007_bar bending schedule
TRANSCRIPT
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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
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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)
(mm) (kg/m) (mm) (mm) (mm) Khng c mc C mc
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)
(mm) (kg/m) (mm) (mm) (mm) Khng c mc C mc
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
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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
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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
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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:
db = nominal diameter of reinforcing bar (mm)
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.
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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:
db = nominal diameter of reinforcing bar (mm)
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.
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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:
db = nominal diameter of reinforcing bar (mm)
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.
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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:
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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
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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.
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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
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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
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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
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4db or 63mm Min
No.10 through No.25
No.29,32 adn No.36
No.43 and No.57
Critical
Section
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Table for Classses of Tension Lap Splices
2 A A B
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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
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 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
24 MPa = 3481 PSIDiameter Splices of deformed Bars anchorage (mm)
(mm) A B C bars in compression There aren't hooks
(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:
Compressive strength ofconcrete at 28 day f'c:
Splices of deformed bars in tension
Yield strenght of steel (fy):
Compressive strength ofconcrete at 28 day f'c:
Splices of deformed bars in tension
Yield strenght of steel (fy):
AASHTO 1996
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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
-
8/3/2019 007_Bar Bending Schedule
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
Fax: (848)5106135; Fax (848)5126915; Email: [email protected];
DT