Perhitungan Menara Air

PERHITUNGAN MENARA AIR

1.

MODEL PORTAL

2.5 m

5.8 m

3.0 m

3.0 m B

K

K

3.9 m

POOR

POND. STROUSS

2.5 m

Tangki air

2.

DATA UMUM Kapasitas tagki air Betn ! K-300 Ba$a ! U-32

= f %& = f ' =

2.5 m

3 2".9 320

m3 #pa #pa

3.

PERENCANAAN PLAT 150 mm Te(a) p)at * + , = 25 mm Te(a) se)imt (etn *%, = / = + - * % 7 f sengkang 7 015 f t). tama ,

)' = 2.50

Rn = #n  * 018(2 , r min = 1"  ' r ( = *01854b4%&',4*00007',

)/ = 2.50

r ma/ = 01;54r ( b1 = 0.85 m = '*01854%&, r per) = *-*-*24m4Rn',,015,m r pakai = iam(i) ni)ai ter(esar ari r min an r per) 6s = r (  i. !e"an Ma#i $ D % Berat seniri p)at Be(an air

= 2.50 / 2.50 / 0.5 / 2"00 = 3 m3 / " / 000 D

= = = =

2250 kg 2000 kg "250 kg 2280 kgm2

L

=

00 kgm2

ii. !e"an Hi&u' $ L %

-

Be(an +ip p)at

iii. (ua# Pe)lu $ Qu % Qu

= .2D 7 .

=

289.00 kgm2

Diasmsikan p)at a)am keaaan ter$epit pen+ paa masing-masing tepin'a1 se+ingga per(aningan )')/  Dari ta(e) 3.3. PB: 9; iper)e+ ! #)/

=

0.00 < )/2

2

#)'

=

0.00 < )/2

2

#t/

=

-0.00 < )/2

52

#t'

=

-0.00 < )/2

52

iv. Momen #)/ = #)' = #t/ = #t' =

0.00 / 0.00 / 0.00 / 0.00 /

289.0 / 289.0 / 289.0 / 289.0 /

2.52 / 2.52 / 2.52 / 2.52 /

2 2 52 52

= = = =

380.0 380.0 9".20 9".20

kgm kgm kgm kgm

= = = =

31;2;1;;2.3" Nmm 31;2;1;;2.3" Nmm 912301;".3 Nmm 912301;".3 Nmm

v. Penulanan Penulangan arah X

Lapangan #)/ / Rn m r per) r ( r min r ma/ r pakai b1

= = = = = = = = =

6s per) Spasi per) T). Pakai

= = =

=

31;2;1;;2.3" Nmm 9.00 mm 0.33 5.2 0.000 0.03; 0.00"" 0.02;5 0.00"" 0.85 520.3 mm2 2;.23 mm 150 mm

Tumpuan #t/ / Rn m r per) r ( r min r ma/ r pakai b1

= = = = = = = = =


= = =

=

912301;".3 Nmm 9.00 mm 0.8 5.2 0.002 0.03; 0.00"" 0.02;5 0.00"" 0.85 520.3 mm2 2;.23 mm 150 mm

6s pasang

=

;53.98 mm2

6s pasang

=

;53.98 mm2

Penulangan arah Y

*.

Lapangan #)' / Rn m r per) r ( r min r ma/ r pakai b1

= = = = = = = = =


= = =

6s pasang

=

Tumpuan #t' / Rn m r per) r ( r min r ma/ r pakai b1

= = = = = = = = =

520.3 mm2 2;.23 mm 150 mm


= = =

520.3 mm2 2;.23 mm 150 mm

;53.98 mm2

6s pasang

=

;53.98 mm2

7

320 ;00

31;2;1;;2.3" Nmm 9.00 mm 0.33 5.2 0.000 0.03; 0.00"" 0.02;5 0.00""

=

0.85

PERENCANAAN !ALO( i. P)elimina)+ De,in Bentang 2.50 m +  2.5 / 0." 7

2

' ;00

--

+



ipakai += 0.25 m > ( > --   + 2 + / 0.25 > 2 3 2 ipakai (= 0.20 m imensi (a)k = 25  20 25 mm Te(a) se)imt (etn *%, = / = + - * % 7 f sengkang 7 015 f t). tama ,

2.5 / 2 (

=

0."

>

912301;".3 Nmm 9.00 mm 0.8 5.2 0.002 0.03; 0.00"" 0.02;5 0.00""

2 3

0.85

=

/ 0.25

Rn = d#n  * 018(2 , r min = 1"  ' r ( = *01854b4%&',4*00007', r ma/ = 01;54r ( b1 = 0.85 m = '*01854%&, r d = *-*-*24m4Rn',,015,m r % = d#n  018.'.(../ r = rd 7 r % 6s = r (  6s% = r% (  ii. Pem"e"anan Be(an ek?i@a)en p)at Aek = 0.5 / Q

-

Berat seniri (a)k Be(an ining

/

)/

= 0.5 / 289 = 0.25 / 0.20 / = 5.80 / 0.5 /

/ 2.5 2"00 ;00 Q

iii. Momen Berasarkan ik+tisar mmen paa PB: 9; iper)e+ ! #)ap = 0.09 / 529.0 / 2.52 = 2195.3" kgm = #tm = 0.05 / 529.0 / 2.52 = 182.5 kgm =

= = = =

320.00 kgm 20.00 kgm ";9.00 kgm 529.00 k gm

291082125.2; Nmm ;1;;21"09.89 Nmm

0.8

m

iv. Penulanan Pen)angan (a)k menggnakan t)angan rangkap engan d = 21 imana t)angan tekan an t)angan tarik (eker$a se&ara (ersama-sama. 4 Tulangan Lentur Lapangan Tumpuan #)ap #tm = 291082125.2; Nmm = ;1;;21"09.89 Nmm

/ Rn m rd r % r ( r min r ma/ r b1

= = = = = = = = =

6s per)

= = = =

T). Pakai 6s% per) T). Pakai

=

29.00 mm 0.; 5.2 0.002" 0.0052 0.03; 0.00"" 0.02;5 0.00;

/ Rn m rd r % r ( r min r ma/ r b1

= = = = = = = = =

332.88 mm2 3 * 6s =339.29 ,

6s per)

= =

202.9 mm2 3 * 6s =339.29 ,

22;.20 mm2 3 * 6s% =339.29 ,

6s% per)

= =

38.85 mm2 3 * 6s% =339.29 ,

0.85

200 mm

=

T). Pakai T). Pakai

3

250 mm

250 mm

3

3

apangan

)ap f

Tmpan

0.50 / 529.0 / 2.5

=

1523.;5 kg

=

319801;5.0 N

= 0.3 / 529.0 / 2.5 = 0.0

=

130.9" kg

=

5199518.90 N

7 258588.8 ,

=

121;30.0 N

C 25929"."2 7 2 258588.8 ,

=

81;;;1883.3 N

& smin

=  / %&015 / ( / /

=

1259129"."2 N

= 3 / ( / /

=

;1933.33 N

sma/

= 3 / %&015 / ( / / = 18;;1;88.33 = 31;5515;.5

=

21581588.8 N

f &2 f &

 Paa aera+ tmpan f *&7sma/, = 0.0 / f *&72sma/, = 0.0 /

* 25929"."2

Be(an ga'a geser 'ang ipik) )e+ t)angan geser ! s per) = *   f , - & = 0013;51".9 N 6@ = *s */",,  *'., = ;81"8.0 mm2

arak t)angan geser S

0.85

200 mm

3

4 Tulangan Geser tmp =

29.00 mm 0." 5.2 0.005 0.0032 0.03; 0.00"" 0.02;5 0.00"

= *6@.'./,s

E

6@ =

2 / 0125 / 31" / 02

= S

=

38;.58 mm

5; mm2

arak t)angan geser maksimm Sma/ = " / = Dipasang sengkang

55 -0 paa tmpan an

200 mm

200 mm 3

3

250 mm

150

-0

3

3

apangan

5.

150 paa )apangan.

Tmpan

PERENCANAAN (OLOM 50  50 2.5 / 2.5 = 2280 / 529 / 2.5 =

-

"250.00 kg 30";.50 kg 2;29;.50 kg = 9000 kg 3129;.5 kg

015 / 015 / 2"00 / 5

l 0

= * 015 7 0103 4 500 ,

=

l 

= 5150 * 3"0*00450,,2

= . &m

l 2

=

l 2%

= 015 4 50

30 mm

2 &m =

;.5 &m

l t

= 3.5 &m l t  +t = 315  50 s

%

s

= 329;.50 50 . 50

%s%



=

= 0.2; &m =

".59 kg&m2

".59  225

Att

=

6

= 0.0 /

= 0.0

min 50

/

50

=

25 &m2

1* D 1/

ipasang 1* D 1/

200

/.

PERENCANAAN POER Da)am meren&anakan te(a) per +ars ipen+i s'arat (a+?a kekatan geser nmina) (etn +ars ) e(i+ (esar ari geser pns 'ang ter$ai. Berasarkan SK SN: T-5-99-03 Pasa) 3.". (tir 2 men'e(tkan (a+?a +arga n tiak ()e+ )e(i+ (esar ari &.

&

05 = *7*2 b&,,.* &% ,. ( . 

&

015 = 3  &% . ( . 

imana ! b&

= = = = = =

 (

ata

rasi sisi terpan$ang ter+aap sisi terpenek ari (e(an terpsat 500500 =  500 - *0 7 015. 22, = "29 mm ke)i)ing ari penampang kritis per 2 . *P 7, 7 2 . * 7 , 2 / *5007"29, 7 2 / *500 7 "29, = 31; mm

&

=

319;;1"3.9 N

&

=

215120.80 N

ata

Penulanan Len#u) Poe)

#

= n . Pmaks . S - 015 . A .  2 = "5100 kg m = 1"2310"51952.05 Nmm

Rn m r per) r ( r min r ma/ r pakai b1

= = = = = = =

.93 5.2 0.003 0.03; 0.00"" 0.02;5 0.003

=

0.85


= = =

2;22.0; mm2 0". mm 100 mm

6s pasang

=

2835.29 mm2

Penulanan Ge,e) Poe) Feser 'ang ter$ai paa aera+ kritis pn. Strss +ars ikntr). 6pa(i)a geser 'ang ter$ai )e(i+ (esar ari geser nmina) (etn1 maka i(t+kan t)angan geser.

 = =

n.Pmaks-A. "51082.00 kg

=

1"22189."2 N

f& = =

01 .  &%015 . (? .  1"221;.0 N



1"22189."2 N

Karena kekatan geser (etn )e(i+ (esar ari paa ga'a geser 'ang (eker$a1 maka t)angan geser ipasang t)angan praktis sa$a. T)angan geser iam(i) engan &ara mem(engkkkan t)angan )entr keatas1 an ntk mengatasi trsi ipasang t)angan samping 3 D .

Penulanan Poe)

f19-100 f19-100

m m m m m m m m m m m m m m m

3 -

-3

m m m m m m m

m m m m m m m m m m m m

f16-3

.

(ONTROL TA!ILITA

Sta(i)itas (angnan sangat ipengar+i )e+ ga'a-ga'a )ar 'ang (eker$a tegak )rs paa (iang-(iang 'ang itin$a ter+aap (e(an-(e(an 'ang (eker$a paa (angnan terse(t. Da)am +a) ini ga'a 'ang ianggap (erpengar+ aa)a+ tekanan angin. Diasmsikan tekanan angin 'ang (eker$a aa)a+ se(esar "0 kgm2. *pasa) ".2. P#: 9;0, Anali,a Meania

<4 G

* Beban G <4

= =

5.8

/ 2.5 3129;.50

* Reaksi Tumpuan Ra = R( =

901;"3.;5

5.8 m

/ /

"0 = 2.5 =

/

2.5

580.00 kg 901;"3.;5 kgm%

=

31"29.9 kg



=

-240 m

2152

=

5/1*4 m

2 * Momen dititik A Ma! - #men aki(at (e(an angin *G, Ma 7 = G / 

=

580.00

/

3.0 m - #men aki(at (e(an merata = <2 2

Ma"

3.0 m

=

/

901;"3.;5

2

 #a"ili#a, #e)6a&a' Momen

3.9 m 6

POOR

Ma 7

*OK,

#men aki(at (e(an angin re)ati )e(i+ ke&i) ari mmen aki(at (e(an merata * apat ia(aikan ,. R(

2.5 m

Ma"

B

#a Ra

>

Perhitungan Menara Air

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