Analisis Fondasi Pier

of 33 /33
BAHAN / MATERIAL FONDASI FONDASI (E 300 Berat volu 24.9 MPa 39 Sudut ges 390 MPa φ = 23452.953 MPa Kohesi ta 25 C = DIMENSI PILE CAP 8 m 20 m 1.2 m DIMENSI TIANG BOR (BORE PILE) 0.8 m Mutu beton, Kuat tekan beton, ws = Mutu baja tulangan, Tegangan leleh baja, Modulus elastis beton, Berat beton bertulang, 3 kN/m Lebar arah x, Tebal, Lebar arah y, Tebal, Tebal column, Panjang, Lx = Diameter, Panjang, L Jarak pusat tiang bor terluar terhadap sisi luar Pile-cap

Embed Size (px)

description

perhitungan excel

Transcript of Analisis Fondasi Pier

220BAHAN / MATERIAL FONDASIFONDASI (END BEARING)Mutu beton, K -300Berat volume tanah,Kuat tekan beton, fc' =24.9MPaws =18kN/m3Mutu baja tulangan, U -39Sudut gesek dalam,Tegangan leleh baja, fy =390MPa =35Modulus elastis beton, Ec =23452.9529057643MPaKohesi tanah,Berat beton bertulang, wc =253kN/mC =12kPaDIMENSI PILE CAPLebar arah x, Bx =8mTebal, hp =1mLebar arah y, By =20mTebal, ht =2mTebal column, h =1.2mPanjang, Lx =3.4mDIMENSI TIANG BOR (BORE PILE)Diameter, D =0.8mPanjang, L =8mJarak pusat tiang bor terluar terhadap sisi luar Pile-cap a = 1.00 m

222DATA SUSUNAN TIANG BOR (BORE PILE)Jumlah baris tiang bor, ny =10buahJumlah tiang bor dalam satu baris, nx =4buahJarak antara tiang bor arah x, X =2mJarak antara tiang bor arah y, Y =2m

Kuat tekan beton, fc' =24.9Tegangan ijin beton, fc = 0.3 * fc' *1000 =7470Luas tampang tiang bor, A = pHI / 4 * D2 =0.5028571429Panjang tiang bor, L =8Berat tiang, W = A * L * wc =100.5714285714Daya dukung ijin tiang bor, Pijin = A * fc - W =3655.7714285714df8R0.4GAMA18PI35C12Nc = (228 + 4.3*) / (40 - ) =75.7Nq = (40 + 5*) / (40 - ) =43N = (6*) / (40 - ) =42qult = 1.3 * C * Nc + * Df * Nq + 0.6 * * R * N =7554.36Luas penampang tiang bor, A = / 4 * D2 =0.5028571429Angka aman, SF =3Daya dukung ijin tiang bor, Pijin = A * qult / SF =1266.2546285714

223menurut SPTNilai SPT hasil pengujian, N =50Nilai SPT terkoreksi, N' = 15 + 1/2*( N' - 15) =32.52qult = 40 * N' = 1300 Ton/m =13000Luas penampang tiang bor, A = / 4 * D2 =0.5028571429Angka aman, SF =3Daya dukung ijin tiang bor, Pijin = A * qult / SF =2179.0476190476menurut CPTqc = nilai konus rata-rata1282kg/cm qc =12800qf = nilai hambatan lekat rata-rata1.452kg/cm qf =145A = luas penampang tiang bor A =0.5028571429K = keliling penampang tiang bor K = * D =2.5142857143L = panjang tiang bor L =8Daya dukung ijin tiang bor, Pijin = A * qc / 3 + K * L * qf / 5 =2728.8380952381NoUraian Daya Dukung Aksial Tiang BorP (kN)1Berdasarkan kekuatan bahan3655.77142857142Pengujian Lab. Hasil boring (Terzaghi dan Thomlinson)1266.25462857143Pengujian SPT (Meyerhoff)2179.04761904764Pengujian CPT (Bagement)2728.8380952381P TERKECIL =1266.2546285714NY=10NX=4X=2Y=2S=2D=0.8

EF=0.7127272727P IJIN=902.494208P IJIN=900

224

la=hp1pi35l 8ld2.6666666667by20ws18kp3.69BAGKEDALAMANH

(m)H*ws*Kp(kN/m2)BAGIANp

(kN/m2)OKLa + Ld =3.6666666667243.54O0FJLa + 3/4 * Ld =3199.26FN = 1/4*FJ49.815EILa + 1/2 * Ld =2.3333333333154.98EM = 1/2*EI77.49DHLa + 1/4 * Ld =1.6666666667110.7DL = 3/4*DH83.025CGLa =166.42CG66.42KODEp1(kN/m2)p2(kN/m2)Panjang bagianF

(kN)Lengan

thd.O (m)M

(kNm)KODEp1(kN/m2)p2(kN/m2)Notasi(m)F

(kN)Lengan

thd.O (m)M

(kNm)F1049.815La =1498.153.66666666671826.55F249.81577.49Ld / 4 =0.6666666667848.72.33333333331980.3F377.4983.025Ld / 4 =0.66666666671070.11.66666666671783.5F483.02566.42Ld / 4 =0.6666666667996.31996.3F566.420Ld / 4 =0.6666666667442.80.3333333333147.6f3856.05M =6734.25l21.7464114833H2488.140689452

225ny10nx4h62.2035172363sf1.2h ijin51.8362643636knhijin80

Kodehi

(m)Mhi

(kNm)Fi * yi (kNm)DiagramMi

(kNm)Kodehi

(m)Mhi

(kNm)F1F2F3F4F5DiagramMi

(kNm)Kodehi

(m)Mhi

(kNm)498.15848.71070.1996.3442.8DiagramMi

(kNm)M112488.1406894522488.140689452M21.33333333333317.5209192693664.22653.3209192693M324976.281378904996.31697.42282.581378904M42.66666666676635.04183853861328.42263.22853.6189.8418385386M53.33333333338293.80229817321660.5282935673321-3083.6977018268614928.84413671182988.95092.26420.65977.82656.8-8207.4558632882717416.98482616383487.055940.97490.76974.13099.6-9575.3651738362819905.12551561583985.26789.68560.87970.43542.4-10943.2744843842M=2653.3209192693NY=10NX=4SF=3MMAX=22.1110076606

226PMAX=900Z=9000D=800FC'=24.9EC=23452.9529057643IC=20114285714.2857KL=550K=6187.5LAMDA=0.0020487149e=157.1716996726e=0.1571716997MMAX=141.45452970533.1.3 MOMEN MAKSIMUM YANG DIIJINKAN PADA TIANG BORMMAX=141.4545297053

227N=40NoXmax =3mYmax =9m1X1 =3X12 =180Y1 =9Y12 =6482X2 =1X22 =20Y2 =7Y22 =3923X3 =tdk.adaX32 =tdk.adaY3 =5Y32 =2004X4 =tdk.adaX42 =tdk.adaY4 =3Y42 =725X5 =tdk.adaX52 =tdk.adaY5 =1Y52 =86Y6 =tdk.adaY62 =tdk.ada7Y7 =tdk.adaY72 =tdk.ada8Y8 =tdk.adaY82 =tdk.ada9Y9 =tdk.adaY92 =tdk.ada10y10 =tdk.adaY102 =tdk.ada200Y2 =1320

228

NOKOMBINASI

BEBAN KERJAPMxP/n2Mx*X/XPmaxPminNOKOMBINASI

BEBAN KERJA(kN)(kNm)(kN)(kN)(kN)(kN)1KOMBINASI - 125369.35357142860634.23383928570634.2338392857634.23383928572KOMBINASI - 225369.3535714286326.6237814785634.23383928574.8993567222639.1331960079629.33448256353KOMBINASI - 325432.35357142867108.1539439785635.8088392857106.6223091597742.4311484454529.1865301264KOMBINASI - 421699.353571428635464.5361884188542.4838392857531.96804282631074.45188211210.5157964594NOKOMBINASI

BEBAN KERJAPMyP/n2My*Y/YPmaxPminNOKOMBINASI

BEBAN KERJA(kN)(kNm)(kN)(kN)(kN)(kN)1KOMBINASI - 125369.35357142860634.23383928570634.2338392857634.23383928572KOMBINASI - 225369.35357142861695.5691714054634.233839285711.5606988959645.7945381817622.67314038983KOMBINASI - 325432.35357142863336.6362870304635.808839285722.7497928661658.5586321518613.05904641964KOMBINASI - 421699.353571428637467.4795401375542.4838392857255.4600877737797.9439270594287.023751512NoKOMBINASI

BEBAN KERJATxTyhxhyhmaxNoKOMBINASI

BEBAN KERJA(kN)(kN)(kN)(kN)(kN)1KOMBINASI - 1000002KOMBINASI - 2107.0897644192486.5210398052.677244110512.163025995112.16302599513KOMBINASI - 3701.6475144192635.74441480517.541187860515.893610370115.89361037014KOMBINASI - 44553.858065054791.4754013113.8464516262119.7868850325119.7868850325

229NoKOMBINASI

BEBAN KERJAPersenPijinPmax(kN)Kontrol terhadap

Daya dukung ijinPijin(kN)Ketera-

ngan1KOMBINASI - 1100%634.2338392857< 100% * Pijin =900AMAN2KOMBINASI - 2125%639.1331960079< 125% * Pijin =1125AMAN3KOMBINASI - 3140%742.4311484454< 140% * Pijin =1260AMAN4KOMBINASI - 4150%1074.451882112< 150% * Pijin =1350AMAN

NoKOMBINASI

BEBAN KERJAPersenPijinPmax(kN)Kontrol terhadap

Daya dukung ijinPijin(kN)Ketera-

ngan1KOMBINASI - 1100%634.2338392857< 100% * Pijin =900AMAN2KOMBINASI - 2125%639.1331960079< 125% * Pijin =1125AMAN3KOMBINASI - 3140%742.4311484454< 140% * Pijin =1260AMAN4KOMBINASI - 4150%1074.451882112< 150% * Pijin =1350AMANNoKOMBINASI

BEBAN KERJAPersenPijinHmax(kN)Kontrol terhadap

Daya dukung ijinhijin(kN)Ketera-

ngan1KOMBINASI - 1100%0< 100% * hijin =80AMAN2KOMBINASI - 2125%12.1630259951< 125% * hijin =100AMAN3KOMBINASI - 3140%15.8936103701< 140% * hijin =112AMAN4KOMBINASI - 4150%119.7868850325< 150% * hijin =120AMAN

230PMAX=900MMAX=141.4545297053K=1.5ZHI PN=1350ZHI MN=212.181794558AG=502857.142857143ZHI PN/..=0.00011ZHI MN/=0.0000211824RHO=0.65%AS=3268.5714285714AS1=283.529JMLH TUL=11.528173233

231L=8000D=800AS=3268.5714285714FC'=24.9FY=390PU=1350kN =

kNm =

kN =1350000MU=212.181794558kN =

kNm =

kN =212181794.557986H IJINMomen ultimit, Mu =Gaya lateral ijin, hijin =80kN =

kNm =

kN =80000Faktor reduksi kekuatan geser, =0.6Gaya geser ultimit akibat momen, Vu = Mu / L =26522.7243197483Gaya geser ultimit akibat gaya lateral, Vu = K * hijin =120000Diambil, gaya geser ultimit rencana, Vu =120000Jarak tul. thd. sisi luar beton, d' =100AG=502857.142857143Tebal ekivalen penampang, h = Ag =709.1242083423Lebar ekivalen penampang, b = h =609.1242083423Tebal efektif, d = h - d' =609.1242083423Vc = [ 1 + Pu / (14 * Ag) ]*[ (fc' ) / 6 * b * d ] =367747.259298529Vs = Vu / =200000ASV=20114285.7142857201.1428571429S23891591.8060673238.9159180607

232X1=3TOTX^2=200NY=10X2=1N=40h=1.2X3=tdk.adaX4=tdk.adaNOKOMBINASI

BEBAN KERJAPuMuxP1P2P3P4NOKOMBINASI

BEBAN KERJA(kN)(kNm)(kN)(kN)(kN)(kN)1KOMBINASI - 136416.669642857110512.44425264011068.103404861962.9789623346------2KOMBINASI - 235592.269642857110870.8975951052.8702049964944.1612290464------3KOMBINASI - 336492.2696428571583.3418476401921.056868786915.2234503096------4KOMBINASI - 436492.269642857110983.34184764011077.056868786967.2234503096------5KOMBINASI - 529076.669642857126356.82005831881122.2690419462858.700841363------NoXi

(m)Xi - h/2

(m)Pi

(kN)ny * Pi

(kN)Mupi

(kNm)132.41122.269041946211222.690419462126934.457006709211858.7008413638587.00841363028587.00841363023tdk.ada4tdk.ada19809.698833092335521.4654203393

233KODEPARAMETER BERAT BAGIAN BETONVOLUME (m3)BERAT (kN)LENGANxw (m)MOMEN (kNm)KODEbhPanjangShapeVOLUME (m3)BERAT (kN)LENGANxw (m)MOMEN (kNm)W13.41.28132.648161.71387.2W23.40.680.58.162041.1333333333231.2Vs =1020Ms =1618.4K=1.3MUS=2103.92VUS=1326MUR=33417.5454203393BY=20MU=1670.877271017VUR=18483.6988330923VU=924.1849416546Momen rencana ultimit, Mu =1670.877271017Mutu beton, K - 300Kuat tekan beton, fc' =24.9Mutu baja, U - 39Tegangan leleh baja, fy =390Tebal pile cap, h = ht =2000Jarak tulangan terhadap sisi luar beton, d' =100Modulus elastis baja, Es =200000Faktor bentuk distribusi tegangan beton, 1 =0.85b = 1* 0.85 * fc/ fy * 600 / ( 600 + fy ) =0.0279568765Rmax = 0.75 * b * fy *[1 *0.75* b * fy / ( 0.85 * fc )] =6.5976639979Faktor reduksi kekuatan lentur, =0.8Tebal efektif pile cap, d = h - d' =1900Lebar pile cap yang ditinjau, b =1000Momen nominal rencana, Mn = Mu / =2088.5965887712rn=0.5785586118

234 = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ]0.0015043336Rasio tulangan minimum, min = 25%*1.4 / fy =0.0008974359Rasio tulangan yang digunakan, =0.0015043336Luas tulangan yang diperlukan, As = b * d =2858.2337471177Diameter tulangan yang digunakan,D 25Jarak tulangan yang diperlukan, s = / 4 * D2 * b / A =s175.932826825AS=2858.2337471177AS'=1429.1168735589S=351.8656536501AS'=1429.1168735589Gaya geser ultimit, Vu =924184.941654616Faktor reduksi kekuatan geser, =0.6Kapasitas geser ultimit, Vucmax = 0.5 * * ( fc') * b * d =2844294.28857142Vu < Vucmax Dimensi aman thd geserVc = 1/6*( fc') * b * d =1580163.49365079Gaya geser yang ditahan oleh beton, .Vc =948098.096190473

235

236

NOKOMBINASI

BEBAN KERJAPuMuyP1P2P3P4NOKOMBINASI

BEBAN KERJA(kN)(kNm)(kN)(kN)(kN)(kN)1KOMBINASI - 147384.382150.361199.271196.011192.75---2KOMBINASI - 247001.142794.811194.081189.851185.62---3KOMBINASI - 347481.144945.181220.751213.251205.76---4KOMBINASI - 447481.144945.181220.751213.251205.76---5KOMBINASI - 539464.3851684.3313391260.691182.38---

237NoYi

(m)Yi - Bep/2

(m)Pi

(kN)nx * Pi

(kN)Mupi

(kNm)191.4133953567498.427-0.635-2.643-4.653567498.4

KODEPARAMETER BERAT BAGIAN BETONVOLUME (m3)BERAT (kN)LENGANyw (m)MOMEN (kNm)KODEbhPanjangShapeVOLUME (m3)BERAT (kN)LENGANyw (m)MOMEN (kNm)W12.41.28123.045761.2691.2W22.40.880.57.681920.8153.6Vs =768Ms =844.81.31098.2998.4Momen rencana ultimit, Mu =800.02Mutu beton, K - 300Kuat tekan beton, fc' =24.9Mutu baja, U - 39Tegangan leleh baja, fy =390Tebal pile cap, h = ht =2000

238Jarak tulangan terhadap sisi luar beton, d' =100Modulus elastis baja, Es =200000Faktor bentuk distribusi tegangan beton, 1 =0.85b = 1* 0.85 * fc/ fy * 600 / ( 600 + fy ) =0.02796Rmax = 0.75 * b * fy *[1 *0.75* b * fy / ( 0.85 * fc )] =6.59766Faktor reduksi kekuatan lentur, =0.8Faktor reduksi kekuatan geser, =0.6Tebal efektif pile cap, d = h - d' =1900Lebar pile cap yang ditinjau, b =1000Momen nominal rencana, Mn = Mu / =1000.03-6 2Faktor tahanan momen, Rn = Mn * 10 / ( b * d ) =0.27702 = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] =0.00072Rasio tulangan minimum, min = 25%*1.4 / fy =0.0009Rasio tulangan yang digunakan, =0.0009Luas tulangan yang diperlukan, As = b * d =1705Diameter tulangan yang digunakan,D 19Jarak tulangan yang diperlukan, s = / 4 * D2 * b / A =s166.28D 19 - 150Gaya geser ultimit, Vu =573501Faktor reduksi kekuatan geser, =0.6Kapasitas geser ultimit, Vucmax = 0.5 * * ( fc') * b * d =2844294Vu < Vucmax Dimensi aman thd geserVc = 1/6*( fc') * b * d =1580163Gaya geser yang ditahan oleh beton, .Vc =948098Vu < .Vc Tdk. Perlu tul.geser