Perhitungan Produktifitas Alat Berat

(1)

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 )

(2)

: 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

(3)

● = 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 Rp453,600,000 Profit 10 % Rp4,536,000,000 Q x 207360 134.949 x 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

(4)

= + =

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

Rp5,738,040,000 Harga Penawaran

(5)

m

(6)

● = 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

Jumlah Alat = 0.243902

~

1 UNIT

3 BP ● = ● = BP = O = BP & O = = = = = + = 4 HSP Pekerjaan = Rp m³ = Rp m³ HSP Pekerjaan = 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

x BP & O Q 69120 x Rp2,952,000 2024.229 34 34 140 Depresiasi / jam

(7)

= + =

Rp748,440,000 Rp110,880,000

Rp127,512,000 Harga Penawaran

(8)

(9)

+ /jam /jam + /jam Pajak 15%

(10)

(11)

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

Biaya penawaran dengan pajak 15%

(12)

2. 26820 Lm³ 186.252

= 143.998 Jam

Jumlah Alat = 143.998 Jam

210 Jam

Jumlah Alat = 0.685706922

~

1 UNIT

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 & O X Harga Penawaran = Profit 10% =

(13)

(14)

Pajak 15 % Rp28,511,694

(15)

(16)

(17)

(18)

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

Biaya penawaran dengan pajak 15% Jadwal 2J + FT 0.36 + menit kecp. Kosong DT

(19)

= 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

Q X Jumlah alat 141.597 X 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 1,543,763,363 Rp

Harga Penawaran Biaya Act. Profit

(20)

m/menit m/menit

(21)

UNIT + + Rp1,250,000 Pajak 15% 201,360,439 Rp Rp1,342,402,924 Profit

(22)

(23)

(24)

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

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 angkut Segmen 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

Produksi alat dalam 1 jam ( Q ) Hitung Durasi

Rp262,500 Data Pekerjaan

Berat Bermuatan Max Batasan Kacapatan V max Turunan/ tanjakan DUMP TRUCK

(25)

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. = = = 138240 x Rp262,500 77.931 Rp465,644,005 Lm³/jam Lm³/jam Hitung Durasi

x BP & O 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

(26)

= + = 4. = Rp m³ = Rp m³ HSP Pekerjaan = 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

Biaya Aktual Rp512,208,405

(27)

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 kecepatan Time Datar 1.393443 Segmen kondisi Km/jam Km/jam Km/jam Jadwal

Produksi alat dalam 1 jam ( Q ) Hitung Durasi

(28)

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 1.393443 Datar Datar Turunan Datar

(29)

+ +

Profit Pajak 15%

(30)

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

+ +

Biaya aktual apabila profit 10% Latihan 5

Data Alat

Data Pekerjaan

Produksi alat dalam 1 jam ( Q ) Hitung waktu pelaksanaa

175 m 200 m 𝐷 𝑉𝐷

+

𝐻 𝑉𝐻

+

𝑆 𝑉𝑆

+

𝑅 𝑉𝑅

+ FT

(31)

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

~

141

3. = = = = + = 4. = Rp m³ = Rp m³ HSP Pekerjaan = Rp/m³ 500000 Rp16,205 Biaya Aktual Rp8,102,678,571

HSP Pekerjaan Biaya act + profit vol . Bank Rp8,102,678,571 600000 x Rp1,500,000 122.182 Rp7,366,071,429 Profit 10 % Rp736,607,143 Lm³/jam Lm³/jam

x BP & O

Q

+

(32)

5. = + =

=

Rp8,102,678,571

Harga Penawaran Rp9,318,080,357

(33)

m/menit m/menit m/menit m/menit 200 + 1 𝐷 𝑉𝐷

+

𝐻 𝑉𝐻

+

𝑆 𝑉𝑆

+

𝑅 𝑉𝑅

+ FT

(34)

200 = 0.84 = 1 = 1.2 Hari Rp1,500,000 + 1 BP & O

(35)

+ +

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

(36)

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 le 6 6000 Data Alat Rp2,200,000 Data Pekerjaan 6

Produksi alat dalam 1 jam ( Q ) Hitung waktu pelaksanaa Biaya aktual apabila profit 10% HSP pekerjaan

60 X V .( le - lo ) n

60 x 66,67 . ( 2,68 - 0,25 ) 6

(37)

= 72000 1344.60

= 53.55 jam

= 53.55 per unit

~

3. = = = = + = 4. = Rp m² = Rp m² HSP Pekerjaan = Rp/m² 5. = + = =

Biaya Aktual Luas

x Q 72000 x 1344.600 Rp117,804,552 Profit 10 % Rp11,780,455 Harga Penawaran Rp149,022,758 Rp1,800

Biaya Aktual Rp129,585,007

HSP Pekerjaan Biaya act + profit

Luas Rp129,585,007

72000

(38)

66.67 m/menit 1. sin 60 x 3,1 m 2. SUB BASE

(39)

8 Hari 3. 4. + 5. + BP & O Rp2,200,000 Profit Pajak 15% Rp129,585,007 Rp19,437,751

(40)

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

(41)

= 72000 2016.90

= 35.70 jam

= 35.70 per unit

~

6 Hari

= = = = + = = Rp m² = Rp m² HSP Pekerjaan = Rp/m² = + = = Rp86,390,004 Harga Penawaran Rp99,348,505 Rp1,200

HSP Pekerjaan Biaya act + profit

Luas Rp86,390,004 72000 Rp78,536,368 Profit 10 % Rp7,853,637 Biaya Aktual Rp86,390,004 Luas x BP & O Q 72000 x Rp2,200,000 2016.900 Biaya Aktual

(42)

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

(43)

= = = 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

(44)

le = sin α x L le = sin 60 x 3,1 le = 2.68 m 72000 m² Luas Q

(45)

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 Luas x BP & O Q 72000 x Rp2,200,000 2689.200

(46)

(47)

Pajak 15% Rp9,718,876

(48)

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 Luas

x Rp8,164,422 Profit 10 % Rp816,442 Biaya Aktual Rp8,980,865 Q 72000 x 17637.500 4 Data Alat Data Pekerjaan

1000 . V . ( w - Wo ) n

(49)

4. = Rp m² = Rp m² HSP Pekerjaan = /m² 5. = + = = Rp8,980,865 Harga Penawaran Rp10,327,994 Luas Rp8,980,865 72000 Rp125

(50)

50 m/menit 1. 0.83 2. 1 Hari 3. SUB BASE BP & O Rp2,000,000

(51)

4.

+ 5.

+

Profit Pajak 15%

(52)

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

Waktu Pelaksanaan = Luas Q

= 72000

23516.67

= 3.06 jam

= 3.06 per unit

~

1 Hari

= = = = + = SUB BASE Rp6,123,317 Profit 10 % Rp612,332 Biaya Aktual Rp6,735,648 Luas x BP & O Q 72000 x Rp2,000,000 23516.667 1000 . V . ( w - Wo ) n 85000 3 Biaya Aktual

(53)

= Rp m² = Rp m² HSP Pekerjaan = Rp/m² = + = = Rp6,735,648 Harga Penawaran Rp7,745,996 Rp94

HSP Pekerjaan Biaya act + profit Luas Rp6,735,648

(54)

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 Aktual BP & O Rp2,000,000

(55)

4. = = HSP Pekerjaan = + 5. = + = = Rp1,010,347 HSP Pekerjaan Harga Penawaran Harga Penawaran Pajak 15%

(56)

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 Luas x BP & O Q 72000 x Rp2,000,000 23516.667

(57)

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

(58)

(59)

Pajak 15% Rp1,010,347

(60)

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

Waktu Pelaksanaan = Luas Q

= 72000

6225.00

= 11.57 jam

= 11.57 per unit

~

3. = = = = + = 4. = Rp m² Biaya Aktual Rp31,807,229

HSP Pekerjaan Biaya act + profit vol . Bank 72000 x 6225.000 Rp28,915,663 Profit 10 % Rp2,891,566

Biaya Aktual Luas

x Q

Data Alat

Data Pekerjaan

(61)

= Rp m² HSP Pekerjaan = m² 5. = + = = Rp31,807,229 Harga Penawaran Rp36,578,313 72000 Rp442

Harga Penawaran Biaya Actual Rp31,807,229

(62)

41.66667 m/menit

0.83

2 Hari

Rp2,500,000 BP & O

(63)

+ +

Rp31,807,229 Rp4,771,084

(64)

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 = Rp 5,000,000 /jam

● Daya dukung pondasi = 40 ton

● Faktor keamanan = 1.2

2.

● Type Vulcan size 1 (SAS)

● Waktu setting = 10 menit

● BP & O = Rp 5,000,000 /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

(65)

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 =

150,479,886.44 Rp

(66)

Profit 10% = + 5. = Rp m² = Rp m² HSP Pekerjaan = /batang 6. = + = = Rp165,527,875 Harga Penawaran Rp190,357,056

Jumlah tiang pancang Rp165,527,875

36 Rp4,597,997

15,047,988.64 Rp

Biaya pemancangan = Rp 165,527,875.09

(67)

=

= 8166.67 lb

= 240000 lb

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

(68)

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

(69)

+ +

Profit Pajak 15%

(70)

(71)

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

(72)

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