007_bar bending schedule

8/3/2019 007_Bar Bending Schedule

1/18

d Mc 135o

Mc 180o

(mm)

(mm) Ct Thp Ch ai, Ging Ct Thp Ch ai, Ging ai, Ging Ct Thp Ch12 170 90 100 1506 6 d 4 d 80 70 80 110

8 6 d 4 d 110 80 90 120

10 6 d 4 d 140 80 90 140

12 6 d 4 d 170 90 100 150

13 6 d 4 d 180 100 110 160

14 6 d 4 d 200 100 120 170

16 6 d 4 d 220 120 140 180

18 6 d 6 d 250 250 180 210

19 6 d 6 d 270 270 190 220

20 6 d 6 d 280 280 200 23022 6 d 6 d 310 310 220 250

25 6 d 6 d 350 350 250 290

28 8 d 8 d 410 410 310 380

29 8 d 8 d 420 420 320 400

32 8 d 8 d 470 470 350 440

Ghi ch: ng knh un thp c o pha bng thanh

ng knh un thp (d) Mc 90o (mm)

C NG TY C PHN T VN X Y DNG NG TINC: 151/7A ng in Bin Ph, qun Bnh Thnh, thnh ph H Ch Minh

Fax: (848)5106135; Fax (848)5126915; Email: [email protected];

CC MC V UN CT THP (THEO 22TCN 272-05)

DT


2/18

Hooks Bar bendingQUY C CH UN CT TH P THEO AASHTO 1998 (22TCN 272-05)

1. CHO M TRCng ko t ca thp fy: 200 MPa = 29008 PsiCng b tng 28 ngy f'c: 30 MPa = 4351 Psing knh Loi KL n v Mc vung Mc trn Chng ni Chn ct thp (mm)

(mm) (kg/m) (mm) (mm) (mm) Khng c mc C mc

Grade A Grade B Grade C chu ko chu nn chu ko12 0.888 210 195 300 390 510 300 200 1506 Trn 0.222 105 130 300 390 510 300 200 150

8 " 0.395 140 150 300 390 510 300 200 15010 " 0.617 175 175 300 390 510 300 200 150

10 V n 0.617 175 175 300 390 510 300 200 15012 " 0.888 210 195 300 390 510 300 200 15014 " 1.208 245 215 300 390 510 300 200 150

16 " 1.578 280 240 300 390 510 300 200 15018 " 1.998 315 270 300 390 510 300 200 155

20 " 2.466 350 300 300 390 510 300 200 17522 " 2.984 385 330 300 390 510 300 200 190

25 " 3.853 435 375 360 470 610 360 220 21528 " 4.834 535 510 450 585 765 450 245 24532 " 6.313 610 580 585 760 995 585 280 280

2. CHO D M;Cng ko t ca thp fy: 400 MPa = 58015 PsiCng b tng 28 ngy f'c: 30 MPa = 4351 Psing knh Loi KL n v Mc vung Mc trn Chng ni Chn ct thp (mm)


Grade A Grade B Grade C chu ko chu nn chu ko

20 2.466 350 300 480 625 815 480 350 3506 Trn 0.222 105 130 300 390 510 300 200 1508 " 0.395 140 150 300 390 510 300 200 150

10 " 0.617 175 175 300 390 510 300 200 17510 Vn 0.617 175 175 300 390 510 300 200 17512 " 0.888 210 195 300 390 510 300 210 210

14 " 1.208 245 215 335 435 570 335 245 24516 " 1.578 280 240 385 500 655 385 280 280

18 " 1.998 315 270 430 560 730 430 315 31520 " 2.466 350 300 480 625 815 480 350 350

22 " 2.984 385 330 555 720 945 555 385 38525 " 3.853 435 375 715 930 1215 715 440 435

28 " 4.834 535 510 900 1170 1530 900 495 48532 " 6.313 610 580 1175 1530 2000 1175 565 555

3. CHO B N MT C U, LAN CAN:

Cng ko t ca thp fy: 420 MPa = 60916 PsiCng b tng 28 ngy f'c: 30 MPa = 4351 Psing knh Loi KL n v Mc vung Mc trn Ch ng n i Chn c t thp (mm)


Grade A Grade B Grade C chu ko chu nn chu ko14 1.208 245 215 355 460 605 355 260 2556 Trn 0.222 105 130 300 390 510 300 200 1508 " 0.395 140 150 300 390 510 300 200 150

10 " 0.617 175 175 300 390 510 300 200 18510 Vn 0.617 175 175 300 390 510 300 200 18512 " 0.888 210 195 300 390 510 300 220 22014 " 1.208 245 215 355 460 605 355 260 255

16 " 1.578 280 240 405 525 690 405 295 29018 " 1.998 315 270 455 590 775 455 335 330

20 " 2.466 350 300 505 655 860 505 370 36522 " 2.984 385 330 585 760 995 585 405 400

25 " 3.853 435 375 755 980 1285 755 460 45528 " 4.834 535 510 945 1230 1605 945 515 51032 " 6.313 610 580 1235 1605 2100 1235 590 585

Chi tit cn tham kho thm, xem trong AASHTO 1998 - phn 5.11.2


3/18

Structural Details (LRFD 5.10 Details of Rainforcement)

LRFD 5.10.1

Cover for Unprotected Main Reinforcing Steel (mm) W/C= 0.45

SITUATION BASIC MODIFICATION COVER

COVER (mm) FACTOR (mm)

Direct exposure to salt water 100 1.0 100Cast against earth 75 1.0 75Coastal 75 1.0 75

Exposure to deicing salts 60 1.0 60Deck surface subject to tire stud or chain wear 60 1.0 60Exterior other than above 50 1.0 50Interior other than above

Up to No.36 bar 40 1.0 40No.43 and No.57 bars 50 1.0 50

Bottom of cast-in-place slabs

Up to No.36 bar 25 1.0 25No.43 and No.57 bars 50 1.0 50

Precast soffit form panels 20 1.0 20Precast reinforced piles

Noncorrosive environments 50 1.0 50Corrosive environments 75 1.0 75

Precast prestressed piles 50 1.0 50

Cast-in-place PilesNoncorrosive environments 50 1.0 50Corrosive environments

- General 75 1.0 75- Protected 75 1.0 75

Shells 50 1.0 50Auger-cast, tremie concrete, or slurry construction 75 1.0 75Remarks:

Modification factors of the concrete cover for W/C ratio shall be the followoing:

Water Cement Ratio Modification Factor

For W/C = 0.5 1.2For 0.4


4/18

Standard Hooks LRFD 5.10.2SHAPE REMARKS HOOK dbbESCRIPTION

For Longitudbbinal Reinforcement

180 -bend *** 4db (>65mm)

Plus a 4*dbb extension, but not less than 65 mm

at the free endbb of the bar

90 -bend *** 12db Plus a 12*db extensio at the free end of the bar

For Transverse Reinforcement135 -bend No.25 bar and smaller- 6db Plus a 6*db extensio at the free end of the bar

90 -bend No.16 bar and smaller- 6db Plus a 6*db extensio at the free end of the bar

90 -bend No.19, No.22 and No.25 bar- 12db Plus a 12*db extensio at the free end of the bar

Seismic HooksSHAPE REMARKS HOOK DESCRIPTION

For Transverse Reinforcement Seismic hooks shall bre used for transversereinforcement in regions of expected plastic

135 -bend ***

larger of

6db or 75mm

Plus an extension of not less than the larger 6*db

or 75 mm.

where:

db = nominal diameter of reinforcing bar (mm)

5db

6db

4db

4db or 63mm Min

No.10 through No.25

No.29,32 adn No.36

No.43 and No.57

12db

Critical

Section

db

db

ldh

ldh


5/18

Minimum Bend Diameter LRFD 5.10.2

USE BAR SIZE DIAMETER REMARKSGeneral No.10 through No.16 6db

Stirrup and Ties No.10 through No.16 4db

General No.19 through No.25 6db

*** No.29, No.32, and No.36 8db ***

*** No.43 and No.57 10db ***

where:


Remarks:

The diameter of a bar bend, measured on the inside of the bar, shall not be less

than that shown in followig table.

Relationship between

bend location and welded

intersection

The inside diameter of bend for stirrup and tie in plain or deformed welded wire fabric shall not be less

than 4db for deformed wire larger than No.6(38.7mm2) and 2db for all other wire sizes.Bends with inside diameters of less than 8db shall not be located less than 4db from the nearest welded

intersection.


6/18

Spacing of Reinforcement LRFD 5.10.3

Minimum Spacingf of Reinforcing Bars LRFD 5.10.3.1MEMBERS SPACING DESCRIPTION

Cast-in-place Concrete >1.5db

>1.5*CA max

>38 mm.

Precast Concrete >1.0db

>1.33*CA max

>25 mm.

Multilayers >25 mm. or 1.0db clear distance between rainforcing layersSplices

Bundled Bars not exceed four in any one bundle

not exceed two in any one bundle where it will be larger than No.36 bars

Maximum Spacingf of Reinforcing Bars LRFD 5.10.3.2MEMBERS SPACING DESCRIPTION

Reinforcement in walls and slabs not exceed 1.5 times the thickness of the menber or 450 mm.

Spacing of spirals, ties and tempreture

shirinkage reinforcement

Ties not exceed the least dimension of the compression member or 300mm.Ties, for bars bundled by larger than

No.32

Minimum Spacingf of Prestressing Tendons and Du LRFD 5.10.3.3MEMBERS SPACING DESCRIPTION

Pretensioning Strand >1.33*CA max LRFD 5.10.3.3.1

Standard Size (mm)

15.24

14.29 Special

14.29

12.70 Special

12.70

11.11

9.53 >38mm.Posttensioning Ducts Not Curved in the

Horizontal Plane LRFD 5.10.3.3.2

Horizontal >100 mm.Vertical >38 mm or 1.33*CA max

Curved Posttensioning Ducts LRFD 5.10.3.3.3

Maximum Spacingf of Prestressig Tendons and Ducts in Sla LRFD 5.10.3.4MEMBERS SPACING DESCRIPTION

Pretensioning Strands for Precast Slabs not exceed 1.5 times the total composite slab thickness or 450 mm.

Pretensioning Tendons for Slabs not exceed 4.0 times the total minimum thickness of the slab

where:


CA max = Maximum size of the coarse aggregate

The clear distance between a contact lap splice and adjacent splices or

bars shall also be complied with as specified in Articles 5.10.3.1.1 and

5.10.3.1.2.

shall be as specified in Article 5.10.6, 5.10.7 and 5.10.8.

>51mm.

>44mm.

Individual bars in a bundle, cut off within the span of a menber, shall

be terminated at different points with at least a 40-bar diameter

not exceed half the least dimension of the compression member or

150mm.


7/18

Bend and Hook Reffered to LRFD 5.10.2.1 & LRFD 5.11.2.4

USE BAR SIZE BEND DIAMETER HOOK LENGTH

90-bend 135-bend 180-bend

Basic required in Tension Basic required in Tension Basic required in Tension Basic required in TensionLon. Trans. Lon. Trans. Lon. Trans.

General No.10 through No.25 6db 4db 12bd 12bd 12bd - 6db - 4bd - 4bd

No.29, 32, and No.36 8db 5db 12bd - 12bd - - - 4bd - 4bd

No.43 and No.57 10db 6db 12bd - 12bd - - - 4bd - 4bd

Stirrup and Ties No.10 through No.16 4db 4db 12bd - 12bd - - - 4bd - 4bd

Recommendation of the Hook Length - - 12db 6db 4db

where:


Remarks:

"Basic required" is the value as specified in Article 5.2.10.1 STANDARD HOOKS.

"in Tension" is the value as shown in Article 5.11.2.4 STANDARD HOOKS IN TENSION.


8/18

Ties Diameter LRFD 5.10.6.3

MAIN BARS TIES

less than No.32 bars No.10 bar

more than No.36 bars No.13 bar

Bundled bars No.13 bar

In tied compression menbers, all longitudinal bars shall be enclosed by lateral ties that shall be

equibvalent to:


9/18

STRUCTURAL DETAILS

COVER (mm)

Girder

Exterior Interior

Minimum cover 50 40 50 75 75

Where:In case of the Water Cement Ratio (W/C) is 0.45%.

SPACING (mm)

Reinforcing Bar PC

Cast-in-place Precast

Minimum space 38 38

Maximum space 300 300 300

BEND DIAMETER

(mm)Bar Size Bend Diameter LRFD

Hook D10 - D25 4.0D

D29 - D36 5.0D

D43, D57 6.0D

Stirrup D10 - D16 4.0D

Where:

D = nominal diameter of reinforcing bar (mm)

HOOK LENGTH (mm)

Bend ( ) 90 135 180

Length (mm.) 12.0D 6.0D 4.0D

Where:D = nominal diameter of reinforcing bar (mm)

ldh: development length of hook bar (mm)

db : nominal diameter of reinforcingf bar = (D) (mm)

Cast-in-place

pile

38 or 1.5 times the nominal diameter

of bars

Column Pile Cap

5db

6db

4db

4db or 63mm Min

No.10 through No.25

No.29,32 adn No.36

No.43 and No.57

12db

Critical

Section

db

db

ldh

ldh


10/18

Development Length (ld) in Tension LRFD 5.11.2.1

Bar 0.02Ab*fy/fc' 0.06db*fy Modification Factors Development LengthNo. Ab (mm2) db(mm) fy Mpa fc' Mpa bd (mm) not less than Larger Increase Decrease ld (mm) Round

10 78.5 10 390.0 40.0 97 234 234 1.0 1.0 234 24012 113.1 12 390.0 40.0 139 281 281 1.0 1.0 281 29014 153.9 14 390.0 40.0 190 328 328 1.0 1.0 328 33016 201.1 16 390.0 40.0 248 374 374 1.0 1.0 374 38018 254.5 18 390.0 40.0 314 421 421 1.0 1.0 421 43020 314.2 20 390.0 40.0 387 468 468 1.0 1.0 468 47022 380.1 22 390.0 40.0 469 515 515 1.0 1.0 515 52025 490.9 25 390.0 40.0 605 585 605 1.0 1.0 605 61028 615.8 28 390.0 40.0 759 655 759 1.0 1.0 759 76032 804.2 32 390.0 40.0 992 749 992 1.0 1.0 992 1,00035 957.0 35 390.0 40.0 1,180 819 1,180 1.0 1.0 1,180 1,18038 1,140.0 38 390.0 40.0 1,406 889 1,406 1.0 1.0 1,406 1,41051 2,027.0 51 390.0 40.0 2,500 1,193 2,500 1.0 1.0 2,500 2,500

Development Length (ld) in Compression LRFD 5.11.2.2

Bar 0.24db*fy/fc' 0.044db*fy Modification Factered 200mm. evelopment L

No. Ab (mm2) db(mm) fy Mpa fc' Mpa lbd (mm) not less than Larger Factors Ibd ld (mm) Round10 78.5 10 390.0 40.0 148 172 172 1.0 172 200 200 20012 113.1 12 390.0 40.0 178 206 206 1.0 206 200 206 21014 153.9 14 390.0 40.0 207 240 240 1.0 240 200 240 24016 201.1 16 390.0 40.0 237 275 275 1.0 275 200 275 28018 254.5 18 390.0 40.0 266 309 309 1.0 309 200 309 31020 314.2 20 390.0 40.0 296 343 343 1.0 343 200 343 35022 380.1 22 390.0 40.0 326 378 378 1.0 378 200 378 38025 490.9 25 390.0 40.0 370 429 429 1.0 429 200 429 43028 615.8 28 390.0 40.0 414 480 480 1.0 480 200 480 48032 804.2 32 390.0 40.0 474 549 549 1.0 549 200 549 55035 957.0 35 390.0 40.0 518 601 601 1.0 601 200 601 61038 1,140.0 38 390.0 40.0 562 652 652 1.0 652 200 652 66051 2,027.0 51 390.0 40.0 755 875 875 1.0 875 200 875 880

The tehsion development length, (ld), shall not be less than the product of the basic tension development length, (ldb), and the

modification factor, (ld)

The compressive development length, (ld), shall not be less than the product of the basic tension development length, (ldb),

and the modification factor, (ld) or 200mm.


11/18

Hook Development Length (ldh) in Tension LRFD 5.11.2.4

Bar 100db/fc' Modification Factors Product 8.0*db 150mm DevelopmentNo. Ab (mm2) db(mm) fy Mpa fc' Mpa b (mm) fy/420 Factor Length ldh (mm) Round

10 78.5 10 390.0 40.0 158 1.00 1.0 158 80 150 158 16012 113.1 12 390.0 40.0 190 1.00 1.0 190 96 150 190 19014 153.9 14 390.0 40.0 221 1.00 1.0 221 112 150 221 23016 201.1 16 390.0 40.0 253 1.00 1.0 253 128 150 253 26018 254.5 18 390.0 40.0 285 1.00 1.0 285 144 150 285 29020 314.2 20 390.0 40.0 316 1.00 1.0 316 160 150 316 32022 380.1 22 390.0 40.0 348 1.00 1.0 348 176 150 348 35025 490.9 25 390.0 40.0 395 1.00 1.0 395 200 150 395 40028 615.8 28 390.0 40.0 443 1.00 1.0 443 224 150 443 45032 804.2 32 390.0 40.0 506 1.00 1.0 506 256 150 506 51035 957.0 35 390.0 40.0 553 1.00 1.0 553 280 150 553 56038 1,140.0 38 390.0 40.0 601 1.00 1.0 601 304 150 601 61051 2,027.0 51 390.0 40.0 806 1.00 1.0 806 408 150 806 810

Remarks

Basic hook development length, lhb, shall be multiplied by the following factor or factors, as applicable, where:

1) Reinforcement has a yield strength exceeding 420 Mpa fy/420

2)0.7

3)

0.8

4) (As required)

(As provided)

5) Low-density aggregate concrete is used 1.3

6) Epoxy-coated reinforcement is used 1.2

ldh: development length of hook bar (mm)

db : nominal diameter of reinforcingf bar = (D) (mm)

The hook development length, (ldh), shall not be less than the product of the basic tension development length, (lhb), and the

modification factor, (ld)

Side cover for No.36 bar and smaller, normal to plane of hook, is not less than 64mm,

and for 90-hook, cover on bar extension beypond hook not less than 50mm.

Hook for No.36 bar and smaller enclosed vertically or horizontally within ties or stirrup

ties which are spaved along the full development length, ldh, at a spacing not exceeding

3db.Anchorage or development of full yield strength is not required, or where reinforcement

is provided in excess of that requierd by analysis

5db

6db

4db

4db or 63mm Min

No.10 through No.25

No.29,32 adn No.36

No.43 and No.57

12db

Critical

Section

db

db

ldh

ldh


12/18

Lap splices Length (ldh) in Tension LRFD 5.11.5The

Bar Development Min. Class-A Class-B Class-CNo. Ab (mm2) db(mm) fy (Mpa) fc' Mpa Length ld (mm) 300mm 1.0*ld Length of Lap 1.3*ld Length of Lap Round 1.7*ld Length o

10 78.5 10 390.0 40.0 234 300 234 300 304 304 310 39812 113.1 12 390.0 40.0 281 300 281 300 365 365 370 47714 153.9 14 390.0 40.0 328 300 328 328 426 426 430 55716 201.1 16 390.0 40.0 374 300 374 374 487 487 490 63618 254.5 18 390.0 40.0 421 300 421 421 548 548 550 71620 314.2 20 390.0 40.0 468 300 468 468 608 608 610 79622 380.1 22 390.0 40.0 515 300 515 515 669 669 670 87525 490.9 25 390.0 40.0 605 300 605 605 787 787 790 1,029 1,28 615.8 28 390.0 40.0 759 300 759 759 987 987 990 1,291 1,32 804.2 32 390.0 40.0 992 300 992 992 1,289 1,289 1,290 1,686 1,35 957.0 35 390.0 40.0 1,180 300 1,180 1,180 1,534 1,534 1,540 2,006 2,38 1,140.0 38 390.0 40.0 1,406 300 1,406 1,406 1,828 1,828 1,830 2,390 2,

51 2,027.0 51 390.0 40.0 2,500 300 2,500 2,500 3,250 3,250 3,250 4,250 4,where:

Class-A:

Ratio of (As as provided)/(As as required) is more than 2.0, and percent of As spliced with required lap length is not exceeded 75%

Class-B:

Ratio of (As as provided)/(As as required) is more than 2.0, and percent of As spliced with required lap length is in excess of 75%.

Class-C:

Ratio of (As as provided)/(As as required) is not exceed 2.0, and percent of As spliced with required lap length is in excess of 50%

Table for Classses of Tension Lap Splices

2 A A B


13/18

Lap splices Length (ldh) in Compression(The length of lap, (lc), for compression lap splices shall not be less than either 300mm or value shown in table.

Bar Coefficient fy420 Min. Lap Length

No. Ab (mm2) db(mm) fy (Mpa) fc' Mpa m 0.073m*fy*db m(0.13fy-24.0)bd 300mm. in Compression Round

10 78.5 10 390.0 40.0 1.0 285 --- 300 300 30012 113.1 12 390.0 40.0 1.0 342 --- 300 342 35014 153.9 14 390.0 40.0 1.0 399 --- 300 399 40016 201.1 16 390.0 40.0 1.0 456 --- 300 456 46018 254.5 18 390.0 40.0 1.0 512 --- 300 512 52020 314.2 20 390.0 40.0 1.0 569 --- 300 569 57022 380.1 22 390.0 40.0 1.0 626 --- 300 626 63025 490.9 25 390.0 40.0 1.0 712 --- 300 712 72028 615.8 28 390.0 40.0 1.0 797 --- 300 797 80032 804.2 32 390.0 40.0 1.0 911 --- 300 911 92035 957.0 35 390.0 40.0 1.0 996 --- 300 996 1,00038 1,140.0 38 390.0 40.0 1.0 1,082 --- 300 1,082 1,09051 2,027.0 51 390.0 40.0 1.0 1,452 --- 300 1,452 1,460

for which1) Where the specified concrete strength, fc', is less than 21 Mpa m= 1.33

2) Where ties along the splice have an effective area not less than m= 0.83

0.15 parcet of the product of the thickness of the compression

component times the tie spacing

3) With spiral m= 0.75

4) In all opther case m= 1.00


14/18

4db or 63mm Min

No.10 through No.25

No.29,32 adn No.36

No.43 and No.57

Critical

Section


15/18

Table for Classses of Tension Lap Splices

2 A A B


16/18

76658812.xls.ms_office

400 MPa = 58015 PSI

30 MPa = 4351 PSIDiameter Splices of deformed Bars anchorage (mm)

(mm) A B C bars in compression There aren't hooks

(mm) (mm) (mm) (mm) Tension Compression

10 300 390 510 290 300 200

12 300 390 510 350 300 210

14 325 425 555 405 325 245

16 370 480 630 465 370 280

18 420 545 715 520 420 315

20 465 605 790 580 465 350

22 525 685 895 640 525 385

25 680 885 1155 725 680 440

28 855 1110 1455 810 855 495

32 1115 1450 1895 930 1115 565

400 MPa = 58015 PSI



(mm) (mm) (mm) (mm) Tension Compression10 300 390 510 290 300 200

12 300 390 510 350 300 210

14 325 425 555 405 325 245

16 370 480 630 465 370 280

18 420 545 715 520 420 315

20 465 605 790 580 465 350

22 525 685 895 640 525 385

25 680 885 1155 725 680 440

28 855 1110 1455 810 855 495

32 1115 1450 1895 930 1115 565

400 MPa = 58015 PSI



(mm) (mm) (mm) (mm) Tension Compression10 300 390 510 290 300 200

12 300 390 510 350 300 235

14 325 425 555 405 325 275

16 370 480 630 465 370 315

18 420 545 715 520 420 355

20 485 630 825 580 485 395

22 590 765 1005 640 590 435

25 760 990 1290 725 760 490

28 955 1240 1625 810 955 55032 1245 1620 2115 930 1245 630

Splices of deformed bars in tension

LENGTH OF SPLICES OF DEFORMED BARS (AASHTO 1996)Yield strenght of steel (fy):

Compressive strength ofconcrete at 28 day f'c:



Yield strenght of steel (fy):



Yield strenght of steel (fy):

AASHTO 1996


17/18

ASTM

ASTM_ A 615/A 615/M: e orme ar es gna on um ers, om na e g s asses , om na mens ons, an e orma on equ re

Nominal Weight, Nominal Dimensions Deformation Requirement, in. [mmlb/ft Cross-Sectional Maximum Minimum Maxi

[Nominal Mass, Diameter, Area, Perimeter, Average Average (Chord

kg/m] in. [mm] in2. [mm

2] in. [mm] Spacing Height Nomina

3 [10] 0.376 [0.560] 0.375 [9.5] 0.11 [71] 1.178 [29.9] 0.262 [6.7] 0.015 [0.38] 0.144 [13] 0.668 [0.994] 0.500 [12.7] 0.20 [129] 1.571 [39.9] 0.350 [8.9] 0.020 [0.51] 0.195 [16] 1.043 [1.552] 0.625 [15.9] 0.31 [199] 1.963 [49.9] 0.437 [11.1] 0.028 [0.71] 0.236 [19] 1.502 [2.235] 0.750 [19.1] 0.44 [284] 2.356 [59.8] 0.525 [13.3] 0.038 [0.97] 0.287 [22] 2.044 [3.042] 0.875 [22.2] 0.60 [387] 2.749 [69.8] 0.612 [15.5] 0.044 [1.12] 0.338 [25] 2.670 [3.973] 1.000 [25.4] 0.79 [510] 3.142 [79.8] 0.700 [17.8] 0.050 [1.27] 0.389 [29] 3.400 [5.060] 1.128 [28.7] 1.00 [645] 3.544 [90.0] 0.790 [20.1] 0.056 [1.42] 0.43

10 [32] 4.303 [6.404] 1.270 [32.3] 1.27 [819] 3.990 [101.3] 0.889 [22.6] 0.064 [1.63] 0.4811 [36] 5.313 [7.907] 1.410 [35.8] 1.56 [1006] 4.430 [112.5] 0.987 [25.1] 0.071 [1.80] 0.5414 [43] 7.65 [11.38] 1.692 [43.0] 2.25 [1452] 5.320 [135.1] 1.185 [30.1] 0.085 [2.16] 0.6418 [57] 13.60 [20.24] 2.256 [57.3] 4.00 [2581] 7.090 [180.1] 1.580 [40.1] 0.102 [2.59] 0.86

Bar numbers are based on the number of eights of an inch included in the nominal diameter of the bars [bar numbers approxim

milimetres of the nominal diameter of the bar].

The nominal dimensions of a deformed bar are equivalent to those of aplain round bar having the same weight [mass] per foot

Bar Designation

No.A


18/18

KG/M CM QUI CCH UN CT THP(mm) (CHI U D I PH N U N)

10 0.617 0.785 M C TR N M C VU NG6 0.222 0.283 (mm) (6,93 ) (3,88 )8 0.395 0.503 12 90 5010 0.617 0.785 6 50 3012 0.888 1.131 8 60 4014 1.208 1.539 10 70 4016 1.578 2.011 12 90 5018 1.998 2.545 14 100 6020 2.466 3.142 16 110 7022 2.984 3.801 18 130 7025 3.853 4.909 20 140 8028 4.834 6.158 22 160 9032 6.313 8.042 25 180 100

N12,7 0.775 0.9871 28 200 11032 230 130

KN/m21 KG/cm2 = 98.1 N/mm21 KG/cm2 = 0.0981 T/m21 KG/cm2 = 10 N/mm2 =1 M.Pa= 1 KN/m2 =1 K.Pa = 1 N/m21 Pa = 1 KN.m1 T.m = 9.81 10.194 KG/cm2

0.010194 KG/cm2

CNG TY C PHN T VN XY DNG NG TINC: 151/7A ng in Bin Ph, qun Bnh Thnh, thnh ph H Ch Minh

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007_bar bending schedule

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