Perhitungan Produktifitas Alat Berat

1. Diketahui : = 5%

= 5%

= 26 ton

= 16 ton

= 4 ton

Ditanyakan :

K = 5% Jawab :

=

1.

TR =

= W x % K

= 1.3 ton

2.

TR = Tahanan Kelandaian (GR) + Tahanan Gelinding (RR)

=

= 2 ton

= 3.3 ton

2. Diketahui : = 8%

= 4500 kg

= 18 ton

= 4 ton

= 0.65

K = 8% Ditanyakan :

Jawab :

1.

TR =

= W x % K

= 1.44 ton

2.

TR = 4500 kg + Tahanan Kelandaian (GR)

=

= 4.82 ton

= 6.26 ton

= W x ct

= 11.7 ton

TK > TR = Mampu

Traksi Kritis Bulldozer (TK)

Mampukah Bulldozer menarik harraw ?

Tenaga yang dibutuhkan Bulldozer (TR)

Bulldozer ( Roda Rantai )

Tahanan Kelandaian (GR)

Scraper ( Roda Rantai )

4500 kg + ( W x % K )

1.Kelandaian ( K )

2.Harraw ditarik pada datar

3.Berat Bulldozer ( W )

4.Berat Harraw ( W )

5.Koef. Traksi Kritis ( ct )

ANALISA BEBAN DAN TENAGA

TUGAS

Tenaga yang dibutuhkan Beban Total ( TR )

Jadi tenaga yang dibutuhkan traktor adalah

1.Kelandaian ( K )

2.Koef. Tahanan Gelinding ( r )

3.Berat Traktor ( W )

4.Berat Scraper ( W )

5.Muatan Scraper

Berapa besar tenaga yang dibutuhkan untuk menarik scraper ?

Tahanan Kelandaian (GR)

Scraper ( Roda Karet )

( W x % K ) + ( W x % r )

Traktor ( Roda Rantai )

:

1. 0.83

p = 4000 m 2. Sweel = 20%

t = 1.8 m

p = 2000 m

t = 1.2 m

1. =

2. = 3.2 m

3. = 1.1 m

4. =

5. =

6. = 8 thn

7. = jam

8. =

9. =

=

1 =

2 =

3 = 0.83

4 = 4.5 km/jam =

5 = 6 km/jam =

6 =

7 = 140 jam

8 = 0.3 m

: 1

2

3

4

5

6

:

Diketahui

Tanah Biasa =

Durasi 20 hari @ 7 jam

a. Data Pekerjaan & alat

dari harga pembelian

Galian

Timbunan

Proyek jalan raya

Latihan 1

STA 00 STA 6000

= 24

galian timbunan galian timbunan galian

b. Kondisi Tanah

Alat Bulldozer type s

Lebar blade

Tinggi blade

Biaya Pemblian Rp19,000,000,000

Nilai Sisa

Waktu Investasi

Masa guna alat

Biaya Operasional

Biaya Investasi

10%

10000

Rp900,000

18%

Rp3,420,000,000

c. Metode kerja

Metode kerja

Waktu kerja 50 menit/jam

Operator Pandai

V mendorong

Slot and Dozing

V mundur

Bekerja waktu kemarau

75

100

Jawab

m/menit

m/menit

Ditanyakan Produksi alat dalam 1 jam ( Q )

Hitung jumlah alat

Biaya aktual apabila profit 10%

HSP pekerjaan

Biaya penawaran dengan pajak 15%

Jadwal

GALIAN

Perataan timbinan perlapis

● = m³

● =

● = Lm³

● = Lm³

● = m

0.02 m ( J )

● = menit

● =

1 Q = Q' x E

Q' = 60 x B

CT

= 232.32 = 164.571 Lm³/jam

1.412

Q = 134.949

2 = Lm³

= Jam

= Jam

Jam

Jumlah Alat = 10.9756 ~ 11 UNIT

3 BP

● =

● = +

BP = /jam

O = /jam

+

BP & O = /jam

=

=

=

= +

=

4 = Rp

m³

= Rp

m³

HSP Pekerjaan = Rp/m³

5 = + + Pajak 15%

Biaya Aktual Rp4,989,600,000

Rp28,875

Harga Penawaran Biaya Actual Profit

HSP Pekerjaan Biaya act + profit

vol . Bank

Rp4,989,600,000

172800

Rp453,600,000Profit 10 %

Rp4,536,000,000

Qx

207360

134.949x Rp2,952,000

BP & O

Jumlah Alat 1537

140

Biaya Aktual Vol. Loose

Jarak Operasi Blade , dengan kedalaman 60.5

Kapasitas Blade ( B ) 3.872

Rp900,000

Rp2,952,000

CT 1.412

E 0.82

Lm³/jam

Durasi Alat 207360

134.9485714 Lm³/jam

1537

Depresiasi / jam

Investasi / jam

Rp1,710,000

Rp342,000

Rp2,052,000

Volume Pekerjaan Galian ( bank )

Volume Pekerjaan Galian ( loose )

172800

20%sweel

207360

= +

=

Rp4,989,600,000 Rp748,440,000

Rp5,738,040,000Harga Penawaran

m

TIMBUNAN

● = m³

● =

● = Lm³

● = Lm³

● = m

0.3 m ( J )

● = menit

● =

1 Q = Q' x E

Q' = 60 x B

CT

= 232.32 = 2468.571 Lm³/jam

0.094

Q = 2024.229

2 = Lm³

= Jam

Jumlah Alat = Jam

Jam


3 BP

● =

● =

BP =

O =

BP & O =

=

=

=

= +

=

4 HSP Pekerjaan = Rp

m³

= Rp

m³


5 = + +Pajak 15%

Volume Pekerjaan Galian ( bank ) 57600

sweel 20%

Volume Pekerjaan Galian ( loose ) 69120

Kapasitas Blade ( B ) 3.872

Jarak Operasi Blade , dengan kedalaman 4.033

Rp1,710,000

Investasi / jam Rp342,000

Rp2,052,000

CT 0.094

E 0.82

Lm³/jam

Durasi Alat 69120

2024.228571 Lm³/jam

Rp100,800,000

Profit 10 % Rp10,080,000

Biaya Aktual Rp110,880,000

Biaya act + profit

vol . Bank

Rp110,880,000

57600

Rp1,925


Rp900,000

Rp2,952,000

Biaya Aktual Vol. Loosex BP & O

Q

69120x Rp2,952,000

2024.229

34

34

140

Depresiasi / jam

= +

=

Rp748,440,000 Rp110,880,000

Rp127,512,000Harga Penawaran

+

/jam

/jam

+

/jam

Pajak 15%

Rp16,632,000

4.47 CL

4 m

2 : 1

2.5 m

Diketahui : 1.

● =

● = 0.85 m³

2.

● = 2000 m

● = 1.1

● = 20%

● = 1

● = 15 detik

● = 0.83

● = 210 jam

● BP & O =

Ditanyakan : 1.

2.

3.

4.

5.

6.

Jawab : 1. = 22350 m³

= 26820 Lm³

Q = Q ' x E

Q' = 60 x q

CT (menit )

q = q ' x K

Q = 46.563

0.25

Q = 186.252 Lm³/jam

Volume pekerjaan galian ( loose )

Rp1,200,000

tanah biasa ( K )

sweel

digging condition 60 %

swing angle 70°

Koefisien efesiensi ( E ) "good"

panjang galian

Data alat

Excavator PC 180

Latihan 2

Data pekerjaan

Kapasitas ( q ' )

Jadwal

Durasi 30 hari @ 7 jam kerja

Produksi alat dalam 1 jam ( Q )

Hitung jumlah alat


HSP pekerjaan


Volume pekerjaan galian ( bank )

2. 26820 Lm³

186.252

= 143.998 Jam

Jumlah Alat = 143.998 Jam

210 Jam


3. Biaya Aktual = Vol. Loose

Q

= 26820

186.252

= Rp172,798,144

Rp17,279,814 +

Biaya Aktual = Rp190,077,959

4. HSP pekerjaan = Biaya act + profit Rp

vol . Bank m³

= Rp190,077,959 Rp

22350 m³

HSP pekerjaan = Rp8,505 Rp/m³

5. Biaya actual + Profit +

= +

Rp218,589,653

X Rp1,200,000

Harga Penawaran =

Rp190,077,959

Durasi alat =

Lm³/jam

BP & OX

Harga Penawaran =

Profit 10% =

Pajak 15 %

Rp28,511,694

Tanah

12 m

12 m

:

1 = 138240 Lm³

2 = 3.4 m³

3 = 0.95

4 = /Jam

5 = 0.2 menit

6 = 0.83

1 = 12 m

2 = 2.5 km/jam = 41.67

3 = 4 km/jam = 66.67

4 = 210 jam

: 1.

2.

3.

4.

5.

6.

: 1. CT = J1 = J2

= 2J

kecp. Isi

= 0.576 + + 0.2

= 1.136

Latuhan 3

Diketahui

Pengangkutan tanah dengan Vol.

Pekerjaan 2/3 dari hasil galian

bulldozer

b. Metode kerja

V shape ,dengan jarak

Koefisien efesiensi ( E ) "good"

Bucket Kapasitas ( q ' )

Faktor Bucket ( K )

a. Data pekerjaan & alat

BP & O

FT

kecepatan isi

kecepatan kosong

waktu 30 hari @ 7 jam

Rp1,250,000

Produksi alat dalam 1 jam ( Q )Ditanyakan

Jawab

Hitung jumlah alat


HSP pekerjaan


Jadwal

2J + FT

0.36

+

menit

kecp. Kosong

DT

= 115200 m³

= 20%

= 138240 Lm³

Q = Q ' x E

Q' = 60 x q

CT (menit )

q = q ' x K

Q = 160.854

1.136

Q = 141.597

2. = Lm³

= jam

= jam

jam

= ~ 5

3. =

=

=

= +

=

4. = Rp

m³

= Rp

m³

= Rp/jam

5. = +

=

=

volume pekerjaan ( loose )

sweel

volume pekerjaan ( bank )

Lm³/jam

Durasi alat 138240

141.597

976.293

Lm³/jam

Jumlah alat 976.293

210

4.649014457

Biaya Aktual Vol. Loose

QX

Jumlah alat

141.597X Rp1,250,000

Rp1,220,366,295

BP&O

138240

Vol. Bank

Rp1,342,402,924

115200

Rp11,653

Profit 10% Rp122,036,629

Rp1,342,402,924

HSP Pekerjaan Biaya Act. + profit

Biaya Aktual

HSP Pekerjaan

Rp1,342,402,924

1,543,763,363Rp

Harga Penawaran Biaya Act. Profit

Harga Penawaran

m/menit

m/menit

UNIT

+

+

Rp1,250,000

Pajak 15%

201,360,439Rp Rp1,342,402,924

Profit

Latihan 4

10%

750 m

600 m

Diketahui : 1.

●

● = 27.2 ton

● = 52.3 ton

● = V max Flat = Isi = 40

Kosong = 60

= = Isi = 20

Kosong = 40

● = Rp2,100,000 /hari =

2.

● = 115200 m³

= 138240 lm³

● = Membawa sama dengan kembali

● = Kering dan kurang terpelihara =

● = 1.6 ton/m³

● =

● = Lancar Tanpa Ada Hambatan

● = Lancar Tanpa Ada Hambatan

Ditanyakan : 1

2

3

4

5

6

Jawab : 1 CT = T1 + T2 + T3 + T4 + T5

T1 = n X CT wheel loader

n =

Datar

Tabel T2 dan T4

tipe angkutSegmen

kondisi

Membawa (isi)q WL x K x γt

Managemen Baik

Dumping

Spot & Delay

Kondisi Jalan

γ Tanah

Volume Pekerjaan

q DT ( kg )

Sewa Dump Truck

Route Pengangkutan

Data Alat

Dump Truck HD 325

Berat Kosong

Jadwal


Hitung Durasi


HSP pekerjaan


Rp262,500

Data Pekerjaan

Berat Bermuatan Max

Batasan Kacapatan

V max

Turunan/

tanjakan

DUMP TRUCK

n =

n = 25100

5168

n = 4.8568111 ~ 5

T1 = 5 x 1,136 menit T3 = 0.6

T1 = 5.68 T5 = 0.15

CT = T1 + T2 + T3 + T4 + T5

CT = 8.69 menit

M = CT dt

n X CT wl

M = 8.69

5.68

M = 1.53 ~ 2 unit

Q = Q' x E x M E ( GOOD ) = 0.83

Q' = 60 x q DT

CT

q DT = n x q L

Q' = 60 x 9 x 3,4

8.69

Q' = 46.95

Q = 194,48 x 0,83 x 9

Q = 77.93

2

Volume ( Bank ) = 115200 m²

Sweel = 20%

Volume ( Loose ) = 138240 Lm³

Waktu Pelaksanaan = Vol. loose

Q

= 138240

77.93

= 1773.88 jam

Waktu Pelaksanaan = 253.41 Hari ~ 254 Hari

3. =

=

=

138240x Rp262,500

77.931

Rp465,644,005

Lm³/jam

Lm³/jam

Hitung Durasi


Q

Tanjakan

menit

Datar

Datar

Turunan

Datar

Membawa (isi)

Kembali (

kosong )

(52,3 t - 27,2 t )x 1000

3,4 x 0,95 x 1600

= +

=

4. = Rp

m³

= Rp

m³


5. = +

=

=

Profit

Rp512,208,405

Harga Penawaran Rp589,039,666

vol . Bank

Rp512,208,405

115200

Rp4,446

Harga Penawaran Biaya Actual

Profit 10 % Rp46,564,400



350 m

= m/menit

= m/menit

= m/menit

= m/menit

/jam

8%

jarak RR GR TR F Vmax SF V rata2

600 8% 0% 8% 667 0.72 480

667

1000

333

667

T2

tahanan kecepatanTime

Datar

1.393443

Segmen

kondisi

Km/jam

Km/jam

Km/jam

Jadwal


Hitung Durasi


HSP pekerjaan


Km/jam

750 8% 10% 18% 333 0.78 260

350 8% 0% 8% 667 0.72 480

600 8% 0% 8% 1000 0.72 720

750 8% -10% -2% 667 0.78 520

350 8% 0% 8% 1000 0.72 720

menit

menit

Rp262,500

Hitung Durasi

BP & O

0.867347

T2

T4

Tanjakan

1.393443Datar

Datar

Turunan

Datar

+

+

Profit Pajak 15%

Rp512,208,405 Rp76,831,261

Return

Houling

Diketahui : 1.

● Kapasitas bowel (q ) = 10 m³

● Kecp. Digging (VD) = 1.5 km/jam = 25

● Kecp. Houling (VH) = 10 km/jam = 166.6667

● Kecp. Spreading (VS) = 3 km/jam = 50.00

● Kecp. Returning (VR) = 12 km/jam = 200

2.

● Jarak Digging (D) = 35 m

● Jarak Houling (H) = 175 m

● Jarak Spreading (S) = 25 m

● Jarak Returning (R) = 200 m

● Vulome Galian = 500000 m³

● Volume Urugan = 500000 m³

● Banyak Alat = 5 Unit

● BP & O = Rp1,500,000 per jam

● FT = 1

Ditanyakan : 1.

2.

3.

4.

5.

6.

Dijawab : 1. CT =

CT = 35 175 25 +

HSP pekerjaan


Jadwal

+ +


Latihan 5

Data Alat

Data Pekerjaan


Hitung waktu pelaksanaa

175 m

200 m

𝐷

𝑉𝐷 +

𝐻

𝑉𝐻 +

𝑆

𝑉𝑆+

𝑅

𝑉𝑅 + FT

25 166.67 50.00

CT = 4.95 menit

E = E1 X E2 X E3 Dimana : E1 = Waktu Kerja 50m/j

E = 1.008 E2 = Operator Baik

E3 = Tanah Biasa

Q' = 60 X q

CT

Q' = 600

4.95

Q' = 121.212121

Q' = Q' X E

Q = 122.181818

2. Volume ( Bank ) = 500000 m³

Sweel = 20%

Volume ( Loose ) = 600000 Lm³

Waktu Pelaksanaan = Vol. loose

Q

= 600000

122.18

= 4910.71 jam / 5 unit

= 982.14 per unit

Waktu Pelaksanaan = 140.31 Hari ~ 141

3. =

=

=

= +

=

4. = Rp

m³

= Rp

m³


500000

Rp16,205

Biaya Aktual Rp8,102,678,571


vol . Bank

Rp8,102,678,571

600000x Rp1,500,000

122.182

Rp7,366,071,429

Profit 10 % Rp736,607,143

Lm³/jam

Lm³/jam


Q

+ + +

5. = +

=

=

Rp8,102,678,571

Harga Penawaran Rp9,318,080,357


m/menit

m/menit

m/menit

m/menit

200 + 1

𝐷

𝑉𝐷 +

𝐻

𝑉𝐻 +

𝑆

𝑉𝑆+

𝑅

𝑉𝑅 + FT

200

= 0.84

= 1

= 1.2

Hari

Rp1,500,000

+ 1

BP & O

+

+Rp8,102,678,571 Rp1,215,401,786

Profit Pajak 15%

lo

L

α

Diketahui : 1.

● Lebar Blade ( L ) = 3.1 m

● Sudut Kerja ( α ) = 60 °

● Kecepatan rata2 = 4 km/jam =

● BP & O / jam =

● Jumlah alat = 1 unit

2.

● Lebar lapisan = 12 m

● Laluan Subgrade (n) = 6 kali

● Laluan sub base (n) = 4 kali

● Laluan base course (n) = 3 kali

● Lebar overlap (lo) = 0.25 m

● E faktor ( good ) = 0.83

Ditanyakan : 1.

2.

3.

4.

5.

6.

Dijawab : 1. Q = Q' X E

Q' = le = sin α x L

le = sin 60 x 3,1

Q' = le = 2.68

Q' = 9720

6

Q' = 1620.00

Q = 1620 x 0,83

Q = 1344.60 m²/jam

2. Luas Perataan = 72000 m²

Waktu Pelaksanaan = Luas

Q

SUBGRADE

le6

6000

Data Alat

Rp2,200,000

Data Pekerjaan

6




HSP pekerjaan


Jadwal

60 X V .( le - lo )

n

60 x 66,67 . ( 2,68 - 0,25 )

6

= 72000

1344.60

= 53.55 jam

= 53.55 per unit

Waktu Pelaksanaan = 7.65 Hari ~

3. =

=

=

= +

=

4. = Rp

m²

= Rp

m²

HSP Pekerjaan = Rp/m²

5. = +

=

=

Biaya Aktual Luasx

Q

72000x

1344.600

Rp117,804,552

Profit 10 % Rp11,780,455


Rp1,800




Luas

Rp129,585,007

72000

Rp129,585,007

66.67 m/menit

1.

sin 60 x 3,1

m

2.

SUB BASE

8 Hari

3.

4.

+ 5.

+

BP & O

Rp2,200,000

Profit Pajak 15%

Rp129,585,007 Rp19,437,751

Q = Q' X E

Q' = le = sin α x L

le = sin 60 x 3,1

Q' = le = 2.68 m

Q' = 9720

4

Q' = 2430.00

Q = 2430 x 0,83

Q = 2016.90 m²/jam

Luas Perataan = 72000 m²


Q

SUB BASE

60 X V .( le - lo )

n

60 x 66,67 . ( 2,68 - 0,25 )

4

= 72000

2016.90

= 35.70 jam

= 35.70 per unit


=

=

=

= +

=

= Rp

m²

= Rp

m²


= +

=

=

Rp86,390,004


Rp1,200



Luas

Rp86,390,004

72000

Rp78,536,368

Profit 10 % Rp7,853,637


Luasx BP & O

Q

72000x Rp2,200,000

2016.900

Biaya Aktual

1. Q = Q' X E

Q' =

Q' =

Q' = 9720

3

Q' = 3240.00

Q = 3240 x 0,83

Q = 2689.20 m²/jam

2. Luas Perataan =

Waktu Pelaksanaan =

BASE COURSE

60 X V .( le - lo )

n

60 x 66,67 . ( 2,68 - 0,25 )

3

=

=

=

Waktu Pelaksanaan =

3. =

=

=

=

=

4. =

=

HSP Pekerjaan =

+ 5. =

+ =

=

Profit 10 %

Biaya Aktual

Rp12,958,501

Biaya Aktual

HSP Pekerjaan

Harga Penawaran

Harga Penawaran

Pajak 15%

BP & O

Rp2,200,000

le = sin α x L

le = sin 60 x 3,1

le = 2.68 m

72000 m²

Luas

Q

72000

2689.20

26.77 jam

26.77 per unit

3.82 Hari ~ 4 Hari

+

Rp

m²

Rp

m²

Rp/m²

+ +

+

Rp74,511,379

Biaya Actual Profit Pajak 15%

Rp64,792,503 Rp9,718,876

Biaya act + profit

Luas

Rp64,792,503

72000

Rp900

Rp58,902,276

Rp5,890,228

Rp64,792,503

Luasx BP & O

Q

72000x Rp2,200,000

2689.200

Pajak 15%

Rp9,718,876

Diketahui : 1.

● Lebar roda (w) = 2 m

● Kecp. Rata2 = 3 km/jam =

● Overlap (wo) = 0.3 m

● BP & O = Rp2,000,000 /jam

2.

● Laluan Subgrade = 4 kali

● Laluan Subbase = 3 kali

● Laluan Base course = 3 kali

Ditanyakan : 1.

2.

3.

4.

5.

6.

Dijawab : 1. Q= Q' X E

Q'=

Q'=

Q'= 21250 m²/jam

Q= Q' X E E faktor ( good ) =

Q= 21250 x 0,83

Q= 17637.5 m²/jam

2. Luas Perataan = 72000 m²


Q

= 72000

17637.50

= 4.08 jam

= 4.08 per unit


3. =

=

=

= +

=

SUBGRADE

Biaya Aktual Luasx

Rp8,164,422

Profit 10 % Rp816,442


Q

72000x

17637.500

4

Data Alat

Data Pekerjaan




HSP pekerjaan


Jadwal

1000 . V . ( w - Wo )

n

85000

4. = Rp

m²

= Rp

m²

HSP Pekerjaan = /m²

5. = +

=

=

Rp8,980,865


Luas

Rp8,980,865

72000

Rp125



50 m/menit

1.

0.83

2.

1 Hari

3.

SUB BASE

BP & O

Rp2,000,000

4.

+ 5.

+

Profit Pajak 15%

Rp8,980,865 Rp1,347,130

Q= Q' X E

Q'=

Q'=

Q'= 28333.33 m²/jam

Q= Q' X E E faktor ( good ) = 0.83

Q= 28333,3 x 0,83

Q= 23516.67 m²/jam

Luas Perataan = 72000 m²


Q

= 72000

23516.67

= 3.06 jam

= 3.06 per unit


=

=

=

= +

=

SUB BASE

Rp6,123,317

Profit 10 % Rp612,332


Luasx BP & O

Q

72000x Rp2,000,000

23516.667

1000 . V . ( w - Wo )

n

85000

3

Biaya Aktual

= Rp

m²

= Rp

m²


= +

=

=

Rp6,735,648


Rp94



Luas

Rp6,735,648

72000

1. Q= Q' X E

Q'=

Q'=

Q'= 28333.33 m²/jam

Q= Q' X E

Q= 28333,3 x 0,83

Q= 23516.67 m²/jam

2. Luas Perataan =

Waktu Pelaksanaan =

=

=

=

Waktu Pelaksanaan =

3. =

=

=

=

=

BASE COURSE

Profit 10 %

Biaya Aktual

1000 . V . ( w - Wo )

n

85000

3

Biaya AktualBP & O

Rp2,000,000

4. =

=

HSP Pekerjaan =

+ 5. =

+ =

=

Rp1,010,347

HSP Pekerjaan

Harga Penawaran

Harga Penawaran

Pajak 15%

E faktor ( good ) = 0.83

72000 m²

Luas

Q

72000

23516.67

3.06 jam

3.06 per unit

0.44 Hari ~ 1 Hari

+

Rp6,123,317

Rp612,332

Rp6,735,648

Luasx BP & O

Q

72000x Rp2,000,000

23516.667

Rp

m²

Rp

m²

Rp/m²

+ +

+

Rp7,745,996

Biaya Actual Profit Pajak 15%

Rp6,735,648 Rp1,010,347

Biaya act + profit

Luas

Rp6,735,648

72000

Rp94

Pajak 15%

Rp1,010,347

Diketahui : 1.

● Lebar roda (w) = 3 m

● Kecp. Rata2 = 2.5 km/jam =

● BP & O = Rp2,500,000 /jam

2.

● Tebal = 5 cm

Ditanyakan : 1.

2.

3.

4.

5.

6.

Dijawab : 1. Q = Q' X E

Q' = 60 X V X W

Q' = 60 X 41,67 X 3

Q' = 7500 m²/jam

Q = Q' X E E faktor ( good ) =

Q = 7500 X 0,83

Q = 6225 m²/jam

2. Luas Permukaan = 72000 m²


Q

= 72000

6225.00

= 11.57 jam

= 11.57 per unit


3. =

=

=

= +

=

4. = Rp

m²



vol . Bank

72000x

6225.000

Rp28,915,663

Profit 10 % Rp2,891,566


Jadwal

Biaya Aktual Luasx

Q

Data Alat

Data Pekerjaan




HSP pekerjaan

= Rp

m²

HSP Pekerjaan = m²

5. = +

=

=

Rp31,807,229


72000

Rp442


Rp31,807,229

41.66667 m/menit

0.83

2 Hari

Rp2,500,000

BP & O

+

+Rp31,807,229 Rp4,771,084

Profit Pajak 15%

Pemancangan pada abutmen jembatan dengan data sebagai berikut

Diketahui : 1.

● Ukuran = 14 inchi x 14 inchi

● Panjang = 50 Ft

● Bj Beton = 150 Cuft/ton

● Jumlah 1 abutmen = 36 batang

● Berat Pondasi ( P ) = ton

● BP & O = 5,000,000Rp /jam

● Daya dukung pondasi = 40 ton

● Faktor keamanan = 1.2

2.

● Type Vulcan size 1 (SAS)

● Waktu setting = 10 menit

● BP & O = 5,000,000Rp /jam

● Berat Hammer (w) = 9700 lbs

● Tinggi Jatuh Hammer ( h ) = 36 inches

● Faktor Hammer (e) = 0.8

● Nilai Restritusi (k) = 0.25

Ditanyakan : 1. Apakah Hammer sudah memadai ? Jika tidak , tentukan hammer yang memadai .

2. Hitung waktu untuk memancang tiap batang !

3. Hitung untuk semua pek. Pemancangan .

4. Hitung biaya pek. Pemancangan .

5. Hitung HSP

6. Hitung biaya penawaran.

Ditanyakan :

→Energi yang dihasilkan hammer

E= e x w x h

E= 0,8 x 9700 x 36

E= 279360 inch-lb

→Energi yang hilang

● akibat pukulan (I)

I = e x w x h x p x 1 - k²

w + p

I = 0,8 x 9700 x 36 x 8166,67 x 1 - 0,25²

9700 + 8166,67

I = 119711.78 inch-lb

● akibat head tiang pancang (CL)

U = daya dukung pondasi x faktor keamanan

U = 240000 x 1,2

U = 288000

CL = U x C 1 C1 = tekanan izin sementara kepada kepala tiang dan cap

Data Tiang Pancang

Data Hammer

2 C1 = 0.01

CL = 288000 x 0,394

2

CL = 113385.83

2

CL = 56692.91

● akibat tiang pancang (PL)

PL = U x C 2 C2 = simpanan tiang akibat tekana izin sementara

2 C2 = 0.005

PL = 288000 x 0,197

2

PL = 56692.91

2.00

PL = 28346.46

● akibat ujung tiang pancang (SL)

SL = U x C 3 C3 = tekanan izin sementara

2 C3 = 0.003

SL = 288000 x 0,118

2

SL = 34015.75

2

SL = 17007.87

→Energi bersih yang dapat digunakan

US = e x w x h - I - CL - PL - SL

US = 279360 - 119711,78 -56692,91 - 28346,46 - 17007,87

1. US = 57600.98 hammer memadai

S = US / U

S = 57600,98 / 288000

S = 0.200 inchi

S = 0.0051 meter

T = Le Le = 2/3 dari L

S x V xFo Le = 33.33

T = 10.16 Le = 10.16

0,0051 x 60 x 0,83 V = 60

T = 40.16 Menit Fo = 0.83

2. →Waktu yang dibutuhkan untuk memancang 1 tiang pancang adalah =

3. →Waktu yang dibutuhkan untuk memancang semua tiang pancang adalah =

4. waktu pek. Pemancangan X BP&O

= 30,10 jam X Rp. 5.000.000/jam

Biaya pemancangan =

150,479,886.44Rp =

Profit 10% = +

5. = Rp

m²

= Rp

m²

HSP Pekerjaan = /batang

6. = +

=

=

Rp165,527,875


Jumlah tiang pancang

Rp165,527,875

36

Rp4,597,997


15,047,988.64Rp

Biaya pemancangan = 165,527,875.09Rp


=

= 8166.67 lb

= 240000 lb

Apakah Hammer sudah memadai ? Jika tidak , tentukan hammer yang memadai .

tekanan izin sementara kepada kepala tiang dan cap

m 0.394 Inchi

simpanan tiang akibat tekana izin sementara

m 0.197 Inchi

tekanan izin sementara

m 0.118 Inchi

ft

meter

50.16 menit

30.10 jam

+

+

Profit Pajak 15%

Rp165,527,875 Rp24,829,181

ITEM NUMBER : Sta. 0+000 s/d 20+000

UNIT OF WORK : Cu.m

QUANTITY OF WORK :

DAILY/HOURLY OUTPUT :

NO. DESCRIPTION UNIT ALAT QUANTITY UNIT

A. Pekerjaan Badan Jalan (Subgrade)

A.1 Penggalian Badan Jalan

Buldozer 11 172,800 M3

A.2 Pengangkutan Galian

Wheel Loader 5 138,240 M3

Dump Truck 10 138,240 M3

A.3 Pemadatan Badan Jalan

Tandem Roller 1 72,000 M3

A.4 Perapian Badan Jalan

Motor Grader 1 72,000 M2

B. Pekerjaan Tebing

B.1 Penggalian Tebing

Excavator PC 200 1 22,350 M3

Sub Total = (A + B )

Overhead and Profit

TOTAL Before Tax

Tax

TOTAL

UNIT PRICE ANALYSIS

Sub Total

Sub Total

Q BP & O Real Cost Durasi

( m3/hour) (Rp/hour) (Rp/m3) hari

134.95 2,952,000 240,625.00 20.0

141.60 1,250,000 44,139.41 33.5

77.93 262,500 33,683.74 30.4

17,637.50 2,000,000 113.39 0.7

1,344.60 2,200,000 1,636.17 9.2

320,197.71

186.25 1,200,000 6,442.88 0.7

6,442.88

326,640.60

% Profit = 15% 48,996.09

375,636.69

% Tax = 15% 56,345.50

431,982.19

UNIT PRICE ANALYSIS

Perhitungan Produktifitas Alat Berat

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