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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.+32 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 (

    'Nm>

    'Nm>

    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 seni%i @ms #

    Be%at ('Nm>)Beban

    ('Nm)Beban('$m)

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    2 BEBAN MATI TAMBAAN (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&" "aa lantai jembatan be%&"a beban %*a $ana *leh T%&' (beban T) besa%n5a = 112.#'N

    Beban T%&' menjai; (1 C .,) 112.# 'N;

    -tt = 13.2# '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 , ,# met

    R&m&s;

    Be%at ('Nm>)Beban

    ('Nm)Beban('$m)

    a"isan

    as"alC*He%la5

    Te8 = .12 8 (8) 'NmK

    Gambar Tekanan Gandar Roda

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    Gbr. Beban garis mendatar (Tew) pada bidang sampingkendaraan

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

    -e8 = L(h2)1.#mTe8 'NmK

    Beban an$in (Te8)

    a5an ?ltimit

    e8 = , met e8 = ,#

    Te8 = Te8 =

    Te8 = 1.2+3 'Nm Te8 = 1.3

    -e8 = L(22)1.# (1.2+3 'Nm) -e8 = L(22)1.

    -e8 = .1 'Nm -e8 = 1.9

    # MOMEN -ADA ANTAI JEMBATAN

    a A'ibat be%at seni%i; (@ms)

    Be%at seni%i (@ms) = # 'Nm

    Ja%a' anta% $ela$a% (S) = 1.# m

    M*men t&m"&an ma'sim&m (Mms = 112 (@ms) (S2) = 1.232 'Nm

    M*men la"an$an ma'sim&m (Mm = 12 (@ms) (S2) = .3,921 'Nm

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

    .12 (1.2) (, met) .12 (

    Gbr. Nilai momen lapangan dan tumpuan akibat berat sendiri lantai

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    Beban mati tambahan (@ma) = 1.#+ 'Nm

    Ja%a' anta% $ela$a% (S) = 1.# m

    M*men t&m"&an ma'sim&m (Mma = #9 (@ma) (S2) = .#22 'Nm

    M*men la"an$an ma'sim&m (Mm = #+3 (@ma) (S2) = .2#,31, 'Nm

    Gbr.Nilai momen lapangan dan tumpuan akibat beban mati tambaan

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

    Beban t%&' T (-tt) = 13.2# '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 '*nisi la5an; (-e8s) = .1 'N(Ditinja& seleba% 1 mete% a%ah m

    Beban '*nisi &ltimit (-e8&) = 1.9 'N

    Ja%a' anta% $ela$a% (S) = 1.# m

    /*nisi la5an;

    M*men t&m"&an ma'sim&m (Me8 = #,2 (-e8s) (S) = .22# 'Nm

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

    /*nisi &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) = .293, 'Nm

    e /OMBINASI MOMEN

    .1. Be%i'&t %e'a"it&lasi m*men "aa 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 Seni%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,

    Da5aa5an

    /eaaan?ltimit

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

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     "aa 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 seni%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 .291

    .,. /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 seni%i 1. 1., 1.23 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. .22#

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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 seni%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 .291

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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 seni%i 1. 1., 1.23 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. .22#

    #.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 'NmM&t& bet*n; 0! = , M"a

    M&t& baja; 05 = ,2 M"a

    Tebal "elat lantai 'ena%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) 13

    = .,291 b .

    = .9#

    Tahanan m*men ma'sim&m;

    0! 3 = .9# . .9#. , 305 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& '*nisi &ltimit.

    M&6

    (1mm).(13mm)

    :a't*% ist%ib&si te$an$an bet*n; U (&nt&' 0!V ,M-a SNI T41242)

    b = U1 . .9# .

    12 ma's . 05

     Nmm

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    05 4 4

    .9#.0!

    .1+2,

    1.05 = .,#

    sehin$$a; F F ma's (T&lan$an T&n$$al)

    &as t&lan$an 5an$ i"e%l&'an;

    As = = .1+2,1 1 13

    = 2,9.+9#39

     

    =

    minim&m;

    min =

    min

    . b .

    mm

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    Ja%a' te%ja&h (ma'sim&m) anta%a t&lan$an &nt&' leba% b = 1 mm;

    s = =As 2,9.+9#3++,

    s = 119.393

    D1+ 4 1

    T&lan$an i"asan$ en$an ja%a' 1 mm; ma'a l&as t&lan$an te%"asan$ P

    As = =s 1

    As = 29,,.9# 2,9.+9#39 mm

    b) T&lan$an Ba$i

    T&lan$an ba$i 5an$ i"asan$ "aa a%ah memanjan$ jembatan;

    As = #W As = #W 2,9.++

    = 11+,.9++29

    Di$&na'an iamete% t&lan$an ba$i; t = 12mm

    Ja%a' minim&m anta% t&lan$an;

    s = =As 11+,.9++29,++3#

    s = +.391,#, mm

    T&lan$an ba$i b&'anlah t&lan$an 5an$ be%si0at st%&'t&%al; en$an 'ata lain t&lan$an ba$i tia'

    memi'&l m*men lent&%; sehin$$a ja%a' anta% t&lan$an a"at ib&lat'an 'e atas menjai ,# mm.

     Nam&n "aa 'as&s ini; Di%en!ana'an t&lan$an ba$i; D12 4 1

    .2. T?ANGAN T?M-?AN (T&lan$an ent&% Ne$ati")M*men %en!ana (/OMBINASI 1); M& = 91.+1 'Nm

    M&t& bet*n; 0! = , M"a

    M&t& baja; 05 = ,2 M"a

    Tebal "elat lantai 'ena%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.,3,'Nm

    1 . X . t . b .2# . (,.1) . (13mm) . (1mm)

    Ren!ana'an t&lan$an lent&%; 

    1 . X . t . b .2# . (,.1) . (1+mm) . (1mm)

    mm

    1 . X . t . b .2# . (,.1) . (12mm) . (1mm)

    M&6

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      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,+

    (1mm).(13#mm)

    :a't*% ist%ib&si te$an$an bet*n; U (&nt&' 0!V ,M-a SNI T41242)

    b = U1 . .9# .

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    R ma's = ma's . 05 . 1 4.9# . 0!

    R ma's = 9.,+9 Rn

    %asi* t&lan$an 5an$ i"e%l&'an

    .9# . 0!

    1 4 1 4

    2 Rn

    05 .9#.0!

    .1,#23

    1.05 = .,#

    sehin$$a; F F ma's (T&lan$an T&n$$al)

    &as t&lan$an 5an$ i"e%l&'an;

    As = = .1,#2#+9 1 13

    = 213,.2+#3#2

    Ja%a' te%ja&h (ma'sim&m) anta%a t&lan$an &nt&' leba% b = 1 mm;

    s = =As 213,.2+#3#1312

    s = 1,.++399+

    D1+ 4 1

    T&lan$an i"asan$ en$an ja%a' 1 mm; ma'a l&as t&lan$an te%"asan$ P

    As = =s 1

    As = 29,,.9# 213,.2+#3#2 mm

    b) T&lan$an Ba$i

    T&lan$an ba$i 5an$ i"asan$ "aa a%ah memanjan$ jembatan;

    As = #W As = #W 213,.2+3

    = 191.3923

    Di$&na'an iamete% t&lan$an ba$i; t = 1mm

    Ja%a' minim&m anta% t&lan$an;

    12 ma's . 05

     Nmm

    =

    =

    minim&m;

    min =

    min

    . b .

    mm

    1 . X . t . b .2# . (,.1) . (13mm) . (1mm)

    Ren!ana'an t&lan$an lent&%; 

    1 . X . t . b .2# . (,.1) . (1+mm) . (1mm)

    mm

    1 . X . t . b .2# . (,.1) . (1mm) . (1mm)

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    T&lan$an ba$i b&'anlah t&lan$an 5an$ be%si0at st%&'t&%al; en$an 'ata lain t&lan$an ba$i tia'

    memi'&l m*men lent&%; sehin$$a ja%a' anta% t&lan$an a"at ib&lat'an 'e atas menjai , mm.

     Nam&n "aa 'as&s ini; Di%en!ana'an t&lan$an ba$i; D12 4 1

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    D PEMERIKSAAN GESER PONS PADA LANTAI

    Bian$ $ese% "*ns;

    & = a C ta C ta C 12h C 12h = a C 2ta C h

    H = b C ta C ta C 12h C 12h =  b C 2ta C h

    Dimana;

    a = 2 mm

     b = # mm

    ta = # mm

    h = 2 mm

    & = # mm

    H = 9 mm

     b = 2 & C 2 H = 23 mm

    = 13 mmA "*ns = b = 13

    M&t& bet*n 0! = , M"a

    Te'anan $ana% %*a -tt = 13.2# 'N

    :a't*% %e&'si 'e'&atan $ese% 6 = .

    /e'&atan n*minal lantai te%haa" $ese% tan"a t&lan$an $ese%;

    ! = 13 0! b

    ! = ,+#., N

    ! = ,+.# 'N

    mm

    Gbr. Bidang geser pons pada lantai "embatan

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    & = = . . (,+1.32 'N)

    & = 23#.9291# -tt = 13.2# 'N

    -elat lantai tan"a t&lan$an $ese% AMAN te%haa" $ese% "*ns.

    6 !

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    E GAMBAR RENCANA TULANGAN LENTUR LANTAI JEMBATAN

     

    #$6 % $80 #$& % 2'0

    #$6 % 200

    #$& % 2'0

    $000mm

    $000mm

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    600

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    RSNI T-02-2005)

    - 12(RSNI T-02-2005)

    21 (RSNI T-02-2005)

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    met

    Nm

    (1.3 'Nm)

    Nm

    2) (,# met)

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    A'ibat "e

    M*men In

    M*&l&s

    Tebal lanta

    manjan$ jembatan)Tem"e%at&

    Tem"e%at&

    Met =

    M t&m"&an ('N.m)

    1.23

    .#2

    ,+.++2

    #.,3,1

    .22#

    /*e0isien

    M*men T

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    A'si

    .3,929,, Q /B? .92+29,

    .2#,31,291 Q /B? .#223#3,

    ,#.++121+ Q /B? 3.91+3+

    19.+99 O /B? 22.#2#+19

    ##.3#,#,#, 99.3#+2,#1

    A'si

    1.23133 Q /B? 1.3#99#13

    .#223#3, Q /B? 1.1#,12#

    ,+.++2,,9 Q /B? 1.+922199

    #.,3,113+ O /B 3.,##1

    /*nisia5an

    /*nisi?ltimit

    Ms a"an$an'Nm

    M& a"an$an'Nm

    /*nisia5an

    /*nisi?ltimit

    Ms T&m"&an'Nm

    M& T&m"&an'Nm

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    A'si

    .3,929,, Q /B? .92+29,

    .2#,31,291 Q /B? .#223#3,

    ,#.++121+ * /B? ,#.++121+

    1,.1,+3,#+

    #.229++ ,.,293#9

    /*nisia5an

    /*nisi?ltimit

    Ms a"an$an'Nm

    M& a"an$an'Nm

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    A'si

    1.23133 Q /B? 1.3#99#13

    .#223#3, Q /B? 1.1#,12#

    ,+.++2,,9 * /B? ,+.++2,,9

    ,.#1913+3

    #.#239, 2.33,#13

    /*nisia5an

    /*nisi?ltimit

    Ms T&m"&an'Nm

    M& T&m"&an'Nm

     Nmm

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    =

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    AYU SHOLIKHAH

    3115040609

    PERENCA

    2.1DATA-DATA PERENCANAAN

    2.1.1 DATA GEOMETRI JEMBATAN

    tebal slab lantai "embatan tstebal lapisan aspal o*erla+ ta

    tebal genangan air u"an t

     "arak antara gelagar ba"a s

    lebar trotoar b2

    lebar "alur lalu lintas b$

    lebar total "embatan bt

    pan"ang bentang "embatan ,

    2.1.2 Data Bahan

    A. BETONmutu beton

    kuat tekan beton -/

    modulus elatisitas

    angka poison 1

    koesien memuai beton

    B. BAJA

    prol ba"a B3 &$

    tegangan lele minimum -+

    tegangan putus minimum -utegangan reduksi -r

    rengangan minimum

    pro! "# 1$ % 1&'

    4 *+,

    A 4 50$.5

    h 4 58.$ ,

    /#  4 5.62 ,

    h 4 52.06,h#  4 5'.08,

    t 4 $.8 ,

    t#  4 5.02 ,

    !% 4 708&

    0% 4 &705

    % 4 &$62

    ! 4 5$$5&

    ,3

    ,4

    ,5

    ,5

    ,4

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    AYU SHOLIKHAH

    3115040609

    0 4 255

    4 $'76

    r 4 $0.$6 ,

    r% 4 $6.2$ ,

     6 4 820

    C 4 ''877

    C. B7rat J7n8

    berat "enis beton bertulang /

    berat beton tidak bertulang w/

    berat aspal wa

    berat "enis air ww

    berat ba"a ws

    2.2ANALISA STR9KT9R BALOK MEMANJANG

    2.2.1 B7rat S7n:8r8 p7!at; /a!o ,o,7n; *aa !8ntan*; *aa r7a8 t<:a't*% beban;

    a5an; /sms =

    ?ltimit; /&ms =

    Jenis Beban Tebal (m)

     "%*0il 7

    antai Jembatan .2

    Be%at seni%iBe%at seni%i (@ms) =

    Ja%a' anta% $ela$a% (S) =

    M*men la"an$an ma'sim&m (Mmsl) =

    Ga+a ,intang maksimum (u) 4

    2.2.2 B7/an ,at8 ta,/ahan; apa!; a8r h

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    AYU SHOLIKHAH

    3115040609

    M*men la"an$an ma'sim&m (Mmsl) =

    Ga+a ,intang maksimum (u) 4

    2.2.> B7/an La!< L8nta Tr

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    AYU SHOLIKHAH

    3115040609

    -e8 = .1 'Nm

    M*men la"an$an ma'sim&m (Mmsl) =

    Ga+a ,intang maksimum (u) 4

    beban temperatur ga+a reaksi tumpuan

    2.2.' Ko,/8na8 ,o,7n !7ntANALISA STR9KT9R BALOK MEMANJANG2.>.1 TEK9K LOKAL

    KEKOMPAKAN PRO?IL

    @a+ap B;?(2T;) 6.''6026& KOMPAK 

    Badan ?tw 20.$'8750$'87 KOMPAK 

    KONTROL TEK9K LOKAL

    An 4 Ap 4 -+ CD 4 $$7'.7'kNm2.>.2 KONTROL TEK9K TORSI LATERAL

    lb 4 &'00 mm

    lp4 $.76 r+ (?-+E0.') '0'7.6802&75862 mm

    F4 -+%-r 4 $80 Apa

    D$4 (5

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    AYU SHOLIKHAH

    3115040609

    2.>.> KONTROL GESER

    1. Kontro! K7!an*8n*an @ h+t @

    =n 4 '

    s+arat< $

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    AYU SHOLIKHAH

    3115040609

    NAAN BALOK MEMANJANG (NON KOMPOSIT)

    4 20 0.24 ' 0.0'

    4 ' 0.0'

    4 $7' $.7' $7'0mm

    4 $00 $

    4 700 7

    4 50 .5

    4 '&00 '&

    4 50 -+ 4 520

    4 2'7&2.6

    4 0.2

    4 0.0000$

    4 2'0 modulus elastisitas 4 200000

    4 &$0 modulus geser G 4 76254 70 nisba poison 1 4 0.5

    4 20 koesien memuai 4 0.0000$2

    0.05m

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    AYU SHOLIKHAH

    3115040609

    $0$.6 mm

    4 2'

    4 22

    4 22

    4 .8

    4 78

      ,p

    Beban('Nm)

    19 (@ms) l

    Be%at('Nm>

    )

    Beban('Nm)

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    AYU SHOLIKHAH

    3115040609

    = 9.29,#+,# 'Nm

    $?2 :s l 4 &2.$87'kN

     Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

    1. ! @ $.&1.9

    .,

    112.# 'N

    13.2# 'N

    1 "tt l = 13.#,12# 'Nm

    p?2 4 75.$2' kN

      ngan beban aris (BGT) 9p9 seperti terliat dalam gambar

    ?,) k!a 7 k!a 0.007 Apa

    &kN?m

    $2.2' kN?m

    8'.7'kN

    $'8.&8&58 5$.0078$5 $27.&76'65'Nm $27.&76'62'

    70.&57'kN

     Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

     N*tasi a5an ?ltimit Sat&an

    /e8 1 1.2

    8 , ,# met

    ?ltimit

    e8 = ,# met

    Te8 =

    Te8 = 1.3 'Nm

    -e8 = L(22)1.# (1.3 'Nm)

    19 (@ms) l

    .12 (1.2) (,# met)

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    AYU SHOLIKHAH

    3115040609

    -e8 = 1.9 'Nm

    1 "tt l = 1.1, 'Nm

    p?2 4 0.'0& kN

    !8ntan* :8 !apan*an :an t

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    AYU SHOLIKHAH

    3115040609

    BEBAN MERATA

    $6.6 O 260

    $&6.2'

    6.'7 I=P $2.2'

    $'8.'72.0$ 7200.

    $.'005022  

    R7a8 T

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    AYU SHOLIKHAH

    3115040609

    @NK 05%$72%2002

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    AYU SHOLIKHAH

    3115040609

    9!t8,8t 9 1 o,/8na8 9 2 o,/8na8

    $.5 2&.7'5$' 52.&670' 2&.7'5$' 52.&67$

    2.0 &2.$87' 8'.857' &2.$87' 8'.857'

    $.8 75.$2' $5$.62'

    $.8 70.&57' $26.787'

    $.2 0.'0& 0.60&8 0.'0& 0.60&8$.2

    2'0.'5'20' 2'0.'5'20' 2&'.677$ 2&'.677$

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    AYU SHOLIKHAH

    3115040609

    BEBAN TITIK 

    $&6.2'

    $2.2'

    $'8.'

    Ra Rb

    2&.7'5$' 2&.7'5$'&2.$87' &2.$87'

    75.$2' 75.$2'

    70.&57' 70.&57'

    0 0

    0.'0& 0.'0&

    0.'0& 0.'0&

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    3115040609

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    3115040609

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    3115040609

    NIT I=P

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    BAB , BAO/ MEINTANG /OM-OSIT

    >.1DATA-DATA PERENCANAAN

    >.1.1 DATA GEOMETRI JEMBATAN

    tebal slab lantai "embatan ts 4 20

    tebal lapisan aspal o*erla+ ta 4 '

    tebal genangan air u"an t 4 '

     "arak antara gelagar ba"a s 4 $7'

    lebar trotoar b2 4 $00

    lebar "alur lalu lintas b$ 4 700

    lebar total "embatan bt 4 50

    tebal trotoar 4 20

    pan"ang bentang "embatan , 4 '&

    >.1.2 Data BahanA. BETON

    mutu beton

    kuat tekan beton -/ 4 50

    modulus elatisitas 4 2'7&2.6

    angka poison 1 4 0.2

    koesien memuai beton 4 0.0000$

    B. BAJA

    prol ba"a B3 &$

    tegangan lele minimum -+ 4 2'0

    tegangan putus minimum -u 4 &$0

    tegangan reduksi -r 4 70

    rengangan minimum 4 20

    ,uas penampang gelagar meman"ang 0.050$5

    pro! "# 2 % 2&

    4 58& *+,A 4 &0.5 0.0&05

    h 4 75.66 , 756.6mm

    /#  4 56.52 , 565.2mm

    h 4 6&.66, 6&6.6mm

    h#  4 6.$6, 6$.6mm

    t 4 2.& , 2&.mm

    t#  4 &.' , &' mm

    m

    ,3 m

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    !% 4 &&'50 .'0>00 k4

    0% 4 $562 $562000

    % 4 $2208 $2208000

    ! 4 5'7'& 5'7'&0000

    0 4 506& 506&000

    4 $66 $660000

    r 4 8.'5 , 8'.5mm

    r% 4 $562 , $5620

     6 4 2'6& 2'6&0000

    C 4 &267205 >0$5

    C. B7rat J7n8

    berat "enis beton bertulang / 4 2'

    berat beton tidak bertulang w/ 4 22

    berat aspal wa 4 22

    berat "enis air ww 4 .8berat ba"a ws 4 78

    >.2ANALISA STR9KT9R BALOK MELINTANG

    >.2.1 B7rat S7n:8r8 p7!at; /a!o ,o,7n; *aa !8ntan*

    :a't*% beban;

    a5an; /sms = 1.  bet*n i!?ltimit; /&ms = 1.,

    Jenis Beban Tebal (m) leba% (m)

     "%*0il 7 9 .+,

    antai Jembatan .# 2# .#

    Be%at seni%i @ms

    Be%at seni%i (@ms) = 1#.+, 'Nm

     "anjan$ $ela$a% melintan$ = +., m

    M*men la"an$an ma'sim&m (Mmsl) =

    Ga+a ,intang maksimum (u) 4 $?2 :s l

    >.2.2 B7/an ,at8 ta,/ahan; apa!; a8r h)

    19 (@ms) l

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    Jenis Beban Tebal (m) leba% (m)

    as"al .# 22 .#

    Ai% h&jan .# +.9 .#

     beban me%ata ba$ian ten$ah @ms 1

    $ela$a% memanjan$ .+, 9 #

    - ms 1

     beban t%*t*a% . 2# .#

    @ ms 2

     "anjan$ $ela$a% melintan$ = +., m

    M*men la"an$an ma'sim&m (Mmsl) =

    Ga+a ,intang maksimum (u) 4

    >.2.> B7/an La!< L8nta Tr

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    >.2.$ B7/an an*8n

    :a't*% beban;

    /ete%an$an N*tasi

    :a't*% beban /e8

    /e!e"atan an$in &nt&' l*'asi F #'m a%i "antai 8

    a5an

    e8 = , met

    Te8 =

    Te8 = 1.2+3 'Nm

    -e8 = L(22)1.# (1.2+3 'Nm)

    -e8 = .1 'Nm

    M*men la"an$an ma'sim&m (Mmsl) = 1 "e8 lGa+a ,intang maksimum (u) 4 pew?2

    5.2.' B7/an o,/8na8

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

    no  67n8 /7/an ,o7,7n a8 , a8

    $ beban sendiri $67.026677 2$7.$5' =BL

    2 beban tamba 0 0 =BL

    5a beban truk t 0 0 =BL

    5b beban la"ur 0 =BL

    & beban suu

    'a beban angin 2.5&56 2.5&56 =B,

    'b beban angin

    2$.&78

    ,., 'e'&atan lent&% "enam"an$ '*m"*sit

    ,.,.1 menent&'an leba% e00e'ti0

     be = l 2,2.# !m

     be = b 1# !m

     jai i$&na'an be 1# !m 9.#

     

    ,.,.2 )e*+#$"* ,&-,e&$# ,ea),a* e!a%$#%

    KEKOMPAKAN PRO?IL

    @a+ap B;?(2T;) &.05'''''6 $70?-+E0.'

    .12 (1.2) (, met)

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    Badan ?tw 2.'82525 $68?-+E0.

    KONTROL KELANGSINGAN PRO?IL

    % = (1A).#

    .#131#2,

    !. % 

    2#.+229#1

    3/3/3

    m5 = 05 s

    ,#2 ,#2

    3/3/4 )e*+#$"* 'a,a%#$a% )-)e ,!a%$#%

    GARIS NETRAL PLASTIS

     (")!a+ $"!a*a D 1 1# 1.2+12 21

    ! = .9# 0! be h! C(A 05)

    A 05 12,2,2n

    .9# 0! be h! 9+2#n

    ! 1392,2 N

    'e'&atan ta%i' "aa $ela$a%

    T = As :5 122## ! O/  

    'e'&atan te'an "aa $ela$a%

    = 93,le%a' $a%is net%al "aa $ela$a%

    as0a 050a 93 !s *'a5

    5=t0a!s(as0a050a) 9.9313+2+#

    len$an m*men

    2=((as hs 24(b05(hs452)))(as4b05) 2.+1+

    2=h42452 3#+.2291

    2=h44h2 #3,.3#9+

    m*men "laasts m"

    m" = !!sC!s 2 3.#EC+ 3#,2.91 'nm

    ,.,.# m*men n*minal

    D= t*C5 29.9313+, 1.32+93 F# *'  

    b(hsCh!#) 12.99

    meme%i'sa batas %asi* m*men ine%sia

    MENGHITUNG MOMEN LELEH

    s= (Q(A05)4!K2

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    i5! = 1,#+#

    i5 = 1,311,2 .++++99123

    ,.,.# men$hit&n$ m*men n*minal

    mn = 1., %h m5

    ,+3.3 F m"

    ,. 'e'&atan $ese% 

    ,..1. 'e'&atan $ese% n*minal

    Hn = * .3 05 h t8

    239.+ 23.9+ 'n

    ,;.2 "en$a'&

    a '&at leleh

    %b= (2.#'Cn) 05 t8 '=%5 C t8 11.2

    %b= (2.#'Cn) 05 t8 2+9.2# N SNI Ban$&nan Ge&n$ 22

    2.+92# 'N

     b '&at leleh SNI Ge&n$ 22; halaman +

    %b = 2,,1+#.1129+ N

    2,,1.+#1129+ 'N

    ! '&at lent&% SNI Ge&n$ 22

    Rb= 2933,1.,#11 N293.3,1,#11 'N

     

    ,.., -en$h&b&n$ Gese%  

    i'etah&i = h = As 05 = 122##

    E! = ;1 8

    ,.# en&tan

    en&tan Ma'sim&m = 2 = ,.9# !m

    en&tan 5an$ te%jai

    ,.3 Samb&n$an

    %b=.,+t8(1C(,n)((t8t0)1.#)((E 05 t0t8).#)

    Rb= (2;9 t8 ? ) S ( -+)E0.'

    + 4( ' : ,J ? 58& K+)>(!,5? &8 K) 4

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    0.2 200 mm

    0.0'

    0.0'

    $.7' $7'0mm

    $

    7

    .5

    0.2

    0.'&

    -+ 4 520

    modulus elastisitas 4 200000

    modulus geser G 4 7625

    nisba poison 1 4 0.5

    koesien memuai 4 0.0000$2

    56.6mm

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    $$.02

     Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

      *% item"at! @ '.>,

    ,BR 4 &.' m

    Beban ('Nm)

    ,.92,

    11.32# $>007

    1#.+, $'

    &8

    = 13.23 'Nm

    4 7$.85&kN

     Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

      *% item"at! @ '.>m

    N+,5

    N+,5

    N+,5

    N+,5N+,5

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    Beban ('Nm)

    .+#

    2.2#

    .1##

    1+.121

    1+.121

    #

    #

    = 'Nm

    4 kN

     Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

    ! @ '.>m

    = 'Nm

    4 kN

    beban aris (BGT) 9p9 seperti terliat dalam gambar

    k!a 0.007 Apa

    kN?m

    kN?m

    kN

    'Nm 627.005755

    kN

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     Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

    a5an ?ltimit Sat&an

    1 1.2

    , ,# met

    ?ltimit

    e8 = ,# met

    Te8 =

    Te8 = 1.3 'Nm

    -e8 = L(22)1.# (1.3 'Nm)

    -e8 = 1.9 'Nm

    = 2.,,3 'Nm4 0.'0& kN

    ,< no 67n8 /7/an9 1 9 2

    2$7.$5&68 $ beban sendi 5.5$5 5.5$5

    0 2 beban tamb 0 0

    5a beban truk t 0

    0 5b beban la"ur 0

    & beban suu

    2.5&56 'a beban angin 0.'0& 0.'0&

    'b beban angin

    2$.&7828 5.8'5 5.8'5

    1.# ,#

    $0.7'$7&&

    .12 (1.2) (,# met)

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    $06.82$75

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    #+23#,2 ,+2.+1,

    1299.,322 2.322+#

    1.+,12

    .2#

    3.19E4+

    .,2#1

    .932+,1

    1,

    #19+.3,

    2#+,19+#

    2+#93,21