Lampiran 1. Peta Stasiun Penakar Hujan

(1)

87 Lampiran 1. Peta Stasiun Penakar Hujan

(2)

88 Lampiran 2. Site Plan

(3)

89 Lampiran 2. Denah Sistem Sprinkler

(4)

90 Lampiran 3. Potongan Saluran Drainase Area I

(5)

91 Lampiran 3. Potongan Saluran Drainase Area II

(6)

92 Lampiran 3. Potongan Melintang Gorong-Gorong

Lampiran 3. Potongan Melintang Saluran F

(7)

93 Lampiran 3. Potongan Memanjang Gorong-Gorong

Lampiran 3. Potongan Memanjang Saluran F

(8)

94 Lampiran 3. Potongan Melintang Kolam

(9)

95

(10)

96

(11)

97 Lampiran 4. Detail RWHS (A)

(12)

98

(13)

99

(14)

100

(15)

101

(16)

102

(17)

103

(18)

104 Lampiran 6. Analisis Harga Satuan Satu Unit Rumah

1 PEKERJAAN PERSIAPAN 1.1 1 m² Pembersihan Lahan

Upah Tenaga Kerja

Pekerja = 0.1000 OH x Rp. 70,000.00 = Rp. 7,000.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL Rp. 7,600.00

1.2 1 m' Pengukuran dan Pemasangan Bouwplank Bahan

Kayu Biasa 5/7 = 0.0120 m³ x Rp. 2,400,000.00 = Rp. 28,800.00 Paku Biasa 2'' - 5'' = 0.0200 kg x Rp. 15,000.00 = Rp. 300.00 Papan Kayu 3/20 = 0.0070 m³ x Rp. 2,500,000.00 = Rp. 17,500.00

TOTAL = Rp. 46,600.00

Upah Tenaga Kerja

Pekerja = 0.1000 OH x Rp. 70,000.00 = Rp. 7,000.00

Tukang Kayu = 0.1000 OH x Rp. 85,000.00 = Rp. 8,500.00

Kepala Tukang = 0.0100 OH x Rp. 100,000.00 = Rp. 1,000.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL = Rp. 17,100.00

2 PEKERJAAN TANAH

2.1 1 m³ Pekerjaan Galian Tanah

Upah Tenaga Kerja

Pekerja = 0.4000 OH x Rp. 70,000.00 = Rp. 28,000.00

Mandor = 0.0400 OH x Rp. 120,000.00 = Rp. 4,800.00

TOTAL Rp. 32,800.00

2.3 1 m³ Urugan Pasir Bahan

Pasir Urug = 1.2000 m³ x Rp. 140,000.00 = Rp. 168,000.00

TOTAL Rp. 168,000

Upah Tenaga Kerja

Pekerja = 0.3000 OH x Rp. 70,000.00 = Rp. 21,000.00

Mandor = 0.0100 OH x Rp. 120,000.00 = Rp. 1,200.00

TOTAL = Rp. 22,200.00

2.4 1 m³ Pemadatan Tanah Upah Tenaga Kerja

Pekerja = 0.5000 OH x Rp. 70,000.00 = Rp. 35,000.00

Mandor = 0.0500 OH x Rp. 120,000.00 = Rp. 6,000.00

TOTAL Rp. 41,000.00

2.5 1 m³ Urugan Tanah Kembali Upah Tenaga Kerja

Pekerja = 0.1920 OH x Rp. 70,000.00 = Rp. 13,440.00

Mandor = 0.0190 OH x Rp. 120,000.00 = Rp. 2,280.00

TOTAL Rp. 15,720.00

2.6

1 m³ Pembuangan Tanah

Upah Tenaga Kerja

Pekerja = 0.5160 OH x Rp. 70,000.00 = Rp. 36,120.00

(19)

105

Mandor = 0.0500 OH x Rp. 120,000.00 = Rp. 6,000.00

TOTAL Rp. 42,120.00

2.7 1 m³ Urugan Sirtu Padat Bahan

Sirtu = 1.200 m³ x Rp. 135,000 = Rp. 162,000.00

TOTAL Rp. 162,000.00

Upah Tenaga kerja

Pekerja = 0.250 OH x Rp. 70,000 = Rp. 17,500.00

Mandor = 0.025 OH x Rp. 120,000 = Rp. 3,000.00

TOTAL Rp. 20,500.00

3 PEKERJAAN BETON BERTULANG 3.1 BETON PONDASI BATU KALI

3.1.1 1 m³ Pasangan Batu Kosong (anstamping)

Bahan

Batu belah 15cm/20cm = 1.200 m³ x Rp. 250,000.00 = Rp. 300,000.00

Pasir urug = 0.432 m³ x Rp. 140,000.00 = Rp. 60,480.00

TOTAL Rp. 360,480.00

Upah Tenaga Kerja

Pekerja = 0.780 OH x Rp. 70,000.00 = Rp. 54,600.00

Tukang batu = 0.390 OH x Rp. 80,000.00 = Rp. 31,200.00

Mandor = 0.039 OH x Rp. 120,000.00 = Rp. 4,680.00

TOTAL Rp. 94,380.00

3.1.2 1 m² Pasangan Batu Belah (1 PC : 8 PP)

Bahan

Batu belah 15cm/20cm = 1.200 m³ x Rp. 250,000.00 = Rp. 300,000.00

Semen Portland = 0.432 kg x Rp. 1,475.00 = Rp. 637.20

Pasir Pasang = 0.584 m³ x Rp. 210,000.00 = Rp. 122,640.00

TOTAL Rp. 423,277.20

Upah Tenaga Kerja

Pekerja = 0.780 OH x Rp. 70,000.00 = Rp. 54,600.00

Mandor = 0.039 OH x Rp. 120,000.00 = Rp. 4,680.00

TOTAL Rp. 94,380.00

3.2 BETON SLOOF S1-1

3.2.1 1 kg Pembesian dengan Besi Ulir Bahan

Besi beton ulir = 1.0500 kg x Rp. 10,000.00 = Rp. 10,500.00

Kawat beton = 0.0150 kg x Rp. 16,000.00 = Rp. 240.00

TOTAL = Rp. 10,740.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Tukang Besi = 0.0070 OH x Rp. 80,000.00 = Rp. 560.00

Kepala Tukang = 0.0007 OH x Rp. 100,000.00 = Rp. 70.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

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106

3.2.2 1 kg Pembesian dengan Besi Polos Bahan

Besi beton polos = 1.0500 kg x Rp. 8,500.00 = Rp. 8,925.00

TOTAL = Rp. 9,165.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

3.2.3 1 m² Bekisting untuk Sloof Bahan

Kayu terentang = 0.0400 m³ x Rp. 1,000,000.00 = Rp. 40,000.00 Paku Biasa 2'' - 5'' = 0.3000 kg x Rp. 15,000.00 = Rp. 4,500.00 Minyak bekisting = 0.1000 liter x Rp. 16,000.00 = Rp. 1,600.00

TOTAL = Rp. 46,100.00

Upah Tenaga Kerja

Pekerja = 0.3000 OH x Rp. 70,000.00 = Rp. 21,000.00

Tukang kayu = 0.2600 OH x Rp. 85,000.00 = Rp. 22,100.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL = Rp. 46,300.00

3.2.4 1 m³ Cor Beton Mutu K225 Bahan

Semen Portland = 371.0000 kg x Rp. 1,475.00 = Rp. 547,225.00

Pasir beton = 0.6980 m³ x Rp. 210,000.00 = Rp. 146,580.00

Batu Pecah = 1.0470 m³ x Rp. 205,000.00 = Rp. 214,635.00

TOTAL = Rp. 908,440.00

Upah Tenaga Kerja

Pekerja = 1.6500 OH x Rp. 70,000.00 = Rp. 115,500.00

Tukang Batu = 0.2750 OH x Rp. 85,000.00 = Rp. 23,375.00

Mandor = 0.0830 OH x Rp. 120,000.00 = Rp. 9,960.00

TOTAL = Rp. 151,635.00

3.3 BETON SLOOF S2-1

3.3.1 Pekerjaan Pembesian dengan Besi Ulir (lihat 3.2.1) 3.3.2 Pekerjaan Pembesian dengan Besi Polos (lihat 3.2.2) 3.3.3 Pekerjaan Bekisting untuk Sloof (lihat 3.2.3) 3.3.4 Pekerjaan Cor Beton Mutu K225 (lihat 3.2.4)

3.4 BETON KOLOM K-1

TOTAL = Rp. 10,740.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

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107

TOTAL = Rp. 9,165.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

3.4.3 1 m² Bekisting untuk Kolom

Bahan

Kayu terentang = 0.0400 m³ x Rp. 1,000,000.00 = Rp. 40,000.00 Paku biasa 2'' - 5" = 0.4000 kg x Rp. 15,000.00 = Rp. 6,000.00 Minyak bekisting = 0.2000 liter x Rp. 16,000.00 = Rp. 3,200.00 Balok kayu borneo = 0.0150 m³ x Rp. 2,000,000.00 = Rp. 30,000.00 Plywood tebal 9 mm = 0.3500 lembar x Rp. 130,000.00 = Rp. 45,500.00 Dolken kayu galam Ø8 -

10/4 m = 2.0000 batang x Rp. 27,000.00 = Rp. 54,000.00

TOTAL = Rp. 178,700.00

Upah Tenaga Kerja

Pekerja = 0.3000 OH x Rp. 70,000.00 = Rp. 21,000.00

Mandor = 0.0060 OH x Rp. 120,000.00 = Rp. 720.00

TOTAL = Rp. 53,070.00

3.4.4 1 m³ Cor Beton mutu K225 Bahan

TOTAL = Rp. 908,440.00

Upah Tenaga Kerja

Pekerja = 1.6500 OH x Rp. 70,000.00 = Rp. 115,500.00

Mandor = 0.0830 OH x Rp. 120,000.00 = Rp. 9,960.00

TOTAL = Rp. 151,635.00

3.5 BETON KOLOM K-2

3.5.1 Pekerjaan Pembesian dengan Besi Ulir (lihat 3.4.1) 3.5.2 Pekerjaan Pembesian dengan Besi Polos (lihat 3.4.2) 3.5.3 Pekerjaan Bekisting untuk Kolom (lihat 3.4.3) 3.5.4 Pekerjaan Cor Beton Mutu K225 (lihat 3.4.4)

3.6 BETON KOLOM PRAKTIS

3.6.1 Pekerjaan Pembesian dengan Besi Ulir (lihat 3.4.1) 3.6.2 Pekerjaan Pembesian dengan Besi Polos (lihat 3.4.2) 3.6.3 Pekerjaan Bekisting untuk Kolom (lihat 3.4.3) 3.6.4 Pekerjaan Cor Beton Mutu K225 (lihat 3.4.4)

3.7 BETON BALOK

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108

TOTAL = Rp. 10,740.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

TOTAL = Rp. 9,165.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

3.7.3 1 m² Bekisting untuk Sloof Bahan

TOTAL = Rp. 46,100.00

Upah Tenaga Kerja

Pekerja = 0.3000 OH x Rp. 70,000.00 = Rp. 21,000.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL = Rp. 46,300.00

TOTAL = Rp. 908,440.00

Upah Tenaga Kerja

Pekerja = 1.6500 OH x Rp. 70,000.00 = Rp. 115,500.00

Mandor = 0.0830 OH x Rp. 120,000.00 = Rp. 9,960.00

TOTAL = Rp. 151,635.00

3.8 BETON SLAB

TOTAL = Rp. 908,440.00

Upah Tenaga Kerja

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109

Pekerja = 1.6500 OH x Rp. 70,000.00 = Rp. 115,500.00

Mandor = 0.0830 OH x Rp. 120,000.00 = Rp. 9,960.00

TOTAL = Rp. 151,635.00

4 PEKERJAAN DINDING

4.1 1 m² Dinding bata merah ukuran (5x11x22) cm tebal ½ bata, campuran spesi 1 PC : 2 PP Bahan

Bata merah = 70.000 buah x Rp. 350.00 = Rp. 24,500.00

Pasir pasang = 0.038 m³ x Rp. 210,000.00 = Rp. 7,980.00

Upah Tenaga Kerja Rp. 60,431.25

TOTAL

Pekerja = 0.300 OH x Rp. 70,000.00 = Rp. 21,000.00

Mandor = 0.015 OH x Rp. 120,000.00 = Rp. 1,800.00

TOTAL Rp. 31,800.00

4.2 1 m² Plesteran (1 PC : 1 PS) tebal 15 mm Bahan

TOTAL Rp. 13,548.00

Upah Tenaga Kerja

Pekerja = 0.2000 OH x Rp. 70,000.00 = Rp. 14,000.00

Mandor = 0.0100 OH x Rp. 120,000.00 = Rp. 1,200.00

TOTAL Rp. 28,700.00

5 PEKERJAAN LANGIT-LANGIT

5.1 1 m² Pemasangan langit-langit gypsum board Bahan

Gypsum board = 0.364 lembar x Rp. 58000 = Rp. 21112

Paku skrup = 0.11 kg x Rp. 13000 = Rp. 1430

TOTAL Rp. 22542

Upah Pekerja

Pekerja = 0.1 OH x Rp. 70000 = Rp. 7000

Tukang kayu = 0.05 OH x Rp. 85000 = Rp. 4250

Kepala tukang = 0.005 OH x Rp. 100000 = Rp. 500

Mandor = 0.005 OH x Rp. 120000 = Rp. 600

TOTAL Rp. 12350

5.2 1 m² Pemasangan list plafond gypsum Bahan

List gypsum profil = 1.05 m' x Rp. 16000 = Rp. 16800

Tepung gypsum = 0.15 kg x Rp. 7200 = Rp. 1080

TOTAL Rp. 17880

Upah Pekerja

Pekerja = 0.06 OH x Rp. 70000 = Rp. 4200

Mandor = 0.003 OH x Rp. 120000 = Rp. 360

TOTAL Rp. 10260

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110

6 PEKERJAAN LANTAI

6.1 1 m² Pemasangan lantai ubin warna ukuran (40x40) cm Bahan

Ubin Warna = 6.63 buah x Rp. 6250 = Rp. 41437.5

Semen Portland = 9.8 kg x Rp. 1475 = Rp. 14455

Pasir Pasang = 0.045 m³ x Rp. 210000 = Rp. 9450

Semen warna = 1.3 m³ x Rp. 15000 = Rp. 19500

TOTAL Rp. 84842.5

Upah Pekerja

Pekerja = 0.06 OH x Rp. 70000 = Rp. 4200

Mandor = 0.003 OH x Rp. 120000 = Rp. 360

TOTAL Rp. 10260

Lampiran 6. Analisa Harga Satuan Sistem Rainwater Harvesting

1.1

1 m' pemasangan pipa PVC tipe AW 3/4"

Tenaga

Pekerja = 0.036 OH x Rp. 70,000 = Rp. 2,520

Tukang Batu = 0.06 OH x Rp. 80,000 = Rp. 4,800

Kepala Tukang = 0.006 OH x Rp. 100,000 = Rp. 600

Mandor = 0.002 OH x Rp. 120,000 = Rp. 240

Bahan 8,160

Pipa PVC = 1.2 m x Rp. 6,518 = Rp. 7,821

Perlengkapan = 35 % x Rp. 6,518 = Rp. 2,281

10,102 1.2 1 buah kran air

Tenaga

Pekerja = 0.01 OH x Rp. 70,000 = Rp. 700

Kepala Tukang = 0.04 OH x Rp. 100,000 = Rp. 4,000

Mandor = 0.005 OH x Rp. 120,000 = Rp. 600

Bahan 37,300

Kran air = 1 m x Rp. 24,000 = Rp. 24,000

Sealtape = 0.025 buah x Rp. 3,500 = Rp. 88

24,088

1.3 1 buah stop kran Tenaga

Pekerja = 0.01 OH x Rp. 70,000 = Rp. 700

Kepala Tukang = 0.04 OH x Rp. 100,000 = Rp. 4,000

Mandor = 0.005 OH x Rp. 120,000 = Rp. 600

Bahan 37,300

Kran air = 1 m x Rp. 24,000 = Rp. 24,000

Sealtape = 0.025 buah x Rp. 3,500 = Rp. 88

24,088

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111 Lampiran 6. Analisa Harga Satuan Kolam dan Sistem Sprinkler

1 PEKERJAAN PERSIAPAN

1.1 1 m² Pembersihan Lahan Upah Tenaga Kerja

Pekerja = 0.1000 OH x Rp. 70,000.00 = Rp. 7,000.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL Rp. 7,600.00

2 PEKERJAAN TANAH

2.1 1 m³ Pekerjaan Galian Tanah

Upah Tenaga Kerja

Pekerja = 0.4000 OH x Rp. 70,000.00 = Rp. 28,000.00

Mandor = 0.0400 OH x Rp. 120,000.00 = Rp. 4,800.00

TOTAL Rp. 32,800.00

2.2

Pekerjaan Galian Tanah (lihat 2.1)

2.3

2.4

2.5 1 m³ Urugan Pasir

Bahan

Pasir Urug = 1.2000 m³ x Rp. 140,000.00 = Rp. 168,000.00

TOTAL Rp. 168,000.00

2.6 1 m³ Pemadatan Tanah Upah Tenaga Kerja

Pekerja = 0.5000 OH x Rp. 70,000.00 = Rp. 35,000.00

Mandor = 0.0500 OH x Rp. 120,000.00 = Rp. 6,000.00

TOTAL Rp. 41,000.00

2.7

Pekerjaan Pemadatan Tanah Kolam (lihat 2.6)

2.8 1 m³ Urugan Tanah Kembali

Upah Tenaga Kerja

Pekerja = 0.1920 OH x Rp. 70,000.00 = Rp. 13,440.00

Mandor = 0.0190 OH x Rp. 120,000.00 = Rp. 2,280.00

TOTAL Rp. 15,720.00

2.9

Pekerjaan Pemadatan Tanah Kolam (lihat 2.6)

2.10

1 m³ Pembuangan Tanah

Upah Tenaga Kerja

Pekerja = 0.5160 OH x Rp. 70,000.00 = Rp. 36,120.00

Mandor = 0.0500 OH x Rp. 120,000.00 = Rp. 6,000.00

TOTAL Rp. 42,120.00

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112

3 PEKERJAAN SISTEM DRAINASE 3.1 1 m² Bekisting untuk Kolam

Bahan

TOTAL Rp. 46,100.00

Upah Tenaga Kerja

Pekerja = 0.3000 OH x Rp. 70,000.00 = Rp.

21,000.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL Rp. 46,300.00

3.2 1 m³ Cor Beton Kolam (1 PC : 1,5 PB : 2,5 KR) Bahan

TOTAL Rp. 869,431.63

Upah Tenaga Kerja

Pekerja = 1.6500 OH x Rp. 70,000.00 = Rp.

115,500.00

Mandor = 0.0800 OH x Rp. 120,000.00 = Rp. 9,600.00

TOTAL Rp. 147,600.00

TOTAL Rp. 13,548.00

Upah Tenaga Kerja

Pekerja = 0.2000 OH x Rp. 70,000.00 = Rp.

14,000.00

Mandor = 0.0100 OH x Rp. 120,000.00 = Rp. 1,200.00

TOTAL Rp. 28,700.00

3.4

Pekerjaan Cor Beton Saluran Air (1 PC : 1,5 PB : 2,5 KR) (lihat 3.2)

4 PEKERJAAN SISTEM SPRINKLER

4.1

1 m² Cor Lantai Bak Tampungan (1 PC : 3 PB : 5 KR),

tebal 5 cm

Bahan

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113

TOTAL Rp. 36,433.85

Upah Tenaga Kerja

Pekerja = 0.1350 OH x Rp. 70,000.00 = Rp.

9,450.00

Mandor = 0.0060 OH x Rp. 120,000.00 = Rp. 720.00

TOTAL Rp. 11,970.00

4.2 1 m² Bekisting untuk Bak Tampungan Bahan

TOTAL = Rp. 46,100.00

Upah Tenaga Kerja

Pekerja = 0.3000 OH x Rp. 70,000.00 = Rp. 21,000.00

Mandor = 0.0050 OH x Rp. 120,000.00 = Rp. 600.00

TOTAL = Rp. 46,300.00

4.3

1 m³ Cor Beton Bak Tampung an (1 PC : 1,5 PB : 2,5 KR)

Bahan

TOTAL Rp. 869,431.63

Upah Tenaga Kerja

Pekerja = 1.6500 OH x Rp. 70,000.00 = Rp.

115,500.00

Mandor = 0.0800 OH x Rp. 120,000.00 = Rp. 9,600.00

TOTAL Rp. 147,600.00

4.4 1 kg Pembesian dengan Besi Polos Bahan

TOTAL = Rp. 9,165.00

Upah Tenaga Kerja

Pekerja = 0.0070 OH x Rp. 70,000.00 = Rp. 490.00

Mandor = 0.0003 OH x Rp. 120,000.00 = Rp. 36.00

TOTAL = Rp. 1,156.00

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114

4.5

1 m² Dinding bata merah ukuran (5x11x22) cm tebal ½ bata, campuran spesi 1 PC : 2 PP

Bahan

Bata merah = 70.000 buah x Rp. 350.00 = Rp. 24,500.00

Upah Tenaga Kerja Rp. 60,431.25

TOTAL

Pekerja = 0.300 OH x Rp. 70,000.00 = Rp. 21,000.00

Mandor = 0.015 OH x Rp. 120,000.00 = Rp. 1,800.00

TOTAL Rp. 31,800.00

TOTAL Rp. 13,548.00

Upah Tenaga Kerja

Pekerja = 0.2000 OH x Rp. 70,000.00 = Rp. 14,000.00

Mandor = 0.0100 OH x Rp. 120,000.00 = Rp. 1,200.00

TOTAL Rp. 28,700.00

4.7

1 m² Pemasangan lantai ubin warna ukuran (40x40) cm

Bahan

Ubin Warna = 6.63 buah x Rp. 6250 = Rp. 41437.5

Semen Portland = 9.8 kg x Rp. 1475 = Rp. 14455

Pasir Pasang = 0.045 m³ x Rp. 210000 = Rp. 9450

Semen warna = 1.3 m³ x Rp. 15000 = Rp. 19500

TOTAL Rp. 84842.5

Upah Pekerja

Pekerja = 0.06 OH x Rp. 70000 = Rp. 4200

Mandor = 0.003 OH x Rp. 120000 = Rp. 360

TOTAL Rp. 10260

4.8 1 m' Pasang Pipa PVC 2 inch Bahan

Pipa PVC = 1.2 m' x Rp. 19,635.00 Rp. 23,562.00

Perlengkapan 35%

harga pipa = 0.35 ls x Rp. 19,635.00 Rp. 6,872.25

TOTAL Rp. 30,434.25

Upah Pekerja

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115

Pekerja = 0.054 OH x Rp. 70,000.00 Rp. 3,780.00

Tukang = 0.09 OH x Rp. 80,000.00 Rp. 7,200.00

Kepala Tukang = 0.009 OH x Rp. 100,000.00 Rp. 900.00

Mandor = 0.0027 OH x Rp. 120,000.00 Rp. 324.00

TOTAL Rp. 12,204.00

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116

Lampiran 7. Contoh Perhitungan Struktur Perhitungan Balok

Balok yang ditinjau sebagai contoh perhitungan adalah balok yang memiliki momen maksimum terbesar yaitu B27.

Story Beam Load

Case/Combo Station P V2 V3 T M2 M3

m kgf kgf kgf kgf-m kgf-m kgf-m

Story1 B27 1,4D 0 -8.01 -1747.33 6.72 23.18 5.97 294.81

Story1 B27 1,4D 0.275 -8.01 -1687.86 6.72 23.18 4.13 767.15

Story1 B27 1,4D 0.55 -8.01 -1628.39 6.72 23.18 2.28 1223.13

Story1 B27 1,4D 0.55 -8.01 497.83 6.72 23.18 2.28 1223.13

Story1 B27 1,4D 0.9936 -8.01 593.76 6.72 23.18 -0.7 981

Story1 B27 1,4D 1.4373 -8.01 689.7 6.72 23.18 -3.68 696.32

Story1 B27 1,4D 1.8809 -8.01 785.63 6.72 23.18 -6.66 369.07

Story1 B27 1,4D 2.3245 -8.01 881.56 6.72 23.18 -9.64 -0.74

Story1 B27 1,4D 2.3245 -18.6 1248.85 10.48 -128.13 3.45 -29.35

Story1 B27 1,4D 2.6623 -18.6 1321.89 10.48 -128.13 -0.09 -463.47

Story1 B27 1,4D 3 -18.6 1394.93 10.48 -128.13 -3.62 -922.27

Story1 B27 1,4D 3 1.34 -773.36 7.15 32.66 -0.93 -886.67

Story1 B27 1,4D 3.3125 1.34 -705.78 7.15 32.66 -3.16 -655.55

Story1 B27 1,4D 3.625 1.34 -638.21 7.15 32.66 -5.4 -445.55

Story1 B27 1,2D+1,6L 0 -7.17 -1359.26 5.25 17 4.6 307.78

Story1 B27 1,2D+1,6L 0.275 -7.17 -1311.69 5.25 17 3.16 675.04

Story1 B27 1,2D+1,6L 0.55 -7.17 -1264.11 5.25 17 1.71 1029.21

Story1 B27 1,2D+1,6L 0.55 -7.17 436.86 5.25 17 1.71 1029.21

Story1 B27 1,2D+1,6L 0.9936 -7.17 513.61 5.25 17 -0.61 818.38

Story1 B27 1,2D+1,6L 1.4373 -7.17 590.36 5.25 17 -2.94 573.51

Story1 B27 1,2D+1,6L 1.8809 -7.17 667.1 5.25 17 -5.27 294.59

Story1 B27 1,2D+1,6L 2.3245 -7.17 743.85 5.25 17 -7.6 -18.38

Story1 B27 1,2D+1,6L 2.3245 -15.59 1036.07 8.38 -100.94 2.8 -39.47

Story1 B27 1,2D+1,6L 2.6623 -15.59 1094.5 8.38 -100.94 -0.03 -399.26

Story1 B27 1,2D+1,6L 3 -15.59 1152.93 8.38 -100.94 -2.86 -778.79

Story1 B27 1,2D+1,6L 3 0.79 -692.33 5.74 25.62 -0.63 -747.93

Story1 B27 1,2D+1,6L 3.3125 0.79 -638.27 5.74 25.62 -2.42 -540.02

Story1 B27 1,2D+1,6L 3.625 0.79 -584.21 5.74 25.62 -4.21 -349.01

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117

Lampiran 7. Perhitungan Struktur Tumpuan

Balok direncanakan dengan ukuran 15 x 40 cm

²

d = 400 – 25-5-8-6,5=360,5 mm

Mu/bd

²

= 1223,13 x 10 x 1000 / 150 x 360,5

²

= 0,6274 m = fy / 0.85 fc’ = 25,49

Rho =

¹

𝑚

1 − √1 −

^{2 𝑅𝑛 𝑚}

𝐹𝑦

= 1/25.49 (1- √1 −

2 𝑥 0,6274 25,49

390

) = 0,0392 x 0,0419 = 0,0016 As = Rho x b x d

= 0,0016 x 150 x 360,5 = 88,78 mm

²

Asmin = 1,4/Fy x bw x d = 1.4/390 x 150 x 360,5 = 194,11 mm

²

( 2D13) As < Asmin sehingga diambil Asmin sebagai tulangan atas 2D13 dan tulangan bawah 2D13

Cek geser Vu = 1747,33 kg

ɸVc = 0,75 x 1/6 x √𝑓𝑐′ x bw x d = 0,75 x 1/6 x 4,24 x 150 x 360,5 = 28.620 N = 2.862 kg

Vu < ɸ Vc ( Ok) artinya beton mampu menahan gaya geser, sehingga

menggunakan sengkang minimum (Ø8-200)

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118

Kolom

Kolom menggunakan ukuran 15 x 30

Story Column Load Case/Combo

Station P V2 V3 T M2 M3

m kgf kgf kgf kgf-m kgf-m kgf-m

Story1 C13 1,4D 0 -1936.73 827.45 -337.82 -20.46 -685.69 1778.84

Story1 C13 1,2D+1,6L 0 -2294.17 697.96 -282.56 -17.8 -556.94 1427.24

Story1 C13 1,4D 2.6 -1304.2 827.45 -337.82 -20.46 192.65 -372.52

Story1 C13 1,2D+1,6L 2.6 -1788.14 697.96 -282.56 -17.8 177.71 -387.45

d’ = 25 + 10 + 6.5 = 41,5 mm d’/h = 41.5/300 = 0,1383

Mu/ (0.65 x Ag x 0.85 x fc’x h) = 0,09 Pu/(0.65 x Ag x 0.85 x fc’) = 0,159

Dari tabel CUR 6.2 b diperoleh rho = 0,001 As = Rho x b x d

= 0,01 x 150 x 300

= 450 mm

²

( 4D13) Sloof

Berat sendiri balok = 0,2 x 0,15 x 2400 = 72 kg/m’

Berat dinding = 250 kg/m

²

x 3 = 750 kg/m’

822 kg/m’

Kombinasi beban = 1.4 D = (822) = 1150,8 kg/m’

= 1,2 D + 1,6L = 1,2 (822) + 1,6 (0) = 986,4 kg/m’

Mmax = 1/8 q l

²

= 1/8 (1150,8)(3.7

²

) = 1969,3 kgm

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119

Lapangan

d = 200 – 25 – 8 - 6.5 = 160,5 mm

Mu / bd

²

= 2355,02 x 10 x 1000 / 150 x 260.5

²

= 5,09 Rho =

¹

𝑚

1 − √1 −

^{2 𝑅𝑛 𝑚}

𝐹𝑦

= 1/25.49 (1- √1 −

2 𝑥 2,31𝑥 25,49

390

) = 0,016 As= Rho x b x d

= 0.016 x 150 x 160,5 = 397,62 mm

²

( 3D13)

As’= 0,5 As = 0.5 x 390 = 145 mm

²

( 2D13) Asmin = 1,4/fy x bw x d = 140,26 mm

²

Cek geser

Vu = 1818.55 kg

ɸVc = 0.75 x 1/6 x 4.24 x 150 x 260.5 = 20.709 N = 2.070 kg

Vu < ɸVc jadi beton dapat menahan gaya geser sehingga digunakan sengkang

minimum, diambil sengkang (Ø8-250)

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120

Lampiran 8. Hasil Simulasi Sistem Rainwater Harvesting

Simulasi Pemakaian Air Hujan

TGL Bulan

Nov Des Jan Feb Mar Apr Mei Jun Jul Agt Sep Okt

1 13.87 410.166 316.27 2884.456 4196.058 4226.096 145.176 1470.394 367.374 100 100 1232.47 2 27.74 404.232 400.394 2928.922 4262.612 4052.192 190.352 1440.332 356.028 100 144.678 1247.99 3 41.61 398.298 484.518 2973.388 4329.166 3878.288 235.528 1410.27 266.028 100 189.356 1263.51 4 55.48 392.364 568.642 3017.854 4395.72 3704.384 280.704 1380.208 176.028 100 189.356 1279.03 5 69.35 386.43 652.766 3062.32 4400 3530.48 325.88 1350.146 164.682 100 234.034 1294.55 6 83.22 380.496 736.89 3106.786 4400 3356.576 371.056 1320.084 153.336 100 278.712 1310.07 7 97.09 374.562 821.014 3151.252 4400 3182.672 416.232 1290.022 141.99 100 323.39 1325.59 8 110.96 368.628 905.138 3195.718 4400 3008.768 461.408 1259.96 130.644 100 368.068 1341.11 9 124.83 362.694 989.262 3240.184 4400 2834.864 506.584 1229.898 119.298 100 412.746 1356.63 10 138.7 356.76 1073.386 3284.65 4400 2660.96 551.76 1199.836 107.952 100 457.424 1372.15 11 152.57 350.826 1157.51 3329.116 4400 2487.056 596.936 1169.774 100 100 502.102 1387.67 12 166.44 344.892 1241.634 3373.582 4400 2313.152 642.112 1139.712 100 100 546.78 1403.19 13 180.31 338.958 1325.758 3418.048 4400 2139.248 687.288 1109.65 100 100 591.458 1418.71 14 194.18 333.024 1409.882 3462.514 4400 1965.344 732.464 1079.588 100 100 636.136 1434.23 15 208.05 327.09 1494.006 3506.98 4400 1791.44 777.64 1049.526 100 100 680.814 1449.75 16 221.92 321.156 1578.13 3551.446 4400 1617.536 822.816 1019.464 100 100 725.492 1465.27 17 235.79 315.222 1662.254 3595.912 4400 1443.632 867.992 989.402 100 100 770.17 1480.79 18 249.66 309.288 1746.378 3640.378 4400 1269.728 913.168 959.34 100 100 814.848 1496.31 19 263.53 303.354 1830.502 3684.844 4400 1095.824 958.344 929.278 100 100 859.526 1511.83

Lampiran 8. Hasil Simulasi Sistem Rainwater Harvesting

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121 20 277.4 297.42 1914.626 3729.31 4400 921.92 1003.52 899.216 100 100 904.204 1527.35

21 291.27 291.486 1998.75 3773.776 4400 748.016 1048.696 869.154 100 100 948.882 1542.87 22 305.14 285.552 2082.874 3818.242 4400 574.112 1093.872 839.092 100 100 993.56 1558.39 23 319.01 279.618 2166.998 3862.708 4400 400.208 1139.048 809.03 100 100 1038.238 1573.91 24 332.88 273.684 2251.122 3907.174 4400 226.304 1184.224 778.968 100 100 1082.916 1589.43 25 346.75 267.75 2335.246 3951.64 4400 100 1229.4 638.968 100 100 1127.594 1604.95 26 360.62 261.816 2419.37 3996.106 4400 100 1274.576 498.968 100 100 1172.272 1620.47 27 374.49 255.882 2503.494 4040.572 4400 100 1319.752 468.906 100 100 1216.95 1635.99 28 388.36 249.948 2587.618 4085.038 4400 100 1364.928 438.844 100 100 1216.95 1651.51 29 402.23 244.014 2671.742 4129.504 4400 100 1410.104 408.782 100 100 1216.95 1667.03