18380 | 2 35.23 18380 | | | 89.762 | 1.12 -0.20 -30.53 8.73 -2.33 | 1 29.29 4.06 18380 | 2 36.90 18380 | | | 89.486 | 1.07 -0.19 -32.66 6.66 -2.35 | 1 31.20 4.06 18380 | 2 38.61 18380 | | | 89.210 | 1.02 -0.19 -34.22 4.64 -2.36 | 1 33.11 4.06 18380 | 2 40.35 18380 | | | 88.934 | 0.96 -0.18 -35.22 2.65 -2.36 | 1 35.01 4.06 18380 | 2 42.13 18380 | | | 88.658 | 0.92 -0.17 -35.68 0.70 -2.37 | 1 36.92 4.06 18380 | 2 43.96 18380 | | | 88.381 | 0.87 -0.16 -35.61 -1.19 -2.37 | 2 39.24 4.47 18380 | 2 45.82 18380 | | | 88.105 | 0.83 -0.15 -35.05 -2.78 -2.37 | 2 42.75 5.77 18380 | 2 47.73 18380 | | | 87.829 | 0.78 -0.15 -34.11 -3.95 -2.37 | 2 46.23 5.77 18380 | 2 49.68 18380 | | | 87.552 | 0.75 -0.14 -32.91 -4.70 -2.37 | 2 49.67 5.77 18380 | 2 51.66 18380 | | | 87.276 | 0.71 -0.13 -31.55 -5.06 -2.37 | 2 53.07 5.77 18380 | 2 53.68 18380 | | | 87.000 | 0.67 -0.12 -30.15 -5.05 -2.37 | 2 56.43 5.77 18380 | 2 55.74 18380 | | | 86.500 | 0.61 -0.11 -27.80 -4.16 -2.37 | 2 62.43 5.77 18380 | 2 59.56 18380 | | | 86.000 | 0.56 -0.10 -26.16 -2.23 -2.37 | 2 68.33 5.77 18380 | 2 63.48 18380 | | | 85.500 | 0.51 -0.09 -25.73 0.64 -2.37 | 2 74.12 5.77 18380 | 2 67.50 18380 | | | 85.000 | 0.47 -0.08 -26.94 4.35 -2.37 | 2 79.82 5.77 18380 | 2 71.61 18380 | | | | | 2 57.08 4.70 31867 | 2 66.21 31867 | | | 84.688 | 0.44 -0.07 -27.88 1.73 -2.37 | 2 60.79 4.70 31867 | 2 68.38 31867 | | | 84.375 | 0.42 -0.07 -28.07 -0.42 -2.37 | 2 64.42 4.70 31867 | 2 70.62 31867 | | | 84.062 | 0.40 -0.06 -27.65 -2.17 -2.37 | 2 67.99 4.70 31867 | 2 72.93 31867 | | | 83.750 | 0.38 -0.05 -26.75 -3.54 -2.37 | 2 71.48 4.70 31867 | 2 75.32 31867 | | | 83.438 | 0.37 -0.05 -25.48 -4.59 -2.37 | 2 74.91 4.70 31867 | 2 77.77 31867 | | | 83.125 | 0.36 -0.04 -23.92 -5.35 -2.37 | 2 78.27 4.70 31867 | 2 80.28 31867 | | | 82.812 | 0.34 -0.03 -22.16 -5.86 -2.37 | 2 81.57 4.70 31867 | 2 82.86 31867 | | | 82.500 | 0.34 -0.03 -20.27 -6.17 -2.37 | 2 84.81 4.70 31867 | 2 85.49 31867 | | | 82.188 | 0.33 -0.02 -18.32 -6.31 -2.37 | 2 88.00 4.70 31867 | 2 88.18 31867 | | | 81.875 | 0.32 -0.02 -16.35 -6.30 -2.37 | 2 91.14 4.70 31867 | 2 90.91 31867 | | | 81.562 | 0.32 -0.01 -14.40 -6.17 -2.37 | 2 94.25 4.70 31867 | 2 93.68 31867 | | | 81.250 | 0.31 -0.01 -12.50 -5.95 -2.37 | 2 97.31 4.70 31867 | 2 96.49 31867 | | | 80.938 | 0.31 -0.01 -10.68 -5.67 -2.37 | 2 100.35 4.70 31867 | 2 99.33 31867 | | | 80.625 | 0.31 -0.01 -8.96 -5.33 -2.37 | 2 103.35 4.70 31867 | 2 102.20 31867 | | | 80.312 | 0.30 0.00 -7.35 -4.95 -2.37 | 2 106.34 4.70 31867 | 2 105.09 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.56 -2.37 | 2 109.30 4.70 31867 | 2 108.00 31867 | | | 79.688 | 0.30 0.00 -4.51 -4.15 -2.37 | 2 112.25 4.70 31867 | 2 110.93 31867 | | | 79.375 | 0.30 0.00 -3.28 -3.73 -2.37 | 2 115.19 4.70 31867 | 2 113.87 31867 | | | 79.062 | 0.30 0.00 -2.18 -3.32 -2.37 | 2 118.12 4.70 31867 | 2 116.81 31867 | | | 78.750 | 0.30 0.00 -1.20 -2.92 -2.37 | 2 121.05 4.70 31867 | 2 119.76 31867 | | | 78.438 | 0.30 0.00 -0.35 -2.52 -2.37 | 2 123.97 4.70 31867 | 2 122.72 31867 | | | 78.125 | 0.31 0.00 0.37 -2.13 -2.37 | 2 126.89 4.70 31867 | 2 125.67 31867 | | | 77.812 | 0.31 0.00 0.98 -1.76 -2.37 | 2 129.81 4.70 31867 | 2 128.63 31867 | | | 77.500 | 0.31 0.00 1.48 -1.39 -2.37 | 2 132.74 4.70 31867 | 2 131.58 31867 | | | 77.188 | 0.31 0.00 1.86 -1.04 -2.37 | 2 135.66 4.70 31867 | 2 134.53 31867 | | | 76.875 | 0.31 0.00 2.12 -0.68 -2.37 | 2 138.60 4.70 31867 | 2 137.47 31867 | | | 76.562 | 0.31 0.00 2.28 -0.33 -2.37 | 2 141.53 4.70 31867 | 2 140.41 31867 | | | 76.250 | 0.31 0.00 2.33 0.02 -2.37 | 2 144.48 4.70 31867 | 2 143.34 31867 | | | 75.938 | 0.31 0.00 2.27 0.38 -2.37 | 2 147.43 4.70 31867 | 2 146.27 31867 | | | 75.625 | 0.31 0.00 2.09 0.75 -2.37 | 2 150.38 4.70 31867 | 2 149.19 31867 | | | 75.312 | 0.31 0.00 1.80 1.13 -2.37 | 2 153.34 4.70 31867 | 2 152.10 31867 | | | 75.000 | 0.30 0.00 1.39 1.52 -2.37 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.74 1.06 -2.37 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.31 0.68 -2.37 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.10 0.44 -2.37 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.02 0.24 -2.37 | 2 216.22 5.77 43373 | 2 216.68 43373 | | | 72.875 | 0.30 0.00 -0.08 0.09 -2.37 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.10 -0.01 -2.37 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.08 -2.37 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.05 -0.09 -2.37 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.37 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.37 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.71 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -35.68 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.37 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.113 = (2267.89 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.137 = (2267.89 kN/m)/(16607.35 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 7 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 8 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 3 -------------------------------------------------------------------------------------------------------------------- ** FASE No 4 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 1.00 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 52.42 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 86.000 m | | | | | | | 92.420 | 1.71 -0.23 0.00 0.00 | 1 10.96 18380 | 0 | | | | | 1 10.96 4.06 18380 | 0 | 1 0.00 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 85.000 m | 91.920 | 1.60 -0.23 -1.51 6.34 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 1.48 -0.23 -6.63 14.41 | 1 17.86 4.06 18380 | 0 | | | | | 1 17.86 4.06 18380 | 3 0.00 18380 | | | 91.144 | 1.42 -0.23 -11.13 17.64 -0.29 | 1 19.76 4.06 18380 | 3 14.25 18380 | | | 90.868 | 1.36 -0.22 -16.06 17.45 -1.15 | 1 21.67 4.06 18380 | 3 28.51 18380 | | | 90.591 | 1.30 -0.22 -20.60 15.35 -1.92 | 1 23.58 4.06 18380 | 2 31.98 18380 | | | 90.315 | 1.24 -0.21 -24.52 13.07 -2.19 | 1 25.48 4.06 18380 | 2 33.59 18380 | | | 90.039 | 1.18 -0.21 -27.83 10.87 -2.28 | 1 27.39 4.06 18380 | 2 35.23 18380 | | | 89.762 | 1.12 -0.20 -30.53 8.73 -2.33 | 1 29.29 4.06 18380 | 2 36.90 18380 | | | 89.486 | 1.07 -0.19 -32.66 6.66 -2.35 | 1 31.20 4.06 18380 | 2 38.61 18380 | | | 89.210 | 1.02 -0.19 -34.22 4.64 -2.36 | 1 33.11 4.06 18380 | 2 40.35 18380 | | | 88.934 | 0.96 -0.18 -35.22 2.65 -2.36 | 1 35.01 4.06 18380 | 2 42.13 18380 | | | 88.658 | 0.92 -0.17 -35.68 0.70 -2.37 | 1 36.92 4.06 18380 | 2 43.96 18380 | | | 88.381 | 0.87 -0.16 -35.61 -1.19 -2.37 | 2 39.24 4.47 18380 | 2 45.82 18380 | | | 88.105 | 0.83 -0.15 -35.05 -2.78 -2.37 | 2 42.75 5.77 18380 | 2 47.73 18380 | | | 87.829 | 0.78 -0.15 -34.11 -3.95 -2.37 | 2 46.23 5.77 18380 | 2 49.68 18380 | | | 87.552 | 0.75 -0.14 -32.91 -4.70 -2.37 | 2 49.67 5.77 18380 | 2 51.66 18380 | | | 87.276 | 0.71 -0.13 -31.55 -5.06 -2.37 | 2 53.07 5.77 18380 | 2 53.68 18380 | | | 87.000 | 0.67 -0.12 -30.15 -5.05 -2.37 | 2 56.43 5.77 18380 | 2 55.74 18380 | | | 86.500 | 0.61 -0.11 -27.80 -4.16 -2.37 | 2 62.43 5.77 18380 | 2 59.56 18380 | | | 86.000 | 0.56 -0.10 -26.16 -2.23 -2.37 | 2 68.33 5.77 18380 | 2 63.48 18380 | | | 85.500 | 0.51 -0.09 -25.73 0.64 -2.37 | 2 74.12 5.77 18380 | 2 67.50 18380 | | | 85.000 | 0.47 -0.08 -26.94 4.35 -2.37 | 2 79.82 5.77 18380 | 2 71.61 18380 | | | | | 2 57.08 4.70 31867 | 2 66.21 31867 | | | 84.688 | 0.44 -0.07 -27.88 1.73 -2.37 | 2 60.79 4.70 31867 | 2 68.38 31867 | | | 84.375 | 0.42 -0.07 -28.07 -0.42 -2.37 | 2 64.42 4.70 31867 | 2 70.62 31867 | | | 84.062 | 0.40 -0.06 -27.65 -2.17 -2.37 | 2 67.99 4.70 31867 | 2 72.93 31867 | | | 83.750 | 0.38 -0.05 -26.75 -3.54 -2.37 | 2 71.48 4.70 31867 | 2 75.32 31867 | | | 83.438 | 0.37 -0.05 -25.48 -4.59 -2.37 | 2 74.91 4.70 31867 | 2 77.77 31867 | | | 83.125 | 0.36 -0.04 -23.92 -5.35 -2.37 | 2 78.27 4.70 31867 | 2 80.28 31867 | | | 82.812 | 0.34 -0.03 -22.16 -5.86 -2.37 | 2 81.57 4.70 31867 | 2 82.86 31867 | | | 82.500 | 0.34 -0.03 -20.27 -6.17 -2.37 | 2 84.81 4.70 31867 | 2 85.49 31867 | | | 82.188 | 0.33 -0.02 -18.32 -6.31 -2.37 | 2 88.00 4.70 31867 | 2 88.18 31867 | | | 81.875 | 0.32 -0.02 -16.35 -6.30 -2.37 | 2 91.14 4.70 31867 | 2 90.91 31867 | | | 81.562 | 0.32 -0.01 -14.40 -6.17 -2.37 | 2 94.25 4.70 31867 | 2 93.68 31867 | | | 81.250 | 0.31 -0.01 -12.50 -5.95 -2.37 | 2 97.31 4.70 31867 | 2 96.49 31867 | | | 80.938 | 0.31 -0.01 -10.68 -5.67 -2.37 | 2 100.35 4.70 31867 | 2 99.33 31867 | | | 80.625 | 0.31 -0.01 -8.96 -5.33 -2.37 | 2 103.35 4.70 31867 | 2 102.20 31867 | | | 80.312 | 0.30 0.00 -7.35 -4.95 -2.37 | 2 106.34 4.70 31867 | 2 105.09 31867 | | | 80.000 | 0.30 0.00 -5.87 -4.56 -2.37 | 2 109.30 4.70 31867 | 2 108.00 31867 | | | 79.688 | 0.30 0.00 -4.51 -4.15 -2.37 | 2 112.25 4.70 31867 | 2 110.93 31867 | | | 79.375 | 0.30 0.00 -3.28 -3.73 -2.37 | 2 115.19 4.70 31867 | 2 113.87 31867 | | | 79.062 | 0.30 0.00 -2.18 -3.32 -2.37 | 2 118.12 4.70 31867 | 2 116.81 31867 | | | 78.750 | 0.30 0.00 -1.20 -2.92 -2.37 | 2 121.05 4.70 31867 | 2 119.76 31867 | | | 78.438 | 0.30 0.00 -0.35 -2.52 -2.37 | 2 123.97 4.70 31867 | 2 122.72 31867 | | | 78.125 | 0.31 0.00 0.37 -2.13 -2.37 | 2 126.89 4.70 31867 | 2 125.67 31867 | | | 77.812 | 0.31 0.00 0.98 -1.76 -2.37 | 2 129.81 4.70 31867 | 2 128.63 31867 | | | 77.500 | 0.31 0.00 1.48 -1.39 -2.37 | 2 132.74 4.70 31867 | 2 131.58 31867 | | | 77.188 | 0.31 0.00 1.86 -1.04 -2.37 | 2 135.66 4.70 31867 | 2 134.53 31867 | | | 76.875 | 0.31 0.00 2.12 -0.68 -2.37 | 2 138.60 4.70 31867 | 2 137.47 31867 | | | 76.562 | 0.31 0.00 2.28 -0.33 -2.37 | 2 141.53 4.70 31867 | 2 140.41 31867 | | | 76.250 | 0.31 0.00 2.33 0.02 -2.37 | 2 144.48 4.70 31867 | 2 143.34 31867 | | | 75.938 | 0.31 0.00 2.27 0.38 -2.37 | 2 147.43 4.70 31867 | 2 146.27 31867 | | | 75.625 | 0.31 0.00 2.09 0.75 -2.37 | 2 150.38 4.70 31867 | 2 149.19 31867 | | | 75.312 | 0.31 0.00 1.80 1.13 -2.37 | 2 153.34 4.70 31867 | 2 152.10 31867 | | | 75.000 | 0.30 0.00 1.39 1.52 -2.37 | 2 156.31 4.70 31867 | 2 155.02 31867 | | | | | 2 190.70 5.77 43373 | 2 191.69 43373 | | | 74.500 | 0.30 0.00 0.74 1.06 -2.37 | 2 197.99 5.77 43373 | 2 198.84 43373 | | | 74.000 | 0.30 0.00 0.31 0.68 -2.37 | 2 205.28 5.77 43373 | 2 205.98 43373 | | | 73.625 | 0.30 0.00 0.10 0.44 -2.37 | 2 210.75 5.77 43373 | 2 211.33 43373 | | | 73.250 | 0.30 0.00 -0.02 0.24 -2.37 | 2 216.22 5.77 43373 | 2 216.68 43373 | | | 72.875 | 0.30 0.00 -0.08 0.09 -2.37 | 2 221.70 5.77 43373 | 2 222.04 43373 | | | 72.500 | 0.30 0.00 -0.10 -0.01 -2.37 | 2 227.17 5.77 43373 | 2 227.39 43373 | | | 72.125 | 0.29 0.00 -0.08 -0.08 -2.37 | 2 232.64 5.77 43373 | 2 232.75 43373 | | | 71.750 | 0.29 0.00 -0.05 -0.09 -2.37 | 2 238.11 5.77 43373 | 2 238.10 43373 | | | 71.375 | 0.29 0.00 -0.01 -0.07 -2.37 | 2 243.58 5.77 43373 | 2 243.46 43373 | | | 71.000 | 0.29 0.00 0.00 0.00 -2.37 | 2 249.05 5.77 43373 | 2 248.81 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 1.71 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = -35.68 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 2.37 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.113 = (2267.89 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.137 = (2267.89 kN/m)/(16607.35 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 105.89 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 9 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 10 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 4 -------------------------------------------------------------------------------------------------------------------- ** FASE No 5 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 6.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 7.42 m | ANCLAS | *COLOCACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 87.000 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.83 0.68 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -112.97 | 1 10.96 4.06 18380 | 0 | 1 -112.97 | PRECARGA = 0.000 kN | 91.920 | 2.17 0.67 54.97 -106.63 | 1 14.41 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | 91.420 | 2.49 0.64 106.34 -98.56 | 1 17.86 4.06 18380 | 0 | | CONEXIÓN BILATERAL | 91.144 | 2.67 0.61 132.86 -93.36 | 1 19.76 4.06 18380 | 0 | | | 90.868 | 2.83 0.58 157.88 -87.64 | 1 21.67 4.06 18380 | 0 | | | 90.591 | 2.99 0.54 181.24 -81.39 | 1 23.58 4.06 18380 | 0 | | | 90.315 | 3.13 0.50 202.80 -74.62 | 1 25.48 4.06 18380 | 0 | | | 90.039 | 3.26 0.45 222.41 -67.31 | 1 27.39 4.06 18380 | 0 | | | 89.762 | 3.38 0.40 239.94 -59.48 | 1 29.29 4.06 18380 | 0 | | | 89.486 | 3.48 0.34 255.23 -51.13 | 1 31.20 4.06 18380 | 0 | | | 89.210 | 3.57 0.28 268.14 -42.25 | 1 33.11 4.06 18380 | 0 | | | 88.934 | 3.64 0.22 278.52 -32.84 | 1 35.01 4.06 18380 | 0 | | | 88.658 | 3.69 0.16 286.23 -22.90 | 1 36.92 4.06 18380 | 0 | | | 88.381 | 3.72 0.09 291.13 -12.44 | 1 38.82 4.06 18380 | 0 | | | 88.105 | 3.74 0.02 293.06 -1.45 | 1 40.73 4.06 18380 | 0 | | | 87.829 | 3.73 -0.04 291.88 10.06 | 1 42.64 4.06 18380 | 0 | | | 87.552 | 3.71 -0.11 287.45 22.10 | 1 44.54 4.06 18380 | 0 | | | 87.276 | 3.67 -0.17 279.62 34.67 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 3.62 -0.24 268.25 47.77 | 1 48.35 4.06 18380 | 0 | | | 86.500 | 3.47 -0.34 238.17 72.81 | 1 51.80 4.06 18380 | 0 | | | 86.000 | 3.28 -0.43 195.15 99.57 | 1 55.25 4.06 18380 | 0 | | | | | 1 55.25 4.06 18380 | 3 0.00 18380 | | | 85.500 | 3.05 -0.50 139.39 121.61 -0.94 | 1 58.70 4.06 18380 | 3 25.80 18380 | | | 85.000 | 2.79 -0.54 75.40 132.48 -3.78 | 1 62.15 4.06 18380 | 3 51.60 18380 | | | | | 1 43.36 3.07 31867 | 3 93.39 31867 | | | 84.688 | 2.62 -0.56 36.46 116.73 -8.13 -3.07 | 1 45.28 3.07 31867 | 2 92.96 31867 | | | 84.375 | 2.44 -0.56 2.41 101.31 -10.56 -6.13 | 1 47.20 3.07 31867 | 2 89.01 31867 | | | 84.062 | 2.27 -0.56 -26.95 86.77 -11.82 -9.20 | 1 49.12 3.07 31867 | 2 85.05 31867 | | | 83.750 | 2.09 -0.55 -51.91 73.10 -12.49 -12.26 | 1 51.04 3.07 31867 | 2 81.15 31867 | | | 83.438 | 1.92 -0.53 -72.72 60.26 -12.85 -15.33 | 1 52.96 3.07 31867 | 2 77.39 31867 | | | 83.125 | 1.76 -0.51 -89.65 48.22 -13.05 -18.39 | 1 54.88 3.07 31867 | 2 73.82 31867 | | | 82.812 | 1.61 -0.49 -102.94 36.90 -13.16 -21.46 | 1 56.80 3.07 31867 | 2 70.47 31867 | | | 82.500 | 1.46 -0.46 -112.78 26.22 -13.22 -24.53 | 1 58.72 3.07 31867 | 2 67.38 31867 | | | 82.188 | 1.32 -0.43 -119.38 16.11 -13.25 -27.59 | 1 60.64 3.07 31867 | 2 64.59 31867 | | | 81.875 | 1.19 -0.40 -122.91 6.60 -13.26 -30.66 | 2 63.43 3.94 31867 | 2 62.09 31867 | | | 81.562 | 1.07 -0.37 -123.64 -1.65 -13.27 -33.72 | 2 70.16 4.70 31867 | 2 59.91 31867 | | | 81.250 | 0.96 -0.33 -122.06 -8.17 -13.28 -36.79 | 2 76.58 4.70 31867 | 2 58.04 31867 | | | 80.938 | 0.86 -0.30 -118.69 -13.15 -13.28 -39.85 | 2 82.69 4.70 31867 | 2 56.49 31867 | | | 80.625 | 0.77 -0.27 -113.98 -16.79 -13.28 -42.92 | 2 88.50 4.70 31867 | 2 55.24 31867 | | | 80.312 | 0.69 -0.24 -108.32 -19.28 -13.28 -45.98 | 2 94.01 4.70 31867 | 2 54.27 31867 | | | 80.000 | 0.62 -0.22 -102.03 -20.78 -13.29 -49.05 | 2 99.25 4.70 31867 | 2 53.59 31867 | | | 79.688 | 0.56 -0.19 -95.41 -21.48 -13.29 -52.12 | 2 104.23 4.70 31867 | 2 53.16 31867 | | | 79.375 | 0.50 -0.17 -88.68 -21.52 -13.29 -55.18 | 2 108.97 4.70 31867 | 2 52.98 31867 | | | 79.062 | 0.45 -0.15 -82.02 -21.05 -13.29 -58.25 | 2 113.48 4.70 31867 | 2 53.03 31867 | | | 78.750 | 0.41 -0.13 -75.56 -20.21 -13.29 -61.31 | 2 117.78 4.70 31867 | 2 53.28 31867 | | | 78.438 | 0.37 -0.11 -69.41 -19.12 -13.29 -64.38 | 2 121.88 4.70 31867 | 2 53.73 31867 | | | 78.125 | 0.34 -0.09 -63.63 -17.90 -13.29 -67.44 | 2 125.81 4.70 31867 | 2 54.35 31867 | | | 77.812 | 0.31 -0.08 -58.23 -16.66 -13.29 -70.51 | 2 129.58 4.70 31867 | 2 55.14 31867 | | | 77.500 | 0.29 -0.06 -53.21 -15.49 -13.29 -73.58 | 2 133.20 4.70 31867 | 2 56.08 31867 | | | 77.188 | 0.27 -0.05 -48.53 -14.49 -13.29 -76.64 | 2 136.68 4.70 31867 | 2 57.15 31867 | | | 76.875 | 0.26 -0.04 -44.13 -13.72 -13.29 -79.71 | 2 140.04 4.70 31867 | 2 58.34 31867 | | | 76.562 | 0.25 -0.03 -39.92 -13.28 -13.29 -82.77 | 2 143.28 4.70 31867 | 2 59.65 31867 | | | 76.250 | 0.25 -0.02 -35.79 -13.22 -13.29 -85.84 | 2 146.43 4.70 31867 | 2 61.06 31867 | | | 75.938 | 0.24 -0.01 -31.61 -13.60 -13.29 -88.90 | 2 149.48 4.70 31867 | 2 62.56 31867 | | | 75.625 | 0.24 0.00 -27.24 -14.48 -13.29 -91.97 | 2 152.45 4.70 31867 | 2 64.14 31867 | | | 75.312 | 0.24 0.01 -22.50 -15.91 -13.29 -95.03 | 2 155.36 4.70 31867 | 2 65.80 31867 | | | 75.000 | 0.24 0.01 -17.23 -17.92 -13.29 -98.10 | 2 158.20 4.70 31867 | 2 67.50 31867 | | | | | 2 193.28 5.77 43373 | 2 83.95 43373 | | | 74.500 | 0.25 0.02 -9.61 -12.68 -13.29 -103.01 | 2 200.17 5.77 43373 | 2 87.44 43373 | | | 74.000 | 0.26 0.02 -4.41 -8.24 -13.29 -107.91 | 2 206.98 5.77 43373 | 2 91.03 43373 | | | 73.625 | 0.27 0.02 -1.86 -5.47 -13.29 -111.59 | 2 212.06 5.77 43373 | 2 93.74 43373 | | | 73.250 | 0.28 0.02 -0.25 -3.19 -13.29 -115.27 | 2 217.13 5.77 43373 | 2 96.47 43373 | | | 72.875 | 0.29 0.02 0.60 -1.42 -13.29 -118.95 | 2 222.20 5.77 43373 | 2 99.19 43373 | | | 72.500 | 0.29 0.02 0.88 -0.15 -13.29 -122.63 | 2 227.27 5.77 43373 | 2 101.92 43373 | | | 72.125 | 0.30 0.02 0.77 0.63 -13.29 -126.30 | 2 232.35 5.77 43373 | 2 104.64 43373 | | | 71.750 | 0.31 0.02 0.47 0.91 -13.29 -129.98 | 2 237.43 5.77 43373 | 2 107.35 43373 | | | 71.375 | 0.32 0.02 0.15 0.70 -13.29 -133.66 | 2 242.51 5.77 43373 | 2 110.06 43373 | | | 71.000 | 0.32 0.02 0.00 0.00 -13.29 -137.34 | 2 247.59 5.77 43373 | 2 112.78 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 3.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 293.06 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 13.29 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.106 = (2131.57 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.153 = (1057.22 kN/m)/(6923.15 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 95.15 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 9 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 10 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 4 -------------------------------------------------------------------------------------------------------------------- ** FASE No 5 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 6.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 7.42 m | ANCLAS | *COLOCACION PUNTAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 87.000 m | | | | | | ESPACIADO = 1.000 m | 92.420 | 1.83 0.68 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -112.97 | 1 10.96 4.06 18380 | 0 | 1 -112.97 | PRECARGA = 0.000 kN | 91.920 | 2.17 0.67 54.97 -106.63 | 1 14.41 4.06 18380 | 0 | | RIGIDEZ = 1000000.000 kN/m | 91.420 | 2.49 0.64 106.34 -98.56 | 1 17.86 4.06 18380 | 0 | | CONEXIÓN BILATERAL | 91.144 | 2.67 0.61 132.86 -93.36 | 1 19.76 4.06 18380 | 0 | | | 90.868 | 2.83 0.58 157.88 -87.64 | 1 21.67 4.06 18380 | 0 | | | 90.591 | 2.99 0.54 181.24 -81.39 | 1 23.58 4.06 18380 | 0 | | | 90.315 | 3.13 0.50 202.80 -74.62 | 1 25.48 4.06 18380 | 0 | | | 90.039 | 3.26 0.45 222.41 -67.31 | 1 27.39 4.06 18380 | 0 | | | 89.762 | 3.38 0.40 239.94 -59.48 | 1 29.29 4.06 18380 | 0 | | | 89.486 | 3.48 0.34 255.23 -51.13 | 1 31.20 4.06 18380 | 0 | | | 89.210 | 3.57 0.28 268.14 -42.25 | 1 33.11 4.06 18380 | 0 | | | 88.934 | 3.64 0.22 278.52 -32.84 | 1 35.01 4.06 18380 | 0 | | | 88.658 | 3.69 0.16 286.23 -22.90 | 1 36.92 4.06 18380 | 0 | | | 88.381 | 3.72 0.09 291.13 -12.44 | 1 38.82 4.06 18380 | 0 | | | 88.105 | 3.74 0.02 293.06 -1.45 | 1 40.73 4.06 18380 | 0 | | | 87.829 | 3.73 -0.04 291.88 10.06 | 1 42.64 4.06 18380 | 0 | | | 87.552 | 3.71 -0.11 287.45 22.10 | 1 44.54 4.06 18380 | 0 | | | 87.276 | 3.67 -0.17 279.62 34.67 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 3.62 -0.24 268.25 47.77 | 1 48.35 4.06 18380 | 0 | | | 86.500 | 3.47 -0.34 238.17 72.81 | 1 51.80 4.06 18380 | 0 | | | 86.000 | 3.28 -0.43 195.15 99.57 | 1 55.25 4.06 18380 | 0 | | | | | 1 55.25 4.06 18380 | 3 0.00 18380 | | | 85.500 | 3.05 -0.50 139.39 121.61 -0.94 | 1 58.70 4.06 18380 | 3 25.80 18380 | | | 85.000 | 2.79 -0.54 75.40 132.48 -3.78 | 1 62.15 4.06 18380 | 3 51.60 18380 | | | | | 1 43.36 3.07 31867 | 3 93.39 31867 | | | 84.688 | 2.62 -0.56 36.46 116.73 -8.13 -3.07 | 1 45.28 3.07 31867 | 2 92.96 31867 | | | 84.375 | 2.44 -0.56 2.41 101.31 -10.56 -6.13 | 1 47.20 3.07 31867 | 2 89.01 31867 | | | 84.062 | 2.27 -0.56 -26.95 86.77 -11.82 -9.20 | 1 49.12 3.07 31867 | 2 85.05 31867 | | | 83.750 | 2.09 -0.55 -51.91 73.10 -12.49 -12.26 | 1 51.04 3.07 31867 | 2 81.15 31867 | | | 83.438 | 1.92 -0.53 -72.72 60.26 -12.85 -15.33 | 1 52.96 3.07 31867 | 2 77.39 31867 | | | 83.125 | 1.76 -0.51 -89.65 48.22 -13.05 -18.39 | 1 54.88 3.07 31867 | 2 73.82 31867 | | | 82.812 | 1.61 -0.49 -102.94 36.90 -13.16 -21.46 | 1 56.80 3.07 31867 | 2 70.47 31867 | | | 82.500 | 1.46 -0.46 -112.78 26.22 -13.22 -24.53 | 1 58.72 3.07 31867 | 2 67.38 31867 | | | 82.188 | 1.32 -0.43 -119.38 16.11 -13.25 -27.59 | 1 60.64 3.07 31867 | 2 64.59 31867 | | | 81.875 | 1.19 -0.40 -122.91 6.60 -13.26 -30.66 | 2 63.43 3.94 31867 | 2 62.09 31867 | | | 81.562 | 1.07 -0.37 -123.64 -1.65 -13.27 -33.72 | 2 70.16 4.70 31867 | 2 59.91 31867 | | | 81.250 | 0.96 -0.33 -122.06 -8.17 -13.28 -36.79 | 2 76.58 4.70 31867 | 2 58.04 31867 | | | 80.938 | 0.86 -0.30 -118.69 -13.15 -13.28 -39.85 | 2 82.69 4.70 31867 | 2 56.49 31867 | | | 80.625 | 0.77 -0.27 -113.98 -16.79 -13.28 -42.92 | 2 88.50 4.70 31867 | 2 55.24 31867 | | | 80.312 | 0.69 -0.24 -108.32 -19.28 -13.28 -45.98 | 2 94.01 4.70 31867 | 2 54.27 31867 | | | 80.000 | 0.62 -0.22 -102.03 -20.78 -13.29 -49.05 | 2 99.25 4.70 31867 | 2 53.59 31867 | | | 79.688 | 0.56 -0.19 -95.41 -21.48 -13.29 -52.12 | 2 104.23 4.70 31867 | 2 53.16 31867 | | | 79.375 | 0.50 -0.17 -88.68 -21.52 -13.29 -55.18 | 2 108.97 4.70 31867 | 2 52.98 31867 | | | 79.062 | 0.45 -0.15 -82.02 -21.05 -13.29 -58.25 | 2 113.48 4.70 31867 | 2 53.03 31867 | | | 78.750 | 0.41 -0.13 -75.56 -20.21 -13.29 -61.31 | 2 117.78 4.70 31867 | 2 53.28 31867 | | | 78.438 | 0.37 -0.11 -69.41 -19.12 -13.29 -64.38 | 2 121.88 4.70 31867 | 2 53.73 31867 | | | 78.125 | 0.34 -0.09 -63.63 -17.90 -13.29 -67.44 | 2 125.81 4.70 31867 | 2 54.35 31867 | | | 77.812 | 0.31 -0.08 -58.23 -16.66 -13.29 -70.51 | 2 129.58 4.70 31867 | 2 55.14 31867 | | | 77.500 | 0.29 -0.06 -53.21 -15.49 -13.29 -73.58 | 2 133.20 4.70 31867 | 2 56.08 31867 | | | 77.188 | 0.27 -0.05 -48.53 -14.49 -13.29 -76.64 | 2 136.68 4.70 31867 | 2 57.15 31867 | | | 76.875 | 0.26 -0.04 -44.13 -13.72 -13.29 -79.71 | 2 140.04 4.70 31867 | 2 58.34 31867 | | | 76.562 | 0.25 -0.03 -39.92 -13.28 -13.29 -82.77 | 2 143.28 4.70 31867 | 2 59.65 31867 | | | 76.250 | 0.25 -0.02 -35.79 -13.22 -13.29 -85.84 | 2 146.43 4.70 31867 | 2 61.06 31867 | | | 75.938 | 0.24 -0.01 -31.61 -13.60 -13.29 -88.90 | 2 149.48 4.70 31867 | 2 62.56 31867 | | | 75.625 | 0.24 0.00 -27.24 -14.48 -13.29 -91.97 | 2 152.45 4.70 31867 | 2 64.14 31867 | | | 75.312 | 0.24 0.01 -22.50 -15.91 -13.29 -95.03 | 2 155.36 4.70 31867 | 2 65.80 31867 | | | 75.000 | 0.24 0.01 -17.23 -17.92 -13.29 -98.10 | 2 158.20 4.70 31867 | 2 67.50 31867 | | | | | 2 193.28 5.77 43373 | 2 83.95 43373 | | | 74.500 | 0.25 0.02 -9.61 -12.68 -13.29 -103.01 | 2 200.17 5.77 43373 | 2 87.44 43373 | | | 74.000 | 0.26 0.02 -4.41 -8.24 -13.29 -107.91 | 2 206.98 5.77 43373 | 2 91.03 43373 | | | 73.625 | 0.27 0.02 -1.86 -5.47 -13.29 -111.59 | 2 212.06 5.77 43373 | 2 93.74 43373 | | | 73.250 | 0.28 0.02 -0.25 -3.19 -13.29 -115.27 | 2 217.13 5.77 43373 | 2 96.47 43373 | | | 72.875 | 0.29 0.02 0.60 -1.42 -13.29 -118.95 | 2 222.20 5.77 43373 | 2 99.19 43373 | | | 72.500 | 0.29 0.02 0.88 -0.15 -13.29 -122.63 | 2 227.27 5.77 43373 | 2 101.92 43373 | | | 72.125 | 0.30 0.02 0.77 0.63 -13.29 -126.30 | 2 232.35 5.77 43373 | 2 104.64 43373 | | | 71.750 | 0.31 0.02 0.47 0.91 -13.29 -129.98 | 2 237.43 5.77 43373 | 2 107.35 43373 | | | 71.375 | 0.32 0.02 0.15 0.70 -13.29 -133.66 | 2 242.51 5.77 43373 | 2 110.06 43373 | | | 71.000 | 0.32 0.02 0.00 0.00 -13.29 -137.34 | 2 247.59 5.77 43373 | 2 112.78 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 3.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 293.06 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 13.29 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.106 = (2131.57 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.153 = (1057.22 kN/m)/(6923.15 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 95.15 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 11 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 12 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 5 -------------------------------------------------------------------------------------------------------------------- ** FASE No 6 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 6.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 7.42 m | ANCLAS | *EXCAVACION FINAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | | | | | 92.420 | 1.83 0.68 0.00 0.00 | 1 10.96 18380 | 0 | | | | -112.97 | 1 10.96 4.06 18380 | 0 | 1 -112.97 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 91.920 | 2.17 0.67 54.97 -106.63 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 2.49 0.64 106.34 -98.56 | 1 17.86 4.06 18380 | 0 | | | 91.144 | 2.67 0.61 132.86 -93.36 | 1 19.76 4.06 18380 | 0 | | | 90.868 | 2.83 0.58 157.88 -87.64 | 1 21.67 4.06 18380 | 0 | | | 90.591 | 2.99 0.54 181.24 -81.39 | 1 23.58 4.06 18380 | 0 | | | 90.315 | 3.13 0.50 202.80 -74.62 | 1 25.48 4.06 18380 | 0 | | | 90.039 | 3.26 0.45 222.41 -67.31 | 1 27.39 4.06 18380 | 0 | | | 89.762 | 3.38 0.40 239.94 -59.48 | 1 29.29 4.06 18380 | 0 | | | 89.486 | 3.48 0.34 255.23 -51.13 | 1 31.20 4.06 18380 | 0 | | | 89.210 | 3.57 0.28 268.14 -42.25 | 1 33.11 4.06 18380 | 0 | | | 88.934 | 3.64 0.22 278.52 -32.84 | 1 35.01 4.06 18380 | 0 | | | 88.658 | 3.69 0.16 286.23 -22.90 | 1 36.92 4.06 18380 | 0 | | | 88.381 | 3.72 0.09 291.13 -12.44 | 1 38.82 4.06 18380 | 0 | | | 88.105 | 3.74 0.02 293.06 -1.45 | 1 40.73 4.06 18380 | 0 | | | 87.829 | 3.73 -0.04 291.88 10.06 | 1 42.64 4.06 18380 | 0 | | | 87.552 | 3.71 -0.11 287.45 22.10 | 1 44.54 4.06 18380 | 0 | | | 87.276 | 3.67 -0.17 279.62 34.67 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 3.62 -0.24 268.25 47.77 | 1 48.35 4.06 18380 | 0 | | | | | 1 48.35 4.06 18380 | 0 | 2 0.00 | | 86.500 | 3.47 -0.34 238.17 72.81 | 1 51.80 4.06 18380 | 0 | | | 86.000 | 3.28 -0.43 195.15 99.57 | 1 55.25 4.06 18380 | 0 | | | | | 1 55.25 4.06 18380 | 3 0.00 18380 | | | 85.500 | 3.05 -0.50 139.39 121.61 -0.94 | 1 58.70 4.06 18380 | 3 25.80 18380 | | | 85.000 | 2.79 -0.54 75.40 132.48 -3.78 | 1 62.15 4.06 18380 | 3 51.60 18380 | | | | | 1 43.36 3.07 31867 | 3 93.39 31867 | | | 84.688 | 2.62 -0.56 36.46 116.73 -8.13 -3.07 | 2 45.28 3.07 31867 | 2 92.96 31867 | | | 84.375 | 2.44 -0.56 2.41 101.31 -10.56 -6.13 | 2 47.20 3.07 31867 | 2 89.01 31867 | | | 84.062 | 2.27 -0.56 -26.95 86.77 -11.82 -9.20 | 2 49.12 3.07 31867 | 2 85.05 31867 | | | 83.750 | 2.09 -0.55 -51.91 73.10 -12.49 -12.26 | 2 51.04 3.07 31867 | 2 81.15 31867 | | | 83.438 | 1.92 -0.53 -72.72 60.26 -12.85 -15.33 | 2 52.96 3.07 31867 | 2 77.39 31867 | | | 83.125 | 1.76 -0.51 -89.65 48.22 -13.05 -18.39 | 2 54.88 3.07 31867 | 2 73.82 31867 | | | 82.812 | 1.61 -0.49 -102.94 36.90 -13.16 -21.46 | 2 56.80 3.07 31867 | 2 70.47 31867 | | | 82.500 | 1.46 -0.46 -112.78 26.22 -13.22 -24.53 | 2 58.72 3.07 31867 | 2 67.38 31867 | | | 82.188 | 1.32 -0.43 -119.38 16.11 -13.25 -27.59 | 2 60.64 3.07 31867 | 2 64.59 31867 | | | 81.875 | 1.19 -0.40 -122.91 6.60 -13.26 -30.66 | 2 63.43 3.94 31867 | 2 62.09 31867 | | | 81.562 | 1.07 -0.37 -123.64 -1.65 -13.27 -33.72 | 2 70.16 4.70 31867 | 2 59.91 31867 | | | 81.250 | 0.96 -0.33 -122.06 -8.17 -13.28 -36.79 | 2 76.58 4.70 31867 | 2 58.04 31867 | | | 80.938 | 0.86 -0.30 -118.69 -13.15 -13.28 -39.85 | 2 82.69 4.70 31867 | 2 56.49 31867 | | | 80.625 | 0.77 -0.27 -113.98 -16.79 -13.28 -42.92 | 2 88.50 4.70 31867 | 2 55.24 31867 | | | 80.312 | 0.69 -0.24 -108.32 -19.28 -13.28 -45.98 | 2 94.01 4.70 31867 | 2 54.27 31867 | | | 80.000 | 0.62 -0.22 -102.03 -20.78 -13.29 -49.05 | 2 99.25 4.70 31867 | 2 53.59 31867 | | | 79.688 | 0.56 -0.19 -95.41 -21.48 -13.29 -52.12 | 2 104.23 4.70 31867 | 2 53.16 31867 | | | 79.375 | 0.50 -0.17 -88.68 -21.52 -13.29 -55.18 | 2 108.97 4.70 31867 | 2 52.98 31867 | | | 79.062 | 0.45 -0.15 -82.02 -21.05 -13.29 -58.25 | 2 113.48 4.70 31867 | 2 53.03 31867 | | | 78.750 | 0.41 -0.13 -75.56 -20.21 -13.29 -61.31 | 2 117.78 4.70 31867 | 2 53.28 31867 | | | 78.438 | 0.37 -0.11 -69.41 -19.12 -13.29 -64.38 | 2 121.88 4.70 31867 | 2 53.73 31867 | | | 78.125 | 0.34 -0.09 -63.63 -17.90 -13.29 -67.44 | 2 125.81 4.70 31867 | 2 54.35 31867 | | | 77.812 | 0.31 -0.08 -58.23 -16.66 -13.29 -70.51 | 2 129.58 4.70 31867 | 2 55.14 31867 | | | 77.500 | 0.29 -0.06 -53.21 -15.49 -13.29 -73.58 | 2 133.20 4.70 31867 | 2 56.08 31867 | | | 77.188 | 0.27 -0.05 -48.53 -14.49 -13.29 -76.64 | 2 136.68 4.70 31867 | 2 57.15 31867 | | | 76.875 | 0.26 -0.04 -44.13 -13.72 -13.29 -79.71 | 2 140.04 4.70 31867 | 2 58.34 31867 | | | 76.562 | 0.25 -0.03 -39.92 -13.28 -13.29 -82.77 | 2 143.28 4.70 31867 | 2 59.65 31867 | | | 76.250 | 0.25 -0.02 -35.79 -13.22 -13.29 -85.84 | 2 146.43 4.70 31867 | 2 61.06 31867 | | | 75.938 | 0.24 -0.01 -31.61 -13.60 -13.29 -88.90 | 2 149.48 4.70 31867 | 2 62.56 31867 | | | 75.625 | 0.24 0.00 -27.24 -14.48 -13.29 -91.97 | 2 152.45 4.70 31867 | 2 64.14 31867 | | | 75.312 | 0.24 0.01 -22.50 -15.91 -13.29 -95.03 | 2 155.36 4.70 31867 | 2 65.80 31867 | | | 75.000 | 0.24 0.01 -17.23 -17.92 -13.29 -98.10 | 2 158.20 4.70 31867 | 2 67.50 31867 | | | | | 2 193.28 5.77 43373 | 2 83.95 43373 | | | 74.500 | 0.25 0.02 -9.61 -12.68 -13.29 -103.01 | 2 200.17 5.77 43373 | 2 87.44 43373 | | | 74.000 | 0.26 0.02 -4.41 -8.24 -13.29 -107.91 | 2 206.98 5.77 43373 | 2 91.03 43373 | | | 73.625 | 0.27 0.02 -1.86 -5.47 -13.29 -111.59 | 2 212.06 5.77 43373 | 2 93.74 43373 | | | 73.250 | 0.28 0.02 -0.25 -3.19 -13.29 -115.27 | 2 217.13 5.77 43373 | 2 96.47 43373 | | | 72.875 | 0.29 0.02 0.60 -1.42 -13.29 -118.95 | 2 222.20 5.77 43373 | 2 99.19 43373 | | | 72.500 | 0.29 0.02 0.88 -0.15 -13.29 -122.63 | 2 227.27 5.77 43373 | 2 101.92 43373 | | | 72.125 | 0.30 0.02 0.77 0.63 -13.29 -126.30 | 2 232.35 5.77 43373 | 2 104.64 43373 | | | 71.750 | 0.31 0.02 0.47 0.91 -13.29 -129.98 | 2 237.43 5.77 43373 | 2 107.35 43373 | | | 71.375 | 0.32 0.02 0.15 0.70 -13.29 -133.66 | 2 242.51 5.77 43373 | 2 110.06 43373 | | | 71.000 | 0.32 0.02 0.00 0.00 -13.29 -137.34 | 2 247.59 5.77 43373 | 2 112.78 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 3.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 293.06 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 13.29 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.106 = (2131.57 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.153 = (1057.22 kN/m)/(6923.15 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 95.15 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 11 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 12 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 5 -------------------------------------------------------------------------------------------------------------------- ** FASE No 6 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 6.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 7.42 m | ANCLAS | *EXCAVACION FINAL | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | | | | | 92.420 | 1.83 0.68 0.00 0.00 | 1 10.96 18380 | 0 | | | | -112.97 | 1 10.96 4.06 18380 | 0 | 1 -112.97 | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 91.920 | 2.17 0.67 54.97 -106.63 | 1 14.41 4.06 18380 | 0 | | | 91.420 | 2.49 0.64 106.34 -98.56 | 1 17.86 4.06 18380 | 0 | | | 91.144 | 2.67 0.61 132.86 -93.36 | 1 19.76 4.06 18380 | 0 | | | 90.868 | 2.83 0.58 157.88 -87.64 | 1 21.67 4.06 18380 | 0 | | | 90.591 | 2.99 0.54 181.24 -81.39 | 1 23.58 4.06 18380 | 0 | | | 90.315 | 3.13 0.50 202.80 -74.62 | 1 25.48 4.06 18380 | 0 | | | 90.039 | 3.26 0.45 222.41 -67.31 | 1 27.39 4.06 18380 | 0 | | | 89.762 | 3.38 0.40 239.94 -59.48 | 1 29.29 4.06 18380 | 0 | | | 89.486 | 3.48 0.34 255.23 -51.13 | 1 31.20 4.06 18380 | 0 | | | 89.210 | 3.57 0.28 268.14 -42.25 | 1 33.11 4.06 18380 | 0 | | | 88.934 | 3.64 0.22 278.52 -32.84 | 1 35.01 4.06 18380 | 0 | | | 88.658 | 3.69 0.16 286.23 -22.90 | 1 36.92 4.06 18380 | 0 | | | 88.381 | 3.72 0.09 291.13 -12.44 | 1 38.82 4.06 18380 | 0 | | | 88.105 | 3.74 0.02 293.06 -1.45 | 1 40.73 4.06 18380 | 0 | | | 87.829 | 3.73 -0.04 291.88 10.06 | 1 42.64 4.06 18380 | 0 | | | 87.552 | 3.71 -0.11 287.45 22.10 | 1 44.54 4.06 18380 | 0 | | | 87.276 | 3.67 -0.17 279.62 34.67 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 3.62 -0.24 268.25 47.77 | 1 48.35 4.06 18380 | 0 | | | | | 1 48.35 4.06 18380 | 0 | 2 0.00 | | 86.500 | 3.47 -0.34 238.17 72.81 | 1 51.80 4.06 18380 | 0 | | | 86.000 | 3.28 -0.43 195.15 99.57 | 1 55.25 4.06 18380 | 0 | | | | | 1 55.25 4.06 18380 | 3 0.00 18380 | | | 85.500 | 3.05 -0.50 139.39 121.61 -0.94 | 1 58.70 4.06 18380 | 3 25.80 18380 | | | 85.000 | 2.79 -0.54 75.40 132.48 -3.78 | 1 62.15 4.06 18380 | 3 51.60 18380 | | | | | 1 43.36 3.07 31867 | 3 93.39 31867 | | | 84.688 | 2.62 -0.56 36.46 116.73 -8.13 -3.07 | 2 45.28 3.07 31867 | 2 92.96 31867 | | | 84.375 | 2.44 -0.56 2.41 101.31 -10.56 -6.13 | 2 47.20 3.07 31867 | 2 89.01 31867 | | | 84.062 | 2.27 -0.56 -26.95 86.77 -11.82 -9.20 | 2 49.12 3.07 31867 | 2 85.05 31867 | | | 83.750 | 2.09 -0.55 -51.91 73.10 -12.49 -12.26 | 2 51.04 3.07 31867 | 2 81.15 31867 | | | 83.438 | 1.92 -0.53 -72.72 60.26 -12.85 -15.33 | 2 52.96 3.07 31867 | 2 77.39 31867 | | | 83.125 | 1.76 -0.51 -89.65 48.22 -13.05 -18.39 | 2 54.88 3.07 31867 | 2 73.82 31867 | | | 82.812 | 1.61 -0.49 -102.94 36.90 -13.16 -21.46 | 2 56.80 3.07 31867 | 2 70.47 31867 | | | 82.500 | 1.46 -0.46 -112.78 26.22 -13.22 -24.53 | 2 58.72 3.07 31867 | 2 67.38 31867 | | | 82.188 | 1.32 -0.43 -119.38 16.11 -13.25 -27.59 | 2 60.64 3.07 31867 | 2 64.59 31867 | | | 81.875 | 1.19 -0.40 -122.91 6.60 -13.26 -30.66 | 2 63.43 3.94 31867 | 2 62.09 31867 | | | 81.562 | 1.07 -0.37 -123.64 -1.65 -13.27 -33.72 | 2 70.16 4.70 31867 | 2 59.91 31867 | | | 81.250 | 0.96 -0.33 -122.06 -8.17 -13.28 -36.79 | 2 76.58 4.70 31867 | 2 58.04 31867 | | | 80.938 | 0.86 -0.30 -118.69 -13.15 -13.28 -39.85 | 2 82.69 4.70 31867 | 2 56.49 31867 | | | 80.625 | 0.77 -0.27 -113.98 -16.79 -13.28 -42.92 | 2 88.50 4.70 31867 | 2 55.24 31867 | | | 80.312 | 0.69 -0.24 -108.32 -19.28 -13.28 -45.98 | 2 94.01 4.70 31867 | 2 54.27 31867 | | | 80.000 | 0.62 -0.22 -102.03 -20.78 -13.29 -49.05 | 2 99.25 4.70 31867 | 2 53.59 31867 | | | 79.688 | 0.56 -0.19 -95.41 -21.48 -13.29 -52.12 | 2 104.23 4.70 31867 | 2 53.16 31867 | | | 79.375 | 0.50 -0.17 -88.68 -21.52 -13.29 -55.18 | 2 108.97 4.70 31867 | 2 52.98 31867 | | | 79.062 | 0.45 -0.15 -82.02 -21.05 -13.29 -58.25 | 2 113.48 4.70 31867 | 2 53.03 31867 | | | 78.750 | 0.41 -0.13 -75.56 -20.21 -13.29 -61.31 | 2 117.78 4.70 31867 | 2 53.28 31867 | | | 78.438 | 0.37 -0.11 -69.41 -19.12 -13.29 -64.38 | 2 121.88 4.70 31867 | 2 53.73 31867 | | | 78.125 | 0.34 -0.09 -63.63 -17.90 -13.29 -67.44 | 2 125.81 4.70 31867 | 2 54.35 31867 | | | 77.812 | 0.31 -0.08 -58.23 -16.66 -13.29 -70.51 | 2 129.58 4.70 31867 | 2 55.14 31867 | | | 77.500 | 0.29 -0.06 -53.21 -15.49 -13.29 -73.58 | 2 133.20 4.70 31867 | 2 56.08 31867 | | | 77.188 | 0.27 -0.05 -48.53 -14.49 -13.29 -76.64 | 2 136.68 4.70 31867 | 2 57.15 31867 | | | 76.875 | 0.26 -0.04 -44.13 -13.72 -13.29 -79.71 | 2 140.04 4.70 31867 | 2 58.34 31867 | | | 76.562 | 0.25 -0.03 -39.92 -13.28 -13.29 -82.77 | 2 143.28 4.70 31867 | 2 59.65 31867 | | | 76.250 | 0.25 -0.02 -35.79 -13.22 -13.29 -85.84 | 2 146.43 4.70 31867 | 2 61.06 31867 | | | 75.938 | 0.24 -0.01 -31.61 -13.60 -13.29 -88.90 | 2 149.48 4.70 31867 | 2 62.56 31867 | | | 75.625 | 0.24 0.00 -27.24 -14.48 -13.29 -91.97 | 2 152.45 4.70 31867 | 2 64.14 31867 | | | 75.312 | 0.24 0.01 -22.50 -15.91 -13.29 -95.03 | 2 155.36 4.70 31867 | 2 65.80 31867 | | | 75.000 | 0.24 0.01 -17.23 -17.92 -13.29 -98.10 | 2 158.20 4.70 31867 | 2 67.50 31867 | | | | | 2 193.28 5.77 43373 | 2 83.95 43373 | | | 74.500 | 0.25 0.02 -9.61 -12.68 -13.29 -103.01 | 2 200.17 5.77 43373 | 2 87.44 43373 | | | 74.000 | 0.26 0.02 -4.41 -8.24 -13.29 -107.91 | 2 206.98 5.77 43373 | 2 91.03 43373 | | | 73.625 | 0.27 0.02 -1.86 -5.47 -13.29 -111.59 | 2 212.06 5.77 43373 | 2 93.74 43373 | | | 73.250 | 0.28 0.02 -0.25 -3.19 -13.29 -115.27 | 2 217.13 5.77 43373 | 2 96.47 43373 | | | 72.875 | 0.29 0.02 0.60 -1.42 -13.29 -118.95 | 2 222.20 5.77 43373 | 2 99.19 43373 | | | 72.500 | 0.29 0.02 0.88 -0.15 -13.29 -122.63 | 2 227.27 5.77 43373 | 2 101.92 43373 | | | 72.125 | 0.30 0.02 0.77 0.63 -13.29 -126.30 | 2 232.35 5.77 43373 | 2 104.64 43373 | | | 71.750 | 0.31 0.02 0.47 0.91 -13.29 -129.98 | 2 237.43 5.77 43373 | 2 107.35 43373 | | | 71.375 | 0.32 0.02 0.15 0.70 -13.29 -133.66 | 2 242.51 5.77 43373 | 2 110.06 43373 | | | 71.000 | 0.32 0.02 0.00 0.00 -13.29 -137.34 | 2 247.59 5.77 43373 | 2 112.78 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 3.74 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 293.06 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 13.29 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.106 = (2131.57 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.153 = (1057.22 kN/m)/(6923.15 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 95.15 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 13 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 14 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 6 -------------------------------------------------------------------------------------------------------------------- ** FASE No 7 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 3 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 92.420 | 1.66 0.11 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | 55.28 | 2 14.05 5.77 18380 | 0 | 1 55.28 | PRECARGA = 0.000 kN | 91.920 | 1.71 0.11 -29.76 64.48 | 2 22.75 5.77 18380 | 0 | | RIGIDEZ = 0.000 kN/m | 91.420 | 1.77 0.13 -65.19 77.95 | 2 31.14 5.77 18380 | 0 | | CONEXIÓN BILATERAL | 91.144 | 1.81 0.15 -87.97 87.16 | 2 35.51 5.77 18380 | 0 | | | 90.868 | 1.86 0.17 -113.46 97.54 | 2 39.63 5.77 18380 | 0 | | | 90.591 | 1.91 0.20 -141.96 109.01 | 2 43.44 5.77 18380 | 0 | | | 90.315 | 1.97 0.24 -173.78 121.49 | 2 46.88 5.77 18380 | 0 | | | 90.039 | 2.04 0.28 -209.17 134.86 | 2 49.89 5.77 18380 | 0 | | | 89.762 | 2.12 0.33 -248.36 148.98 | 2 52.39 5.77 18380 | 0 | | | 89.486 | 2.22 0.39 -291.54 163.73 | 2 54.34 5.77 18380 | 0 | | | 89.210 | 2.34 0.46 -338.86 178.92 0.00 | 2 55.65 5.77 18380 | 0 | | | 88.934 | 2.48 0.55 -390.41 194.38 0.00 | 2 56.27 5.77 18380 | 0 | | | 88.658 | 2.64 0.64 -446.26 209.90 0.00 | 2 56.12 5.77 18380 | 0 | | | 88.381 | 2.83 0.75 -506.37 225.27 0.00 | 2 55.12 5.77 18380 | 0 | | | 88.105 | 3.06 0.87 -570.68 240.23 0.00 | 2 53.21 5.77 18380 | 0 | | | 87.829 | 3.32 1.01 -639.04 254.53 0.00 | 2 50.31 5.77 18380 | 0 | | | 87.552 | 3.62 1.16 -711.22 267.88 0.00 | 2 46.33 5.77 18380 | 0 | | | 87.276 | 3.96 1.33 -786.99 280.69 0.00 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 4.35 1.52 -866.33 293.79 0.00 | 1 48.35 4.06 18380 | 0 | | | | -440.91 | 1 48.35 4.06 18380 | 0 | 2 -734.70 | | 86.500 | 5.19 1.83 -652.06 -415.87 0.00 | 1 51.80 4.06 18380 | 0 | | | 86.000 | 6.17 2.05 -450.75 -389.11 0.00 | 1 55.25 4.06 18380 | 0 | | | 85.500 | 7.23 2.20 -263.24 -360.62 0.00 | 1 58.70 4.06 18380 | 0 | | | 85.000 | 8.35 2.27 -90.42 -330.40 0.00 | 1 62.15 4.06 18380 | 0 | | | | | 1 43.36 3.07 31867 | 0 | | | 84.688 | 9.07 2.28 10.69 -316.55 0.00 | 1 45.28 3.07 31867 | 0 | | | 84.375 | 9.78 2.27 107.37 -302.10 0.00 | 1 47.20 3.07 31867 | 0 | | | 84.062 | 10.48 2.23 199.44 -287.05 0.00 | 1 49.12 3.07 31867 | 0 | | | 83.750 | 11.17 2.17 286.71 -271.40 0.00 | 1 51.04 3.07 31867 | 0 | | | 83.438 | 11.83 2.08 369.00 -255.15 0.00 | 1 52.96 3.07 31867 | 0 | | | 83.125 | 12.47 1.98 446.12 -238.30 0.00 | 1 54.88 3.07 31867 | 0 | | | 82.812 | 13.06 1.85 517.88 -220.85 0.00 | 1 56.80 3.07 31867 | 0 | | | 82.500 | 13.62 1.71 584.09 -202.80 0.00 | 1 58.72 3.07 31867 | 0 | | | 82.188 | 14.13 1.55 644.57 -184.15 0.00 | 1 60.64 3.07 31867 | 0 | | | 81.875 | 14.59 1.38 699.13 -164.90 0.00 | 1 62.56 3.07 31867 | 0 | | | 81.562 | 14.99 1.20 747.57 -145.05 0.00 | 1 64.48 3.07 31867 | 0 | | | 81.250 | 15.34 1.00 789.72 -124.60 0.00 | 1 66.40 3.07 31867 | 0 | | | 80.938 | 15.62 0.79 825.39 -103.55 0.00 | 1 68.32 3.07 31867 | 0 | | | 80.625 | 15.83 0.58 854.38 -81.90 0.00 | 1 70.24 3.07 31867 | 0 | | | 80.312 | 15.98 0.35 876.51 -59.65 0.00 | 1 72.16 3.07 31867 | 0 | | | 80.000 | 16.05 0.13 891.60 -36.80 0.00 | 1 74.08 3.07 31867 | 0 | | | 79.688 | 16.06 -0.10 899.45 -13.35 0.00 | 1 76.00 3.07 31867 | 0 | | | 79.375 | 15.99 -0.33 899.88 10.71 0.00 | 1 77.92 3.07 31867 | 0 | | | 79.062 | 15.85 -0.56 892.69 35.36 0.00 | 1 79.85 3.07 31867 | 0 | | | 78.750 | 15.64 -0.79 877.72 60.61 0.00 | 1 81.77 3.07 31867 | 0 | | | 78.438 | 15.36 -1.01 854.75 86.46 0.00 | 1 83.69 3.07 31867 | 0 | | | 78.125 | 15.01 -1.23 823.61 112.91 0.00 | 1 85.61 3.07 31867 | 0 | | | 77.812 | 14.59 -1.43 784.12 139.96 0.00 | 1 87.53 3.07 31867 | 0 | | | 77.500 | 14.11 -1.63 736.07 167.62 0.00 | 1 89.45 3.07 31867 | 0 | | | 77.188 | 13.57 -1.81 679.30 195.87 0.00 | 1 91.37 3.07 31867 | 0 | | | 76.875 | 12.98 -1.98 613.59 224.72 0.00 | 1 93.29 3.07 31867 | 0 | | | 76.562 | 12.34 -2.12 538.78 254.17 0.00 | 1 95.21 3.07 31867 | 0 | | | 76.250 | 11.66 -2.25 454.67 284.23 0.00 | 1 97.13 3.07 31867 | 0 | | | 75.938 | 10.94 -2.36 361.08 314.88 0.00 | 1 99.05 3.07 31867 | 0 | | | 75.625 | 10.19 -2.44 257.81 346.13 0.00 | 1 100.97 3.07 31867 | 0 | | | 75.312 | 9.42 -2.49 144.69 377.98 0.00 | 1 102.89 3.07 31867 | 0 | | | 75.000 | 8.64 -2.51 21.51 410.44 0.00 | 1 104.81 3.07 31867 | 0 | | | | | 1 15.91 4.06 43373 | 2 374.53 43373 | | | 74.500 | 7.38 -2.48 -141.05 244.15 -13.29 | 1 20.98 4.06 43373 | 2 327.52 43373 | | | 74.000 | 6.16 -2.40 -226.93 103.61 -19.01 | 1 26.06 4.06 43373 | 2 281.70 43373 | | | 73.625 | 5.27 -2.33 -248.66 14.54 -20.87 -3.68 | 1 29.86 4.06 43373 | 2 245.58 43373 | | | 73.250 | 4.42 -2.25 -239.59 -60.42 -21.78 -7.36 | 2 37.66 5.77 43373 | 2 210.69 43373 | | | 72.875 | 3.58 -2.18 -205.93 -114.66 -22.19 -11.04 | 2 79.16 5.77 43373 | 2 176.99 43373 | | | 72.500 | 2.77 -2.13 -156.91 -142.46 -22.35 -14.72 | 2 119.63 5.77 43373 | 2 144.31 43373 | | | 72.125 | 1.98 -2.09 -102.30 -144.50 -22.40 -18.39 | 2 159.32 5.77 43373 | 2 112.42 43373 | | | 71.750 | 1.21 -2.07 -51.69 -121.27 -22.42 -22.07 | 2 198.50 5.77 43373 | 2 81.04 43373 | | | 71.375 | 0.43 -2.06 -14.47 -73.06 -22.42 -25.75 | 2 237.41 5.77 43373 | 2 49.92 43373 | | | 71.000 | -0.34 -2.05 0.00 0.00 -22.42 -29.43 | 2 276.24 5.77 43373 | 2 18.89 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 16.06 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 899.88 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 22.42 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.074 = (1490.60 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.361 = (767.03 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 89.84 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 13 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 14 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 6 -------------------------------------------------------------------------------------------------------------------- ** FASE No 7 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 3 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 92.420 | 1.66 0.11 0.00 0.00 | 1 10.96 18380 | 0 | | INCLINACIÓN = 0.000 GRADOS | | 55.28 | 2 14.05 5.77 18380 | 0 | 1 55.28 | PRECARGA = 0.000 kN | 91.920 | 1.71 0.11 -29.76 64.48 | 2 22.75 5.77 18380 | 0 | | RIGIDEZ = 0.000 kN/m | 91.420 | 1.77 0.13 -65.19 77.95 | 2 31.14 5.77 18380 | 0 | | CONEXIÓN BILATERAL | 91.144 | 1.81 0.15 -87.97 87.16 | 2 35.51 5.77 18380 | 0 | | | 90.868 | 1.86 0.17 -113.46 97.54 | 2 39.63 5.77 18380 | 0 | | | 90.591 | 1.91 0.20 -141.96 109.01 | 2 43.44 5.77 18380 | 0 | | | 90.315 | 1.97 0.24 -173.78 121.49 | 2 46.88 5.77 18380 | 0 | | | 90.039 | 2.04 0.28 -209.17 134.86 | 2 49.89 5.77 18380 | 0 | | | 89.762 | 2.12 0.33 -248.36 148.98 | 2 52.39 5.77 18380 | 0 | | | 89.486 | 2.22 0.39 -291.54 163.73 | 2 54.34 5.77 18380 | 0 | | | 89.210 | 2.34 0.46 -338.86 178.92 0.00 | 2 55.65 5.77 18380 | 0 | | | 88.934 | 2.48 0.55 -390.41 194.38 0.00 | 2 56.27 5.77 18380 | 0 | | | 88.658 | 2.64 0.64 -446.26 209.90 0.00 | 2 56.12 5.77 18380 | 0 | | | 88.381 | 2.83 0.75 -506.37 225.27 0.00 | 2 55.12 5.77 18380 | 0 | | | 88.105 | 3.06 0.87 -570.68 240.23 0.00 | 2 53.21 5.77 18380 | 0 | | | 87.829 | 3.32 1.01 -639.04 254.53 0.00 | 2 50.31 5.77 18380 | 0 | | | 87.552 | 3.62 1.16 -711.22 267.88 0.00 | 2 46.33 5.77 18380 | 0 | | | 87.276 | 3.96 1.33 -786.99 280.69 0.00 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 4.35 1.52 -866.33 293.79 0.00 | 1 48.35 4.06 18380 | 0 | | | | -440.91 | 1 48.35 4.06 18380 | 0 | 2 -734.70 | | 86.500 | 5.19 1.83 -652.06 -415.87 0.00 | 1 51.80 4.06 18380 | 0 | | | 86.000 | 6.17 2.05 -450.75 -389.11 0.00 | 1 55.25 4.06 18380 | 0 | | | 85.500 | 7.23 2.20 -263.24 -360.62 0.00 | 1 58.70 4.06 18380 | 0 | | | 85.000 | 8.35 2.27 -90.42 -330.40 0.00 | 1 62.15 4.06 18380 | 0 | | | | | 1 43.36 3.07 31867 | 0 | | | 84.688 | 9.07 2.28 10.69 -316.55 0.00 | 1 45.28 3.07 31867 | 0 | | | 84.375 | 9.78 2.27 107.37 -302.10 0.00 | 1 47.20 3.07 31867 | 0 | | | 84.062 | 10.48 2.23 199.44 -287.05 0.00 | 1 49.12 3.07 31867 | 0 | | | 83.750 | 11.17 2.17 286.71 -271.40 0.00 | 1 51.04 3.07 31867 | 0 | | | 83.438 | 11.83 2.08 369.00 -255.15 0.00 | 1 52.96 3.07 31867 | 0 | | | 83.125 | 12.47 1.98 446.12 -238.30 0.00 | 1 54.88 3.07 31867 | 0 | | | 82.812 | 13.06 1.85 517.88 -220.85 0.00 | 1 56.80 3.07 31867 | 0 | | | 82.500 | 13.62 1.71 584.09 -202.80 0.00 | 1 58.72 3.07 31867 | 0 | | | 82.188 | 14.13 1.55 644.57 -184.15 0.00 | 1 60.64 3.07 31867 | 0 | | | 81.875 | 14.59 1.38 699.13 -164.90 0.00 | 1 62.56 3.07 31867 | 0 | | | 81.562 | 14.99 1.20 747.57 -145.05 0.00 | 1 64.48 3.07 31867 | 0 | | | 81.250 | 15.34 1.00 789.72 -124.60 0.00 | 1 66.40 3.07 31867 | 0 | | | 80.938 | 15.62 0.79 825.39 -103.55 0.00 | 1 68.32 3.07 31867 | 0 | | | 80.625 | 15.83 0.58 854.38 -81.90 0.00 | 1 70.24 3.07 31867 | 0 | | | 80.312 | 15.98 0.35 876.51 -59.65 0.00 | 1 72.16 3.07 31867 | 0 | | | 80.000 | 16.05 0.13 891.60 -36.80 0.00 | 1 74.08 3.07 31867 | 0 | | | 79.688 | 16.06 -0.10 899.45 -13.35 0.00 | 1 76.00 3.07 31867 | 0 | | | 79.375 | 15.99 -0.33 899.88 10.71 0.00 | 1 77.92 3.07 31867 | 0 | | | 79.062 | 15.85 -0.56 892.69 35.36 0.00 | 1 79.85 3.07 31867 | 0 | | | 78.750 | 15.64 -0.79 877.72 60.61 0.00 | 1 81.77 3.07 31867 | 0 | | | 78.438 | 15.36 -1.01 854.75 86.46 0.00 | 1 83.69 3.07 31867 | 0 | | | 78.125 | 15.01 -1.23 823.61 112.91 0.00 | 1 85.61 3.07 31867 | 0 | | | 77.812 | 14.59 -1.43 784.12 139.96 0.00 | 1 87.53 3.07 31867 | 0 | | | 77.500 | 14.11 -1.63 736.07 167.62 0.00 | 1 89.45 3.07 31867 | 0 | | | 77.188 | 13.57 -1.81 679.30 195.87 0.00 | 1 91.37 3.07 31867 | 0 | | | 76.875 | 12.98 -1.98 613.59 224.72 0.00 | 1 93.29 3.07 31867 | 0 | | | 76.562 | 12.34 -2.12 538.78 254.17 0.00 | 1 95.21 3.07 31867 | 0 | | | 76.250 | 11.66 -2.25 454.67 284.23 0.00 | 1 97.13 3.07 31867 | 0 | | | 75.938 | 10.94 -2.36 361.08 314.88 0.00 | 1 99.05 3.07 31867 | 0 | | | 75.625 | 10.19 -2.44 257.81 346.13 0.00 | 1 100.97 3.07 31867 | 0 | | | 75.312 | 9.42 -2.49 144.69 377.98 0.00 | 1 102.89 3.07 31867 | 0 | | | 75.000 | 8.64 -2.51 21.51 410.44 0.00 | 1 104.81 3.07 31867 | 0 | | | | | 1 15.91 4.06 43373 | 2 374.53 43373 | | | 74.500 | 7.38 -2.48 -141.05 244.15 -13.29 | 1 20.98 4.06 43373 | 2 327.52 43373 | | | 74.000 | 6.16 -2.40 -226.93 103.61 -19.01 | 1 26.06 4.06 43373 | 2 281.70 43373 | | | 73.625 | 5.27 -2.33 -248.66 14.54 -20.87 -3.68 | 1 29.86 4.06 43373 | 2 245.58 43373 | | | 73.250 | 4.42 -2.25 -239.59 -60.42 -21.78 -7.36 | 2 37.66 5.77 43373 | 2 210.69 43373 | | | 72.875 | 3.58 -2.18 -205.93 -114.66 -22.19 -11.04 | 2 79.16 5.77 43373 | 2 176.99 43373 | | | 72.500 | 2.77 -2.13 -156.91 -142.46 -22.35 -14.72 | 2 119.63 5.77 43373 | 2 144.31 43373 | | | 72.125 | 1.98 -2.09 -102.30 -144.50 -22.40 -18.39 | 2 159.32 5.77 43373 | 2 112.42 43373 | | | 71.750 | 1.21 -2.07 -51.69 -121.27 -22.42 -22.07 | 2 198.50 5.77 43373 | 2 81.04 43373 | | | 71.375 | 0.43 -2.06 -14.47 -73.06 -22.42 -25.75 | 2 237.41 5.77 43373 | 2 49.92 43373 | | | 71.000 | -0.34 -2.05 0.00 0.00 -22.42 -29.43 | 2 276.24 5.77 43373 | 2 18.89 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 16.06 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 899.88 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 22.42 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.074 = (1490.60 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.361 = (767.03 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 89.84 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 15 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 16 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 7 -------------------------------------------------------------------------------------------------------------------- ** FASE No 8 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *LARGO PLAZO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * SECCIÓN No. 1 : NUEVOS VALORES EI = 816915. kN.m2/m Rigidez cil. = 0. kPa/m Peso proprio = 0.000 kN/m2 | | | | | | | 92.420 | 1.66 0.11 0.00 0.00 | 1 10.96 18380 | 0 | | | | 55.28 | 2 14.05 5.77 18380 | 0 | 1 55.28 | | 91.920 | 1.71 0.11 -29.76 64.48 | 2 22.75 5.77 18380 | 0 | | | 91.420 | 1.77 0.13 -65.19 77.95 | 2 31.14 5.77 18380 | 0 | | | 91.144 | 1.81 0.15 -87.97 87.16 | 2 35.51 5.77 18380 | 0 | | | 90.868 | 1.86 0.17 -113.46 97.54 | 2 39.63 5.77 18380 | 0 | | | 90.591 | 1.91 0.20 -141.96 109.01 | 2 43.44 5.77 18380 | 0 | | | 90.315 | 1.97 0.24 -173.78 121.49 | 2 46.88 5.77 18380 | 0 | | | 90.039 | 2.04 0.28 -209.17 134.86 | 2 49.89 5.77 18380 | 0 | | | 89.762 | 2.12 0.33 -248.36 148.98 | 2 52.39 5.77 18380 | 0 | | | 89.486 | 2.22 0.39 -291.54 163.73 | 2 54.34 5.77 18380 | 0 | | | 89.210 | 2.34 0.46 -338.86 178.92 0.00 | 2 55.65 5.77 18380 | 0 | | | 88.934 | 2.48 0.55 -390.41 194.38 0.00 | 2 56.27 5.77 18380 | 0 | | | 88.658 | 2.64 0.64 -446.26 209.90 0.00 | 2 56.12 5.77 18380 | 0 | | | 88.381 | 2.83 0.75 -506.37 225.27 0.00 | 2 55.12 5.77 18380 | 0 | | | 88.105 | 3.06 0.87 -570.68 240.23 0.00 | 2 53.21 5.77 18380 | 0 | | | 87.829 | 3.32 1.01 -639.04 254.53 0.00 | 2 50.31 5.77 18380 | 0 | | | 87.552 | 3.62 1.16 -711.22 267.88 0.00 | 2 46.33 5.77 18380 | 0 | | | 87.276 | 3.96 1.33 -786.99 280.69 0.00 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 4.35 1.52 -866.33 293.79 0.00 | 1 48.35 4.06 18380 | 0 | | | | -440.91 | 1 48.35 4.06 18380 | 0 | 2 -734.70 | | 86.500 | 5.19 1.83 -652.06 -415.87 0.00 | 2 51.80 4.06 18380 | 0 | | | 86.000 | 6.17 2.05 -450.75 -389.11 0.00 | 2 55.25 4.06 18380 | 0 | | | 85.500 | 7.23 2.20 -263.24 -360.62 0.00 | 2 58.70 4.06 18380 | 0 | | | 85.000 | 8.35 2.27 -90.42 -330.40 0.00 | 2 62.15 4.06 18380 | 0 | | | | | 2 43.36 3.07 31867 | 0 | | | 84.688 | 9.07 2.28 10.69 -316.55 0.00 | 2 45.28 3.07 31867 | 0 | | | 84.375 | 9.78 2.27 107.37 -302.10 0.00 | 2 47.20 3.07 31867 | 0 | | | 84.062 | 10.48 2.23 199.44 -287.05 0.00 | 2 49.12 3.07 31867 | 0 | | | 83.750 | 11.17 2.17 286.71 -271.40 0.00 | 2 51.04 3.07 31867 | 0 | | | 83.438 | 11.83 2.08 369.00 -255.15 0.00 | 2 52.96 3.07 31867 | 0 | | | 83.125 | 12.47 1.98 446.12 -238.30 0.00 | 2 54.88 3.07 31867 | 0 | | | 82.812 | 13.06 1.85 517.88 -220.85 0.00 | 2 56.80 3.07 31867 | 0 | | | 82.500 | 13.62 1.71 584.09 -202.80 0.00 | 2 58.72 3.07 31867 | 0 | | | 82.188 | 14.13 1.55 644.57 -184.15 0.00 | 2 60.64 3.07 31867 | 0 | | | 81.875 | 14.59 1.38 699.13 -164.90 0.00 | 2 62.56 3.07 31867 | 0 | | | 81.562 | 14.99 1.20 747.57 -145.05 0.00 | 2 64.48 3.07 31867 | 0 | | | 81.250 | 15.34 1.00 789.72 -124.60 0.00 | 2 66.40 3.07 31867 | 0 | | | 80.938 | 15.62 0.79 825.39 -103.55 0.00 | 2 68.32 3.07 31867 | 0 | | | 80.625 | 15.83 0.58 854.38 -81.90 0.00 | 2 70.24 3.07 31867 | 0 | | | 80.312 | 15.98 0.35 876.51 -59.65 0.00 | 2 72.16 3.07 31867 | 0 | | | 80.000 | 16.05 0.13 891.60 -36.80 0.00 | 2 74.08 3.07 31867 | 0 | | | 79.688 | 16.06 -0.10 899.45 -13.35 0.00 | 2 76.00 3.07 31867 | 0 | | | 79.375 | 15.99 -0.33 899.88 10.71 0.00 | 2 77.92 3.07 31867 | 0 | | | 79.062 | 15.85 -0.56 892.69 35.36 0.00 | 2 79.85 3.07 31867 | 0 | | | 78.750 | 15.64 -0.79 877.72 60.61 0.00 | 2 81.77 3.07 31867 | 0 | | | 78.438 | 15.36 -1.01 854.75 86.46 0.00 | 2 83.69 3.07 31867 | 0 | | | 78.125 | 15.01 -1.23 823.61 112.91 0.00 | 2 85.61 3.07 31867 | 0 | | | 77.812 | 14.59 -1.43 784.12 139.96 0.00 | 2 87.53 3.07 31867 | 0 | | | 77.500 | 14.11 -1.63 736.07 167.62 0.00 | 2 89.45 3.07 31867 | 0 | | | 77.188 | 13.57 -1.81 679.30 195.87 0.00 | 2 91.37 3.07 31867 | 0 | | | 76.875 | 12.98 -1.98 613.59 224.72 0.00 | 2 93.29 3.07 31867 | 0 | | | 76.562 | 12.34 -2.12 538.78 254.17 0.00 | 2 95.21 3.07 31867 | 0 | | | 76.250 | 11.66 -2.25 454.67 284.23 0.00 | 2 97.13 3.07 31867 | 0 | | | 75.938 | 10.94 -2.36 361.08 314.88 0.00 | 2 99.05 3.07 31867 | 0 | | | 75.625 | 10.19 -2.44 257.81 346.13 0.00 | 2 100.97 3.07 31867 | 0 | | | 75.312 | 9.42 -2.49 144.69 377.98 0.00 | 2 102.89 3.07 31867 | 0 | | | 75.000 | 8.64 -2.51 21.51 410.44 0.00 | 2 104.81 3.07 31867 | 0 | | | | | 2 15.91 4.06 43373 | 2 374.53 43373 | | | 74.500 | 7.38 -2.48 -141.05 244.15 -13.29 | 1 20.98 4.06 43373 | 2 327.52 43373 | | | 74.000 | 6.16 -2.40 -226.93 103.61 -19.01 | 1 26.06 4.06 43373 | 2 281.70 43373 | | | 73.625 | 5.27 -2.33 -248.66 14.54 -20.87 -3.68 | 1 29.86 4.06 43373 | 2 245.58 43373 | | | 73.250 | 4.42 -2.25 -239.59 -60.42 -21.78 -7.36 | 2 37.66 5.77 43373 | 2 210.69 43373 | | | 72.875 | 3.58 -2.18 -205.93 -114.66 -22.19 -11.04 | 2 79.16 5.77 43373 | 2 176.99 43373 | | | 72.500 | 2.77 -2.13 -156.91 -142.46 -22.35 -14.72 | 2 119.63 5.77 43373 | 2 144.31 43373 | | | 72.125 | 1.98 -2.09 -102.30 -144.50 -22.40 -18.39 | 2 159.32 5.77 43373 | 2 112.42 43373 | | | 71.750 | 1.21 -2.07 -51.69 -121.27 -22.42 -22.07 | 2 198.50 5.77 43373 | 2 81.04 43373 | | | 71.375 | 0.43 -2.06 -14.47 -73.06 -22.42 -25.75 | 2 237.41 5.77 43373 | 2 49.92 43373 | | | 71.000 | -0.34 -2.05 0.00 0.00 -22.42 -29.43 | 2 276.24 5.77 43373 | 2 18.89 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 16.06 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 899.88 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 22.42 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.074 = (1490.60 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.361 = (767.03 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 89.84 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 15 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 16 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 7 -------------------------------------------------------------------------------------------------------------------- ** FASE No 8 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | *LARGO PLAZO | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * SECCIÓN No. 1 : NUEVOS VALORES EI = 816915. kN.m2/m Rigidez cil. = 0. kPa/m Peso proprio = 0.000 kN/m2 | | | | | | | 92.420 | 1.66 0.11 0.00 0.00 | 1 10.96 18380 | 0 | | | | 55.28 | 2 14.05 5.77 18380 | 0 | 1 55.28 | | 91.920 | 1.71 0.11 -29.76 64.48 | 2 22.75 5.77 18380 | 0 | | | 91.420 | 1.77 0.13 -65.19 77.95 | 2 31.14 5.77 18380 | 0 | | | 91.144 | 1.81 0.15 -87.97 87.16 | 2 35.51 5.77 18380 | 0 | | | 90.868 | 1.86 0.17 -113.46 97.54 | 2 39.63 5.77 18380 | 0 | | | 90.591 | 1.91 0.20 -141.96 109.01 | 2 43.44 5.77 18380 | 0 | | | 90.315 | 1.97 0.24 -173.78 121.49 | 2 46.88 5.77 18380 | 0 | | | 90.039 | 2.04 0.28 -209.17 134.86 | 2 49.89 5.77 18380 | 0 | | | 89.762 | 2.12 0.33 -248.36 148.98 | 2 52.39 5.77 18380 | 0 | | | 89.486 | 2.22 0.39 -291.54 163.73 | 2 54.34 5.77 18380 | 0 | | | 89.210 | 2.34 0.46 -338.86 178.92 0.00 | 2 55.65 5.77 18380 | 0 | | | 88.934 | 2.48 0.55 -390.41 194.38 0.00 | 2 56.27 5.77 18380 | 0 | | | 88.658 | 2.64 0.64 -446.26 209.90 0.00 | 2 56.12 5.77 18380 | 0 | | | 88.381 | 2.83 0.75 -506.37 225.27 0.00 | 2 55.12 5.77 18380 | 0 | | | 88.105 | 3.06 0.87 -570.68 240.23 0.00 | 2 53.21 5.77 18380 | 0 | | | 87.829 | 3.32 1.01 -639.04 254.53 0.00 | 2 50.31 5.77 18380 | 0 | | | 87.552 | 3.62 1.16 -711.22 267.88 0.00 | 2 46.33 5.77 18380 | 0 | | | 87.276 | 3.96 1.33 -786.99 280.69 0.00 | 1 46.45 4.06 18380 | 0 | | | 87.000 | 4.35 1.52 -866.33 293.79 0.00 | 1 48.35 4.06 18380 | 0 | | | | -440.91 | 1 48.35 4.06 18380 | 0 | 2 -734.70 | | 86.500 | 5.19 1.83 -652.06 -415.87 0.00 | 2 51.80 4.06 18380 | 0 | | | 86.000 | 6.17 2.05 -450.75 -389.11 0.00 | 2 55.25 4.06 18380 | 0 | | | 85.500 | 7.23 2.20 -263.24 -360.62 0.00 | 2 58.70 4.06 18380 | 0 | | | 85.000 | 8.35 2.27 -90.42 -330.40 0.00 | 2 62.15 4.06 18380 | 0 | | | | | 2 43.36 3.07 31867 | 0 | | | 84.688 | 9.07 2.28 10.69 -316.55 0.00 | 2 45.28 3.07 31867 | 0 | | | 84.375 | 9.78 2.27 107.37 -302.10 0.00 | 2 47.20 3.07 31867 | 0 | | | 84.062 | 10.48 2.23 199.44 -287.05 0.00 | 2 49.12 3.07 31867 | 0 | | | 83.750 | 11.17 2.17 286.71 -271.40 0.00 | 2 51.04 3.07 31867 | 0 | | | 83.438 | 11.83 2.08 369.00 -255.15 0.00 | 2 52.96 3.07 31867 | 0 | | | 83.125 | 12.47 1.98 446.12 -238.30 0.00 | 2 54.88 3.07 31867 | 0 | | | 82.812 | 13.06 1.85 517.88 -220.85 0.00 | 2 56.80 3.07 31867 | 0 | | | 82.500 | 13.62 1.71 584.09 -202.80 0.00 | 2 58.72 3.07 31867 | 0 | | | 82.188 | 14.13 1.55 644.57 -184.15 0.00 | 2 60.64 3.07 31867 | 0 | | | 81.875 | 14.59 1.38 699.13 -164.90 0.00 | 2 62.56 3.07 31867 | 0 | | | 81.562 | 14.99 1.20 747.57 -145.05 0.00 | 2 64.48 3.07 31867 | 0 | | | 81.250 | 15.34 1.00 789.72 -124.60 0.00 | 2 66.40 3.07 31867 | 0 | | | 80.938 | 15.62 0.79 825.39 -103.55 0.00 | 2 68.32 3.07 31867 | 0 | | | 80.625 | 15.83 0.58 854.38 -81.90 0.00 | 2 70.24 3.07 31867 | 0 | | | 80.312 | 15.98 0.35 876.51 -59.65 0.00 | 2 72.16 3.07 31867 | 0 | | | 80.000 | 16.05 0.13 891.60 -36.80 0.00 | 2 74.08 3.07 31867 | 0 | | | 79.688 | 16.06 -0.10 899.45 -13.35 0.00 | 2 76.00 3.07 31867 | 0 | | | 79.375 | 15.99 -0.33 899.88 10.71 0.00 | 2 77.92 3.07 31867 | 0 | | | 79.062 | 15.85 -0.56 892.69 35.36 0.00 | 2 79.85 3.07 31867 | 0 | | | 78.750 | 15.64 -0.79 877.72 60.61 0.00 | 2 81.77 3.07 31867 | 0 | | | 78.438 | 15.36 -1.01 854.75 86.46 0.00 | 2 83.69 3.07 31867 | 0 | | | 78.125 | 15.01 -1.23 823.61 112.91 0.00 | 2 85.61 3.07 31867 | 0 | | | 77.812 | 14.59 -1.43 784.12 139.96 0.00 | 2 87.53 3.07 31867 | 0 | | | 77.500 | 14.11 -1.63 736.07 167.62 0.00 | 2 89.45 3.07 31867 | 0 | | | 77.188 | 13.57 -1.81 679.30 195.87 0.00 | 2 91.37 3.07 31867 | 0 | | | 76.875 | 12.98 -1.98 613.59 224.72 0.00 | 2 93.29 3.07 31867 | 0 | | | 76.562 | 12.34 -2.12 538.78 254.17 0.00 | 2 95.21 3.07 31867 | 0 | | | 76.250 | 11.66 -2.25 454.67 284.23 0.00 | 2 97.13 3.07 31867 | 0 | | | 75.938 | 10.94 -2.36 361.08 314.88 0.00 | 2 99.05 3.07 31867 | 0 | | | 75.625 | 10.19 -2.44 257.81 346.13 0.00 | 2 100.97 3.07 31867 | 0 | | | 75.312 | 9.42 -2.49 144.69 377.98 0.00 | 2 102.89 3.07 31867 | 0 | | | 75.000 | 8.64 -2.51 21.51 410.44 0.00 | 2 104.81 3.07 31867 | 0 | | | | | 2 15.91 4.06 43373 | 2 374.53 43373 | | | 74.500 | 7.38 -2.48 -141.05 244.15 -13.29 | 1 20.98 4.06 43373 | 2 327.52 43373 | | | 74.000 | 6.16 -2.40 -226.93 103.61 -19.01 | 1 26.06 4.06 43373 | 2 281.70 43373 | | | 73.625 | 5.27 -2.33 -248.66 14.54 -20.87 -3.68 | 1 29.86 4.06 43373 | 2 245.58 43373 | | | 73.250 | 4.42 -2.25 -239.59 -60.42 -21.78 -7.36 | 2 37.66 5.77 43373 | 2 210.69 43373 | | | 72.875 | 3.58 -2.18 -205.93 -114.66 -22.19 -11.04 | 2 79.16 5.77 43373 | 2 176.99 43373 | | | 72.500 | 2.77 -2.13 -156.91 -142.46 -22.35 -14.72 | 2 119.63 5.77 43373 | 2 144.31 43373 | | | 72.125 | 1.98 -2.09 -102.30 -144.50 -22.40 -18.39 | 2 159.32 5.77 43373 | 2 112.42 43373 | | | 71.750 | 1.21 -2.07 -51.69 -121.27 -22.42 -22.07 | 2 198.50 5.77 43373 | 2 81.04 43373 | | | 71.375 | 0.43 -2.06 -14.47 -73.06 -22.42 -25.75 | 2 237.41 5.77 43373 | 2 49.92 43373 | | | 71.000 | -0.34 -2.05 0.00 0.00 -22.42 -29.43 | 2 276.24 5.77 43373 | 2 18.89 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 16.06 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 899.88 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 22.42 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.074 = (1490.60 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.361 = (767.03 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 89.84 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 17 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 18 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 8 -------------------------------------------------------------------------------------------------------------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 | | S U E L O 1 | S U E L O 2 | | | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ | | | | | | | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | | | | | | | | 92.420 | 1.67 -0.04 0.00 0.00 | 1 10.96 18380 | 0 | | ------------------------------------------------------------------- | | 43.98 | 2 13.84 5.77 18380 | 0 | 1 43.98 | | | | | | | | 91.920 | 1.65 -0.03 -24.14 53.42 | 2 23.89 5.77 18380 | 0 | | | 92.420 | 0.00 | 0.00 | -112.97 | 55.28 | | 91.420 | 1.64 -0.01 -54.24 67.79 | 2 33.60 5.77 18380 | 0 | | | 91.920 | -29.76 | 54.97 | -106.63 | 64.48 | | 91.144 | 1.64 0.01 -74.31 77.77 | 2 38.68 5.77 18380 | 0 | | | 91.420 | -65.19 | 106.34 | -98.56 | 77.95 | | 90.868 | 1.65 0.04 -97.33 89.12 | 2 43.48 5.77 18380 | 0 | | | 91.144 | -87.97 | 132.86 | -93.36 | 87.16 | | 90.591 | 1.66 0.08 -123.67 101.74 0.00 | 2 47.93 5.77 18380 | 0 | | | 90.868 | -113.46 | 157.88 | -87.64 | 97.54 | | 90.315 | 1.69 0.13 -153.66 115.54 0.00 | 2 51.96 5.77 18380 | 0 | | | 90.591 | -141.96 | 181.24 | -81.39 | 109.01 | | 90.039 | 1.73 0.18 -187.60 130.38 0.00 | 2 55.50 5.77 18380 | 0 | | | 90.315 | -173.78 | 202.80 | -74.62 | 121.49 | | 89.762 | 1.79 0.25 -225.78 146.12 0.00 | 2 58.45 5.77 18380 | 0 | | | 90.039 | -209.17 | 222.41 | -67.31 | 134.86 | | 89.486 | 1.87 0.34 -268.40 162.59 0.00 | 2 60.74 5.77 18380 | 0 | | | 89.762 | -248.36 | 239.94 | -59.48 | 148.98 | | 89.210 | 1.98 0.43 -315.65 179.58 0.00 | 2 62.28 5.77 18380 | 0 | | | 89.486 | -291.54 | 255.23 | -51.13 | 163.73 | | 88.934 | 2.11 0.55 -367.65 196.88 -0.01 | 2 62.96 5.77 18380 | 0 | | | 89.210 | -338.86 | 268.14 | -42.25 | 179.58 | | 88.658 | 2.28 0.68 -424.43 214.23 -0.01 | 2 62.70 5.77 18380 | 0 | | | 88.934 | -390.41 | 278.52 | -32.84 | 196.88 | | 88.381 | 2.49 0.84 -485.99 231.37 -0.01 | 2 61.37 5.77 18380 | 0 | | | 88.658 | -446.26 | 286.23 | -22.90 | 214.23 | | 88.105 | 2.75 1.01 -552.22 247.98 -0.01 | 2 58.87 5.77 18380 | 0 | | | 88.381 | -506.37 | 291.13 | -12.44 | 231.37 | | 87.829 | 3.06 1.21 -622.92 263.72 -0.01 | 2 55.09 5.77 18380 | 0 | | | 88.105 | -570.68 | 293.06 | -2.78 | 247.98 | | 87.552 | 3.42 1.43 -697.81 278.22 -0.01 | 2 49.91 5.77 18380 | 0 | | | 87.829 | -639.04 | 291.88 | -3.95 | 263.72 | | 87.276 | 3.85 1.68 -776.55 291.81 -0.01 | 2 48.44 5.77 18380 | 0 | | | 87.552 | -711.22 | 287.45 | -4.70 | 278.22 | | 87.000 | 4.35 1.96 -859.01 305.17 -0.01 | 1 48.35 4.06 18380 | 0 | | | 87.276 | -786.99 | 279.62 | -5.06 | 291.81 | | | -431.10 | 1 48.35 4.06 18380 | 0 | 2 -736.27 | | 87.000 | -866.33 | 268.25 | -5.05 | 305.17 | | 86.500 | 5.45 2.42 -649.65 -406.06 -0.01 | 1 51.80 4.06 18380 | 0 | | | | -866.33 | 268.25 | -440.91 | 47.77 | | 86.000 | 6.75 2.76 -453.24 -379.30 -0.01 | 1 55.25 4.06 18380 | 0 | | | 86.500 | -652.06 | 238.17 | -415.87 | 72.81 | | 85.500 | 8.19 2.98 -270.64 -350.81 -0.01 | 1 58.70 4.06 18380 | 0 | | | 86.000 | -453.24 | 195.15 | -389.11 | 99.57 | | 85.000 | 9.72 3.09 -102.72 -320.60 -0.01 | 1 62.15 4.06 18380 | 0 | | | 85.500 | -270.64 | 139.39 | -360.62 | 121.61 | | | | 1 43.36 3.07 31867 | 0 | | | 85.000 | -102.72 | 75.40 | -330.40 | 132.48 | | 84.688 | 10.69 3.11 -4.68 -306.75 -0.01 | 1 45.28 3.07 31867 | 0 | | | 84.688 | -27.88 | 36.46 | -316.55 | 116.73 | | 84.375 | 11.66 3.10 88.94 -292.30 -0.01 | 1 47.20 3.07 31867 | 0 | | | 84.375 | -28.07 | 107.37 | -302.10 | 101.31 | | 84.062 | 12.62 3.05 177.95 -277.25 -0.01 | 1 49.12 3.07 31867 | 0 | | | 84.062 | -27.65 | 199.44 | -287.05 | 86.77 | | 83.750 | 13.56 2.96 262.16 -261.60 -0.01 | 1 51.04 3.07 31867 | 0 | | | 83.750 | -51.91 | 286.71 | -271.40 | 73.10 | | 83.438 | 14.47 2.85 341.38 -245.35 -0.01 | 1 52.96 3.07 31867 | 0 | | | 83.438 | -72.72 | 369.00 | -255.15 | 60.26 | | 83.125 | 15.33 2.70 415.43 -228.50 -0.01 | 1 54.88 3.07 31867 | 0 | | | 83.125 | -89.65 | 446.12 | -238.30 | 48.22 | | 82.812 | 16.15 2.53 484.13 -211.05 -0.01 | 1 56.80 3.07 31867 | 0 | | | 82.812 | -102.94 | 517.88 | -220.85 | 36.90 | | 82.500 | 16.91 2.33 547.28 -193.00 -0.01 | 1 58.72 3.07 31867 | 0 | | | 82.500 | -112.78 | 584.09 | -202.80 | 26.22 | | 82.188 | 17.60 2.11 604.69 -174.35 -0.01 | 1 60.64 3.07 31867 | 0 | | | 82.188 | -119.38 | 644.57 | -184.15 | 16.11 | | 81.875 | 18.23 1.87 656.18 -155.10 -0.01 | 1 62.56 3.07 31867 | 0 | | | 81.875 | -122.91 | 699.13 | -164.90 | 6.60 | | 81.562 | 18.77 1.61 701.56 -135.25 -0.01 | 1 64.48 3.07 31867 | 0 | | | 81.562 | -123.64 | 747.57 | -145.05 | 0.00 | | 81.250 | 19.23 1.33 740.65 -114.79 -0.01 | 1 66.40 3.07 31867 | 0 | | | 81.250 | -122.06 | 789.72 | -124.60 | 0.00 | | 80.938 | 19.60 1.04 773.25 -93.74 -0.01 | 1 68.32 3.07 31867 | 0 | | | 80.938 | -118.69 | 825.39 | -103.55 | 0.00 | | 80.625 | 19.88 0.74 799.17 -72.09 -0.01 | 1 70.24 3.07 31867 | 0 | | | 80.625 | -113.98 | 854.38 | -81.90 | 0.00 | | 80.312 | 20.07 0.43 818.24 -49.84 -0.01 | 1 72.16 3.07 31867 | 0 | | | 80.312 | -108.32 | 876.51 | -59.65 | 0.00 | | 80.000 | 20.15 0.12 830.26 -26.99 -0.01 | 1 74.08 3.07 31867 | 0 | | | 80.000 | -102.03 | 891.60 | -36.80 | 0.00 | | 79.688 | 20.14 -0.20 835.05 -3.54 -0.01 | 1 76.00 3.07 31867 | 0 | | | 79.688 | -95.41 | 899.45 | -21.48 | 0.00 | | 79.375 | 20.03 -0.52 832.41 20.51 -0.01 | 1 77.92 3.07 31867 | 0 | | | 79.375 | -88.68 | 899.88 | -21.52 | 20.51 | | 79.062 | 19.81 -0.84 822.17 45.16 -0.01 | 1 79.85 3.07 31867 | 0 | | | 79.062 | -82.02 | 892.69 | -21.05 | 45.16 | | 78.750 | 19.50 -1.15 804.12 70.42 -0.01 | 1 81.77 3.07 31867 | 0 | | | 78.750 | -75.56 | 877.72 | -20.21 | 70.42 | | 78.438 | 19.10 -1.45 778.09 96.27 -0.01 | 1 83.69 3.07 31867 | 0 | | | 78.438 | -69.41 | 854.75 | -19.12 | 96.27 | | 78.125 | 18.60 -1.74 743.89 122.72 -0.01 | 1 85.61 3.07 31867 | 0 | | | 78.125 | -63.63 | 823.61 | -17.90 | 122.72 | | 77.812 | 18.01 -2.02 701.33 149.77 -0.01 | 1 87.53 3.07 31867 | 0 | | | 77.812 | -58.23 | 784.12 | -16.66 | 149.77 | | 77.500 | 17.34 -2.28 650.22 177.42 -0.01 | 1 89.45 3.07 31867 | 0 | | | 77.500 | -53.21 | 736.07 | -15.49 | 177.42 | | 77.188 | 16.59 -2.52 590.38 205.68 -0.01 | 1 91.37 3.07 31867 | 0 | | | 77.188 | -48.53 | 679.30 | -14.49 | 205.68 | | 76.875 | 15.77 -2.73 521.61 234.53 -0.01 | 1 93.29 3.07 31867 | 0 | | | 76.875 | -44.13 | 613.59 | -13.72 | 234.53 | | 76.562 | 14.88 -2.91 443.74 263.98 -0.01 | 1 95.21 3.07 31867 | 0 | | | 76.562 | -39.92 | 538.78 | -13.28 | 263.98 | | 76.250 | 13.95 -3.07 356.56 294.03 -0.01 | 1 97.13 3.07 31867 | 0 | | | 76.250 | -35.79 | 454.67 | -13.22 | 294.03 | | 75.938 | 12.97 -3.19 259.90 324.69 -0.01 | 1 99.05 3.07 31867 | 0 | | | 75.938 | -31.61 | 361.08 | -13.60 | 324.69 | | 75.625 | 11.96 -3.26 153.57 355.94 -0.01 | 1 100.97 3.07 31867 | 0 | | | 75.625 | -27.24 | 257.81 | -14.48 | 355.94 | | 75.312 | 10.93 -3.30 37.38 387.79 -0.01 | 1 102.89 3.07 31867 | 0 | | | 75.312 | -22.50 | 144.69 | -15.91 | 387.79 | | 75.000 | 9.90 -3.29 -88.86 420.24 -0.01 | 1 104.81 3.07 31867 | 0 | | | 75.000 | -88.86 | 21.51 | -17.92 | 420.24 | | | | 1 15.91 4.06 43373 | 3 427.49 43373 | | | 74.500 | -250.29 | 0.74 | -12.68 | 244.15 | | 74.500 | 8.28 -3.18 -250.29 231.01 -22.09 | 1 20.98 4.06 43373 | 2 366.36 43373 | | | 74.000 | -325.33 | 0.31 | -8.24 | 103.61 | | 74.000 | 6.73 -3.00 -325.33 74.58 -30.87 | 1 26.06 4.06 43373 | 2 306.40 43373 | | | 73.625 | -334.65 | 0.10 | -22.05 | 14.54 | | 73.625 | 5.63 -2.85 -334.65 -22.05 -33.44 -3.68 | 1 29.86 4.06 43373 | 2 261.17 43373 | | | 73.250 | -310.86 | 0.00 | -102.13 | 0.24 | | 73.250 | 4.59 -2.70 -310.86 -102.13 -34.59 -7.36 | 1 33.67 4.06 43373 | 2 218.42 43373 | | | 72.875 | -260.96 | 0.60 | -158.93 | 0.09 | | 72.875 | 3.61 -2.57 -260.96 -158.93 -35.06 -11.04 | 2 78.18 5.77 43373 | 2 177.97 43373 | | | 72.500 | -195.47 | 0.88 | -185.28 | 0.00 | | 72.500 | 2.66 -2.46 -195.47 -185.28 -35.21 -14.72 | 2 124.49 5.77 43373 | 2 139.46 43373 | | | 72.125 | -125.74 | 0.77 | -181.74 | 0.63 | | 72.125 | 1.75 -2.39 -125.74 -181.74 -35.25 -18.39 | 2 169.33 5.77 43373 | 2 102.40 43373 | | | 71.750 | -62.79 | 0.47 | -149.23 | 0.91 | | 71.750 | 0.87 -2.35 -62.79 -149.23 -35.26 -22.07 | 2 213.24 5.77 43373 | 2 66.29 43373 | | | 71.375 | -17.37 | 0.15 | -88.27 | 0.70 | | 71.375 | -0.01 -2.33 -17.37 -88.27 -35.26 -25.75 | 2 256.66 5.77 43373 | 2 30.66 43373 | | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | 71.000 | -0.88 -2.33 0.00 0.00 -35.26 -29.43 | 2 299.94 5.77 43373 | -1 | | | | | | | | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | | | | | | | ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------- | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.15 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE | | MOMENTO MÁXIMO = -859.01 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 4 = 0.153 EN FASE FINAL No 8 NO APLICABLE | | REACCIÓN VERTICAL EN PIE = 35.26 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.076 = (1534.19 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.375 = (797.75 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 89.67 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m *** FINAL DE CÁLCULO ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 17 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 18 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 8 -------------------------------------------------------------------------------------------------------------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 | | S U E L O 1 | S U E L O 2 | | | P A R E D | EXCAVACIÓN: -1.00 m | EXCAVACIÓN: 17.42 m | PUNTALES/ | | | NIVEL AGUA: 52.42 m | NIVEL AGUA: 18.42 m | ANCLAS | | | S. DE CAQUOT: 10.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ | | | | | | | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | | | | | | | | 92.420 | 1.67 -0.04 0.00 0.00 | 1 10.96 18380 | 0 | | ------------------------------------------------------------------- | | 43.98 | 2 13.84 5.77 18380 | 0 | 1 43.98 | | | | | | | | 91.920 | 1.65 -0.03 -24.14 53.42 | 2 23.89 5.77 18380 | 0 | | | 92.420 | 0.00 | 0.00 | -112.97 | 55.28 | | 91.420 | 1.64 -0.01 -54.24 67.79 | 2 33.60 5.77 18380 | 0 | | | 91.920 | -29.76 | 54.97 | -106.63 | 64.48 | | 91.144 | 1.64 0.01 -74.31 77.77 | 2 38.68 5.77 18380 | 0 | | | 91.420 | -65.19 | 106.34 | -98.56 | 77.95 | | 90.868 | 1.65 0.04 -97.33 89.12 | 2 43.48 5.77 18380 | 0 | | | 91.144 | -87.97 | 132.86 | -93.36 | 87.16 | | 90.591 | 1.66 0.08 -123.67 101.74 0.00 | 2 47.93 5.77 18380 | 0 | | | 90.868 | -113.46 | 157.88 | -87.64 | 97.54 | | 90.315 | 1.69 0.13 -153.66 115.54 0.00 | 2 51.96 5.77 18380 | 0 | | | 90.591 | -141.96 | 181.24 | -81.39 | 109.01 | | 90.039 | 1.73 0.18 -187.60 130.38 0.00 | 2 55.50 5.77 18380 | 0 | | | 90.315 | -173.78 | 202.80 | -74.62 | 121.49 | | 89.762 | 1.79 0.25 -225.78 146.12 0.00 | 2 58.45 5.77 18380 | 0 | | | 90.039 | -209.17 | 222.41 | -67.31 | 134.86 | | 89.486 | 1.87 0.34 -268.40 162.59 0.00 | 2 60.74 5.77 18380 | 0 | | | 89.762 | -248.36 | 239.94 | -59.48 | 148.98 | | 89.210 | 1.98 0.43 -315.65 179.58 0.00 | 2 62.28 5.77 18380 | 0 | | | 89.486 | -291.54 | 255.23 | -51.13 | 163.73 | | 88.934 | 2.11 0.55 -367.65 196.88 -0.01 | 2 62.96 5.77 18380 | 0 | | | 89.210 | -338.86 | 268.14 | -42.25 | 179.58 | | 88.658 | 2.28 0.68 -424.43 214.23 -0.01 | 2 62.70 5.77 18380 | 0 | | | 88.934 | -390.41 | 278.52 | -32.84 | 196.88 | | 88.381 | 2.49 0.84 -485.99 231.37 -0.01 | 2 61.37 5.77 18380 | 0 | | | 88.658 | -446.26 | 286.23 | -22.90 | 214.23 | | 88.105 | 2.75 1.01 -552.22 247.98 -0.01 | 2 58.87 5.77 18380 | 0 | | | 88.381 | -506.37 | 291.13 | -12.44 | 231.37 | | 87.829 | 3.06 1.21 -622.92 263.72 -0.01 | 2 55.09 5.77 18380 | 0 | | | 88.105 | -570.68 | 293.06 | -2.78 | 247.98 | | 87.552 | 3.42 1.43 -697.81 278.22 -0.01 | 2 49.91 5.77 18380 | 0 | | | 87.829 | -639.04 | 291.88 | -3.95 | 263.72 | | 87.276 | 3.85 1.68 -776.55 291.81 -0.01 | 2 48.44 5.77 18380 | 0 | | | 87.552 | -711.22 | 287.45 | -4.70 | 278.22 | | 87.000 | 4.35 1.96 -859.01 305.17 -0.01 | 1 48.35 4.06 18380 | 0 | | | 87.276 | -786.99 | 279.62 | -5.06 | 291.81 | | | -431.10 | 1 48.35 4.06 18380 | 0 | 2 -736.27 | | 87.000 | -866.33 | 268.25 | -5.05 | 305.17 | | 86.500 | 5.45 2.42 -649.65 -406.06 -0.01 | 1 51.80 4.06 18380 | 0 | | | | -866.33 | 268.25 | -440.91 | 47.77 | | 86.000 | 6.75 2.76 -453.24 -379.30 -0.01 | 1 55.25 4.06 18380 | 0 | | | 86.500 | -652.06 | 238.17 | -415.87 | 72.81 | | 85.500 | 8.19 2.98 -270.64 -350.81 -0.01 | 1 58.70 4.06 18380 | 0 | | | 86.000 | -453.24 | 195.15 | -389.11 | 99.57 | | 85.000 | 9.72 3.09 -102.72 -320.60 -0.01 | 1 62.15 4.06 18380 | 0 | | | 85.500 | -270.64 | 139.39 | -360.62 | 121.61 | | | | 1 43.36 3.07 31867 | 0 | | | 85.000 | -102.72 | 75.40 | -330.40 | 132.48 | | 84.688 | 10.69 3.11 -4.68 -306.75 -0.01 | 1 45.28 3.07 31867 | 0 | | | 84.688 | -27.88 | 36.46 | -316.55 | 116.73 | | 84.375 | 11.66 3.10 88.94 -292.30 -0.01 | 1 47.20 3.07 31867 | 0 | | | 84.375 | -28.07 | 107.37 | -302.10 | 101.31 | | 84.062 | 12.62 3.05 177.95 -277.25 -0.01 | 1 49.12 3.07 31867 | 0 | | | 84.062 | -27.65 | 199.44 | -287.05 | 86.77 | | 83.750 | 13.56 2.96 262.16 -261.60 -0.01 | 1 51.04 3.07 31867 | 0 | | | 83.750 | -51.91 | 286.71 | -271.40 | 73.10 | | 83.438 | 14.47 2.85 341.38 -245.35 -0.01 | 1 52.96 3.07 31867 | 0 | | | 83.438 | -72.72 | 369.00 | -255.15 | 60.26 | | 83.125 | 15.33 2.70 415.43 -228.50 -0.01 | 1 54.88 3.07 31867 | 0 | | | 83.125 | -89.65 | 446.12 | -238.30 | 48.22 | | 82.812 | 16.15 2.53 484.13 -211.05 -0.01 | 1 56.80 3.07 31867 | 0 | | | 82.812 | -102.94 | 517.88 | -220.85 | 36.90 | | 82.500 | 16.91 2.33 547.28 -193.00 -0.01 | 1 58.72 3.07 31867 | 0 | | | 82.500 | -112.78 | 584.09 | -202.80 | 26.22 | | 82.188 | 17.60 2.11 604.69 -174.35 -0.01 | 1 60.64 3.07 31867 | 0 | | | 82.188 | -119.38 | 644.57 | -184.15 | 16.11 | | 81.875 | 18.23 1.87 656.18 -155.10 -0.01 | 1 62.56 3.07 31867 | 0 | | | 81.875 | -122.91 | 699.13 | -164.90 | 6.60 | | 81.562 | 18.77 1.61 701.56 -135.25 -0.01 | 1 64.48 3.07 31867 | 0 | | | 81.562 | -123.64 | 747.57 | -145.05 | 0.00 | | 81.250 | 19.23 1.33 740.65 -114.79 -0.01 | 1 66.40 3.07 31867 | 0 | | | 81.250 | -122.06 | 789.72 | -124.60 | 0.00 | | 80.938 | 19.60 1.04 773.25 -93.74 -0.01 | 1 68.32 3.07 31867 | 0 | | | 80.938 | -118.69 | 825.39 | -103.55 | 0.00 | | 80.625 | 19.88 0.74 799.17 -72.09 -0.01 | 1 70.24 3.07 31867 | 0 | | | 80.625 | -113.98 | 854.38 | -81.90 | 0.00 | | 80.312 | 20.07 0.43 818.24 -49.84 -0.01 | 1 72.16 3.07 31867 | 0 | | | 80.312 | -108.32 | 876.51 | -59.65 | 0.00 | | 80.000 | 20.15 0.12 830.26 -26.99 -0.01 | 1 74.08 3.07 31867 | 0 | | | 80.000 | -102.03 | 891.60 | -36.80 | 0.00 | | 79.688 | 20.14 -0.20 835.05 -3.54 -0.01 | 1 76.00 3.07 31867 | 0 | | | 79.688 | -95.41 | 899.45 | -21.48 | 0.00 | | 79.375 | 20.03 -0.52 832.41 20.51 -0.01 | 1 77.92 3.07 31867 | 0 | | | 79.375 | -88.68 | 899.88 | -21.52 | 20.51 | | 79.062 | 19.81 -0.84 822.17 45.16 -0.01 | 1 79.85 3.07 31867 | 0 | | | 79.062 | -82.02 | 892.69 | -21.05 | 45.16 | | 78.750 | 19.50 -1.15 804.12 70.42 -0.01 | 1 81.77 3.07 31867 | 0 | | | 78.750 | -75.56 | 877.72 | -20.21 | 70.42 | | 78.438 | 19.10 -1.45 778.09 96.27 -0.01 | 1 83.69 3.07 31867 | 0 | | | 78.438 | -69.41 | 854.75 | -19.12 | 96.27 | | 78.125 | 18.60 -1.74 743.89 122.72 -0.01 | 1 85.61 3.07 31867 | 0 | | | 78.125 | -63.63 | 823.61 | -17.90 | 122.72 | | 77.812 | 18.01 -2.02 701.33 149.77 -0.01 | 1 87.53 3.07 31867 | 0 | | | 77.812 | -58.23 | 784.12 | -16.66 | 149.77 | | 77.500 | 17.34 -2.28 650.22 177.42 -0.01 | 1 89.45 3.07 31867 | 0 | | | 77.500 | -53.21 | 736.07 | -15.49 | 177.42 | | 77.188 | 16.59 -2.52 590.38 205.68 -0.01 | 1 91.37 3.07 31867 | 0 | | | 77.188 | -48.53 | 679.30 | -14.49 | 205.68 | | 76.875 | 15.77 -2.73 521.61 234.53 -0.01 | 1 93.29 3.07 31867 | 0 | | | 76.875 | -44.13 | 613.59 | -13.72 | 234.53 | | 76.562 | 14.88 -2.91 443.74 263.98 -0.01 | 1 95.21 3.07 31867 | 0 | | | 76.562 | -39.92 | 538.78 | -13.28 | 263.98 | | 76.250 | 13.95 -3.07 356.56 294.03 -0.01 | 1 97.13 3.07 31867 | 0 | | | 76.250 | -35.79 | 454.67 | -13.22 | 294.03 | | 75.938 | 12.97 -3.19 259.90 324.69 -0.01 | 1 99.05 3.07 31867 | 0 | | | 75.938 | -31.61 | 361.08 | -13.60 | 324.69 | | 75.625 | 11.96 -3.26 153.57 355.94 -0.01 | 1 100.97 3.07 31867 | 0 | | | 75.625 | -27.24 | 257.81 | -14.48 | 355.94 | | 75.312 | 10.93 -3.30 37.38 387.79 -0.01 | 1 102.89 3.07 31867 | 0 | | | 75.312 | -22.50 | 144.69 | -15.91 | 387.79 | | 75.000 | 9.90 -3.29 -88.86 420.24 -0.01 | 1 104.81 3.07 31867 | 0 | | | 75.000 | -88.86 | 21.51 | -17.92 | 420.24 | | | | 1 15.91 4.06 43373 | 3 427.49 43373 | | | 74.500 | -250.29 | 0.74 | -12.68 | 244.15 | | 74.500 | 8.28 -3.18 -250.29 231.01 -22.09 | 1 20.98 4.06 43373 | 2 366.36 43373 | | | 74.000 | -325.33 | 0.31 | -8.24 | 103.61 | | 74.000 | 6.73 -3.00 -325.33 74.58 -30.87 | 1 26.06 4.06 43373 | 2 306.40 43373 | | | 73.625 | -334.65 | 0.10 | -22.05 | 14.54 | | 73.625 | 5.63 -2.85 -334.65 -22.05 -33.44 -3.68 | 1 29.86 4.06 43373 | 2 261.17 43373 | | | 73.250 | -310.86 | 0.00 | -102.13 | 0.24 | | 73.250 | 4.59 -2.70 -310.86 -102.13 -34.59 -7.36 | 1 33.67 4.06 43373 | 2 218.42 43373 | | | 72.875 | -260.96 | 0.60 | -158.93 | 0.09 | | 72.875 | 3.61 -2.57 -260.96 -158.93 -35.06 -11.04 | 2 78.18 5.77 43373 | 2 177.97 43373 | | | 72.500 | -195.47 | 0.88 | -185.28 | 0.00 | | 72.500 | 2.66 -2.46 -195.47 -185.28 -35.21 -14.72 | 2 124.49 5.77 43373 | 2 139.46 43373 | | | 72.125 | -125.74 | 0.77 | -181.74 | 0.63 | | 72.125 | 1.75 -2.39 -125.74 -181.74 -35.25 -18.39 | 2 169.33 5.77 43373 | 2 102.40 43373 | | | 71.750 | -62.79 | 0.47 | -149.23 | 0.91 | | 71.750 | 0.87 -2.35 -62.79 -149.23 -35.26 -22.07 | 2 213.24 5.77 43373 | 2 66.29 43373 | | | 71.375 | -17.37 | 0.15 | -88.27 | 0.70 | | 71.375 | -0.01 -2.33 -17.37 -88.27 -35.26 -25.75 | 2 256.66 5.77 43373 | 2 30.66 43373 | | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | 71.000 | -0.88 -2.33 0.00 0.00 -35.26 -29.43 | 2 299.94 5.77 43373 | -1 | | | | | | | | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | | | | | | | ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------- | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 20.15 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE | | MOMENTO MÁXIMO = -859.01 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 4 = 0.153 EN FASE FINAL No 8 NO APLICABLE | | REACCIÓN VERTICAL EN PIE = 35.26 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 4 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.076 = (1534.19 kN/m)/(20062.30 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.375 = (797.75 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 89.67 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m *** FINAL DE CÁLCULO ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 19 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 20 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 EN LO QUE SIGUE LOS NÚMEROS DE FASE ESTÁN LAS FASES DE CÁLCULOS (la totalidad de las fases) PARA LAS FASES DE TRABAJOS : ------------------------------------------------------------------- DESPLAZAMIENTO MÁXIMO EN FASE No 8 = 20.15 mm EN FASE FINAL No 8 = 20.15 mm | | | | | | MOMENTO MÁXIMO EN FASE No 6 = 899.88 m.kN/m EN FASE FINAL No 8 = -859.01 m.kN/m | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | ------------------------------------------------------------------- | | | | | | ----------------------------------------------------------------------------- | 92.420 | 0.00 | 0.00 | -112.97 | 55.28 | | PUNTAL/ANCLA | PRECARGA | MÁXIMO | ESTADO FINAL | | 91.920 | -29.76 | 54.97 | -106.63 | 64.48 | ----------------------------------------------------------------------------- | 91.420 | -65.19 | 106.34 | -98.56 | 77.95 | | NÚMERO NIVEL | FASE FUERZA | FASE FUERZA | FASE FUERZA | | 91.144 | -87.97 | 132.86 | -93.36 | 87.16 | | | | | | | 90.868 | -113.46 | 157.88 | -87.64 | 97.54 | | 1 92.42 | 3 0.00 | 4 -112.97 | 8 43.98 | | 90.591 | -141.96 | 181.24 | -81.39 | 109.01 | | 2 87.00 | 5 0.00 | 8 -736.27 | 8 -736.27 | | 90.315 | -173.78 | 202.80 | -74.62 | 121.49 | | | | | | | 90.039 | -209.17 | 222.41 | -67.31 | 134.86 | | m | kN | kN | kN | | 89.762 | -248.36 | 239.94 | -59.48 | 148.98 | ----------------------------------------------------------------------------- | 89.486 | -291.54 | 255.23 | -51.13 | 163.73 | | 89.210 | -338.86 | 268.14 | -42.25 | 179.58 | | 88.934 | -390.41 | 278.52 | -32.84 | 196.88 | | 88.658 | -446.26 | 286.23 | -22.90 | 214.23 | | 88.381 | -506.37 | 291.13 | -12.44 | 231.37 | | 88.105 | -570.68 | 293.06 | -2.78 | 247.98 | | 87.829 | -639.04 | 291.88 | -3.95 | 263.72 | | 87.552 | -711.22 | 287.45 | -4.70 | 278.22 | | 87.276 | -786.99 | 279.62 | -5.06 | 291.81 | | 87.000 | -866.33 | 268.25 | -5.05 | 305.17 | | | -866.33 | 268.25 | -440.91 | 47.77 | | 86.500 | -652.06 | 238.17 | -415.87 | 72.81 | | 86.000 | -453.24 | 195.15 | -389.11 | 99.57 | | 85.500 | -270.64 | 139.39 | -360.62 | 121.61 | | 85.000 | -102.72 | 75.40 | -330.40 | 132.48 | | 84.688 | -27.88 | 36.46 | -316.55 | 116.73 | | 84.375 | -28.07 | 107.37 | -302.10 | 101.31 | | 84.062 | -27.65 | 199.44 | -287.05 | 86.77 | | 83.750 | -51.91 | 286.71 | -271.40 | 73.10 | | 83.438 | -72.72 | 369.00 | -255.15 | 60.26 | | 83.125 | -89.65 | 446.12 | -238.30 | 48.22 | | 82.812 | -102.94 | 517.88 | -220.85 | 36.90 | | 82.500 | -112.78 | 584.09 | -202.80 | 26.22 | | 82.188 | -119.38 | 644.57 | -184.15 | 16.11 | | 81.875 | -122.91 | 699.13 | -164.90 | 6.60 | | 81.562 | -123.64 | 747.57 | -145.05 | 0.00 | | 81.250 | -122.06 | 789.72 | -124.60 | 0.00 | | 80.938 | -118.69 | 825.39 | -103.55 | 0.00 | | 80.625 | -113.98 | 854.38 | -81.90 | 0.00 | | 80.312 | -108.32 | 876.51 | -59.65 | 0.00 | | 80.000 | -102.03 | 891.60 | -36.80 | 0.00 | | 79.688 | -95.41 | 899.45 | -21.48 | 0.00 | | 79.375 | -88.68 | 899.88 | -21.52 | 20.51 | | 79.062 | -82.02 | 892.69 | -21.05 | 45.16 | | 78.750 | -75.56 | 877.72 | -20.21 | 70.42 | | 78.438 | -69.41 | 854.75 | -19.12 | 96.27 | | 78.125 | -63.63 | 823.61 | -17.90 | 122.72 | | 77.812 | -58.23 | 784.12 | -16.66 | 149.77 | | 77.500 | -53.21 | 736.07 | -15.49 | 177.42 | | 77.188 | -48.53 | 679.30 | -14.49 | 205.68 | | 76.875 | -44.13 | 613.59 | -13.72 | 234.53 | | 76.562 | -39.92 | 538.78 | -13.28 | 263.98 | | 76.250 | -35.79 | 454.67 | -13.22 | 294.03 | | 75.938 | -31.61 | 361.08 | -13.60 | 324.69 | | 75.625 | -27.24 | 257.81 | -14.48 | 355.94 | | 75.312 | -22.50 | 144.69 | -15.91 | 387.79 | | 75.000 | -88.86 | 21.51 | -17.92 | 420.24 | | 74.500 | -250.29 | 0.74 | -12.68 | 244.15 | | 74.000 | -325.33 | 0.31 | -8.24 | 103.61 | | 73.625 | -334.65 | 0.10 | -22.05 | 14.54 | | 73.250 | -310.86 | 0.00 | -102.13 | 0.24 | | 72.875 | -260.96 | 0.60 | -158.93 | 0.09 | | 72.500 | -195.47 | 0.88 | -185.28 | 0.00 | | 72.125 | -125.74 | 0.77 | -181.74 | 0.63 | | 71.750 | -62.79 | 0.47 | -149.23 | 0.91 | | 71.375 | -17.37 | 0.15 | -88.27 | 0.70 | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | | | | | | ------------------------------------------------------------------- SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 4 = 0.153 EN FASE FINAL No 8 NO APLICABLE ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 19 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 3 ** PAGE 20 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- CURVAS ENVOLVENTES DE FASE 1 A FASE 8 EN LO QUE SIGUE LOS NÚMEROS DE FASE ESTÁN LAS FASES DE CÁLCULOS (la totalidad de las fases) PARA LAS FASES DE TRABAJOS : ------------------------------------------------------------------- DESPLAZAMIENTO MÁXIMO EN FASE No 8 = 20.15 mm EN FASE FINAL No 8 = 20.15 mm | | | | | | MOMENTO MÁXIMO EN FASE No 6 = 899.88 m.kN/m EN FASE FINAL No 8 = -859.01 m.kN/m | NIVEL | MOMENTO MIN | MOMENTO MÁX | ESF.CO. MIN | ESF.CO. MÁX | | | | | | | ------------------------------------------------------------------- | | | | | | ----------------------------------------------------------------------------- | 92.420 | 0.00 | 0.00 | -112.97 | 55.28 | | PUNTAL/ANCLA | PRECARGA | MÁXIMO | ESTADO FINAL | | 91.920 | -29.76 | 54.97 | -106.63 | 64.48 | ----------------------------------------------------------------------------- | 91.420 | -65.19 | 106.34 | -98.56 | 77.95 | | NÚMERO NIVEL | FASE FUERZA | FASE FUERZA | FASE FUERZA | | 91.144 | -87.97 | 132.86 | -93.36 | 87.16 | | | | | | | 90.868 | -113.46 | 157.88 | -87.64 | 97.54 | | 1 92.42 | 3 0.00 | 4 -112.97 | 8 43.98 | | 90.591 | -141.96 | 181.24 | -81.39 | 109.01 | | 2 87.00 | 5 0.00 | 8 -736.27 | 8 -736.27 | | 90.315 | -173.78 | 202.80 | -74.62 | 121.49 | | | | | | | 90.039 | -209.17 | 222.41 | -67.31 | 134.86 | | m | kN | kN | kN | | 89.762 | -248.36 | 239.94 | -59.48 | 148.98 | ----------------------------------------------------------------------------- | 89.486 | -291.54 | 255.23 | -51.13 | 163.73 | | 89.210 | -338.86 | 268.14 | -42.25 | 179.58 | | 88.934 | -390.41 | 278.52 | -32.84 | 196.88 | | 88.658 | -446.26 | 286.23 | -22.90 | 214.23 | | 88.381 | -506.37 | 291.13 | -12.44 | 231.37 | | 88.105 | -570.68 | 293.06 | -2.78 | 247.98 | | 87.829 | -639.04 | 291.88 | -3.95 | 263.72 | | 87.552 | -711.22 | 287.45 | -4.70 | 278.22 | | 87.276 | -786.99 | 279.62 | -5.06 | 291.81 | | 87.000 | -866.33 | 268.25 | -5.05 | 305.17 | | | -866.33 | 268.25 | -440.91 | 47.77 | | 86.500 | -652.06 | 238.17 | -415.87 | 72.81 | | 86.000 | -453.24 | 195.15 | -389.11 | 99.57 | | 85.500 | -270.64 | 139.39 | -360.62 | 121.61 | | 85.000 | -102.72 | 75.40 | -330.40 | 132.48 | | 84.688 | -27.88 | 36.46 | -316.55 | 116.73 | | 84.375 | -28.07 | 107.37 | -302.10 | 101.31 | | 84.062 | -27.65 | 199.44 | -287.05 | 86.77 | | 83.750 | -51.91 | 286.71 | -271.40 | 73.10 | | 83.438 | -72.72 | 369.00 | -255.15 | 60.26 | | 83.125 | -89.65 | 446.12 | -238.30 | 48.22 | | 82.812 | -102.94 | 517.88 | -220.85 | 36.90 | | 82.500 | -112.78 | 584.09 | -202.80 | 26.22 | | 82.188 | -119.38 | 644.57 | -184.15 | 16.11 | | 81.875 | -122.91 | 699.13 | -164.90 | 6.60 | | 81.562 | -123.64 | 747.57 | -145.05 | 0.00 | | 81.250 | -122.06 | 789.72 | -124.60 | 0.00 | | 80.938 | -118.69 | 825.39 | -103.55 | 0.00 | | 80.625 | -113.98 | 854.38 | -81.90 | 0.00 | | 80.312 | -108.32 | 876.51 | -59.65 | 0.00 | | 80.000 | -102.03 | 891.60 | -36.80 | 0.00 | | 79.688 | -95.41 | 899.45 | -21.48 | 0.00 | | 79.375 | -88.68 | 899.88 | -21.52 | 20.51 | | 79.062 | -82.02 | 892.69 | -21.05 | 45.16 | | 78.750 | -75.56 | 877.72 | -20.21 | 70.42 | | 78.438 | -69.41 | 854.75 | -19.12 | 96.27 | | 78.125 | -63.63 | 823.61 | -17.90 | 122.72 | | 77.812 | -58.23 | 784.12 | -16.66 | 149.77 | | 77.500 | -53.21 | 736.07 | -15.49 | 177.42 | | 77.188 | -48.53 | 679.30 | -14.49 | 205.68 | | 76.875 | -44.13 | 613.59 | -13.72 | 234.53 | | 76.562 | -39.92 | 538.78 | -13.28 | 263.98 | | 76.250 | -35.79 | 454.67 | -13.22 | 294.03 | | 75.938 | -31.61 | 361.08 | -13.60 | 324.69 | | 75.625 | -27.24 | 257.81 | -14.48 | 355.94 | | 75.312 | -22.50 | 144.69 | -15.91 | 387.79 | | 75.000 | -88.86 | 21.51 | -17.92 | 420.24 | | 74.500 | -250.29 | 0.74 | -12.68 | 244.15 | | 74.000 | -325.33 | 0.31 | -8.24 | 103.61 | | 73.625 | -334.65 | 0.10 | -22.05 | 14.54 | | 73.250 | -310.86 | 0.00 | -102.13 | 0.24 | | 72.875 | -260.96 | 0.60 | -158.93 | 0.09 | | 72.500 | -195.47 | 0.88 | -185.28 | 0.00 | | 72.125 | -125.74 | 0.77 | -181.74 | 0.63 | | 71.750 | -62.79 | 0.47 | -149.23 | 0.91 | | 71.375 | -17.37 | 0.15 | -88.27 | 0.70 | | 71.000 | 0.00 | 0.00 | 0.00 | 0.00 | | | | | | | | m | m.kN/m | m.kN/m | kN/m | kN/m | | | | | | | ------------------------------------------------------------------- SUELO 1 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 1 = 0.122 EN FASE FINAL No 8 NO APLICABLE SUELO 2 (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) MÁXIMO EN FASE No 4 = 0.153 EN FASE FINAL No 8 NO APLICABLE ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO *EXCAVACION YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO *FORJADO *** DESCRIPCIÓN DE LA PARED : * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 88.920 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO ESPACIADO = 1.000 m SECCIÓN No 1 DE 88.920 m A 71.000 m : 1219276. kN.m2/m 0. kPa/m 0.000 kN/m2 INCLINACIÓN = 0.000 GRADOS PRECARGA = 0.000 kN RIGIDEZ = 1000000.000 kN/m *** DESCRIPCIÓN DE SUELO : CONEXIÓN BILATERAL *CAPA R CAPA No 1 DE 75.000 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 48.920 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 1 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 2 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- ** COMIENZO DE DATOS ** ** FASE No 1 ** --------------------- ------------------ *CARGAS * LAS SOBRECARGAS DE BOUSSINESQ NO FUNCIÓN DEL ESTADO DE SUELO *EXCAVACION YA QUE ESTE VIEJO ADITIVO MODELA LAS SOBRECARGAS NO TIENEN NINGÚN EFECTO SOBRE EL PESO DEL SUELO *FORJADO *** DESCRIPCIÓN DE LA PARED : * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 1 NIVEL = 88.920 m PRODUCTO DE INERCIA EI RIGIDEZ CILÍNDRICA PESO PROPRIO ESPACIADO = 1.000 m SECCIÓN No 1 DE 88.920 m A 71.000 m : 1219276. kN.m2/m 0. kPa/m 0.000 kN/m2 INCLINACIÓN = 0.000 GRADOS PRECARGA = 0.000 kN RIGIDEZ = 1000000.000 kN/m *** DESCRIPCIÓN DE SUELO : CONEXIÓN BILATERAL *CAPA R CAPA No 1 DE 75.000 m A 85.000 m : PESO ESPECIFOCO HÚMEDO GH = 17.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 0.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 MÓDULO DE BALASTO HORIZONTAL (A P=0) = 18380.150 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA Q CAPA No 2 DE 85.000 m A 75.000 m : PESO ESPECIFOCO HÚMEDO GH = 20.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.307 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.470 COEFIC. DE EMPUJE PASIVO HOR. KP = 4.445 COHESIÓN C = 3.333 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 32.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -3.695 kPa COH. : VALOR ADIT. A PRES. PASIVA = 17.826 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 31867.109 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m *CAPA ROCA CAPA No 3 DE 75.000 m A 48.920 m : PESO ESPECIFOCO HÚMEDO GH = 25.000 kN/m3 PESO ESPECIFOCO SUMERGIDO GD = 11.000 kN/m3 COEFIC. DE EMPUJE ACTIVO HOR. KA = 0.406 COEFIC. DE EMPUJE EN REPOSO HOR. K0 = 0.577 COEFIC. DE EMPUJE PASIVO HOR. KP = 3.035 COHESIÓN C = 100.000 kPa ANGULO DE ROZAMIENTO INTERNO PHI = 25.000 GRADOS PARA PRESIÓN ACTIVA DELTA/PHI = 0.000 PARA PRESIÓN PASIVA DELTA/PHI = -0.333 COH. : VALOR SUBST. A PRES. ACTIVA = -127.414 kPa COH. : VALOR ADIT. A PRES. PASIVA = 427.492 kPa MÓDULO DE BALASTO HORIZONTAL (A P=0) = 43372.910 kPa/m MEJORA DE ESTE COEF. A LA PRESIÓN = 0.000 1/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: 13.92 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 3.92 m | NIVEL AGUA: 3.92 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 0.00 kPa | S. DE CAQUOT: 0.00 kPa | | *COLOCACION PUNTAL ------------------------------------------------------------------------------------------------------------------------------------ *EXCAVACION FINAL | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | | | | | | | 88.920 | 0.00 0.00 0.00 0.00 | 0 | 0 | | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | 0 | 0 | 1 0.00 | | 88.430 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 87.940 | 0.00 0.00 0.00 0.00 | 0 | 0 | | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 87.450 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 86.960 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 86.470 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 85.980 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 85.490 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 85.000 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 84.688 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 84.375 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 84.062 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 83.750 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 83.438 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 83.125 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 82.812 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 82.500 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 82.188 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 81.875 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 81.562 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 81.250 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.938 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.625 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.312 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.000 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 79.688 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 79.375 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 79.062 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 78.750 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 78.438 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 78.125 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 77.812 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 77.500 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 77.188 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 76.875 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 76.562 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 76.250 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.938 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.625 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.312 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.000 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | | | 2 0.00 43373 | 2 0.00 43373 | | | 74.500 | 0.00 0.00 0.00 0.00 | 2 3.18 43373 | 2 3.18 43373 | | | 74.000 | 0.00 0.00 0.00 0.00 | 2 6.35 43373 | 2 6.35 43373 | | | 73.625 | 0.00 0.00 0.00 0.00 | 2 8.73 43373 | 2 8.73 43373 | | | 73.250 | 0.00 0.00 0.00 0.00 | 2 11.11 43373 | 2 11.11 43373 | | | 72.875 | 0.00 0.00 0.00 0.00 | 2 13.50 43373 | 2 13.50 43373 | | | 72.500 | 0.00 0.00 0.00 0.00 | 2 15.88 43373 | 2 15.88 43373 | | | 72.125 | 0.00 0.00 0.00 0.00 | 2 18.26 43373 | 2 18.26 43373 | | | 71.750 | 0.00 0.00 0.00 0.00 | 2 20.64 43373 | 2 20.64 43373 | | | 71.375 | 0.00 0.00 0.00 0.00 | 2 23.02 43373 | 2 23.02 43373 | | | 71.000 | 0.00 0.00 0.00 0.00 | 2 25.40 43373 | 2 25.40 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.00 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 0.00 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.026 = (50.81 kN/m)/(1977.05 kN/m) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.026 = (50.81 kN/m)/(1977.05 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 0.00 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 3 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 4 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 1 -------------------------------------------------------------------------------------------------------------------- ** FASE No 2 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: 13.92 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 3.92 m | NIVEL AGUA: 3.92 m | ANCLAS | *EXCAVACION PUNTAL | | S. DE CAQUOT: 0.00 kPa | S. DE CAQUOT: 0.00 kPa | | *COLOCACION PUNTAL ------------------------------------------------------------------------------------------------------------------------------------ *EXCAVACION FINAL | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | | | | | | | | 88.920 | 0.00 0.00 0.00 0.00 | 0 | 0 | | * EXCAVACIÓN EN SUELO 2 PARA NIVEL = 75.000 m | | | 0 | 0 | 1 0.00 | | 88.430 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 87.940 | 0.00 0.00 0.00 0.00 | 0 | 0 | | * DESPLAZAMIENTO DE MESA DE AGUAS SUBTERRÁNEAS EN SUELO 2 PARA NIVEL = 74.000 m | 87.450 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 86.960 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 86.470 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 85.980 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 85.490 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 85.000 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 84.688 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 84.375 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 84.062 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 83.750 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 83.438 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 83.125 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 82.812 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 82.500 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 82.188 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 81.875 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 81.562 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 81.250 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.938 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.625 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.312 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 80.000 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 79.688 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 79.375 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 79.062 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 78.750 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 78.438 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 78.125 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 77.812 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 77.500 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 77.188 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 76.875 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 76.562 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 76.250 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.938 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.625 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.312 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | 75.000 | 0.00 0.00 0.00 0.00 | 0 | 0 | | | | | 2 0.00 43373 | 2 0.00 43373 | | | 74.500 | 0.00 0.00 0.00 0.00 | 2 3.18 43373 | 2 3.18 43373 | | | 74.000 | 0.00 0.00 0.00 0.00 | 2 6.35 43373 | 2 6.35 43373 | | | 73.625 | 0.00 0.00 0.00 0.00 | 2 8.73 43373 | 2 8.73 43373 | | | 73.250 | 0.00 0.00 0.00 0.00 | 2 11.11 43373 | 2 11.11 43373 | | | 72.875 | 0.00 0.00 0.00 0.00 | 2 13.50 43373 | 2 13.50 43373 | | | 72.500 | 0.00 0.00 0.00 0.00 | 2 15.88 43373 | 2 15.88 43373 | | | 72.125 | 0.00 0.00 0.00 0.00 | 2 18.26 43373 | 2 18.26 43373 | | | 71.750 | 0.00 0.00 0.00 0.00 | 2 20.64 43373 | 2 20.64 43373 | | | 71.375 | 0.00 0.00 0.00 0.00 | 2 23.02 43373 | 2 23.02 43373 | | | 71.000 | 0.00 0.00 0.00 0.00 | 2 25.40 43373 | 2 25.40 43373 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 0.00 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 0.00 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 0.00 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 1 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.026 = (50.81 kN/m)/(1977.05 kN/m) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.026 = (50.81 kN/m)/(1977.05 kN/m) EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 0.00 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: 13.92 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 3.92 m | NIVEL AGUA: 14.92 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 0.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 88.920 | 0.12 3.49 0.00 0.00 | 0 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -123.34 | 0 | 0 | 1 -123.34 | PRECARGA = 0.000 kN | 88.430 | 1.83 3.48 60.43 -123.34 | 0 | 0 | | RIGIDEZ = 0.000 kN/m | 87.940 | 3.53 3.45 120.87 -123.34 | 0 | 0 | | CONEXIÓN BILATERAL | 87.450 | 5.21 3.38 181.30 -123.34 | 0 | 0 | | | 86.960 | 6.84 3.30 241.74 -123.34 | 0 | 0 | | | 86.470 | 8.43 3.19 302.17 -123.34 | 0 | 0 | | | 85.980 | 9.97 3.06 362.61 -123.34 | 0 | 0 | | | 85.490 | 11.43 2.90 423.04 -123.34 | 0 | 0 | | | 85.000 | 12.80 2.72 483.48 -123.34 | 0 | 0 | | | 84.688 | 13.63 2.59 521.97 -122.86 3.07 | 0 | 0 | | | 84.375 | 14.42 2.45 560.16 -121.42 6.13 | 0 | 0 | | | 84.062 | 15.16 2.30 597.76 -119.02 9.20 | 0 | 0 | | | 83.750 | 15.86 2.14 634.45 -115.67 12.26 | 0 | 0 | | | 83.438 | 16.50 1.98 669.95 -111.36 15.33 | 0 | 0 | | | 83.125 | 17.09 1.80 703.95 -106.09 18.39 | 0 | 0 | | | 82.812 | 17.62 1.61 736.16 -99.86 21.46 | 0 | 0 | | | 82.500 | 18.10 1.42 766.27 -92.68 24.53 | 0 | 0 | | | 82.188 | 18.51 1.22 793.98 -84.54 27.59 | 0 | 0 | | | 81.875 | 18.86 1.02 819.00 -75.44 30.66 | 0 | 0 | | | 81.562 | 19.15 0.80 841.03 -65.38 33.72 | 0 | 0 | | | 81.250 | 19.36 0.58 859.77 -54.36 36.79 | 0 | 0 | | | 80.938 | 19.51 0.36 874.91 -42.38 39.85 | 0 | 0 | | | 80.625 | 19.59 0.14 886.16 -29.45 42.92 | 0 | 0 | | | 80.312 | 19.60 -0.09 893.21 -15.56 45.98 | 0 | 0 | | | 80.000 | 19.53 -0.32 895.78 -0.71 49.05 | 0 | 0 | | | 79.688 | 19.39 -0.55 893.56 15.10 52.12 | 0 | 0 | | | 79.375 | 19.19 -0.78 886.25 31.86 55.18 | 0 | 0 | | | 79.062 | 18.91 -1.00 873.54 49.58 58.25 | 0 | 0 | | | 78.750 | 18.56 -1.23 855.16 68.27 61.31 | 0 | 0 | | | 78.438 | 18.14 -1.44 830.78 87.90 64.38 | 0 | 0 | | | 78.125 | 17.66 -1.65 800.12 108.50 67.44 | 0 | 0 | | | 77.812 | 17.11 -1.85 762.87 130.06 70.51 | 0 | 0 | | | 77.500 | 16.50 -2.04 718.73 152.57 73.58 | 0 | 0 | | | 77.188 | 15.84 -2.22 667.41 176.04 76.64 | 0 | 0 | | | 76.875 | 15.12 -2.38 608.60 200.47 79.71 | 0 | 0 | | | 76.562 | 14.35 -2.53 542.02 225.86 82.77 | 0 | 0 | | | 76.250 | 13.54 -2.66 467.34 252.20 85.84 | 0 | 0 | | | 75.938 | 12.69 -2.77 384.29 279.51 88.90 | 0 | 0 | | | 75.625 | 11.81 -2.86 292.55 307.77 91.97 | 0 | 0 | | | 75.312 | 10.90 -2.92 191.83 336.99 95.03 | 0 | 0 | | | 75.000 | 9.99 -2.95 81.83 367.16 98.10 | 0 | 0 | | | | | -1 | 3 427.49 43373 | | | 74.500 | 8.51 -2.96 -62.92 216.52 -22.82 103.01 | -1 | 2 376.17 43373 | | | 74.000 | 7.04 -2.91 -139.59 95.28 -32.78 107.91 | -1 | 2 319.71 43373 | | | 73.625 | 5.96 -2.86 -161.47 24.22 -35.90 107.91 | -1 | 2 275.10 43373 | | | 73.250 | 4.89 -2.81 -159.83 -30.26 -37.36 107.91 | -1 | 2 231.29 43373 | | | 72.875 | 3.84 -2.77 -140.81 -68.46 -37.95 107.91 | -1 | 2 188.28 43373 | | | 72.500 | 2.81 -2.73 -110.48 -90.67 -38.15 107.91 | -1 | 2 145.96 43373 | | | 72.125 | 1.79 -2.70 -74.78 -97.10 -38.20 107.91 | -1 | 2 104.19 43373 | | | 71.750 | 0.79 -2.68 -39.60 -87.95 -38.21 107.91 | -1 | 2 62.80 43373 | | | 71.375 | -0.22 -2.68 -11.52 -57.21 -38.21 107.91 | 2 32.52 43373 | 2 21.61 43373 | | | 71.000 | -1.22 -2.67 0.00 0.00 -38.21 107.91 | 2 78.41 43373 | -1 | | | | | | | | | m | mm rd/1000 m.kN/m kN/m kN/m kPa | kPa kPa kPa/m | kPa kPa kPa/m | kN | ------------------------------------------------------------------------------------------------------------------------------------ | | | -1 = SEPARACIÓN | | | | DESPLAZAMIENTO MÁX. = 19.60 mm | CODIFICACIÓN : 0 = EXCAVACIÓN | | | | MOMENTO MÁXIMO = 895.78 m.kN/m | DE ESTADO : 1 = PRESIÓN ACTIVA | | | | REACCIÓN VERTICAL EN PIE = 38.21 kN/m | DE SUELO : 2 = ELÁSTICO | | | | | 3 = PRESIÓN PASSIVA | | ------------------------------------------------------------------------------------------------------------------------------------ ( 3 IT.) PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 1 = 0.014 = (26.90 kN/m)/(1977.05 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO PROPORCIÓN (REACCIÓN EFECTIVA)/(REACCIÓN PASIVA) PARA SUELO No 2 = 0.386 = (820.80 kN/m)/(2125.77 kN/m) SIN INTERÉS SIN INTERÉS PORQUE EN TODO O EN PARTE LA PRESIÓN DEL SUELO < LA PRESIÓN DE LAS TIERRAS AL DESCANSO EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 1 = 0.00 kN/m EFECTO HORIZONTAL INTEGRADO DE SOBRECARGAS SOBRE EL SUELO 2 = 0.00 kN/m ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 5 ** ** RIDO V:4.21.02 (C) R.F.L. ** 082-18: Dep.Vallcarca - PANTALLA 4 ** PAGE 6 ** ==================================================================================================================================== ==================================================================================================================================== ** STATIC Ingenieria ** ** 09/04/19 ** ** STATIC Ingenieria ** ** 09/04/19 ** ----------------------------------- ---------------- ----------------------------------- ---------------- FASE 2 -------------------------------------------------------------------------------------------------------------------- ** FASE No 3 ** | | S U E L O 1 | S U E L O 2 | | ------------------ | P A R E D | EXCAVACIÓN: 13.92 m | EXCAVACIÓN: 13.92 m | PUNTALES/ | | | NIVEL AGUA: 3.92 m | NIVEL AGUA: 14.92 m | ANCLAS | *COLOCACION FORJADOS | | S. DE CAQUOT: 0.00 kPa | S. DE CAQUOT: 0.00 kPa | | ------------------------------------------------------------------------------------------------------------------------------------ | NIVEL | DESPL. ROTAC. MOMENTO ESF.CO. ESF.VER CA.REP. | ESTADO PR. SOPRAC. ELAST. | ESTADO PR. SOPRAC. ELAST. | No FUERZA | * INSTALACIÓN DE LA LÍNEA DE PUNTALES No 2 NIVEL = 0.000 m | | | | | | ESPACIADO = 0.000 m | 88.920 | 0.12 3.49 0.00 0.00 | 0 | 0 | | INCLINACIÓN = 0.000 GRADOS | | -123.34 | 0 | 0 | 1 -123.34 | PRECARGA = 0.000 kN | 88.430 | 1.83 3.48 60.43 -123.34 | 0 | 0 | | RIGIDEZ = 0.000 kN/m | 87.940 | 3.53 3.45 120.87 -123.34 | 0 | 0 | | CONEXIÓN BILATERAL | 87.450 | 5.21 3.38 181.30 -123.34 | 0 | 0 | | | 86.960 | 6.84 3.30 241.74 -123.34 | 0 | 0 | | | 86.470 | 8.43 3.19 302.17 -123.34 | 0 | 0 | | | 85.980 | 9.97 3.06 362.61 -123.34 | 0 | 0 | | | 85.490 | 11.43 2.90 423.04 -123.34 | 0 | 0 | | | 85.000 | 12.80 2.72 483.48 -123.34 | 0 | 0 | | | 84.688 | 13.63 2.59 521.97 -122.86 3.07 | 0 | 0 | | | 84.375 | 14.42 2.45 560.16 -121.42 6.13 | 0 | 0 | | | 84.062 | 15.16 2.30 597.76 -119.02 9.20 | 0 | 0 | | | 83.750 | 15.86 2.14 634.45 -115.67 12.26 | 0 | 0 | | | 83.438 | 16.50 1.98 669.95 -111.36 15.33 | 0 | 0 | | | 83.125 | 17.09 1.80 703.95 -106.09 18.39 | 0 | 0 | | | 82.812 | 17.62 1.61 736.16 -99.86 21.46 | 0 | 0 | | | 82.500 | 18.10 1.42 766.27 -92.68 24.53 | 0 | 0 | | | 82.188 | 18.51 1.22 793.98 -84.54 27.59 | 0 | 0 | | | 81.875 | 18.86 1.02 819.00 -75.44 30.66 | 0 | 0 | | | 81.562 | 19.15 0.80 841.03 -65.38 33.72 | 0 | 0 | | | 81.250 | 19.36 0.58 859.77 -54.36 36.79 | 0 | 0 | | | 80.938 | 19.51 0.36 874.91 -42.38 39.85 | 0 | 0 | | | 80.625 | 19.59 0.14 886.16 -29.45 42.92 | 0 | 0 | | | 80.312 | 19.60 -0.09 893.21 -15.56 45.98 | 0