diseño estructural reservorio 20 m3

7/21/2019 Diseño Estructural Reservorio 20 M3

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Capacidad de Reservorio

Nº Miemb. Pob. oblación futura par Qm (Lts) para Vol: 25%Qm (m)Vol: !%Qm (m)

"am. #"am. r$ r2 r r$ r2 r r$ r2 r

15 5 75 90 98 105 4500 4875 5250 2 2 2 2 2 2

15 6 90 108 117 126 5400 5850 6300 2 2 2 2 2 2

15 7 105 126 137 147 6300 6825 7350 2 2 2 2 2 3

20 5 100 120 130 140 6000 6500 7000 2 2 2 2 2 2

20 6 120 144 156 168 7200 7800 8400 2 2 2 3 3 320 7 140 168 182 196 8400 9100 9800 2 3 3 3 3 3

25 5 125 150 163 175 7500 8125 8750 2 2 3 3 3 3

25 6 150 180 195 210 9000 9750 10500 3 3 3 3 3 4

25 7 175 210 228 245 10500 11375 12250 3 3 3 4 4 4

30 5 150 180 195 210 9000 9750 10500 3 3 3 3 3 4

30 6 180 216 234 252 10800 11700 12600 3 3 4 4 4 4

30 7 210 252 273 294 12600 13650 14700 4 4 4 4 4 5

35 5 175 210 228 245 10500 11375 12250 3 3 3 4 4 4

35 6 210 252 273 294 12600 13650 14700 4 4 4 4 4 5

35 7 245 294 319 343 14700 15925 17150 4 4 5 5 5 6

40 5 200 240 260 280 12000 13000 14000 3 4 4 4 4 5

40 6 240 288 312 336 14400 15600 16800 4 4 5 5 5 5

40 7 280 336 364 392 16800 18200 19600 5 5 5 5 6 6

50 5 250 300 325 350 15000 16250 17500 4 4 5 5 5 6

50 6 300 360 390 420 18000 19500 21000 5 5 6 6 6 7

50 7 350 420 455 490 21000 22750 24500 6 6 7 7 7 8

60 5 300 360 390 420 18000 19500 21000 5 5 6 6 6 7

60 6 360 432 468 504 21600 23400 25200 6 6 7 7 7 8

60 7 420 504 546 588 25200 27300 29400 7 7 8 8 9 9

70 5 350 420 455 490 21000 22750 24500 6 6 7 7 7 8

70 6 420 504 546 588 25200 27300 29400 7 7 8 8 9 9

70 7 490 588 637 686 29400 31850 34300 8 8 9 9 10 11

80 5 400 480 520 560 24000 26000 28000 6 7 7 8 8 9

80 6 480 576 624 672 28800 31200 33600 8 8 9 9 10 10

80 7 560 672 728 784 33600 36400 39200 9 9 10 10 11 12

90 5 450 540 585 630 27000 29250 31500 7 8 8 8 9 10

90 6 540 648 702 756 32400 35100 37800 8 9 10 10 11 12

90 7 630 756 819 882 37800 40950 44100 10 11 11 12 13 14

100 5 500 600 650 700 30000 32500 35000 8 9 9 9 10 11100 6 600 720 780 840 36000 39000 42000 9 10 11 11 12 13

100 7 700 840 910 980 42000 45500 49000 11 12 13 13 14 15

110 5 550 660 715 770 33000 35750 38500 9 9 10 10 11 12

110 6 660 792 858 924 39600 42900 46200 10 11 12 12 13 14

110 7 770 924 1001 1078 46200 50050 53900 12 13 14 14 15 17

120 5 600 720 780 840 36000 39000 42000 9 10 11 11 12 13

120 6 720 864 936 1008 43200 46800 50400 11 12 13 13 14 16

120 7 840 1008 1092 1176 50400 54600 58800 13 14 15 16 17 18

130 5 650 780 845 910 39000 42250 45500 10 11 12 12 13 14

130 6 780 936 1014 1092 46800 50700 54600 12 13 14 14 16 17

130 7 910 1092 1183 1274 54600 59150 63700 14 15 16 17 18 20

140 5 700 840 910 980 42000 45500 49000 11 12 13 13 14 15

140 6 840 1008 1092 1176 50400 54600 58800 13 14 15 16 17 18

140 7 980 1176 1274 1372 58800 63700 68600 15 16 18 18 20 21

150 5 750 900 975 1050 45000 48750 52500 12 13 14 14 15 16150 6 900 1080 1170 1260 54000 58500 63000 14 15 16 17 18 19

150 7 1050 1260 1365 1470 63000 68250 73500 16 17 19 19 21 22

160 5 800 960 1040 1120 48000 52000 56000 12 13 14 15 16 17

160 6 960 1152 1248 1344 57600 62400 67200 15 16 17 18 19 21

160 7 1120 1344 1456 1568 67200 72800 78400 17 19 20 21 22 24

180 5 900 1080 1170 1260 54000 58500 63000 14 15 16 17 18 19

180 6 1080 1296 1404 1512 64800 70200 75600 17 18 19 20 21 23

180 7 1260 1512 1638 1764 75600 81900 88200 19 21 22 23 25 27

200 5 1000 1200 1300 1400 60000 65000 70000 15 17 18 18 20 21

200 6 1200 1440 1560 1680 72000 78000 84000 18 20 21 22 24 26

200 7 1400 1680 1820 1960 84000 91000 98000 21 23 25 26 28 30

Parmetros:

actua r$&$! r

2&$5 r

&2!

Coefciente de crecimiento anual / 1000 habit. : r = 10,15 y 20 !eriodo de dise"o : t = 20 a

#otaci$n de a%ua para la &ona 'ierra : ' = 50 (ts/)ab/#*a Consumo promedio diario : Qm +(ts



"os



#ise"o de Reservorios Rectan%ulares -*picos

V Características Geométricas Acero Estr

(m3) B (m) h (m) BL (m) H (m)

2.00 1.50 0.15 0.15 0.10 1.00 0.25 1.25 ø3/8" @ 0.25 ø3/8" @ 0.25 ø3/8" @ 0

3.00 1.75 0.15 0.15 0.10 1.00 0.25 1.25 ø3/8" @ 0.25 ø3/8" @ 0.25 ø3/8" @ 0

4.00 2.00 0.15 0.15 0.10 1.00 0.25 1.25 ø3/8" @ 0.25 ø3/8" @ 0.25 ø3/8" @ 0

5.00 2.10 0.15 0.15 0.10 1.15 0.25 1.40 ø3/8" @ 0.25 ø3/8" @ 0.25 ø3/8" @ 0

.00 2.30 0.15 0.15 0.10 1.15 0.25 1.40 ø3/8" @ 0.25 ø3/8" @ 0.25 ø3/8" @ 0

!.00 2.50 0.15 0.15 0.10 1.15 0.25 1.40 ø3/8" @ 0.20 ø3/8" @ 0.25 ø3/8" @ 0

".00 2.60 0.15 0.15 0.10 1.20 0.25 1.45 ø3/8" @ 0.20 ø3/8" @ 0.25 ø3/8" @ 0

#.00 2.75 0.15 0.15 0.10 1.20 0.25 1.45 ø3/8" @ 0.20 ø3/8" @ 0.25 ø3/8" @ 0

$0.00 2.90 0.15 0.15 0.10 1.20 0.30 1.50 ø3/8" @ 0.20 ø3/8" @ 0.25 ø3/8" @ 0

$$.00 3.00 0.15 0.15 0.10 1.25 0.30 1.55 ø3/8" @ 0.175 ø3/8" @ 0.25 ø3/8" @ 0

$2.00 3.10 0.15 0.15 0.10 1.25 0.30 1.55 ø3/8" @ 0.175 ø3/8" @ 0.25 ø3/8" @ 0

$3.00 3.25 0.15 0.15 0.10 1.25 0.30 1.55 ø3/8" @ 0.175 ø3/8" @ 0.25 ø3/8" @ 0

$4.00 3.30 0.15 0.15 0.10 1.30 0.30 1.60 ø3/8" @ 0.175 ø3/8" @ 0.25 ø3/8" @ 0

$5.00 3.40 0.15 0.15 0.10 1.30 0.30 1.60 ø3/8" @ 0.15 ø3/8" @ 0.20 ø3/8" @ 0

$.00 3.45 0.15 0.15 0.10 1.35 0.30 1.65 ø3/8" @ 0.15 ø3/8" @ 0.20 ø3/8" @ 0

$!.00 3.50 0.15 0.15 0.10 1.40 0.30 1.70 ø3/8" @ 0.125 ø3/8" @ 0.20 ø3/8" @ 0

$".00 3.55 0.15 0.15 0.10 1.45 0.30 1.75 ø3/8" @ 0.125 ø3/8" @ 0.175 ø3/8" @ 0

$#.00 3.60 0.15 0.15 0.10 1.50 0.30 1.80 ø3/8" @ 0.125 ø3/8" @ 0.15 ø3/8" @ 0

20.00 3.60 0.15 0.15 0.10 1.55 0.30 1.85 ø1/2" @ 0.175 ø3/8" @ 0.15 ø3/8" @ 0

22.50 3.75 0.20 0.15 0.125 1.60 0.30 1.90 ø3/8" @ 0.15 ø3/8" @ 0.20 ø3/8" @ 0

25.00 3.85 0.20 0.15 0.125 1.70 0.30 2.00 ø1/2" @ 0.20 ø3/8" @ 0.175 ø3/8" @ 0

30.00 4.10 0.20 0.15 0.125 1.80 0.30 2.10 ø1/2" @ 0.175 ø3/8" @ 0.15 ø3/8" @ 0

%A&'E&*+

e m (m) e

L, (m) e

LC (m) A

V (-) A

H (-) A

L, (-)

V Volúmen del reservorio rectan!lar. h lt!ra de #ivel $a%imo de !a. A L,(-) ce

B nc(o del reservorio )interior*. BL +ordo ,i-re. A LC(-) ce

e m sesor de m!ro. H lt!ra otal del eservorio )nterior*. L

$ ,on

eL, sesor de losa de &ondo. A

V (-) cero de re&!er'o vertical en m!ros. L

2 ,on



eLC sesor de losa de c!-ierta. A

H(-) cero de re&!er'o (ori'ontal en m!ros. /c 175



2.25 1.50

3.06 1.75

4.00 2.00

5.07 1.83

6.08 2.00

7.19 2.17

8.11 2.17

9.08 2.29

10.09 2.42

11.25 2.40

12.01 2.48

13.20 2.60

14.16 2.54

15.03 2.62

16.07 2.5617.15 2.50

18.27 2.45

19.44 2.40

20.09 2.32

22.50 2.34

25.20 2.26

30.26 2.28



ua'ro 5

Valores de los coeficientes (K) para el cálculo de momentos

(Reservorio Cuadrado, Tapa libre y fondo empotrado)

+/2 +/2

h

x

B/h x/hy = 0 y = B/4 y = B/

!x !y !x !y !x !y

0 0.000 0.025 0.000 0.014 0.000 -0.082

1/4 0.010 0.019 0.007 0.013 -0.014 -0.071

3.00 1/2 0.005 0.010 0.008 0.010 -0.011 -0.055

3/4 -0.033 -0.004 -0.018 0.000 -0.006 -0.028B/h x/h

y = 0 y = B/4 y = B/

1 -0.126 -0.025 -0.092 -0.018 0.000 0.000 !x !y !x !y !x !y

0 0.000 0.027 0.000 0.013 0.000 -0.074 0 0.000 0.015 0.000 0.003 0.000 -0.029

1/4 0.012 0.022 0.007 0.013 -0.013 -0.066 1/4 0.005 0.015 0.002 0.005 -0.007 -0.034

2.50 1/2 0.011 0.014 0.008 0.010 -0.011 -0.053 1.25 1/2 0.014 0.015 0.008 0.007 -0.007 -0.037

3/4 -0.021 -0.001 -0.010 0.001 -0.005 -0.027 3/4 0.006 0.007 0.005 0.005 -0.005 -0.024

1 -0.108 -0.022 -0.077 -0.015 0.000 0.000 1 -0.047 -0.009 -0.031 -0.006 0.000 0.000

0 0.000 0.027 0.000 0.009 0.000 -0.060 0 0.000 0.009 0.000 0.002 0.000 -0.018

1/4 0.013 0.023 0.006 0.010 -0.012 -0.059 1/4 0.002 0.011 0.000 0.003 -0.005 -0.023

2.00 1/2 0.015 0.016 0.010 0.010 -0.010 -0.049 1.00 1/2 0.009 0.013 0.005 0.005 -0.006 -0.029

3/4 -0.008 0.003 -0.002 0.003 -0.005 -0.027 3/4 0.008 0.008 0.005 0.004 -0.004 -0.020

1 -0.086 -0.017 -0.059 -0.012 0.000 0.000 1 -0.035 -0.007 -0.022 -0.005 0.000 0.000

0 0.000 0.025 0.000 0.007 0.000 -0.050 0 0.000 0.004 0.000 0.001 0.000 -0.007

1/4 0.012 0.022 0.005 0.008 -0.010 -0.052 1/4 0.001 0.008 0.000 0.002 -0.002 -0.011

1.75 1/2 0.016 0.016 0.010 0.009 -0.009 -0.046 0.75 1/2 0.005 0.010 0.002 0.003 -0.003 -0.017

3/4 -0.002 0.005 0.001 0.004 -0.005 -0.027 3/4 0.007 0.007 0.003 0.003 -0.003 -0.013

1 -0.074 -0.015 -0.050 -0.010 0.000 0.000 1 -0.024 -0.005 -0.015 -0.003 0.000 0.000

0 0.000 0.021 0.000 0.005 0.000 -0.040 0 0.000 0.001 0.000 0.000 0.000 -0.002

1/4 0.008 0.020 0.004 0.007 -0.009 -0.044 1/4 0.000 0.005 0.000 0.001 -0.001 -0.004

1.50 1/2 0.016 0.016 0.010 0.008 -0.008 -0.042 0.50 1/2 0.002 0.006 0.001 0.001 -0.002 -0.009

3/4 0.003 0.006 0.003 0.004 -0.005 -0.026 3/4 0.004 0.006 0.001 0.001 -0.001 -0.007

1 -0.060 -0.012 -0.041 -0.008 0.000 0.000 1 -0.015 -0.003 -0.008 -0.002 0.000 0.000

( a.h)

M = K. a.h3



!ente n:lisis ; dise<o de reservorios de concreto armado ivera ei=oo ,ima 1991.



Diseño Estructural de Reservorio po!ado("or #ar$a de servi#ios o el%sti#o, tapa libre y fondo empotrado)

Nota: Ingresar datos en a !edas a"#es$ no %od&'&!ar as otras !edas or #e se da*ar+a e d&se*o estr#!t#ra.

&atos 'enerales (Reservorio con base cuadrada)

, n!ho de reseror&o (&nter&or) 4.00 m , es&sten!&a de !on!reto '! 210 Kg/Cm2

, t#ra de g#a (N&e x.) h 3.00 m , s'#er"o de '#en!&a a!ero ' 4200 Kg/Cm2

, ordo &re 0.30 m , eso ese!&'&!o de ag#a 1000 Kg/m3

, t#ra ota ; 3.30 m , eso ese!&'&!o de terreno 1960 Kg/m3

, <o=%en de eseror&o < 48.00 m3 , >aa!&dad ortante terreno 0.75 Kg/Cm2

, ea!&?n an!ho/at#ra ag#a /h 1.33 , eso #n&t. !on!reto ar%ado 2400 Kg/m3

!omentos en muros por empue de a$ua (Del Anexo Cuadro 5, para B/ se ob! ienen los siguien!es valores )

>oe'&!&entes @: o%entos (@g x %):

/h x/h

0 /4 /2

/h x/h

0 /4 /2

x x x x x x

0 0.000 0.027 0.000 0.009 0.000 -0.060 " "#"" $2%#"" "#"" 2&3#"" "#"" '''

1/4 0.013 0.023 0.006 0.010 -0.012 -0.059 /& 35#"" 2#"" 2#"" 2$"#"" *32&#"" '''

2.00 1/2 0.015 0.016 0.010 0.010 -0.010 -0.049 2.00 /2 &"5#"" &32#"" 2$"#"" 2$"#"" *2$"#"" '''

3/4 -0.008 0.003 -0.002 0.003 -0.005 -0.027 3/& *2#"" +#"" *5&#"" +#"" *35#"" *$2%#""

1 -0.086 -0.017 -0.059 -0.012 0.000 0.000 ''' *&5%#"" ''' *32&#"" "#"" "#""

!omentos y espesor de muro (Atodo est&!o s&n agr&eta%&ento)

x&%o %o%ento aso#to ert&!a: x 2322.00 @g-%

x&%o %o%ento aso#to hor&"onta: 1620.00 @g-%

x&%o %o%ento aso#to: 2322.00 @g-%

s'#er"o de tra!!&?n or 'ex&?n: 12.32 @g/>%2

n!ho o 'ranBa de ana&s&s: 100.00 >%

sesor de %#ro o ared: 33.63 >% C *+* >%

!omentos y espesor de losa de #ubierta (osa ar%ada en 2 sent&dos aoada en 4 extre%os)

#" de !!#o osa de !#&erta: 4.35 %

sesor de osa de !#&erta: 12.09 >% C -+.- >%

eso ro&o de osa / %: 377.04 @g/%

>arga <&a / %: 150.00 @g/%

>arga a!t#ante / %: 527.04 @g/%

o%entos 'ex&onantes ('aBa !entra): 359.56 @g-% , > 0.036 (N>)

!omentos y espesor de losa de fondo (Atodo est&!o s&n agr&eta%&ento)

sesor de osa de 'ondo (as#%&da): 0.20 %

eso ro&o de osa / %: 480.00 @g/%

eso de ag#a / %: 3000.00 @g/%

>arga a!t#ante / %: 3480.00 @g/%

o%ento en extre%os e%ot.: -153.41 @g-% , D "#52%"

. a

. t

Et

F

@ xa x h3

't 0.85 ('!)1/2

e% (6./ 't.)1/2 e

m =

Ge%

e>

/ 36 eC

=

e

> x

F

><

H G >

<

$

>H2

e

e

x

F

a h x

a

H G

a

e ->

eH2/192 >

e



o%ento en e !entro de a osa: 7.44 @g-% , D "#"53! >

!H2/384 >

!



C%l#ulo estru#tural y distribu#in de armadura

aa &re$ 'ondo e%otrado$ %etodo de ortand >e%ent sso!&at&on$ asados en a teor+a de ates and Jhes de

&%oshenKo$ !ons&derando aredes e%otradas entre s+.

Muro Vt Muro Hz Losa Fondo Losa Cubierta

o%ento %x&%o aso#to : (@g-%) 2322.00 1620.00 153.41 359.56

n!ho de a <&ga/'ranBa ana&"ada : (>%) 100 100 100 100

od#o de east&!&dad de !on!reto ! : 2.10G06 2.10G06 2.10G06 2.10G06

od#o de east&!&dad de a!ero s : 2.19G05 2.19G05 2.19G05 2.19G05

ea!&?n %od#ar n : ! / s 9 9 9 9

s'#er"o en e !on!reto '! : 95 95 95 95

s'#er"o en e a!ero 's : 900 900 900 1400

K 1 / (1G's/(n '!)) K : 1 / (1G's/(n '!)) 0.487 0.487 0.487 0.379

B 1 - (K/3) B : 1 - (K/3) 0.838 0.838 0.838 0.874

('! x B x K)/2 : ('! x B x K)/2 19.383 19.383 19.383 15.734

erate d : (L >%) 35.207 29.407 9.049 4.780

e!#r&%&ento r : (>%) 7.5 7.5 4 2.5

sesor red&%ens&onado e : (>%) 35.32 35.32 20.00 15.71

>he#eo de esesor. Mee !#%&rse : e d G r 12 12 12 12

sesor =t& d : e - r 27.821 27.821 16.000 13.210

rea de a!ero s : (100.)/('s.B.d) 11.071 7.724 1.272 2.225

>oe'&!&ente re'#er"o %+n&%o > : 0.0015 0.0015 0.0017 0.0017

e'#er"o %+n&%o s% : 5.2982 5.2982 3.4000 2.6707

rea e'e!t&a a!ero O 3/8P 11.36 7.81 3.55 2.84

sa!&a%&ento O 3/8P 0.06 0.09 0.20 0.25

rea e'e!t&a a!ero O 1/2P 11.61 7.74 3.87 3.87

sa!&a%&ento O 1/2P 0.11 0.17 0.33 0.33

(L) Je!!&?n agr&etada : d Je!!&?n no agr&etada : d

Che3ueo por esfuero #ortante y adheren#ia

Pared Losa de cubierta

#er"a !ortante tota < (@g) 4500.00 702.72

s'#er"o !ortante no%&na < / (B..d) 1.93 < / (.d) 0.53

s'#er"o er%&s&e no%&na 0.02 '! 4.20 4.20

>he#eo de es'#er"o !ortante 12 12

O3/8PQ.11 27.30 O3/8PQ.25 12.00

s'#er"o de adheren!&a or 'ex&?n 7.07 5.07

s'#er"o er%&s&e de adheren!&a or 'ex&?n 0.05 '! 10.50 0.05 '! 10.50

>he#eo de es'#er"o de adheren!&a or 'ex&?n 12 12

5otas

R >I-350 en as nor%as Jan&tar&as ara ee%entos en !onta!to !on e ag#a re!o%&enda aores ara

R os re!#r&%&entos as#%&dos ara e !!#o estr#!t#ra es !onserador$ re!o%endndose !o%o %+n&%os

2 >% ara a osa de !#&erta 4 >% ara os %#ros osa de 'ondo.

(@g/>%2)

15100 ('!)1/2

0.45 '! (@g/>%2)

(@g/>%2)

> . . e (>%2)

(6 . / 't . )1/2 $ ( / )1/2

( a.h2) / 2 H.

&nt / 3

(@g/>%2)

%ax

(@g/>%2) 0.29 ('!)1/2

S %ax

T0

# (@g/>%2) < / (T0.B.d) < / (T

0.B.d)

#%ax

(@g/>%2)

# S #%ax

fs 900 @g/>%2 n 9.

diseño estructural reservorio 20 m3

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