jalan beton

spuw-1 document.xls

jalan lingkungan spuw-1-- jalan beton---

Tinjauan GeserVu <0,6 Vc

bo=2(a+d)+2(b+d)Beban Gandar Kendaraan : 12 tfc' mutu beton : 22.5 Mpa

Bidang kontak roda kendaraanVu (beban 1 sisi) : 6 t

: 60 KNa : 300 mmb : 125 mm

: 2.4

untuk d=10 cm : 100 mmVc : 139.9967 KN0,6.Vc : 83.998 KN > Vu : 60 KN Ok!

1/3.sqrt(fc').bo.d : 197.6424 KN > 0,6.Vc : 83.998 KN Ok!

Tinjauan Momen LenturBeban Titik

ditinjau Luas plat A:(L x L)m2 : 1 m2: 60 KN/m2: 60 KN/m

Mu = 1/2.wu.L2 : 7.5 KN.mPenulangan

Momen ultimit (Mu) : 7.5 KNmLebar asumsi : 1000 mmTebal plat ( h ) : 175 mmMutu beton (fc') : 22.5 MpaMutu baja (fy) : 240 MpaDiameter tulangan : 12 mmJarak tulangan ( s ) : 150 mmJumlah tulangan (n) : 6.666667 bhLuas tul tarik ( Ast) : 753.9822 mm2ds : 50 mmd' : 125 mmBetha : 0.85Es : 200000 Mpaa = As.fy/(0,85.fc'.b) : 9.461738 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) : 21.76339 KNmMkap = 0,8.Mkap.ult : 17.411 KNm > Mu = 7.5 KNm Ok!

Beban berjalanjarak gandar depan-belakang : 4 mjarak roda kanan-kiri : 1.75 mbeban roda kendaraan : 6 tlebar rencana : 6 mpanjang tiap pias jalan : 10 m

ditinjau luasan 6 x 10 m2beban merata akibat beban titikqm : 0.8 t/m2M : 1.6 t.m

PenulanganMomen ultimit (Mu) : 16 KNmLebar asumsi : 1000 mmTebal plat ( h ) : 175 mmMutu beton (fc') : 22.5 MpaMutu baja (fy) : 240 MpaDiameter tulangan : 12 mmJarak tulangan ( s ) : 150 mm 10 m

Vc=(1+1/b)1/6.sqrt(fc').bo.d < 1/3.sqrt(fc').bo.d

b=a/b

Vc=(1+1/b)1/6.sqrt(fc').bo.dVc=(1+1/b)1/6.sqrt(fc')).(2.(a+d)+2(b+d)).d

s tanah=Vu/Awu = s tnh*1 m

4 m

6 m1,75

1,75 0,5

0,5

0,5

spuw-1 document.xls

Jumlah tulangan (n) : 6.666667 bhLuas tul tarik ( Ast) : 753.9822 mm2ds : 45 mmd' : 130 mmBetha : 0.85Es : 200000 Mpaa = As.fy/(0,85.fc'.b) : 9.461738 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) : 22.66817 KNmMkap = 0,8.Mkap.ult : 18.135 KNm > Mu = 16 KNm Ok!

Tinjauan Daya dukung TanahHasil Penyelidikan TanahOleh Pt. Ketira Engineering ConsultantsJenis Tanah asli : silty clay very soft

(Wet density) : 1.526 t/m3f (angle of internal friction) : 3c (cohesion) : 0.05 kg/cm2t (timbunan tanah merah) : 115 cm

Analisa Terzaghi

f : 0 5Nc : 5.7 7.3Nq : 1 1.6

: 0 0.5: 3

Nc : 6.66Nq : 1.36

: 0.3

: 0.453 kg/cm2SF ( safety factor) : 3qa tanah asli = qult/SF : 0.151 kg/cm2 = 15.1096 KN/M2

: 0.6 kg/cm2 = 60 KN/M2: 0.1298 kg/cm2 < qa : 0.151 kg/cm2 Ok!

Tinjauan Tebal PerkerasanP : 12 t

: 1.25 :konst. Jalan raya D.U. Soedarsono, hal 16 Tanah asli

: 0.151 kg/cm2tebal tanah merah

: 112.428 cm < H lap = 115 cm Ok!

Tanah Merah PadatCBR (asumsi) 5 6 7 8 9 10 11 12

tebal perkerasan (cm)24.43632 22.307 20.7 19.3186 18.214 17.2791 16.475 15.774

h = 16.sqrt(P/CBR) 24.78709 22.627 20.9 19.5959 18.475 17.5271 16.7115 16

Asumsi CBR Timbunan Tanah Merah Padat : 10 %Tebal Plat Beton : 17.5 cm

tinjauan expantion jointgaya geser 2 kendaraan : 24 tVu : 40000 N/m'tul : 12 mmmutu baja : 240 MpaAst=Vu/(0,6.fy) : 277.7778 mm2As=1/4.phi.d^2 : 113.04 mm2n = Ast/As : 2.457341 bh/m'diambil jarak maksimum tulangan : 300 mmjadi digunakan tulangan expantion : dia.12 - 300 mmpanjang tulangan =2.(30.d) : 720 mmKapasitas geser : 325555.2 N

g o

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng

Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng

NgUntuk sudut geser (f) o

Ng


s terjadi tanah merah = Pt/A s terjadi tanah asli (metoda 1:2)

faktor kepadatan lalulintas (g)lalu lintas jarang (g)

s dukung

h = sqrt(P/(2.p.s))

h = sqrt(g.P/(1,6.p.CBR))

spuw-1 document.xls

: 32.55552 t > 24 t Ok!

Gudang olie PH/Jln-beton

Jalan Beton BPU-- Beban Fork Lift---


bo=2(a+d)+2(b+d)Beban Gandar Kendaraan = 5.46 tonfc' mutu beton = 22.5 MpaFy beton = 240 MpaPanjang pias jalan (L) = 6 m

Bidang kontak roda kendaraanFaktor kejut=1+20/(50+L) = 1.35714Vu (beban 1 sisi) = 3.705 ton

= 37.05 KNa = 200 mmb = 125 mm

= 1.6

untuk d=12cm = 120 mmVc = 174.202 KN0,6.Vc = 104.521 KN > Vu : 37.05 KN Ok!1/3.sqrt(fc').bo.d = 214.402 KN > 0,6.Vc : 104.521 KN Ok!


ditinjau Luas plat A:(L x L)m2 = 1 m2= 37.05 KN/m2= 37.05 KN/m

Mu = 1/2.wu.L2 = 4.63125 KN.mPenulangan

Momen ultimit (Mu) = 4.63125 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 120 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 10 mmJarak tulangan ( s ) = 200 mmJumlah tulangan (n) = 5 bh

Luas tul tarik ( Ast) = 392.699ds = 50 mmd' = 70 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 4.92799 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 6.36512 KNmMkap = 0,8.Mkap.ult = 5.092 KNm > Mu = 4.63 KNm Ok!

Beban berjalan 0.77

jarak gandar depan-belakang = 1.6 m0.96

2.5

m

jarak roda kanan-kiri = 0.96 mbeban roda kendaraan = 3.705 t 0.77

lebar rencana = 2.5 m 1.6m

panjang tiap pias jalan = 6 m 6 m

ditinjau luasan 2.5 x 6 m2beban merata akibat beban titik 10

qm = 0.988M = 0.31616 t.m Æ10-200 2Æ8

PenulanganMomen ultimit (Mu) = 3.1616 KNmLebar asumsi = 1000 mm 4Æ8Tebal plat ( h ) = 120 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 10 mmJarak tulangan ( s ) = 200 mm 2.5m

Jumlah tulangan (n) = 5 bh

Luas tul tarik ( Ast) = 392.699ds = 50 mm


b=a/b



mm2

t/m2

mm2

f 6-200

Pasir urug t.5cm

5 cmPasir urug t.5cm12c

m

40

cm

Gelam f10-600


d' = 70 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 4.92799 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 6.36512 KNmMkap = 0,8.Mkap.ult = 5.092 KNm > Mu = 3.16 KNm Ok!

Tinjauan Daya dukung Tanah

(Wet density) = 1.363 0.14f (angle of internal friction) = 5

c (cohesion) = 0.060

Analisa Terzaghi

f = 0 5Nc = 5.71 7.32Nq = 1 1.6

= 0 0.5= 5

Nc = 7.32Nq = 1.6

= 0.5

= 0.598SF ( safety factor) = 2.5

qa tanah asli = qult/SF = 0.239 = 23.929 KN/M2

= 0.025

= 0.4 = 37.05 KN/M2

= 0.3705

= 0.131

Rencana jumlah gelam = 5= 0.371 > qa : 0.371 kg/cm2 Ok!

tinjauan expantion jointgaya geser 2 kendaraan = 10.92 tVu = 18200 N/m'tul = 8 mmmutu baja = 240 Mpa

Ast=Vu/(0,6.fy) = 126.389

As=1/4.phi.d^2 = 50.24n = Ast/As = 2.5157 bh/m'diambil jarak maksimum tulangan = 200 mmjadi digunakan tulangan expantion = dia.8 - 200 mmpanjang tulangan =2.(30.d) = 480 mmKapasitas geser = 217037 N

= 21.7037 t > 10.92 t Ok!

g t/m2 = kg/cm2

o

kg/cm2

qult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.Ng



Ng

qult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.Ng kg/cm2

kg/cm2

Daya dukung gelamf10-600 kg/cm2

s terjadi tanah timbunan = Pt/A kg/cm2

s terjadi tanah asli (metoda 1:2) kg/cm2

Daya dukung gelam totalf10-600 kg/cm2

bh/m2

s total

mm2

mm2


5 cm


Gudang olie PH WM-- jalan beton---


bo=2(a+d)+2(b+d)Beban Gandar Kendaraan = 11.34 tonfc' mutu beton = 22.5 Mpa

Bidang kontak roda kendaraanVu (beban 1 sisi) = 5.67 ton

= 56.7 KNa = 200 mmb = 125 mm

= 1.6

untuk d=10 cm = 200 mmVc = 372.556 KN0,6.Vc = 223.534 KN > Vu : 56.7 KN Ok!

1/3.sqrt(fc').bo.d = 458.53 KN > 0,6.Vc : 223.534 KN Ok!




Momen ultimit (Mu) = 7.0875 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 200 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 12 mmJarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 6.66667 bh

Luas tul tarik ( Ast) = 753.982ds = 50 mmd' = 150 mmBetha = 0.85 fEs = 200000 Mpaa = As.fy/(0,85.fc'.b) = 9.46174 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 26.2873 KNmMkap = 0,8.Mkap.ult = 21.030 KNm > Mu = 7.09 KNm Ok!

Beban berjalan 0.625

jarak gandar depan-belakang = 2 m1.75 3

m


lebar rencana = 3 m 2m


ditinjau luasan 3 x 4 m2beban merata akibat beban titik 12

qm = 3.78M = 1.89 t.m Æ12-150 2Æ12

PenulanganMomen ultimit (Mu) = 18.9 KNm 20 cm

Lebar asumsi = 1000 mm 4Æ12Tebal plat ( h ) = 200 mm 20 cm

Mutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 Mpa


b=a/b



mm2

t/m2

f 6-200

Pasir urug t.5cm

5 cmPasir urug t.5cm12cm

40

cm


Diameter tulangan = 12 mm 3m

Jarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 6.66667 bh

Luas tul tarik ( Ast) = 753.982ds = 50 mmd' = 150 mmBetha = 0.85Es = 200000 a = As.fy/(0,85.fc'.b) = 9.46174 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 26.2873 KNmMkap = 0,8.Mkap.ult = 21.030 KNm > Mu = 18.9 KNm Ok!


(Wet density) = 1.363f (angle of internal friction) = 5

c (cohesion) = 0.06t (timbunan tanah merah) = 110 cm

Analisa Terzaghi

f = 0 5Nc = 5.7 7.3Nq = 1 1.6

= 0 0.5= 5

Nc = 7.3Nq = 1.6

= 0.5

= 0.599SF ( safety factor) = 3


= 0.6 = 56.7 KN/M2

= 0.12857 < qa : 0.2 kg/cm2 Ok!

Tinjauan Tebal PerkerasanP = 11.34 t

= 1.25Tanah asli

= 0.200tebal tanah merah

= 95.0871 cm < H lap = 110 cm Ok!

Tanah Merah Padat5 6 7 8 9 10 11 12CBR (asumsi)

tebal perkerasan (cm)23.7548 21.69 20 18.78 17.71 16.797 16.015 15.33

h = 16.sqrt(P/CBR) 24.0958 22 20 19.049 17.96 17.038 16.245 15.55

Asumsi CBR Timbunan Tanah Merah Padat = 10 %Tebal Plat Beton = 12 cm


Ast=Vu/(0,6.fy) = 262.5

As=1/4.phi.d^2 = 113.04

mm2

g t/m2

o

kg/cm2




Ng

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng kg/cm2

kg/cm2

s terjadi tanah merah = Pt/A kg/cm2



s dukung kg/cm2

h = sqrt(P/(2.p.s))


mm2

mm2

Pasir urug t.5cm12cm


n = Ast/As = 2.32219 bh/m'diambil jarak maksimum tulangan = 300 mmjadi digunakan tulangan expantion = dia.12 - 300 mmpanjang tulangan =2.(30.d) = 720 mmKapasitas geser = 325555 N

= 32.5555 t > 22.68 t Ok!


5 cm


Jalan Beton BPU-- Beban Fork Lift---


bo=2(a+d)+2(b+d)Beban Gandar Kendaraan = 5.46 tonfc' mutu beton = 22.5 MpaFy baja = 240 MpaPanjang pias jalan (L) = 3 mLebar rencana = 2.5 m

Bidang kontak roda kendaraanFaktor kejut=1+20/(50+L) = 1.37736Gaya rem 50% beban gandar = 2.73Vu (beban 1 sisi) = 5.12519 ton

= 51.2519 KNa = 200 mmb = 125 mm

= 1.6

untuk d=12cm = 120 mmVc = 174.202 KN0,6.Vc = 104.521 KN > Vu : 51.2518867924528 KN Ok!1/3.sqrt(fc').bo.d = 214.402 KN > 0,6.Vc : 104.521 KN Ok!




Momen ultimit (Mu) = 6.40649 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 120 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 10 mmJarak tulangan ( s ) = 200 mmJumlah tulangan (n) = 5 bh

Luas tul tarik ( Ast) = 392.699ds = 40 mmd' = 80 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 4.92799 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 7.3076 KNmMkap = 0,8.Mkap.ult = 5.846 KNm < Mu = 6.41 KNm NO!

Beban berjalan 0.77

jarak gandar depan-belakang = 1.6 m0.96

2.5

m


lebar rencana = 2.5 m 1.6m


ditinjau luasan 2.5 x 3 m2beban merata akibat beban titik 10

qm = 2.73343M = 0.8747 t.m Æ10-200 2Æ8

PenulanganMomen ultimit (Mu) = 8.74699 KNm

12cm

Lebar asumsi = 1000 mm 4Æ8Tebal plat ( h ) = 120 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 10 mmJarak tulangan ( s ) = 150 mm 2.5m

Jumlah tulangan (n) = 6.66667 bh


b=a/b



mm2

t/m2

5 cm

f 6-200

Pasir urug t.5cm

Pasir urug t.5cm12cm

40

cm

Gelam f10-600


Luas tul tarik ( Ast) = 523.599ds = 40 mmd' = 80 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 6.57065 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 9.64025 KNmMkap = 0,8.Mkap.ult = 7.712 KNm < Mu = 8.75 KNm NO!

Tinjauan Daya dukung Tanah

(Wet density) = 1.279 0.13f (angle of internal friction) = 4

c (cohesion) = 0.06df 0

Analisa Terzaghi

f = 0 5Nc = 5.71 7.32Nq = 1 1.6

= 0 0.5= 4

Nc = 6.998Nq = 1.48

= 0.4



= 0.025

= 0.5 = 51.252 KN/M2

= 0.51252

= 0.286

Rencana jumlah gelam = 11= 0.513 > qa : 0.513 kg/cm2 Ok!


Ast=Vu/(0,6.fy) = 126.389

As=1/4.phi.d^2 = 50.24n = Ast/As = 2.5157 bh/m'diambil jarak maksimum tulangan = 200 mmjadi digunakan tulangan expantion = dia.8 - 200 mmpanjang tulangan =2.(30.d) = 480 mmKapasitas geser = 217037 N

= 21.7037 t > 10.92 t Ok!

mm2

g t/m2 = kg/cm2

o

kg/cm2

qult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.Ng



Ng

qult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.Ng kg/cm2

kg/cm2

Daya dukung gelamf10-600 kg/cm2

s terjadi tanah timbunan = Pt/A kg/cm2


Daya dukung gelam totalf10-600 kg/cm2

bh/m2

s total

mm2

mm2


5 cm


0.29

11.43983

plat blk document.xls

Pelat lantai BLK distribusi beban

beban total depan % belakang

0 3800 1440 0.379 2360 0.62105data 100 1601 1600.8

200 1762beban gandar depan (truk) = 10 ton 300 1922fc' mutu beton = 22.5 Mpa 400 2083tebal plat = 15 cm 500 2244diameter tulangan = 12 mm 600 2405mutu baja tulangan = 240 Mpa 700 2566jarak tulangan = 150 cm 800 2726tinggi decking = 40 mm 900 2887jarak gandar depan-belakang = 4 m 1000 3048jarak roda kanan-kiri = 1.75 m 1100 3209lebar roda = 20 cm 1200 3370panjang tapak = 12.5 cm 1300 3530lebar pias lantai = 6.1 m 1400 3691panjang pias lantai = 6.7 m 1500 3852

1600 4013hasil analisa 1700 4174

cek kapasitas geser > 0,6.Vc : 144.526 Ok! 1800 4334cek kapasitas lentur > Mu = 6.25 KNm Ok! 1900 4495daya dukung tanah 1.51095786666667 t/m2 2000 4656

2100 4817analisa 2200 4978

Tinjauan Geser 2300 5138Vu <0,6 Vc 2400 5299

2500 6300 5460 0.867 840 0.13333bo=2(a+d)+2(b+d)Bidang kontak roda kendaraanVu (beban 1 sisi) = 5 t

beban satu roda = 50 KNa = 200 mmb = 125 mm

= 1.6

untuk d=15 cm = 150 mmVc = 240.8766 KN0,6.Vc = 144.526 KN > Vu : 50 KN Ok!1/3.sqrt(fc').bo.d = 296.4635 KN > 0,6.Vc : 144.526 KN Ok!

> 0,6.Vc : 144.526 Ok!Tinjauan Momen Lentur

Beban Titikditinjau Luas plat A:(L x L)m2 = 3.0625 m2

= 16.32653 KN/m2= 16.32653 KN/m

Mu = 1/2.wu.L2 = 6.25 KN.m

Penulangan

Momen ultimit (Mu) = 6.25 KNm

Lebar asumsi = 1000 mm

Tebal plat ( h ) = 100 mm

Mutu beton (fc') = 22.5 Mpa

Mutu baja (fy) = 240 Mpa

Diameter tulangan = 12 mm

Jarak tulangan ( s ) = 150 mm


Luas tul tarik ( Ast) = 753.9822 mm2

ds = 40 mm

d' = 60 mm

Betha = 0.85

Es = 200000 Mpa

a = As.fy/(0,85.fc'.b) = 9.461738 mm

Mkap.ultimit =Ts.(d'-a/2)

Mkap.ultimit =As.fy.(d'-a/2) = 10.00127 KNmMkap = 0,8.Mkap.ult = 8.001 KNm > Mu = 6.25 KNm Ok!


b=a/b



plat blk document.xls

Tinjauan Daya dukung TanahHasil Penyelidikan Tanah

Jenis Tanah asli : silty clay very soft(Wet density) = 1.526 t/m3 -----> masih asumsi

f (angle of internal friction) = 3c (cohesion) = 0.05 kg/cm2t (timbunan tanah merah) = 100 cm

Analisa Terzaghi

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

= 0 0.5

= 3

Nc = 6.66

Nq = 1.36= 0.3

= 0.453 kg/cm2SF ( safety factor) = 3qa tanah asli = qult/SF = 0.151 kg/cm2 = 15.1096 KN/M2

= 0.5 kg/cm2 = 50 KN/M2= 0.125 kg/cm2 < qa : 0.151 kg/cm2 Ok!

g o




Ng


s terjadi tanah merah = Pt/A s terjadi tanah asli (metoda 1:2)

1 2 3 4Nc Nq

0 5.7 1 0 f = 41 6.02 1.12 0.1 nq = 6.982 6.34 1.24 0.23 6.66 1.36 0.34 6.98 1.48 0.45 7.3 1.6 0.56 7.76 1.82 0.647 8.22 2.04 0.788 8.68 2.26 0.929 9.14 2.48 1.06

10 9.6 2.7 1.211 10.26 3.04 1.4612 10.92 3.38 1.7213 11.58 3.72 1.9814 12.24 4.06 2.2415 12.9 4.4 2.516 13.86 5 317 14.82 5.6 3.518 15.78 15.78 15.7819 16.74 16.74 16.7420 17.7 7.4 521 19.18 19.18 19.1822 20.66 20.66 20.6623 22.14 10.58 7.8224 23.62 11.64 8.7625 25.1 12.7 9.726 27.52 14.66 11.727 29.94 16.62 13.728 32.36 18.58 15.729 34.78 20.54 17.730 37.2 22.5 19.731 41.05 26 23.77532 44.9 29.5 27.8533 48.75 33 31.92534 52.6 36.5 3635 57.8 41.4 42.436 65.38 49.38 5437 72.96 57.36 65.638 80.54 65.34 77.239 88.12 73.32 88.840 95.7 81.3 100.441 111.02 99.7 139.8242 126.34 118.1 179.2443 141.66 136.5 218.6644 156.98 154.9 258.0845 172.3 173.3 297.546 200.9667 211.5 458.366747 229.6333 249.7 619.233348 258.3 287.9 780.149 302.9 351.5 966.6550 347.5 415.1 1153.2

f,derajat Ng

blk2 document.xls

Dermaga BLK-- jalan beton---


bo=2(a+d)+2(b+d)Beban Gandar Kendaraan = 8 tfc' mutu beton = 22.5 Mpa

Bidang kontak roda kendaraanVu (beban 1 sisi) = 4 t

= 40 KNa= lebar bidang kontak / lebar tapak = 200 mmb=apanjang bidang kontak / panjang tapak = 125 mm

= 1.6

untuk d=10.9cm = 109 mmVc = 152.0722 KN0,6.Vc = 91.24329 KN > Vu : 40 KN Ok!



ditinjau Luas plat A:(L x L)m2 = 1 m2= 40 KN/m2= 40 KN/m

Mu = 1/2.wu.L2 = 5 KN.mPenulangan

Momen ultimit (Mu) = 5 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 150 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 12 mmJarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 6.666667 bhLuas tul tarik ( Ast) = 753.9822 mm2ds = 35 mmd' = 115 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 9.461738 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 19.95383 KNmMkap = 0,8.Mkap.ult = 15.963 KNm > Mu = 5 KNm Ok!

Beban berjalanjarak gandar depan-belakang = 4 mjarak roda kanan-kiri = 1.75 mbeban roda kendaraan = 4 tlebar rencana = 6.1 mpanjang tiap pias jalan = 6.7 m

ditinjau luasan 6.1 x 6.7 m2beban merata akibat beban titikqm = 0.78297 t/m2M = 1.565941 t.m

PenulanganMomen ultimit (Mu) = 15.65941 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 150 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 12 mmJarak tulangan ( s ) = 150 mm 6.7 m


b=a/b



4 m

6 m1,75

1,75 0,5

0,5

0,5

blk2 document.xls


Luas tul tarik ( Ast) = 753.9822ds = 35 mmd' = 115 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 9.461738 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 19.95383 KNmMkap = 0,8.Mkap.ult = 15.963 KNm > Mu = 15.66 KNm Ok!


(Wet density) = 1 = 1f (angle of internal friction) = 28


Analisa Terzaghi

= 28Nc = 32.36Nq = 18.58

= 15.7

= 2.750SF ( safety factor) = 3

qa tanah asli = qult/SF = 0.917 = 91.666

= 0.4 = 40

= 0.086533 < qa : 0.917 kg/cm2 Ok!

Tinjauan Tebal PerkerasanP = 8 t

= 1.25Tanah asli

= 0.917 kg/cm2tebal tanah merah

= 37.26927 cm < H lap = 115 cm Ok!



h = 16.sqrt(P/CBR) 20.23858 18.475 17.1 16 15.085 14.3108 13.6448 13.064


tinjauan expantion jointgaya geser 2 kendaraan = 16 tVu = 26666.67 N/m'tul = 12 mmmutu baja = 240 MpaAst=Vu/(0,6.fy) = 185.1852 mm2As=1/4.phi.d^2 = 113.04 mm2n = Ast/As = 1.638227 bh/m'diambil jarak maksimum tulangan = 300 mmjadi digunakan tulangan expantion = dia.12 - 300 mmpanjang tulangan =2.(30.d) = 720 mmKapasitas geser = 325555.2 N

= 32.55552 t > 16 t Ok!

mm2

g t/m3 gr/cm3

o

kg/cm2


Tabel Tersaghi untuk nilai :f,Nc,Nq,NgUntuk sudut geser (f) o

Ng


kg/cm2 KN/M2

s terjadi tanah merah = Pt/A kg/cm2 KN/M3



s dukung

h = sqrt(P/(2.p.s))


blk2 document.xls

Nc = 32.36Nq 18.58

15.7Ng

dmg expo document.xls

Dermaga export DCD-- Plat beton container (tanpa T. Pancang)---


bo=2(a+d)+2(b+d)Beban container = 30 t/bhjumlah tumpukan = 1fc' mutu beton = 22.5 Mpa

Bidang kontak dudukan (kaki) countainerVu (beban 1 kaki) = 7.5 t

= 75 KNa= lebar bidang kontak / lebar tapak = 180 mmb= panjang bidang kontak / panjang tapak = 150 mm

= 1.2

Tebal Plat (h) = 30 cm

untuk d=26.4cm = 264 mmVc = 656.6027 KN0,6.Vc = 393.9616 KN > Vu : 75 KN Ok!



ditinjau Luas plat A:(L x L)m2 = 1 m2= 75 KN/m2= 75 KN/m


Momen ultimit (Mu) = 9.375 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 300 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 MpaDiameter tulangan = 12 mmJarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 6.666667 bhLuas tul tarik ( Ast) = 753.9822 mm2ds = 30 mmd' = 270 mmBetha = 0.85Es = 200000 Mpaa = As.fy/(0,85.fc'.b) = 9.461738 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 48.00197 KNmMkap = 0,8.Mkap.ult = 38.402 KNm > Mu = 9.38 KNm Ok!

Beban meratajarak kaki countainer depan-belakang = 12.25 mjarak kaki countainer kanan-kiri = 2.45 mbeban satu kaki countainer = 7.5 tlebar rencana = 2.45 mpanjang tiap pias = 12.25 m

ditinjau luasan 2.45 x 12.25 m2jumlah tapak dalam luasan 2.45 x 12.25 m2 = 4 bh

beban merata akibat beban titik

qm = 0.999584M = 18.75 t.m

PenulanganMomen ultimit (Mu) = 187.5 KNmLebar asumsi = 1000 mm

2.45

m

Tebal plat ( h ) = 300 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 240 Mpa


b=a/b



t/m2

`


Diameter tulangan = 12 mm 12.25 mJarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 6.666667 bh

Luas tul tarik ( Ast) = 753.9822 0.99958ds = 30 mmd' = 270 mmBetha = 0.85Es = 200000 Mpa 18.75 t.ma = As.fy/(0,85.fc'.b) = 9.461738 mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2) = 48.00197 KNmMkap = 0,8.Mkap.ult = 38.402 KNm < Mu = 187.5 KNm NO!


(Wet density) = 1.279 = 1.279f (angle of internal friction) = 5


Analisa Terzaghi

= 5Nc = 7.3Nq = 1.6

= 0.5


= 0.75 = 75

= 0.334751 < qa : 0.75 kg/cm2 No Ok!

mm2 tm2

g t/m3 gr/cm3

o

kg/cm2



Ng



s tanah =Qult/SF kg/cm2


Nc = 7.3Nq 1.6

0.5Ng

dmg expo (2) document.xls

Dermaga export DCD-- Plat beton container---


bo=2(a+d)+2(b+d)Beban container = 35 t/bhjumlah tumpukan = 3fc' mutu beton = 22.5 Mpa

Bidang kontak dudukan (kaki) countainerVu (beban 1 kaki) = 26.25 t

= 262.5 KNa= lebar bidang kontak / lebar tapak = 180 mmb= panjang bidang kontak / panjang tapak = 150 mm

= 1.2

untuk d=24.35cm = 243.5 mmVc = 576.6768 KN0,6.Vc = 346.0061 KN > Vu : 262.5 KN Ok!





Momen ultimit (Mu) = 32.8125 KNmLebar asumsi = 1000 mmTebal plat ( h ) = 300 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 390 MpaDiameter tulangan = 13 mmJarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 6.666667 bhLuas tul tarik ( Ast) = 884.8819 mm2ds = 50 mmd' = 250 mmBetha = 0.85

1.7Es = 200000 Mpa

a = As.fy/(0,85.fc'.b) = 18.04465 mmMkap.ultimit =Ts.(d'-a/2) 4Mkap.ultimit =As.fy.(d'-a/2) = 83.16235 KNmMkap = 0,8.Mkap.ult = 66.530 KNm > Mu = 32.81 KNm Ok!

Beban meratajarak kaki countainer depan-belakang = 12 mjarak kaki countainer kanan-kiri = 2.45 m m meratabeban satu kaki countainer = 26.25 t p 26.25 ton mtitiklebar rencana = 2.45 m qm 7.72059 t/m2panjang tiap pias = 12 m

ditinjau luasan 2.45 x 12 m2jumlah tapak dalam luasan 2.45 x 12 m2 = 4 bh

beban merata akibat beban titikqm = 5.1471 t/m2 kombinasi beban 1 kombinasi beban 2M = 10.2942 t.m

PenulanganMomen ultimit (Mu) = 102.942 KNmLebar asumsi = 1700 mm

2.45

m

Tebal plat ( h ) = 300 mmMutu beton (fc') = 22.5 MpaMutu baja (fy) = 390 Mpa


b=a/b



`

`

`


Diameter tulangan = 13 mm 12 mJarak tulangan ( s ) = 150 mmJumlah tulangan (n) = 11.33333 bh

Luas tul tarik ( Ast) = 1504.299ds = 50 mmd' = 250 mmBetha = 0.85Es = 200000 Mpa total beban a = As.fy/(0,85.fc'.b) = 18.04465 mm jml kont 84Mkap.ultimit =Ts.(d'-a/2) P 2940Mkap.ultimit =As.fy.(d'-a/2) = 141.376 KNm ddtp30 24.3Mkap = 0,8.Mkap.ult = 113.101 KNm > Mu = 102.94 KNm Ok! n 120.987654


(Wet density) = 1.279 = 1.279 dim. Tiangf (angle of internal friction) = 5 dd tiang

c (cohesion) = 0.05 dd tiang/m2 t (timbunan tanah merah) = 60 cm

Analisa Terzaghi

= 5Nc = 7.3Nq = 1.6

= 0.5


qa tanah asli+ddtiang = qult/SF = 2.113 = 211.253

= 2.63 = 262.5

= 1.025391 < qa : 2.113 kg/cm2 Ok!

Tinjauan Tebal PerkerasanP = 35 t

= 1.25Tanah asli

= 2.113 kg/cm2tebal tanah merah

= 51.35028 cm < H lap = 60 cm Ok!



h = 16.sqrt(P/CBR) 42.33202 38.644 35.8 33.4664 31.552 29.9333 28.5402 27.325


tinjauan expantion jointgaya geser 2 kendaraan = 70 tVu = 116666.7 N/m'tul = 12 mmmutu baja = 240 MpaAst=Vu/(0,6.fy) = 810.1852 mm2As=1/4.phi.d^2 = 113.04 mm2n = Ast/As = 7.167243 bh/m'diambil jarak maksimum tulangan = 300 mmjadi digunakan tulangan expantion = dia.12 - 300 mmpanjang tulangan =2.(30.d) = 720 mmKapasitas geser = 325555.2 N

= 32.55552 t < 70 t No!

mm2

g t/m3 gr/cm3

o

kg/cm2



Ng


kg/cm2 KN/M2




s dukung

h = sqrt(P/(2.p.s))


`


15.44118 tm26.25 tm

kombinasi beban 2

`

`

`

`


p 55l 17.5

ton

h ddt5 2.46 2.7

30x30-5.5m 7 92.4 ton 8 10.8

26666.67 kg/m2 9 21.62.666667 kg/cm2 10 33.3

11 35.112 37.813 40.514 44.1

Nc = 7.3Nq 1.6

0.5

17.5 28.2604

10.7604

Ng

` `

jalan beton

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