1
= = 11201315 2 = IV (Empat) D = = = = = = AS-TO-BUILD Nama AMAD MUKHROJI WIRATAMA Nrp Kelas Mata Kuliah Mekanika Bahan (2013) Dosen Pengasuh Erwandi Permana, S.T. Tahun Ajaran 2014-2015 Sifat Ujian Take-Home (Buka Buku) Tempat/Tanggal Fak. Teknik Jurusan Sipil UMP/15 Juni 2015 Waktu 08.00 WIB (15 Juni 2015) s.d. 10.00 (16 Juni 2015) SECTION Diketahui = = 850 mm = 1750 mm h1 = 1048 mm inch h2 = 700 mm inch h3 = 1150 mm inch inch a = ACWC t 35 + 2 = 37 mm b = ACBC t 63 - 2 = 61 mm c = AC Base t 100 mm d = Base Course (Unbond) t 500 mm Base Course e = (Capping) t 350 mm Pipa HDPE dipasang melintang di dalam suatu badan flexible payment beserta sub-base dan base course di bawah pavement Diameter Lebar Galian 41,25984252 27,55905512 45,27559055 114,0944882 e = (Capping) t 350 mm f = Granular Fill t 700 mm g = Compacted Sand t 1150 mm h Exiting Granular Fill i = HDPE PF 100 PN. 63 t 42 mm Ditanya = ? ? = W = Cd = = 1,3 ρ = = 150 = 0,086805556 ibs/ftウ Bd = = 1800 mm = 70,866 inch D = Kapasitas Pipa Kemampuan pipa dalam menahan beban di atasnya Penyelesaian Earthload in Pounds per Linear Inch earthLoad per lenght of pipe, ibs/in trench Coeffiecient (dimensionless), (See C-2, as attachment) Granular fill Density, ibs/ftイ ibs/ftウ Trench width at top of pipe, ft Outside diameter, inches = 900 mm = 35,433 inch DR = D = 900 = 21 t 42,9 D = Outside diameter, inches 900 mm t = Thickness of pipe = 42,9 = 6 Cd = 1,3 H = 115,75 = Bd 70,866 W = Cd.ρ.Bd.D : 144 = 1,967769512 lbs/inch from table C-1 design limits for ring deflection safe deflection, % of diameter from figure C-2 trench coeffeicient 1,633 Linear Deflection ∆X = D1 = = 1,0 K = = 0,1 W = = 1,967777373 lbs/inch E = = 30000 psi E' = = 1900 psi DR = = 20,979 d = ∆X = K = Linear Deflection Horizontal deflection or change in diameter, inches Deflection 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 Deflection Outside diameter, inches Ring Deflection Pb = Psoil = = 150 = 0,086680556 H = = 1200 mm = 3,937007874 feet = 47,24409449 inch Backfill Load Backfill load, psi Backfill density, lbs/ftウ lbs/ftウ lbs/inchウ Height of backfill above pipe, fee Surface Load 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 Load Static 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 Live Load = 20 = 20000 = 28,67377778 psi LL = BL = SL = Rw = Live Load tons/mウ kg/mイ External Load Live Load, psi Backfill Load, psi Surface Load, psi Critical Buckling Stress Water buoyancy factor, (dimensionless) Emperical Coefficient of Elastic Support, (dimensionless) Rw = B = Es = = 1900 psi E = = 30000 psi DR = Dimension ratio = 20,979021 SF = = 2 Where e = 2,718 H = 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 Assumed Hw = = 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, Check and Control Pt < Pc < 28,736 psi < 89,298 psi or Total external loading Critical loading inch 01661863 0.0 115.9 573) 3(7974.851 60000 (1.968) (1.0)(0.1) E 0.061 1) (DR 3 2E W K D 2 1 0.005% 100 35.43 3 0.00166186 100 D ΔΧ d % 0047 , 0 100 43307087 , 35 001661863 , 0 100 D d psi 0.0284795 144 9 47.2440944 0.0868056 144 ρ P H ll granularfi b feet 3.92 4 5.905512 1 5.90551181 Z Y X R 2 2 2 psi 0.0337515 425964) (144)(1446 105449 (66666.7)( 144 π4 Z 3L P 5 3 s psi 28.736 0.0338 0.0285 28.6738 SL BL LL Load Total 95 . 0 ) 2 . 47 87 . 7 33 . 0 ( 1 ) 33 . 0 ( 1 H H R w w 0114659 . 0 718 . 2 4 1 1 4 1 1 065 . 0 065 . 0 H H e B psi 89.298052 4 9233.27247 30000 1900 0.01 0.945 2.67 2 1 DR E BE 2.67R SF 1 P 3 s w cb 5537053 . 21 065 . 0 e 1 3218 . 0 29805167 . 89 73600876 . 28 1 c t P P

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== 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