beban-beban dermaga.xlsx

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beban pondasiBalok memanjangjenis bebantebal (m)berat jenis (t/m3)luas (m2)berat (ton)Vu Vu/dd pakaihh pakaibbpakaiBeban matiplat0.452.41819.44hujan0.051180.9Qtot20.3424.408hidup31854110.80855.492.345.7656222561565621.5650433.3333333333450 =0.6fc =25Berat sendiri balok crane1.42.42.17.05642.3

Balok melintangjenis bebantebal (m)berat jenis (t/m3)luas (m2)berat (ton)Vu Vu/dd pakaihh pakaibbpakaiBeban matiplat0.452.43638.88hujan0.051361.8Qtot40.6848.816hidup336108221.616110.808184.688.1538211901765841.5850566.6666666667600 =0.6fc =25Berat sendiri balok melintang0.652.40.851.311.934

Berat akibat beban Crane120

Jadi total VU yang diterima tiang pancang crane dia.1117,6451.3tonBalok memanjangjenis bebantebal (m)berat jenis (t/m3)luas (m2)berat (ton)Vu Vu/dd pakaihh pakaibbpakaiBeban matiplat0.452.412.37513.365hujan0.45112.3755.56875Qtot18.9337522.7205hidup312.37537.12582.120541.168.433754.9634816409565621.5650433.3333333333450 =0.6fc =25Berat sendiri balok crane0.452.40.650.7024.2

Balok melintangjenis bebantebal (m)berat jenis (t/m3)luas (m2)berat (ton)Vu Vu/dd pakaihh pakaibbpakaiBeban matiplat0.352.411.259.45hujan0.05111.250.5625Qtot10.012512.015hidup311.2533.7566.01533.007555.01254.4502247134765841.5850566.6666666667600 =0.6fc =25Berat sendiri balok melintang0.652.40.851.311.934

Berat akibat beban Crane

Jadi total VU yang diterima tiang pancang dia.711,2139.6ton

gelombang1760

(*)cos Xi (km)Xi Cos GAYA GELOMBANG420.74316.344.72360.80906.795.49U max =0.62m/detik300.86606.936.00=133.6256330796Dtiang =1.118m240.91357.166.5413.5109173874V =9.30E-07m2/dt180.95116.436.11=9.89km120.97817.957.78Re =U max D60.99458.578.52V019.409.40=0.71*(25.30*1000/3600)1.23+G35Re =0.92*1,11860.994510.5410.48=7.813m/d9,3*10-7120.978112.1511.89Re =749483.07180.951112.8112.18Grafik hal.157 Teknik PantaiRe =7.495E+05< 5*105240.913517.3115.81H =0.4mjadi Cm =1.001E+00300.866019.6016.98T =2.7detikCd =0.75360.80909.067.33W =Cm*D420.74315.894.38Cd*HTotal13.5109133.63d/g.T20.083984211=0.25H/g.T20.0055989474Gaya & Momen Inersia horisontal max. pada tiang pancang

Kecepatan horisontal gelombangKim=0.49diperoleh dari grafik (hal.143 perenc. Fas.pantai&laut, Widi A. Pratikto)Fim =1.546*3.14*(0.7112)2*0.4*0.49karena gelombang pada permukaan air maka4Fim =0.1925KNk =0.1607dari tabel L-1 Teknik Pantai, Bambang TriatmodjoU =(3.14*0.68)*cosh (0.1607*(6+0)) 3.843.22*sinh(0.1607*6)Sim=0.64diperoleh dari grafik (hal.145 perenc. Fas.pantai&laut, Widi A. Pratikto)U =0.6234519248m/dtMim =0.7392

0.09645Gaya & Momen drag horisontal max. pada tiang pancang

KDm=0.14diperoleh dari grafik (hal.144 perenc. Fas.pantai&laut, Widi A. Pratikto)FDm =1.2*0.5*104.5*6*3.122*0.14FDm =0.98KN

SDm=0.78diperoleh dari grafik (hal.146 perenc. Fas.pantai&laut, Widi A. Pratikto)MDm =4.5929

Gaya & Momen max. pada tiang pancang

Fm =m**Cd*H2*Dm =0.125=17.19Kg

Mm =m**Cd*H2*Dm =0.1=13.75Kgm

10.94

fenderSpesifikasi dataBobot=20000Bobot=10000Varus=0.307Draft=9.6Draft=8.2sudut merapat max=25Loa=161Loa=137Vmerapat=0.15Lebar=23.9Lebar=19.9HWS=2.2Tinggi=13.8Tinggi=4FENDEREnergi Tambat=4/3 x 20000 DWT=3.14/4 x 13.82 x 161x 1.025=26,667Ton=24,670Ton=266,667KN=246,705KN==0.5

=29.47Ton

Penetapan Tipe Fenderdengan mengacu pada besarnya energai tambat maka dipilihSA 400 HH =600mmL =2200mmR =30TonE =4Tm =45%R4Penempatan Fender381mmdipakai h1 = 0.3mElevasi Atas=+3.2 m LWS - 0.3m=2.9dari LWSElevasi Bawah=+2.9 m LWS - 2 m=0.9dari LWSJarak Fender=13~16.1mdirencanakan jarak antar fender =12m (disesuaikan dengan jarak antar portal)Kapal keadaan penuh dan kosongkapal rencana20.000 DWTtinggi (H)13.8lebar23.9sarat penuh max (D)9.6t dek penuh (H-D)4.2t dekkosong (H-1/3D)10.60

Tinggi bidang sentuh rencana kapal dengan fender kondisi Pada 20.000 DWT=3.9=3.9mb =180 tg 300=103.92mm

karena lambung kapal tidak vertikal maka tinggi bidang sentuh perlu dikoreksia = maksb = a tg a =0.45 x 400 mm=270mm=4085.3884278067mm=4.1mPerhitungan gaya reaksi fender pada kondisi LWS=300 x 4,1 2=613KN

613KN > 29.47

612808N61281KG61TON >29.47

BoulderSpesifikasi dataBobot=20000Bobot=10000Varus=0.307Draft=9.6Draft=2.8sudut merapat max=25Loa=161Loa=137Vmerapat=0.15Lebar=23.9Lebar=19.9HWS=2.2Tinggi=13.8Tinggi=4sw=104.5BOULDERPerhitungan beban akibat anginKondisi 1Kondisi 2kondisi kapal kosongkondisi kapal kosongtegak lurusCa = 1.1Kapal keadaan penuh dan kosong=0.5 x 0.123 x 1.1 x 402 x Bkapal rencana1000 DWT500 DWTLWSLWS=108.24x 9.8 x Btinggi (H)5.44=1060.752x BNlebar9.58.2sarat penuh max (D)42.8sejajarCa = 0.5tinggi dek keadaan penuh (H-D)1.41.2=0.5 x 0.123 x 0.5 x 402 x Atinggi dek keadaan kosong (H-1/3D)4.073.07tg =5.4 - (4/3) - (3.2 + 0.4)tg =5.4 - (4/3) - (3.2 + 0.4)=49.2x 9.8 x A((12/2) x (1/cos 480))((12/2) x (1/cos 7.890))=482.16x ANtg =0.052tg =0.077 =2.980 =4.410luas kapal yang terendam (m2)beban akibat angin (KN)penuhkosongpenuhkosongHWSHWSA97.1933.46sejajar46.8616.13B654.73225.4tegak lurus694.51239.09tg =5.4 - (4/3) - (3.2 + 0.4 - 2.19)tg =5.4 - (4/3) - (3.2 + 0.4 - 2.19)Perhitungan beban akibat arus((12/2) x (1/cos 480))((12/2) x (1/cos 7.890))sejajartg =0.30tg =0.440.44kondisi kapal (m2) =16.700 =23.680penuhkosongtegak lurusS76.48229.44kondisi kapal penuhkondisi kapal penuhBd515.201545.6depth =1.4375Ccr =1.9LWSLWSdraftkondisiAngin (KN)Arus (KN)kapalsejajartegak lurussejajartegak luruskosong16.13239.090.029668801141.72tg =5.4 - 4 - (3.2 + 0.4)tg =5.4 - 4 - (3.2 + 0.4)penuh46.86694.510.009889600347.24((12/2) x (1/cos 480))((12/2) x (1/cos 480))tg =-0.245tg =-0.363satu boulder dianggap menahan 0.5 beban maka beban yang harus dipikul tiap boulder adalah =-13.770 =-19.960T =0.5 x (250.20 + 7.09)=370.88KNHWSHWSdirencanakan memakai150KNtg =5.4 - 4 - (3.2 + 0.4 - 2.19)tg =5.4 - 4 - (3.2 + 0.4 - 2.19)((12/2) x (1/cos 480))((12/2) x (1/cos 480))tg =-0.001tg =-0.002 =-0.060 =-0.090Gaya CabutGaya CabutkosongpenuhkosongpenuhLWSLWSLWSLWST" =150 sin 2.980 T" =150 sin -13.770 T" =150 sin 4.410 T" =150 sin -19.360 =7.80KN=-35.70KN=11.52KN=-51.21KNT' =150 cos 2.980 T' =150 cos -13.700 T' =150 cos 4.410 T' =150 cos -19.360 =149.80KN=145.69KN=149.56KN=140.99KNM =9.47 x 0.4M =147.89 x 0.4M =9.47 x 0.4M =147.89 x 0.4=3.12KNm=-14.28KNm=4.61KNm=-20.48KNmHWSHWSHWSHWST" =150 sin 16.700 T" =150 sin -0.060 T" =150 sin 16.700 T" =150 sin -0.090 =43.10KN=-0.16KN=60.25KN=-0.25KNT' =150 cos 16.700 T' =150 cos -0.060 T' =150 cos 16.700 T' =150 cos -0.090 =143.67KN=150.00KN=137.37KN=150.00KNM =43.10 x 0.4M =-0.16 x 0.4M =60.25 x 0.4M =-0.25 x 0.4=17.24KNm=-0.06KNm=24.10KNm=-0.10KNmditinjau dari tepi penampangditinjau dari tepi penampanga =1a =1b =-1410.22b =-1410.22c =6119.48c =6468.57

X1 =1405.87X1 =1405.62mmX2 =4.35X2 =4.60mmAs =154.96mm2As =200.43mm2direncanakan gaya cabut diterima 2 angker, maka :direncanakan gaya cabut diterima 2 angker, maka :As'= As/2As'= As/2As'= 154,96/2As'= 200.43/2=77.48mm2=100.22mm2D =11.21mmD =12.75mmjadi dipakai angker 12 mmjadi dipakai angker 16 mmsehingga tebal plat :sehingga tebal plat :T =8.99mmT =16.81mmjadi dipasang plat angker untuk boulder dengan tebal =10 mmjadi dipasang plat angker untuk boulder dengan tebal =20 mmPanjang penjangkaran baut boulder untuk SKSNI T-15-19991-03, pasal 3.5.5.Panjang penjangkaran baut boulder untuk SKSNI T-15-19991-03, pasal 3.5.5.untuk suatu batang kait dengan fy = 400 Mpa harus diambil sebesar :untuk suatu batang kait dengan fy = 400 Mpa harus diambil sebesar :db = diameter baut = 12 mmdb = diameter baut = 12 mmmakaIdh =202.84mmIdh =270.45mmdipasang Idh = 25cmdipasang Idh = 30cmPemasangan BoulderPemasangan BoulderBerdasarkan ketentuan tabel 7.5 Standard Design Criteria for Port in Indonesia1984 Berdasarkan ketentuan tabel 7.5 Standard Design Criteria for Port in Indonesia1984 berlaku ketentuan sebagai berikutberlaku ketentuan sebagai berikutKetentuan penempatan boulderKetentuan penempatan boulderGRTDWTMax. spacingMin. number of GRTDWTMax. spacingMin. number of (Ton)(Ton)of bollardinstallation per Berth(Ton)(Ton)of bollardinstallation per Berth(m)(m)- 2000- 260010 - 154- 2000- 260010 - 154Letak boulder dipilih pada portal dimana dipasang tiang miring (batter pile)Letak boulder dipilih pada portal dimana dipasang tiang miring (batter pile)Boulder dipasang 6 buah sisi dermaga (lihat gambar)Boulder dipasang 6 buah sisi dermaga (lihat gambar)Posisi boulder dari sisi dermaga dipasang sejarak 1.5 m (lihat gambar)Posisi boulder dari sisi dermaga dipasang sejarak 1.5 m (lihat gambar)

GempaTIANG PANCANGData tiang pancang tegakDiameter LuarTebalLuasBerat IsiMomenModulusJari-jaripenampangInersiaPenampangInersia(mm)(mm)(cm2)(kg/m)(cm4)(cm3)(cm)Dengan pile cap sebelah kiri ukuran 1*2.1Dengan pile cap sebelah kiri ukuran 2.2*2.21117.212340.2267346000758031.9711.212263.6207161000463024.7PERHITUNGAN GAYA GEMPAPERHITUNGAN GAYA GEMPAData tiang pancang miringBeban rencanaBALOK MELINTANGBALOK MEMANJANGBeban rencanaBALOK MELINTANGBALOK MEMANJANGDiameter LuarTebalLuasBerat IsiMomenModulusJari-jariAs 1-1As 2-2As 3-3As 4-4As 5-5As 6-6As 7-7As 8-8As 9-9As 10-10As 11-11As 12-12As A-AAs B-BAs C-CAs 1-1As 2-2As 3-3As 4-4As 5-5As 6-6As 7-7As 8-8As 9-9As 10-10As 11-11As 12-12As A-AAs B-BAs C-CpenampangInersiaPenampangInersiaLuas lantai (m2)6090.0090.0090.0090.0090.0090.0090.0090.0090.0090.0060306408306Luas lantai (m2)6090.0090.0090.0090.0090.0090.0090.0090.0090.0090.0060306408306(mm)(mm)(cm2)(kg/m)(cm4)(cm3)(cm)Beban rencana dasar ( W )Beban rencana dasar ( W )914.412340.2267346000758031.9berat plat (t = 35cm) 50.4075.6075.6075.6075.6075.6075.6075.6075.6075.6075.6050.40257.04342.72257.04856.80berat plat (t = 35cm) 50.4075.6075.6075.6075.6075.6075.6075.6075.6075.6075.6050.40257.04342.72257.04856.80Panjang penjepitanberat aspal (t = 5cm) 6.609.909.909.909.909.909.909.909.909.909.906.6033.6644.8833.66112.20berat aspal (t = 5cm) 6.609.909.909.909.909.909.909.909.909.909.906.6033.6644.8833.66112.20uraianunitdia.60dia. 711,2dia. 711,2berat pile cap 21.1716.2021.1716.2021.1716.2016.2021.1716.2021.1716.2021.1764.8094.6164.80224.21berat pile cap 21.1716.2021.1716.2021.1716.2016.2021.1716.2021.1716.2021.1764.8094.6164.80224.21apron (3.2-0.35/2)m3.6333.0253.025berat hidup (ql = 2ton/m2) 60.0090.0090.0090.0090.0090.0090.0090.0090.0090.0090.0060.00306.00408.00306.001020.00berat hidup (ql = 2ton/m2) 60.0090.0090.0090.0090.0090.0090.0090.0090.0090.0090.0060.00306.00408.00306.001020.00kedalamanm645Berat balok melintang 12.6012.6012.6012.6012.6012.6012.6012.6012.6012.6012.6012.6045.3660.4845.36151.20Berat balok melintang 6.936.936.936.936.936.936.936.936.936.936.936.9322.4530.7722.4575.68tanah lunakm111berat balok memanjang 10.0815.1215.1215.1215.1215.1215.1215.1215.1215.1215.1210.0857.1257.1257.12171.36berat balok memanjang 4.927.697.697.697.697.697.697.697.697.697.694.9231.4231.4231.4294.25hm10.6338.0259.025berat balok anak 10.285.985.985.985.985.985.985.985.985.985.9810.2832.345.0442.94880.33berat balok anak 1.712.032.032.032.032.032.032.032.032.032.031.718.11440.466215.148223.73Ekg/cm2210000021000002100000berat tiang pancang baja 12.4210.3812.4210.3812.4210.3810.3812.4210.3812.4210.3812.4241.5353.7741.53136.84berat tiang pancang baja 10.138.0910.138.0910.138.098.0910.138.0910.138.0910.1327.7553.7727.75109.27Icm4346000161000161000(508 dan 609.6mm) 0.00(508 dan 609.6mm) 0.00Nblow/feet272727Beban rencana dasar total( W )183.55235.78242.79235.78242.79235.78235.78242.79235.78242.79235.78183.55837.851066.62848.46Beban rencana dasar total( W )161.85216.44223.45216.44223.45216.44216.44223.45216.44223.45216.44161.85751.231006.63758.27kh = 0.15*N4.054.054.05W total W total arah melintang =2752.93Wtotal =2752.93W total W total arah melintang =2516.13Wtotal =2516.13 = (kh*D/4EI)^0.25 0.00353230050.00382019390.0038201939V ( ton )110.12110.12110.12110.12110.12110.12110.12110.12110.12110.12110.12110.12110.12110.12110.12V ( ton )100.65100.65100.65100.65100.65100.65100.65100.65100.65100.65100.65100.65100.65100.65100.651/283.1016226763261.7668203633261.7668203633I (m4)0.013840.010380.013840.010380.013840.010380.010380.013840.010380.013840.010380.013840.041520.062280.04152I (m4)0.010140.006680.010140.006680.010140.006680.006680.010140.006680.010140.006680.010140.019320.062280.019321/tan (1+h/1-h)0.82293946830.81604562010.8198617619I/L (m3)0.00106767430.00080075570.00106767430.00080075570.00106767430.00080075570.00080075570.00106767430.00080075570.00106767430.00080075570.00106767430.00320302280.00480453420.0032030228I/L (m3)0.00078224110.00051532260.00078224110.00051532260.00078224110.00051532260.00051532260.00078224110.00051532260.00078224110.00051532260.00078224110.00149042390.00480453420.00149042391/tan (1-h/1+h)0.74785685850.75475070670.7509345649(I/L)total0.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.01121057990.0112105799(I/L)total0.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853820.0077853823.143.143.14F (ton ) 100 %10.497.8710.497.8710.497.877.8710.497.8710.497.8710.4931.4647.1931.46F (ton ) 100 %10.116.6610.116.6610.116.666.6610.116.6610.116.6610.1119.2762.1119.27lm1cm1100.65858538241019.51650858821018.5175692923F (ton ) 30 %3.152.363.152.363.152.362.363.152.363.152.363.159.4414.169.44F (ton ) 30 %3.032.003.032.003.032.002.003.032.003.032.003.035.7818.635.78ly1cm232.9754988307213.6136672563214.6126065521lm terpakaicm130130130Dimensi BalokDimensi Poer0Panjang penjepitanm12.9610.1611.17Balok MelintangBalok MemanjangDengan Pancang MiringTanpa Pancang Tegak1020856.80112.20224.211020.0083.1686.7623.73109.27100.65Panjang penjepitanm21.6418.2219.210,5*0,70.35m20,5*0,70.35m233.04251.6130020138Syarat tekuk tiang pancang 0.35*0.5 0.175m20.35*0.5m20.175m22,7*1,6*1m34.32m31.5*1.5*1m32.25m3NB : tiang tegak dibagi jadi dua 100.65 0.4*0.6 m20.24m21.5*1.5*1m32.25m3 tengah : D-914,4TSFPAHF IN JAPAN 1980, IV 4.1.9 HAL 1250 tepi : D-711,20tiang miring menggunakan D-812,810.57 60panjang beban tiang pancang1020856.80112.20224.211020.00151.20171.3680.33136.84427.74210342350.9144tiang pancang tegak=12.9611.175.351020427.742103423511.112 60oktiang pancang miring=10.30m7.4219.00Laju Korosi19.24sesuai tabel 2.11. Standart for Port and Habour Facilities in Japan 1980 laju korosi tiang pancang dibawah dasar laut0.03mm/tahun * 50 tahunTSFPAHF IN JAPAN 1980, IV 4.2.3 HAL 127`*1.5mm*KedalamanNR1.88495559220.4007886828*maka tebal tiang pancang =14mm010010*Untuk daerah diatas HWL dengan korosi 0,3 mm/th telah dilindungi oleh concrete jacket, sehingga aman terhadap korosi.122713.55.0893800988122713.51.0821294435*Dimensi Poer2328.527.7510.46150353652328.527.752.2243771894*tabel dimensi poer343029.2511.0269902141343029.252.3446137943*TipeDimensi Poer (mm)Jumlah tiangKeterangan453331.511.8752202306453331.52.5249687015A1000x10001tanpa tiang miring563634.513.0061935859563634.52.7654419112B1000x21001tanpa tiang miring tepi dermaga67403814.32566250046740383.0459939891C1000X20002dengan tiang miring78444215.83362697417844423.3666249354dengan h =700mm89524818.09557368478952483.8475713547910605621.111502632191060564.4888332472Beban horisontal120.8256534571101160604.8094641934akibat pengaruh gempa111260604.8094641934dianalisa dari dua arah (SAP2000) asumsi melintang 100%, memanjang 30%121360604.8094641934(dari PPKG untuk rumah dan gedung 1987 pasal 2.4 & Standard Design for port in Indonesia1984, hal 18-21)131460604.8094641934Bangunan/daerah=dermaga teluk141560604.8094641934101612378.5297477000939035.5Zona Wilayah gempa=3(portal daktail,baja)23.3666666667190.192019248360.4128267285Nrata243.366666666749.737875533224.8689377666914.412340.2267346000758031.9Keadaan tanah=tanah keras0.1589868Rut0.2950668812.812301.9237242000595028.3koef. Gempa dasar ( C )=0.0512.3928056711.212263.6207161000463024.7Koef. Kondisi tanah (I)=0.8Ru816725.232722539609.612225.3177101000330021.1Koef. Keutamaan bangunan (k)=1m2TSFPAHF IN JAPAN 1980, IV 4.2.3 HAL 1275081218714757500226017.5Koef. Reduksi untuk beban hidup=0.5Agka keamanan gaya cabuttonnormal biasa3.0 atau lebihContoh perhitungan beban gempa arah melintang struktur dermaga pada as 3-3tonselama gempa bumi2.5 atau lebihluas lantai =6*15=90.00tonberat plat (t = 35cm) =0,35*90*2,4=75.60ton701berat aspal (t = 5cm) =0,05*90*2,2=9.90tonmekanika tanah dan teknik pondasi hal.99-107 ir.Suyono Sosro darsonoberat pile cap =ton(fi)intehsitas gaya geser maksimum dinding tiang untuk tanah berpasir N/5< 10 =1*(1*2,1*0,7*2,4)+1*(1*1*0,7*2,4)+1*(1*2*0.7*24) =8.57ton8.6733333333< 10 t/m2okDepthLayer thksSPTSOILberat hidup (ql = 2ton/m2) =2*90*0,5=90.00tonPerhitungan daya dukung tiang untuk D=1m(m)CLASS.Berat balok melintang =0,4*0,6*15*2,4=8.64I1.Harga N pada ujung tiang N1 = 60berat balok memanjang =3*(0,4*06*6*2,4)=10.37ton2. Harga N rata2.1 (N2)pada jarak 4D dari ujung tiang=54berat balok anak =(0,2*0,35*6*2,4)+(0,3*0,6*6*2,4)=3.603. N rata2.2 = (N1+N2)/2=57010Mudberat tiang pancang baja =(3*0.147*10.0.25)+(1*0.177*10.025) ==12.424.Letak d menjadikan luas abc= luasade,0.85m1227Sand5.4(508 dan 609.6mm) IIDaya dukung pada ujung tiang2328.5Sand5.7Wtotal =219.10l/D=0.85/10.93430Sand6perhitungan gaya geser dalam akibat gempa (V) sesuai persamaanqd/N=4(lihat grafik mektan &t.pondasi hal 101)4533Sand6.6qd=4.5Nrata2.2=4.5 x 57=228ton/m25636Sand7.2qd x A=256.5 x (D2/4)=223.5ton6740Sand8V =0,05*1*1*2589,03IIIGaya geser max dinding tiang7844Sand8.8=110.12tonUxElixfi = 3.14*0.8*18*6.8=272.3ton8952Sand10perhitungan momen inersia (I) sesuai dengan persamaan ;IVdaya dukung ultimit2.3pengurangan scale factor91060Sand-Gravel-Silt10 I = jumlah tiang pancang x momen inersiaRu=qd*A+UxElixfi=495.8tonn=3saat normal101161Sand-Gravel-Silt10=(3*57500)+(1*101000)VDaya dukung yang diijinkan2.5saat gempa=1384000cm4Ra=Ru/n=165ton(normal)198ton(gempa)=0.01384m4Gaya tarik yang diijinkan=Rf/n108.9370666667I= 0,00644Perhitungan daya dukung tiang untuk D=0.8m77.7Ljepit11.3I1.Harga N pada ujung tiang N1 = 60I0.001068m32. Harga N rata2.1 (N2)pada jarak 4D dari ujung tiang=54Ljepit3. N rata2.2 = (N1+N2)/2=57Perhitungan gaya geser akibat gempa (F) sesuai dengan persamaan :4.Letak d menjadikan luas abc= luasade,0.85m(I/L)total =(I/L) Balok melintangIIDaya dukung pada ujung tiang=0.011211m3l/D=0.85/0.81.122.52.42.3F =I/L*Vqd/N=4.5(lihat grafik mektan &t.pondasi hal 101)0.60ERROR:#DIV/0!000(I/L)totalqd=4.5Nrata2.2=4.5 x 57=256.5ton/m20.70ERROR:#DIV/0!000=10.49tonqd x A=256.5 x (D2/4)=168.4ton0.80ERROR:#DIV/0!000IIIGaya geser max dinding tiang10ERROR:#DIV/0!000UxElixfi = 3.14*0.8*18*6.8=217.9tonIVdaya dukung ultimitRu=qd*A+UxElixfi=386.3tonn=3saat normalVDaya dukung yang diijinkan2.5saat gempaRa=Ru/n=129ton(normal)155ton(gempa)Gaya tarik yang diijinkan=Rf/n87.1496533333Perhitungan daya dukung tiang untuk D=0.7mI1.Harga N pada ujung tiang N1 = 602. Harga N rata2.1 (N2)pada jarak 4D dari ujung tiang=543. N rata2.2 = (N1+N2)/2=574.Letak d menjadikan luas abc= luasade,0.85mIIDaya dukung pada ujung tiangl/D=0.85/0.71.2199.0445859873qd/N=4(lihat grafik mektan &t.pondasi hal 101)qd=5Nrata2.2=5 x 57=228ton/m2qd x A=228 x (D2/4)=90.6tonIIIGaya geser max dinding tiangUxElixfi = 3.14*0.6*18*6.8=269.0tonIVdaya dukung ultimitRu=qd*A+UxElixfi=359.6tonn=3saat normalVDaya dukung yang diijinkan2.5saat gempa, Ra=Ru/n=120ton(normal)144ton(gempa)Perhitungan daya dukung tiang untuk D=0.6mI1.Harga N pada ujung tiang N1 = 602. Harga N rata2.1 (N2)pada jarak 4D dari ujung tiang=543. N rata2.2 = (N1+N2)/2=574.Letak d menjadikan luas abc= luasade,0.85mIIDaya dukung pada ujung tiangl/D=0.85/0.61.4qd/N=6(lihat grafik mektan &t.pondasi hal 101)qd=5Nrata2.2=5 x 57=342ton/m2qd x A=285 x (D2/4)=99.8tonIIIGaya geser max dinding tiangUxElixfi = 3.14*0.6*18*6.8=230.6tonIVdaya dukung ultimitRu=qd*A+UxElixfi=330.4tonn=3saat normalVDaya dukung yang diijinkan2.5saat gempa Ra=Ru/n=110ton(normal)132ton(gempa)

lokasi jepitkh1 =24000kN/m324000000N/cm3

B =1.1176m111.76cm

Kh =42,949N/cm3

metodeD =60cmZf =1,8 TE =2100000KG/CM2E =2100000KG/CM221000000N/cm221000000N/cm2I =840000cm4I =840000cm4Kh x D2,576,951Nh=525kN/m34EI70,560,000,000,000525000N/cm30.000000037EI=17,640,000,000,000B0.0139cm=32cmPANJANG TITIK JEPIT = 1/BZf =58cmJADI DARI SEA BEAD SEBESAR71.9424cm0.7194mElevasi lantai dermaga3.633mKedalaman air6.000mTitik Jepit0.719mTotal panjang tiang pancang dlm SAP10.352m

the estimate by means of equation (9.5.1) with Changs method. Thus, careful examination and judgement arenecessary.kh = 1.5N (9.5.1)wherekh coefficient of horizontal subgrade reaction (N/cm3)N average N-value of the ground down to a depth of about 1/ refer to 9.5.3 Virtual Fixed Point

9.5.3 Virtual Fixed PointWhen analyzing the open-type wharf as a rigid frame structure by assuming a fixed point located below thesea bottom, the virtual fixed points of the piles shall be defined appropriately.[Technical Notes]When performing a rigid frame calculation for an open-type wharf on vertical piles, the virtual fixed points of thepiles may be considered to be located at a depth of 1/ below the virtual ground surface. The value of is calculatedby means of equation (9.5.2).

= =

(cm-1) (9.5.2)wherekh horizontal subgrade reaction coefficient (N/cm3)D diameter or width of the pile (cm)EI flexural rigidity of the pile (Ncm2)

Sheet5Boom PositionIIIIIITotal crane weight360 tLoad50t50t50tMaximum load50tRadius32m32m32mMaximum load on operation410tStabilizer pad loading248.3238278Number of axles 6Pads on which load is exertedA,BA,CAProping base13m x 12.5mStabilizer pad area9 m29 m29 m2Stabilizer pad size1Ground pressure2,75 kg/cm22,64 kg/cm23,08 kg/cm2Stabilizer pads per corner2 m x 4.5mPenyebaran pada plat (t/m2)20.4719.6222.92

= Kh = = T =