Losa Para Lodos
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DISEÑO DE ZAPATAS AISLADAS ZAPATA Nº: 1 BLOQUE B CARGAS: CARACTERISTICAS DEL MATERIAL: Dmen Dmay PD= 141.0 Tn Fy= 4200 COLUMNA: 35 x 110 cm PL= 82.9 Tn F'c= 210 3/4" 2.85 1.30 = 0.0018 (para zapatas) 1.91 1.796 400 PROF. EXCAV: hf = 2.30 S/C= 0.50 PARA ZAPATAS CONCENTRICAS: ESQUEMA GENERAL NPT+ 0.50 1.- ESFUERZO NETO DEL TERRENO 0.50 N.T.N: +/- = 8.46 Tn/m2 hf 2.30 1.80 = 26 m2 5 x 5 m2 N.F.C. = Para cumplir: USAR : T = 5.530 m 5.00 m CHEQUEO: S = 4.780 m 4.00 m T = 1.95 Revisar, no puede usar los S = 1.83 indicados de 5.00 x 4.00 REACCION NETA DEL TERRENO: = 16.91 Tn/m2 2.- a.- Por Punzonamiento b.- Condición de Diseño: 1.10 + d d/2 4.00 0.35 0.35 + d = 3.14 1.10 5.00 2.9 + 4d * Igualando la ecuación 1=2: 331.75 -25 d - 16.9 89.1 2.9 + 4d x d 373.285 +d2+ 283 +d+ -331.75 = 0 Resolviendo: d = 63.71 cm d = -139.495 cm Asumimos un valor de hz igual A : 63.71 cm 54.31 cm 3.- VERIFICACION POR CORTANTE: 111.98 Tn 95.18 Tn = 166.84 Tn > Conforme Kg/cm 2 Kg/cm 2 Area As= cm 2 Kg/cm 2 Perim As= cm 2 Tn/m 3 S/CPISO= Kg/m 2 IV1 = IV0 IV1 = IV0 DIMENSIONAMIENTO DE LA ALTURA hz DE LA ZAPATA Donde: bo = 2(Dmay+d)+2(Dmen+d) = d2 hz = dprom = Vdu = (Wu x S)(Iv - d) Vdu = Vn ρ γ m = σ t = Δ . f= σ n =σ t −γ prom . h f −s / c A zap = p σ n W NU = P U A ZAP = ( 1.4 xP D +1.7 xP L ) SxT V U φ = V C V U = 1 φ [ P U − ( D MAYOR +d )( D MENOR +d ) ] ......... ( 1 ) β C = D MAYOR D MENOR V C =1.06 √ f' C V C =1.06 √ f' C b O d ........ ( 2 ) V n = V du φ = V c =0.53 √ f' c b . d φ
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Transcript of Losa Para Lodos
DISEO DE ZAPATAS AISLADAS ZAPATA N: 1BLOQUE BCARGAS: CARACTERISTICAS DEL MATERIAL: Dmen DmayPD= 141.0 Tn Fy= 4200 COLUMNA: 35 x 110 cmPL= 82.9 Tn F'c= 210 3/4" 2.851.30 = 0.0018 (para zapata! 1.911."9# 400 PROF. EXCAV: hf= 2.30 S/C= 0.50PARA ZAPATAS CONCENTRICAS: ESQUEMA GENERALNPT0.501.! ESFUERZO NETO DEL TERRENO 0.50N.T.N: /!".""= #.$% Tn/m2$%2.301.80= 2# m2 5 x 5 m2 N.F.C. = !1.#"Para c&mp'(r) USAR :T = 5.530 m 5.00 m C&EQUEO:* = 4."80 m 4.00 m T = 1.95 +e,(ar- n. p&e/e &ar '. ,a'.re* = 1.83 (n/(ca/. /e) 5.00 x 4.00REACCION NETA DEL TERRENO:= 1%.'1 T(/)**.!+.! P,- P.(/,(+)01(2, 3.! C,(40506( 41 D0718,:1.10 0 ///24.00 ".9: 0.35 0 / = 3.141.1"5.002.9 0 4/; 12&a'an/. 'a ec&ac(3n 1=2) 331."5 425 / 4 1#.9 89.1 2.9 0 4/x /3"3.285 0/20 283 0/0 4331."5= 0R17, DE!5)6 nu Vu1 = 6nu 78 Lv 9 ( : 6!' 0 +891::*7; DEClc!lo d" Ar"a d" Ac"ro TrangCo%o6c? 6a O@*** =As = Mu/ ! "d#a/2$a = ! As/ %c b S = "s # 2r # $/"n#1$As min = min 7 ( 7 =Va = Vc# Vc=0.53f %c&. "DISEO DE CIMENTACIONES CONECTADAS ( Mtodo Anlitico)Datos a IngresarCarga Act!ant"# S"ccion" R"c!$ri%i"ntoMuerta PD1 = 154,6 Kg Col!% N& '# Base = 25 cm Za(ataViva PL1= 5,74 Kg Ancho = 55 cm u! =5"00 cmMuerta PD2 = 16,57 Kg Col!% N& .# Di3metro = 40 cm %n&er = 7"50 cmViva PL2= 5,74 Kg Za(ata N) '# B#L =1 6iga#$ = 0"04 Kg#cm2 Za(ata N) .# B#L =1 u! =5"00 cm6iga # B#; = 2 %n&er = 7"50 cmDitancia "ntr" Col!%na # 4"5 cmPro(i"dad" d" lo S!"lo Pro(i"dad" d" Mat"rial" C!antia Mini%a'i!o (e ue)o = Ac"ro# Za(ata #1"200 Kg#cm2 &+ = 4200 Kg#cm2 0"001,0"0015 Kg#cm- Concr"to # 6iga #D& = 150"000 cm &.c = 210 Kg#cm2 0"00--0"0024 Kg#cm-Secuencia de Clculos'*+ E,!"r-o N"to d"l S!"lo0"*-5 Kg#cm2.*+ Di%"niona%i"nto d" Za(ata E/t"rior (Pr"li%inar)L = 4"5A/ = 27041-"*0 cm2' =165"57 cm
S a!% 0 '42 c%8*+ Di%"niona%i"nto d" 6iga d" Con"/i=n= = 50076"65; = L # 7 ; =0"64 cmS"cci=n A!%ida# 72 / :2 c%4*+ Di%"niona%i"nto d" Za(ata E/t"rior (D",initig+c% 6 nu' = 2450"004D = 0"0,0Des!eCan(o (0 tenemos2 d 0 J6ALKEL c% ; = EVAL1BF cmM a!% 0 72*22 c% d a!% 04'*77 c%Clc!lo d" Ar"a d" Ac"ro Trang+c% 3/4 Ab = 2.'5 cm2n = Err:522 n asu = ; n = As / AbS =Err:522 cmd = (1.55 cmAs = Err:522 cm2 Luego : 6 de3/4 Err:522a= Err:522 cmA %in 0'3*8. c%.6"ri,icaci=n d" R"it"ncia al Cort"Vu = 6nu 78 Lv 9 ( : 6! 0 +;.8*44 >g6a 0 +188*4; Kg6c0 449;14*81 >gCo%o6c? 6a O@***1*+ Di"Go d" Za(ata Int"rior (Cort" Trang 6a 0 ':988'*1: Kg =As = Mu/ ! "d#a/2$a = ! As/ %c b S = "s # 2r # $/"n#1$As min = min 7 ( 7 =Va = Vc# a = 8 r 2:0"5 =Vact = Vu# As = Mu/ ! "d#a/2$ =a = ! As/ %c bS = "s # 2r # $/"n#1$As min = min 7 ( 7 =Va = Vu# Vc=0.53f %c&. "S= AzZ1Az= P2 +f+cnVc=1. 06f %c&o. "6c0 129'7.*23 >gCo%o6c? 6a O@***Vc=0.53f %c&. "DISEO DE CIMENTACIONES COMPINADAS ( Mtodo Anlitico)Datos a IngresarCarga Act!ant"# S"ccion" R"c!$ri%i"ntoMuerta PD1 = 75000 Kg Col!% N& '# Base = 50 cm Za(ataViva PL1= -5000 Kg Ancho = 50 cm u! =5"00Muerta PD2 = 125000 Kg Col!% N& .# Base = 65 cm %n&er = 7"50Viva PL2= 50000 Kg Ancho = 65 cm#$ = 0"04 Kg#cm2 Za(ata N) '# B#L =2Za(ata N) .# B#L =1Ditancia "ntr" Col!%na # 557"50 cmPro(i"dad" d" lo S!"lo Pro(i"dad" d" Mat"rial" C!antia Mini%a'i!o (e ue)o = Ac"ro# Za(ata #2"000 Kg#cm2 &+ = 4200 Kg#cm2 0"001,0"002 Kg#cm- Concr"to #D& = 150"000 cm &.c = 175 Kg#cm20"0024 Kg#cm-Secuencia de Clculos'*+ E,!"r-o N"to d"l S!"lo1"66 Kg#cm2.*+ Di%"niona%i"nto d" Za(ata Co%$inada5 = 2,5000"00 Kg/ =A/ = 17106,6"75 cm2 50 500"00 65 Lv ;a))an(o !unto (on(e e) $"I" $oninci(e con )a 5esu)tanteP1 = P(1 < P)1 P1 P2P2 = P(2 < P)2 t1 t2?o = 8!1 7 t1#2 < !2 7 8t1 < D < t2 :: # 5Xo 0 8;1*8. c%L 0. B Xo L = 7-4"65 187*22 c% = A/ # L= .88*7314'23;3 .87*22 c%8*+ Di%"niona%i"nto d"l P"ralt"P&1 = 164500 Kg 6nu = 8 Pu1 < Pu2 :#L 6nu = 577"55Pu2 = 260000 Kg Mu= 1,04,46*"-*6 = 0"0*60"004d 0 18*83 c% ; = ,1"6737*22 c% ( i = 76"71 cm( s = 7*"21 cm4*+ Clc!lo d" Diagra%a 5 Mo%"nto M/i%o164500 2600006nu 577"55 Kg#cm25 557"5 152"50= Lv t = = s = c = n =1sar2 L 01sar2S 0M u = 6nu 7 / 2 # ,D = &+ 7# &.c =; = ( < ri < #21sarM 0 ( i = ; 9 ri 9 #2( s = ; 9 ri 9 #2n=tprom. hfs/ cAz=!/ nM'=f % c&"./(10. 59/)Diagrama de Cortantes171*2-"47V2 >1 = 104"21 cm144-,"7, > 2 = 111"70625 cm?1?- > - = 10*"20625 cm?=25*",2 ?2 6 ' 0 3:931;*32 >g6 . 0 '219421*4' >gV- 6 8 0 .79224*87 >gV1 9,,076"5-9150061"22+':98'49.'3*.2 Diagrama de Momentos Flectores8g6 c 0 '829728*7' >gCo%o6c? 6r O@***6"ri,icaci=n (or P!n-ona%i"ntoColumna Externa(#2 g6c0 ;429;;'*': >gCo%o6c? 6(. O@***7*+ Di"Go (or Ql"/i=n ( Longit!dinal) Clc!lo d" Ar"a d" Ac"ro ( + ) Calculo de espacimiento: n = N&mero de VarillasM ! 0 +':98'49.'3*.2 >g+c% 5#, Ab = 1.+' cm2n = Err:522 n asu = Err#7.. n = As / AbS =Err:522 cmd = 7+.21 cmAs = Err:522 cm2 Luego : Err:5225/8 Err:522a= Err:522 cmA %in 088*72 c%.V act =V crit # =As = Mu/ ! "d#a/2$a = ! As/ %c b S = "s # 2r # $/"n#1$As min = min 7 ( 7 =Vc=0.53f %c&. "Vc=1. 06f %c&o. "Vc=1. 06f %c&o. " Clc!lo d" Ar"a d" Ac"ro ( + ) Calculo de espacimiento: n = N&mero de VarillasM ! 0 49'7398;1*87 >g+c% 5#, Ab = 1.+' cm2n = Err:522 n asu = Err#7.. n = As / AbS =Err:522 cmd = 7*.71 cmAs = Err:522 cm2 Luego : Err:5225/8 Err:522a= Err:522 cmA %in 08.*47 c%.7*+ Di"Go (or Ql"/i=n ( S"cci=n TrangcmDISEO DE CIMENTACIONES CONECTADAS ( Mtodo Anlitico)Datos a IngresarPro(i"dad" d" lo S!"lo Pro(i"dad" d" Mat"rial" C!antia Mini%a'i!o (e ue)o = Ac"ro# Za(ata #1"000 Kg#cm2 &+ = 4200 Kg#cm2 0"001,0"002 Kg#cm- Concr"to # R"c!$ri%i"ntoD& = 150"000 cm &.c = 210 Kg#cm2 Za(ataKo = 2"400 Kg#cm- 0"0024 Kg#cm- u! =5"00 cmCarga 5 S"ccion" %n&er = 7"50 cmN) Col X R Pd Pl Ti(o $ O' 10620"00 *60"00 0"00 1-0"00 1 60 60. 20,71"00 *60"00 0"00 1-0"00 1 60 60R 1 2 *1-5"4- 4 111657 815 12*"6 m = = < (5 6 n = h < (14 10 =o = 2 7 m < 2 7 nX16"2 12.51 7"2*'*+ Calc!lo d" P"ralt" 5 Pr"ion"N) Col d Ma!% P (>g) P/ (>g + c%) P5 (>g+c%) X r"l R r"l S (>gEc%)' 7",0 15"00 2-4"00 -7*00,0"00 2240640"00 91,0"00 940"00 0"00602. 7",0 15"00 2-4"00 6710,14"00 2240640"00 10071"00 940"00 0"00*-7 46,"00 100500,*4"00 44*02,0"00.*+ Clc!lo d" C"ntro d" Rigid"c"( ma> = 7",0 Xcr 0 20245"50 cm E/c"ntricidadRcr 0*60"00 cm "/ 0 445"50 5#, Clc!lo d" C"ntro d" Tra = J e+ L5 0 20000"00 I// 0 2"40000BgEc%M5 E I5 0 0"0000 >gEc%4*+ 6"ri,icaci=n d" R"it"ncia d"l S!"lo S act 0 0"0000*4 Kg#cm21"00 Kg#cm2 KL""" t = = s = c =Xcr 0 P/ E P Rcr 0 P5 E P; = ( < ri < #2 = t 0Vc=0.53f %c&. ""=2(&+h)+4(&+h)2+16Vc0. 53f %c8Direccin X - XR 1 2 R 1 21- 1-6 6- 4 - 416 166 67 8 7 815 156 65 6 5 614 146"5 6.5 6"5 6"5 6.5 6"57*+ 6"ri,icaci=n d"l M"todo Con
