tugas desain box girder beton

1. BAB V

2. PERHITUNGAN BOX GIRDER PRESTRESS

5.1 Dimensi Box Girder Prestress

5.1.1. Section Preperties Box Girder Prestress

Gambar 1 Dimesi Box Girder

lebar tebalm m A (m2) y (m) A*y (m3) Io (m4) Ip (m4)

1 9 0.3 1 1 2.7 3.15 8.51 6.3816 0.020252 2.5 0.6 1 1 1.5 1.75 2.63 0.0283 0.781253 2.5 0.6 1 1 1.5 1.75 2.63 0.0283 0.781254 2.5 0.6 1 1 1.5 1.75 2.63 0.0283 0.781255 7 0.5 1 1 3.5 0.25 0.88 6.4985 0.072917

10.7 17.26

statis momen

inersia momen

inersia momen

15.40

ix(m4)Dimensi

No shape factorejumlah

tampang

Luas tampang

jarak thd alas

- Tinggi Box Girder Prestress (H) = 3,30 m- Luas Penampang Box Girder (A) = 10,70 m²- Letak Titik Berat

yb=17,2610,7

=1,613 m

ya=3,30−1,613=1,687 m

- Momen inersia terhadap titik berat balok (Ix) = 15,40 m4

- Tahanan Momen Sisi Atas

W a=yaIx

=1,68715,40

=9,13 m3

- Tahanan Momen Sisi Bawah

W b=Ixyb

=15,401,613

=9,55 m3

- Berat Beton Prestress (Wc) = 25,5 Kn/m3

- Berat sendiri Box Girder Qbs=A x Wc=10,70 x25,5=273 Kn/m

- Panjang Bentang Box Girder (L) = 69 m- Momen dan Gaya Geser Max. Akibat berat sendiri

Momen Maksimum di tengah bentang

M bs=18

x Qbs x L2

¿ 18

x 273 x 692=162380 Kn /m

Gaya Geser Maksimum di Tumpuan

V bs=12

xQbs xL

¿ 12

x273 x69=9413 Kn

5.1.2. Pembebanan Box Girder Prestress1) Berat sendiri

Jenis Berat Sendiri Struktur

Panjang Bentang (L) = 69 m

a) Gaya Geser Max. Akibat Berat Sendiri V ms=12

x Qms xL

¿12

x283 x69=9753 Kn

b) Momen Max. Akibat Berat Sendiri

M ms=18

x Qms x L2

¿18

x 283 x 692=168242 Kn /m

2) Beban mati tambahan

Jenis beban mati tambahan

lebar tebal luas berat sat bebanb

(m) h (m) A (m2) w (kN/m3)Qma

(kN/m)lapisan aspal + overlay 7 0.1 0.7 22 15air hujan 9 0.05 0.45 9.8 4

box girder prestress 273 kN/mPelat 6.25 kN/mmedian/ barrier 3.6 kN/mtotal berat sendiri (Qms) 283 kN/m

trotoar 1 0.25 0.25 24 6pagar jembatan 0.15tiang listrik 0.1

Qma 26.06

a) Panjang Bentang (L) = 69 m

b) Gaya Geser Max. Akibat Beban Mati Tambahan V ma=12

x Qma xL

¿12

x26,06 x 69=899 Kn

c) Momen Max. Akibat Beban Mati Tambahan

M ma=18

x Qma x L2

¿18

x 26,06 x 692=15509 Kn /m

3) Beban Lajur (D)a) Panjang Bentang (L) = 69 mb) Beban Merata

q>30 m=9 x (0,5+(15L ))=6,5 kPa

c) Beban Merata pada Box Girder

Qtd=qx (B+5,5 )2

=6,5 x (9+5,5 )2

=46.8 Kn /m

d) Beban Garis (p) = 49 Kn/me) Faktor Beban Dinamis (DLA) = 0,4f) Beban Terpusat pada Box Girder

Ptd= (1+0,4 ) x 49 x ( (9+5,5 )2 )=497,35 Kn

g) Gaya Geser Max. Akibat Beban Lajur V ma=(( 12

x Qtd xL)+( 12

xPtd )) ¿(( 1

2x 46,8 x69)+( 1

2x 497,35))=1863,613 Kn

h) Momen Max. Akibat Beban Lajur

M td=(( 18

xQtd x L2)+( 14

x Qtd x L)) ¿(( 1

8x 46,8 x692)+( 1

4x 46,8 x 69))=36436,96 Kn /m

4) Beban Pejalan Kaki a) Panjang Bentang (L) = 69 mb) Lebar trotoar (bt) = 2 x 1 = 2 m

c) Luas Bidang Trotoar (A) A = L x bt = 69 x 2 = 138 m2

d) Intensitas Beban pada Trotoar (q) = 5 Kn/m2e) Pembebanan Jembatan untuk Trotoar

Qtp = 1 x q = 1 x 5 = 5Kn/m

f)Gaya Geser Max. Akibat Beban Pejalan Kaki V tp=12

xQtp xL

¿12

x5 x69=173 Kn

g) Momen Max. Akibat Beban Pejalan kaki

M tp=18

xQtp x L2

¿18

x5 x 692=2976 Kn /m

5) Gaya Rem (TB)a) Panjang Bentang (L) =69 mb) Gaya Rem

Ttd = 150 Kn (dr grafik)c) Lebar Lalulintas (B) = 9 md) Beban Lajur tanpa factor beban dinamis

Qtd=qx (B+5,5 )2

=6,5 x (9+5,5 )2

=47 Kn /m

Ptd=px ( B+5,5 )2

=49 x ( 9+5,5 )2

=355,25 Kn /m

e) Gaya Rem (Ttb)= 5% Ttb = 5% x ((Qtd x L)+Ptd)

= 5% x ((47 x 69)+355,25) = 179 Kn 179 Knf) Lengan terhadap titik berat box girder

y=1,80+ ta+ y a

¿1,80+0,1+1,50=3,6 mg) Beban Momen akibat gaya rem

M=T TB x y=179 x 3,6=643 kNm

h) Gaya Geser

V TB=ML

=64369

=9 kN

i) Momen

M TB=12

x M=12

X 643=322kNm

6) Beban Angin (EW)

a) Koefisien Seret (Cw) = 1,2b) Kecepatan Angin Rencana (Vw) = 35 m/detik

T EW =0,0012 x CW x ( V w )2

¿0,0012 x1,2 x (35 )2=1,8 kN /m

c) Bidang vertical yang ditiup angina merupakan bidang samping kendaraan dengan tinggi 2m di atas lantai jembatanh = 2m

d) Jarak antar roda kendaraan x = 1,75 me) Transfer beban angin ke lantai jembatan

QEW=[ 12

x hx

xT EW ]x 2

¿ [ 12

x 21,75

x 1,8] x2=2,02kN /m

f) Panjang Bentang L = 69 mg) Gaya Geser

V EW=12

xQEW xL

¿ 12

x2,02 x69=70 kN

h) Momen

M EW =18

xQEW x L2

¿18

x 2,02 x 692=1200 kNm

7) Beban Gempa (EQ)a) Percepatan Gravitasi bumi g= 9,81 m/det2

b) Berat sendiri QMS=283 kN /mc) Beban Mati Tambahan QMA=26 kN /md) Panjang Bentang L = 69 me) Berat Total (W t ¿

W t=(QMS+QMA ) xL¿ (283+26 ) x 69=21304 kN

f) T EQ=0,10 xW t=0,10 x21304=2130 kNg) Beban Gempa Vertikal

QEQ=T EQ

L

¿ 213069

=31 kN /m

h) Gaya Geser

V EQ=12

xQEQ xL

¿ 12

x31 x69=1065 kN

i) Momen

M EQ=18

xQEQ x L2

¿18

x 31 x 692=18375 kNm

Beban Mati (DL) 1.3 168242 9753 218714.389 12679.095Beban Mati Tambahan (SDL) 2 15509 899 31017.915 1798.14Beban Lajur (LL) 1.8 36436.96 1863.613 65586.5269 3354.5025Beban Pejalan Kaki 1.8 2976 173 5356.125 310.5Beban Rem 1.8 322 9 578.75477 16.77550058Beban Angin 1.2 1200 70 1439.7264 83.4624Beban Gempa 1 18375 1065 18375.0795 1065.222

Jenis Beban faktor pengali

Mmaks (KNm)

Vmaks (KN)

Mu (KNm) Vu (KN)

RESUME MOMEN DAN GAYA GESER PADA BALOK

1 DL 2732 SDL 26.063 TD 46.8097826 497.354 TP 55 TB 6436 EW 2.027 EQ 31

Kode Beban

q (kN/m)No P (Kn) M (kNm) KeteranganJenis Beban

Berat Sendiri box girderBerat Mati tambahanLajur "D"Beban Pejalan KakiGaya RemAngin Gempa

Beban merata, QdlBeban merata, QsdlBeban merata, QTD dan terpusat, PTDBeban merata, QTPBeban momen, MTBBeban merata, QewBeban merata, Qeq

Panjang Bentang, L= 69 m

1234567

Vx = QEW * (L/2-X)Vx = QEQ * (L/2-X)

Persamaan Gaya geser

Vx = Mtb / L

Gempa Mx = 1/2 * QEQ*(L*X-X^2)

Gaya RemAngin

Mx = 1/2 * QTP*(L*X-X^2)Mx = X/L * MtbMx = 1/2 * QEW*(L*X-X^2)

Persamaan Momen

Mx = 1/2 * QDL*(L*X-X^2)Mx = 1/2 * QSDL*(L*X-X^2)Mx = 1/2 * QTD*(L*X-X^2) + 1/2*PTD*X

Vx = QDL* (L/2-X)Vx = QSDL * (L/2-X)Vx = QTD* (L/2-X) + 1/2* PTDVx = QTP * (L/2-X)

Jenis Beban

Berat Sendiri box girderBerat Mati tambahanLajur "D"Beban Pejalan Kaki

No

Momen Maksimum Berat Sendiri Box Girder, MDL = 162380 kNmPanjang segmen satu box girder = 3 m

Momen

DL SDL TD TP TB EW EQ Komb 1 Komb 2 Komb 3 Komb 40 0 0 0 0 0 0 0 0 0 0.00 01 9276.9 886.04 1840.208 170 9.319723 68.544 1049.784 12182.46733 12241.69161 12251.01 10162.942 18280.95 1746.02 3633.605 335 18.63945 135.072 2068.692 24014.21488 24130.64743 24149.29 20026.973 27012.15 2579.94 5380.193 495 27.95917 199.584 3056.724 35495.24265 35666.86748 35694.83 29592.094 35470.5 3387.8 7079.972 650 37.27889 262.08 4013.88 46625.55063 46850.35174 46887.63 38858.35 43656 4169.6 8732.94 800 46.59861 322.56 4940.16 57405.13883 57681.10022 57727.70 47825.66 51568.65 4925.34 10339.1 945 55.91834 381.024 5835.564 67834.00725 68159.11291 68215.03 56493.997 59208.45 5655.02 11898.45 1085 65.23806 437.472 6700.092 77912.15588 78284.38983 78349.63 64863.478 66575.4 6358.64 13410.99 1220 74.55778 491.904 7533.744 87639.58474 88056.93096 88131.49 72934.049 73669.5 7036.2 14876.72 1350 83.8775 544.32 8336.52 97016.29381 97476.7363 97560.61 80705.7

10 80490.75 7687.7 16295.64 1475 93.19723 594.72 9108.42 106042.2831 106543.8059 106637.00 88178.4511 87039.15 8313.14 17667.75 1595 102.5169 643.104 9849.444 114717.5526 115258.1397 115360.66 95352.2912 93314.7 8912.52 18993.05 1710 111.8367 689.472 10559.592 123042.1023 123619.7377 123731.57 102227.213 99317.4 9485.84 20271.54 1820 121.1564 733.824 11238.864 131015.9323 131628.5999 131749.76 108803.214 105047.25 10033.1 21503.22 1925 130.4761 776.16 11887.26 138639.0424 139284.7263 139415.20 115080.415 110504.25 10554.3 22688.09 2025 139.7958 816.48 12504.78 145911.4328 146588.117 146727.91 121058.616 115688.4 11049.44 23826.15 2120 149.1156 854.784 13091.424 152833.1034 153538.7718 153687.89 126737.817 120599.7 11518.52 24917.4 2210 158.4353 891.072 13647.192 159404.0542 160136.6909 160295.13 132118.218 125238.15 11961.54 25961.84 2295 167.755 925.344 14172.084 165624.2852 166381.8742 166549.63 137199.719 129603.75 12378.5 26959.47 2375 177.0747 957.6 14666.1 171493.7965 172274.3217 172451.40 141982.320 133696.5 12769.4 27910.29 2450 186.3945 987.84 15129.24 177012.5879 177814.0335 178000.43 146465.921 137516.4 13134.24 28814.31 2520 195.7142 1016.064 15561.504 182180.6596 183001.0094 183196.72 150650.622 141063.45 13473.02 29671.51 2585 205.0339 1042.272 15962.892 186998.0115 187835.2496 188040.28 154536.523 144337.65 13785.74 30481.9 2645 214.3536 1066.464 16333.404 191464.6436 192316.754 192531.11 158123.424 147339 14072.4 31245.48 2700 223.6733 1088.64 16673.04 195580.5559 196445.5226 196669.20 161411.425 150067.5 14333 31962.26 2750 232.9931 1108.8 16981.8 199345.7485 200221.5554 200454.55 164400.526 152523.15 14567.54 32632.22 2795 242.3128 1126.944 17259.684 202760.2213 203644.8525 203887.17 167090.727 154705.95 14776.02 33255.37 2835 251.6325 1143.072 17506.692 205823.9742 206715.4137 206967.05 16948228 156615.9 14958.44 33831.72 2870 260.9522 1157.184 17722.824 208537.0074 209433.2392 209694.19 171574.329 158253 15114.8 34361.25 2900 270.272 1169.28 17908.08 210899.3209 211798.3289 212068.60 173367.830 159617.25 15245.1 34843.97 2925 279.5917 1179.36 18062.46 212910.9145 213810.6828 214090.27 174862.431 160708.65 15349.34 35279.89 2945 288.9114 1187.424 18185.964 214571.7884 215470.301 215759.21 17605832 161527.2 15427.52 35668.99 2960 298.2311 1193.472 18278.592 215881.9424 216777.1833 217075.41 176954.733 162072.9 15479.64 36011.29 2970 307.5508 1197.504 18340.344 216841.3767 217731.3299 218038.88 177552.534 162345.75 15505.7 36306.77 2975 316.8706 1199.52 18371.22 217450.0912 218332.7407 218649.61 177851.5

34.5 162379.856 15508.9575 36436.96 2975.625 321.5304 1199.772 18375.0795 217622.9286 218501.1701 218822.70 177888.8

Jarak x (m)

Kombinasi (kNm)Momen (kNm)

Gaya Geser

DL SDL TD TP TB EW EQ Komb 1 Komb 2 Komb 3 Komb 40 9413.325 899.07 1863.613 172.5 9.319723 69.552 1065.222 12357.82722 12418.0595 12427.38 10312.41 9140.475 873.01 1816.803 167.5 9.319723 67.536 1034.346 12007.10744 12065.32372 12074.64 10013.492 8867.625 846.95 1769.993 162.5 9.319723 65.52 1003.47 11656.38766 11712.58793 11721.91 9714.5753 8594.775 820.89 1723.183 157.5 9.319723 63.504 972.594 11305.66787 11359.85215 11369.17 9415.6654 8321.925 794.83 1676.373 152.5 9.319723 61.488 941.718 10954.94809 11007.11637 11016.44 9116.7555 8049.075 768.77 1629.564 147.5 9.319723 59.472 910.842 10604.22831 10654.38059 10663.70 8817.8456 7776.225 742.71 1582.754 142.5 9.319723 57.456 879.966 10253.50853 10301.6448 10310.96 8518.9357 7503.375 716.65 1535.944 137.5 9.319723 55.44 849.09 9902.788744 9948.909022 9958.23 8220.0258 7230.525 690.59 1489.134 132.5 9.319723 53.424 818.214 9552.068962 9596.173239 9605.49 7921.1159 6957.675 664.53 1442.324 127.5 9.319723 51.408 787.338 9201.349179 9243.437457 9252.76 7622.205

10 6684.825 638.47 1395.515 122.5 9.319723 49.392 756.462 8850.629396 8890.701674 8900.02 7323.29511 6411.975 612.41 1348.705 117.5 9.319723 47.376 725.586 8499.909614 8537.965891 8547.29 7024.38512 6139.125 586.35 1301.895 112.5 9.319723 45.36 694.71 8149.189831 8185.230109 8194.55 6725.47513 5866.275 560.29 1255.085 107.5 9.319723 43.344 663.834 7798.470049 7832.494326 7841.81 6426.56514 5593.425 534.23 1208.276 102.5 9.319723 41.328 632.958 7447.750266 7479.758543 7489.08 6127.65515 5320.575 508.17 1161.466 97.5 9.319723 39.312 602.082 7097.030483 7127.022761 7136.34 5828.74516 5047.725 482.11 1114.656 92.5 9.319723 37.296 571.206 6746.310701 6774.286978 6783.61 5529.83517 4774.875 456.05 1067.846 87.5 9.319723 35.28 540.33 6395.590918 6421.551196 6430.87 5230.92518 4502.025 429.99 1021.036 82.5 9.319723 33.264 509.454 6044.871136 6068.815413 6078.14 4932.01519 4229.175 403.93 974.2266 77.5 9.319723 31.248 478.578 5694.151353 5716.07963 5725.40 4633.10520 3956.325 377.87 927.4168 72.5 9.319723 29.232 447.702 5343.43157 5363.343848 5372.66 4334.19521 3683.475 351.81 880.6071 67.5 9.319723 27.216 416.826 4992.711788 5010.608065 5019.93 4035.28522 3410.625 325.75 833.7973 62.5 9.319723 25.2 385.95 4641.992005 4657.872283 4667.19 3736.37523 3137.775 299.69 786.9875 57.5 9.319723 23.184 355.074 4291.272223 4305.1365 4314.46 3437.46524 2864.925 273.63 740.1777 52.5 9.319723 21.168 324.198 3940.55244 3952.400717 3961.72 3138.55525 2592.075 247.57 693.3679 47.5 9.319723 19.152 293.322 3589.832657 3599.664935 3608.98 2839.64526 2319.225 221.51 646.5582 42.5 9.319723 17.136 262.446 3239.112875 3246.929152 3256.25 2540.73527 2046.375 195.45 599.7484 37.5 9.319723 15.12 231.57 2888.393092 2894.19337 2903.51 2241.82528 1773.525 169.39 552.9386 32.5 9.319723 13.104 200.694 2537.67331 2541.457587 2550.78 1942.91529 1500.675 143.33 506.1288 27.5 9.319723 11.088 169.818 2186.953527 2188.721804 2198.04 1644.00530 1227.825 117.27 459.319 22.5 9.319723 9.072 138.942 1836.233744 1835.986022 1845.31 1345.09531 954.975 91.21 412.5092 17.5 9.319723 7.056 108.066 1485.513962 1483.250239 1492.57 1046.18532 682.125 65.15 365.6995 12.5 9.319723 5.04 77.19 1134.794179 1130.514457 1139.83 747.27533 409.275 39.09 318.8897 7.5 9.319723 3.024 46.314 784.0743965 777.7786739 787.10 448.36534 136.425 13.03 272.0799 2.5 9.319723 1.008 15.438 433.3546139 425.0428913 434.36 149.455

34.5 0 0 248.675 0 9.319723 0 0 257.9947225 248.675 257.99 0

Jarak x (m)

Kombinasi (kN)Gaya Geser (kN)

Ket: Komb 1 =Komb 2=Komb 3=Komb 4= DL+SDL+EQ

DL+SDL+TD+TP+TBDL+SDL+TD+TP+EWDL+SDL+TD+TP+TB+EW

5.1.3. Gaya Prestress, Eksentrisitas, dan Jumlah TendonData Strand Kabel

Gambar 2. Tabel Ukuran Angkur

Jarak = 0,05 mSelimut = 0,05 mKolom = 3

d 12.7 mmAg 126.61265 mm2

0.000127 m2

fpy 1580000 kPafpu 1860000 kPaPbs 187.32 KnDia sel 130 mmPb1 3746.4 kNEs 200000 Mpa

Tipe Dongkrak VSL Type SC

Baris = 3Diameter Selongsong = 0,13 m

yd=0,132

+0,05+ 0,131

=0,18 m

CGS=0,05+(3 x 0,13+(3−1 ) x 0,05)

2 =0,295m

CGC= yb=1,61 m

e=CGC−CGS

¿1,61−0,295=1,318 m

1) Kondisi Awal Saat transferW a=9,81 m3

W b=9,55 m3

M=162380 KNme=1,32 mMomen Akibat Berat Sendiri :

Serat bagian atas (pers. 1) 0,80 x √ fc '=P t

A+P t x

es

W a−

M bs

W a

Serat bagian bawah (pers. 2) -0,55x fc'=−Pt

A−Pt x

es

W b+

M bs

W b

Besar Gaya Prategang Awal :

Atas:

M a=−162380

9,13=−17789,74

Pi=−1A

= −110,70

=−0,09345

M Pi=1 x 1,329,13

=0,14435

Syarat = 0,8 x √46,48 x 1000

¿5454,099

Pt=( 5454,099−(−17789,74 ) )

(−0,09345+0,14435 )¿456698,65

Bawah:

M a=162380

9,55=17001,5

Pi=−1A

= −110,70

=−0,09345

M Pi=−1 x 1,329,55

=−0,1379

Syarat = −0,55 x 46,48 x 1000

¿−25564

Pt=( (−25564 )−17001,5 )(−0,09345±0,1379 )

¿183935,71

Ma Pi Mpi syarata -17789.747 -0.093457944 0.1443533 5454.099376 456698.65b 17001.5 -0.093457944 -0.137957 -25564 183935.71

atas/bawahτ (Kn/M2)

Pt

Pt<456698,65 Kn Diambil Pt=183935,71 Kn

Pt>183935,71 Kn

D tendon = 12,7 mmPu = 187,32 KnPi = 0,8 x 187,32 =149,86 Kn

n tendon = 183935,71

149,86=1228

n/selongsong = 122827

=45,481

Pi = 45,481 x 40 x 149,86 = 272626,92 KnJenis Strand : Uncoated 7 wire super strands ASTM A-416 grade 270

Pbs187.3

2 Knns 1228 strandsJumlah kawat 46 kawat untaian / selongsong

ns1 9 Selongsong 414tendon/selongsong dgn

selongsong 130mm


selongsong 130mm


selongsong 130mm

nst= 27 ns=124

2 tendon

Beban satu Strands , Pbs 1=P t

ns= 183935,71

1242=148,0964 Kn

Persentase tegangan leleh yang timbul pada baja (% Jacking Force)

Po=P t

(ns x Pbs 1)= 183935,71

1242 x148,0964=79,06 %<80 %−→ OK

Gaya Pestress yang terjadi akibat jacking P j=Po xns x Pbs1=79,06 % x1242 x148,0964=145420,7 Kn

2) Kondisi Akhir (Saat Service)Diperkirakan kehilangan tegangan (loss of prestress) = 32 %

Gaya prestress akhir setelah kehilangan tegangan (loss of prestress) sebesar 32 % Peff =68 % x P j=68 % x 145420,7=98886,105 Kn

5.1.4. Perhitungan Daerah Aman Kabel Data-data yang diperlukan dalam perhitungan dalam mencari batas aman kabel adalah sebagai berikut :

Tegangan ijin

Tegangan beton pada kondisi beban layan ( setelah melampaui semua kehilangan tegangan) tida boleh melebihi nilai berikut :1. Tegangan serat tekan terluar akibat pengaruh prestress, beban mati, dan beban hidup ≤

σ cs=0,4 . f ' c

2. Tegangan serat tarik terluar yang awalnya mengalami tekan ≤ σ ts=0,5√ f ' c

Teganan Beton sesaat setelah penyaluran gaya prestress ( sebelum kehilangan tegangan sebagai fungsi waktu ) tidak boleh melampaui nilai berikut :

1. Tegangan serat tekan terluar harus ≤ σ ci=0,55 . fc i '

2. Tegangan serat tarik terluar harus ≤ σ ti=0,25 .√ fci '

Ka & Kb

Ka=WbA

= 9,5510,70

=0,89 m

Kb=WaA

= 9,1310,70

=0,85 m

Gaya Prestress dan Prediksi Loss of Prestress

Pj=145420,74 kN

Loss Prediction=32 %

μ=1−Loss=1−0,32=0,68

Momen Akibat Beban Mati dan Akibat Beban Hidup

Mdl ( x=0 )=0 kNm

Mdl ( x=34,5 )=162379,856 kNm

Mtd ( x=0 )=0 kNm

Mtd ( x=34,5 )=36436 ,96 kNm

Perhitungan :

f ' c=58,10 MPa

fci '=0,8 . f ' c=46,48 MPa

σ ts=0,5√ f ' c .1000=0,5√58,1. 1000=3811,1678kN /m2

σ cs=0,4 . f ' c .1000=0,4 .58,1 .1000=23240 kN /m2

σ ti=0,25 .√ fci ' .1000=0,25 .√46,48. 1000=1704,4061kN /m2

σ ci=0,55 . fc i ' . 1000=0,55 . 46,48 .1000=31955 kN /m2

Gambar 3 ……………………………………………….

A. Pada tengah bentang :

1. Batas Atas

e1=−Ka+ 1μ . Pj ( Mdl+Mtd−σ ts .W b )

e1=−0,89+ 10,68 x145420,74

(162379,856+36436 , 96−3811,1678 x 9,55 )

e1=0,75 m

e1=Kb+ 1μ . Pj ( Mdl+Mtd+μσ cs .W a )

e1=0,85+ 10,68 x145420,74

(162379,856+36436 , 96−0,68 x 23240 x 9,13 )

e1=0,72 m

Pilih nilai e1 yang terbesar, maka nilai e1 = 0,75 m

2. Batas Bawah

e 2=Kb+ 1Pj ( Mdl−σ ti .W a )

e 2=0,85+ 1145420,74

(162379,856−1704,4061 x 9,13 )

e 2=1,86 m

e 2=−Ka+ 1μ . Pj ( Mdl+σ ci. W b )

e 2=−0,89+ 10,68 .145420,74

(162379,856+31955 x 9,55 )

e 2=−1,87m

Karena nilai e2 = 1,86 m dan nilai tersebut melebihi ukuran penampang, maka nilai e2

adalah batas bawah diatas permukaan selimut beton yaitu = 1,56 m

B. Pada Perletakan

1. Batas Atas

e1=−Ka+ 1μ . Pj ( Mdl+Mtd−σ ts .W b )

e1=−0,89+ 10,68 .145420,74

(0−3811,1678 x 9,55 )

e1=−1 ,26 m

e1=Kb+ 1μ . Pj ( Mdl+Mtd+μσ cs .W a )

e1=0,85+ 10,68 .145420,74

(0−0,68 x23240 x9,13 )

e1=−1,29m

Pilih nilai yang terbesar, maka nilai e1 = 1,29 m (di atas CGC)

2. Batas Bawah

e 2=Kb+ 1Pt ( Mdl−σ ti . W a )

e 2=0,85+ 1145420,74

( 0−1704,4061 x 9,13 )

e 2=0,96 m

e 2=−Ka+ 1μ . Pt ( Mdl+σci . W b )

e 2=−0,89+ 10,68 .145420,74

(0+31955 x 9,55 )

e 2=1,21 m

Pilih nilai e2 yang terkecil, maka nilai e2 = 0,96 m

Gambar 3 ……………………………………………….

5.1.5. Posisi TendonPenampang Ujung Kebutuhan Lebar satu sisi untuk seluruh angkur

tw (ujung )=selimut+(dia sel xn sel+(n−1 ) x jarak antar angkur ) ¿2 x0,05+(3−1 ) x 0,05+3 x0,43 m=1,49 m Maka tw ujung = 1,32 m

shape jumlah Luas jarak thd statis inersia inersialebar tebal factore tampang tampang alas momen momen momen

m m A (m2) y (m) A*y (m3) Io (m4) Ip (m4)1 9 0.3 1 1 2.7 1.25 3.38 0.81 0.020252 2.5 0.6 1 1 1.5 0.8 1.20 0.01 0.0453 2.5 0.6 1 1 1.5 0.8 1.20 0.01 0.0454 2.5 0.6 1 1 1.5 0.8 1.20 0.01 0.0455 8.5 0.5 1 1 4.25 0.25 1.06 0.87 0.088542

11.45 8.04

Noix(m4)

1.97

Dimensi

1. Posisi Tendon di Tengah BentangDiameter selongsong = 0,13 mJarak Selongsong = 0,05 myd = diameter selongsong + jarak selongsong

= 0,13 + 0,05 = 0,18 mTebal Selimut = 0,05 mJarak masing-masing baris tendon terhadap alas:

z3=tebal selimut+ dia selimut2

¿0,05+ 0,132 = 0,115 m a

z1=a+2. yd¿0,115+2x 0,18=0,475mz2=a+ yd¿0,115+0,18=0,295m

Gambar 3 ……………………………………………….

2. Posisi Tendon di TumpuanA = 0,43mJarak Angkur = 0,1 myd '=A+Jarak Angkur ¿0,43+0,1=0,5mJarak masing-masing baris tendon terhadap alas:z2

' =CGC=1,61mz1 '=z2

' + yd '¿1,61+0,5=2,11m z3

' =z2' − yd '

¿1,61−0,5=1,121 m−→ a

Gambar 3 ……………………………………………….

3. Eksentrisitas Masing-masing Tendon

1 2.113 1 0.475 1 1.642 1.613 2 0.295 2 1.323 1.113 3 0.115 3 1.00

fl = Zi'-Zi

Z3' = a

Baris TendonPosisi Tendon di tengah

x = 1/2 L (m)Z1 = a + 2*ydZ2 = a + ydZ3' = a

x = 0 mZi'

Posisi tendon di tumpuanZi Baris

TendonBaris Tendon

Z1' = a + 2*yd'Z2' = a + yd'

4. Lintasan Inti Tendon (Cable)L = 69 mJarak antar Segmen Box Girder = 3 mPersamaan Lintasan TendonY= 4.f.X/L2.(L-X)

X (m) Y (m) X (m) Y (m) X (m) Y (m)-0.25 2.136 -0.250 1.632 -0.250 1.1270.00 2.11 0.00 1.61 0.00 1.111.00 2.02 1.00 1.54 1.00 1.062.00 1.93 2.00 1.46 2.00 1.003.00 1.84 3.00 1.39 3.00 0.954.00 1.75 4.00 1.32 4.00 0.895.00 1.67 5.00 1.26 5.00 0.846.00 1.59 6.00 1.19 6.00 0.807.00 1.52 7.00 1.13 7.00 0.758.00 1.44 8.00 1.07 8.00 0.709.00 1.37 9.00 1.01 9.00 0.6610.00 1.30 10.00 0.96 10.00 0.6211.00 1.23 11.00 0.91 11.00 0.5812.00 1.17 12.00 0.86 12.00 0.5413.00 1.11 13.00 0.81 13.00 0.5014.00 1.05 14.00 0.76 14.00 0.4715.00 1.00 15.00 0.72 15.00 0.4316.00 0.95 16.00 0.67 16.00 0.4017.00 0.90 17.00 0.63 17.00 0.3718.00 0.85 18.00 0.60 18.00 0.3419.00 0.81 19.00 0.56 19.00 0.3220.00 0.76 20.00 0.53 20.00 0.2921.00 0.73 21.00 0.50 21.00 0.2722.00 0.69 22.00 0.47 22.00 0.2523.00 0.66 23.00 0.44 23.00 0.2324.00 0.63 24.00 0.42 24.00 0.2125.00 0.60 25.00 0.39 25.00 0.1926.00 0.57 26.00 0.37 26.00 0.1827.00 0.55 27.00 0.36 27.00 0.1628.00 0.53 28.00 0.34 28.00 0.1529.00 0.52 29.00 0.33 29.00 0.1430.00 0.50 30.00 0.32 30.00 0.1331.00 0.49 31.00 0.31 31.00 0.1332.00 0.48 32.00 0.30 32.00 0.1233.00 0.48 33.00 0.30 33.00 0.1234.00 0.48 34.00 0.30 34.00 0.1234.50 0.48 34.50 0.30 34.50 0.12

Selongsong baris pertama Selongsong baris kedua Selongsong baris ketiga

5. Sudut Angkur

α rad1 414 130 f1 = 1.64 0.094934309 0.094651 5.4230822 414 130 f2 = 1.32 0.076383584 0.076236 4.3679753 414 130 f3 = 1.00 0.057832859 0.057769 3.309892

Nomor TendonSudut Angkur

dy/dxJumlah Tendon

D (mm) Selongsong

Eksentrisitas (m)

fi (m)

6. Tata Letak Trase Kabel

-0.251.00

3.005.00

7.009.00

11.0013.00

15.0017.00

19.0021.00

23.0025.00

27.0029.00

31.0033.00

34.500.00

0.50

1.00

1.50

2.00

2.50

TRACE KABEL

Selongsong baris 1selongsong baris 2Selongsong Baris Ke 3

Jarak (meter)

Letak KABEL

Gambar 3 ……………………………………………….

Kontrol Perletakan AngkurTinggi web = 2,5 mJarak max = 0,1 mJarak Angkur = 2,14 mA =0,43 mJarak =2,5-2,14-0,43/2 = 0,15 m0,1 < 0,15 OK

Kontrol Terhadap Daerah Aman kabel

Gambar Daerah Aman Kabel dan Trase Kabel

Dari gambar di atas, terlihat bahwa trase kabel masih dalam daerah aman kabel, maka trase kabel tersebut dapat dilaksanakan

5.1.6. Kehilangan Tegangan (Loss Of Prestress)1. Kehilangan Tegangan Akibat Gesekan Angkur (Anchore Friction)

Gaya Prestress akibat jacking (jacking force) P j=145420,7 KnKehilangan gaya akibat gesekan angkur diperhitungkan sebesar 2 % dari gaya prestress akibat jackingPo=98 % x P j=98% x145420,7=142512,3 kN

2. Kehilangan Tegangan Akibat Gesekan Kabel (Jack Friction)L= 69 mxo = 0,25 meo = -1,61 + 1,54 = 0,08 mes = 0,02 m

- Sudut tendon dari ujung ke tengah

αAB=2 x (eo+es)

( L2+xo)

=2 x(0,08+0,02)

( 692

+0,25)=0,005435rad

αBC=2 x (eo+es)

( L2

+xo)=2 x (0,08+0,02)

( 692

+0,25)=0,005435 rad

- Perubahan sudut total lintasan tendonα total=0,010871rad

- KoefisienGesek , μ=0,2- Koefisien Wob ble ,β=0,008- Gaya Prestress akibat jacking setelah memeperhitungkan loss of prestress akibat gesekan

angkur Po=142512,3 kN

- Loss of Prestress akibat gesekan kabel e = 2,7183Lx = 69/2 = 34,5 mMaka, P x=Po x e¿¿

¿134565,9 kN−−→6 %Lx= 69 m Maka, P x=Po x e¿¿

¿127339,1 kN−−→11%Maka diambil nilai Px =134565,9 KnLoss of Prestress akibat gesekan kabel 6 %

3. Kehilangan Tegangan Akibat Pemendekan Elastis (Elasctic Shortening)Beton yang digunakan merupakan jenis Post Tension- Jarak titik berat tendon terhadap titik berat girder

es= 1,32 m

- Momen Inersia tampang box girderI x=15,40 m4

- Luas tampang box girderAc=10,70 m2

- Modulus elastis Box girderEc=42205280,64 kN /m2

- fpu=1860000 kN /m2- Modulus elastis baja prestress (strand)E s=190000000 kN /m2

- Jumlah total strandsns=46- Luas tampang nominal satu strandsA st=0,000127 m 2- Beban putus satu strandsPbs=187,32 kN- Pi=ns x Pbs=46 x187,32=8616,72 kN - Momen akibat berat sendiri box girderM bs=162379,856 kNm- Luas tampang tendon baja prestressAt=ns x A st=46 x 0,000127=0,006 m 2- Modulus ratio antara baja prestress dengan box girder

n=Es

E c= 190000000

42205280,64=4,50

Untuk ditengah bentange1= y1=CGC−z 1=1,61−0,475=¿1,14 me2= y2=CGC−z 2=1,61−0,295=1,32 me3= y3=CGC−z3=1,61−0,115=1,50 m

Untuk dipenampang ujunge1

' = y1' =CGC−z 1'=1,61−2,11=−0,50 m

e2' = y2

' =CGC−z 2'=1,61−1,61=0 me3

' = y3' =CGC−z3'=1,61−1,11=0,50 m

Mencari nilai tegangan

σ=−PiA

±Pi .e i . y j

IxApabila ei berada diatas CGC, maka bertanda plus (+)

Tegangan pada Tengah Bentang

1 2 3 4 5 6 7 8 91 0.000 -1529.333 -1529.333 -1643.894 -1643.894 -1643.894 -1758.454 -1758.454 -1758.454 -13265.7092 0.000 0.000 -1529.333 -1643.894 -1643.894 -1643.894 -1758.454 -1758.454 -1758.454 -11736.3763 0.000 0.000 0.000 -1643.894 -1643.894 -1643.894 -1758.454 -1758.454 -1758.454 -10207.0424 0.000 0.000 0.000 0.000 -1776.580 -1776.580 -1909.267 -1909.267 -1909.267 -9280.9625 0.000 0.000 0.000 0.000 0.000 -1776.580 -1909.267 -1909.267 -1909.267 -7504.3816 0.000 0.000 0.000 0.000 0.000 0.000 -1909.267 -1909.267 -1909.267 -5727.8017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -2060.080 -2060.080 -4120.1608 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -2060.080 -2060.0809 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

-63902.511

Total τcJacking Selongsong KeTegangan

Selongsong

Total

Tegangan pada Tumpuan

1 2 3 4 5 6 7 8 91 0.000 -665.437 -665.437 -805.301 -805.301 -805.301 -945.165 -945.165 -945.165 -6582.2712 0.000 0.000 -665.437 -805.301 -805.301 -805.301 -945.165 -945.165 -945.165 -5916.8353 0.000 0.000 0.000 -805.301 -805.301 -805.301 -945.165 -945.165 -945.165 -5251.3984 0.000 0.000 0.000 0.000 -805.301 -805.301 -805.301 -805.301 -805.301 -4026.5055 0.000 0.000 0.000 0.000 0.000 -805.301 -805.301 -805.301 -805.301 -3221.2046 0.000 0.000 0.000 0.000 0.000 0.000 -805.301 -805.301 -805.301 -2415.9037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -945.165 -945.165 -1890.3308 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -945.165 -945.1659 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

-30249.610

Selongsong Jacking Selongsong Ke Total

Total

Rata-rata Loss Fps = fpu x 0,7 = 1860000 x 0,7 = 1302000 kN/m2

PerletakanTengah

Bentang

1 -6582.271 -13265.709 -11037.896 -49692.609 3.82%2 -5916.835 -11736.376 -9796.529 -44103.971 3.39%3 -5251.398 -10207.042 -8555.161 -38515.334 2.96%4 -4026.505 -9280.962 -7529.476 -33897.701 2.60%5 -3221.204 -7504.381 -6076.655 -27357.103 2.10%6 -2415.903 -5727.801 -4623.835 -20816.505 1.60%7 -1890.330 -4120.160 -3376.883 -15202.729 1.17%8 -945.165 -2060.080 -1688.442 -7601.365 0.58%9 0 0 0 0 0.00%

Selongsong Rata-rata Nilai Lossdalam

Percent

Tegangan Pada

Total Loss elastic Shortening = 3,82 %∆ τpe=49692,60914Pe=49692,60914 x 0,005 x 27=7814,307457

4. Kehilangan Tegangan Akibat Pengangkuran (Anchoring)- Panjang Tarik masuk (berkisar antara 2-7 mm)∆ L=2mm- Modulus elastis baja prestress E s=190000000 kN /m 2- Luas tampang tendon baja prestress

N st = 1242 At=1242 x0,000127=0,157253 m2Ast = 0,000127 m2

- Lost of prestress akibat gesekan angkur Po= 142512,3 Kn

- Lost of prestress akibat gesekan kabel Px=134565,9 Kn

- Jarak dari ujung sampe tengah bentangLx=69/2 =34,5 m

- Kemiringan diagram gayam=tanω

¿ (Po−Px )Lx

= (142512,3−134565,9 )34,5

=230,3317 kNm

- Jarak pengaruh kritis slip angkur dari ujung

Lmax=√(∆ L x Es x At

m)=√(

2 x190000000 x 0,157253230,3317

)=16,11m

- Loss of prestress akibat angkur∆ P=2 x Lmax x tanω=2 x16,11 x 230,3317=7419,899 kN∆ Pe=7814,307

P' max ¿Po−∆ P2

=142512,3−7419,8992

=138802,4 kN

P max ¿ P' max−∆ Pe=138802,4−7814,307=130988,1 kN

%Loss=1−( PmaxPj )=1−( 130988,1

145420,7 )=9,92 %

5. Kehilangan Tegangan Akibat Realaxation of Tendon 1. Loss of Relaxation akibat Shrinkage (analisa berdasarkan PBI’71)

- Ac=10,70 m2

- Keliling concrete yang berhubungan dengan udara luarKc= 23,6 mΔε'bs = εbso . ( 1 - 0,1 . ωo ). Ø6 . Ø7. ø8

εbso = regangan susut dasar yang tergantung pada kelembaban relatif udara sekelilingnyaØ6 = Koefisien yang bergantung pada "Theoritical Thickness" hfØ7 = Koefisien yang bergantung pada jumlah C dan w/CØ8 = Koefisien yang bergantung pada waktuωo = perbandingan luas tulangan memanjang beton dengan luas concrete

- Εbso = 0,00037 untuk kondisi kering udara dengan kelembababn <50 %hf= Ac/(1/2)x keliling concrete yang berhubungan dengan udara luarhf= 10,70/(1/2 x 23,6)= 0,453389 mHf = 0,453389 x 100= 45,33898 cm

- Diameter 6 = 0,59 (lihat tabel)

w/c = 0,4

c = 4,5 kN/m3

diameter 7 = 0,7 (lihat tabel)

- diameter 8 koefisien tergantung pada waktu

Umur = 90 hari

Diameter 8 = 0,58 (lihat tabel)

- ωo =50 %- ∆ ε ' bs=0,00037 x (1−0,1∗50 %) x0,59 x 4,5 x0,58=0,0005413- Es=1900000 kn/m2- τsh=0,0005413 x1900000=103000 kn /m2

2. Loss of Relaxation akibat Creep (analisa berdasarkan PBI’71)τcr = εcr . Es εcr = τ'b . Ø1 . Ø2. Ø3 . Ø4 . Ø5 / Ecτ'b / Ec = Regangan elastis betonτcr = Tegangan Akibat creepεcr = Regangan creepØ1 = Faktor yang tergantung pada kelembaban udaraØ2 = Faktor yang tergantung pada tebal teoritis penampangØ3 = Faktor yang tergantung pada pemakaian semen dan w/cØ4 = Faktor yang tergantung pada umur beton saat dibebani

dan pada suhu rata-ratanya saat dibebaniØ5 = Faktor yang tergantung pada waktuEs = Modulus Elastisitas TendonEc = Modulus Elastisitas Concrete

Mencari nilai τ'bPi = Px - ΔPePx = 134565.88 KnΔPe = 7814.3075 KnPi = 126751.58 kNPi = UTS

Ec = 42205.28 Mpa= 42205281 Kn/m2

Es = 1.90E+08 Kn/m2es = 1.32 mAc = 10.70 m2Wa = 9.13 m3Wb = 9.55 m3Mbs = 162379.86 kNm

τ'b atas = Pi.es / Wa - Pi/ A + - Mbalok/Waτ'b bawah = Mbalok/Wb -Pi/A - Pi.es/Wb

Pi es Momenτ'b atas = -11845.942 18297.01 -17789.7 -11338.7τ'b bawah = -11845.942 -17486.3 17001.5 -12330.7

τ'b = 12330.728 Kn/m2

τ'b Akibat TOTAL

∅ 1=3,02untuk kondisi kering udaradengan kelembababn<50%∅ 2=0,65(lihat tabel)∅ 3=0,8( lihat tabel)

U =∑ ∆ h(T +10)

30 U = umur beton

T=28 °C∑ ∆ h= jumlahhari dalam waktu pengerasanterjadi pada suhurata−rata∑ ∆ h=28 hariU =35 hari∅ 4=1,02(lihat tabel)∅ 5=0,44 (lihat tabel)

-τ ' bEc

=11589,00542205281

=0,0002922

- εcr= τ ' bEc

x∅ 1 x∅ 2 x∅ 3 x∅ 4 x∅ 5

- εcr=0,0002922 x3,02 x0,65 x 0,8 x 1,02 x 0,44=0,0002059

- τcr= εcrEc

=0,000205942205281

=39100 kN /m 2

- ∆ τsc=τsh+τcr=103000+39100=141965,81kN /m2- Ns= 1242

At = 0,1572529 m2

τpi= PiAt

=126751,580,1572529

=806036,44 Kn /m2

¿43% UTS

X = 0 jika τpi < 50%X = 1 jika τpi = 50%X = 2 jika τpi = 70%

Cari Nilai x

X=43 % x (1−0 )

50 %=0,87 m

L= 69

C= 269

=2,90 %−−→ 43 %UTS

τr=X xC x (τpi−∆ τsc )=16682,722kn /m2

Loss of Prestres Jangka Panjang =∆ τsc+ τr = 158648,53 kn/m2

∆ P=(∆ τsc+τr ) . At=24947,943 Kn

Peff =Pi−∆ P=101803,63 Kn

LossTotal=(1−PeffPj ) x100 %

¿( 1−101803,63145420,7 )x 100 %=39,99 %

Loss Awal=32%

29,99 % < 32 % Loss mendekati prediksi awal dan nilai Peff = 101803,63Kn > nilai Peff prediksi yaitu 647387,91

- Kontrol Tegangan Pasca Tarik0,70 x Fpu= 1302000 Kn/m2

fp=PeffAt

=101803,630,1572529

=647387,91 kN /m 2

647387,91<1302000−→ Memenuhi Syarat

5.1.7. Tegangan yang terjadi akibat Gaya PrestressMenurut BDM (Bridge Design Manual), tegangan beton sesaat setelah penyaluran gaya prestress( sebelum terjadi kehilangan tegangan sebagai fungsi waktu) tidak boleh melampaui nilai berikut:a. Tegangan serat tekan terluar harus ≤0,55 .fcib. Tegangan serat Tarik terluar harus ≤ 0,25 . fci 0,5

Tegangan beton pada kondisi beban layan (setelah melampaui semua kehilangan tegangan) tidak boleh melebihi nilai sebagai berikut :

a. Tegangan serat tekan terluar akibat pengaruh prestress, beban mati, dan beban hidup ≤0,4 fci

b. Tegangan serat Tarik terluar yang awalnya mwngalami tekan ≤ 0,5 fci 0,5

1. Keadaan awal saat transfer

fc ' = 58.1 Mpafc ' = 58100 kN/m2fci' = 46.48 MPaAc = 10.70 m2Wa = 9.13 m3Wb = 9.55 m3es = 1.32 mPt = 183935.71 KnPeff = 101803.63 KnMDL = 162379.86 kNm

Satuan dalam kN/m2

Pi es Mdlatas = -17190.253 26551.73 -17789.7474 -8428.27 -25564 OKbawah = -17190.253 -25375.2 17001.5005 -25564 -25564 OK

Tegangan pada serat

Tegangan Akibat Total Syarat Ket

Pi=−PtAc

=−183935,7110,70

=−17190,253 kN /m2

es= Pt xesWa

=183935,71 x1,329,13

=26551,73

Mdl=MDLWa

=162379.869,13

=−17789,7474

2. Keadaan setelah Loss of PrestressSatuan dalam m2

Pi es Mdlatas = -9514.3583 14695.69 -17789.7474 -12608.4 -23240 OKbawah = -9514.3583 -14044.5 17001.5005 -6557.4 -23240 OK

Tegangan pada serat

Tegangan Akibat Total Syarat Ket

5.1.8. Tegangan Akibat BebanAc = 10.70 m3Wa = 9.13 m3Wb = 9.55 m3Mdl = 162379.86 kNmMsdl = 15508.958 kNmMtd = 36436.959 kNmMtp = 2975.625 kNmMtb = 321.53043 kNmMew = 1199.772 kNmMeq = 18375.08 kNm

1. Tegangan Akibat Beban yang Bekerja

Mdl Msdl Mtd Mtp Mtb Mew Meqfa = -17789.747 -1699.105 -3991.9 -325.999 -35.2257 -131.443 -2013.11fb = 17001.5 1623.819 3815.024 311.554 33.66489 125.6186 1923.908

Tegangan Pada

Tegangan Akibat

2. Tegangan Akibat Gaya PrestressPeff =101803,634 kNEs = 1,32 m

Peff esfa = -9514.3583 14695.69 5181.334fb = -9514.3583 -14044.54 -23558.9

Tegangan Pada

TotalTegangan Akibat

3. Tegangan Akibat Shrinkage

Gaya internal yang timbul akibat susut menurut NAASRA Bridge Design Spesification dinyatakan dengan:e = 2,7183Ec = 42205,28 MpaA plat = Lebar x tebal

= 9 x 0,3 = 2,7 m2

∆ εsu=0,00054127Ktn=0,44 ( lihat grafik )Kc = 3,02 (lihat grafik)Kd = 1,02Kb= 0,8Ke = 0,65

e '=1,687−0,32

=1,54 m

Cf = Ke x Kb x Kd x Kc x (1-Ktn) = 0,65 x 0,8 x 1,02 x 3,02 x (1-0,44)=0,89701

Ps=As plat x Ec x ∆εsu x ((1−e−cf

cf ))¿2,7 x 42205,28 x 0,00054127 x (( 1−1,54−c 0,89701

0,89701 ))¿22009,8126 kN

Ps e' A platfa = -2056.9918 -3707.115 8151.782 2387.675fb = -2056.9918 3542.857 1485.865

Tegangan Pada

Tegangan AkibatTotal

fa yaitu:

Ps=−PsAc

=−22009,812610,70

=−2056,9918

e '=−Ps x e '

Wa=−22009,8126 x1,54

9,13=−3707,115

Aplat= PsAplat

=22009,81262,7

=8151,782

Fb yaitu:

e '=Ps x e'

Wb=22009,8126 x1,54

9,55=3542,857

4. Tegangan Akibat CreepMdl + Msdl = 162379,856 +15508,9575= 177888,814 kNm

τ2

Peff es Mfa = -9514.3583 14695.69 -19488.9 -14307.5fb = -9514.3583 -14044.54 18625.32 -4933.58

Tegangan Pada

TotalTegangan Akibat

1−e−cf=1−2,7183−0,89701=0,59221633

τ2 τ1fa = -14307.519 -12608.41 -1006.24fb = -4933.5783 -6557.398 -961.652

Tegangan Pada

Tegangan Akibatτcr

Superposisi tegangan susut dan rangkak

τcr τshfa = -1006.2378 2387.675 1381.438fb = -961.65233 1485.865 524.2124

Tegangan pada

Tegangan AkibatTOTAL

5. Tegangan Akibat TemperaturGaya internal akibat perbedaan temperaturePt = At . Ec . β . ( Ta + Tb ) / 2At = Luas Tampang yang ditinjauTa = Temperatur AtasTb = Temperatur bawahβ = Koefisien Muai Balok

Wa = 9.13 m3wb = 9.55 m3Ya = 1.69 mYb = 1.61 m

∆ T=15 CEc = 42205280,6 Kn/m2

β = 0.000011 /c

Gambar 3 ……………………………………………….

Gaya lebar tebal atas Bawah Pt

m m A (m2) Ta ( C ) Tb ( C ) C Kg1 9 0.3 1 1 2.7 15 8 11.5 14415.21 1.537383 22161.712 1.39 0.5 1 1 0.693692 15 10 12.5 4025.649 0.693692 2792.5593 1.39 0.5 1 1 0.693692 15 10 12.5 4025.649 0.693692 2792.5594 1.39 0.5 1 1 0.693692 15 10 12.5 4025.649 0.693692 2792.559

ΣPt = 26492.16 30539.38

(Ta + Tb)/2Lengan

Terhadap Titik Berat

(m)

Momen Mpt Kgm

Dimensi Luas TampangNo

shape factor

jumlah tampang

Temperatur

ep=∑ Mpt

∑ Pt=

30539,3826492,16

=1,15 m

Tegangan yang terjadi akibat Perbedaan Temperatur :

ΔT Pt epfa = 24.75903 33.45784 58.21687fb = 0 24.75903 -31.9754 -7.21633

Tegangan pada

Tegangan AkibatTotal

5.1.9. Kontrol Tegangan terhadap Kombinasi PembebananFc’=58,1 MpaTegangan ijin tekan = 0,45 x 58,1 x 1000 = 26145 kN/m2

Tegangan Ijin Tarik = 0,6 x √58,1 x 1000 = 4573,401 kN/m2

Kombinasi Pembebanan untuk Tegangan Ijin

1 2 3 4 5A. Aksi Tetap Berat SendiriBeban Mati TambahanSusut dan RangkakPrategangB. Aksi TransienBeban Lajur "D"Beban PedestrianGaya Rem C. Aksi LingkunganPengaruh TemperaturBeban AnginBeban Gempa

Aksi/ Beban SimbolKombinasi Pembebanan

Gambar 3. Tabel Kombinasi Pembebanan

1. Kontrol Tegangan terhadap Kombinasi 1

DL SDL SR PR TD TP TB ET EW EQfa = -17789.74737 -1699.11 1381.438 5181.334 -3991.9 -325.999 -35.2257 -17279.2 -26145 OKfb = 17001.50046 1623.819 524.2124 -23558.9 3815.024 311.554 33.66489 -249.123 -26145 OK

Total SyaratTegangan Akibat

KetTegangan Pada

Ket : fa< 0,4 x fc’

fb< 0,6 x √ fc ’


DL SDL SR PR TD TP TB ET EW EQfa = -17789.74737 -1699.11 1381.438 5181.334 -3991.9 -325.999 -35.2257 58.21687 -17221 -26145 OKfb = 17001.50046 1623.819 524.2124 -23558.9 3815.024 311.554 33.66489 -7.21633 -256.34 -26145 OK

Tegangan PadaTegangan Akibat

Total Syarat Ket


fb< 0,6 x √ fc ’


DL SDL SR PR TD TP TB ET EW EQfa = -17789.74737 -1699.11 1381.438 5181.334 -3991.9 -325.999 -35.2257 -131.443 -17410.6 -26145 OKfb = 17001.50046 1623.819 524.2124 -23558.9 3815.024 311.554 33.66489 125.6186 -123.505 -26145 OK


Total Syarat Ket


fb< 0,6 x √ fc ’


DL SDL SR PR TD TP TB ET EW EQfa = -17789.74737 -1699.11 1381.438 5181.334 -3991.9 -325.999 -35.2257 58.21687 -131.443 -17352.4 -26145 OKfb = 17001.50046 1623.819 524.2124 -23558.9 3815.024 311.554 33.66489 -7.21633 125.6186 -130.721 -26145 OK


Total Syarat Ket


fb< 0,6 x √ fc ’


DL SDL SR PR TD TP TB ET EW EQfa = -17789.74737 -1699.11 1381.438 5181.334 -2013.11 -14939.2 -26145 OKfb = 17001.50046 1623.819 524.2124 -23558.9 1923.908 -2485.46 -26145 OK


Total Syarat Ket


fb< 0,6 x √ fc ’

Kontrol Kombinasi Tegangan setiap jarak 1 meter

A = 10.70 m2Wa = 9.13 m3Wb = 9.55 m3CGC = 1.61 mPeff = 101803.6 Knf tarik = 4573.401 Kn/m2f tekan = 26145 Kn/m2

- Kombinasi Tegangan pada Serat AtasKombinasi 1

DL SDL SR PR TD TP TB ET EW EQ0 0.000 0.0 0.0 1381.4 -9514.4 0.0 0.0 0.0 -8132.9 -26145 OK1 0.075 -1016.3 -97.1 1381.4 -8674.8 -201.6 -18.6 -1.0 -8628.0 -26145 OK2 0.148 -2002.8 -191.3 1381.4 -7859.9 -398.1 -36.7 -2.0 -9109.4 -26145 OK3 0.219 -2959.4 -282.6 1381.4 -7069.7 -589.4 -54.2 -3.1 -9577.0 -26145 OK4 0.288 -3886.0 -371.2 1381.4 -6304.2 -775.7 -71.2 -4.1 -10030.9 -26145 OK5 0.354 -4782.8 -456.8 1381.4 -5563.4 -956.7 -87.6 -5.1 -10471.1 -26145 OK6 0.418 -5649.7 -539.6 1381.4 -4847.3 -1132.7 -103.5 -6.1 -10897.5 -26145 OK7 0.480 -6486.7 -619.5 1381.4 -4155.9 -1303.6 -118.9 -7.1 -11310.2 -26145 OK8 0.540 -7293.8 -696.6 1381.4 -3489.2 -1469.3 -133.7 -8.2 -11709.2 -26145 OK9 0.598 -8071.0 -770.9 1381.4 -2847.1 -1629.8 -147.9 -9.2 -12094.4 -26145 OK

10 0.653 -8818.3 -842.2 1381.4 -2229.8 -1785.3 -161.6 -10.2 -12466.0 -26145 OK11 0.706 -9535.7 -910.8 1381.4 -1637.1 -1935.6 -174.7 -11.2 -12823.7 -26145 OK12 0.757 -10223.2 -976.4 1381.4 -1069.2 -2080.8 -187.3 -12.3 -13167.8 -26145 OK13 0.806 -10880.9 -1039.2 1381.4 -525.9 -2220.9 -199.4 -13.3 -13498.1 -26145 OK14 0.852 -11508.6 -1099.2 1381.4 -7.4 -2355.8 -210.9 -14.3 -13814.7 -26145 OK15 0.897 -12106.4 -1156.3 1381.4 486.5 -2485.6 -221.9 -15.3 -14117.6 -26145 OK16 0.939 -12674.4 -1210.5 1381.4 955.7 -2610.3 -232.3 -16.3 -14406.7 -26145 OK17 0.979 -13212.5 -1261.9 1381.4 1400.1 -2729.9 -242.1 -17.4 -14682.1 -26145 OK18 1.016 -13720.6 -1310.5 1381.4 1819.9 -2844.3 -251.4 -18.4 -14943.8 -26145 OK19 1.052 -14198.9 -1356.1 1381.4 2215.0 -2953.6 -260.2 -19.4 -15191.8 -26145 OK20 1.085 -14647.3 -1399.0 1381.4 2585.4 -3057.8 -268.4 -20.4 -15426.0 -26145 OK21 1.116 -15065.8 -1438.9 1381.4 2931.1 -3156.8 -276.1 -21.4 -15646.5 -26145 OK22 1.145 -15454.4 -1476.1 1381.4 3252.2 -3250.7 -283.2 -22.5 -15853.2 -26145 OK23 1.171 -15813.1 -1510.3 1381.4 3548.5 -3339.5 -289.8 -23.5 -16046.3 -26145 OK24 1.196 -16141.9 -1541.7 1381.4 3820.1 -3423.1 -295.8 -24.5 -16225.6 -26145 OK25 1.218 -16440.9 -1570.3 1381.4 4067.0 -3501.7 -301.3 -25.5 -16391.1 -26145 OK26 1.238 -16709.9 -1596.0 1381.4 4289.3 -3575.1 -306.2 -26.5 -16543.0 -26145 OK27 1.255 -16949.0 -1618.8 1381.4 4486.8 -3643.3 -310.6 -27.6 -16681.1 -26145 OK28 1.271 -17158.3 -1638.8 1381.4 4659.7 -3706.5 -314.4 -28.6 -16805.4 -26145 OK29 1.284 -17337.6 -1655.9 1381.4 4807.8 -3764.5 -317.7 -29.6 -16916.1 -26145 OK30 1.295 -17487.1 -1670.2 1381.4 4931.3 -3817.4 -320.5 -30.6 -17013.0 -26145 OK31 1.304 -17606.7 -1681.6 1381.4 5030.1 -3865.1 -322.6 -31.7 -17096.2 -26145 OK32 1.311 -17696.3 -1690.2 1381.4 5104.2 -3907.8 -324.3 -32.7 -17165.6 -26145 OK33 1.315 -17756.1 -1695.9 1381.4 5153.6 -3945.3 -325.4 -33.7 -17221.4 -26145 OK34 1.317 -17786.0 -1698.7 1381.4 5178.2 -3977.6 -325.9 -34.7 -17263.4 -26145 OK

34.5 1.318 -17789.7 -1699.1 1381.4 5181.3 -3991.9 -326.0 -35.2 -17279.2 -26145 OK

TOTAL SYARAT KETJarak (m)

es (m)TEGANGAN AKIBAT ( Kn/m2 )

Kombinasi 2

DL SDL SR PR TD TP TB ET EW EQ0 0.000 0.0 0.0 1381.4 -9514.4 0.0 0.0 0.0 58.2 -8074.7 -26145 OK1 0.075 -1016.3 -97.1 1381.4 -8674.8 -201.6 -18.6 -1.0 58.2 -8569.8 -26145 OK2 0.148 -2002.8 -191.3 1381.4 -7859.9 -398.1 -36.7 -2.0 58.2 -9051.2 -26145 OK3 0.219 -2959.4 -282.6 1381.4 -7069.7 -589.4 -54.2 -3.1 58.2 -9518.8 -26145 OK4 0.288 -3886.0 -371.2 1381.4 -6304.2 -775.7 -71.2 -4.1 58.2 -9972.7 -26145 OK5 0.354 -4782.8 -456.8 1381.4 -5563.4 -956.7 -87.6 -5.1 58.2 -10412.8 -26145 OK6 0.418 -5649.7 -539.6 1381.4 -4847.3 -1132.7 -103.5 -6.1 58.2 -10839.3 -26145 OK7 0.480 -6486.7 -619.5 1381.4 -4155.9 -1303.6 -118.9 -7.1 58.2 -11252.0 -26145 OK8 0.540 -7293.8 -696.6 1381.4 -3489.2 -1469.3 -133.7 -8.2 58.2 -11651.0 -26145 OK9 0.598 -8071.0 -770.9 1381.4 -2847.1 -1629.8 -147.9 -9.2 58.2 -12036.2 -26145 OK

10 0.653 -8818.3 -842.2 1381.4 -2229.8 -1785.3 -161.6 -10.2 58.2 -12407.7 -26145 OK11 0.706 -9535.7 -910.8 1381.4 -1637.1 -1935.6 -174.7 -11.2 58.2 -12765.5 -26145 OK12 0.757 -10223.2 -976.4 1381.4 -1069.2 -2080.8 -187.3 -12.3 58.2 -13109.6 -26145 OK13 0.806 -10880.9 -1039.2 1381.4 -525.9 -2220.9 -199.4 -13.3 58.2 -13439.9 -26145 OK14 0.852 -11508.6 -1099.2 1381.4 -7.4 -2355.8 -210.9 -14.3 58.2 -13756.5 -26145 OK15 0.897 -12106.4 -1156.3 1381.4 486.5 -2485.6 -221.9 -15.3 58.2 -14059.4 -26145 OK16 0.939 -12674.4 -1210.5 1381.4 955.7 -2610.3 -232.3 -16.3 58.2 -14348.5 -26145 OK17 0.979 -13212.5 -1261.9 1381.4 1400.1 -2729.9 -242.1 -17.4 58.2 -14623.9 -26145 OK18 1.016 -13720.6 -1310.5 1381.4 1819.9 -2844.3 -251.4 -18.4 58.2 -14885.6 -26145 OK19 1.052 -14198.9 -1356.1 1381.4 2215.0 -2953.6 -260.2 -19.4 58.2 -15133.6 -26145 OK20 1.085 -14647.3 -1399.0 1381.4 2585.4 -3057.8 -268.4 -20.4 58.2 -15367.8 -26145 OK21 1.116 -15065.8 -1438.9 1381.4 2931.1 -3156.8 -276.1 -21.4 58.2 -15588.3 -26145 OK22 1.145 -15454.4 -1476.1 1381.4 3252.2 -3250.7 -283.2 -22.5 58.2 -15795.0 -26145 OK23 1.171 -15813.1 -1510.3 1381.4 3548.5 -3339.5 -289.8 -23.5 58.2 -15988.0 -26145 OK24 1.196 -16141.9 -1541.7 1381.4 3820.1 -3423.1 -295.8 -24.5 58.2 -16167.3 -26145 OK25 1.218 -16440.9 -1570.3 1381.4 4067.0 -3501.7 -301.3 -25.5 58.2 -16332.9 -26145 OK26 1.238 -16709.9 -1596.0 1381.4 4289.3 -3575.1 -306.2 -26.5 58.2 -16484.7 -26145 OK27 1.255 -16949.0 -1618.8 1381.4 4486.8 -3643.3 -310.6 -27.6 58.2 -16622.8 -26145 OK28 1.271 -17158.3 -1638.8 1381.4 4659.7 -3706.5 -314.4 -28.6 58.2 -16747.2 -26145 OK29 1.284 -17337.6 -1655.9 1381.4 4807.8 -3764.5 -317.7 -29.6 58.2 -16857.9 -26145 OK30 1.295 -17487.1 -1670.2 1381.4 4931.3 -3817.4 -320.5 -30.6 58.2 -16954.8 -26145 OK31 1.304 -17606.7 -1681.6 1381.4 5030.1 -3865.1 -322.6 -31.7 58.2 -17038.0 -26145 OK32 1.311 -17696.3 -1690.2 1381.4 5104.2 -3907.8 -324.3 -32.7 58.2 -17107.4 -26145 OK33 1.315 -17756.1 -1695.9 1381.4 5153.6 -3945.3 -325.4 -33.7 58.2 -17163.1 -26145 OK34 1.317 -17786.0 -1698.7 1381.4 5178.2 -3977.6 -325.9 -34.7 58.2 -17205.1 -26145 OK

34.5 1.318 -17789.7 -1699.1 1381.4 5181.3 -3991.9 -326.0 -35.2 58.2 -17221.0 -26145 OK

Jarak (m)


TOTAL SYARAT KET

Konbinasi 3

DL SDL SR PR TD TP TB ET EW EQ0 0 0 0 1381.44 -9514.36 0 0 0 0 -8132.9 -26145 OK1 0.07528 1016.3 -97.07 1381.44 -8674.78 -201.6 -18.62 -1.02 -7.51 -6602.8 -26145 OK2 0.14834 -2002.79 -191.3 1381.44 -7859.9 -398.1 -36.7 -2.04 -14.8 -9124.2 -26145 OK3 0.21919 -2959.35 -282.6 1381.44 -7069.71 -589.4 -54.23 -3.06 -21.9 -9598.9 -26145 OK4 0.28782 -3886.02 -371.2 1381.44 -6304.21 -775.7 -71.21 -4.08 -28.7 -10059.6 -26145 OK5 0.35424 -4782.79 -456.8 1381.44 -5563.41 -956.7 -87.65 -5.11 -35.3 -10506.4 -26145 OK6 0.41845 -5649.67 -539.6 1381.44 -4847.3 -1133 -103.5 -6.13 -41.7 -10939.2 -26145 OK7 0.48044 -6486.66 -619.5 1381.44 -4155.88 -1304 -118.9 -7.15 -47.9 -11358.1 -26145 OK8 0.54022 -7293.76 -696.6 1381.44 -3489.16 -1469 -133.7 -8.17 -53.9 -11763.1 -26145 OK9 0.59778 -8070.96 -770.9 1381.44 -2847.13 -1630 -147.9 -9.19 -59.6 -12154.1 -26145 OK

10 0.65313 -8818.27 -842.2 1381.44 -2229.79 -1785 -161.6 -10.2 -65.2 -12531.1 -26145 OK11 0.70627 -9535.69 -910.8 1381.44 -1637.15 -1936 -174.7 -11.2 -70.5 -12894.2 -26145 OK12 0.75719 -10223.2 -976.4 1381.44 -1069.2 -2081 -187.3 -12.3 -75.5 -13243.3 -26145 OK13 0.8059 -10880.9 -1039 1381.44 -525.941 -2221 -199.4 -13.3 -80.4 -13578.5 -26145 OK14 0.8524 -11508.6 -1099 1381.44 -7.37843 -2356 -210.9 -14.3 -85 -13899.8 -26145 OK15 0.89668 -12106.4 -1156 1381.44 486.491 -2486 -221.9 -15.3 -89.5 -14207.0 -26145 OK16 0.93874 -12674.4 -1211 1381.44 955.666 -2610 -232.3 -16.3 -93.6 -14500.4 -26145 OK17 0.9786 -13212.5 -1262 1381.44 1400.15 -2730 -242.1 -17.4 -97.6 -14779.8 -26145 OK18 1.01623 -13720.6 -1310 1381.44 1819.94 -2844 -251.4 -18.4 -101 -15045.2 -26145 OK19 1.05166 -14198.9 -1356 1381.44 2215.03 -2954 -260.2 -19.4 -105 -15296.7 -26145 OK20 1.08487 -14647.3 -1399 1381.44 2585.43 -3058 -268.4 -20.4 -108 -15534.2 -26145 OK21 1.11586 -15065.8 -1439 1381.44 2931.14 -3157 -276.1 -21.4 -111 -15757.8 -26145 OK22 1.14465 -15454.4 -1476 1381.44 3252.16 -3251 -283.2 -22.5 -114 -15967.4 -26145 OK23 1.17121 -15813.1 -1510 1381.44 3548.48 -3339 -289.8 -23.5 -117 -16163.1 -26145 OK24 1.19557 -16141.9 -1542 1381.44 3820.11 -3423 -295.8 -24.5 -119 -16344.8 -26145 OK25 1.21771 -16440.9 -1570 1381.44 4067.04 -3502 -301.3 -25.5 -121 -16512.6 -26145 OK26 1.23764 -16709.9 -1596 1381.44 4289.28 -3575 -306.2 -26.5 -123 -16666.4 -26145 OK27 1.25535 -16949 -1619 1381.44 4486.83 -3643 -310.6 -27.6 -125 -16806.3 -26145 OK28 1.27085 -17158.3 -1639 1381.44 4659.68 -3706 -314.4 -28.6 -127 -16932.2 -26145 OK29 1.28413 -17337.6 -1656 1381.44 4807.85 -3764 -317.7 -29.6 -128 -17044.2 -26145 OK30 1.2952 -17487.1 -1670 1381.44 4931.31 -3817 -320.5 -30.6 -129 -17142.2 -26145 OK31 1.30406 -17606.7 -1682 1381.44 5030.09 -3865 -322.6 -31.7 -130 -17226.3 -26145 OK32 1.3107 -17696.3 -1690 1381.44 5104.17 -3908 -324.3 -32.7 -131 -17296.4 -26145 OK33 1.31513 -17756.1 -1696 1381.44 5153.55 -3945 -325.4 -33.7 -131 -17352.6 -26145 OK34 1.31734 -17786 -1699 1381.44 5178.25 -3978 -325.9 -34.7 -131 -17394.8 -26145 OK

34.5 1.31762 -17789.7 -1699 1381.44 5181.33 -3992 -326 -35.2 -131 -17410.6 -26145 OK

Jarak (m)


TOTAL SYARAT KET

Kombinasi 4

DL SDL SR PR TD TP TB ET EW EQ0 0 0 0 1381.44 -9514.36 0 0 0 58.2 0 -8074.7 -26145 OK1 0.07528 -1016.34 -97.07 1381.44 -8674.78 -201.6 -18.62 -1.02 58.2 -7.51 -8577.3 -26145 OK2 0.14834 -2002.79 -191.3 1381.44 -7859.9 -398.1 -36.7 -2.04 58.2 -14.8 -9066.0 -26145 OK3 0.21919 -2959.35 -282.6 1381.44 -7069.71 -589.4 -54.23 -3.06 58.2 -21.9 -9540.6 -26145 OK4 0.28782 -3886.02 -371.2 1381.44 -6304.21 -775.7 -71.21 -4.08 58.2 -28.7 -10001.4 -26145 OK5 0.35424 -4782.79 -456.8 1381.44 -5563.41 -956.7 -87.65 -5.11 58.2 -35.3 -10448.2 -26145 OK6 0.41845 -5649.67 -539.6 1381.44 -4847.3 -1133 -103.5 -6.13 58.2 -41.7 -10881.0 -26145 OK7 0.48044 -6486.66 -619.5 1381.44 -4155.88 -1304 -118.9 -7.15 58.2 -47.9 -11299.9 -26145 OK8 0.54022 -7293.76 -696.6 1381.44 -3489.16 -1469 -133.7 -8.17 58.2 -53.9 -11704.9 -26145 OK9 0.59778 -8070.96 -770.9 1381.44 -2847.13 -1630 -147.9 -9.19 58.2 -59.6 -12095.9 -26145 OK

10 0.65313 -8818.27 -842.2 1381.44 -2229.79 -1785 -161.6 -10.2 58.2 -65.2 -12472.9 -26145 OK11 0.70627 -9535.69 -910.8 1381.44 -1637.15 -1936 -174.7 -11.2 58.2 -70.5 -12836.0 -26145 OK12 0.75719 -10223.2 -976.4 1381.44 -1069.2 -2081 -187.3 -12.3 58.2 -75.5 -13185.1 -26145 OK13 0.8059 -10880.9 -1039 1381.44 -525.941 -2221 -199.4 -13.3 58.2 -80.4 -13520.3 -26145 OK14 0.8524 -11508.6 -1099 1381.44 -7.37843 -2356 -210.9 -14.3 58.2 -85 -13841.5 -26145 OK15 0.89668 -12106.4 -1156 1381.44 486.491 -2486 -221.9 -15.3 58.2 -89.5 -14148.8 -26145 OK16 0.93874 -12674.4 -1211 1381.44 955.666 -2610 -232.3 -16.3 58.2 -93.6 -14442.2 -26145 OK17 0.9786 -13212.5 -1262 1381.44 1400.15 -2730 -242.1 -17.4 58.2 -97.6 -14721.5 -26145 OK18 1.01623 -13720.6 -1310 1381.44 1819.94 -2844 -251.4 -18.4 58.2 -101 -14987.0 -26145 OK19 1.05166 -14198.9 -1356 1381.44 2215.03 -2954 -260.2 -19.4 58.2 -105 -15238.5 -26145 OK20 1.08487 -14647.3 -1399 1381.44 2585.43 -3058 -268.4 -20.4 58.2 -108 -15476.0 -26145 OK21 1.11586 -15065.8 -1439 1381.44 2931.14 -3157 -276.1 -21.4 58.2 -111 -15699.6 -26145 OK22 1.14465 -15454.4 -1476 1381.44 3252.16 -3251 -283.2 -22.5 58.2 -114 -15909.2 -26145 OK23 1.17121 -15813.1 -1510 1381.44 3548.48 -3339 -289.8 -23.5 58.2 -117 -16104.9 -26145 OK24 1.19557 -16141.9 -1542 1381.44 3820.11 -3423 -295.8 -24.5 58.2 -119 -16286.6 -26145 OK25 1.21771 -16440.9 -1570 1381.44 4067.04 -3502 -301.3 -25.5 58.2 -121 -16454.4 -26145 OK26 1.23764 -16709.9 -1596 1381.44 4289.28 -3575 -306.2 -26.5 58.2 -123 -16608.2 -26145 OK27 1.25535 -16949 -1619 1381.44 4486.83 -3643 -310.6 -27.6 58.2 -125 -16748.1 -26145 OK28 1.27085 -17158.3 -1639 1381.44 4659.68 -3706 -314.4 -28.6 58.2 -127 -16874.0 -26145 OK29 1.28413 -17337.6 -1656 1381.44 4807.85 -3764 -317.7 -29.6 58.2 -128 -16986.0 -26145 OK30 1.2952 -17487.1 -1670 1381.44 4931.31 -3817 -320.5 -30.6 58.2 -129 -17084.0 -26145 OK31 1.30406 -17606.7 -1682 1381.44 5030.09 -3865 -322.6 -31.7 58.2 -130 -17168.1 -26145 OK32 1.3107 -17696.3 -1690 1381.44 5104.17 -3908 -324.3 -32.7 58.2 -131 -17238.2 -26145 OK33 1.31513 -17756.1 -1696 1381.44 5153.55 -3945 -325.4 -33.7 58.2 -131 -17294.3 -26145 OK34 1.31734 -17786 -1699 1381.44 5178.25 -3978 -325.9 -34.7 58.2 -131 -17336.6 -26145 OK

34.5 1.31762 -17789.7 -1699 1381.44 5181.33 -3992 -326 -35.2 58.2 -131 -17352.4 -26145 OK

KETJarak (m)


TOTAL SYARAT

Kombinasi 5

DL SDL SR PR TD TP TB ET EW EQ0 0 0 0 1381.44 -9514.36 0 -8132.9 -26145 OK1 0.07528 -1016.34 -97.07 1381.44 -8674.78 -115 -8521.8 -26145 OK2 0.14834 -2002.79 -191.3 1381.44 -7859.9 -226.6 -8899.2 -26145 OK3 0.21919 -2959.35 -282.6 1381.44 -7069.71 -334.9 -9265.2 -26145 OK4 0.28782 -3886.02 -371.2 1381.44 -6304.21 -439.7 -9619.7 -26145 OK5 0.35424 -4782.79 -456.8 1381.44 -5563.41 -541.2 -9962.8 -26145 OK6 0.41845 -5649.67 -539.6 1381.44 -4847.3 -639.3 -10294.5 -26145 OK7 0.48044 -6486.66 -619.5 1381.44 -4155.88 -734 -10614.7 -26145 OK8 0.54022 -7293.76 -696.6 1381.44 -3489.16 -825.4 -10923.5 -26145 OK9 0.59778 -8070.96 -770.9 1381.44 -2847.13 -913.3 -11220.8 -26145 OK

10 0.65313 -8818.27 -842.2 1381.44 -2229.79 -997.9 -11506.7 -26145 OK11 0.70627 -9535.69 -910.8 1381.44 -1637.15 -1079 -11781.2 -26145 OK12 0.75719 -10223.2 -976.4 1381.44 -1069.2 -1157 -12044.3 -26145 OK13 0.8059 -10880.9 -1039 1381.44 -525.941 -1231 -12295.9 -26145 OK14 0.8524 -11508.6 -1099 1381.44 -7.37843 -1302 -12536.1 -26145 OK15 0.89668 -12106.4 -1156 1381.44 486.491 -1370 -12764.8 -26145 OK16 0.93874 -12674.4 -1211 1381.44 955.666 -1434 -12982.1 -26145 OK17 0.9786 -13212.5 -1262 1381.44 1400.15 -1495 -13187.9 -26145 OK18 1.01623 -13720.6 -1310 1381.44 1819.94 -1553 -13382.4 -26145 OK19 1.05166 -14198.9 -1356 1381.44 2215.03 -1607 -13565.4 -26145 OK20 1.08487 -14647.3 -1399 1381.44 2585.43 -1658 -13736.9 -26145 OK21 1.11586 -15065.8 -1439 1381.44 2931.14 -1705 -13897.0 -26145 OK22 1.14465 -15454.4 -1476 1381.44 3252.16 -1749 -14045.7 -26145 OK23 1.17121 -15813.1 -1510 1381.44 3548.48 -1789 -14182.9 -26145 OK24 1.19557 -16141.9 -1542 1381.44 3820.11 -1827 -14308.7 -26145 OK25 1.21771 -16440.9 -1570 1381.44 4067.04 -1860 -14423.1 -26145 OK26 1.23764 -16709.9 -1596 1381.44 4289.28 -1891 -14526.0 -26145 OK27 1.25535 -16949 -1619 1381.44 4486.83 -1918 -14617.5 -26145 OK28 1.27085 -17158.3 -1639 1381.44 4659.68 -1942 -14697.6 -26145 OK29 1.28413 -17337.6 -1656 1381.44 4807.85 -1962 -14766.2 -26145 OK30 1.2952 -17487.1 -1670 1381.44 4931.31 -1979 -14823.4 -26145 OK31 1.30406 -17606.7 -1682 1381.44 5030.09 -1992 -14869.1 -26145 OK32 1.3107 -17696.3 -1690 1381.44 5104.17 -2003 -14903.4 -26145 OK33 1.31513 -17756.1 -1696 1381.44 5153.55 -2009 -14926.3 -26145 OK34 1.31734 -17786 -1699 1381.44 5178.25 -2013 -14937.8 -26145 OK

34.5 1.31762 -17789.7 -1699 1381.44 5181.33 -2013 -14939.2 -26145 OK

Jarak (m)


TOTAL SYARAT KET

- Kombinasi Tegangan pada Serat BawahKondisi 1

DL SDL SR PR TD TP TB ET EW EQ0 0.000 0.0 0.0 524.2 -9514.4 0.0 0.0 0.0 -8990.1 -26145 OK1 0.075 971.3 92.8 524.2 -10316.7 192.7 17.8 1.0 -8517.0 -26145 OK2 0.148 1914.1 182.8 524.2 -11095.5 380.4 35.1 2.0 -8057.0 -26145 OK3 0.219 2828.2 270.1 524.2 -11850.7 563.3 51.8 2.9 -7610.1 -26145 OK4 0.288 3713.8 354.7 524.2 -12582.3 741.3 68.1 3.9 -7176.3 -26145 OK5 0.354 4570.9 436.6 524.2 -13290.2 914.4 83.8 4.9 -6755.6 -26145 OK6 0.418 5399.3 515.7 524.2 -13974.6 1082.5 98.9 5.9 -6348.1 -26145 OK7 0.480 6199.2 592.1 524.2 -14635.4 1245.8 113.6 6.8 -5953.6 -26145 OK8 0.540 6970.6 665.8 524.2 -15272.6 1404.2 127.7 7.8 -5572.3 -26145 OK9 0.598 7713.3 736.7 524.2 -15886.2 1557.6 141.3 8.8 -5204.2 -26145 OK

10 0.653 8427.5 804.9 524.2 -16476.2 1706.2 154.4 9.8 -4849.1 -26145 OK11 0.706 9113.2 870.4 524.2 -17042.5 1849.8 167.0 10.7 -4507.2 -26145 OK12 0.757 9770.2 933.2 524.2 -17585.3 1988.6 179.0 11.7 -4178.4 -26145 OK13 0.806 10398.7 993.2 524.2 -18104.5 2122.5 190.6 12.7 -3862.7 -26145 OK14 0.852 10998.7 1050.5 524.2 -18600.1 2251.4 201.6 13.7 -3560.1 -26145 OK15 0.897 11570.0 1105.1 524.2 -19072.1 2375.5 212.0 14.6 -3270.6 -26145 OK16 0.939 12112.8 1156.9 524.2 -19520.5 2494.6 222.0 15.6 -2994.3 -26145 OK17 0.979 12627.0 1206.0 524.2 -19945.3 2608.9 231.4 16.6 -2731.1 -26145 OK18 1.016 13112.7 1252.4 524.2 -20346.4 2718.3 240.3 17.6 -2481.0 -26145 OK19 1.052 13569.8 1296.1 524.2 -20724.0 2822.7 248.7 18.5 -2244.1 -26145 OK20 1.085 13998.3 1337.0 524.2 -21078.0 2922.3 256.5 19.5 -2020.2 -26145 OK21 1.116 14398.2 1375.2 524.2 -21408.4 3016.9 263.8 20.5 -1809.5 -26145 OK22 1.145 14769.6 1410.7 524.2 -21715.2 3106.7 270.7 21.5 -1611.9 -26145 OK23 1.171 15112.4 1443.4 524.2 -21998.4 3191.5 276.9 22.4 -1427.4 -26145 OK24 1.196 15426.7 1473.4 524.2 -22258.0 3271.5 282.7 23.4 -1256.1 -26145 OK25 1.218 15712.4 1500.7 524.2 -22494.0 3346.5 287.9 24.4 -1097.9 -26145 OK26 1.238 15969.5 1525.3 524.2 -22706.4 3416.7 292.6 25.4 -952.8 -26145 OK27 1.255 16198.0 1547.1 524.2 -22895.2 3481.9 296.8 26.3 -820.8 -26145 OK28 1.271 16398.0 1566.2 524.2 -23060.4 3542.2 300.5 27.3 -701.9 -26145 OK29 1.284 16569.4 1582.6 524.2 -23202.0 3597.7 303.6 28.3 -596.2 -26145 OK30 1.295 16712.2 1596.2 524.2 -23320.0 3648.2 306.3 29.3 -503.5 -26145 OK31 1.304 16826.5 1607.1 524.2 -23414.4 3693.9 308.3 30.2 -424.0 -26145 OK32 1.311 16912.2 1615.3 524.2 -23485.2 3734.6 309.9 31.2 -357.7 -26145 OK33 1.315 16969.4 1620.7 524.2 -23532.3 3770.5 311.0 32.2 -304.4 -26145 OK34 1.317 16997.9 1623.5 524.2 -23555.9 3801.4 311.5 33.2 -264.3 -26145 OK

34.5 1.318 17001.5 1623.8 524.2 -23558.9 3815.0 311.6 33.7 -249.1 -26145 OK

KETJarak (m)


TOTAL SYARAT

Kombinasi 2

DL SDL SR PR TD TP TB ET EW EQ0 0 0 0 524.212 -9514.36 0 0 0 -7.22 -8997.4 -26145 OK1 0.07528 -971.3 92.77 524.212 -10316.7 192.67 17.8 0.976 -7.22 -10466.8 -26145 OK2 0.14834 1914.05 182.81 524.212 -11095.5 380.45 35.08 1.952 -7.22 -8064.2 -26145 OK3 0.21919 2828.23 270.12 524.212 -11850.7 563.32 51.83 2.927 -7.22 -7617.3 -26145 OK4 0.28782 3713.83 354.71 524.212 -12582.3 741.29 68.06 3.903 -7.22 -7183.5 -26145 OK5 0.35424 4570.87 436.57 524.212 -13290.2 914.36 83.76 4.879 -7.22 -6762.8 -26145 OK6 0.41845 5399.34 515.69 524.212 -13974.6 1082.5 98.94 5.855 -7.22 -6355.3 -26145 OK7 0.48044 6199.24 592.09 524.212 -14635.4 1245.8 113.6 6.831 -7.22 -5960.9 -26145 OK8 0.54022 6970.58 665.76 524.212 -15272.6 1404.2 127.7 7.806 -7.22 -5579.6 -26145 OK9 0.59778 7713.35 736.7 524.212 -15886.2 1557.6 141.3 8.782 -7.22 -5211.4 -26145 OK

10 0.65313 8427.54 804.92 524.212 -16476.2 1706.2 154.4 9.758 -7.22 -4856.3 -26145 OK11 0.70627 9113.18 870.4 524.212 -17042.5 1849.8 167 10.73 -7.22 -4514.4 -26145 OK12 0.75719 9770.24 933.16 524.212 -17585.3 1988.6 179 11.71 -7.22 -4185.6 -26145 OK13 0.8059 10398.7 993.19 524.212 -18104.5 2122.5 190.6 12.69 -7.22 -3869.9 -26145 OK14 0.8524 10998.7 1050.5 524.212 -18600.1 2251.4 201.6 13.66 -7.22 -3567.3 -26145 OK15 0.89668 11570 1105.1 524.212 -19072.1 2375.5 212 14.64 -7.22 -3277.9 -26145 OK16 0.93874 12112.8 1156.9 524.212 -19520.5 2494.6 222 15.61 -7.22 -3001.5 -26145 OK17 0.9786 12627 1206 524.212 -19945.3 2608.9 231.4 16.59 -7.22 -2738.3 -26145 OK18 1.01623 13112.7 1252.4 524.212 -20346.4 2718.3 240.3 17.56 -7.22 -2488.2 -26145 OK19 1.05166 13569.8 1296.1 524.212 -20724 2822.7 248.7 18.54 -7.22 -2251.3 -26145 OK20 1.08487 13998.3 1337 524.212 -21078 2922.3 256.5 19.52 -7.22 -2027.4 -26145 OK21 1.11586 14398.2 1375.2 524.212 -21408.4 3016.9 263.8 20.49 -7.22 -1816.7 -26145 OK22 1.14465 14769.6 1410.7 524.212 -21715.2 3106.7 270.7 21.47 -7.22 -1619.1 -26145 OK23 1.17121 15112.4 1443.4 524.212 -21998.4 3191.5 276.9 22.44 -7.22 -1434.7 -26145 OK24 1.19557 15426.7 1473.4 524.212 -22258 3271.5 282.7 23.42 -7.22 -1263.3 -26145 OK25 1.21771 15712.4 1500.7 524.212 -22494 3346.5 287.9 24.39 -7.22 -1105.1 -26145 OK26 1.23764 15969.5 1525.3 524.212 -22706.4 3416.7 292.6 25.37 -7.22 -960.0 -26145 OK27 1.25535 16198 1547.1 524.212 -22895.2 3481.9 296.8 26.35 -7.22 -828.0 -26145 OK28 1.27085 16398 1566.2 524.212 -23060.4 3542.2 300.5 27.32 -7.22 -709.1 -26145 OK29 1.28413 16569.4 1582.6 524.212 -23202 3597.7 303.6 28.3 -7.22 -603.4 -26145 OK30 1.2952 16712.2 1596.2 524.212 -23320 3648.2 306.3 29.27 -7.22 -510.8 -26145 OK31 1.30406 16826.5 1607.1 524.212 -23414.4 3693.9 308.3 30.25 -7.22 -431.3 -26145 OK32 1.3107 16912.2 1615.3 524.212 -23485.2 3734.6 309.9 31.23 -7.22 -364.9 -26145 OK33 1.31513 16969.4 1620.7 524.212 -23532.3 3770.5 311 32.2 -7.22 -311.6 -26145 OK34 1.31734 16997.9 1623.5 524.212 -23555.9 3801.4 311.5 33.18 -7.22 -271.5 -26145 OK

34.5 1.31762 17001.5 1623.8 524.212 -23558.9 3815 311.6 33.66 -7.22 -256.3 -26145 OK

Jarak (m)


TOTAL SYARAT KET

Kombinasi 3

DL SDL SR PR TD TP TB ET EW EQ0 0 0 0 524.212 -9514.36 0 0 0 0.0 -8990.1 -26145 OK1 0.07528 971.31 92.77 524.212 -10316.7 192.67 17.8 0.976 7.2 -8509.8 -26145 OK2 0.14834 1914.05 182.81 524.212 -11095.5 380.45 35.08 1.952 14.1 -8042.8 -26145 OK3 0.21919 2828.23 270.12 524.212 -11850.7 563.32 51.83 2.927 20.9 -7589.2 -26145 OK4 0.28782 3713.83 354.71 524.212 -12582.3 741.29 68.06 3.903 27.4 -7148.8 -26145 OK5 0.35424 4570.87 436.57 524.212 -13290.2 914.36 83.76 4.879 33.8 -6721.8 -26145 OK6 0.41845 5399.34 515.69 524.212 -13974.6 1082.5 98.94 5.855 39.9 -6308.2 -26145 OK7 0.48044 6199.24 592.09 524.212 -14635.4 1245.8 113.6 6.831 45.8 -5907.8 -26145 OK8 0.54022 6970.58 665.76 524.212 -15272.6 1404.2 127.7 7.806 51.5 -5520.8 -26145 OK9 0.59778 7713.35 736.7 524.212 -15886.2 1557.6 141.3 8.782 57.0 -5147.2 -26145 OK

10 0.65313 8427.54 804.92 524.212 -16476.2 1706.2 154.4 9.758 62.3 -4786.8 -26145 OK11 0.70627 9113.18 870.4 524.212 -17042.5 1849.8 167 10.73 67.3 -4439.8 -26145 OK12 0.75719 9770.24 933.16 524.212 -17585.3 1988.6 179 11.71 72.2 -4106.2 -26145 OK13 0.8059 10398.7 993.19 524.212 -18104.5 2122.5 190.6 12.69 76.8 -3785.8 -26145 OK14 0.8524 10998.7 1050.5 524.212 -18600.1 2251.4 201.6 13.66 81.3 -3478.8 -26145 OK15 0.89668 11570 1105.1 524.212 -19072.1 2375.5 212 14.64 85.5 -3185.2 -26145 OK16 0.93874 12112.8 1156.9 524.212 -19520.5 2494.6 222 15.61 89.5 -2904.8 -26145 OK17 0.9786 12627 1206 524.212 -19945.3 2608.9 231.4 16.59 93.3 -2637.8 -26145 OK18 1.01623 13112.7 1252.4 524.212 -20346.4 2718.3 240.3 17.56 96.9 -2384.1 -26145 OK19 1.05166 13569.8 1296.1 524.212 -20724 2822.7 248.7 18.54 100.3 -2143.8 -26145 OK20 1.08487 13998.3 1337 524.212 -21078 2922.3 256.5 19.52 103.4 -1916.8 -26145 OK21 1.11586 14398.2 1375.2 524.212 -21408.4 3016.9 263.8 20.49 106.4 -1703.1 -26145 OK22 1.14465 14769.6 1410.7 524.212 -21715.2 3106.7 270.7 21.47 109.1 -1502.8 -26145 OK23 1.17121 15112.4 1443.4 524.212 -21998.4 3191.5 276.9 22.44 111.7 -1315.8 -26145 OK24 1.19557 15426.7 1473.4 524.212 -22258 3271.5 282.7 23.42 114.0 -1142.1 -26145 OK25 1.21771 15712.4 1500.7 524.212 -22494 3346.5 287.9 24.39 116.1 -981.8 -26145 OK26 1.23764 15969.5 1525.3 524.212 -22706.4 3416.7 292.6 25.37 118.0 -834.8 -26145 OK27 1.25535 16198 1547.1 524.212 -22895.2 3481.9 296.8 26.35 119.7 -701.1 -26145 OK28 1.27085 16398 1566.2 524.212 -23060.4 3542.2 300.5 27.32 121.2 -580.7 -26145 OK29 1.28413 16569.4 1582.6 524.212 -23202 3597.7 303.6 28.3 122.4 -473.7 -26145 OK30 1.2952 16712.2 1596.2 524.212 -23320 3648.2 306.3 29.27 123.5 -380.1 -26145 OK31 1.30406 16826.5 1607.1 524.212 -23414.4 3693.9 308.3 30.25 124.3 -299.7 -26145 OK32 1.3107 16912.2 1615.3 524.212 -23485.2 3734.6 309.9 31.23 125.0 -232.7 -26145 OK33 1.31513 16969.4 1620.7 524.212 -23532.3 3770.5 311 32.2 125.4 -179.0 -26145 OK34 1.31734 16997.9 1623.5 524.212 -23555.9 3801.4 311.5 33.18 125.6 -138.7 -26145 OK

34.5 1.31762 17001.5 1623.8 524.212 -23558.9 3815 311.6 33.66 125.6 -123.5 -26145 OK

TOTAL SYARAT KETJarak (m)


Kombinasi 4

DL SDL SR PR TD TP TB ET EW EQ0 0 0 0 524.212 -9514.36 0.0 0.0 0.0 -7.22 0 -8997.4 -26145 OK1 0.07528 971.31 92.77 524.212 -10316.7 192.7 17.8 1.0 -7.22 7.177 -8517.0 -26145 OK2 0.14834 1914.05 182.81 524.212 -11095.5 380.4 35.1 2.0 -7.22 14.14 -8050.0 -26145 OK3 0.21919 2828.23 270.12 524.212 -11850.7 563.3 51.8 2.9 -7.22 20.9 -7596.4 -26145 OK4 0.28782 3713.83 354.71 524.212 -12582.3 741.3 68.1 3.9 -7.22 27.44 -7156.0 -26145 OK5 0.35424 4570.87 436.57 524.212 -13290.2 914.4 83.8 4.9 -7.22 33.77 -6729.0 -26145 OK6 0.41845 5399.34 515.69 524.212 -13974.6 1082.5 98.9 5.9 -7.22 39.89 -6315.4 -26145 OK7 0.48044 6199.24 592.09 524.212 -14635.4 1245.8 113.6 6.8 -7.22 45.8 -5915.0 -26145 OK8 0.54022 6970.58 665.76 524.212 -15272.6 1404.2 127.7 7.8 -7.22 51.5 -5528.0 -26145 OK9 0.59778 7713.35 736.7 524.212 -15886.2 1557.6 141.3 8.8 -7.22 56.99 -5154.4 -26145 OK

10 0.65313 8427.54 804.92 524.212 -16476.2 1706.2 154.4 9.8 -7.22 62.27 -4794.0 -26145 OK11 0.70627 9113.18 870.4 524.212 -17042.5 1849.8 167.0 10.7 -7.22 67.33 -4447.0 -26145 OK12 0.75719 9770.24 933.16 524.212 -17585.3 1988.6 179.0 11.7 -7.22 72.19 -4113.4 -26145 OK13 0.8059 10398.7 993.19 524.212 -18104.5 2122.5 190.6 12.7 -7.22 76.83 -3793.0 -26145 OK14 0.8524 10998.7 1050.5 524.212 -18600.1 2251.4 201.6 13.7 -7.22 81.27 -3486.0 -26145 OK15 0.89668 11570 1105.1 524.212 -19072.1 2375.5 212.0 14.6 -7.22 85.49 -3192.4 -26145 OK16 0.93874 12112.8 1156.9 524.212 -19520.5 2494.6 222.0 15.6 -7.22 89.5 -2912.0 -26145 OK17 0.9786 12627 1206 524.212 -19945.3 2608.9 231.4 16.6 -7.22 93.3 -2645.0 -26145 OK18 1.01623 13112.7 1252.4 524.212 -20346.4 2718.3 240.3 17.6 -7.22 96.89 -2391.4 -26145 OK19 1.05166 13569.8 1296.1 524.212 -20724 2822.7 248.7 18.5 -7.22 100.3 -2151.0 -26145 OK20 1.08487 13998.3 1337 524.212 -21078 2922.3 256.5 19.5 -7.22 103.4 -1924.0 -26145 OK21 1.11586 14398.2 1375.2 524.212 -21408.4 3016.9 263.8 20.5 -7.22 106.4 -1710.3 -26145 OK22 1.14465 14769.6 1410.7 524.212 -21715.2 3106.7 270.7 21.5 -7.22 109.1 -1510.0 -26145 OK23 1.17121 15112.4 1443.4 524.212 -21998.4 3191.5 276.9 22.4 -7.22 111.7 -1323.0 -26145 OK24 1.19557 15426.7 1473.4 524.212 -22258 3271.5 282.7 23.4 -7.22 114 -1149.3 -26145 OK25 1.21771 15712.4 1500.7 524.212 -22494 3346.5 287.9 24.4 -7.22 116.1 -989.0 -26145 OK26 1.23764 15969.5 1525.3 524.212 -22706.4 3416.7 292.6 25.4 -7.22 118 -842.0 -26145 OK27 1.25535 16198 1547.1 524.212 -22895.2 3481.9 296.8 26.3 -7.22 119.7 -708.3 -26145 OK28 1.27085 16398 1566.2 524.212 -23060.4 3542.2 300.5 27.3 -7.22 121.2 -588.0 -26145 OK29 1.28413 16569.4 1582.6 524.212 -23202 3597.7 303.6 28.3 -7.22 122.4 -480.9 -26145 OK30 1.2952 16712.2 1596.2 524.212 -23320 3648.2 306.3 29.3 -7.22 123.5 -387.3 -26145 OK31 1.30406 16826.5 1607.1 524.212 -23414.4 3693.9 308.3 30.2 -7.22 124.3 -306.9 -26145 OK32 1.3107 16912.2 1615.3 524.212 -23485.2 3734.6 309.9 31.2 -7.22 125 -239.9 -26145 OK33 1.31513 16969.4 1620.7 524.212 -23532.3 3770.5 311.0 32.2 -7.22 125.4 -186.2 -26145 OK34 1.31734 16997.9 1623.5 524.212 -23555.9 3801.4 311.5 33.2 -7.22 125.6 -145.9 -26145 OK

34.5 1.31762 17001.5 1623.8 524.212 -23558.9 3815.0 311.6 33.7 -7.22 125.6 -130.7 -26145 OK

Jarak (m)


TOTAL SYARAT KET

Kombinasi 5

DL SDL SR PR TD TP TB ET EW EQ0 0 0.0 0.0 524.2 -9514.4 0.0 -8990.1 -26145 OK1 0.07528 971.3 92.8 524.2 -10316.7 109.9 -8618.5 -26145 OK2 0.14834 1914.1 182.8 524.2 -11095.5 216.6 -8257.8 -26145 OK3 0.21919 2828.2 270.1 524.2 -11850.7 320.0 -7908.1 -26145 OK4 0.28782 3713.8 354.7 524.2 -12582.3 420.3 -7569.3 -26145 OK5 0.35424 4570.9 436.6 524.2 -13290.2 517.2 -7241.4 -26145 OK6 0.41845 5399.3 515.7 524.2 -13974.6 611.0 -6924.4 -26145 OK7 0.48044 6199.2 592.1 524.2 -14635.4 701.5 -6618.3 -26145 OK8 0.54022 6970.6 665.8 524.2 -15272.6 788.8 -6323.2 -26145 OK9 0.59778 7713.3 736.7 524.2 -15886.2 872.9 -6039.1 -26145 OK

10 0.65313 8427.5 804.9 524.2 -16476.2 953.7 -5765.8 -26145 OK11 0.70627 9113.2 870.4 524.2 -17042.5 1031.3 -5503.5 -26145 OK12 0.75719 9770.2 933.2 524.2 -17585.3 1105.6 -5252.1 -26145 OK13 0.8059 10398.7 993.2 524.2 -18104.5 1176.7 -5011.6 -26145 OK14 0.8524 10998.7 1050.5 524.2 -18600.1 1244.6 -4782.1 -26145 OK15 0.89668 11570.0 1105.1 524.2 -19072.1 1309.3 -4563.5 -26145 OK16 0.93874 12112.8 1156.9 524.2 -19520.5 1370.7 -4355.8 -26145 OK17 0.9786 12627.0 1206.0 524.2 -19945.3 1428.9 -4159.1 -26145 OK18 1.01623 13112.7 1252.4 524.2 -20346.4 1483.8 -3973.3 -26145 OK19 1.05166 13569.8 1296.1 524.2 -20724.0 1535.6 -3798.4 -26145 OK20 1.08487 13998.3 1337.0 524.2 -21078.0 1584.1 -3634.5 -26145 OK21 1.11586 14398.2 1375.2 524.2 -21408.4 1629.3 -3481.4 -26145 OK22 1.14465 14769.6 1410.7 524.2 -21715.2 1671.3 -3339.4 -26145 OK23 1.17121 15112.4 1443.4 524.2 -21998.4 1710.1 -3208.2 -26145 OK24 1.19557 15426.7 1473.4 524.2 -22258.0 1745.7 -3088.0 -26145 OK25 1.21771 15712.4 1500.7 524.2 -22494.0 1778.0 -2978.7 -26145 OK26 1.23764 15969.5 1525.3 524.2 -22706.4 1807.1 -2880.3 -26145 OK27 1.25535 16198.0 1547.1 524.2 -22895.2 1833.0 -2792.9 -26145 OK28 1.27085 16398.0 1566.2 524.2 -23060.4 1855.6 -2716.4 -26145 OK29 1.28413 16569.4 1582.6 524.2 -23202.0 1875.0 -2650.8 -26145 OK30 1.2952 16712.2 1596.2 524.2 -23320.0 1891.2 -2596.1 -26145 OK31 1.30406 16826.5 1607.1 524.2 -23414.4 1904.1 -2552.4 -26145 OK32 1.3107 16912.2 1615.3 524.2 -23485.2 1913.8 -2519.6 -26145 OK33 1.31513 16969.4 1620.7 524.2 -23532.3 1920.3 -2497.8 -26145 OK34 1.31734 16997.9 1623.5 524.2 -23555.9 1923.5 -2486.8 -26145 OK

34.5 1.31762 17001.5 1623.8 524.2 -23558.9 1923.9 -2485.5 -26145 OK

KETJarak (m)


TOTAL SYARAT

5.1.10. Lendutan Box GirderAc = 10.70 m2Ix = 15.40 m4Wa = 9.13 m3Wb = 9.55 m3Ec = 42205.28 Mpa

42205280.64 Kn/m2Peff = 101803.63 Knes = 1.32 mL = 69 mQdl = 273 kN/mQsdl = 26 kN/mQtd = 47 kN/mPtd = 497 kNQtp = 5 kN/mMtb = 322 kNmQew = 2 kN/mQeq = 31 kN/m1. Lendutan pada keadaan awal (transfer)

Pt = 183935,71 KnMdl = 162379,8563 kNm

Qpt=8 x pt x esL2=8 x 183935,71 x 1,32

692 =407,23677 Kn/m

Qdl=8 x MdlL2 =8 x 162379,8563

692 =272,85 kN /m

δ 1= 5384

x (−407,23677+272,85 ) x 694

(42205280,64 x 15,40 )=−0,0610167 m

δizin= L800

= 69800

=0,08625 m

δ 1<δizin−−→OK

2. Lendutan setelah Loss of PrestressPeff = 101803,634 KnMdl = 162379,8563 kNm

Qeff =8 x Peff x esL2=8 x 101803,634 x 1,32

692 =225,3949 Kn /m

Qdl=8 x MdlL2 =8 x 162379,8563

692 =272,85 kN /m

δ 2= 5384

x (−225,3949+272,85 ) x 694

(42205280,64 x15,40 )=−0,0215463m

δizin= L800

= 69800

=0,08625 m

δ 2<δizin−−→OK

3. Lendutan Box Girder akibat Beban

Ac = 10.70 m2Ix = 15.40 m4Wa = 9.13 m3Wb = 9.55 m3Ec = 42205.28 Mpa

42205280.64 Kn/m2Peff = 101803.63 Knes = 1.32 mL = 69 m

- Lendutan Akibat Berat Sendiri(MS)

δdl= 5384

xQdlx L4

( Ec x iX )

¿ 5384

x 273 x 694

(42205280,64 x 15,40 )=0,123884286 m

- Lendutan Akibat Beban Mati Tambahan (MA)

δsdl= 5384

xQSdlx L4

(Ec x iX )

¿ 5384

x 26 x 694

(42205280,64 x15,40 )=0,011832232m

- Lendutan Akibat Beban Lajur “D”(TD)

δtd= 5384

xQtdx L4

( Ec x iX )

¿ 5384

x 47 x 694

(42205280,64 x 15,40 )=0,021253423 m

- Lendutan Akibat Beban Lajur Terpusat

δtd= 5384

xPtdx L4

( Ec x iX )

¿ 5384

x 497 x 694

(42205280,64 x 15,40 )=0,005236309 m

- Lendutan Akibat Beban Orang

δtp= 5384

xQtpx L4

( Ec x iX )

¿ 5384

x 5 x 694

(42205280,64 x15,40 )=0,00227019 m

- Lendutan Akibat Beban Rem

δtb= 5384

xMtbx L4

( Ec x iX )

¿ 5384

x 322x 694

( 42205280,64 x15,40 )=0,000151186 m

- Lendutan Akibat Beban Angin

δew= 5384

xQewx L4

( Ec x iX )

¿ 5384

x 2 x 694

( 42205280,64 x15,40 )=0,000915341 m

- Lendutan Akibat Beban Gempa

δeq= 5384

xQeqx L4

( Ec x iX )

¿ 5384

x 31 x 694

( 42205280,64 x15,40 )=0,014018879 m

- Lendutan Akibat SusutPs= 22009,81262 KnE’ = 1,54 m

Q=8 x Ps x E 'L2

¿8 x22009,81262 x 1,54692 =56,857829 Kn /m

δsh= 5384

xQshx L4

( Ec x iX )

¿ 5384

x 56,857829 x 694

( ( 42205280,64 x15,40 ) )=0,025815619m

- Lendutan Akibat Creepδcr=δ 1−δ 2=−0,0610167−−0,0215463=−0,082563101mδsr=δcr+δsh¿−0,082563101+0,025815619=−0,056747483 m

- Lendutan Akibat Temperatur∑ Pt=264,9216098 KnEp = 1,15 m

δtr=0,0642 x∑ Pt xepx L2

EcI x

¿ 0,0642 x 264,9216098 x 1,15 x 692

42205280,6415,40

=0,000143599 m

5.1.11. Kontrol Tegangan terhadap Kombinasi BebanKombinasi 1

DL SDL SR PR TD TP TB ET EW EQ0.123884286 0.011832 -0.05675 -0.10234 0.02649 0.00227 0.000151 0.005542 0.08625 ok

KetLENDUTAN AKIBAT

Total Syarat

Kombinasi 2

DL SDL SR PR TD TP TB ET EW EQ0.123884286 0.011832 -0.05675 -0.10234 0.02649 0.00227 0.000151 0.000144 0.005686 0.08625 ok

LENDUTAN AKIBATTotal Syarat Ket

Kombinasi 3

DL SDL SR PR TD TP TB ET EW EQ0.123884286 0.011832 -0.05675 -0.10234 0.02649 0.00227 0.000151 0.000915 0.006458 0.08625 ok


Kombinasi 4

DL SDL SR PR TD TP TB ET EW EQ0.123884286 0.011832 -0.05675 -0.10234 0.02649 0.00227 0.000151 0.000144 0.000915 0.006601 0.08625 ok


Kombinasi 5

DL SDL SR PR TD TP TB ET EW EQ0.123884286 0.011832 -0.05675 -0.10234 0.014019 -0.00935 0.08625 ok


5.1.12. Pembesian End Block

SC (Ton) D (mm) SC (Ton) D (mm)1 37 430 37 430 46 187.32 79.06% 5385.95345 5.42308232 37 430 37 430 46 187.32 79.06% 5385.95345 4.36797523 37 430 37 430 46 187.32 79.06% 5385.95345 3.3098919

Pj (Kn) Sudut No CableAngkur hidup VSL Angkur Mati VSL

ns strand Pbs (Kn) Po

Momen Statis Penampang Balok Bagian Atas

Ya = 1,69 mYb = 1,61 m

Luaslebar tebal tampang

m m A (m2) m m31 9 0.3 1 1 2.7 1.53738 4.152 2.5 0.55 1 1 1.375 0.74369 1.023 2.5 0.55 1 1 1.375 0.74369 1.024 2.5 0.55 1 1 1.375 0.74369 1.025 7 0.4 1 1 2.8 0 0.00

9.625 7.22

DimensiNo

shape factore

jumlah tampang

LenganMomen

Statis

Momen Statis Penampang Balok Bagian Bawah

Ya = 1,69 mYb = 1,61 m

Luaslebar tebal tampang

m m A (m2) m m31 9 0.3 1 1 2.7 0 0.002 2.5 0.55 1 1 1.375 0.65631 0.903 2.5 0.55 1 1 1.375 0.65631 0.904 2.5 0.55 1 1 1.375 0.65631 0.905 7 0.4 1 1 2.8 1.41262 3.96

9.625 6.66

Dimensishape

factorejumlah

tampangLengan

NoMomen

Statis

1. Perhitungan Sengkang untuk Bursting Force

- Rasio Perbandingan lebar plat angkur untuk sengkang arah vertical

ra=Ha

- Rasio Perbandingan lebar plat angkur untuk sengkang arah horizontal

rb=Ha

- Bursting force untuk sengkang arah verticalPbta=0,3 x (1−ra) x pj

- Bursting force untuk sengkang arah horizontalPbtb=0,3 x (1−rb ) x pj

- Luas Tulangan sengkang arah vertical yang diperlukan

Ara=Pbta

(0,85 x fs)

- Luas Tulangan sengkang arah horizontal yang diperlukan

Arb=Pbtb

(0,85 x fs)- fs = Tegangan ijin Tarik baja sengkang- digunkan Mutu baja U-32

fy = 320 Mpafs = 184.96 MPa

- Digunakan sengkang tertutup D = 13 mmJumlah 2

- Luas Penampang Sengkang

A s=3,14 x132

4 x 2=265,33 mm2=0,0002653m2

- Jumlah sengkang arah vertical yang dibutuhkan

n=A ra

A s

- Jumlah sengkang arah horizontal yang dibutuhkan

n=A rb

A s

Perhitungan Sengkang Arah Vertikal

SC (Ton) D (mm) SC (Ton) D (mm)1 37 430 37 430 5385.953 305 370 0.82432432 283.8543 0.001806 72 37 430 37 430 5385.953 305 370 0.82432432 283.8543 0.001806 73 37 430 37 430 5385.953 305 370 0.82432432 283.8543 0.001806 7

Ara (mm2) n sengkangAngkur hidup VSL Angkur Mati VSLNo

CablePj (Kn) H (mm) A (mm) ra P bta

Perhitungan Sengkang Arah Horizontal

SC (Ton) D (mm) SC (Ton) D (mm)1 37 430 37 430 5385.953 305 370 0.82432432 283.8543 0.001806 72 37 430 37 430 5385.953 305 370 0.82432432 283.8543 0.001806 73 37 430 37 430 5385.953 305 370 0.82432432 283.8543 0.001806 7

rb P btb Arb (mm2) n sengkangNo

CableAngkur hidup VSL Angkur Mati VSL

Pj (Kn) H (mm) A (mm)

2. Jumlah Sengkang yang digunakan untuk Bursting Force

SC (Ton) D (mm) SC (Ton) D (mm)1 37 430 37 430 22 37 430 37 430 23 37 430 37 430 2

No Cable

Angkur hidup VSL Angkur Mati VSLn sengkang

3. Tinjauan terhadap Geser

- V = gaya geser akibat beban- M= momen akibat beban - Eksentrisitas Tendon :

e=Y =4 x f x X x (L−x )

L2

- Sudut kemiringan tendonα=ATAN ¿¿

- Komponen gaya arah xPx=Peff xcos α

- Komponen gaya arah yPx=Peff xsin α

- Resultan gaya geserVr=V−Py

- Tegangan Geser yang terjadi

fv=Vr x Sxb x Ix

- Untuk tinjauan geser diatas garis netral :

Tegangan beton di serat atas

fa=Px x eWa

− PxA

− MWa

Sudut Bidang Geser

γ=12

x ATAN x( 2 x fvfa

)

Jarak Sengkang yang dibutuhkan

as= fa x At¿¿

At=Luas TulanganGeserDigunakan tulangan geser sengkang berdiameter D = 22 mmJumlah Kaki SengkangNt = 6

At =6 x3,144 x222 =2279,64 mm2=0,0022796 m2

L = 69 mPeff = 101803.6 Knf = 1.317617 mb = 3 mA = 10.70 m2Ix = 15.40 m4Sx = 6.66 m3Wa = 9.13 m3Wb = 9.55 m3

Tinjauan Geser di atas Garis Netral

M (kNm) V (Kn)0.00 0.00 12427.38 0.00 0.076 101507.94 7754 4673.84 673.938205 -9486.724 -0.0706 0.1513263.00 35694.83 11369.17 0.22 0.070 101556.95 7083 4286.43 618.076912 -10963.17 -0.0561 0.2398316.00 68215.03 10310.96 0.42 0.063 101601.57 6411 3899.96 562.349474 -12311.07 -0.0456 0.3649459.00 97560.61 9252.76 0.60 0.056 101641.77 5738 3514.32 506.74341 -13530.99 -0.0374 0.542545

12.00 123731.57 8194.55 0.76 0.050 101677.55 5065 3129.44 451.246158 -14623.45 -0.0308 0.79878715.00 146727.91 7136.34 0.90 0.043 101708.89 4391 2745.23 395.845086 -15588.94 -0.0254 1.17925418.00 166549.63 6078.14 1.02 0.037 101735.77 3717 2361.60 340.527498 -16427.85 -0.0207 1.76924721.00 183196.72 5019.93 1.12 0.030 101758.19 3041 1978.45 285.280644 -17140.53 -0.0166 2.74390724.00 196669.20 3961.72 1.20 0.023 101776.14 2366 1595.71 230.091727 -17727.29 -0.013 4.5112927.00 206967.05 2903.51 1.26 0.017 101789.6 1690 1213.28 174.947912 -18188.35 -0.0096 8.21398830.00 214090.27 1845.31 1.30 0.010 101798.58 1014 831.08 119.836334 -18523.89 -0.0065 18.1572633.00 218038.88 787.10 1.315 0.003 101803.07 338.1 449.01 64.7441072 -18734.02 -0.0035 63.6226634.50 218822.70 257.99 1.318 0.000 101803.63 0.00 257.99 37.2012194 -18792.09 -0.002 193.902

fa (kN/m2) γ (rad) as (m)x ( m ) KOMBINASI 3

e (m) α (rad) Px (Kn) Py (Kn) Vr (Kn) fv (kN/m2)

Tinjauan di bawah Garis Netral

M (kNm) V (Kn)0.00 0.00 12427.38 0.00 0.076 101507.94 7754 4673.84 673.938205 -9486.724 -0.0706 0.1513263.00 35694.83 11369.17 0.22 0.070 101556.95 7083 4286.43 618.076912 -10897.95 -0.0565 0.2369966.00 68215.03 10310.96 0.42 0.063 101601.57 6411 3899.96 562.349474 -12186.31 -0.046 0.3576019.00 97560.61 9252.76 0.60 0.056 101641.77 5738 3514.32 506.74341 -13352.34 -0.0379 0.528333

12.00 123731.57 8194.55 0.76 0.050 101677.55 5065 3129.44 451.246158 -14396.55 -0.0313 0.77421415.00 146727.91 7136.34 0.90 0.043 101708.89 4391 2745.23 395.845086 -15319.39 -0.0258 1.13885118.00 166549.63 6078.14 1.02 0.037 101735.77 3717 2361.60 340.527498 -16121.24 -0.0211 1.70384921.00 183196.72 5019.93 1.12 0.030 101758.19 3041 1978.45 285.280644 -16802.44 -0.017 2.63675724.00 196669.20 3961.72 1.20 0.023 101776.14 2366 1595.71 230.091727 -17363.27 -0.0132 4.32794927.00 206967.05 2903.51 1.26 0.017 101789.6 1690 1213.28 174.947912 -17803.95 -0.0098 7.87049830.00 214090.27 1845.31 1.30 0.010 101798.58 1014 831.08 119.836334 -18124.66 -0.0066 17.3830833.00 218038.88 787.10 1.32 0.003 101803.07 338.1 449.01 64.7441072 -18325.51 -0.0035 60.8782134.50 218822.70 257.99 1.32 0.000 101803.63 0.00 257.99 37.2012194 -18381 -0.002 185.5114

x ( m ) KOMBINASI 3

e (m) α (rad) γ (rad) as (m)Px (Kn) Py (Kn) Vr (Kn) fv (kN/m2) fa (kN/m2)

Geser 1 Geser 2

0.00 151 151 1503.00 240 237 2306.00 365 358 3509.00 543 528 520

12.00 799 774 70015.00 1179 1139 70018.00 1769 1704 70021.00 2744 2637 70024.00 4511 4328 70027.00 8214 7870 70030.00 18157 17383 70033.00 63623 60878 70034.50 193902 185511 700

Jarak yang

diambx (m)

Jarak Sengkang D22 (mm)

Gambar 3 ……………………………………………….

5.2 Pembesian Box Girder

Permodelan yang digunakan

B1 9 mt1 0.3 mB2 7 mt2 0.5 mH1 2.5 mt3 0.6 m

5.3.1 Plat Dinding Atas

Tebal Plat Dinding t1 = 600 mm

Rasio tulangan susut ρ = 0,25%

Luas Tulangan Susut AS = ρ * t3 * 1000 = 1500 m2

digunakan tulanga D-16

Luas Tulangan As1 = /4 * D2 = 200,96 mm2

Jarak Tulangan s = 1000 * As1/As = 133,973 mm

D16 – 125

5.3.2 Plat Dinding Tepi



Luas Tulangan Susut AS = ρ * t3 * 1000 = 1500m2




D16 - 125

5.3.3 Plat Bawah



Luas Tulangan Susut AS = ρ * t2 * 1000 = 1250m2




D16 - 150

5.3.4 Plat Atas



Luas Tulangan Susut AS = ρ * t1 * 1000 = 750 m2




D16 – 250

5.3 Tinjauan Slab Lantai Jembatan

tebal slab lantai jembatan (h) 0.3 mtebal lapisan aspal (ha) 0.05 mtinggi genangan air hujan (th) 0.05 mbentang slab (s) 9 mlebar lalulintas (b1) 7 mlebar trotoar (b2) 1 mpanjang bentang jembatan (L) 69 m

Spesific Gravity kN/m3beton bertulang 25beton prestresing 25.5beton 24aspal 22air hujan 9.8baja 77

Mutu Beton K-600mutu beton box girder 700kuat tekan beton 58.1 Mpamodulus elastis beton 38536.60 Mpaangka poisson 0.2modulus geser 16056.91627 Mpakoefisien muai panjang beton 0.00001 C

Mutu Bajabaja Ø12 mm (U) 39tegangan leleh 390 Mpa

5.4.1 Berat Sendiri (MS)

faktor beban 1.3ditinjau slab lantai (b) b 1 mtebal lantai (h) h 0.3 mberat beton bertulang (Wc) Wc 25.5 kN/m³berat sendiri (Qms) b*h*Wc 7.65 kN/mMomen max (Mms) 1/12 * Qms*S2 51.64 kNm

5.4.2 Beban Mati Gambar (MA)

faktor beban 2Berat aspal w1 1.1 kN/mtrotoar w2 6 kN/mair hujan w3 0.49 kN/mbeban mati tambahan (Qma) w1+w2+w3 7.59 kN/mMomen max (Mma) 1/12 * Qms*S2 7.49 kNm

5.4.3 Beban Kendaraan

faktor beban 1.8beban truk T 112.5 kNfaktor kejut 1.3Ptt T*1,3 146.25 kNMomen Maks 1/8*Ptt*s 0 kNm

5.4.4 Beban Angin

faktor beban 1.2koefisien seret Cw 1.2Kec. Angin Vw 35 m/dtkTew Tew 1.764 kNbidang vertikal bidang kend. h 2 mjarak antar roda x 1.75 mtransfer beban ke lantai Pew 1.008 kNMomen maks Mew 1.134 kNm

5.4.5 Pengaruh Temperatur (ET)

faktor beban 1.2Temperatur maks Tmax 40 °CTemperatur min Tmin 15 °Cperbedaan temperatur ∆T 12.5 °Ckoef. Muai α 0.00001 /°CE beton Ec 38536599.04 kpamomen maks Met 0.361 kNm

Momen Ultimate Slab Lantai Jembatan

jarak antar roda x 1.75 mtransfer beban ke lantai Pew 1.008 kNMomen maks Mew 1.134 kNm

14.5 PENGARUH TEMPERATUR (ET)faktor beban 1.2Temperatur maks Tmax 40 °C

5.4.6 Pembesian Slab

Momen Rencana Ultimate Mu 83.908 kNmMutu Beton f'c 49.8 MpaTegangan Leleh Baja fy 390 MPaTebal Slab h 300 mmJarak tulangan dg sisi luar d' 40 mmModulus Elastisitas Es 200000Faktor distribusi tegangan β1 0.85ρb β1*0,85*f'c/fy*600/(600+fy) 0.055913753Rmax 0,75*ρb*fy*(1-1/2*0,75*ρb*fy 13.195328

/(0,85*f'c)faktor reduksi kekuatan lentur φ 0.8tebal efektif d = h-d' 260 mmtinjauan slab b 1000 mmMn Mu/φ 104.885 kNmFaktor tahanan momen Rn=Mn*10-6 /(b/d2) 1.551548632

Rn < Rmax OK

Rasio tulangan yang diperlukan ρ 0.00405rasio tul minimum ρmin 0.00090rasio yang digunakan ρ 0.00090luas tulangan yang diperlukan As = ρ*b*d 233.33 mm²digunakan tul D-16 16 mm²jarak antar tulangan s = /4 * D2*b/As 861.2571429

D 16- 150 150As = /4 * D2*b/s 1340 mm²

5.4.7 Kontrol Lendutan Slab

Luas Tulangan Slab As 1340 mm²panjang bentang slab Lx 3000 mmtinjauan slab b 1000 mmBeban terpusat Ptt 146.25 kNBeban Merata Q = Qms + Qma 15.24 kN/mlendutan total yang terjadi harus< Lx/240 δtot 12.5 mminersia bruto penampang plat ig = 1/12*b*h3 2250000000 mm³modulus keruntuhan lentur beton fr = 0,7*√f'c 4.94 Mpanilai perbandingan modulus elastis n = Es/Ec 6.03

n*As 8078.59 mm²jarak grs. netral terhadap sisi atas beton c = n*As/b 8.08 mm

Icr 1/3*b*c3+n*As*(d-c)2 512878877 mm⁴yt h/2 150 mmMomen retak Mcr = fr*ig/yt 74097570.81 Nmmmomen maksimum akibat beban Ma = 1/8*Q*Lx2+1/4*P*Lx 126.8325 kNmMa 126832500 NmmInersia efektif lendutan Ie 859256919.7 mm⁴lendutan elastis seketika akibat beban mati dan beban hidupδe 5/384*Q*Lx4/(Ec*Ie)+

1/48*P*Lx3

rasio tulangan slab lantai jembatan ρ = As/(b*d) 0.005152821

nilainya x 2λ x(1+50*ρ) 1.590

δg λ*5/384*Q*Lx4/(Ec*Ie) 0.90 mm

δtot δe + δg 4.35 mmOK

3.45 mm

inersia penampang retak yang ditransformasikan ke beton di hitung sbb :

faktor ketergantungan waktu untuk beban mati (jangka waktu 5 tahun)

lendutan jangka panjang akibat rangkak dan susut

lendutan total pada lantai jembatan

Tegangan Segmen

BI Betonlebar tebal Prategang

m m KN/m³ KN/m1 9 0.3 68.852 2.5 0.6 38.253 2.5 0.6 38.254 2.5 0.6 38.255 7 0.5 89.25

272.85

Dimensi

25.5

Berat

Total Berat (q)

No

L per segmen 3 mMomen 1/8*q*L2 306.96 KNmMutu Beton K700 58.1 MpaTinggi box girder prestress H 3.30 mluas penampang box girder A 10.70 m2letak titik berat yb 1.61 m

ya 1.69 mmomen inersia terhadap titik berat balok Ix 15.40 m4tahanan momen sisi atas Wa 9.13 m3tahanan momen sisi bawah Wb 9.55 m3

Tegangan Akibat Berat Sendiri M/wa -33.63 KN/m2M/wb 32.14 KN/m2

Kuat Tekan Beton fci = 0,8 * f'c 46.48 MpaTegangan ijin beton serat atas 0,6 * fci -27888.0 KN/m2Tegangan ijin beton serat bawah 0,8*√fci 5454.1 KN/m2

5.4 Sambungan

Resume Momen dan Gaya Geser pada Balok

1 DL 2732 SDL 26.063 TD 46.8097826 497.354 TP 55 TB 6436 EW 2.027 EQ 31

No Jenis Beban Kode Beban

q (kN/m) P (Kn) M (kNm) Keterangan

Berat Sendiri box girder Beban merata, QdlBerat Mati tambahan Beban merata, QsdlLajur "D" Beban merata, QTD dan terpusat, PTDBeban Pejalan Kaki Beban merata, QTPGaya Rem Beban momen, MTBAngin Beban merata, Qew Gempa Beban merata, Qeq

Panjang Bentang, L= 69 m

1234567

No Jenis Beban Persamaan Momen Persamaan Gaya geser

Berat Sendiri box girder Mx = 1/2 * QDL*(L*X-X^2) Vx = QDL* (L/2-X)Berat Mati tambahan Mx = 1/2 * QSDL*(L*X-X^2) Vx = QSDL * (L/2-X)Lajur "D" Mx = 1/2 * QTD*(L*X-X^2) + 1/2*PTD*X Vx = QTD* (L/2-X) + 1/2* PTDBeban Pejalan Kaki Mx = 1/2 * QTP*(L*X-X^2) Vx = QTP * (L/2-X)Gaya Rem Mx = X/L * Mtb Vx = Mtb / LAngin Mx = 1/2 * QEW*(L*X-X^2) Vx = QEW * (L/2-X) Gempa Mx = 1/2 * QEQ*(L*X-X^2) Vx = QEQ * (L/2-X)

MDL = 162380 kNmPanjang segmen satu box girder 3 mMomen maksimum akibat berat senidiri box girder,

Nilai 1.3 2 1.8 1.8 1.8 1.2 1

DL SDL TD TP TB EW EQ Komb 1 Komb 2 Komb 3 Komb 43 8594.775 820.89 1971.858 157.5 9.319723 63.504 972.594 11554.34287 11608.52715 11617.85 9415.665

Jarak3 11173.2075 1641.78 3549.345 283.5 16.7755 76.2048 972.594 16664.60767 5567.604974 4898.419 18013.68

Kombinasi (kN)

Kombinasi (kN)

Faktor Beban

Gaya Geser Ultimate (kN)

Jarak x (m)

Gaya Geser (kN)

Ket: Komb 1 =Komb 2=Komb 3=Komb 4=

DL+SDL+TD+TP+TBDL+SDL+TD+TP+EWDL+SDL+TD+TP+TB+EWDL+SDL+EQ

Gaya Geser = 16664,607+5567,604+4898,419+18013,68

= 18013,68 Kn

fc’=58100Kn/m2

SF = 0,6

Ag= 18013,68/58100/0,6 = 0,5167 m2

= 5167,43602 cm2

30 cm

15 cm

A = 30 x 15 =450 cm2

nbutuh=5167,43602450

=12 buah

1. jarak=450−30 x 4(4+1)

=66cm

6630

=96−→ 962

=48

2. jarak=700−30 x4(4+1)

=194 cm

19430

=224−→ 2242

=112

tugas desain box girder beton

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