pengecekan daya dukung aksial tekan dan tarik p.tiang (pileload capacity) preestress 50x50
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Daya Dukung Tiang Pancang SPT 50cm x 50 cmProyek Belmont Residence
Pile Load Capacity ( BH-1<Sofoco>)
Pile 500 x 500 mm
5 2
Pu = Ultimate pile load capacity (Ton)Np = Average Nvalue ( 4xDia above and 1xD below pile toe)
Ns = Average Nvalue at Sand layerLs = Depth of Sand layerNc = Average Nvalue at Clay layerLc = Depth of Clay layerK = Perimeter of pile (meter)
P allowable = Pu / 3
1. Data SF = 2 (Clay)
No. Elevasi Soil Type SF N SPT L N x L x K
-1.50 12BOC -4.00 6
1 -4.50 Clay 2 2 0.50 1.002 -6.00 Clay 2 4 1.50 6.003 -7.50 Clay 2 7 1.50 10.504 -9.00 Clay 2 16 1.50 24.005 -10.50 Clay 2 25 1.50 37.506 -12.00 Clay 2 39 1.50 58.507 -13.50 Clay 2 33 1.50 49.508 -15.00 Sand 5 50 1.50 30.00
∑ = 11.00
216.00
Pile 400 x 400 mm / Tiang Pancang
K = 4 x ### = 2.00 m
Ap = 0.50 x ### = 0.25 m²
Pu = 25 x 36 x 0.25 + 216.00 = 443.5
Daya dukung tekan = 443.5 = 148 Ton3
Pu = ( 25 x Np x Ap ) + ( Ns x Ls + Nc x Lc ) x K
Ap = Pile area (m2) = 0.25 x phi x (Dia.)2
= 5 (Sand)
SF
∑ =
Daya Dukung Tiang Pancang SPT 50cm x 50 cmProyek Belmont Residence
Daya dukung tarik = 216.0 = 43 Ton5
Daya Dukung Tiang Pancang SPT 40 cm x 40 cmProyek Belmont Residence
Pile Load Capacity (BH-2<Sofoco>)
Pile 500 x 500 mm
5 2
Pu = Ultimate pile load capacity (Ton)Np = Average Nvalue ( 4xDia above and 1xD below pile toe)
Ns = Average Nvalue at Sand layerLs = Depth of Sand layerNc = Average Nvalue at Clay layerLc = Depth of Clay layerK = Perimeter of pile (meter)
P allowable = Pu / 3
1. Data SF = 2 (Clay)
No. Elevasi Soil Type SF N SPT L N x L x K
-1.50 17BOC -4.00 14
1 -4.50 2 3 0.50 1.502 -6.00 2 5 1.50 7.503 -8.00 Sand 5 20 2.00 16.004 -10.00 2 19 2.00 38.005 -11.50 Clay 2 24 1.50 36.006 -14.00 Clay 2 27 2.50 67.507 -15.00 Sand 5 50 1.00 20.00
∑ = 11.00
186.50
Pile 450 x 450 mm / Tiang Pancang
K = 4 x ### = 2.00 m
Ap = 0.50 x ### = 0.25 m²
Pu = 25 x 32 x 0.25 + 186.50 = 384
Daya dukung tekan = 384.0 = 128 Ton3
Pu = ( 25 x Np x Ap ) + ( Ns x Ls + Nc x Lc ) x K
Ap = Pile area (m2) = 0.25 x phi x (Dia.)2
= 5 (Sand)
SF
Clay Clay
Clay
∑ =
Daya Dukung Tiang Pancang SPT 40 cm x 40 cmProyek Belmont Residence
Daya dukung tarik = 186.5 = 37 Ton5
Daya Dukung Tiang Pancang SPT 40 cm x 40 cmProyek Belmont Residence
Pile Load Capacity ( BH-1<Sofoco>)
Pile400 x 400 mm
5 2
Pu = Ultimate pile load capacity (Ton)Np = Average Nvalue ( 4xDia above and 1xD below pile toe)
Ns = Average Nvalue at Sand layerLs = Depth of Sand layerNc = Average Nvalue at Clay layerLc = Depth of Clay layerK = Perimeter of pile (meter)
P allowable = Pu / 3
1. Data SF = 2 (Clay)
No. Elevasi Soil Type SF N SPT L N x L x K
-1.50 12BOC -4.00 6
1 -4.50 Clay 2 2 0.50 0.802 -6.00 Clay 2 4 1.50 4.803 -7.50 Clay 2 7 1.50 8.404 -9.00 Clay 2 16 1.50 19.205 -10.50 Clay 2 25 1.50 30.006 -12.00 Clay 2 39 1.50 46.807 -13.50 Clay 2 33 1.50 39.608 -15.00 Sand 5 50 1.50 24.00
∑ = 11.00
172.80
Pile 400 x 400 mm / Tiang Pancang
K = 4 x ### = 1.60 m
Ap = 0.40 x ### = 0.16 m²
Pu = 25 x 36 x 0.16 + 172.80 = 318.4
Daya dukung tekan = 318.4 = 106 Ton3
Pu = ( 25 x Np x Ap ) + ( Ns x Ls + Nc x Lc ) x K
Ap = Pile area (m2) = 0.25 x phi x (Dia.)2
= 5 (Sand)
SF
∑ =
Daya Dukung Tiang Pancang SPT 40 cm x 40 cmProyek Belmont Residence
Daya dukung tarik = 172.8 = 35 Ton5
Daya Dukung Tiang Pancang SPT 40 cm x 40 cmProyek Belmont Residence
Pile Load Capacity (BH-2<Sofoco>)
Pile 400 x 400 mm
5 2
Pu = Ultimate pile load capacity (Ton)Np = Average Nvalue ( 4xDia above and 1xD below pile toe)
Ns = Average Nvalue at Sand layerLs = Depth of Sand layerNc = Average Nvalue at Clay layerLc = Depth of Clay layerK = Perimeter of pile (meter)
P allowable = Pu / 3
1. Data SF = 2 (Clay)
No. Elevasi Soil Type SF N SPT L N x L x K
-1.50 17BOC -4.00 14
1 -4.50 2 3 0.50 1.202 -6.00 2 5 1.50 6.003 -8.00 Sand 5 20 2.00 12.804 -10.00 2 19 2.00 30.405 -11.50 Clay 2 24 1.50 28.806 -14.00 Clay 2 27 2.50 54.007 -15.00 Sand 5 50 1.00 16.00
∑ = 11.00
149.20
Pile 450 x 450 mm / Tiang Pancang
K = 4 x ### = 1.60 m
Ap = 0.40 x ### = 0.16 m²
Pu = 25 x 32 x 0.16 + 149.20 = 275.6
Daya dukung tekan = 275.6 = 92 Ton3
Pu = ( 25 x Np x Ap ) + ( Ns x Ls + Nc x Lc ) x K
Ap = Pile area (m2) = 0.25 x phi x (Dia.)2
= 5 (Sand)
SF
Clay Clay
Clay
∑ =
Daya Dukung Tiang Pancang SPT 40 cm x 40 cmProyek Belmont Residence
Daya dukung tarik = 149.2 = 30 Ton5
Daya Dukung Tiang Pancang berdasar N-SPT Proyek Belmont Residence
Rekapitulasi Hasil Perhitungan Daya Dukung Tiang Tekan & TarikDengan Menggunakan N-SPT
Lokasi Kedalaman L Efektif Pile 500x500 Pile 400x400
Tekan (Ton) Tarik (Ton) Tekan (Ton) Tarik (Ton)
BH-1 -15.00 m 11 m 148 43 106 35
BH-2 -15.00 m 11 m 128 37 92 30
rata-rata = 137.92 40.25 99.00 32.50
maka berdasarkan hasil pengecekan tsb diatas untuk perencanaan diambil
Pile 500x500Daya Dukung Tekan=Daya Dukung Tarik =
Pile 400x400Daya Dukung Tekan=Daya Dukung Tarik =
130 Ton40 Ton
90 Ton30 Ton
Daya Dukung Tiang Pancang SPT 40 x 40 cmProyek Belmont Residence
Rekapitulasi Hasil Perhitungan Daya Dukung Tiang Tekan & TarikDengan Menggunakan N-SPT
Sofoco
Pile 400 x 400 mmKedalaman L Efektif Tekan (Ton) Tarik (Ton)
DB-1 -15.00 m 11 m 106 35
DB-2 -15.00 m 11 m 92 30
Kesimpulan :Rekomendasi dari PT. Solefound Sakti / Ir.Soerjatmo WreksoatmodjoDaya Dukung Tekan = 120 TonDaya Dukung Tarik = 22 Ton ( diluar berat sendiri tiang )
maka berdasarkan hasil pengecekan tsb diatas untuk perencanaan diambilDaya Dukung Tekan =Daya Dukung Tarik =
90 Ton30 Ton
Rekapitulasi Hasil Perhitungan Daya Dukung Tiang Tekan & Tarik
Berdasarkan N-SPTBerdasarkan nilai Cu dan NcPile 500 x 500 mmKedalaman L Efektif Tekan (Ton) Tarik (Ton) Tekan (Ton) Tarik (Ton)
BH-1 -15.00 m 11 m 148 43 100 50BH-2 -15.00 m 11 m 128 37 75 40
Kesimpulan :Rekomendasi dari PT. Solefound Sakti / Ir.Soerjatmo WreksoatmodjoDaya Dukung Tekan = 120 TonDaya Dukung Tarik = 22 Ton ( diluar berat sendiri tiang )
maka berdasarkan hasil pengecekan tsb diatas untuk perencanaan diambilDaya Dukung Tekan =Daya Dukung Tarik =
140Ton40 Ton