Cimentaciones - Ramos Huachohuilcas

7/21/2019 Cimentaciones - Ramos Huachohuilcas

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DISEÑO DE ZAPA

es: PD = 180 tn y PL = 130 tn . El peso especifico del suelo es 1800esta sometido a la accion de una sorecarga de %00 #g/m". El concr

D$)*+ ,E-E$LE+:

SECCION DE COLUMNA t1 = 0.45 mts. 0.45

t2 = 0.45 mts. 0.45

CARGA MUERTA: PD = 180.00 Tn. 180.00CARGA VIVA: PL = 130.00 Tn. 130.00

CAPACIDAD PORTANTE DEL SUELO: t = 1.00 !"#$m2. 10.00

PRO%UNDIDAD DE DESPLANTE: D& = 1.00 mts. 1.00

PESO ESPECI%ICO DEL TERRENO: 't = 1.80 Tn#m3. 1.80

RESISTENCIA DEL CONCRETO DE LA (APATA: &)$ = 210.00 !"#$m2. 210.00

SO*RECARGA DEL PISO: s#$ = 500.00 !"#m2. 0.50

RESISTENCIA DEL ACERO: %+ = 4200.00 !"#$m2. 4200.00

RECU*RIMIENTO R = ,.50 $mt 0.0,5

DIAMETRO DE LAS VARILLAS DE RE%UER(O: - = 2.54 $m. 2.54

PISO DE CONCRETO /=10 /= 10 $m. 0.10

$L)$ $ -EL DE P+* )E2-$D* / & = 1.10 mts.

E+E4* -E)* DEL )EE-* 5 6n 5:n = 7."8 Tn#m2

$E$ DE L$ 4$P$)$ 5 $(ap 5: A = '".%8 m2 S) T) = .530 .530 m2

P$$ 2PL L91 = L9"

T = .52 mts. Ut67 T = .%%0 mt

S = .52 mts. Ut67 S = .%%0 mt

+$ + ; ) .%%0 ; .%%0

L1 = L2 = 3.0%03.050

E$*- -E)$ DEL )EE-* 5 <nu 5: Donde:

Pu = '73 Tn Pu = C7" U6tm

$( = '".0 m"

n9 = 11 0" Tn#m2

transmite

AzS

Az=T

q

PAzap

−=

=

8n9P9

A012=



D2E-+*-$2E-)* DE L$ $L)$ 5 > 5 DE L$ 4$P$)$ P* P-4*-$2E-)*:*-D*- DE D+E?*:

c = u/@ = APuB<u.m.nC/@. A C

TAM*IEN: - = 0.8%c = 1.0AfFcC;o;d .A C

I = II%7mn; 9n <$9$n ;< s<"9n; G7;

= 533.242148> = 244.4

$ = ?4,0.,,

Entn$<s ; = 0.737 mt

/ = 1.2 > = 0.000 $m

d = 0.7' m

E$*- DE *)$-)E:

L = 3.0%0 mts.

V;9 = 1. Tn.

Vn = 1.' Tn.

V$ = 371.0' Tn @ Vn *-*2E

+E-)D* L*-,)D-$L:

D+E?* P* LEG*-:

M9 = 33%.88 Tn?m

; = 73.7 $m2.

%)$= "10.00 !"#$m2

%+ = '"00.00 !"#$m2

> = %%.00 $m

)E$-D*:@d = $)* DE ED*- DE D+E?* ,$L $ 0.H -; = 0.0 As9m<n; = 14.,5 $m

As = 133.8 $m2 = 4.80 $m

As = 124.54 $m2 = 4.4,4 $m As = 124.24 $m2 = 4.43

As = 124.24 $m2

sar $s = 1"'."' cm" a = '.'3

E$*- DE $E* 2-2*:

cm usar

VnVc

bdcf’0.53=Vc

(WnuxB)(!=Vdu

2

tT!

≥

−=



Asmn = Bt<m.>.;

$smin = 8. cm". I 1"'."' $m2. *K J

$s = 1"'."' cm".

$LL* DE $LL$+:

$@ = $E$ DE L$ $LL$ $ +$ E- cm". 5.1 A- = $m2.

n = As#A- = 24.3 VARILLAS

usar n = $LL$+

7 = RECU*RIMIENTO EN mts. USUALMENTE 0.0,5

- = DIAMETRO DE LA VARILLA USADA EN mts. - =

+eparacion = A + B"r B @9 C / An B 1C

S<7$n = 2,.00 $m

Us7 S<7$n = 28 $m

+$: "' $LL$+ 0 "8 cm

+E-)D* )$-+E+$L:

As6 = 124.24 $m2

$st = 1"'."' $m2

A- = $m2. 5.1

n = As#A- = 24.3 VARILLAS

usar n = $LL$+

r = E2E-)* E- mts. +$L2E-)E 0.07%@9 = D$2E)* DE L$ $LL$ +$D$ E- mts. - =

S<7$n = S ?27 ? - # n ? 1

S<7$n = 2,.00 mts.

Us7 S<7$n = 28 mts.

+$: "' $LL$+ "8 cm

L*-,)D DE DE+$*LL* DEL EE4*

Longitud disponile para cada arraL; = "7.%0 $m

Para arras en )raccion :A> = 5 1 $m2



%$ = 210.00 "#$m2

%+ = 4200.00 "#$m2

;> = 2.548 $m

L;1 = 88. $m

L;2 = 1.00 $mL;3 = 30.00 $m

Ld = 88.87 $m

sar Ld = ,0.50 cm I L;s = 2,.500 $m conforme

T7ns&<7<n$ ;< &9<7 <n 6 nt<7&s< ;< $69mn + $m<nt$n

a.B )ransferencia al $plastamiento sore la columnaP9 = 4,3 Tn

Pn = 7"7. Tn >

esistencia al $plastamiento de la columna Pn

Pn> = 31.'"% Tn

Pn M Pn> conforme

.B esistencia al $plastamiento en el concreto de la imentacion

Pn = ,2,.

= .55 mt

A2 = 42.025 mt

A1 = 0.2025 mt

A2#A1F05 = 14.5 9s7 2.00

A = 0.405

Pn> = ,22.25 Tn

Pn M Pn> conforme

DoNells entre columna y cimentacion

s Pn M Pn> usar $smin = 10.13 $m2



A AISLADA

g/m3 y su carga de traa!o es ".8#g/cm". $demasto de la columna es de f&c = '"0#g/cm". Para la (apata emplear fc = "10 #g/cm" y

mts.

mts.

Tn.Tn.

tn#m2.

mts.

Tn#m3.

!"#$m2.

tn#m2.

!"#$m2.

mts.

$m.

mts.

D

& /

&

S

T

t 2

t 1

2

)t2-t1(

2

)t2-t1(



$s mOn = 0.0018 d

;#2

;#2

m = tH;

n

=

> H ;

t

>

T

Sd)-

M9=n9 3 *CL

2

As=M9

-%+;?1

2

1 As.%+

0.85&)$>

2

)

=



$s M $s mOn *K JJ

Q

$Q

n B1

R arilla A n C = $s

Espaciam = B "r.e B @



@ 0.8% f Fc $s1$ colum = t

Pu I A @ 0.8% f Fc $1C$Q

$s mOn = 0.00% $1

$Q$s col. M $s mOn *K JJ

R arilla = $s1

CONDICION:Pn > Pnb



fy='"00 #g/cm".

*









P"n 13 ;< 33

D+E * DE 4$P$)$ *2-$D$

La columna 1 es de '0;'0 cmS y la columna " es de %0;%0 cm. $mas estan refor(adas con

suelo es "100 #g/m3S su carga de traa!o es ".0 #g/cm" y esta sometido a la accion de una sEl concreto de la columna es de fc='"0 #g/cm". Emplear fc="10 #g/cm" y fy='"00 #g/cm".

*L: +E*- E. PD PLC1 40 40 - 3#4J 20 12 PL1

C2 50 50 - 3#4J 38 18

> t A$<7 tn tn S/C = 500 !"#

4.70 m 1.40

D& = 1.0 m *tros olumna 4apata2100 !"#m3 S#C = 500 !"#mK & ) $ = 420 !"#$mK & ) $ = 210 !"#$mK

= 2.00 !"#$m2 ;<<?<<= 4.5 m & + = 4200 !"#$mK

1.B D2E-+*-$2E-)* DE L$ 4$P$)$ A $( = +) C

Øb ( 3/4" ) = 1.1 cm

7& )$ 0.08 x Øb x fy / f ´c = 44 cm

.004*øb*fy = 32 cm OK !!

6; @= 0.004 > &+

Toma ! = 44 cm Ln"t9; ;< ;<s77

/$ = 6; H 7.< H -> .# = ,.50 cm

/m = D& ? /$ $ c = 54.00 cm

$ % = 10.00 cm

Toma $% = 10.00 cm

&m = 1.0 '/cm

Tlculo del Trea de la (apata A $( C

Ps1 = P1D H P1L P1 = 3+ T, P

Ps2 = P2D H P2L

Prolema 3C DiseUar la (apata cominada Vue soportara las columnas mostradas en la figura. Las cargas Vue p

γ m

γ m =

Tlculo del peralte de la (apata A>c )

6; = 0.08 -> %+

Tlculo de la presiWn neta del suelo ( qm )

m = ? γ m/m ?'$/$ ? s#$

1 2

t1 t2

> 1

> 2



P"n 14 ;< 33

Rs = P1s t1#2 H P2s 455

= QQ

470.00

- = 88 T,

P1 = 32 T,

L # 2 P+ = 5 T,

< = L # 2 ? - = 88 T,

L # o = 30.3 cm

< L#

L = 40.00 cm

L L L / + = 320.00 cm

# = 13.4 cm

L / = 10, cm

ε M = 0

12 = Rs 1 <

0

o

H



P"n 15 ;< 33

L = 13 $m

* = 0 $m

* =P1s HP2s tmms * = 85 $m

n L

omo +/ = %00 #g/cmXS erificamos las presiones del suelo B $D*-$L A V 1S" CPs1 = P1D H 50P1L

Ps2 = P2D H P2L P1 = + T, P

R1s = P1s H P2s

+0 +0 30 3

R1s = P1s t1#2 H P2s 455

= QQ

470.00

< = 1 ? P1 = 2 T, -1 = 8+ T,

P+ = 5 T,

= Ps H M$ = Ps H Ps < -1 = 82 T,

o1 = 32,.32 cm < = 20. $m

= 43.18 !"#$m2

V I Vm cumple 5 *K 5V M Vm no cumple 5$2E-)$2*+ EL $

A9m<ntms <6 An$/ /$ = 150 $m

Un n9< $6$96

Ps = 82000 !" & = 1.13 OK !!< = 20. $m

* = 25 $m

,4531250

Ps1 = P1D H P1L

Ps2 = P2D H 50P2L P1 = 3+ T, P

R2s = P1s H P2s

+0 +0 30 3

R2s = P1s t1#2 H P2s 455

= QQ

470.00

L # 2

<2 = L # 2 ? P1 = 32 T, -+ = 7 T,

L # P+ = 4, T,

<2 L# -+ = , T,

o = 28,.,2 cm

* < = 18.4 $m

@ m n $9m6< JAUMENTAMOS EL ANCO *J = 1., !"#$m2

m $9m6< J O J

L = 2

ε M = 0

A I A I

I =

ε M = 0

12 = R2s 1 <2

H

0

o

H

0

o

!"#$m2

$m4



P"n 1 ;< 33

".B D+E?* E- +E-)D* L*-,)D-$L P1 = 3+ T,

n = P1s H P2s 0.+ m 4.50 m

A&, = 541,.2181 '/m N m6&$;

P7 9n;; ;< Ln"t9;

m = m1* Po 2,a # L6T2 &m = 541,.22 '/m

Tlculo de la presiWn neta por unidad de longitud m



P"n 1, ;< 33

V 484

1083.44

H 1.7537 m

?

?,5

?301.5

' 9 m

?2,000.

M

?

H

108.34 ' 9 m

530

En$nt7ms <6 ;"7m ;< &9<7s $7tnt<s <7&$ms <6 $7t< 7 %6<n:

; = ?7<< H /$ 1.50 V9 = 58,28., !" + 9< : % =

; = 141.00 $m

V9 = Vm ? n >2#2 H ; = 3152.44 !" % =

A7t< ;<6 Cn$7<t : V$ = 0.53 & ) $ > ; = 28,.25 !" u I 0 ; c umple JJ

0.85 V$ = 24332.3 !" OK !!

A9m<ntms <6 P<76t< / = 150 $m. ; = /? 7<<

; = 141 $m

V9 = Vm ? n >2#2 H ; = 3152.44 !"

A7t< ;<6 Cn$7<t : V$ = 0.53 & ) $ > ; = 28,.25 !" u I 0 ; c umple JJ

0.85 V$ = 24332.3 !" Vu < O x Vc CUMPLE !!

VERIFICACION POR CORTE ( Ø = 0.85 )

*L2-$ EG)E* : *L2-$ -)E* :V9 = 1.50 P9 ? n9 m n = 31,4,.3 ' V9 = 1.50 P9 ? n9 m n

V9 = 31,4,.33 !" V9 = 528 !"

E6 7t< ;<6 Cn$7<t : 1 E6 7t< ;<6 Cn$7<t :

412 $m

V$ = 1"2#$$1.3"" !" V$ = 2352311.5 !"

-V$ = 1332 18 !" -V$ = 144 8 !"

β $ = β $

> = > H 5; H 2 t H ; = > = > H 05; H 2 t H ;

V$ = 0.2, 2 H 4 & )$ > ; V$ = 0.2, 2 H 4 & β $ β $

?

H H

?

H

!"

!"

H



P"n 18 ;< 33

V$ = 1.10 & )$ > ; = 130585 !" V$ = 1.10 & )$ >

V$ = 130584. !" V$ = 15,248. !"

-V$ = 111314,.1, !" -V$ = 135,1.3 !"

V9 -V$ CUMPLE !! V9 -V$ CUMPLE !!



P"n 1 ;< 33

'.B $LL* DEL EE4* E- EL )$2* E-)$L

n ? P1 = 0

=P1

=5.1 M9 =n F2 P1

M9 = ?88113n 2

alculo de $s :M9 = 88113.42 !" ? m

As = M9 # - &+ ; ? #2 * = 25 .# .# = 8 ;> =1.1

= As &+ # 0.85 & )$ * ; = 141

= 2.,, V67 As9m;

As = 25.04 2.85

As mWn = 0.0018 * ; = 2.22 X V766 n =

As @ As mWn O YY 31

A> As = 25 - 3#4J Z 31

A> 2.85 V766 n = 24

n ?1 11

As mWn = ,.2 24 - 3#4J Z 11

As @ As mWn UMIR As mín !!

%.B $LL* DEL EE4* P* DE$Z* DE L$ *L2-$ -)E*

M9 = n L F2 M9 = 5308.8, !" ? m2

L = 1.1 m 1.4

C6$96 ;< As :M9 = 5308.8, !" ? m

As = M9 # - &+ ; ? #2 * = 25 .# .# = 8 ;> =1.1

= As &+ # 0.85 & )$ * ; = 141

= 0.18 V67 As9m;

As = 1.50 2.85

As mWn = 0.0018 * ; = 0.13 X V766 n = 1

As @ As mWn O YY XDIV#0Y

A> As = 1.4 1 - 3#4J Z XDIV#0Y

A> 2.85

V766 n = 25

n ?1 10

As mWn = ,1.55 25 - 3#4J Z 10

As @ $s mOn ASUMIR As mín !!

Ds<[7 <n s<nt; t7ns<7s6 $; $69mn 6< $77<sn;< 9n 7$n ;< (t

A> 3#4J =

Es$m

X V766 n = As

A> 3#4J =Es$m = * ? 27.< ? ->

Es$m

A> 3#4J =

Es$m

X V766 n = As

A> 3#4J =

Es$m = * ? 27.< ? ->

Es$m

$m

$m2

$m2

$m

$m2

$m

$m2

$m2$m2

mm

m

$m2

$m

$m

$m

$m

$m2

$m

$m2

$m2

$m

$m2

$m2

$m2

$m2$m2

$m2

$m

$m

$m

$m

$m2

14 - 5#8JZ 22



P"n 20 ;< 33

1.205 1.1

4$P$)$ EG)E* 4$P$)$ -)E*



P"n 21 ;< 33

n =P9

n = 1.52 !"#$m2 n =P9

n = 1. A A

M9 =n9 * LF2

M9 = 11505 M9 =n9 * LF2

M92 2

* = 120.5 .# .# = 8 ;> = 1.5 * = 11 .# .# = 8

; = 141 ; = 141

= 0.52 V67 As9m; = 0.4 V67 As9m

As = 2.18 As = 3.45

= 0.43 = 0.43

As = 2.18 2.85 As = 3.44

X V766 n = 11

10.00

As mWn = 32.54 11 - 3#4J Z 10 As mWn = 51.5,

6.- VERIFICACION DE LA CONEXIÓN ZAPATA - COLUMNA( Ø = 0.0 )

P7 6 s<$$n A $69mn = 5050 = 2500 $mK COLUMNA

- 0.85 & )$ As1 P9 = 48400

A $69m = > t A1 = 100

P9 - 0.85 & )$ A1 - 0.85 & )$ A1 = 3840 As mWn = 8.0

As mWn = 0.005 A1

P9 - 0.85 & )$ A1 CUMPLE !! As $6 @ As m

A>

As $6. @ As mWn O YY

P7 6 s<$$n * $69mn = 4050 = 2000 $mK COLUMNA

- 0.85 & )$ As1 P9 = 83800

A $69m = > t A1 = 2500

P9 - 0.85 & )$ A1 - 0.85 & )$ A1 = 24,50 As mWn = 12.

As mWn = 0.005 A1

P9 - 0.85 & )$ A1 CUMPLE !! As $6 @ As m

A>

As $6. @ As mWn O YY D<t66< ;< 7<&9<7s <n 6 (t Cm>n; <7&$ms 7m<7 <6 <s

Es$m<nt ;<6 R<&9<7

45 $m450 OK !!

3 / = 450 $m

;#2 ;#2 ;#2

Longitud de desarrollo en Traccion ( Ld )

A> 3#4J =

Es$m =

X V766 = As1

X V766 = As1

$m2 $m2

$m

$m2

$m

$m2

$m2

$m2

$m2

$m

$m

$m

$m2

$m

$m

$m2

$m

$m2

$m

$m2

$m2!"

!"

$m2

$m2

!"

!"

$m2

11 - 3#4JZ 10$m 25 - 3#4JZ 10$m

24 -3#4JZ 11$m

18 - 3#4JZ 10$m



P"n 22 ;< 33

-> L; = 5 L;1 = 42

L1 = L ? 7.<.<

L (t <s 7<$tn"967 s< ;<>< $m7t7 <6 R<&9<7 ;<$9;m<nt< ;< 6 s"9<nt< mn<7:

-> 3#4J = 1.1

1.00 -> 5#8J = 1.5 .50 2

0.80 7.<.< = ,.50 !t7 = 0

L; m<n7 (t 1.00 &+ = 4200

1.30 &)$ = 210 q >= 2.5 ,PONE

A> 1.00 q < 2.5 ,PON

Ln"t9; ;< ;<s7766 <n t7$$n

n ?1

L1 = 132.50 L; L1

C6$96 ;<6 7<&9<7 mnm : L; = 5.05

As mWn = ,1.55 efuer(o monta!e en forma de ,arrido

2.85 - 3#8J 7 7<&9<7 7n$6 - = 3#4J

X V766 n = 25 - 1#2J 7 7<&9<7 7n$6 - @ 3#4J

10.00 $n <s$m<nt mm ;< 45 $m.

25 - 3#4J Z 10

3.54 & )$F.5 C H 7

As$ = 2 Ast7 β H 1 β = C =

β = L; m+7 (t γ =

λ =

X V766 n = As α =

α1 =

Es$m = * ? 27.<.< ? ->

A> 3#4J =

Es$m =

$m

$m $m

$m2

$m

$m

$m2



P"n 23 ;< 33

illas R. El peso especifico del

recarga de %00 #g/m".

PL+

$ % = 10.00

$c = 54.00

n $m7<sn

5 T,

ienen de las columnas son:



P"n 24 ;< 33

0 cm



P"n 25 ;< 33

5T,

0 cm

11153,0 $m4

AUMENTAMOS EL ANCHO B

* 5

47T,

m

,4531250 $m4

AUMENTAMOS EL ANCHO B

I = * LF3 #12

I =

I = * LF3 #12

I =



P"n 2 ;< 33

P+ = 5 T,

&m

140.00 m

$m3



P"n 2, ;< 33

.82 '

.108 '

' 9 m

.4 D H 1., L # D H L

1.5

528 !"

1

503 $m

> ;



P"n 28 ;< 33

2EH00 !"



P"n 2 ;< 33

!" ? m



P"n 30 ;< 33



P"n 31 ;< 33

!"#$m2

XXX

;> = 1.5

2.85

X V766 n = 18

10.00

18 - 3#4J Z 10

OK !!

OK !!

m<nt mm

A> 3#4J =

Es$m =

$m

$m2

$m

$m2

m2

m2



P"n 32 ;< 33

& = ( C:'% )/ Øb

8.41

.5 !!

q !!

!

0.2



1 0.32 1#4 J

2 0.71 3#8 J

3 1.27 1#2 J

4 1.98 5#8 J

5 2.853#4 J

6 5.1 1 J

1 0.32 1#4 J

2 0.71 3#8 J

3 1.27 1#2 J

4 1.98 5#8 J

5 2.85 3#4 J

6 5.1 1 J

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Cimentaciones - Ramos Huachohuilcas