MEKBAN A.MUKHROJI.pdf

== 11201315 2= IV (Empat) D

======

AS-TO-BUILD

Nama AMAD MUKHROJI WIRATAMANrpKelas

Mata Kuliah Mekanika Bahan (2013)Dosen Pengasuh Erwandi Permana, S.T.Tahun Ajaran 2014-2015Sifat Ujian Take-Home (Buka Buku)Tempat/Tanggal Fak. Teknik Jurusan Sipil UMP/15 Juni 2015Waktu 08.00 WIB (15 Juni 2015) s.d. 10.00 (16 Juni 2015)

SECTION

Diketahui =

= 850 mm= 1750 mm

h1 = 1048 mm inchh2 = 700 mm inchh3 = 1150 mm inch

inch

a = ACWC t 35 + 2 = 37 mmb = ACBC t 63 - 2 = 61 mmc = AC Base t 100 mmd = Base Course (Unbond) t 500 mm

Base Coursee = (Capping) t 350 mm

Pipa HDPE dipasang melintang di dalam suatu badan flexible paymentbeserta sub-base dan base course di bawah pavementDiameterLebar Galian

41,2598425227,5590551245,27559055114,0944882

e = (Capping) t 350 mmf = Granular Fill t 700 mmg = Compacted Sand t 1150 mmh Exiting Granular Filli = HDPE PF 100 PN. 63 t 42 mm

Ditanya = ??

=

W =Cd =

= 1,3ρ =

= 150= 0,086805556 ibs/ft³

Bd == 1800 mm= 70,866 inch

D =

Kapasitas PipaKemampuan pipa dalam menahan beban di atasnya

Penyelesaian

Earthload in Pounds per Linear Inch

earthLoad per lenght of pipe, ibs/intrench Coeffiecient (dimensionless), (See C-2, as attachment)

Granular fill Density, ibs/ft²ibs/ft³

Trench width at top of pipe, ft

Outside diameter, inchesD == 900 mm= 35,433 inch

DR = D = 900 = 21t 42,9

D = Outside diameter, inches900 mm

t = Thickness of pipe= 42,9

= 6Cd = 1,3

H = 115,75 =Bd 70,866

W = Cd.ρ.Bd.D : 144= 1,967769512 lbs/inch

Outside diameter, inches

from table C-1 design limits for ring deflectionsafe deflection, % of diameterfrom figure C-2 trench coeffeicient

1,633

Linear Deflection

∆X =D1 =

= 1,0K =

= 0,1W =

= 1,967777373 lbs/inchE =

= 30000 psiE' =

= 1900 psiDR =

= 20,979d =∆X =K =

Linear Deflection

Horizontal deflection or change in diameter, inchesDeflection lag factor, 1.0 recommended (dimensionless)

Bedding constant, 0.1 recommended (dimensionless)

load, lbs/inch

Modulus of Elasticity of Pipe

Coarse grained modulus, psi (see Table C-4)

Dimension ratio, (dimensionless)

deflection, % (percent)Horizontal DeflectionOutside diameter, inches

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

Ring Deflection

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

0.005%10035.43

30.00166186100DΔΧd

%0047,010043307087,35001661863,0100

D

d

Pb =Psoil =

= 150= 0,086680556

H == 1200 mm= 3,937007874 feet= 47,24409449 inch

Backfill Load

Backfill load, psiBackfill density, lbs/ft³

lbs/ft³lbs/inch³

Height of backfill above pipe, feet

Surface Load

psi0.0284795144

947.24409440.0868056144

ρP Hllgranularfib

Ps =L =

= 22222,22222= 10 = 10000 Kg

Z == 3,937007874 feet= 1200 mm = 47,24409 inch

Y == 5,905511811 feet= 1800 mm 70,8661 inch

X == 5,905511811 feet= 1800 mm

R == 3,92 feet= 47,04 inch

Surface Load

Surface LoadStatic Surface Load, lbs

Vertical distance from top of pipe to surface load level, lbs

Horizontal distance from top of pipe to surface load level, lbs

Horizontal distance from top of pipe to surface load level, lbs

Straight line distance from the top of pipe to surface load, feet

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

0.005%10035.43

30.00166186100DΔΧd

%0047,010043307087,35001661863,0100

D

d

psi0.0284795144

947.24409440.0868056144

ρP Hllgranularfib

feet3.9245.90551215.90551181ZYXR 222

psi0.0337515425964)(144)(1446105449(66666.7)(

144 π4Z3LP 5

3

s

psi28.7360.03380.028528.6738

SLBLLLLoadTotal

95.0)2.4787.733.0(1)33.0(1

HHR w

w

0114659.0718.2411

411

065.0065.0

HHeB

psi89.29805249233.27247

3000019000.010.9452.6721

DREBE2.67R

SF1P 3

swcb

5537053.21065.0 e

13218.029805167.8973600876.28

1

c

t

PP

Live Load = 20= 20000= 28,67377778 psi

LL =BL =SL =

Rw =

Live Loadtons/m³kg/m²

External Load

Live Load, psiBackfill Load, psiSurface Load, psi

Critical Buckling Stress

Water buoyancy factor, (dimensionless)Emperical Coefficient of Elastic Support, (dimensionless)

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

0.005%10035.43

30.00166186100DΔΧd

%0047,010043307087,35001661863,0100

D

d

psi0.0284795144

947.24409440.0868056144

ρP Hllgranularfib

feet3.9245.90551215.90551181ZYXR 222

psi0.0337515425964)(144)(1446105449(66666.7)(

144 π4Z3LP 5

3

s

psi28.7360.03380.028528.6738

SLBLLLLoadTotal

95.0)2.4787.733.0(1)33.0(1

HHR w

w

0114659.0718.2411

411

065.0065.0

HHeB

psi89.29805249233.27247

3000019000.010.9452.6721

DREBE2.67R

SF1P 3

swcb

5537053.21065.0 e

13218.029805167.8973600876.28

1

c

t

PP

Rw =B =Es =

= 1900 psiE =

= 30000 psiDR = Dimension ratio

= 20,979021SF =

= 2Where

e = 2,718H = Height of soil cover above pipe, feet

Water buoyancy factor, (dimensionless)Emperical Coefficient of Elastic Support, (dimensionless)Granular Modulus

Pipe modulus of elasticity

Safety Factor

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

0.005%10035.43

30.00166186100DΔΧd

%0047,010043307087,35001661863,0100

D

d

psi0.0284795144

947.24409440.0868056144

ρP Hllgranularfib

feet3.9245.90551215.90551181ZYXR 222

psi0.0337515425964)(144)(1446105449(66666.7)(

144 π4Z3LP 5

3

s

psi28.7360.03380.028528.6738

SLBLLLLoadTotal

95.0)2.4787.733.0(1)33.0(1

HHR w

w

0114659.0718.2411

411

065.0065.0

HHeB

psi89.29805249233.27247

3000019000.010.9452.6721

DREBE2.67R

SF1P 3

swcb

5537053.21065.0 e

13218.029805167.8973600876.28

1

c

t

PP

AssumedHw =

= 1 feet= 8 inch

H == 4 feet= 47 inch

0.065H = 0,065 x 47,2441= 3,07086585

Height of water table above pipe,

Height of soil cover above pipe, feet

Check and Control

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

0.005%10035.43

30.00166186100DΔΧd

%0047,010043307087,35001661863,0100

D

d

psi0.0284795144

947.24409440.0868056144

ρP Hllgranularfib

feet3.9245.90551215.90551181ZYXR 222

psi0.0337515425964)(144)(1446105449(66666.7)(

144 π4Z3LP 5

3

s

psi28.7360.03380.028528.6738

SLBLLLLoadTotal

95.0)2.4787.733.0(1)33.0(1

HHR w

w

0114659.0718.2411

411

065.0065.0

HHeB

psi89.29805249233.27247

3000019000.010.9452.6721

DREBE2.67R

SF1P 3

swcb

5537053.21065.0 e

13218.029805167.8973600876.28

1

c

t

PP

Pt < Pc<

28,736 psi < 89,298 psior

Total external loading Critical loading

inch016618630.0

115.9573)3(7974.851

60000(1.968)(1.0)(0.1)

E0.0611)(DR3

2EWKD

2

1

0.005%10035.43

30.00166186100DΔΧd

%0047,010043307087,35001661863,0100

D

d

psi0.0284795144

947.24409440.0868056144

ρP Hllgranularfib

feet3.9245.90551215.90551181ZYXR 222

psi0.0337515425964)(144)(1446105449(66666.7)(

144 π4Z3LP 5

3

s

psi28.7360.03380.028528.6738

SLBLLLLoadTotal

95.0)2.4787.733.0(1)33.0(1

HHR w

w

0114659.0718.2411

411

065.0065.0

HHeB

psi89.29805249233.27247

3000019000.010.9452.6721

DREBE2.67R

SF1P 3

swcb

5537053.21065.0 e

13218.029805167.8973600876.28

1

c

t

PP