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M2 cv-rc-d-005(anchor bolt details)
- 1. TCE CONSULTING ENGINEERSLIMITED SECTION: TITLE TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET i OF ii R1 ISSUE REV.NO INITIALS SIGN INITIALS SIGN INITIALS SIGN INITIALS SIGN PPD.BY PVN Sd/- CKD.BY AD Sd/- APP.BY RDD Sd/- DATE 1992-09-11 R1 FORM NO. 020R2 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS TCE CONSULTING ENGINEERS LIMITED 73/1, ST. MARK’S ROAD BANGALORE 560 001 REVALIDATED UP TO : 2003-06-08 File Name : M2-CV-RC-D-005 (R1).DOC
- 2. TCE CONSULTING ENGINEERSLIMITED SECTION: : REV. STATUS TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET ii OF ii ISSUE R1 FORM NO. 120 R1 REVISION STATUS SHEET REV. NO. DATE DESCRIPTION R1 92.08.25 Allowable stresses on anchor bolts and plates have been revised as per IS : 800-1984. SI units have been used.
- 3. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 1 OF 17 ISSUE R1 FORM NO. 120 R1 1.0 SCOPE Six types of anchor bolts are shown in the anchor bolt schedule TCE.M2-CV-RC-I-019 R1. The table in this schedule is to be filled in to provide fabrication details for each anchor bolt. For a particular diameter of anchor bolt, the permissible axial force and corresponding allowable shear force, recommended types of anchor bolt and their details such as embedment length, anchor plate size etc., are listed in Tables-I, II and III for the guidance of the user. Design assumptions, use of this table and a typical design for the six types of bolts are included in this guide. Design tables are prepared based on working stress method for concrete grades M15 and M20 only. Where concrete grades higher than M20 are used, the details of anchor bolt given in the table for M20 shall be adopted. On overseas projects wherever designs are insisted by ultimate load theory / limit state theory, these tables shall not be used. In such cases anchor bolts shall be redesigned using that theory. 2.0 PERMISSIBLE STRESSES (i) The following allowable stresses in concrete as per IS : 456 (1978) are adopted : Concrete Grade M15 Concrete Grade M20 Average bond stress 0.6 N/mm2 0.8 N/mm2 Bearing stress 4.0 N/mm2 5.0 N/mm2 Shear stress 0.22 N/mm2 0.22 N/mm2 (ii) Permissible stresses as per IS:800-1984 in bolts of mild steel conforming to IS:226-1975 St 42-S and IS:2062-1984 Fe 410- W are as follows : (a) Tension (on net area of bolt) N/mm2 - 120 (b) Shear (on nominal area of bolt) N/mm2 - 80
- 4. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 2 OF 17 ISSUE R1 FORM NO. 120 R1 (iii) Permissible bending stress (as per IS:800) in plates of mild steel conforming to IS : 226 St 42-S or IS:2062 Fe 410-W are as follows : Fy N/mm2 Bending stress N/mm2 (a) Plates over 40 mm thick 230 151.8 (b) Plates 20 mm & up to 40 mm thick 240 158.4 (c) Plates less than 20 mm thick 250 165.0 (iv) Fillet welds are designed for the following permissible stresses as per IS:816-1969. Shear stress at throat of fillet 110 N/mm2 (v) Permissible axial compressive stress in sleeve (for type F) is governed by Table-II, IS:806-1968 for grade YSt 22. 3.0 DESIGN DETAILS (i) Maximum allowable axial force is given in table, I, II & III. Maximum allowable shear force is limited to 40% of the shear capacity of the bolt. (ii) Tensile stress area of bolt is given by the following formula (IS :4218 (Part III)-1976 : Tensile stress area = ( ) 4 2 3 d 2 d 4 +π If d is the nominal diameter of the bolt or nut, whichever is minimum and P is the pitch, then. d2 = d – 0.650 P d3 = d – 1.227 P For the information of the user, pitch & nut size considered are given in tables I, II & III.
- 5. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 3 OF 17 ISSUE R1 FORM NO. 120 R1 (iii) Combined Shear and Tension Bolts subjected to shear and tension are so proportioned that the stress ratio : t p t f sp sf + < 1.40 Subject to sp sf < 1.0 & t p t f < 1.0 Where fs = actual shear stress in bolt ft = actual tensile stress in bolt ps = permissible shear stress in bolt pt = permissible tensile stress in bolt. (iv) Threaded length for bolts T1/T2 is the thickness of nut (single/double) + washer thickness + projection above nut + 6 mm. (v) The minimum embedment of an anchor bolt is fixed as 300 mm. Thickness of stiffener plates for type E is given in table II. Depth of stiffener plate is 0.7 times width of plate washer. 4.0 TYPICAL DESIGNS Concrete Grade = M20 4.1 TYPE-A Diameter of bolt = 22 mm Tensile stress area = 303.4 mm2 Max. allowable axial force on bolt P = 303.4 x 120 = 36408 N
- 6. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 4 OF 17 ISSUE R1 FORM NO. 120 R1 π d lb f b = P = 36408 N d = diameter of the bolt lb = embedment length below the pipe sleeve fb = allowable bond stress as per IS:456 π x 22 x 0.8 x lb = 36408 lb = 658.5 mm. 4.2 TYPE-B Diameter of bolt = 56 mm Tensile stress area = 2030 mm2 Max. allowable axial force on bolt P = 2030 x 120 = 243600 N π d (lb+ 8d) fb = P = 243600 lb = length below the pipe sleeve to the starting of curve for 900 bend 8d = anchorage value for 900 bend. lb = 1731 – 8 (56) = 1283 mm. 4.5 TYPE – C Diameter of bolt = 56 mm Max. allowable axial force on bolt P = 243600 N Let 1100 mm be the length of the anchor bolt below pipe sleeve through which transfer of force to concrete is available through bond. Tension transferred by bond through bolt = π x 56 x 1100 x 0.8 = 154818 N Tension to be carried by washer plate = 88782 N
- 7. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 5 OF 17 ISSUE R1 FORM NO. 120 R1 Assume plate size 180 x 180 Bolt size = 56 mm Circumference = π x 56 = 176 mm Circumference = 44 mm 4 Area of hatched part = ( )2890 2 44180 − + = 6944 mm2 Average bearing pressure on concrete = 6944x4 88782 = 3.1967 N/mm2 < 5 N/ mm2 Bending Moment = 44 x 62 x 31 x 3.1967 + ½ x 2 x − 2 44180 x 62 x 2/3 x 62 x 3.197 = 270339 + 557061 = 827400 N-mm Z reqd. = 4.158 827400 = 5223 mm3 With 28 mm plate Z = 6 28x44 2 = 5749 mm 3 > 5223 mm 3 (180 x 180 x 28 mm plate)
- 8. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 6 OF 17 ISSUE R1 FORM NO. 120 R1 Shear force to be transferred through 44 mm fillet weld on one side of the plate = 2x4 88782 N = 11098 N Compression / tension due to bending moment on 44 mm long weld = 28 827400 = 29550 N Equivalent force on weld = 33089110988.129550 22 =+ x N Strength of 12 mm fillet weld = 44 x 0.707 x 12 x 110 N = 41063 N > 33089 N 4.4 TYPE-D Diameter of bolt = 25 mm Diameter of nearest available nut = 24 mm Tensile stress area = 352.5 mm2 Max. allowable axial force on bolt P = 352.5 x 120 = 42300 N` π d (lb + 16d) fb = P = 42300 N lb = length below the pipe sleeve to the starting of curve for 1800 bend. 16d = anchorage value for 1800 bend. lb = 673 – 16 (25) = 273 mm. 4.5 TYPE-E Diameter of bolt = 56 mm Max. allowable axial force on bolt P = 243600 N 4 stiffener plates 8 mm thick are used. Depth of stiffener plate is 0.7 x width of plate washer.
- 9. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 7 OF 17 ISSUE R1 FORM NO. 120 R1 Let 900 mm be the length of anchor bolt below pipe sleeve through which transfer of force is available through bond. Tension transferred by bond through bolt = π x 56 x 900 x 0.8 = 126669 N Tension to be carried by stiffened washer plate = 243600 – 126669 Plate size 250 x 250 = 116931 N Net area transferring force by bearing on concrete = 250 x 250 - 4 256xπ = 60037 mm2 Average bearing pressure on concrete = 116931 60037 = 1.948 N/mm2 < 5 N/mm2 Max. B.M per mm width of plate = 1.948 x 2502 = 15219 N- mm 8 Z reqd = 15219 = 96.08 mm3 158.4 With 25 mm plate Z available = 252 = 104.17 mm3 6 Load on each stiffener plate = 116931 = 29233 N 4 Length of each stiffener plate = 125 √2 – 28 = 148.78 mm Load distribution on stiffener plate per mm length of the plate = b x 1.948 / 1.4142 = 1.377 x b Load intensity at point P = 1.377 x 250 = 344.3 N/mm
- 10. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 8 OF 17 ISSUE R1 FORM NO. 120 R1 Load intensity at point Q = 1.377 x 39.6 = 54.53 N/mm Cantilever B.M = 54.53 x 148.782 + (344.3-54.53) x ½ x 148.78 x 2 148.78 2 3 = 2741591 N- mm Z reqd. = 2741591 = 16616 mm3 165 Stiffener plates 8 mm thick Depth = 0.7B = 0.7 x 250 = 175 mm Z available = 1752 x 8 = 40833 mm3 6 Shear on the weld = 116931 = 167.04 N/mm 4x175 Tension / compression due to Bending moment on weld = 2741591 = 537.13 N/mm 1752 / 6 Equivalent stress on weld = 22 167.04x1.8537.13 + = 582.0 N/mm Strength of 5 mm fillet weld on both sides of stiffener = 2x5x0.707x110 = 777.7 N/mm > 582.0 N/mm Tension on weld at point P = 344.3 N/mm < 777.7 N/mm 4.6 Type-F Dia of bolt = 56 mm Max. allowable axial force on bolt P = 243600 N Nominal sleeve dia = 135 mm Thickness = 4.85 mm Area of cross section = 2250 mm2 Radius of gyration = 52.2 mm
- 11. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 9 OF 17 ISSUE R1 FORM NO. 120 R1 Sleeve Length : The axial force of the bolt is transferred to concrete by bond around the sleeve. Length of sleeve required is governed by force to be transferred and permissible average bond stress. At the top, a length of sleeve embedded in concrete equal to the diameter of sleeve is assumed ineffective. π D l fb = P π x 135 x 1x 0.8 = P = 243600 N l = effective length of sleeve = 718 mm D = nominal diameter of sleeve Sleeve length required = l + D Total sleeve length required = 718 + 135 = 853 mm Check axial compressive stress in sleeve Axial stress = 243600 = 108.27 N/mm2 2250 l = 718 = 13.75 = 14 r 52.2 Allowable compressive stress (axial) = 120 N/mm2 Check plate thickness : Assumptions (i) The axial force in the bolt is transferred to the plate washer over a radius r determined by the size of the washer below the plate. (ii) The plate washer is simply supported on the sleeve diameter (2 a).
- 12. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 10 OF 17 ISSUE R1 FORM NO. 120 R1 (iii) The bending stress in the plate is determined using the value of Poisson’s ratio 0.3. The maximum bending stress (at the centre) is given by Sr = St = 2 2 3 mt W Π − −−++ 2 2 4 )(log)( a r lm r a elmm Where : w = total load applied (N) Sr = radial stress at surface of plate (N/mm2 ) St = tangential stress at surface of plate (N/mm2 ) m = reciprocal of Poisson’s ratio t = thickness of plate (mm) r = radius of washer over which the load is distributed a = radius at which plate is supported (radius of sleeve) w = 243600 N m = 1 = 3.33 0.3 r = 105 mm = 52.5 mm 2 a = 135 mm = 67.5 mm 2 Sr t2 = 33.3x2 243600x3 π − −+ 2 2 5.674 5.52 33.2 5.52 5.67 log33.433.3 x xe = 142011
- 13. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 11 OF 17 ISSUE R1 FORM NO. 120 R1 Since the max. permissible bending stress = 158.4 N/mm2 t2 = 142011 = 896.5 mm2 ; t = 29.9 mm 158.4 Use 32 mm plate size Dimension B = 190 mm Plate washer size 190 x 190 x 32 mm Weld size Use 6 mm weld on outside of pipe sleeve The force is transferred from plate to sleeve (i) by bearing (ii) through welds connecting the plate and sleeve 4.7 Combined Shear & Axial Load Diameter of bolt 56.mm, Shear = 78816 N Tensile stress area = 2030.0 mm2 Nominal area = 2463.0 mm2 Actual shear stress = 32 N/mm2 The permissible axial stress is calculated thus : 4.1 80 32 120 =+ tf ft = 1.4 - 0.4 120 ft = 120 N/mm2 Allowable axial force = 2030.0 x 120 = 243600 N
- 14. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 12 OF 17 ISSUE R1 FORM NO. 120 R1 5.0 RECOMMENDATIONS ON SELECTION OF BOLT TYPE (I) Use 2 nuts on bolts subjected to tension, vibrations, seismic or wind action. One nut is ordinary nut, while the other is a lock nut. (ii) Type A bolt should be used for minor foundation such as stairs, ladders. Use this type only for bolts upto 25 mm dia. (iii) Type B bolt is recommended for dia upto 56 mm for structural foundations. (iv) Type C, D, E may be used for structures subjected to overturning e.g. portal columns subjected to heavy bending moments at base. Type C is recommended for dia 25 mm to 56 mm. Type D is recommended for dia 20 mm to 32 mm and type E is recommended for dia 40 mm to 72 mm. (v) Type A and C bolts without sleeves should be used for bolts in pockets. (vi) In case of foundations for equipment, anchor bolts are specified by the vendor. (vii) For anchor bolts not subjected to tension, select the diameter according to shear requirement and use Type A or B. The embedment length may be designed for bearing with a min. length of 300 mm below pipe sleeve. (viii) Anchor bolt Type-F shall be used where heavy towers and tower like vessels, chimneys are to be erected on foundations. Where there is a restraint on depth of embedment and type A to E cannot be used, Type F is to be adopted. 6.0 USE OF DESIGN TABLE (Tables I, II & III) It is desired to select a bolt to resist an axial force P and shear force S. (i) If the force on the bolt includes those due to wind or earthquake effects, multiply these by 0.8 before using the table.
- 15. TCE CONSULTING ENGINEERSLIMITED SECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 13 OF 17 ISSUE R1 FORM NO. 120 R1 (ii) From the appropriate table (Table I, II or III depending on concrete grade) select the diameter necessary. In case of structures in chemical plants and structures exposed to corrosion environment, allowance shall be made by selection of the next higher diameter than that necessary as per design. (iii) As per guidelines given 5.0 select type of bolt. (iv) Pick up from this table the required embedment length, plate sizes (Type C and E, F), sleeve dimensions, threaded lengths and fill these in the schedule. If anchor bolts without sleeves are used, select Type A or C and pick the lengths as indicated in the design table. (v) The projection P is the threaded length T1 or T2 + thickness of grout + thickness of base plate – 6 mm. (vi) The total length of the anchor bolt is the sum of the projection P and lengths L2 and L3 (as applicable to the type). (vii) If the embedment length worked out for Types C & E is not available and hence found excessive, redesign with more load carried by the plate washer. Follow the procedure for design as indicated in the example. 7.0 USE OF STANDARD SCHEDULE (i) TCE-M2-CV-RC-D-005 R1 Anchor Bolt Schedule – User instructions. These are meant for design office use only. (ii) TCE-M2-CV-RC-I-019 R1 Anchor Bolt Schedule. This is to be filled in with fabrication details and released to site.
- 16. TATA CONSULTING ENGINEERSSECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 14 OF 17 FORM NO. 120 R1 ISSUE R1 Tw (mm) - - - 6 6 6 PLATEWASHER B*B*T - - - 100*100*16 100*100*16 100*100*16 TYPE-C L2 - - - - - 600 900 700 1000 800 1100 L3 130 160 160 175 175 200 200 - - -- - TYPE-B L2 550 700 950 750 1000 750 1050 - - - - TYPE-A L2 700 850 1100 950 1200 950 1250 - - -- - L1 - - 250 - 250 - 300 - 300 - 300 PIPESLEEVE TYPEA,B,C D1 - - 50 - 65 - 80 - 80 - 100 2 NUTS 40 55 60 65 75 85 T/T2 1 NUT 30 40 40 45 50 60 LIMITEDSHEAR FORCE (kN) 6.43 10.05 12.16 15.71 19.70 25.74 ALLOWABLE AXIALFORCE (kN) 18.80 29.38 36.41 42.30 55.12 67.27 TENSILESTRESS AREA(sq.mm) 156.7 244.8 303.4 352.5 459.4 560.5 MAX.PITCH (mm) 2.0 2.5 2.5 3.0 3.0 3.5 NUT SIZE M16 M20 M22 M24 M27 M30 TABLE–I:ANCHORBOLTDETAILSFORCONCRETEGRADEM15 (Alldimensionareinmillimetres) BOLT DIA (mm) 16 20 22 25 28 32
- 17. TATA CONSULTING ENGINEERSSECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 15 OF 17 FORM NO. 120 R1 ISSUE R1 Ts (mm) 8 Tw (mm) 5 PLATE WASHER BxBxT 200x200x20 TYPE-E L2 600 950 L3 300 330 375 420 480 TYPE-D L2 600 650 700 750 750 Tw (mm) - - - 6 6 6 8 8 PLATE WASHER BxBxT - - - 100X100X16 100X100X16 100X100X16 120X120X20 120x120x20 TYPEC L2 - - - - - 500 800 550 850 600 900 700 1050 800 1150 L3 130 160 160 175 175 200 200 225 225 255 255 290 290 320 320 TYPE-B L2 425 500 750 550 800 550 850 600 900 650 950 850 1200 900 1250 TYP E-A L2 550 650 900 700 950 750 1050 - - - - - - - - L1 - - 250 - 250 - 300 - 300 - 300 - 350 - 350 PIPE SLEEV ETYPE ATOE D1 - - 50 - 65 - 80 - 80 - 100 - 100 - 110 2 NUTS 40 55 60 65 75 85 90 100 T1/T2 1 NUT 30 40 40 45 50 60 60 65 LIMITED SHEAR FORCE (kN) 6.43 10..05 12.16 15.71 19.70 25.74 32.57 40.21 ALLOWABLE AXIAL FORCE(kN) 18.80 29.38 36.41 42.30 55.12 67.27 98.00 114.00 TENSILE STRESS AREA (sq.mm) 156.7 244.8 303.4 352.5 459.4 560.5 816.7 949.9 MAX. PITCH (mm) 2.0 2.5 2.5 3.0 3.0 3.5 4.0 4.5 NUT SIZE M16 M20 M22 M24 M27 M30 M36 M39 TABLE–II:ANCHORBOLTDETAILSFORCONCRETEGRADEM20(TYPEATOE) (Alldimensionareinmillimetres) BOLT DIA (mm) 16 20 22 25 28 32 36 40
- 18. TATA CONSULTING ENGINEERSSECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 16 OF 17 FORM NO. 120 R1 ISSUE R1 Ts (mm) 8 8 8 8 12 12 20 Tw (mm) 5 5 5 5 8 8 10 PLATE WASHER BXBXT 200x200x 20 200x200x 20 250x250x 25 300x300x 28 360x360x 32 360x360x 36 400x400x 50 TYPE-E L2 750 1150 850 1250 950 1400 1000 1500 1200 1800 1450 2100 1700 2500 L3 - - - - - - TYPE-D L2 - - - - - - Tw (MM) 10 10 12 PLATE WASHER BXBXT 150x150x 25 150x150x 25 180x180x 28 TYPE-C L2 900 1300 1000 1400 1150 1600 L3 360 360 400 400 450 450 TYPE-B L2 1100 1500 1100 1500 1350 1800 TYPE -A L2 - - - - - - - - - - - - - - L1 - 400 - 400 - 450 - 500 - 600 - 650 - 800 PIPE SLEEVE TYPEA TOE D1 - 125 - 125 - 135 - 135 - 150 - 175 - 200 2 NUTS 110 120 135 140 170 195 230 T1/T2 1 NUT 75 80 90 95 110 130 150 LIMIT ED SHEAR FORCE (kN) 50.89 62.83 78.82 90.48 130.29 160.85 251.33 ALLOW ABLE AXIAL FORCE (kN) 156.71 176.77 243.59 283.43 415.15 521.26 839.32 TENSILE STRESS AREA (sq.mm) 1306.0 1473.0 2030.0 2362.0 3459.6 4343.8 6994.6 MAX. PITCH (mm) 4.5 5.0 5.5 5.5 6.0 6.0 6.0 NUT SIZE M45 M48 M56 M60 M72 M80 M100 TABLE–II:ANCHORBOLTDETAILSFORCONCRETEGRADEM20(TYPEATOE) (Alldimensionareinmillimetres) BOLT DIA (mm) 45 50 56 60 72 80 100
- 19. TATA CONSULTING ENGINEERSSECTION: CIVIL TCE.M2-CV-RC-D-005 ANCHOR BOLT SCHEDULE USER INSTRUCTIONS SHEET 17 OF 17 FORM NO. 120 R1 ISSUE R1 PLATE WASHER BXBXT 150x150x25 180x180x28 180x180x32 190x190x32 240x240x40 270x270x45 WASHER PLATE DXT 80x16 90x16 100x20 110x20 120x20 150x25 L2 705 815 880 1040 1055 1285 TYPE-F T3 80 90 100 110 115 140 L1 600 700 750 900 900 1100 PIPESLEEVE D1 110 125 125 135 175 200 2 NUTS 100 110 120 135 140 170 T1/T2 1 NUT 65 75 80 90 95 110 LIMITED SHEAR FORCE (kN) 40.21 50.89 62.83 78.82 90.48 130.29 ALLOWABLE AXIAL FORCE (kN) 114.00 156.71 176.77 243.59 283.43 415.15 TENSILE STRESS AREA (sq.mm) 949.9 1306.0 1473.0 2030.0 2362.0 3459.6 MAX. PITCH (mm) 4.5 4.5 5.0 5.5 5.5 6.0 NUT SIZE M39 M45 M48 M56 M60 M72 TABLE–III:ANCHORBOLTDETAILSFORCONCRETEGRADEM20(TYPEF) (Alldimensionareinmillimetres) BOLT DIA (mm) 40 45 50 56 60 72