TITLE

xiiiTCE.M2-CV-RC-D-005TCE CONSULTING ENGINEERS LIMITEDSECTION: TITLE

ANCHOR BOLT SCHEDULEUSER INSTRUCTIONSSHEET i OF ii

ANCHOR BOLT SCHEDULEUSER INSTRUCTIONS

TCE CONSULTING ENGINEERS LIMITED

73/1, ST. MARKS ROAD

BANGALORE 560 001

REVALIDATED UP TO : 2003-06-08

File Name: M2-CV-RC-D-005 (R1).DOC

REVISION STATUS SHEET

REV. NO.DATEDESCRIPTION

R192.08.25Allowable stresses on anchor bolts and plates have been revised as per IS : 800-1984. SI units have been used.

1.0SCOPE

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.

2.0PERMISSIBLE STRESSES

(i)The following allowable stresses in concrete as per IS : 456 (1978) are adopted :

Concrete Grade M15Concrete Grade M20

Average bond stress0.6 N/mm20.8 N/mm2

Bearing stress4.0 N/mm25.0 N/mm2

Shear stress0.22 N/mm20.22 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

(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/mm2Bending stress N/mm2

(a)Plates over 40 mm thick230151.8

(b)Plates 20 mm & up to 40 mm thick240158.4

(c)Plates less than 20 mm thick250165.0

(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.

3.0DESIGN 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=

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.

(iii)Combined Shear and Tension

Bolts subjected to shear and tension are so proportioned that the stress ratio :

< 1.40

Subject to

< 1.0 & < 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.

4.0TYPICAL DESIGNS

Concrete Grade

= M20

4.1TYPE-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

( 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

( x 22 x 0.8 x lb= 36408

lb= 658.5 mm.

4.2TYPE-B

Diameter of bolt

= 56 mm

Tensile stress area

= 2030 mm2

Max. allowable axial force on bolt P= 2030 x 120

= 243600 N

( d (lb+ 8d) fb = P = 243600

lb = length below the pipe sleeve to the starting of curve for 900 bend

8d = anchorage value for 900bend.

lb = 1731 8 (56) = 1283 mm.

4.5TYPE 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= ( x 56 x 1100 x 0.8

= 154818 N

Tension to be carried by washer plate

= 88782 N

Assume plate size 180 x 180

Bolt size = 56 mm

Circumference = ( x 56

= 176 mm

Circumference= 44 mm

4

Area of hatched part =

= 6944 mm2

Average bearing pressure on concrete =

= 3.1967 N/mm2 < 5 N/ mm2

Bending Moment = 44 x 62 x 31 x 3.1967 + x 2

x x 62 x 2/3 x 62 x 3.197

= 270339 + 557061 = 827400 N-mm

Z reqd. = = 5223 mm3

With 28 mm plate Z = = 5749 mm 3 > 5223 mm 3

(180 x 180 x 28 mm plate)

Shear force to be transferred through 44 mm fillet weld on one side of the plate = N = 11098 N

Compression / tension due to bending moment on 44 mm long weld = = 29550 N

Equivalent force on weld = N

Strength of 12 mm fillet weld = 44 x 0.707 x 12 x 110 N

= 41063 N > 33089 N

4.4TYPE-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`

( 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.

4.5TYPE-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.

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

= ( 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 -

= 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

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 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 =

= 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

4.6Type-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

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.

( D l fb = P

( 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).

(iii)The bending stress in the plate is determined using the value of Poissons ratio 0.3.

The maximum bending stress (at the centre) is given by

Sr = St =

EMBED Equation.3

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 Poissons 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 =

= 142011

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

4.7Combined 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 :

ft = 1.4 - 0.4

120

ft= 120 N/mm2

Allowable axial force = 2030.0 x 120 = 243600 N

5.0RECOMMENDATIONS 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.

6.0USE 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.

(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.

7.0USE 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.

TABLE I : ANCHOR BOLT DETAILS FOR CONCRETE GRADE M15

(All dimension are in millimetres)TYPE -CTw (mm)---666

PLATE WASHER B*B*T---100*100*16100*100*16100*100*16

L2-----60090070010008001100

TYPE - BL3130160160175175200200-----

L255070095075010007501050----

TYPE - AL2700850110095012009501250-----

PIPE SLEEVE TYPE A, B, CL1--250-250-300-300-300

D1--50-65-80-80-100

T / T22

NUTS405560657585

1

NUT304040455060

LIMITED SHEAR FORCE

(kN)6.4310.0512.1615.7119.7025.74

ALLOWABLE AXIAL FORCE(kN)18.8029.3836.4142.3055.1267.27

TENSILE STRESS

AREA (sq.mm)156.7244.8303.4352.5459.4560.5

MAX. PITCH

(mm)2.02.52.53.03.03.5

NUTSIZEM16M20M22M24M27M30

BOLTDIA(mm)162022252832

TABLE II : ANCHOR BOLT DETAILS FOR CONCRETE GRADE M20 (TYPE A TO E)

(All dimension are in millimetres)TYPE-ETs (mm)

8

Tw (mm)

5

PLATE WASHERB x B x T

200x200x20

L2

600950

TYPE-DL3

300

330

375

420

480

L2

600

650

700

750

750

TYPE CTw (mm)---66688

PLATE WASHERB x B x T---100X100X16100X100X16100X100X16120X120X20120x120x20

L2-----50080055085060090070010508001150

TYPE- BL3130160160175175200200225225255255290290320320

L242550075055080055085060090065095085012009001250

TYPE-AL25506509007009507501050--------

PIPE SLEEVE TYPE A TO EL1--250-250-300-300-300-350-350

D1--50-65-80-80-100-100-110

T1 / T22 NUTS40556065758590100

1

NUT3040404550606065

LIMITED

SHEAR

FORCE

(kN)6.4310..0512.1615.7119.7025.7432.5740.21

ALLOWABLE AXIAL

FORCE (kN)18.8029.3836.4142.3055.1267.2798.00114.00

TENSILE STRESS AREA (sq.mm)156.7244.8303.4352.5459.4560.5816.7949.9

MAX. PITCH (mm)2.02.52.53.03.03.54.04.5

NUT SIZEM16M20M22M24M27M30M36M39

BOLT DIA (mm)1620222528323640

TABLE II : ANCHOR BOLT DETAILS FOR CONCRETE GRADE M20 (TYPE A TO E)

(All dimension are in millimetres)TYPE - ETs (mm)8

8

8

8

12

12

20

Tw (mm)5

5

5

5

8

8

10

PLATE WASHER BXBXT200x200x 20200x200x 20250x250x 25300x300x 28360x 360x 32360x 360x 36400x 400x 50

L275011508501250950140010001500120018001450210017002500

TYPE - DL3------

L2------

TYPE-CTw (MM)10

10

12

PLATE WASHER BXBXT150x 150x 25

150x 150x 25

180x 180x 28

L290013001000140011501600

TYPE-BL3360360400400450450

L2110015001100150013501800

TYPE

-AL2--------------

PIPE SLEEVE TYPE A TO EL1-400-400-450-500-600-650-800

D1-125-125-135-135-150-175-200

T1 / T22 NUTS110

120

135

140

170

195

230

1

NUT75

80

90

95

110

130

150

LIMITED SHEAR FORCE (kN)50.89

62.83

78.82

90.48

130.29

160.85

251.33

ALLOWABLE 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 SIZEM45

M48

M56

M60

M72

M80

M100

BOLT DIA (mm)45

50

56

60

72

80

100

TABLE III : ANCHOR BOLT DETAILS FOR CONCRETE GRADE M20 (TYPE F)

(All dimension are in millimetres)TYPE-FPLATE WASHER BXBXT150 x 150 x 25180 x 180 x 28180 x 180 x 32190 x 190 x 32240 x 240 x 40270 x 270 x 45

WASHER PLATE DXT80 x 1690 x 16100 x 20110 x 20120 x 20150 x 25

L2705815880104010551285

T38090100110115140

PIPE SLEEVEL16007007509009001100

D1110125125135175200

T1 / T22 NUTS100110120135140170

1

NUT6575809095110

LIMITED SHEAR FORCE (kN)40.2150.8962.8378.8290.48130.29

ALLOWABLE AXIAL FORCE

(kN)114.00156.71176.77243.59283.43415.15

TENSILE STRESS AREA (sq.mm)949.91306.01473.02030.02362.03459.6

MAX. PITCH (mm)4.54.55.05.55.56.0

NUT SIZEM39M45M48M56M60M72

BOLT DIA (mm)404550566072

EMBED Word.Picture.8

REV.NOR1

ISSUE

INITIALSSIGNINITIALSSIGNINITIALSSIGNINITIALSSIGNR1

PPD.BYPVNSd/-

CKD.BYADSd/-

APP.BYRDDSd/-

DATE1992-09-11

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