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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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