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KomunitasMahasiswaTeknikSipilUSMKelasKaryawan
PERHITUNGANPONDASI
PostedonMaret8,2010byhandoko10AnalisaDatadanPenyelidikanTanah
Pondasimerupakan struktur bawah yang berfungsi untukmeletakkan bangunandi atas tanahdanmeneruskanbebanketanahdasar.Untukituperludilaksanakanpenyelidikankondisitanahpadalokasiyangakandibangun.
DariHasilTesBoring(BoringLog)
Kedalaman0,00ms/d0,20mberupatanahuruganbatudansirtu.Kedalaman0,20ms/d3,00mlapisantanahberupajenislempungkelanauanberwarnaabuabu.Kedalaman3,00ms/d5,00mlapisantanahberupapasirkelanauanberwarnaabuabu.Kedalamanselanjutnyaberupalempungberwarnaabuabu.
DariHasilTesSondir
Sondirdilakukanpadalimatitiksondir,denganhasilsebagaiberikut:
Titiksondir1(S1)tanahkeras(qc=55kg/cm2)dikedalaman18,60m.
Titiksondir2(S2)tanahkeras(qc=50kg/cm2)dikedalaman18,60m.
Titiksondir3(S3)tanahkeras(qc=50kg/cm2)dikedalaman19,60m.
Titiksondir4(S4)tanahkeras(qc=50kg/cm2)dikedalaman18,60m.
Titiksondir5(S5)tanahkeras(qc=50kg/cm2)dikedalaman19,40m.
Dilihatdarilimamacamanalisadatatanahdiatas,makalapisantanahkerasyangpalingdalamyaitupadakedalaman19,60mberupatanahlempungkelanauanberwarnaabuabu.
PemilihanJenisPondasi
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Dalammerencanakansuatustrukturbawahdarikonstruksibangunandapatdigunakanbeberapamacamtipepondasi,pemilihantipepondasididasarkanpadahalhalsebagaiberikut:
FungsibangunanatasBesarnyabebandanberatdaribangunanatasKeadaantanahdimanabangunantersebutakandidirikanJumlahbiayayangdikeluarkan
Pemilihantipepondasidalamperencanaaninitidakterlepasdarihalhaltersebutdiatas.Daripertimbanganhasilpenyelidikantanahdariaspekketinggiangedungdanbebandaristrukturdiatasnya,makajenispondasiyangdigunakanadalahpondasitiangpancangdenganpenampangbebentuklingkaran.
Adapunspesifikasidaritiangpancangtersebutadalah:
Mutubeton(fc)=25MpaMutubaja(fy)=400MpaUkuran=50cmLuaspenampang=1962,5cm2Keliling=157cm
PerhitunganDayaDukungTiangPancang
BerdasarkanKekuatanBahan
Tegangantekanbetonyangdiijinkanyaitu:
b=0,33.fc;fc=25Mpa=250kg/cm2
b=0,33.250=82,5kg/cm2
Ptiang=b.Atiang
Ptiang=82,5.1962,5=161906,25kg=161,906t
dimana:Ptiang=Kekuatanpikultiangyangdiijinkan
b=Tegangantekantiangterhadappenumbukan
Atiang=Luaspenampangtiangpancang
BerdasarkanHasilSondir
Dayadukungtiangdihitungdenganformulasebagaiberikut:
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(https://sipilusm.files.wordpress.com/2010/03/clip_image002.gif)
Dimana:qc=Nilaikonushasilsondir(kg/cm2)
Ap=Luaspermukaantiang(cm2)
Tf=Totalfriction(kg/cm)
As=Kelilingtiangpancang(cm)
DatahasilsondirS3untukkedalaman19,60m,didapatkan:
qc=50kg/cm2
Tf=1376kg/cm
Ptiang=(https://sipilusm.files.wordpress.com/2010/03/clip_image004.gif)
=75914,733kg=75,915t
Sehinggadayadukungyangmenentukanadalahdayadukungberdasrkandatasondir,Ptiang=75,915t~76t.
MenentukanJumlahTiangPancang
Untukmenentukanjumlahtiangpancangyangdibutuhkandigunakanrumusacuansebagaiberikut:
(https://sipilusm.files.wordpress.com/2010/03/clip_image0021.gif)
Dimana:n=jumlahtiangpancangyangdibutuhkan
P=gayavertikal(t)
Ptiang=dayadukung1tiang(t)
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(https://sipilusm.files.wordpress.com/2010/03/clip_image0041.gif)
Gambar4.37DenahPondasi
Tabel4.39PerhitunganJumlahTiangPancang
Tiang P(t)Ptiang(t)
n Pembulatan
P1 139.897 76 1.841 6
P2 244.489 76 3.217 6
P3 221.046 76 2.909 4
P4 182.926 76 2.407 6
P5 155.869 76 2.051 6
P6 223.195 76 2.937 4
P7 337.106 76 4.436 9
P8 307.909 76 4.051 6
P9 294.281 76 3.872 6
211.856 76 2.788 6
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P10
P11 220.124 76 2.896 4
P12 318.799 76 4.195 6
P13 218.344 76 2.873 6
P14 182.241 76 2.398 4
P15 213.336 76 2.807 4
P16 196.017 76 2.579 4
P17 133.608 76 1.758 4
P18 234.393 76 3.084 6
P19 282.346 76 3.715 6
P20 185.102 76 2.436 4
P21 130.565 76 1.718 4
P22 230.095 76 3.028 6
P23 270.542 76 3.560 6
P24 160.972 76 2.118 4
P25 136.840 76 1.801 4
P26 241.257 76 3.174 6
P27 289.285 76 3.806 6
P28 157.370 76 2.071 4
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P29 95.562 76 1.257 4
P30 146.670 76 1.930 4
P31 167.866 76 2.209 4
P32 96.012 76 1.263 4
MenghitungEfisiensiKelompokTiangPancang
(https://sipilusm.files.wordpress.com/2010/03/clip_image006.gif)
dimana:m=Jumlahbaris
n=Jumlahtiangsatubaris
=Arctan (https://sipilusm.files.wordpress.com/2010/03/clip_image008.gif)dalamderajat
d=Diametertiang(cm)
S=Jarakantartiang(cm)
syaratjarakantartiang
(https://sipilusm.files.wordpress.com/2010/03/clip_image010.gif)atau
(https://sipilusm.files.wordpress.com/2010/03/clip_image012.gif)
syaratjaraktiangketepi
(https://sipilusm.files.wordpress.com/2010/03/clip_image014.gif)
Tipetipepoer(pilecap)yangdigunakandapatdilihatpadagambardibawahini:
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(https://sipilusm.files.wordpress.com/2010/03/clip_image016.gif)
Gambar4.38TipePondasi
Tabel4.40PerhitunganEfisiensiKelompokTiang
Poer d(cm)S(cm) m n q (https://sipilusm.files.wordpress.com/2010/03/clip_image018.gif)
P1 50 125 2 2 21.801 0.242
P2 50 125 2 3 21.801 0.242
P3 50 125 3 3 21.801 0.242
Tabel4.41PerhitunganDayaDukungKelompokTiang
Poer efisiensi Ptiang(ton)
satutiang(ton)
jumlahtiang
dayadukunggroup(ton) cek
Tipe1 0.758 76 57.590 4 230.360 >223.195ton
Tipe2 0.717 76 54.522 6 327.129 >318.799ton
Tipe3 0.677 76 51.453 9 463.079 >337.106ton
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PerhitunganBebanMaksimumYangDiterimaOlehTiang
(https://sipilusm.files.wordpress.com/2010/03/clip_image022.gif)
dimana:
Pmak=Bebanmaksimumyangditerimaolehtiangpancang(t)
SPv=Jumlahtotalbeban(t)
Mx=Momenyangbekerjapadabidangyangtegaklurussumbux
My=Momenyangbekerjapadabidangyangtegaklurussumbuy
n=Banyaknyatiangpancangdalamkelompoktiangpancang(pilegroup)
Xmak=Absisterjauhtiangpancangterhadaptitikberatkelompoktiang
Ymak=Ordinatterjauhtiangpancangterhadaptitikberatkelompoktiang
nx=Banyaknyatiangpancangdalamsatubarisdalamarahsumbux
ny=Banyaknyatiangpancangdalamsatubarisdalamarahsumbuy
Sx2=Jumlahkuadratabsisabsistiangpancang(m2)
Sy2=Jumlahkuadratordinatordinattiangpancang(m2)
PondasiTipe1
(https://sipilusm.files.wordpress.com/2010/03/clip_image024.gif)
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Bebanmaksimumyangditerimapadapondasitipe1
SPv=223,195t
Mx=1,671tm
My=0,455tm
Xmak=62,5cm=0,625m
Ymak=62,5cm=0,625m
Sx2=(0,6252)+(0,6252)
=0,781m2
Sy2=(0,6252)+(0,6252)
=0,781m2
n=4
nx=2
ny=2
Pmak=(https://sipilusm.files.wordpress.com/2010/03/clip_image026.gif)
=56,649t
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(https://sipilusm.files.wordpress.com/2010/03/clip_image028.gif)
SPv=318,799t
Mx=0,096tm
My=0,058tm
Xmak=125cm=1,25m
Ymak=62,5cm=0,625m
Sx2=(1,252)+(1,252)
=3,125m2
Sy2=(0,6252)+(0,6252)
=0,781m2
n=6
nx=3
ny=2
Pmak=(https://sipilusm.files.wordpress.com/2010/03/clip_image030.gif)
=53,179t
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Bebanmaksimumyangditerimapadapondasitipe3
(https://sipilusm.files.wordpress.com/2010/03/clip_image032.gif)
SPv=337,106t
Mx=0,022tm
My=2,062tm
Xmak=125cm=1,25m
Ymak=125cm=1,25m
Sx2=(1,252)+(1,252)
=3,125m2
Sy2=(1,252)+(1,252)
=3,125m2
n=9
nx=3
ny=3
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Pmak=(https://sipilusm.files.wordpress.com/2010/03/clip_image034.gif)
=37,734t
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=14,31t/m2
=1,431kg/cm2
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L=6m
(https://sipilusm.files.wordpress.com/2010/03/clip_image060.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image062.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image064.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image066.gif)
Didapatkan:a=(https://sipilusm.files.wordpress.com/2010/03/clip_image068.gif)
=1,243m
M1= (https://sipilusm.files.wordpress.com/2010/03/clip_image070.gif)
= (https://sipilusm.files.wordpress.com/2010/03/clip_image072.gif)
=363,86kgm
Dmak= (https://sipilusm.files.wordpress.com/2010/03/clip_image074.gif)
= (https://sipilusm.files.wordpress.com/2010/03/clip_image076.gif)
=1413kg
KondisiII(SatuTumpuan)
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(https://sipilusm.files.wordpress.com/2010/03/clip_image078.gif)
Gambar4.40KondisiPengangkatan2danMomenyangDitimbulkan
(https://sipilusm.files.wordpress.com/2010/03/clip_image080.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image082.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image084.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image086.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image088.gif)(https://sipilusm.files.wordpress.com/2010/03/clip_image090.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image092.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image094.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image096.gif)
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(https://sipilusm.files.wordpress.com/2010/03/clip_image098.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image0521.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image101.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image103.gif)
Maka:
(https://sipilusm.files.wordpress.com/2010/03/clip_image105.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image107.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image109.gif)
Didapatkan:a=(https://sipilusm.files.wordpress.com/2010/03/clip_image111.gif)
=1,75m
M1= (https://sipilusm.files.wordpress.com/2010/03/clip_image0701.gif)
= (https://sipilusm.files.wordpress.com/2010/03/clip_image113.gif)
=721,219kgm
D1= (https://sipilusm.files.wordpress.com/2010/03/clip_image115.gif)
= (https://sipilusm.files.wordpress.com/2010/03/clip_image117.gif)
=831,176kg
Darikeduakondisidiatasdiambilyangpalingmenentukanyaitu:
M=721,219kgm
D=1413kg
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(https://sipilusm.files.wordpress.com/2010/03/clip_image119.gif)
Gambar4.41PenampangTiangPancang
Datayangdigunakan:
Dimensitiang=50cm
Beratjenisbeton=2,4t/m3
fc=25Mpa
fy=400Mpa
h=500mm
p=70mm
tulangan=22mm
sengkang=8mm
d=hpsengkangtulangan
=50070811=411mm
d=p+sengkang+tulangan
=70+8+11=89mm
4.8.8.3TulanganMemanjangTiangPancang
Mu=721,219kgm=7,212kNm
(https://sipilusm.files.wordpress.com/2010/03/clip_image121.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image123.gif)
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(https://sipilusm.files.wordpress.com/2010/03/clip_image125.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image127.gif)
Denganrumusabcdidapatkannilai=0,00027
Pemeriksaansyaratrasiopenulangan(min
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(https://sipilusm.files.wordpress.com/2010/03/clip_image139.gif)
Ec=4700(fc)0.5=23500Mpa
(https://sipilusm.files.wordpress.com/2010/03/clip_image141.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image143.gif)
Pu=56,649T=566,49KN
(https://sipilusm.files.wordpress.com/2010/03/clip_image145.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image147.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image149.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image151.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image153.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image155.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image157.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image159.gif)
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(https://sipilusm.files.wordpress.com/2010/03/clip_image161.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image163.gif)
afvc:
vu= (https://sipilusm.files.wordpress.com/2010/03/clip_image173.gif)MPa
vc= (https://sipilusm.files.wordpress.com/2010/03/clip_image175.gif)MPa
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fvc=0,6x0,8333=0,50
vu
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Diametertulangan(D)=16mm
Tinggiefektifarahx(dx)=hpD
=70070.16
=622mm
(https://sipilusm.files.wordpress.com/2010/03/clip_image183.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image1231.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image186.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image188.gif)
Denganrumusabcdidapatkannilai=0,00294
Pemeriksaansyaratrasiopenulangan(min
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Mu=35,406tm=354,06kNm
Tebalpelat(h)=700mm
Penutupbeton(p)=70mm
Diametertulangan(D)=16mm
Tinggiefektifarahy(dy)=hpDxD
=7007016.16
=606mm
(https://sipilusm.files.wordpress.com/2010/03/clip_image194.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image1232.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image196.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image198.gif)
Denganrumusabcdidapatkannilai=0,0031
Pemeriksaansyaratrasiopenulangan(min
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=2121mm2
DipakaitulanganD1675(Asterpasang=2681mm2)
PileCapTipe2
(https://sipilusm.files.wordpress.com/2010/03/clip_image200.gif)
Penulangandidasarkanpada:
P1=Pmak=53,179t
Mx= (https://sipilusm.files.wordpress.com/2010/03/clip_image202.gif)=66,474tm
My= (https://sipilusm.files.wordpress.com/2010/03/clip_image204.gif)=33,237tm
PenulanganArahx
Mu=66,474tm=664,74kNm
Tebalpelat(h)=700mm
Penutupbeton(p)=70mm
Diametertulangan(D)=19mm
Tinggiefektifarahx(dx)=hpD
=70070.19
=620,5mm
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(https://sipilusm.files.wordpress.com/2010/03/clip_image206.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image1233.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image208.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image210.gif)
Denganrumusabcdidapatkannilai=0,0057
Pemeriksaansyaratrasiopenulangan(min
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Tinggiefektifarahy(dy)=hpDxD
=7007019.19
=601,5mm
(https://sipilusm.files.wordpress.com/2010/03/clip_image213.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image1234.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image215.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image217.gif)
Denganrumusabcdidapatkannilai=0,00295
Pemeriksaansyaratrasiopenulangan(min
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(https://sipilusm.files.wordpress.com/2010/03/clip_image219.gif)
PileCapTipe3
Penulangandidasarkanpada:
P1=Pmak=37,734t
Mx=My= (https://sipilusm.files.wordpress.com/2010/03/clip_image221.gif)=47,168tm
PenulanganArahx
Mu=47,168tm=471,68kNm
Tebalpelat(h)=700mm
Penutupbeton(p)=70mm
Diametertulangan(D)=19mm
Tinggiefektif(d)=hpD
=70070.19
=620,5mm
(https://sipilusm.files.wordpress.com/2010/03/clip_image223.gif)kN/m2
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(https://sipilusm.files.wordpress.com/2010/03/clip_image1235.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image225.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image227.gif)
Denganrumusabcdidapatkannilai=0,00398
Pemeriksaansyaratrasiopenulangan(min
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=601,5mm
(https://sipilusm.files.wordpress.com/2010/03/clip_image229.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image1236.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image231.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image233.gif)
Denganrumusabcdidapatkannilai=0,00424
Pemeriksaansyaratrasiopenulangan(min
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(https://sipilusm.files.wordpress.com/2010/03/clip_image235.gif)
Ukuransloof600x400cm
Datatanah:f=29,326o
c=0,115kg/cm2=1,15t/m2=11,5kPa
g=1,758t/m3
Tanahtersebutdidefinisikansebagaitanahsangatlunakkarenac
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q= (https://sipilusm.files.wordpress.com/2010/03/clip_image249.gif)=7,054t/m
PerhitunganGayaDalam
(https://sipilusm.files.wordpress.com/2010/03/clip_image251.gif)
Gambar4.43DenahTieBeam
PerhitungangayadalamuntukS1
Perhitunganmomen
Mtump= (https://sipilusm.files.wordpress.com/2010/03/clip_image253.gif)=
(https://sipilusm.files.wordpress.com/2010/03/clip_image255.gif)=26,388tm
Mlap= (https://sipilusm.files.wordpress.com/2010/03/clip_image257.gif)=(https://sipilusm.files.wordpress.com/2010/03/clip_image259.gif)=13,194tm
Perhitungangayalintang
Dtump= (https://sipilusm.files.wordpress.com/2010/03/clip_image261.gif)=(https://sipilusm.files.wordpress.com/2010/03/clip_image263.gif)=23,631t
Dlap=Dberjarak1/5Ldariujungbalok
= (https://sipilusm.files.wordpress.com/2010/03/clip_image265.gif)=14,179t
Untukperhitungangayadalamtiebeamlainnyaditabelkansebagaiberikut:
Tabel4.42GayaDalampadaTieBeam
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SloofL
(m)0.5*L 1/5*L
q
(kg/m)Momen GayaLintang
Mtump
(kgm)
Mlap.
(kgm)
Tump.
(kg)
Lap.
(kg)
S1 6.7 3.35 1.340 7.054 26.388 13.194 23.631 14.179
S2 5.45 2.725 1.090 7.054 17.460 8.730 19.222 11.533
S2 5.25 2.625 1.050 7.054 16.202 8.101 18.517 11.110
S3 8 4 1.600 7.054 37.621 18.811 28.216 16.930
S4 6 3 1.200 7.054 21.162 10.581 21.162 12.697
S5 3.5 1.75 0.700 7.054 7.201 3.600 12.345 7.407
S5 2.75 1.375 0.550 7.054 4.445 2.223 9.699 5.820
S5 2.5 1.25 0.500 7.054 3.674 1.837 8.818 5.291
PerhitunganPenulanganTieBeam
PenulanganS1
a)TulanganLentur
Mtump=26,388kgm=263,88kNm
Mlap=13,194kgm=131,94kNm
Tinggisloof(h)=600mm
Lebarsloof(b)=400mm
Penutupbeton(p)=40mm
Diametertulangan(D)=22mm
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Diametersengkang()=10mm
Tinggiefektif(d)=hpD
=6004010.22
=539mm
d=p++D
=40+12+.22
=61mm
fc=25Mpa
fy=400Mpa
TulanganTumpuan
Mu=263,88kNm
(https://sipilusm.files.wordpress.com/2010/03/clip_image267.gif)kN/m2
(https://sipilusm.files.wordpress.com/2010/03/clip_image1237.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image269.gif)
(https://sipilusm.files.wordpress.com/2010/03/clip_image271.gif)
Denganrumusabcdidapatkannilai=0,0076
Pemeriksaansyaratrasiopenulangan(min
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karenamin
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(https://sipilusm.files.wordpress.com/2010/03/clip_image1312.gif)
karenamin
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Vu=23,631t=236309,00N
Vn= (https://sipilusm.files.wordpress.com/2010/03/clip_image279.gif)MPa
Vc=(https://sipilusm.files.wordpress.com/2010/03/clip_image281.gif)MPa
Vs=VnVc=393848,33179666,67=214181,67N
Periksavu>fvc:
vu= (https://sipilusm.files.wordpress.com/2010/03/clip_image283.gif)MPa
vc= (https://sipilusm.files.wordpress.com/2010/03/clip_image1751.gif)MPa
fvc=0,6x0,8333=0,50
vufvsmak:
fvs=vufvc=1,0960,50=0,596Mpa
fc=25MPafvsmaks=2,00(Tabelnilaifvsmaks,CUR1hal129)
fvs>fvsmakOK
Perencanaansengkang
(https://sipilusm.files.wordpress.com/2010/03/clip_image285.gif)mm2
Digunakantulangansengkang=10mm,luasduakakiAs=557mm2
(https://sipilusm.files.wordpress.com/2010/03/clip_image287.gif)mm
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smax= (https://sipilusm.files.wordpress.com/2010/03/clip_image289.gif)mm
Digunakantulangansengkang10150.
Sengkangminimumperlu=(https://sipilusm.files.wordpress.com/2010/03/clip_image291.gif)mm2
Luassengkangterpasang157mm2>50mm2
Tulangansengkang10150bolehdipakai.
TulanganGeserLapangan
Vu=14,178540t=141785,40N
Vn= (https://sipilusm.files.wordpress.com/2010/03/clip_image293.gif)MPa
Vc=(https://sipilusm.files.wordpress.com/2010/03/clip_image2811.gif)MPa
Vs=VnVc=236309,00179666,67=56642,33N
Periksavu>fvc:
vu= (https://sipilusm.files.wordpress.com/2010/03/clip_image296.gif)MPa
vc= (https://sipilusm.files.wordpress.com/2010/03/clip_image1752.gif)MPa
fvc=0,6x0,8333=0,50
vufvsmak:
fvs=vufvc=0,6580,50=0,158Mpa
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fc=25MPafvsmaks=2,00(Tabelnilaifvsmaks,CUR1hal129)
fvs>fvsmakOK
Perencanaansengkang
(https://sipilusm.files.wordpress.com/2010/03/clip_image299.gif)mm2
Digunakantulangansengkang=10mm,luasduakakiAs=157mm2
(https://sipilusm.files.wordpress.com/2010/03/clip_image301.gif)mm
smax= (https://sipilusm.files.wordpress.com/2010/03/clip_image2891.gif)mm
Digunakantulangansengkang10250.
Sengkangminimumperlu=(https://sipilusm.files.wordpress.com/2010/03/clip_image304.gif)mm2
Luassengkangterpasang226mm2>83,33mm2
Tulangansengkang10250bolehdipakai.
(https://sipilusm.files.wordpress.com/2010/03/clip_image306.gif)
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