Perhitungan Spring

PERHITUNGAN TUMPUAN SPRING Dimensi Tiang Pancang

Panjang Jenis Tanah Lapis 1 = Clayey Sand Lapis 2 = Clayey Sand

b= h= L= Ksv = Ksv =

Tiang Pancang Dibagi menjadi 1 Segmen dengan Panjang

0.28 m 0.28 m 2m 30000 kN/m3 30000 kN/m3 4 bagian 0.5 m

Besarnya Konstanta Pegas Arah Vertikal Kv = 2352 kN/m Besarnya Konstanta Pegas Arah Horizontal Ksv1 No. L1 (m) L2 (m) (kN/m3) Kh1 0.5 0 30000 Kh2 0.5 0.5 30000 Kh3 0.5 0.5 30000 Kh3 0.5 0.5 30000

Ksv2 (kN/m3) 0 30000 30000 30000

Kh (kN/m) 8400 16800 16800 16800

2

Kisaran nilai koefisien reaksi subgrade atau spring constant ( (Bowles, 1997)

> Menentukan Ks Dari Kapasitas dukung ijin tanah Jika SF Daya Dukung Ijin

= =

3 360

Kpa

Maka, Ks

=

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

43200 kN/m3

Convertion Unit in 0.25 m 3.94 ft 0.30 m 3.28 k 4.448 kN 0.22 Ksi 6.90 Mpa 0.14 Kpa 0.001 Mpa 1000 MPa 1 N/mm2 1 N 0.001 kN 1000 kN 100

m in m ft kN k Mpa Ksi MPa Kpa N/mm2 MPa kN N kg

1

kg

0.01

kN

1 1 1 1

Ton kg Ton kN

1000 0.001 10 0.1

kg Ton kN Ton

1 1 1 1 1 1

kN/m3 kg/m3 kN/m2 kg/cm2 kN/m2 kg/m2

100.00 0.01 0.01 100 100.0 0.01

kg/m3 kN/m3 kg/cm2 kN/m2 kg/m2 kN/m2

au spring constant (ks)

g ijin tanah

PERHITUNGAN NILAI SPRING

> Menentukan Ks Dari Kapasitas dukung ijin tanah Jika SF Daya Dukung Ijin

= =

3 1987.8

=

238530.75 kN/m3

Kpa

Maka, Ks

> Mencari konstanta Spring

Sudut Pinggir Tengah

= = =

59632.68637 kN/m 119265.3727 kN/m 238530.7455 kN/m

35779.61182 kN/m

A= Pu = q=

1 m2 300 kN 300 kN/m2

1225

66.66667 2040 960 3000 3.614458

BEARING CAPACITY OF SHALLOW FOUNDATIONS Terzaghi Method Date Identification

December 14, 2016 Example 6.4

INPUT

Terzaghi Results Units of Measurement SI SI or E Foundation Information Shape B= L= D=

RE SQ, CI, CO, or RE 39.5 m 1m 0.2 m

Soil Information c= phi = gamma = Dw =

3.73 kPa 2.8 deg 16 kN/m^3 32 m

Factor of Safety F=

2.5

Bearing Capacity q ult = qa=

Allowable Column Load P=

ghi Results

ng Capacity n/a n/a

kPa kPa

able Column Load #VALUE! kN

Shome S Dey

BEARING CAPACITY OF SHALLOW FOUNDATIONS Meyerhof Method Date Identification

December 14, 2016 Example 4-2

INPUT Meyerhof Results

Units of Measurement

(Vertical Load)

SI SI or E

Bearing Capacity Foundation Information Shape B= L= Kedalaman pondasi (Df) = Soil Information c= = = Kedalaman M.A.T (Dw) = Factor of Safety F=

q ult = qa=

RE SQ, CI, CO, or RE 39.5 m 84.5 m

Allowable Column Loa

0m

P= Kontrol Terhadp Tegang Apond = Wpond = Pkolom = Mkolom =

6.96 kPa 30 deg 18 kN/m^3 32 m

(Assumed) Pu = Mu =

3

Cek = Rasio =

Meyerhof Computations Unit conversion w=  (radians) W footing  conc

1

Nc =

30.14

9.8

sc =

1.28

0.52359878

dc =

1.00

0 kN/m

2

Nq =

18.40

23.6 kN/m

3

sq =

1.14

dq = N= s =

d= ' = Kp = B/L = D/B =  zD' =

1.00 15.67 1.14 1.00 16.13924051 3 0.467455621 0 0

Shome S Dey

erhof Results kg/m2 608080.5

kN/m2 5963.27

ton/m2 596.33

kg/m2 202693.5

kN/m2 1987.76

ton/m2 198.78

ing Capacity 5,963 kPa 1,988 kPa

wable Column Load

6,634,633 kN rol Terhadp Tegangan Tanah 3337.8 m2 0.0 Ton/m2 360.00 Ton 241.00 Ton.m 360.00 Ton 0.01 Ton.m 0.11 Ton/m2 0.00

Subgrade Modulus (Ks) = Cek Tegangan Tanah =

Aman

238530.75 kN/m3 165

kN/m2 Rasio =

Shome S Dey

Aman 0.08