Brosur Produk Precast WIKA Beton

vision MENJADI PERUSAHAAN TERKEMUKA DALAM BIDANG ENGINEERING, PRODUCTION, INSTALLATION (EPI) (EPI) INDUSTRI BETON DI ASIA TENGGARA

mission 1.

Menyediakan produk dan jasa yang berdaya berdaya saing dan memenuhi harapan Pelanggan.

2.

Memberikan nilai lebih melalui proses bisnis yang sesuai dengan persyaratan dan harapan Pemangku Kepentingan.

3.

Menjalankan sistem manajemen dan teknologi yang tepat guna, untuk meningkatkan esiensi, konsistensi konsistensi mutu, keselamatan dan kesehatan kerja, yang berwawasan lingkungan.

4.

Tumbuh dan berkembang bersama mitra kerja secara sehat dan berkesinambungan.

5.

Mengembangkan Mengembangkan kompetensi dan kesejahteraan Pegawai.

Business activities in precast concrete products were initiated by PT Wijaya Karya since 1978. The robust economic growth and developments in Indonesia at that time accelerated the growth of precast concrete products business. To anticipate it, PT Wijaya Karya continued to expand its business operations by setting up new plants/ factories and creating variety of the products. In order to enhance its operations and professionalism, PT Wijaya Karya Beton Tbk. (Wika Beton) was established as a subsidiary company of PT Wijaya Karya on March 11, 1997. As the Market Leader in the industry in Indonesia, Wika Beton is supported by its operation network which consists of 10 (ten) plants/ factories, and several sales ofces scattered throughout Indonesia. The operation network is created to ensure the customers’ satisfaction.

BOARD OF COMMISSIONERS:

1. 2. 3. 4. 5. 6.

Budi Harto (President) Nariman Prasetyo A. Boediono Asah Mahdiani Tumik Tumik Kristianingsih Priyo Suprobo

To keep up with the industry’s needs and and customers’ satisfaction, Wika Beton run its operation in accordance with the curren t requirement such as ISO 9001 : 2000, occupational safety and health, etc.

BOARD OF DIRECTORS:

1. 2. 3. 4. 5. 6.

Wilfred A. Singkali Singkali (President) Entus Asnawi Asnawi Mukhson Fery Hendriyanto Hadian Pramudita Hari Respati Muhammad Zulkarnain

PRECAST CONCRETE PRODUCTS

Precast concrete products are commonly used in the construction nowadays. Almost all of the structures require it. It is simply because the use of precast concrete has lot of advantages. It is fast. The components of the structures, which is made of precast concrete, can be simultaneously manufactured with the other construction activities. Hence, it saves time. It is economical and durable. Initially, we use timber or steel in some of the structures. The use of timber will need more frequent replacement, as it is not strong st rong and does not last long. Steel is becoming expensive. Moreover those materials require maintenance, whereas concrete is maintenance free. Flexibility in shape. The shape can be produced in accordance to the requirement. Quality assured. The production are centralized in one place and can be easily controlled.

Wika PC Spun Pile is produced by the process of spinning. The high level of concrete compactness as a result of centrifugal force causes Wika PC Spun Pile to have high durability and permeability to with stand certain environment condition. PC Spun Pile is designed to bear various types of structures. It is used among others on high-rise buildings, industrial buildings, marine structures, bridges, etc.

PC Spun Square Piles is a hollow square pile which is produced by the process of spinning. The pile can be used for deep foundation of structures, such as high-rise buildings, industrial buildings, bridge, marine structures, etc. It has many advantages compared with normal square piles. The bearing capacity is relatively equal to the normal square pile although it requires less usage of material. It is lighter so that it can reduce transportation cost.

These products are used as the components of y over or bridge structures. Initially the beams were produced only in ”I” shape. Presently, we produce box girders, U-girders, etc. and also produce voided slab, concrete diaphragm, half slab as complement of the structures. The girders are produced in two methods, post-tensioned and pretensioned process of stressing, subject to the conditions and requirements. The pretensioned girders is a monolithic girder which is economical as it does not require additional prestressing accessories and prestressing process at the construction site.

The main product of this structures is concrete pipe, which consists of low pressure pipes and pressure pipes. The low pressure pipe is used as sewerage, water distribution, etc. The pressure pipe is produced using vibro pressed centrifugal system to get high density concrete with low permeability and low shrinkage. It is used as raw water transmission pipes as part of water treatment plant which requires very high resistance to the water pressure.

Railway sleeper produced by Wika Beton is monoblock pretensioned concrete sleeper using the single line production system. The production method developed by Wika Beton is exible and suitable for the conditions in Indonesia. The other products related to railway are catenary poles, slab for railway bridge, ballast protection wall, railway crossing, etc.

The Prestressed Spun Concrete Pole (PC Pole) produced using the centrifugal method constitutes the last generation of the electrical pole development in Indonesia. From wooden pole, steel pole and square concrete pole, prestressed spun concrete pole were subsequently introduced. This type of concrete pole is produced in various types for low-voltage, medium-voltage and high voltage electrical distribution networks. To facilitate handling in remote areas, Wika Poles are also produced in segments.

Post-tensioned girder is produced in segments and normally assembled and post tensioned at site. The segmental girder is required when the weight and size of girder does not enable it to be lifted and transported.

Prestressed Concrete Sheet Pile was initially produced in at shape. PC Corrugated Sheet Pile is subsequently produced to get a better performance for certain conditions. PC sheet pile is normally used as permanent structures of retaining walls like quay walls, revetments, jetties, break waters, reclamation walls, training dykes, foot protection, dolphins, dock walls, cut off walls, river embankments, water control gates, etc. The preference of using concrete sheet pile is for the convenience and the low cost in its construction/installation work.

The application of precast concrete products in marine structures has an additional advantages. Not only do we have faste r and more economical construction work, it also make the job easier. easier. The construction work will be more complicated if there is still cast in site concrete work. Concrete Piles, Sheet Piles, Girders, Slabs, etc. are required for structures like wharf/jetty, bridge, break water, water, etc.

Wika Beton also produce other type of standard products as well as custom-made products as required by our customer. Some of the products are : - Prestressed Square Piles, Triangular Triangular Piles - Pipe Rack for oil company - Water Storage and Water Cooling Tower for power plant - Building and Housing Components - Fences - Underground Utility Ducting, etc.

PILE SHAPE & SPECIFICATION | PRESTRESSED CONCRETE SPUN PILES JOINT PLATE

JOINT PLATE PRESTRESSING STEEL SPIRAL

SIZE

PILE LENGTH SIZE

MIDDLE / UPPER PILE JOINT PLATE

PENCIL SHOE WALL (t)

SIZE

PILE SECTION PILE LENGTH

BOTTOM / SINGLE PILE

PRESTRESSED CONCRETE SPUN PILES SPECIFICATION Concrete Compressive Strength fc' = 52 MPa (Cube 600 kg/cm 2 )

Size Thickness Cross Section ( mm ) Wall ( t ) ( cm 2 )

Section Inertia ( cm 4 )

Unit Weight ( kg/m )

300

60

452.39

34,607.78

113

350

65

581.98

62,162.74

145

400

75

765.76

106,488.95

191

450

80

929.91

166,570.38

232

500

90

1,159.25

255,324.30

290

600

100

1,570.80

510,508.81

393

800

120

2,563.54

1,527,869.60

641

1000 ***

140

3,782.48

3,589,571.20

946

1200 ***

150

4,948.01

6,958,136.85 1,237

Note :

Bending Moment Class A2 A3 B C A1 A3 B C A2 A3 B C A1 A2 A3 B C A1 A2 A3 B C A1 A2 A3 B C A1 A2 A3 B C A1 A2 A3 B C A1 A2 A3 B C

Crack * Break ( ton.m ) ( ton.m )

2.50 3.00 3.50 4.00 3.50 4.20 5.00 6.00 5.50 6.50 7.50 9.00 7.50 8.50 10.00 11.00 12.50 10.50 12.50 14.00 15.00 17.00 17.00 19.00 22.00 25.00 29.00 40.00 46.00 51.00 55.00 65.00 75.00 82.00 93.00 105.00 120.00 120.00 130.00 145.00 170.00 200.00

Allowable Decompression Length Compression Tension of Pile ** ( ton ) ( ton ) (m)

3.75 4.50 6.30 8.00 5.25 6.30 9.00 12.00 8.25 9.75 13.50 18.00 11.25 12.75 15.00 19.80 25.00 15.75 18.75 21.00 27.00 34.00 25.50 28.50 33.00 45.00 58.00 60.00 69.00 76.50 99.00 130.00 112.50 123.00 139.50 189.00 240.00 180.00 195.00 217.50 306.00 400.00

*) Crack Moment Based on JIS A 5335-1987 (Prestressed Spun Concrete Piles) **) Length of pile may exceed usual standard whenever lifted in certain position ***) Type of Shoe for Bottom Pile is Mamira Shoe

72.60 23.11 6 - 12 70.75 29.86 6 - 13 67.50 41.96 6 - 14 65.40 49.66 6 - 15 93.10 30.74 6 - 13 89.50 37.50 6 - 14 86.40 49.93 6 - 15 85.00 60.87 6 - 16 121.10 38.62 6 - 14 117.60 45.51 6 - 15 114.40 70.27 6 - 16 111.50 80.94 6 - 17 149.50 39.28 6 - 14 145.80 53.39 6 - 15 143.80 66.57 6 - 16 139.10 78.84 6 - 17 134.90 100.45 6 - 18 185.30 54.56 6 - 15 181.70 68.49 6 - 16 178.20 88.00 6 - 17 174.90 94.13 6 - 18 169.00 122.04 6 - 19 252.70 70.52 6 - 16 249.00 77.68 6 - 17 243.20 104.94 6 - 18 238.30 131.10 6 - 19 229.50 163.67 6 - 20 415.00 119.34 6 - 20 406.10 151.02 6 - 21 399.17 171.18 6 - 22 388.61 215.80 6 - 23 368.17 290.82 6 - 24 613.52 169.81 6 - 22 601.27 215.16 6 - 23 589.66 258.19 6 - 24 575.33 311.26 6 - 24 555.23 385.70 6 - 24 802.80 221.30 6 - 24 794.50 252.10 6 - 24 778.60 311.00 6 - 24 751.90 409.60 6 - 24 721.50 522.20 6 - 24 Unit Conversion : 1 ton = 9.8060 kN

PILE SHAPE & SPECIFICATION | PRESTRESSED CONCRETE SQUARE PILES JOINT PLATE (MIDDLE PILE) WITHOUT JOINT PLATE (UPPER PILE)

JOINT PLATE

MIDDLE / UPPER PILE

PRESTRESSING STEEL SPIRAL

SIZE

JOINT PLATE (BOTTOM PILE) WITHOUT JOINT PLATE (SINGLE PILE)

PENCIL SHOE

BOTTOM / SINGLE PILE

SIZE

SIZE

PILE SECTION

PILE LENGTH

PRESTRESSED CONCRETE SQUARE PILES SPECIFICATION Concrete Compressive Strength fc' = 42 MPa (Cube 500 kg/cm 2 ) Size ( mm )

Cross Section ( cm2 )

Section Inertia ( cm4 )

Unit Weight ( kg/m)

200 x 200 250 x 250

400 625

13,333 32,552

100 156

300 x 300

900

67,500

225

350 x 350

1,225

125,052

306

400 x 400

1,600

213,333

400

450 x 450

2,025

341,719

506

500 x 500

2,500

520,833

625

Note :

Unit Conversion : 1 ton = 9.8060 kN

Bending Moment Class

Crack Ultimate ( ton.m ) ( ton.m ) 1.55 2.65 2.29 3.46 2.52 4.33 2.78 5.19 3.64 5.19 3.98 6.23 4.48 7.47 4.92 9.34 5.33 6.57 6.07 8.72 6.63 10.90 7.30 13.08 7.89 9.96 8.71 12.45 9.51 14.95 11.82 22.42 11.17 14.01 12.10 16.81 13.01 19.62 14.78 25.22 15.16 18.68 16.19 21.79 17.21 24.91 18.22 28.02

A A B C A B C D A B C D A B C D A B C D A B C D

Allowable Decompression Length Compression Tension of Pile * ( ton ) ( ton ) (m) 49.08 81.40 79.62 77.92 118.59 116.76 114.66 111.60 163.98 160.68 157.45 154.32 213.96 210.60 207.32 198.01 270.98 267.61 264.30 257.88 335.12 331.72 328.38 325.09

27.47 28.10 34.80 41.30 35.40 42.20 50.20 61.90 38.60 50.90 63.10 75.00 51.40 63.80 76.00 111.60 64.30 76.80 89.10 113.30 77.30 89.90 102.20 114.50

6-9 6 - 10 6 - 11 6 - 11 6 - 11 6 - 11 6 - 12 6 - 12 6 - 11 6 - 12 6 - 12 6 - 13 6 - 12 6 - 12 6 - 13 6 - 14 6 - 12 6 - 13 6 - 13 6 - 14 6 - 13 6 - 13 6 - 14 6 - 14

Splice Class Compatible Optional to Body Mcrack II I IV III II II I IV V IV/V III II III/IV/V I IV III II IV I III/IV I V IV IV/V III III/IV/V II II/III/IV/V I IV III IV III III/IV II II/III/IV I IV III III/IV II II/III/IV I II/III/IV I

*) Length of pile may exceed usual standard whenever lifted in certain position

TYPICAL SPLICE SPECIFICATION Size (mm) 200 x 200 250 x 250

300 x 300

350 x 350

400 x 400

450 x 450

500 x 500

Bending Moment Class Allowable Ultimate (ton.m) (ton.m) I II I II III IV I II III IV V I II III IV I II III IV V I II III IV I II III IV

1.56 0.76 3.17 2.99 2.34 1.29 5.96 4.53 4.28 3.96 2.34 7.67 6.81 5.71 3.30 12.20 11.28 9.41 8.58 3.97 15.80 14.07 13.02 6.55 19.72 16.51 15.14 7.56

2.11 1.02 4.28 4.03 3.17 1.74 8.05 6.12 5.78 5.35 3.16 10.35 9.19 7.71 4.45 16.47 15.23 12.71 11.58 5.36 21.33 19.00 17.57 8.84 26.63 22.29 20.43 10.21

Tension Allowable Ultimate (ton) (ton) 41.82 16.34 55.22 41.41 41.41 24.50 83.64 62.73 55.22 41.41 24.50 83.64 83.64 55.22 27.61 117.95 88.46 83.64 62.73 27.61 147.43 117.95 88.46 41.82 118.60 117.95 88.46 41.82

47.05 18.38 62.12 46.59 46.59 27.57 94.10 70.57 62.12 46.59 27.57 94.10 94.10 62.12 31.06 132.69 99.52 94.10 70.57 31.06 165.86 132.69 99.52 47.05 133.43 132.69 99.52 47.05

EXAMPLES OF SPLICE SELECTION Case 1 : Compatible to Body

Case 2 : Optional Splice

Moment Crack Splice of PC Piles having equivalent performance to the crack bending moment of the main body.

Application of optional splices should be approved by structure designer.

Upper Pile 300x300 Class A Mom. Crack = 3.64 ton.m Mom. Ult = 5.19 ton.m Decomp. Tension = 35.40 ton

Upper Pile 300x300 Class A Mom. Crack = 3.64 ton.m Mom. Ult = 5.19 ton.m Decomp. Tension = 35.40 ton

Splice : Class IV Mom. Allow = 3.96 ton.m Tens. Allow = 41.41 ton

Splice : Class V Mom. Allow = 2.34 ton.m Tens. Allow = 24.50 ton

Bottom Pile 300x300 Class A Mom. Crack = 3.64 ton.m Mom. Ult = 5.19 ton.m Decomp. Tension = 35.40 ton

Bottom Pile 300x300 Class A Mom. Crack = 3.64 ton.m Mom. Ult = 5.19 ton.m Decomp. Tension = 35.40 ton

GIRDER SHAPE & DIMENSION | PC - I GIRDER

80 80

55 35 35

17

160

170

125

90

65

20

20

65

65

70

70

PC I H-90

PC I H-125

PC I H-160

PC I H-170

PC I H-210

Area : 2,572 cm2 Inertia : 2,266,607 cm4


Area : 4,773 cm2 Inertia : 14,611,104 cm 4



POST-TENSION PC-I GIRDER PC I H-90cm

( cm / MPa ) VDL VLL Vult 185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 140 / 40

117 128 138 151 161 171 150

179 187 196 204 212 221 173

SPECIFICATION PC I H-125cm

Beam Support Span Beam (m) Spacing / fc' Reaction (kN)

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

210

18

17

476 505 533 565 594 622 508

Beam Spacing / fc'

PC I H-160cm

Beam Support Reaction (kN)

( cm / MPa ) VDL VLL Vult

185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 140 / 50 140 / 60

200 211 222 233 244 255 225 234

229 237 245 254 262 270 211 217

673 702 731 761 790 820 672 695

Beam Spacing / fc'



185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 140 / 50 140 / 50

318 331 344 357 370 383 396 419 369 381

279 913 287 945 295 976 304 1008 312 1040 320 1072 329 1104 337 1148 261 944 264 964

Note : Based on bridge load refer to SNI 1725:2016 and assume bridge cross section parameter : 200mm for CIP Slab, 70mm concrete deck slab and 50mm asphaltic layer

PC I H-170cm Beam Spacing / fc'



185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 50 185 / 60 185 / 60 185 / 60 140 / 60 140 / 60 140 / 60

432 445 517 532 546 561 576 591 606 589 603 620

345 1180 349 1204 354 1297 358 1324 362 1350 366 1377 370 1403 374 1429 378 1456 289 1265 292 1289 297 1318

PC I H-210cm Beam Spacing / fc'



185 / 40 185 / 40 185 / 40 185 / 40 185 / 40 185 / 50 185 / 50 185 / 50 185 / 50 185 / 60 185 / 60 140 / 60 140 / 60 140 / 60 140 / 60 140 / 70

607 623 639 655 671 686 705 721 750 766 782 700 714 728 742 756

366 1432 370 1460 374 1487 378 1515 382 1542 386 1570 392 1604 396 1632 400 1675 404 1703 408 1730 312 1446 315 1469 318 1493 322 1516 325 1540

GIRDER SHAPE & DIMENSION | PC - VOIDED SLAB

Cgc

25

Cgc

30

57

Cgc

30

62

PC VS-57/97

PC VS-62/97


97

97

97

97

PC VS-66/97


74

39

33

31

28.5

Cgc

30

66

PC VS-74/97



PRETENSION VOIDED SLAB SPECIFICATION PC VS 57/97 Span Beam Support Beam (m) Spacing / fc' Reaction (kN) 6 7 8 9 10 11 12 13 14 15 16

PC VS 62/97

PC VS 66/97


Beam Spacing / fc'

PC VS 74/97


Beam Spacing / fc'

Beam Spacing / fc'


( cm / MPa )

VDL

VLL

Vult

( cm / MPa )

VDL

VLL

Vult

( cm / MPa )

VDL

VLL

Vult

( cm / MPa )

VDL

VLL

Vult

97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50

41 47 53 59 65 71

195 209 219 228 237 245

401 433 459 481 506 528

97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50

42 48 54 60 66 73 79

195 209 219 228 237 245 252

402 434 461 483 508 529 549

97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50

45 52 58 65 71 78 85 91

195 209 219 228 237 245 252 258

406 439 466 488 514 536 556 574

97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50 97 / 50

48 55 62 69 76 83 90 97 104 111 118

195 209 219 228 237 245 252 258 262 267 270

409 442 470 493 519 542 562 581 599 615 630

Note : Based on bridge load refer to SNI 1725:2016 and assume bridge cross section parameter only 50mm asphaltic layer without over topping CIP Slab

SEGMENT SHAPE & DIMENSION | PC - BOX GIRDER 875 25

50

13 20

Cgc

250

40

25

50

25

Area : 58,262 cm2 Inertia : 289,366,600 cm4 875 25

50

7 16

Cgc

240

40

25

50

25

PC SEGMENTAL BOX GIRDER H-240 Area : 59,042 cm2 Inertia : 309,729,100 cm4

PC BOX GIRDER SPECIFICATION TYPE

SEGMENT LENGTH

PC BOX GIRDER H-250

2.4 to 3.0 m

PC BOX GIRDER H-240

2.4 to 2.7 m

NO. LANE 7 meter width

CASTING METHOD

LAUNCHING METHOD

Short Line Method

Balanced Cantilever or Span by Span

U-DITCH | PRODUCT SHAPE & SPECIFICATION t

t

W

H

H

C S S

D

D

Ls

B

Concrete Compressive Strength fc' = 28 MPa Type 300 300 300 300 400 400 400 400 500 500 500 500 500 600 600 600 600 600 800 800 800 800 800 1000 1000 1000 1000 1200 1200 1200 1200 1400 1400 1400 1400 1600 1600 1600 1600

x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

200 300 400 500 300 400 500 600 300 400 500 600 700 400 500 600 700 800 600 700 800 1000 1200 800 1000 1200 1400 1000 1200 1400 1600 1200 1400 1600 1800 1400 1600 1800 2000

Dimension (mm)

Weight (kg/pcs)

(mm)

(W)

(H)

(B)

(C)

(D)

(t)

(s)

(Ls)

1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400 1200 / 2400

300 300 300 300 397 400 400 400 494 497 500 500 500 594 597 600 600 600 795 797 800 800 800 978 1000 1000 1000 1178 1200 1200 1200 1378 1400 1422 1444 1576 1600 1620 1642

200 300 400 500 300 400 500 600 300 400 500 600 700 400 500 600 700 800 600 700 800 1000 1200 800 1000 1200 1400 1000 1200 1400 1600 1200 1400 1600 1800 1400 1600 1800 2000

390 390 390 390 500 500 500 500 640 640 640 640 640 740 740 740 740 740 940 940 940 940 940 1180 1180 1180 1180 1390 1390 1390 1390 1620 1620 1620 1620 1840 1840 1840 1840

294 294 294 294 390 390 390 390 488 488 488 488 488 584 584 584 584 584 780 780 780 780 780 900 900 900 900 1080 1080 1080 1080 1260 1260 1260 1260 1440 1440 1440 1440

60 60 60 60 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 100 100 100 100 105 105 105 105 150 150 150 150 170 170 170 170

45 45 45 45 52 50 50 50 73 72 70 70 70 73 72 70 70 70 73 72 70 70 70 101 90 90 90 106 95 95 95 121 110 99 88 132 120 110 99

40 40 40 40 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 100 100 100 100 100 100 100 100 120 120 120 120 150 150 150 150

40 40 40 40 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 100 100 100 100 100 100 100 100 120 120 120 120 150 150 150 150

L=1200 L=2400 131 159 187 215 216 247 278 310 284 327 369 413 457 352 396 438 483 527 488 532 574 664 754 974 1089 1227 1365 1266 1386 1536 1686 1877 2015 2141 2253 2431 2578 2720 2845

262 318 374 430 432 494 556 620 568 654 738 826 914 704 792 876 966 1054 976 1064 1148 1328 1508 1948 2178 2454 2730 2532 2772 3072 3372 3754 4030 4282 4506 4862 5156 5440 5690

HCS 320 50

yt

37 45

320

yb

35

1200

Table of Superimposed load (kN/m)

HCS Type 320.5. 6 - 09 320.5. 8 - 09 320.5.10 - 09 320.5.12 - 09 320.5.10 - 12 320.5.12 - 12

ØMn

ØVcw

kN.m 155.1 204.6 244.1 282.8 345.5 407.0

kN 103.2 104.9 103.6 103.1 98.2 100.0

4 4.5 23.9 21.0 24.4 21.3 24.0 21.0 23.9 20.9 22.6 19.8 23.1 20.2

5 18.6 18.9 18.6 18.6 17.5 17.9

5.5 16.6 16.9 16.7 16.6 15.7 16.0

6 15.0 15.3 15.0 15.0 14.1 14.4

HCS 320 (No Topping)

6.5 12.6 13.9 13.7 13.6 12.8 13.1

7 10.5 12.7 12.5 12.4 11.7 12.0

7.5 8.7 11.0 11.5 11.4 10.7 11.0

8 7.3 9.3 10.6 10.5 9.9 10.1

8.5 6.1 7.8 9.1 9.7 9.1 9.3

9 9.5 5.1 4.2 6.6 5.5 7.7 6.5 8.8 7.5 8.5 7.9 8.7 8.1

Span ]- [m] 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 3.4 4.6 3.9 3.2 5.5 4.7 4.0 3.3 6.5 5.5 4.7 4.0 3.4 7.3 6.6 5.7 4.9 4.2 3.6 3.1 7.5 7.0 6.6 6.1 5.5 4.8 4.2 3.6 3.1

15

15.5 16

HCS 320 + 50 (Topping 50mm)

HCS Type

ØMn

ØVcw

kN.m

kN

320.5. 6 - 09 164.8 320.5. 8 - 09 217.7 320.5.10 - 09 260.0 320.5.12 - 09 301.4 320.5.10 - 12 374.1 320.5.12 - 12 451.3

118.9 120.1 118.7 118.1 110.9 112.1

4

4.5

5

5.5

6

6.5

7

27.1 27.4 27.1 26.9 25.0 25.4

23.7 24.0 23.6 23.5 21.8 22.1

21.0 21.2 20.9 20.8 19.3 19.5

18.7 18.9 18.7 18.6 17.2 17.4

15.5 17.0 16.8 16.7 15.4 15.6

12.7 15.4 15.2 15.1 14.0 14.2

10.4 14.1 13.9 13.8 12.7 12.9

7.5

8

8.5 9

9.5

8.6 12.5 12.7 12.6 11.6 11.8

7.1 10.3 11.6 11.6 10.6 10.8

5.8 8.4 10.0 10.7 9.8 9.9

3.8 5.5 6.8 8.1 8.4 8.5

4.8 6.8 8.3 9.7 9.0 9.2

10

Span [m] 10.5 11 11.5

4.4 5.6 6.7 7.8 7.9

3.4 4.5 5.5 7.0 7.3

3.6 4.5 3.6 5.8 4.8 6.8 6.4

12

3.9 5.5

12.5

13 13.5

3.1 4.6 3.8

14 14.5

15

15.5 16

3.1

HCS 400 50 45

yt 50

400

yb 40

1200

Table of Superimposed load (kN/m)

HCS Type 400.5.10 - 09 400.5.12 - 09 400.5.14 - 09 400.5.10 - 12 400.5.12 - 12

ØMn

ØVcw

kN.m 267.8 329.2 389.4 459.0 546.5

kN 134.5 136.2 137.9 137.4 139.6

4 31.3 31.8 32.2 32.1 32.6

4.5 27.4 27.8 28.2 28.1 28.6

5 24.3 24.7 25.0 24.9 25.4

5.5 21.8 22.1 22.4 22.3 22.7

6 19.7 20.0 20.3 20.2 20.5

6.5 17.9 18.1 18.4 18.3 18.7

7 16.3 16.6 16.8 16.7 17.1

HCS 400 (No Topping) 7.5 15.0 15.2 15.5 15.4 15.7

8 13.8 14.1 14.3 14.2 14.5

8.5 12.0 13.0 13.2 13.2 13.4

9 9.5 10.3 8.9 12.1 11.2 12.3 11.4 12.2 11.4 12.5 11.6

Span [m] 10 10.5 11 7.6 6.6 5.7 10.2 8.9 7.8 10.7 10.0 9.4 10.6 9.9 9.3 10.9 10.2 9.5

11.5 4.9 6.8 8.4 8.8 9.0

12 12.5 13 13.5 4.2 3,6 6.0 5.1 4.4 3.7 7.3 6.4 5.6 4.8 8.2 7.6 6.7 5.9 8.4 8.0 7.5 7.1

14 14.5

15

15.5 16

3.1 4.2 5.1 6.6

3.1 3.9 5.2

3.3 4.6 4.0

3.6 4.5 5.8

HCS 400 + 50 (Topping 50mm)

HCS Type 400.5.10 - 09 400.5.12 - 09 400.5.14 - 09 400.5.10 - 12 400.5.12 - 12

ØMn

ØVcw

kN.m 282.7 346.5 409.1 483.3 576.5

kN 149.2 150.5 155.1 151.8 153.7

4 34.3 34.6 35.8 35.0 35.4

4.5 29.9 30.3 31.3 30.6 31.0

5 26.5 26.8 27.7 27.0 27.4

5.5 23.7 23.9 24.8 24.2 24.5

6 21.3 21.6 22.4 21.8 22.1

6.5 19.3 19.6 20.3 19.8 20.1

7 17.6 17.8 18.5 18.0 18.3

7.5 16.2 16.3 17.0 16.5 16.8

8 14.1 15.0 15.6 15.2 15.4

8.5 12.0 13.9 14.4 14.0 14.3

9 9.5 10.2 8.7 12.9 11.9 13.4 12.4 13.0 12.1 13.2 12.3

10 7.4 10.1 11.6 11.2 11.4

Span [m] 10.5 11 6.3 5.3 8.7 7.5 10.8 10.1 10.5 9.8 10.7 10.0

11.5 4.5 6.5 8.5 9.2 9.4

12 12.5 13 13.5 3.7 3.1 5.6 4.8 3.9 3.1 7.4 6.4 5.4 4.5 8.6 7.9 6.8 5.8 8.8 8.3 7.8 7.3

14 14.5

15

3.7 3.0 4.9 4.1 6.6 5.7

3.3 4.9

15.5 16

4.1 3.5

- ENGINEERING In order to respond to the customers’ needs Wika Beton is able to provide engineering services to review the design. The engineering softwares are always updated and the engineers are trained to keep up with the latest softwares. The engineering services are meant for design review so that the customers will get feed back whether their design is efcient enough. It is important as some of the products are customized and subject to the required design. - DELIVERY - INSTALLATION - CONSTRUCTION

Brosur Produk Precast WIKA Beton

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