fkvkgkgkj.xlsx

A. BERAT BERAT SENDIRI ABUTMENT ABUTMENT

Bagian 1 0.5 2 0.5 3 0.9 4 0.9 5 1 6 0.365 7 0.365 8 3 9 3 10 7

LUAS (m^2) x x x x x x x x x x

0.8 0.5 1.4 1.2 7.9 1.4 1.2 0.6 1.6 0.8  TOTAL  TOTAL

x

0.5

x x x

0.5 0.5 0.5

= = = = = = = = =

0.4 0.25 1.26 1. 0.54 7.9 0.511 0.219 0.9 2.4 5.6 19.980

Lengan (m) 4.35 4.5 4.45 4.3 3.5 2.82 2.88 2 5 3.5 titi !e"at =

C. BERAT AKIBAT AKIBAT TIMBUNAN TANAH TANAH

Bagian 1 2 3 4 5 6

LUAS (m^2) 2.4 2.1 2.1 0.9 3 3

x x x x x x

0.8 1.9 1.2 1.2 4.7 0.6  TOTAL  TOTAL

x

0.5

x

0.5

= = = = = =

1.92 3.99 3. 2.52 2. 0.54 14.1 0.9 23.970 titi !e"at =

Lengan (m) 5.8 5.95 5.95 4.5 5.5 6 5.642

# 

= =

F. GAYA AKIBAT AKIB AT TEKANAN TEKAN AN TANAH LATERA LATERAL L

1. Tekanan tanah aktif  $a"amete" tana% & %= *!'.tana%  = % x !'.tana% +ia,mian % = 0 .6 m

1. Tekanan tanah aktif 

!' tana%  = = B %ati-   = = "a/it = %ai- 

1.65 0.99 11

$a1 (ai!at !e!an te"!agi "ata)= 29.403 $a2 (ai!at tana% ,",g) = 245.025 $a Tta = 274.428 mmen ai!at $a1 = 196.02 mmen ai!at $a2 = 816.75 mmen tta = 1012.77 2. Tekanan tanah pasif  $ = 0 mmen = 0

 . Betn (t*m3 /,me 2.5 3.600 2.5 2.250 2.5 11.340 2.5 4.860 2.5 71.100 2.5 4.599 2.5 1.971 2.5 8.100 2.5 21.600 2.5 50.400 179.820 3.699 +a"i titi O

Be"at (tn) 9.000 5.625 28.350 12.150 177.750 11.498 4.928 20.250 54.000 126.000 449.550

men (tn.m) 39.150 25.313 126.158 52.245 622.125 32.423 14.191 40.500 270.000 441.000 1663.104

 . Tana% (t*m3 /,me Be"at (tn) 1.65 17.280 28.512 1.65 35.910 59.252 1.65 22.680 37.422 1.65 4.860 8.019 1.65 126.900 209.385 1.65 8.100 13.365 215.730 355.955 mete" +a"i titi O

men (tn.m) 165.370 352.546 222.661 36.086 1151.618 80.190 2008.470

0.990

G. GAYA GESEK AKIBAT TUMPU

 geean= $m x  +imana&

$m = !e!an mati n  = eien t,m,an  geean= 40.185 mmen = 349.610 tn.m

!ai-=

a= = != % ai-= !ai-=

0.99 9 10 1.65

Lengan $a1 = 6.67 Lengan $a2 = 3.33 Lengan $ = a= 0.33 = 3

B. BEBAN AKIBAT BANGUNAN ATAS

a. Beban Mati Be"+aa"an tan+a" !ina ma"ga ,nt, 'em!atan !a'a tie A: +i +aat !e"at !ang,nan ata ,nt, !entang 50 mete" !!& ; mnen ,tama 'em!atan # em!atan "anga !a'a i+ Stee S%eet O/e"a A%at n?"ete S,! tta  Tta  a+i tta !e!an mati ang +ite"ima a!,tm Lengan te" a. Beban Hidup Be!an %i+, tta = Be!an %i+, ,nt, 1 a!,tment = Lengan gaa te"%a+a titi !e"at = mmen ai!at !e!an %i+, = D. GAYA REM DAN TRAKSI

Bekerjanya gaya-gaya arah memanjang jemb Pengaruh ini diperhitungkan senilai dengan ga tanpa dikalikan dengan fakt"r beban dinamis #aya rem tersebut dianggap bekerja h"ri$"nt !e!an %i+, ,nt, tana e- e',t = !e!an %i+, ,nt, 1 a!,tment = gaa "em +an t"ai = Lengan "em +an t"ai te"%a+a titi ent"i = men gaa "em +an t"ai te"%a+a titi ent"iita an?ang &

N BERGERAK 

t",i ata =  geean a"et +engan !a'a =

80.37

0.15

Be"at 63.1 38.7 6.7 5.1 4.3 15.2 133.1 266.2 214.2 124.8 23.4 40.3 402.7 535.8 en a+a% = a+a x = g =

267.9 tn 3.5 m 937.65 T.m

241.023 tn 120.512 tn 3.5 mete" 421.79025 tn

tan, akibat gaya rem dan traksi, harus ditinjau untuk kedua jurusan ya rem sebesar 5 dari beban lajur ! yang dianggap pada semua jalur lalu lintas, dan dalam satu jurusan. l dalam arah sumbu jembatan dengan titik tangkap setinggi 1,% m diatas permukaan la 235.568 11.7784 117.784 5.889 tn % @ 1.8 11.8 mete" 
BEBAN GEMPA

= #= =  Ta!e Be!an n 1 2 3 4 5 6 7 8 9 10 tta

0.2 (S,m!e" !ina ma"ga tan+a" !ag,nan at 1 (
Ai!at !e!an !ang,nan ata Be"at (t) % (tn) 267.900 64.296 tta % 172.188 tn  Tta mmen 1013.117 t.m

Lengan (m) 10

men (t.m) 642.960

ntai kendaraan &'()*-+2-2+5 hal 22

 'em!atan "ana !a'a)

B a!,tment = L a!,tment =

7 9

KOMBINASI PEMBEBANAN

;O 1 2 3 4

OB#;AS# tegangan ang +ig,naa A!,tment@ t",t," ata@teanan tana 100 A!,tment@teanan tana%@tana% ,",ga 125 St",t," ata@a!,tment@teanan tana% 140 Be!an mati@a!,tment@tana% ,",gan@ 150 ,m!e"& $$$$<

A. OBO # (100) U;#T BCBA; BCBA; AT#@BCBA; #EU$ ABUTC;T  TCA;A; TA;A  TA;A U
D 388.4115 449.55

274.428 100

B. OBO ## (125) U;#T BCBA; BCBA; AT# ABUTC;T  TCA;A; TA;A  TA;A U
355.9545 1193.916

D 267.9 449.55

274.428



274.428 355.9545 1073.4045 125 1341.75563

. OBO ### (140) U;#T BCBA; BCBA; AT#@BCBA; #EU$ ABUTC;T  TCA;A; TA;A  TA;A U
D 388.412 449.550

274.428 343.035



274.428 355.955

140

E. OBO #D (150) U;#T BCBA; AT# ABUTC;T C$A



1193.916 1671.482

D 267.9 449.55

5.889 40.185 320.502 448.703



172.188

 TA;A U
355.9545 1073.4045 150 1610.10675

EAFA EUU; $AEA OB#;AS# $CBCBA;A;

172.188 258.282

O;T

S = = !. nt" t S = =

 1359.44025 1663.10415 1012.77 2008.46993 6043.78433

 937.65 1663.10415 1012.77 2008.46993 5621.99408 7027.49259

 1359.440 1663.104 1012.770 2008.470 69.493 349.610 6462.886 9048.041

 937.65 1663.10415 1013.11704

tta D = tta  = tta D = tta  = e=  max=  min=

5031.01433 g,ing = 1012.770 gee" = 1193.916 274.428 0.13439947 21.1341997 83.2650632

4.967578 3.122

tta D = tta  = tta D = tta  = e=  max=  min=

5761.53009 g,ing = 1265.9625 gee" = 1341.75563 343.035 0.14948854 24.0266484 117.5808

4.551 2.799

tta D = tta  = tta D = tta  = e=  max=  min=

7043.420 g,ing = 2004.621 gee" = 1671.482 448.703 0.485 37.571 236.484

3.514 2.654

tta D = 6913.83611 g,ing = tta  = 1519.67556 gee" = tta D = 1610.10675

4.549547 4.445043

1.167

2008.46993 5622.34112 8433.51167

tta  = 258.282 e = 0.14981185  max= 28.8390605  min= 105.44135

  TAB#L#TAS erhadap guling anan = 1.5 D Tta  Tta G 1.5 e"%a+a gee" D Tta x tan +t gee tana%  Tta G 1.5