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Transcript of Tubes Jembatan 2

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PERENCANAAN LANTAI KENDARAAN

A.

1 DATA GEOMETRIS JEMBATAN

Tebal slab lantai jembatan (h) = 2 !m 2 mm

Tebal la"isan as"al (ta) = # !m

Tebal \$enan\$an ai% h&jan (th) = # !m

Ja%a' anta% \$ela\$a% baja (S) = 1# !m

eba% jal&% lal& lintas (b1) =  !m

eba% t%*t*a% (b2) = 1 !m

eba% t*tal jembatan (bt) = +, !m -anjan\$ bentan\$ jembatan () = # m

2 DATA MATERIA

a BETON

/&at te'an bet*n (0!) = , M"a

M*&l&s Elastisitas (E!) = 2#2.+32 M"a

= .2

b BAJA

Baja t&lan\$an en\$an D413mm

Te\$an\$an leleh baja (05) = ,2 M"a

6412mm

Te\$an\$an leleh baja (05) = 2# M"a

! BERAT JENIS  Ket :Modul 2 Thamrinnst, hal 4-

Be%at bet*n be%t&lan\$ 7! = 2#

Be%at as"al 7a = 22

Be%at jenis ai% 78 = +.9

Be%at baja 7s = 

B ANALISA STRUKTUR

Diti j l t i l b 1  t  h j j b t

DATA 4 DATA

An\$'a -*is*n (

'Nm>

'Nm>

7000600

8200

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a5an; /sms = 1.  bet*n i!*% item"at

?ltimit; /&ms = 1.,

Jenis Beban Tebal (m)

antai Jembatan .2 2# # #

Be%at seni%i @ms #

Be%at ('Nm>) Beban

('Nm) Beban ('\$m)

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2 BEBAN MATI TAMBAAN (MA)

:a't*% beban;  Ket : Modul 2 Thamrinnst, hal 5

a5an; /sma = 1.

?ltimit; /&ma = 2.

Jenis Beban Tebal (m)

.# 22 1.1 11

Ai% h&jan .# +.9 .+ +

Beban mati tambahan @ma 1#+

, BEBAN TR?/ T (TT)

:a't*% beban;  Ket : Modul 2 Thamrinnst, hal 1

a5an; /stt = 1.

?ltimit; /&tt = 1.9

-anjan\$ jembatan = # mete%

:a't*% beban inamis = ., Ket : Modul 2 Thamrinnst hal 1

Beban hi&" "aa lantai jembatan be%&"a beban %*a \$ana *leh T%&' (beban T)  besa%n5a = 112.#'N

Beban T%&' menjai; (1 C .,)  112.# 'N;

-tt = 13.2# 'N

 BEBAN ANGIN (E7) /*e0isien Se%et ; 8 1.2  ban\$&nan atas %an\$'a  Ket! Modul 2 Thamrinnst hal 1

/ete%an\$an N*tasi a5an ?ltimit Sat&an

:a't*% beban /e8 1 1.2

/e!e"atan an\$in &nt&' l*'asi F #'m a%i "antai 8 , ,# met

R&m&s;

Be%at ('Nm>) Beban

('Nm) Beban ('\$m)

a"isan

as"alC*He%la5

Te8 = .12 8 (8) 'NmK

Gambar Tekanan Gandar Roda

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Gbr. Beban garis mendatar (Tew) pada bidang samping kendaraan

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Beban \$a%is "aa lantai a'ibat an\$in;

-e8 = L(h2)1.#mTe8 'NmK

Beban an\$in (Te8)

a5an ?ltimit

e8 = , met e8 = ,#

Te8 = Te8 =

Te8 = 1.2+3 'Nm Te8 = 1.3

-e8 = L(22)1.# (1.2+3 'Nm) -e8 = L(22)1.

-e8 = .1 'Nm -e8 = 1.9

a A'ibat be%at seni%i; (@ms)

Be%at seni%i (@ms) = # 'Nm

Ja%a' anta% \$ela\$a% (S) = 1.# m

M*men t&m"&an ma'sim&m (Mms = 112 (@ms) (S2) = 1.232 'Nm

M*men la"an\$an ma'sim&m (Mm = 12 (@ms) (S2) = .3,921 'Nm

b A'ibat beban mati tambahan; (@ma)

.12  (1.2)  (, met) .12  (

Gbr. Nilai momen lapangan dan tumpuan akibat berat sendiri lantai

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Beban mati tambahan (@ma) = 1.#+ 'Nm

Ja%a' anta% \$ela\$a% (S) = 1.# m

M*men t&m"&an ma'sim&m (Mma = #9 (@ma) (S2) = .#22 'Nm

M*men la"an\$an ma'sim&m (Mm = #+3 (@ma) (S2) = .2#,31, 'Nm

Gbr.Nilai momen lapangan dan tumpuan akibat beban mati tambaan

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! A'ibat beban t%&' T; (-tt)

Beban t%&' T (-tt) = 13.2# 'N

Ja%a' anta% \$ela\$a% (S) = 1.# m

M*men t&m"&an ma'sim&m (Mttt) = #,2 (-tt) (S) = ,+.++2, 'Nm

M*men la"an\$an ma'sim&m (Mttl = +3 (-tt) (S) = ,#.++121 'Nm

 A'ibat beban an\$in; (-e8)

ihat \$amba% sebel&mn5a;

Beban '*nisi la5an; (-e8s) = .1 'N (Ditinja& seleba% 1 mete% a%ah m

Beban '*nisi &ltimit (-e8&) = 1.9 'N

Ja%a' anta% \$ela\$a% (S) = 1.# m

/*nisi la5an;

M*men t&m"&an ma'sim&m (Me8 = #,2 (-e8s) (S) = .22# 'Nm

M*men la"an\$an ma'sim&m (Me = +3 (-e8s) (S) = .1922# 'Nm

/*nisi &ltimit;

M*men t&m"&an ma'sim&m (Me8 = #,2 (-e8&) (S) = .2#32# 'Nm

M*men la"an\$an ma'sim&m (Me = +3 (-e8&) (S) = .293, 'Nm

e /OMBINASI MOMEN

.1. Be%i'&t %e'a"it&lasi m*men "aa la"an\$an an t&m"&an

Tabel 1. Re'a"it&lasi M*men

N*. Jenis Beban :a't*% Beban M la"an\$an ('N.m)

1 Be%at Seni%i /ms 1 1., .3,9

2 Beban Mati Tambahan /ma 1 2 .2#,3

, Beban T%&' T /tt 1 1.9 ,#.++12

 -en\$a%&h Tem"e%at&% /et 1 1.2 19.+

#.a Beban An\$in /e8 1 .192,

Da5a a5an

/eaaan ?ltimit

Gbr. Nilai momen lapangan dan tumpuan akibat beban terpusat !tt dan !ew

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"aa m*&l 2 Tham%innst 4 -embebanan Jembatan; tabel 2; halaman 2 se"e%ti be%i'&t P

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.2. /OMBINASI 1 4 M*men a"an\$an

A'si

N* Jenis Beban :a't*% Beban

M la"an\$an ('Nm) a5an ?ltimit

1 Be%at seni%i 1. 1., .3,9 Q /B

2 Beban mati tambahan 1. 2. .2#,3 Q /B

, Beban t%&' T 1. 1.9 ,#.++12 Q /B

 -en\$a%&h Tem"e%at&% 1. 1.2 19.+ O /B

#.a Beban an\$in 1. .192,

#.b Beban an\$in 1.2 .291 

.,. /OMBINASI 1 4 M*men T&m"&an

A'si

N* Jenis Beban :a't*% Beban

M t&m"&an ('Nm) a5an ?ltimit

1 Be%at seni%i 1. 1., 1.23 Q /B

2 Beban mati tambahan 1. 2. .#2 Q /B

, Beban t%&' T 1. 1.9 ,+.++2 Q /B

 -en\$a%&h Tem"e%at&% 1. 1.2 #.,3,1 O /B

#.a Beban an\$in 1. .22#

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.. /OMBINASI 2 4 M*men a"an\$an

A'si

N* Jenis Beban :a't*% Beban

M la"an\$an ('Nm) a5an ?ltimit

1 Be%at seni%i 1. 1., .3,9 Q /B

2 Beban mati tambahan 1. 2. .2#,3 Q /B

, Beban t%&' T 1. 1.9 ,#.++12 * /B

 -en\$a%&h Tem"e%at&% 1. 1.2 19.+ ; /B

#.a Beban an\$in 1. .192,

#.b Beban an\$in 1.2 .291

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.#. /OMBINASI 2 4 M*men T&m"&an

A'si

N* Jenis Beban :a't*% Beban

M t&m"&an ('Nm) a5an ?ltimit

1 Be%at seni%i 1. 1., 1.23 Q /B

2 Beban mati tambahan 1. 2. .#2 Q /B

, Beban t%&' T 1. 1.9 ,+.++2 * /B

 -en\$a%&h Tem"e%at&% 1. 1.2 #.,3,1 ; /B

#.a Beban an\$in 1. .22#

#.b Beban an\$in 1.2 .2#3

 RENCANA TULANGAN PELAT LANTAI KENDARAAN

.1. T?ANGAN A-ANGAN (T&lan\$an ent&% -*siti")

M*men %en!ana (/OMBINASI 1); M& = 99.3#+2 'Nm M&t& bet*n; 0! = , M"a

M&t& baja; 05 = ,2 M"a

Tebal "elat lantai 'ena%aan; h = 2 mm

Tebal selim&t bet*n (iambil);  =  mm

Tebal e0e'ti0 lantai; (h4)  = 13 mm

eba% lantai 5an\$ itinja&; b = 1 mm

Diamete% t&lan\$an lent&% %en!ana; t = 1+ mm

:a't*% %e&'si 'e'&atan lent&%; 6 = .9

M*men n*minal; Mn = = 11.9 'Nm

a) T&lan\$an ent&%

Tahanan m*men n*minal

Rn = Mn

= (3.91+++ 'Nm)  13

= .,291  b . 

= .9#

Tahanan m*men ma'sim&m;

0! 3 = .9# . .9#. , 3 05 3 C 05 ,2 3 C ,2

b = .1#+

 ma's = .#  b = .,,1,+

R ma's =  ma's . 05 . 1 4 .9# . 0!

R ma's = 9.,+9  Rn

-e%en!anaan be%asa%'an #e\$an dan Ke%uatan Ter&a%tor  (-B/T) ata& '*nisi &ltimit.

M&6

(1