jln betonbpu

spuw-1 document.xlsx

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 = 22.5Mpa

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 mJumlah tulangan (n) = 6.666667 bh

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.xlsx

Luas 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

= 1.25Tanah 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 22.3072 20.7 19.3186 18.2138 17.2791 16.475 15.774

h = 16.sqrt(P/CBR) 24.78709 22.6274 20.9 19.5959 18.4752 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

= 32.55552 t > 24 t Ok!

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))

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 baja = 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


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.5cm12cm

40

cm

Gelam 10-600f


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!





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 MpaDiameter tulangan = 12 mm 3m


b=a/b



mm2

t/m2

f 6-200

Pasir urug t.5cm

5 cmPasir urug t.5cm12cm

40

cm


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 12

CBR (asumsi)

tebal perkerasan (cm)23.7548 21.685 20 18.78 17.706 16.797 16.015 15.334

h = 16.sqrt(P/CBR) 24.0958 22 20 19.049 17.96 17.038 16.245 15.554

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 = 113.04n = Ast/As = 2.32219 bh/m'

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


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

Luas tul tarik ( Ast) = 523.599


b=a/b



mm2

t/m2

mm2

5 cm

f 6-200

Pasir urug t.5cm

Pasir urug t.5cm12cm

40

cm

Gelam 10-600f


ds = 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

= 0.566SF ( safety factor) = 2.5


= 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!

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.xlsx

Pelat lantai BLK distribusi beban

beban total depan % belakang

0 3800 1440 0.379 2360 0.62105data 100 1600.8 1600.8

200 1761.6beban gandar depan (truk) = 10 ton 300 1922.4fc' mutu beton = 22.5 Mpa 400 2083.2tebal plat = 15 cm 500 2244diameter tulangan = 12 mm 600 2404.8mutu baja tulangan = 240 Mpa 700 2565.6jarak tulangan = 150 cm 800 2726.4tinggi decking = 40 mm 900 2887.2jarak gandar depan-belakang = 4 m 1000 3048jarak roda kanan-kiri = 1.75 m 1100 3208.8lebar roda = 20 cm 1200 3369.6panjang tapak = 12.5 cm 1300 3530.4lebar pias lantai = 6.1 m 1400 3691.2panjang pias lantai = 6.7 m 1500 3852

1600 4012.8hasil analisa 1700 4173.6

cek kapasitas geser > 0,6.Vc : 144,526 Ok! 1800 4334.4cek kapasitas lentur > Mu = 6,25 KNm Ok! 1900 4495.2daya dukung tanah 1.51095786666667 t/m2 2000 4656

2100 4816.8analisa 2200 4977.6

Tinjauan Geser 2300 5138.4Vu <0,6 Vc 2400 5299.2

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.mMkap = 0,8.Mkap.ult = 8.001 KNm > Mu = 6,25 KNm Ok!

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

= 0.125 kg/cm2 < qa : 0,151 kg/cm2 Ok!


b=a/b



g o

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ngs terjadi tanah asli (metoda 1:2)

plat blk document.xlsx

blk2 document.xlsx

Dermaga BLK-- jalan beton---


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

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

= 60 KNa= lebar bidang kontak / lebar tapak = 200 mmb=apanjang bidang kontak / panjang tapak = 125 mm

= 1.6

untuk d=10 cm = 100 mmVc = 134.8909 KN0,6.Vc = 80.93454 KN > Vu : 60 KN Ok!



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


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 mJumlah tulangan (n) = 6.666667 bh


b=a/b



4 m

6 m1,75

1,75 0,5

0,5

0,5

blk2 document.xlsx

Luas 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!


(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

= 1.25Tanah 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 22.3072 20.7 19.3186 18.2138 17.2791 16.475 15.774

h = 16.sqrt(P/CBR) 24.78709 22.6274 20.9 19.5959 18.4752 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

= 32.55552 t > 24 t Ok!

g o




Ng


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


s dukung

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


jln betonbpu

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