Anchor Bolt Design

CALCULATION SHEET DATE March '08 SHEET NO. JOB NO. 24631-190 FILE NO.

DESIGN BY DATE March '08 CHECKED BY PROJECT SUBJECT Design of Anchor Bolt ANCHOR BOLT DESIGN

8.1

(Material ASTM A36)

DIMENTIONAL & OTHER INPUT DATA Column size W10x33 Min. baseplate size = Length of pedestal "Cx" Base plate length "Bpx"

; Depth = 247 mm ; Flange width = 497 = 700 mm ; Width of pedestal "Cz" = 300 mm ; Base plate width "Bpz" Proj = 115 mm

Cx = 700 mm Bpx = 300 mm

X

X

L min. = 518 mm

Bpz = 300 mm

Cz = 700 mm

SHEAR Hu

S = 180 mm

W10x33

Z

202 mm = =

700 mm 300 mm

M30

TOC

hef = 360 mm

8.0

do = 30 mm

Z S = 180 mm L1 = 43 mm

T1 = 60 mm

ANCHOR BOLT TYPE - 2 (REF. AA-036322)

BOLT DATA : (Ref. Table 2M, Saudi Aramco Std Dwg. No. AA-036332) (Material ASTM A36) Dia of Bolt "Dia" = M30 Embedment depth "Ld" = hef + L1 = 360 + 43 =

403 mm

Bearing area of Anchor head "Ab" No of bolts "nb" = 4 nos

2 561 mm 4 nos

;

No of bolts in tension "n"

= =

Refer Saudi Aramco Std Dwg. No. AA-036332 for Tables Anchor bolt c/c @ X-X & Z-Z "S" = {300 - 2 * (2.5 * 30)} / 2 = 180 mm Edge distance "C1" = [700 - {(4 - 1) * 180}] / 2 = 260 mm > 120mm (Ref. Table-2M), Hence OK C1 = distance from center line of anchor to concrete edge direction of shear force Strength Reduction factor, (Refer Appendix D, Cl. D.4.4, ACI-318) - Anchor bolt governed by strength of a ductile steel element as bolt material is A36 For tension loads "Φts" = 0.75 For shear loads "Φss" = 0.65 - Anchor governed by concrete breakout, side-face blowout,pullout or pryout strength. For tension loads "Φtc" = 0.75 (Condition A applies as no supplementory For shear loads "Φsc" = 0.75 reinforcement is provided.) \\vboxsrv\conversion_tmp\scratch_1\229426218.xls.ms_office -

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CALCULATION SHEET DATE March '08 SHEET NO. JOB NO. 24631-190 FILE NO.

DESIGN BY DATE March '08 CHECKED BY PROJECT SUBJECT Design of Anchor Bolt

MATERIAL DATA : Concrete Strength "fc" Tensile strength of bolt material "fut" Yield strength of bolt material "fy"

= = =

4000 58000 36000

psi psi psi

= = =

28 400 249

N/mm2 N/mm2 N/mm2

LOADING : Moments : M = 0 kN-m ; Horizontal load "Vu" H = 219.6 kN ; Tension "Nu" Due to moment 0.00 / 0.540 = 0.00 kN Additional tension (if any) = 210.00 kN Total tension = 210.00 kN 8.2

ALLOWABLE CAPACITIES :

8.2.1

Design Requirement for Tensile Loading

8.2.1.1

Steel Strength of Anchor in Tension (Refer Appendix D, Cl. D.5.1, ACI-318) Ns : Tensile strength of an Anchor as controlled by the anchor materials. This limit state corrosponds to fracture of the steel element. Ns = Φts * Ab * fut * n = {(0.75 * 561 * 400 * 4) / 1000} kN = 673.20 kN for 4 bolts

8.2.1.2

Concrete Breakout Strength of Anchor in Tension (Refer Appendix D, Cl. D.5.2.1, ACI-318) "Ncb" : Tension strength of a single anchor or group of anchors as governed by concrete breakout. This limit state corrosponds to formation of a concrete failure prism that seperate from concrete member. hef

=

360 mm

for bolt

174 mm Therefore use hef

S/3

C1/1.5 =

C1

1.5 hef

=

1.5*hef > c1/1.5, Use c1/1.5 =

60

174 mm

Refer Appendix D, Cl. D.5.2.3, ACI-318

(for use to Eq. D-6 through D-11, ACI-318)

"AN" : The projected area includes the entire pier area ANC

1.5 hef

1.5 hef

= (C1 + 1.5*hef) * (2 * 1.5*hef) = (260 + 1.5*174) * (2 * 1.5*174) = 271962 mm² "ANO" : The projected area of the failure surface of a single anchor. (Ref. eq D-6, ACI-318) 2 9 * hef1 ANO = = 9 * 174² = 272484 mm² Therefore, AN = Min of "ANC" or "ANO" = 271962 mm²

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CALCULATION SHEET DATE March '08 SHEET NO. JOB NO. 24631-190 FILE NO.

DESIGN BY DATE March '08 CHECKED BY PROJECT SUBJECT Design of Anchor Bolt

"Nb" : The Basic Concrete Breakout Strength of a single anchor in tension in cracked concrete. Nb

Ψ1

1.5 = k * √fc * hef = 10 * √28 * (174)^1.5

=

Ψ2

Ψ3

= =

=

; where, k = 10 121452 N for single bolt

For cast -in anchors

1 (Refer eq D-9, ACI-318, Factor equals 1, since there is no eccentric load) if, C1 < 1.5 * hef1, then 0.7 + {( 0.3 * C1) / (1.5*hef)} = 1.00 if, C1 ≥ 1.5 * hef1, then = 1 1 (Refer eq D-10, ACI-318, Factor applies for edge effect.) 1 (Refer D.5.2.6, ACI-318, Factor equals 1 as there is a cracking at service load levels that would affect the concrete breakout strength)

Therefore, Concrete breakout strength (Refer eq D-5, ACI-318) Ncbg = Φtc * (AN/ANO) * Ψ1 * Ψ2 * Ψ3 * Nb = 0.75 * (271962 / 272484) * 1.0 * 1.0 * 1.0 * 121452 = 90915 = 364 8.2.1.3

Pullout Strength of Anchor in Tension

N kN

for single bolt for 4 bolts

(Refer eq D-14, ACI-318)

The Basic Pullout strength in tension of a single headed bolt Np = 8 * Ab * fc = 8 * {(561 * 28.00) / 1000} kN

(Refer eq D-15, ACI-318) = 125.66 kN

Ψ4 = 1.0 (Refer Cl. D.5.3.6, ACI-318, Factor equals 1.0, since there is a cracking at servise lod levels) Npn = Φtc * Ψ4 * Np = 0.75 * 1.0 * 125.66 = 94.25 kN for single bolt (Refer eq D-12, ACI-318) = 377 kN for 4 bolts 8.2.1.4

Concrete side face blowout strength of a headed Anchor in Tension (Refer eq D-17, ACI-318) 0.4 * hef = 144 mm c1 = 260 mm If, C1 > 0.4*hef If, C1 < 0.4*hef Therefore, Nsb =

8.2.1.5

0

No concrete blowout Nsb = {13 * C1 * {√Ab * √fc )} = 13 * 260 * {(√561) * (√28)

= =

0 423621 N

N Tension Strength is not controlled by side face blowout

Bolt strength for Tension load Nn

= Min of (Ns, Ncbg, Npn) = Min of (673 kN or 364 kN or 377 kN)

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=

364 kN

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CALCULATION SHEET DATE March '08 SHEET NO. JOB NO. 24631-190 FILE NO.

DESIGN BY DATE March '08 CHECKED BY PROJECT SUBJECT Design of Anchor Bolt

8.2.2

Design Requirement for Shear Loading

8.2.2.1

Steel Strength of Anchor in Shear (Refer eq D-19, ACI-318) Ns : Shear strength of an Anchor as controlled by the anchor materials. This limit state corrosponds to fracture of the steel element. Vs = Φss * Ab * fut * nb = {(0.65 * 561 * 400 * 4) / 1000} kN = 583 kN for nb = 4 bolts

8.2.2.2

Concrete Breakout Strength of Anchor in Shear (Refer D.6.2.1, ACI-318) Vcb : Shear strength of a single anchor or group of anchors ha = hef

C1

=

1.5 * C1

360 mm

=

390 mm

AVo

= 2 * (1.5*C1) * ha = 280800 mm² ² AVc = = 4.5 * C1 = 304200 (Refer Cl. 6.2.2, Appendix-D, ACI-318) mm² Ψ5 = 1 (Refer eq D-26, ACI-318, Factor equals 1, if there is no eccentric load) Ψ6 = 1 (Refer Cl. D.6.2.6, ACI-318)

1.5 C1

1.5 C1

BREAKOUT CONE FOR SHEAR

8.2.2.3

=

1

(Refer Cl. D6.2.7, ACI-318, Factor equals 1, for anchors in crack concrete with no supplementary reinforcement)

Vb

0.2 1.5 = 0.6* (Ld/Dia) * √(Dia) * √fc * C1 (Refer Cl. D.6.2.2, ACI-318) = {0.6 * (403 / 30^0.2 * √(30) * √(28) * (260)^1.5} = 99911 N for single bolt

Vcbg

= (AVc / AVo) * Ψ5 * Ψ6 * Ψ7 * Vb = (304200 / 280800) * 1 * 1 * 1 * 99911

(Refer eq D-22, ACI-318) = 108237 N for single bolt = 433 kN for nb = 4 bolts

Concrete Pryout Strength of Anchor in Shear Vcp

8.2.2.4

Ψ7

= Nominal pryout strength of anchor = kcp * Ncbg = 2 * 364 kN

;

kcp = = 728 kN

as hef > 65mm 2 for nb = 4 bolts

Bolt Strength for Shear load Vn

= Min of "Vs" or "Vcbg" or "Vcp" = Min of (583 kN or 433 kN or 728 kN)

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=

433 kN

for nb = 4 bolts

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CALCULATION SHEET DATE March '08 SHEET NO. JOB NO. 24631-190 FILE NO.

DESIGN BY DATE March '08 CHECKED BY PROJECT SUBJECT Design of Anchor Bolt

8.3

Interaction of Tensile and Shear Force The Design Strength in Tension Nu = Nn =

210.00 kN 364.00 kN

0.2 * Nn

=

72.80

kN

Go to IR Ckeck

=

86.60

kN

Go to IR CHeck

The Design Strength in Shear Vu = Vn =

219.6 kN 433.00 kN

0.2 * Vn

IR Check Nu/Nn + Vu/Vn ≤ 1.2

= (210.00 / 364.00) + (219.60 / 433.00) = 1.08 Hence, OK in IR Check

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Assending order

Beam Size W4x13 W10x12 W10x15 W10x17 W10x19 W10x22 W10x26 W10x30 W10x33 W10x39 W10x45 W12x14 W12x16 W12x19 W12x22 W12x26 W12x30 W12x35 W12x40 W12x45 W12x50 W14x22 W14x26 W14x30 W14x34 W14x38 W14x43 W14x48 W14x53 W5x16 W5x19 W6x12 W6x15 W6x16 W6x20 W6x25 W6x9 W8x10 W8x13 W8x15 W8x18 W8x21 W8x24 W8x28

Area A (in2) 3.83 3.54 4.41 4.99 5.62 6.49 7.61 8.84 9.71 11.5 13.3 4.16 4.71 5.57 6.48 7.65 8.79 10.3 11.8 13.2 14.7 6.49 7.69 8.85 10 11.2 12.6 14.1 15.6 4.68 5.54 3.55 4.43 4.47 5.87 7.34 2.68 2.96 3.84 4.44 5.26 6.16 7.08 8.25

Depth d (in) 4.16 9.87 9.99 10.11 10.24 10.17 10.33 10.47 9.73 9.92 10.10 11.91 11.99 12.16 12.31 12.22 12.34 12.50 11.94 12.06 12.25 13.74 13.91 13.84 13.98 14.10 13.66 13.79 13.92 5.01 5.15 6.03 5.99 6.82 6.20 6.38 5.90 7.89 7.99 8.11 8.14 8.28 7.93 8.00

Web Thk. Flg. Width Flg. Thk. tw (in) 0.280 0.190 0.230 0.240 0.250 0.240 0.260 0.300 0.290 0.315 0.350 0.200 0.220 0.235 0.260 0.230 0.260 0.300 0.295 0.335 0.370 0.230 0.255 0.270 0.285 0.310 0.305 0.340 0.370 0.240 0.270 0.230 0.230 0.260 0.260 0.320 0.170 0.170 0.230 0.245 0.230 0.250 0.245 0.285

bf (in) 4.060 3.960 4.000 4.010 4.020 5.750 5.770 5.810 7.960 7.985 8.020 3.970 3.990 4.005 4.030 6.490 6.520 6.560 8.005 8.045 8.080 5.000 5.025 6.730 6.745 6.770 7.995 8.030 8.060 5.000 5.030 4.000 5.990 4.030 6.020 6.080 3.940 3.940 4.000 4.015 5.250 5.270 6.495 6.535

tf (in) 0.345 0.210 0.270 0.330 0.395 0.360 0.440 0.510 0.435 0.530 0.620 0.225 0.265 0.350 0.425 0.380 0.440 0.520 0.515 0.575 0.640 0.335 0.420 0.385 0.455 0.515 0.530 0.595 0.660 0.360 0.430 0.280 0.260 0.405 0.365 0.455 0.215 0.205 0.255 0.315 0.330 0.400 0.400 0.465

I (in4)

Axis X-X S (in3)

r (in)

11.3 53.8 68.9 81.9 96.3 118.0 144.0 170.0 170.0 209.0 248.0 88.6 103.0 130.0 156.0 204.0 238.0 285.0 310.0 350.0 394.0 199.0 245.0 291.0 340.0 385.0 428.0 485.0 541.0 21.3 26.2 22.1 29.1 32.1 41.4 53.4 16.4 30.8 39.6 48.0 61.9 75.3 82.8 98.0

5.46 10.90 13.80 16.20 18.80 23.20 27.90 32.40 35.00 42.10 49.10 14.90 17.10 21.30 25.40 33.40 38.60 45.60 51.90 58.10 64.70 29.00 35.30 42.00 48.60 54.60 62.70 70.30 77.80 8.51 10.20 7.31 9.72 10.20 13.40 16.70 5.56 7.81 9.91 11.80 15.20 18.20 20.90 24.30

1.72 3.90 3.95 4.05 4.14 4.27 4.35 4.38 4.19 4.27 4.32 4.62 4.67 4.82 4.91 5.17 5.21 5.25 5.13 5.15 5.18 5.54 5.56 5.73 5.83 5.87 5.82 5.85 5.89 2.13 2.17 2.49 2.56 2.60 2.66 2.70 2.47 3.22 3.21 3.29 3.43 3.49 3.42 3.45

W8x31 W8x35 W8x40 W8x48 W8x58 W8x67

9.13 10.3 11.7 14.1 17.1 19.7

8.00 8.12 8.25 8.50 8.75 9.00

0.285 0.310 0.360 0.400 0.510 0.570

7.995 8.020 8.070 8.110 8.220 8.280

0.435 0.495 0.560 0.685 0.810 0.935

110.0 127.0 146.0 184.0 228.0 272.0

27.50 31.20 35.50 43.30 52.00 60.40

3.47 3.51 3.53 3.61 3.65 3.72

I (in4)

Axis Y-Y S (in3)

r (in)

Plastic Modulus Sq. Ft.- SurfSq.M.- Surf Weight

3.86 2.18 2.89 3.56 4.29 11.40 14.10 16.70 36.60 45.00 53.40 2.36 2.82 3.76 4.66 17.30 20.30 24.50 44.10 50.00 56.30 7.00 8.91 19.60 23.30 26.70 45.20 51.40 57.70 7.51 9.13 2.99 9.32 4.43 13.30 17.10 2.19 2.09 2.73 3.41 7.97 9.77 18.30 21.70

1.90 1.10 1.45 1.78 2.14 3.97 4.89 5.75 9.20 11.30 13.30 1.19 1.41 1.88 2.31 5.34 6.24 7.47 11.00 12.40 13.90 2.80 3.54 5.82 6.91 7.88 11.30 12.80 14.30 3.00 3.63 1.50 3.11 2.20 4.41 5.61 1.11 1.06 1.37 1.70 3.04 3.71 5.63 6.63

1.000 0.785 0.810 0.844 0.874 1.330 1.360 1.370 1.940 1.980 2.010 0.753 0.773 0.822 0.847 1.510 1.520 1.540 1.930 1.940 1.960 1.040 1.080 1.490 1.530 1.550 1.890 1.910 1.920 1.270 1.280 0.918 1.460 0.966 1.500 1.520 0.905 0.841 0.843 0.876 1.230 1.260 1.610 1.620

3

Zx (in ) 6.28 12.60 16.00 18.70 21.60 26.00 31.30 36.60 38.80 46.80 54.90 17.40 20.10 24.70 29.30 37.20 43.10 51.20 57.50 64.70 72.40 33.20 40.20 47.30 54.60 61.50 69.60 78.40 87.10 9.59 11.60 8.30 10.80 11.70 14.90 18.90 6.23 8.87 11.40 13.60 17.00 20.40 23.20 27.20

3

Zy (in ) Area - per Ft Area - per MKg per M 2.92 2.00 0.610 19.346 1.74 2.93 0.894 17.858 2.30 2.96 0.902 22.322 2.80 2.98 0.909 25.299 3.35 3.01 0.916 28.275 6.10 3.57 1.089 32.740 7.50 3.60 1.098 38.692 8.84 3.63 1.107 44.645 14.00 4.23 1.288 49.109 17.20 4.26 1.299 58.038 20.30 4.30 1.310 66.967 1.90 3.28 0.998 20.834 2.26 3.29 1.003 23.811 2.98 3.32 1.013 28.275 3.66 3.35 1.022 32.740 8.17 4.16 1.268 38.692 9.56 4.19 1.276 44.645 11.50 4.22 1.286 52.086 16.80 4.61 1.405 59.527 19.00 4.64 1.413 66.967 21.40 4.67 1.424 74.408 4.39 3.92 1.194 32.740 5.54 3.95 1.204 38.692 8.99 4.51 1.373 44.645 10.60 4.53 1.381 50.598 12.10 4.56 1.388 56.550 17.30 4.89 1.491 63.991 19.60 4.92 1.499 71.432 22.00 4.95 1.507 78.873 4.57 2.46 0.750 23.811 5.53 2.49 0.759 28.275 2.32 2.30 0.701 17.858 4.75 2.96 0.901 22.322 3.39 2.44 0.743 23.811 6.72 3.00 0.913 29.763 8.56 3.04 0.925 37.204 1.72 2.27 0.691 13.393 1.66 2.60 0.792 14.882 2.15 2.63 0.801 19.346 2.67 2.65 0.807 22.322 4.66 3.07 0.935 26.787 5.69 3.10 0.943 31.251 23.20 3.45 1.050 35.716 10.10 3.46 1.056 41.669

Weight lbs/ft 13 12 15 17 19 22 26 30 33 39 45 14 16 19 22 26 30 35 40 45 50 22 26 30 34 38 43 48 53 16 19 12 15 16 20 25 9 10 13 15 18 21 24 28

37.10 42.60 49.10 60.90 75.10 88.60

9.27 10.60 12.20 15.00 18.30 21.40

2.020 2.030 2.040 2.080 2.100 2.120

30.40 34.70 39.80 49.00 59.80 70.20

14.10 16.10 18.50 22.90 27.90 32.70

3.95 3.98 4.01 4.05 4.11 4.17

1.204 1.212 1.221 1.235 1.254 1.269

46.133 52.086 59.527 71.432 86.314 99.707

31 35 40 48 58 67

Weight kN per M 0.190 0.175 0.219 0.248 0.277 0.321 0.379 0.438 0.482 0.569 0.657 0.204 0.234 0.277 0.321 0.379 0.438 0.511 0.584 0.657 0.730 0.321 0.379 0.438 0.496 0.555 0.628 0.701 0.774 0.234 0.277 0.175 0.219 0.234 0.292 0.365 0.131 0.146 0.190 0.219 0.263 0.306 0.350 0.409

0.452 0.511 0.584 0.701 0.847 0.978

Steel Grade 36 ksi kl/r Stress N/mm2 ksi Mpa 1 21.56 148.63 2 21.52 148.36 3 21.48 148.08 4 21.44 147.81 5 21.39 147.46 6 21.35 147.19 7 21.30 146.84 8 21.25 146.50 9 21.21 146.22 10 21.16 145.88 11 21.10 145.46 12 21.05 145.12 13 21.00 144.77 14 20.95 144.43 15 20.89 144.02 16 20.83 143.60 17 20.78 143.26 18 20.72 142.84 19 20.66 142.43 20 20.60 142.02 21 20.54 141.60 22 20.48 141.19 23 20.41 140.71 24 20.35 140.29 25 20.28 139.81 26 20.22 139.40 27 20.15 138.91 28 20.08 138.43 29 20.01 137.95 30 19.94 137.47 31 19.87 136.98 32 19.80 136.50 33 19.73 136.02 34 19.65 135.47 35 19.58 134.98 36 19.50 134.43 37 19.42 133.88 38 19.35 133.40 39 19.27 132.85 40 19.19 132.30 41 19.11 131.74 42 19.03 131.19 43 18.95 130.64 44 18.86 130.02 45 18.78 129.47 46 18.70 128.92 47 18.61 128.30

48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99

18.53 18.44 18.35 18.26 18.17 18.08 17.99 17.90 17.81 17.71 17.62 17.53 17.43 17.33 17.24 17.14 17.04 16.94 16.84 16.74 16.64 16.53 16.43 16.33 16.22 16.12 16.01 15.90 15.79 15.69 15.58 15.47 15.36 15.24 15.13 15.02 14.90 14.79 14.67 14.56 14.44 14.32 14.20 14.09 13.97 13.84 13.72 13.60 13.48 13.35 13.23 13.10

127.75 127.13 126.50 125.88 125.26 124.64 124.02 123.40 122.78 122.09 121.47 120.85 120.16 119.47 118.85 118.16 117.47 116.78 116.09 115.41 114.72 113.96 113.27 112.58 111.82 111.13 110.37 109.61 108.86 108.17 107.41 106.65 105.89 105.06 104.31 103.55 102.72 101.96 101.13 100.38 99.55 98.72 97.89 97.14 96.31 95.41 94.59 93.76 92.93 92.03 91.21 90.31

100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151

12.98 12.85 12.72 12.59 12.47 12.33 12.20 12.07 11.94 11.81 11.67 11.54 11.40 11.26 11.13 10.99 10.85 10.71 10.57 10.43 10.28 10.14 9.99 9.85 9.70 9.55 9.41 9.26 9.11 8.97 8.84 8.70 8.57 8.44 8.32 8.19 8.07 7.96 7.84 7.73 7.62 7.51 7.41 7.30 7.20 7.10 7.01 6.91 6.82 6.73 6.64 6.55

89.48 88.59 87.69 86.80 85.97 85.00 84.11 83.21 82.31 81.42 80.45 79.56 78.59 77.63 76.73 75.77 74.80 73.83 72.87 71.90 70.87 69.91 68.87 67.91 66.87 65.84 64.87 63.84 62.80 61.84 60.94 59.98 59.08 58.19 57.36 56.46 55.63 54.88 54.05 53.29 52.53 51.77 51.08 50.33 49.64 48.95 48.33 47.64 47.02 46.40 45.78 45.16

152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200

6.46 6.38 6.30 6.22 6.14 6.06 5.98 5.91 5.83 5.76 5.69 5.62 5.55 5.49 5.42 5.35 5.29 5.23 5.17 5.11 5.05 4.99 4.93 4.88 4.82 4.77 4.71 4.66 4.61 4.56 4.51 4.46 4.41 4.36 4.32 4.27 4.23 4.18 4.14 4.09 4.05 4.01 3.97 3.93 3.89 3.85 3.81 3.77 3.73

44.54 43.98 43.43 42.88 42.33 41.78 41.23 40.74 40.19 39.71 39.23 38.74 38.26 37.85 37.37 36.88 36.47 36.06 35.64 35.23 34.81 34.40 33.99 33.64 33.23 32.88 32.47 32.13 31.78 31.44 31.09 30.75 30.40 30.06 29.78 29.44 29.16 28.82 28.54 28.20 27.92 27.64 27.37 27.09 26.82 26.54 26.27 25.99 25.71

TABLE - 2M Nominal Stress Dia Area mm2 mm M12 84.3 M16 157 M20 245 M24 353 M27 459 M30 561 M36 817 M42 1120 M48 1470 M56 2030 M64 2680 M72 3460

(Ref. AA-036322) L1=do+13

T1=2do

hef min

Edge dist

Spacing

25 + 3do

mm 25 29 33 37 40 43 49 55 61 69 77 85

mm 24 32 40 48 54 60 72 84 96 112 128 144

mm 144 192 240 541 350 360 432 504 576 672 768 864

mm 106 108 110 112 114 120 144 168 192 224 256 288

mm 72 96 120 144 162 180 216 252 288 336 384 432

mm 61 73 85 97 106 115 133 151 169 193 217 241

L min mm 230 294 358 675 496 518 614 710 806 934 1062 1190

288 324 360