8D 8D 3D 3D L L B B q q p p = = 800 800 NN D D ≤ ≤ 8000 8000 N N (satuan (satuan Lbs)Lbs) L L B B Q Q p p = = AA p p. q. q p p = = AA p p. 40 N. 40 N D
D ≤ ≤ 400 400 NN (sa(satuatuan n KN) KN) ... . (3.4(3.4))
L L B B Q Q p p = = AA p p. q. q p p = = AA p p. 800 N. 800 N D D ≤ ≤ 8000 8000 N N (satuan Lbs(satuan Lbs) ) ... (3.5)... (3.5) Tanah Tanah D D D
D = = diameter diameter tiangtiang
N N = = 8D+3D8D+3D 2 2 Di rata - rata Di rata - rata Gambar 3.3
Gambar 3.3 Penentuan nilai N (jumlah pukulan)Penentuan nilai N (jumlah pukulan)
b.
b. Kapasitas Kapasitas Dukung Dukung Selimut Selimut Tiang Tiang (Q(Qss)) Kapasitas dukung selimut tiang (Q
Kapasitas dukung selimut tiang (Qss) dapat dihitung dengan rumus berikut ini) dapat dihitung dengan rumus berikut ini (Sumber : Braja M Das).
(Sumber : Braja M Das). Q
Qss= ∑ A= ∑ Ass..ƒ ƒ ………...…. ………...…. (3.6)(3.6) A
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Dengan : Dengan : A
Ass = Luas selimut tiang (m= Luas selimut tiang (m22)) p
p = K= Keelliilliinng g ttiiaanngg ((mm22)) ∆L = Panjang tiang ( m ) ∆L = Panjang tiang ( m ) ƒ
ƒ = G= Geesesekakan sn selelimimutut
Kapasitas dukung selimut tiang dapat dilihat pada Gambar 3.4 berikut ini. Kapasitas dukung selimut tiang dapat dilihat pada Gambar 3.4 berikut ini.
Qu Qu Qs Qs
Tanah Lempung
Tanah Lempung
Qp QpPenampang tiang (Ap) Penampang tiang (Ap)
Gambar 3.4
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Sedangkan untuk menentukan nilai gesekan selimut (ƒ) adalah berdasarkan jenis Sedangkan untuk menentukan nilai gesekan selimut (ƒ) adalah berdasarkan jenis tanahnya. Berikut ini adalah rumus yang dipergunakn untuk menghitung nilai gesekan tanahnya. Berikut ini adalah rumus yang dipergunakn untuk menghitung nilai gesekan selimut (ƒ) menurut jenis tanah nya :
selimut (ƒ) menurut jenis tanah nya : 1.
1. Tanah Tanah Pasir Pasir ƒ
ƒ = K = K .. σ’σ’vv .. tg tg δ δ ………...………… ………...………… (3.8 (3.8 )) K = (1 – 2 ) K
K = (1 – 2 ) K oo untuk untuk displacement displacement besar besar K = (0,75 – 1,75) K
K = (0,75 – 1,75) K oo untuk untuk displacement displacement kecilkecil K = (0,75 – 1,0) K
K = (0,75 – 1,0) K oo untuk bored pileuntuk bored pile K
K 00 = 1 – sin φ= 1 – sin φ Dengan :
Dengan : φ
φ = = SSududut ut ggeesseek k dadallaamm K
K = Koefisien = Koefisien tekanan tekanan tanahtanah K
K 00 = = Koefisien tekanan Koefisien tekanan tanah saat tanah saat diamdiam σ’
σ’vv = Tegangan vertikal efektif tanah, dianggap konstan setelah kedalaman= Tegangan vertikal efektif tanah, dianggap konstan setelah kedalaman 15d (Meyerhoft).
15d (Meyerhoft). δ
δ = = Sudut gesek Sudut gesek permukaanpermukaan δ beton δ beton = (0,80 = (0,80 – 1)– 1)..φφ δ δ kayu kayu == 22 3 3ϕϕ δ baja δ baja = (0= (0,59 – 0,59 – 0,90),90)..φφ δ cor
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2.
2. Tanah Tanah LempungLempung
Pada tanah lempung ada 3 metode untuk menghitung nilai gesekan selimut Pada tanah lempung ada 3 metode untuk menghitung nilai gesekan selimut (ƒ). (Sumber : Braja M Das).
(ƒ). (Sumber : Braja M Das).
2.1 Metode Lambda (λ) dari Vijayvergiya dan Focht 2.1 Metode Lambda (λ) dari Vijayvergiya dan Focht
ƒ
ƒaveave = λ (σ’= λ (σ’aveave+ 2+ 2..CCu aveu ave) ) ………. …………. (3.9)(3.9) Dengan :
Dengan : ƒ
ƒaveave = Gesekan selimut rata – rata= Gesekan selimut rata – rata λ
λ = K= Kononststananta ta (d(dititenentutukakan ben berdrdasasararkakan Gan Gambmbar ar 3.3.6)6) σ’
σ’aveave = Tegengan vertical efektif rata –rata= Tegengan vertical efektif rata –rata C
Cu aveu ave= Kohesi tanah= Kohesi tanah undrained undrained rata – ratarata – rata
Gambar 3.5
Gambar 3.5 Koefisien λ Vijayvergiya dan Focht Koefisien λ Vijayvergiya dan Focht (Sumber : Braja M Das)
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Untuk nilai C
Untuk nilai Cu aveu avedihitung dengan rumus berikut :dihitung dengan rumus berikut :
C Cu aveu ave== n n
∑
∑
C C uiui..LL ii ii==11 L L ………..……... (3.10)………..……... (3.10) Dengan : Dengan : CCuiui= Kohesi tanah= Kohesi tanah undrained undrained lapis kelapis ke ii L
Lii = Panjang segment tiang lapis Ke= Panjang segment tiang lapis Ke ii L
L = = Panjang Panjang tiangtiang
Sedangkan nilai tegangan vertikal rata – rata dapat dihitung dengan rumus Sedangkan nilai tegangan vertikal rata – rata dapat dihitung dengan rumus berikut ini. berikut ini. n n
∑
∑
A A ii σ’ σ’aveave== ii ==11 ………...………...…. ...…. (3.11)(3.11) L L Dengan : Dengan : AAii= Luas diagram tegangan vertical efektif = Luas diagram tegangan vertical efektif L
L = = Panjang Panjang tiangtiang
2.2 Metode alpha (α) dari Tomlinson 2.2 Metode alpha (α) dari Tomlinson
ƒ = α
ƒ = α..CCuu ………...……...….……. ...….……. (3.12)(3.12) Dengan :
Dengan : α
α = = Faktor Faktor adhesiadhesi C
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Gambar 3.6
Gambar 3.6 Nilai C Nilai Cuuterhadap nilai αterhadap nilai α (Sumber : Manual struktur fondasi dalam ) (Sumber : Manual struktur fondasi dalam ) 2.3 Metode beta (β) / tegangan efektif
2.3 Metode beta (β) / tegangan efektif ƒ
ƒaveave = β= β..σ’ ………σ’ ………...………...…. ...…. (3.13)(3.13) Dengan :
Dengan : ƒ
ƒaveave = = Gesekan selimut Gesekan selimut rata –ratarata –rata β
β = = K K ..tg φr tg φr φr
φr = = SuSududut t gegesser er tatananah h kokondndisisi i ttererdrdraiainanasisi K
K = = 1 1 – – sisin n φr φr ((ununtutuk k teterkrkononssololididasasi i nonormrmalal)) K
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c.
c. Kapasitas Kapasitas Dukung Dukung Ultimate Ultimate TiangTiang
Rumus yang digunakan untuk menghitung kapasitas dukung ultimate tiang Rumus yang digunakan untuk menghitung kapasitas dukung ultimate tiang (Q
(Quu) adalah sebagai berikut :) adalah sebagai berikut : Q
Quu = Q= Q p p+ Q+ Qss – W ………...…. (3.14) – W ………...…. (3.14) Karena W dianggap = 0, maka rumus kapasitas dukung ultimit adalah sebagai Karena W dianggap = 0, maka rumus kapasitas dukung ultimit adalah sebagai berikut :
berikut : Q
Quu = Q= Q p p+ Q+ Qss
Tapi pada tugas akhir W harus masuk dalam hitungan sehingga rumusnya Tapi pada tugas akhir W harus masuk dalam hitungan sehingga rumusnya menjadi : menjadi : Q Quu = Q= Q p p+ Q+ Qss- - W………W………... ... (3.15)(3.15) Dengan : Dengan : Q
Quu = Kapasitas dukung ultimit tiang (ton)= Kapasitas dukung ultimit tiang (ton) Q
Q p p = Kap= Kapasitas asitas dukung udukung ujung tiajung tiang ng (ton)(ton) Q
Qss = Kapasitas dukung selimut tiang (ton)= Kapasitas dukung selimut tiang (ton) W = Berat Tiang
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Cancel Anytime. Pelepasan uap Pelepasan uap Uap masuk Uap masuk Ram Ram
Wr
Wr
h
h
Bantalan Bantalan tiang tiang Penutup tiang Penutup tiang Tiang pancang Tiang pancang Gambar 3.7Gambar 3.7 Alat pancang tiangAlat pancang tiang
Untuk menentukan kapasitas dukung ultimit tiang dengan metode dinamis Untuk menentukan kapasitas dukung ultimit tiang dengan metode dinamis digunakan rumus berikut ini.
digunakan rumus berikut ini. 1.
1. Engineering News Record Engineering News Record (ENR)(ENR) W W . . h h .. EE Q Quu == r r ………...………...………...……...………...………...…... .... (3.22)(3.22) S S ++CC
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h
h = = ttiingngggi i jjaattuuh h ttiiaangng S
S = = PPuukkuullaann C
C = kon= konstanta stanta ( ( untuk untuk single acting, single acting, C = 0,1 inc)C = 0,1 inc) ( untuk
( untuk double acting,double acting, C = 0,1 inc)C = 0,1 inc) E
E = = efefisisieiensnsi i papalu lu (T(Tababel el 3.3.1)1) n
n = koe= koefifisisiensensi i rereststititususi i (T(Tabeabel l 3.23.2))
Tabel 3.1
Tabel 3.1 Efisiensi paluEfisiensi palu
T
Tiippeeppaalluu EEffiissiieennssii
Single/double acting hammer
Single/double acting hammer 0,7 – 0,850,7 – 0,85 Diesel hammer
Diesel hammer 0,8 – 0,90,8 – 0,9
Drop hammer
Drop hammer 0,7 – 0,90,7 – 0,9
(Sumber :
(Sumber : Braja M. Das Braja M. Das))
Tabel 3.2
Tabel 3.2Koefisien restitusiKoefisien restitusi
M
Maatteerriiaal l ppaalluu KKooeeffiissiieen n rreessttiittuussii
P
Paallu u bbeessi i ccoorr, , ttiiaanng g bbeettoon n ttaannppa a hheellmm 00,,4 4 – – 00,,55 P
Paalluu kkaayyuu 00,,33 ––00,,44
T
Tiiaanng g kkaayyuu 00,,225 5 – – 00,,33 (Sumber :
(Sumber : Braja M. Das Braja M. Das)) 2.
2. Danish Danish
E E H H
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L
L = = papanjnjanang g titianang g (m(m)) A
A p p = = luas penampang luas penampang tiang (mtiang (m22)) E
E p p = Modulus= Modulus young young tiang tiang (Tabel (Tabel 3.4)3.4) H
Hee = = WWr r . h . h = = energi energi palupalu S
S = = PPuukkuullaann W
Wr r = = berat berat palu palu (ton)(ton) h
h = = ttiingngggi i jjaattuuh h ttiaiang ng ((mm)) 3.
3. Pacific Coast Uniform Building Code Pacific Coast Uniform Building Code E E .. H H ..C C Q Quu == ee 11 S S ++ C C 22 ………...………...…….……... ………...………...…….……... (3.17 (3.17 )) C C11 == W W r r ++k k ..W W p p W W r r ++ W W p p C C22 == Q Quu.. L L A A.. E E Pada rumus
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W
W p p = = berat berat tiangtiang h
h = = ttiingngggi i jjaattuuh h ttiiaangng S
S = = PPuukkuullaann k
k = 0,25 un= 0,25 untuk tuk tiatiang bang baja daja dan 0,1 n 0,1 untuuntuk sek semua mua pancpancang lang lainain H
Hee = = WWr r . h . h = = energi energi palupalu E
E = = efefisisieiensnsi i papalu lu (T(Tababel el 3.3.1)1) n
n = koe= koefifisisiensensi i rereststititusi (Tausi (Tabel bel 3.23.2)) A
A p p = = luas penampang luas penampang tiang (mtiang (m22)) L
L = = papanjnjanang g titianang g ( ( m m ))
d.
d. Kapasitas Dukung Kapasitas Dukung Ijin Ijin Tiang Tiang (Q(Qaa)) Nilai kapasitas dukung ijin tiang (Q
Nilai kapasitas dukung ijin tiang (Qaa) dihitung dengan memakai rumus berikut) dihitung dengan memakai rumus berikut ini : ini : Q Quu Q Qaa== SF SF ... ...(3.18)...(3.18) Dengan : Dengan : Q
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ber
berdekadekatan tan dan dan biabiasanysanya a diidiikat kat menjmenjadi adi satsatu u dibadibagian gian ataatasnysnya a dengdengan an menmengguggunakannakan pile cap.
pile cap. Untuk menghitung nilai kapasitas dukung kelompok tiang, ada bebarapa halUntuk menghitung nilai kapasitas dukung kelompok tiang, ada bebarapa hal yang harus diperhatikan terlebih dahulu, yaitu jumlah tiang dalam satu kelompok, jarak yang harus diperhatikan terlebih dahulu, yaitu jumlah tiang dalam satu kelompok, jarak tiang, susunan tiang dan efisiensi kelompok tiang. Kelompok tiang dapat dilihat
tiang, susunan tiang dan efisiensi kelompok tiang. Kelompok tiang dapat dilihat pada Gambar 3.8 berikut ini .
pada Gambar 3.8 berikut ini .
B = Lebar fondasi B = Lebar fondasi L = Panjang fondasi L = Panjang fondasi D = Dalam fondasi D = Dalam fondasi
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b.
b. Jarak Jarak Tiang Tiang (S)(S)
Ja
Jararak k antantar ar titiang ang papancancang ng dididaldalam am kelkelomompopok k titiang ang sasangangat t memempmpenengrgruhiuhi perhit
perhitungan kapasitas dukung ungan kapasitas dukung dari kelompok tiang dari kelompok tiang tersetersebut. but. Untuk bekerja Untuk bekerja sebagasebagaii kelompo
kelompok tiang, k tiang, jarak antar tiang yang jarak antar tiang yang dipakai adalah menurut peratudipakai adalah menurut peraturan – ran – peratuperaturanran bangunan pada daerah masing – masing. Menurut K. Basah Suryolelono (1994), pada bangunan pada daerah masing – masing. Menurut K. Basah Suryolelono (1994), pada prinsipnya jarak tiang (S) makin rapat, ukuran
prinsipnya jarak tiang (S) makin rapat, ukuran pile cap pile cap makin kecil dan secara tidak makin kecil dan secara tidak langsu
langsung biaya ng biaya lebih murah. Tetapi bila lebih murah. Tetapi bila fondasfondasi memikul beban i memikul beban momen maka jarak momen maka jarak tiang perlu diperbesar yang berarti menambah atau memperbesar tahanan momen. Jarak tiang perlu diperbesar yang berarti menambah atau memperbesar tahanan momen. Jarak tiang biasanya dipakai bila :
tiang biasanya dipakai bila : 1.
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3 Tiang
3 Tiang
4 Tiang
4 Tiang
7 Tiang
7 Tiang
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d.
d. Efisiensi Efisiensi KelompKelompok ok TiangTiang
Menurut Coduto (1983), efisiensi tiang bergantung pada beberapa faktor, Menurut Coduto (1983), efisiensi tiang bergantung pada beberapa faktor, yaitu :
yaitu : 1.
1. Jumlah, Jumlah, panjang, diameter, panjang, diameter, susunan susunan dan dan jarak jarak tiang.tiang. 2.
2. Model Model transfer transfer beban (tahanan beban (tahanan gesek tergesek terhadap tahanan hadap tahanan dukung ujung).dukung ujung). 3.
3. Prosedur Prosedur pelaksanaan pelaksanaan pemasangan pemasangan tiang.tiang. 4.
4. Urutan Urutan pemasangan pemasangan tiangtiang 5.
5. Macam Macam tanah.tanah. 6.
6. Waktu Waktu setelah setelah pemasangan.pemasangan. 7.
7. Interaksi Interaksi antara antara pelat pelat penutup penutup tiang tiang (( pile cap) pile cap) dengan tanah.dengan tanah. 8.
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n
n1
1 n
n2
2 n3
n3 n4
n4
m1
m1
m2
m2
m3
m3
m4
m4
Gambar 3.10Gambar 3.10 Baris kelompok tiangBaris kelompok tiang 2.
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Sedangkan pada fondasi tiang pancang, tahanan gesek dengan s < 3d maka faktor Sedangkan pada fondasi tiang pancang, tahanan gesek dengan s < 3d maka faktor efisiensi ikut menentukan.
efisiensi ikut menentukan. Q
Qgg = n= n..QQaa.. EEgg ………... (3.24)………... (3.24) Dengan :
Dengan : Q
Qgg = Beban maksimum kelompok tiang= Beban maksimum kelompok tiang n
n = = Jumlah Jumlah tiang tiang dalam dalam kelompok kelompok Q
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Dari kedua rumus tersebut, niali terkecil yang dipakai. Kelompok tiang dalam Dari kedua rumus tersebut, niali terkecil yang dipakai. Kelompok tiang dalam tanah lempung yang bekerja sebagai blok dapat dilihat pada gambar 3.12 berikut :
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Dengan : Dengan : S
S = = Penurunan tPenurunan totalotal S
Sss= Penurunan akibat deformasi aksial tiang= Penurunan akibat deformasi aksial tiang S
S p p = Penurunan dari ujung tiang= Penurunan dari ujung tiang S
S ps ps= Penurunan tiang akibat beban yang dialihkan sepanjang tiang.= Penurunan tiang akibat beban yang dialihkan sepanjang tiang. Penurunan akibat deformasi aksial
Penurunan akibat deformasi aksial
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d
d = = Diameter Diameter C
C p p = Koefisien empiris (tabel 3.1)= Koefisien empiris (tabel 3.1)
Tabel 3.3
Tabel 3.3 Nilai koefisien C Nilai koefisien C p p
J
Jeenniis s TTaannaahh TiiaTanng g PPaannccaanngg
P Paassiirr 00,,002 2 – – 00,,0044 L Leemmppuunngg 00,,002 2 – – 00,,0033 L Laannaauu 00,,003 3 – – 00,,0055 (Sumber (Sumber Vesic,Vesic, 1977)1977)
Penurunan akibat pengalihan beban sepanjang tiang Penurunan akibat pengalihan beban sepanjang tiang
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Tabel 3.4
Tabel 3.4Modulus elastis ( BowlesModulus elastis ( Bowles, 1977), 1977)
J
Jeenniis s TTaannaahh MMoodduulluus s EEllaassttiis s ((kkgg//ccmm22))
Lempung Lempung
S
Saannggaattlluunnaakk 33–– 3300
L Luunnaakk 2200–– 4400 S Seeddaanngg 4455–– 9900 K Keerraass 7700–– 220000 B Beerrppaassiirr 330000–– 442255 Pasir Pasir B Beerrllaannaauu 5500––220000 T
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Dengan : Dengan : S
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B
Bgg= Lebar kelompok tiang= Lebar kelompok tiang d
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q
qcc= Nilai konus pada rata – rata kedalaman B= Nilai konus pada rata – rata kedalaman Bgg 2.
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B
B = = LLeebbaar r ttiiaanng g ppaannccaanng g kkeellomomppook k E
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diikuti oleh pengurangan kelebihan tekanan air pori. Rumus yang dipakai untuk diikuti oleh pengurangan kelebihan tekanan air pori. Rumus yang dipakai untuk menghitung penurunan konsolidasi primer yaitu sebagai berikut :
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