design of headed concrete anchor
TRANSCRIPT
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SECTION PROPERTIES
1
Properties for Universal Bea
1 UB 1016x305x4872 UB 1016x305x438
3 UB 1016x305x393
4 UB 1016x305x349
5 UB 1016x305x314
6 UB 1016x305x272
7 UB 1016x305x249
8 UB 1016x305x222
9 UB 914x419x388
10 UB 914x419x343
11 UB 914x305x289
12 UB 914x305x253
13 UB 914x305x22414 UB 914x305x201
15 UB 838x292x226
16 UB 838x292x194
17 UB 838x292x176
18 UB 762x267x197
19 UB 762x267x173
20 UB 762x267x147
21 UB 762x267x134
22 UB 686x254x170
23 UB 686x254x152
24 UB 686x254x140
25 UB 686x254x125
26 UB 610x305x238
27 UB 610x305x179
28 UB 610x305x149
29 UB 610x229x140
30 UB 610x229x125
31 UB 610x229x113
32 UB 610x229x101
33 UB 533x210x122
34 UB 533x210x10935 UB 533x210x101
36 UB 533x210x92
37 UB 533x210x82
38 UB 457x191x98
39 UB 457x191x89
40 UB 457x191x82
41 UB 457x191x74
DesignationSl.
No
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42 UB 457x191x67
43 UB 457x152x82
44 UB 457x152x74
45 UB 457x152x67
46 UB 457x152x60
47 UB 457x152x52
48 UB 406x178x74
49 UB 406x178x67
50 UB 406x178x60
51 UB 406x178x54
52 UB 406x140x46
53 UB 406x140x39
54 UB 356x171x67
55 UB 356x171x57
56 UB 356x171x51
57 UB 356x171x45
58 UB 356x127x39
59 UB 356x127x33
60 UB 356x165x54
61 UB 356x165x46
62 UB 356x165x40
63 UB 305x127x48
64 UB 305x127x42
65 UB 305x127x37
66 UB 305x102x33
67 UB 305x102x28
68 UB 305x102x25
69 UB 254x146x43
70 UB 254x146x37
71 UB 254x146x31
72 UB 254x102x28
73 UB 254x102x25
74 UB 254x102x22
75 UB 203x133x30
76 UB 203x133x25
77 UB 203x102x2378 UB 178x102x19
79 UB 152x89x16
80 UB 127x76x13
Properties for Universal Colu
1 UC 356x406x634
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70 W30X191
71 W30X173
72 W30X148
73 W30X132
74 W30X124
75 W30X116
76 W30X108
77 W30X99
78 W30X90
79 W27X539
80 W27X368
81 W27X336
82 W27X307
83 W27X281
84 W27X258
85 W27X235
86 W27X217
87 W27X194
88 W27X178
89 W27X16190 W27X146
91 W27X129
92 W27X114
93 W27X102
94 W27X94
95 W27X84
96 W24X370
97 W24X335
98 W24X306
99 W24X279
100 W24X250
101 W24X229
102 W24X207
103 W24X192
104 W24X176
105 W24X162
106 W24X146
107 W24X131
108 W24X117
109 W24X104
110 W24X103
111 W24X94
112 W24X84
113 W24X76
114 W24X68
115 W24X62116 W24X55
117 W21X201
118 W21X182
119 W21X166
120 W21X147
121 W21X132
122 W21X122
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123 W21X111
124 W21X101
125 W21X93
126 W21X83
127 W21X73
128 W21X68
129 W21X62
130 W21X55
131 W21X48
132 W21X57
133 W21X50
134 W21X44
135 W18x311
136 W18x283
137 W18x258
138 W18x234
139 W18x211
140 W18x192
141 W18X175
142 W18X158143 W18X143
144 W18X130
145 W18X119
146 W18X106
147 W18X97
148 W18X86
149 W18X76
150 W18X71
151 W18X65
152 W18X60
153 W18X55
154 W18X50
155 W18X46
156 W18X40
157 W18X35
158 W16X100
159 W16X89
160 W16X77
161 W16X67
162 W16X57
163 W16X50
164 W16X45
165 W16X40
166 W16X36
167 W16X31
168 W16X26
169 W14X730
170 W14X665
171 W14X605
172 W14X550
173 W14X500
174 W14X455
175 W14X426
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176 W14X398
177 W14X370
178 W14X342
179 W14X311
180 W14X283
181 W14X257
182 W14X233
183 W14X211
184 W14X193
185 W14X176
186 W14X159
187 W14X145
188 W14X132
189 W14X120
190 W14X109
191 W14X99
192 W14X90
193 W14X82
194 W14X74
195 W14X68
196 W14X61197 W14X53
198 W14X48
199 W14X43
200 W14X38
201 W14X34
202 W14X30
203 W14X26
204 W14X22
205 W12X336
206 W12X305
207 W12X279
208 W12X252
209 W12X230
210 W12X210
211 W12X190
212 W12X170
213 W12X152
214 W12X136
215 W12X120
216 W12X106
217 W12X96
218 W12X87
219 W12X79
220 W12X72
221 W12X65
222 W12X58223 W12X53
224 W12X50
225 W12X45
226 W12X40
227 W12X35
228 W12X30
229 W12X26
230 W12X22
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231 W12X19
232 W12X16
233 W12X14
234 W10X112
235 W10X100
236 W10X88
237 W10X77
238 W10X68
239 W10X60
240 W10X54
241 W10X49
242 W10X45
243 W10X39
244 W10X33
245 W10X30
246 W10X26
247 W10X22
248 W10X19
249 W10X17
250 W10X15251 W10X12
252 W8X67
253 W8X58
254 W8X48
255 W8X40
256 W8X35
257 W8X31
258 W8X28
259 W8X24
260 W8X21
261 W8X18
262 W8X15
263 W8X13
264 W8X10
265 W6X25
266 W6X20
267 W6X15
268 W6X16
269 W6X12
270 W6X9
271 W6X8.5
272 W5X19
273 W5X16
274 W4X13
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Column Rows Bolts Gauge Pitch Ext. distance Sum of r2
nc nr n g p r Er
1 2 2 50 50 25.00 1,250.0
1 3 3 50 50 50.00 5,000.0
1 4 4 80 80 120.00 32,000.0
1 5 5 70 70 140.00 49,000.0
1 6 6 70 70 175.00 85,750.0
2 2 4 30 30 21.21 1,800.0
2 3 6 60 60 67.08 19,800.0
2 4 8 70 70 110.68 58,800.0
2 5 10 70 70 144.31 110,250.0
2 6 12 100 75 252.80 366,875.0
3 2 6 30 30 33.54 4,950.0
3 3 9 70 75 102.59 63,150.0
3 4 12 70 75 129.03 118,500.0
3 5 15 70 75 158.82 203,250.0
3 6 18 70 75 190.39 324,750.0
4 2 8 70 75 117.82 66,050.0
4 3 12 70 75 132.50 123,575.0
4 4 16 70 75 153.89 210,500.0
4 5 20 70 75 179.60 336,625.0
4 6 24 100 80 277.31 892,000.05 2 10 150 75 167.71 168,750.0
5 3 15 100 80 188.68 292,000.0
5 4 20 100 80 219.32 506,000.0
5 5 25 100 80 256.12 820,000.0
5 6 30 100 80 296.82 1,259,000.0
6 2 12 100 80 206.16
6 3 18 100 80 223.61
6 4 24 100 80 250.00
6 5 30 100 80 282.84
6 6 36 100 80 320.16
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HEADED CONCRETE ANCHOR DESIGN onnect on ent cat on SC(Design sheet for Embedment Plate transfering Vertical Shear & Axial Force )
INPUT DATA TO BE PROVIDED :uppor ng em er ao umn eam D = mm
B = mm
ha = mm Buppor e eam
D = mm r = mm Weight = kG/m
B = mm D' = mm
tw = mm A = cm2
T = mm n = mm
Member end act ons
Unfactored C = kN T = kN VERTICAL SHEAR = kNactore . n actore = = =
Connection Web
Type of studs (Refer to AWS D1.1 2006) =
Type of concrete
Yield Strength of stud y = M PaTensile Strength of stud ut = M PaGrade of concrte material C linder stren th =
Diameter of anchors (Headed studs) o = mm
Diameter of stud head H = mmNr of anchor columns nc =Nr of anchor rows nr =
Spacing of anchor rows (pitch) p = mmSpacing of anchor columns (gauge) g = mm
Horizontal Edge distance for 1st
column of studs ca2 = mm
Horizontal Edge distance for nth
column of studs ca4 = mm
Vertical Edge distance for nth
row of studs ca1 = mm
Vertical Edge distance for 1st
row of studs ca3 = mm
Eccentricity for vertical shear e = mm
Thickness of embeded plate tp = mm
Sum of square of 'r' for the anchors group e r = mmEffective anchor embedment depth hef = mm
Edge distance between anchors and embedment plate e' = mm
Characteristic strength of Concrete (cylinder) fc'
= M Pa
Eccentricity of normal force on a group of anchors, the distance between the eN' = mmresultant tension load on a group of anchors in tension and the centroid of the
group of anchors in tension
Eccentricity of normal force on a group of anchors, the distance between the eV' = mm
resultant shear load on a group of anchors in shear and the centroid of thegroup of anchors in shear
1500
85750
10
300
24
Apr 08, 2010
75112.5
Uncracked
01
C30
200
500
T e B
150150
22
0
200
122.0544.5 12.7211.9
21.3 0.0
0
500.0500.0
12.7 155.0
500.0
50
476.5
75
450350
30
75
35
0
0
x x
0
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HEADED CONCRETE ANCHOR DESIGN
SC
ca3 = mm
p1-n = mm
ca1 = mm
Front Edgeca2 = mm ca4 = mm
Strength reduction factor,f =Design requirement for Tension loading
Safe. Steel strength of an anchor in tension Nsa = > ( )
Safe. Steel strength for group of anchors in tension f Nsag = > ( )
Safe. Concrete breakout strength of an anchor f Ncb = > ( )in tension
Safe. Concrete breakout strength for group of f Ncbg = > ( )
anchors in tensionSafe. Pullout strength of an anchor in tension Npn = > ( )
Safe. Pullout strength for group of anchors Npng = > ( )in tension
Safe. Concrete side-face blowout strength of a f Nsb = > ( )headed anchor in tension ca1>0.4hef, This check not required
Safe. Concrete side-face blowout strength for f Nsbg = > ( )
group of anchors in tension ca1>0.4hef, This check not required
Design requirement for Shear loading
Safe. Steel strength of an anchor in shear fVs = > ( )
Safe. Steel strength for group of anchors in shear fVsg = > ( )
Safe. Concrete breakout strength of an anchor fVcb = > ( )
in shear
Safe. Concrete breakout strength for group of fVcbg = > ( )
anchors in shearSafe. Concrete pryout strength of an fVcp = > ( )
anchor in shear
Safe. Concrete pryout strength for group of fVcpg = > ( )
anchors in shearInteraction of tensile and shear forcesSafe. Interaction for single anchor (Nua/fNn+Vua/fVn) = 1.2
0.221.48
Nua
Nuag
0.07
0.078
0.078
75.0
112.50
Nuag
kN
112.5
9.38
135.56
1.158
231.3
N.A
Nua
0.7
Nua119.74 kN
957.93 kN
kN
0.32
0.07
1.158
N.A
0.117
Vua
119.74
97.12 kN
Vua
Vuag
Vuag
kN
Apr 08, 2010
1
14.06
75.0
9.38
Nuag
Nua
Nuag
N.A. kN
75.00
75.00
0.07
271.11
9.38
kN
V
300
1500
N.A. kN
0.117
kN
0.142
kN
9.4
14.06
133.79
kN1070.31
462.59
0.243
0.052
kN 14.06
957.93 kN 112.50
98.70
500 200
Vua
Vuag
450
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EVERSENDAI ENGINEERING L.L.C Sheet of
PROJECT Designed by
Date Checked by
SUBJECT
Reference
DESIGN OF STEEL WORK CONNECTIONS SC
DESIGN OF HEADED CONCRETE ANCHOR
(Design sheet for Embedment Plate transfering Vertical shear & Axial Force )
Connection identification SC
Supporting member D1 = mm ha = mm
(Beam / Column) B1 = mm
RC COLUMN
Supported Beam D2 = mm tw2 = mm r2 = mm
UB 533x210x122 B2 = mm Tf2 = mm D'2 = mm
A2 = cm2 n = mm
Member End Actions
Unfactored Factored
Compressive force C = kN kN
Tensile force T = kN kN
Vertical Shear force = kN kN
Connection details
Grade of bolt = Table 7.1
AWS D1.1 - 06
Yield Strength of studfy
=Table 7.1
Tensile Strength of stud futa = AWS D1.1 - 06
Diameter of anchor do =
Diameter of stud head H =
Effective cross sectional area of one anchor Ase = Design strength reduction factor
Nr of anchor column nc = f =
Nr of anchor rows nr =
Nr of bolts n =
Spacing of anchor rows (pitch) p =
Spacing of anchor columns (gauge) g =
Horizontal Edge distance for nth column of studs ca4 =
Horizontal Edge distance for 1st column of studs ca2\ =
Vertical Edge distance for nth row of studs ca1 =
Vertical Edge distance for 1st row of studs ca3 =Eccentricity for vertical shear e =
Depth of embedment plate Dp =
Width of embedment plate Bp =
Thickness of embedment plate tp =
Sum of square of 'r' for the bolt group e r2
=
Effective anchor embedment depth hef =
Characteristic strength of Concrete (cylinder) fc'
=
Edge distance bt. anchors and embedment plt. e =
0.7
30.0
85750.0
M Pa
mm
mm75.0
Apr 08, 2010
01
112.5
mm2
mm
mm
mm
mm
500.0
mm
200.0
21.3
350.0
211.9
mm2
450.0
mm
34.8
8
12.7
0.0
544.5
155.0
500.0
600.0
500.0
150.0
300.0
mm
10.0
0.0
500.0
01
KMKxxxxxxxxxxxxxxxxxxx
22.0
2
mm
M Pa
75.0
12.7
476.5
0.0
Type B
50.0
4
1500.0
380.1
mm
mm
M Pa
200.0
0.0
300.0
150.0
75.0
mm
mm
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EVERSENDAI ENGINEERING L.L.C Sheet of
PROJECT Designed by
Date Checked by
SUBJECT
Reference
DESIGN OF STEEL WORK CONNECTIONS SC
Apr 08, 2010
01
KMKxxxxxxxxxxxxxxxxxxx
Check 1 : Forces transfer to anchors V
Assuming the force transfer to the anchors as below
Shear force & Axial tension force transfer to all the anchors
Shear force per anchor Vua = 112.5/8 C/L
Vua =
Shear force for group of anchors Vuag =
Tension force transfer to single anchor, Nua = 75/ 8
Nua = kN
Tension force transfer to group of anchors, Nuag = kN
Check 2 : Steel Strength of Anchors in Tension ACI 318-05Refer to ACI 318-05 D4.4 a(i) f = D 5.1
Nominal strength of a single anchor Nsa = Ase * futa
in tension =
f Nsa = > Nua Safe.
( )
Nominal strength of group of anchors Nsag = n* Ase * futa
in tension =
f Nsag = > Nuag Safe.
( )
Check 3 : Concrete Breakout strength of anchor in tension ACI 318-05 D 5.2
Nominal concrte breakout strength of an Ncb = ANc/ANco *yed,N * yc,N * ycp,N* Nb
anchor in tension
Failure area for single anchor
min(ca3+(nr-1)p),1.5hef)
mm
min((ca1, 1.5hef)
mm
Front Edge
mm mm
min(ca2, 1.5hef) min((ca4 +(nc-1)g), 1.5hef)
Basic concrete breakout strength of an anchor Nb = kc sqrt(fc') hef
1.5
in cracked concrete For cast-in anchors
Where, kc = D.5.2.2
Actual anchor embedment depth hef = limited to max of Camax/1.5
= 300
300
200.0 mm
= 300 V
C.G. of
embedment plt.
300
10.0
kN
75.0
kN
kN
128.3 kN
9.4
75.0
171.1
1368.5
9.4
1026.4
14.1 kN
kN
0.75
112.5
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EVERSENDAI ENGINEERING L.L.C Sheet of
PROJECT Designed by
Date Checked by
SUBJECT
Reference
DESIGN OF STEEL WORK CONNECTIONS SC
Apr 08, 2010
01
KMKxxxxxxxxxxxxxxxxxxx
Effective anchor embedment depth hef = & 1/3 of max spacings.
limiting to max of Cmax/1.5 & 1/3 of max spacing = mm
of anchors where anchors are located less than ca,,min = mm
1.5heffrom three or more edges. ca,,max = mm
Nb = 10* sqrt(30) *200^1.5 ca,,max is the largest of the influencing
Nb = edge distances that are less than or
equal actual 1.5hef.
Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min 1.5hef
yed,N =
Modification factor to account for cracking yc,N =
Modification factor to account for post-install ycp,N = For cast-in anchors
anchors
Projected concerte failure area of an anchor ANco = 9 hef2
for calculation of strength in tension when not = 9 *200^2
limited by edge distance or spacing. =
Projected concerte failure area of an anchor ANc = (300+300) * (300+300) < ANcofor calculation of strength in tension when ANc =
limited by edge distance or spacing. ANc =
Nominal concrte breakout strength of an Ncb = (360000/360000) * 1*1.25*1*154.92
anchor in tension =
f Ncb = > Nua Safe.
( )
Failure area for group of anchors
min(ca3,1.5hef)
mm
(nr-1)p = mm
min(ca1, 1.5hef)mm
Front Edge
mm mm
min(ca2, 1.5hef) (nc-1)g min(ca4, 1.5hef)
Basic concrete breakout strength of an anchor Nb = kc sqrt(fc') hef
1.5
in cracked concrete
Where, kc = For cast-in anchors
D.5.2.2
Actual anchor embedment depth hef = limited to max of Camax/1.5
Effective anchor embedment depth hef = & 1/3 of max spacings.mm
= 300
300
10.0
= 300 V
450
C.G. of
embedment plt.
150 200
kN
mm2
360000.0 mm2
360000.0 mm2
200.0
kN
360000.0
193.7
mm
200
300
300
154.9
1.0
1.0
1.25
1.00
135.6
200.0 mm
200.0
kN
9.4
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EVERSENDAI ENGINEERING L.L.C Sheet of
PROJECT Designed by
Date Checked by
SUBJECT
Reference
DESIGN OF STEEL WORK CONNECTIONS SC
Apr 08, 2010
01
KMKxxxxxxxxxxxxxxxxxxx
limiting to max of Cmax/1.5 & 1/3 of max spacing = mm
of anchors where anchors are located less than ca,,min = mm
1.5heffrom three or more edges. ca,,max = mm
Nb = 10* sqrt(30) *200^1.5 ca,,max is the largest of the influencing
Nb = edge distances that are less than or
equal actual 1.5hef.
the distance between the
resultant tension load on a group of anchors in eN' =
tension and the centroid of the group of anchors in tension 1
Modification factor for eccentrically loaded yec,N = 1 + (2e'N / 3hef)
anchor group
=
Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min 1.5hef
yed,N =
Modification factor to account for cracking yc,N =
Modification factor to account for post-install ycp,N = For cast-in anchors
anchors
Projected concerte failure area of an anchor ANco = 9 hef2
for calculation of strength in tension when not = 9 *200^2
limited by edge distance or spacing. ANco =
Projected concerte failure area of group of ANc = (300+450+300) * (300+150+200)
anchors for calculation of strength in tension when = < n ANcolimited by edge distance or spacing. ANc = ( mm
2)
Nominal concrte breakout strength for Ncbg = ANc/ANco * yec,N*yed,N * yc,N * ycp,N* Nb
group of anchors in tension = (682500/360000) * 1*0.9*1.25*1* 154.92
=
f Ncbg = > Nuag Safe.
( )
Check 4 : Pullout Strength of Anchors in Tension ACI 318-05 D 5.3
Nominal pullout strength of an anchor Npn = yc,P * Np
in tension
Pullout strength in tension of an Np = Abrg* 8* fc'
headed stud or headed bolt
Bearing area of the head of stud or anchor Abrg = pi() * (34.76^2 - 22^2 )/ 4
boltAbrg =
Pullout strength in tension of an Np = 568.83 * 8 * 30
headed stud or headed bolt
Np =
mm
mm2
mm2
mm2
330.4
682500.0
682500.0
0.9
0.0
2880000
kN
1.25
1.00
360000.0
1.0
154.9 kN
1.0
231.3 kN
75.0
136.5
568.8 mm
200
200
300
kN
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EVERSENDAI ENGINEERING L.L.C Sheet of
PROJECT Designed by
Date Checked by
SUBJECT
Reference
DESIGN OF STEEL WORK CONNECTIONS SC
Apr 08, 2010
01
KMKxxxxxxxxxxxxxxxxxxx
Modification factor to account for cracking yc,P =
Nominal pullout strength of an anchor Npn = 1.4* 136.52
in tension =
f Npn = > Nua Safe.
( )
Nominal pullout strength of group of Npng = 8 * 191.13
anchors in tension =
f Npng = > Nuag Safe.
( )
Check 5 : Concrete side-face blowout Strength of a headed anchor in Tension D 5.4
Nominal side-face blowout strength of an Nsb = 13 ca1 sqrt(Abrg) sqrt(fc') ca1 = mmanchor in tension = 13 * 300 * sqrt(568.83) * sqrt(30)
(for anchor close to an edge c0.4hef, This check not require
anchor in tension
f Nsb = > Nua Safe.
( )
Nominal side-face blowout strength of an Nsb = 13 ca1 sqrt(Abrg) sqrt(fc') ca1 = mm
anchor in tension = 13 * 200 * sqrt(568.83) * sqrt(30)
(for anchor close to an edge c Nuag Safe.
( )
Check 6 : Steel Strength of Anchors in Shear ACI 318-05
Refer to ACI 318-05 D4.4 a(ii) f = D 6.1
Nominal strength of an anchor in shear Vsa = Ase * futa
Refer to ACI 318-05 D6.1.2(a) =
kN
kN
kN
kN
N.A. kN
N.A.
75.0
75.0
133.8 kN
1.40
191.1 kN
171.1 kN
382.1 kN
N.A.
150.0
N.A. kN
1070.3 kN
509.5 kN
mm
0.5
254.7
1529.0
300
150
9.4
80
300
9.4
200
339.6 kN
0.65
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01
KMKxxxxxxxxxxxxxxxxxxx
f Vsa = > Vua Safe.
( )
Nominal strength of anchor group in shear Vsag = n * Ase * futa
=
f Vsag = > Vuag Safe.
( )
Nominal strength of anchor group f Vsag = f* nc * Ase * futa
in shear (for no. of columns of anchors) =
Check 7: Concrete breakout strength of anchor in shear D 6.2
Nominal breakout strength of an anchor Vcb = AVc/AVco * yed,V* yc,V* Vb
for shear force perpendicular to the edge
Failure area for single anchor
1st col. nth col.
mm
mm mm
min(ca2, 1.5ca1) min((nc-1)g+ca4, 1.5ca1)
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2
sqrt(d0)sqrt(fc') ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5
Effective anchor edge distance ca1 = & 1/3 of max spacings.
limiting to max of Ca2/1.5, ha/1.5 & 1/3 of = mm
max spacing of anchors where anchors are located less than ca2max= mm
1.5ca1 from three or more edges. 1.5ca1= mm
Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(30) * 300^1.5
Vb =
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of one anchor, AVco = 4.5 ca12
when not limited by corner influence, spacing,
or member thickness = 4.5 *300 ^ 2
AVco =
kN222.4
889.5 kN
111.2 kN
450
500
112.5
1368.5 kN
14.1
450
450 350
350
121.4 kN
300.0 mm
300.0
1.40
0.9
1.0
mm
405000.0 mm2
176.0 mm
333.33
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Projected concrete failure area of single , AVc = (450 + 350) * 450
anchor when limited by corner influence, spacing,
or member thickness = < Avc0AVc =
Nominal concrete breakout strength of an Vcb = (360000/405000) * 0.933333333333333*1.4*121.4
anchor for shear force perpendicular to the edge =
f Vcb = > Vua Safe.
( )
Failure area for Group of anchors
1st col. nth col.
mm
mm mm mm
min(ca2, 1.5ca1) min(ca4, 1.5ca1)
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2
sqrt(d0)sqrt(fc') ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5
Effective anchor edge distance ca1 = & 1/3 of max spacings.
limiting to max of Ca2/1.5, ha/1.5 & 1/3 of = mm
max spacing of anchors where anchors are located less than ca2max= mm
1.5ca1 from three or more edges. 1.5ca1= mm (acutal)
Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(30) * 300^1.5
Vb =
the distance between the
resultant shear load on a group of anchors in eV' =
shear and the centroid of the group of anchors in shear 1
Modification factor for eccentrically loaded yec,V = 1 + (2e'V/ 3ca1)
anchor group
=
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of one anchor, AVco = 4.5 ca12
when not limited by corner influence, spacing,
or member thickness = 4.5 *300 ^ 2
AVco =
Projected concrete failure area for groups of, AVc = (450 + 150+ 200) * 450 < nc Avco
anchors when limited by corner influence, spacing, = = mm2
mm
mm2
360000.0 mm2
500
450
200
333.33
14.1
450 150 200
450
405000.0 mm2
176.0 mm
0.8
1.40
1.0
mm
300.0
300.0
0.0 mm
121.4 kN
1.0
141.0 kN
360000.0
98.7 kN
360000.0 mm2
810000
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or member thickness AVc =
Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V*yed,V* yc,V* Vb
group of anchors for shear force perpendicular = (360000/405000) * 1*0.833333333333333*1.4* 121.4
to the edge =
f Vcbg = > nc*Vua Safe.
( )
Failure area for Group of anchors
1st col. nth col.
mm
mm mm mmmin(ca2, 1.5ca1) min(ca4, 1.5ca1)
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2
sqrt(d0)sqrt(fc') ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5
Effective anchor edge distance ca1 = & 1/3 of max spacings.
limiting to max of Ca2/1.5, ha/1.5 & 1/3 of ( for group of anchor) = mm
max spacing of anchors where anchors are located less than ca2max= mm
1.5ca1 from three or more edges. 1.5ca1= mm (acutal)
Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(30) * 333.33^1.5
Vb =
the distance between the
resultant shear load on a group of anchors in eV' =
shear and the centroid of the group of anchors in shear 1
Modification factor for eccentrically loaded yec,V = 1 + (2e'V/ 3ca1)
anchor group
=
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of one anchor, AVco = 4.5 ca12
when not limited by corner influence, spacing,
or member thickness = 4.5 *333.33 ^ 2
AVco =
Projected concrete failure area for groups of, AVc = (500 + 150+ 200) * 500 < nAvco
anchors when limited by corner influence, spacing, = = mm2
or member thickness AVc =
Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V*yed,V* yc,V* Vb
group of anchors for shear force perpendicular = (425000/500000) * 1*0.82*1.4* 142.19
kN
mm2
88.1
28.1
125.9 kN
360000.0
0.0
500
500 150 200
176.0 mm
750.0 mm
333.3 mm
333.33
500
1125
142.2 kN
mm
1.0
1.0
0.8 200
mm2
1.40
500000.0 mm2
4000000425000.0 mm2
425000.0
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KMKxxxxxxxxxxxxxxxxxxx
to the edge =
f Vcbg = < Vuag Unsafe.
( )
Check 8: Concrete pryout strength of anchor in shear D 6.3
Nominal pryout strength of an anchor Vcp = kcp * Ncbwhere, kcp =
Vcp = 2* 193.65
Nominal pryout strength of an anchor Vcp =
f Vcp = > Vua Safe.
( )
Nominal pryout strength for group of Vcpg = kcp * Ncbg
anchorsVcpg = 2* 330.42
Nominal pryout strength for group of Vcpg =
anchors f Vcpg = > Vuag Safe.
( )
Check 9: Interaction of tensile and shear forces
Lowest design strength in tension f Nn = min. ( 128.29, 135.56, 133.79, N.A. )
of an anchor = > Nua Safe.
( )
Lowest design strength in tension f Nng = min. ( 1026.36, 231.29, 1070.31, N.A. )
of group of anchors = > Nuag Safe.
( )
Lowest design strength in shear f Vn = min. ( 111.19, 98.7, 271.11 )of an anchor = > Vua Safe.
( )
Lowest design strength in shear f Vng = min. ( 889.51, 97.12, 462.59 )
of group of anchors = >Vuag Safe.
( )
Inetraction check for single anchor
Nua Vua (9.38 / 128.29) + (14.06/ 98.7)
f Nn fVn= 1.2 Unsafe.
+ =
0.216
+ =
1.483
97.1 kN
kN
2.0
112.5
75.0
98.7 kN
14.1
128.3 kN
9.4
231.3 kN
112.5
660.8 kN
14.1
462.6 kN
271.1
387.3 kN
138.7 kN
97.1 kN
112.5
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HEADED CONCRETE ANCHOR DESIGN onnect on ent cat on SC(Design sheet for Embedment Plate transfering Vertical Shear, Axial Force & Moment)
INPUT DATA TO BE PROVIDED :uppor ng em er ao umn eam D = mm
B = mm
ha = mm BSupported Beam
D = mm r = mm Weight = kG/m
B = mm D' = mm
tw = mm A = cm2
T = mm n = mm
Member end act ons
Unfactored C = kN T = kN VERTICAL SHEAR = kNactore . n actore = = =
Connection Web
Type of studs (Refer to AWS D1.1 2006) =
Type of concrete
Yield Strength of stud y = M PaTensile Strength of stud ut = M PaGrade of concrte material =
Diameter of anchors (Headed studs) o = mm
Diameter of stud head H = mmNr of anchor columns nc =Nr of anchor rows nr =
Spacing of anchor rows (pitch) p = mmSpacing of anchor columns (gauge) g = mm
Horizontal Edge distance for 1st
column of studs ca2 = mm
Horizontal Edge distance for nth
column of studs ca4 = mm
Vertical Edge distance for nth
row of studs ca1 = mm
Vertical Edge distance for 1st
row of studs ca3 = mm
Eccentricity for vertical shear e = mm
Thickness of embeded plate tp = mm
Sum of square of 'r' for the anchors group e r = mmEffective anchor embedment depth hef = mm
Edge distance between anchors and embedment plate e' = mm
Characteristic strength of Concrete (cylinder) fc'
= M Pa
Eccentricity of normal force on a group of anchors, the distance between the eN' = mmresultant tension load on a group of anchors in tension and the centroid of the
group of anchors in tension
Eccentricity of normal force on a group of anchors, the distance between the eV' = mm
resultant shear load on a group of anchors in shear and the centroid of thegroup of anchors in shear
UB 533x210x122
0
35
100
0
70
0
500.0500.0
12.7
0
155.0
75
500.0
122.0544.5 12.7211.9 476.5
21.3 0.0
50
150150
300
450350
C70
22
75200
500
1500
85750
16
Apr 08, 2010
75112.5
Uncracked
01
T e B
24
200
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HEADED CONCRETE ANCHOR DESIGN
SC
ca3 = mm
ca1 = mm
Front Edgeca2 = mm ca4 = mm
Strength reduction factor,f =Design requirement for Tension loading
Safe. Steel strength of an anchor in tension Nsa = > ( )
Safe. Steel strength for group of anchors in tension f Nsag = > ( )
Safe. Concrete breakout strength of an anchor f Ncb = > ( )in tension
Safe. Concrete breakout strength for group of f Ncbg = > ( )
anchors in tensionSafe. Pullout strength of an anchor in tension Npn = > ( )
Safe. Pullout strength for group of anchors Npng = > ( )in tension
Safe. Concrete side-face blowout strength of a f Nsb = > ( )headed anchor in tension ca1>0.4hef, This check not required
Safe. Concrete side-face blowout strength for f Nsbg = > ( )
group of anchors in tension ca1>0.4hef, This check not required
Design requirement for Shear loading
Safe. Steel strength of an anchor in shear fVs = > ( )
Safe. Steel strength for group of anchors in shear fVsg = > ( )
Safe. Concrete breakout strength of an anchor fVcb = > ( )
in shear
Safe. Concrete breakout strength for group of fVcbg = > ( )
anchors in shearSafe. Concrete pryout strength of an fVcp = > ( )
anchor in shear
Safe. Concrete pryout strength for group of fVcpg = > ( )
anchors in shearInteraction of tensile and shear forcesSafe. Interaction for single anchor (Nua/fNn+Vua/fVn) =
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EVERSENDAI ENGINEERING L.L.C Sheet of
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DESIGN OF STEEL WORK CONNECTIONS SC
DESIGN OF HEADED CONCRETE ANCHOR
(Design sheet for Embedment Plate transfering Vertical shear, Axial Force & Moment)
Connection identification SC
Supporting member D1 = mm ha = mm
(Beam / Column) B1 = mm
RC COLUMN
Supported Beam D2 = mm tw2 = mm r2 = mm
UB 533x210x122 B2 = mm Tf2 = mm D'2 = mm
A2 = cm2 n = mm
Member End Actions
Unfactored Factored
Compressive force C = kN kN
Tensile force T = kN kN
Vertical Shear force = kN kN
Connection details
Grade of bolt = Table 7.1
AWS D1.1 - 06
Yield Strength of studfy
=Table 7.1
Tensile Strength of stud futa = AWS D1.1 - 06
Diameter of anchor do =
Diameter of stud head H =
Effective cross sectional area of one anchor Ase = Design strength reduction factor
Nr of anchor column nc = f =
Nr of anchor rows nr =
Nr of bolts n =
Spacing of anchor rows (pitch) p =
Spacing of anchor columns (gauge) g =
Horizontal Edge distance for nth column of studs ca2 =
Horizontal Edge distance for 1st column of studs ca4 =
Vertical Edge distance for nth row of studs ca1 =
Vertical Edge distance for 1st row of studs ca3 =Eccentricity for vertical shear e =
Depth of embedment plate Dp =
Width of embedment plate Bp =
Thickness of embedment plate tp =
Sum of square of 'r' for the bolt group e r2
=
Effective anchor embedment depth hef =
Characteristic strength of Concrete (cylinder) fc'
=
Edge distance bt. anchors and embedment plt. e =
Type B
50.0
85750.0
300.0
100.0
300.0
150.0
4
600.0
mm2
1500.0
380.1
mm
M Pa
mm
8
450.0
22.0
75.0
500.0
01
0.0
mm
M Pa
mm
xxxxxxxxxxxxxxxxxxx
70.0
75.0
150.0
544.5
211.9
155.0
350.0
16.0
2
500.0
34.8
500.0
12.7
476.5
0.0
112.5
mm2
mm
12.7
21.3
0.0
75.0
M Pa
mm
mm
mm
200.0
200.0
Apr 08, 2010
01
KMK
mm
mm
0.7
mm
mm
mm
mm
500.0
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Check 1 : Forces transfer to anchors
(nr-1)*p/2
Assuming the force transfer to the anchors as below T
Shear force transfer to all the anchors M
Shear force per anchor Vua = 112.5/8 C/L
Vua =
Shear force for group of anchors Vuag = X
Force equilibrium for the design bearing stress 0.85fcfc'
T+N = C
where,
Tension force transfer to anchors, T
Axial compression force, N (upward for axial tension force)Compression force resisted by concrete, C
Bearing strength of concrete = 0.85fcfc'
=
Compression force resisted by concrete, C = 0.85fcfc' Bp X
C = X Newton
Tension force transfer to anchors, T = X+
(above center of plate)
Moment equilibrium
Taking moment about load point N
T * (nr-1) * p/2 + C * (Dp/2-X/2) = M
( X + ) * + X ( - = 112.5* 0.1
X + X + =
X + =
+ X =
(X + ) ^2 =
X + = +
X = mm or mm
Steel to concrete contact length, X = mm
Compression force resisted by concrete, C = kN
Tension force transfer to anchors, T = kN
(Assumed to be transfer to anchors located
above the C.G. of embedment plate)
Nos of anchors row above the C.G. of nrt = (4 ) / 2
embedment plt. (effective for tension) =
Nos of anchors above the C.G. of embedment plt. nt = 2 * 2
(effective for tension) =
Tension force transfer to single anchor, Nua = 96.36/ 4
Nua = kN
Tension force transfer to group of anchors, Nuag = kN
Check 2 : Steel Strength of Anchors in Tension ACI 318-05
300
MPa
10710
N(Dp/2-X/2)
75.0
14.1 kN
112.5 kN C
35.7
11250000X^25355
-1052.0
2.0
1.99
2.0
21.3559
96.4
4.0
24.1
96.4
10710
0.5X )
11233125.05622750
10710 75.0 225 10710
5355
2409750 16875.0 +
X^2 1050 2097.7
525 277722.7
525 527.0
X^2
3213000
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KMK
Refer to ACI 318-05 D4.4 a(i) f = D 5.1
Nominal strength of a single anchor Nsa = Ase * futa
in tension =
f Nsa = > Nua Safe.
( )
Nominal strength of group of anchors Nsag = nt * Ase * futa
in tension =
f Nsag = > Nuag Safe.
( )
Check 3 : Concrete Breakout strength of anchor in tension D 5.2
Nominal concrte breakout strength of an Ncb = ANc/ANco *yed,N * yc,N * ycp,N* Nb
anchor in tension
Failure area for single anchor
min(ca3,1.5hef)
mm
min((ca1+(nr-1)p), 1.5hef)
mm
Front Edge
mm mm
min(ca2, 1.5hef) min((ca4 +(nc-1)g), 1.5hef)
Basic concrete breakout strength of an anchor Nb = kc sqrt(fc') hef
1.5
in cracked concrete
Where, kc = For cast-in anchors
D.5.2.2Actual anchor embedment depth hef = limited to max of Camax/1.5
Effective anchor embedment depth hef = & 1/3 of max spacings.
limiting to max of Cmax/1.5 & 1/3 of max spacing = mm
of anchors where anchors are located less than ca,,min = mm
1.5heffrom three or more edges. ca,,max = mm
Nb = 10* sqrt(70) *200^1.5 ca,,max is the largest of the influencing
Nb = edge distances that are less than or
equal actual 1.5hef.
Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min
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= for ca,min >1.5hefyed,N =
Modification factor to account for cracking yc,N =
Modification factor to account for post-install ycp,N = For cast-in anchors
anchors
Projected concerte failure area of an anchor ANco = 9 hef2
for calculation of strength in tension when not = 9 *200^2
limited by edge distance or spacing. =
Projected concerte failure area of an anchor ANc = (300+300) * (300+300) < ANcofor calculation of strength in tension when ANc =
limited by edge distance or spacing. ANc =
Nominal concrte breakout strength of an Ncb = (360000/360000) * 1*1.25*1*236.64
anchor in tension =
f Ncb = > Nua Safe.
( )
Failure area for group of anchors
min(ca3,1.5hef)
mm
(nrt-1)p = mm
min((ca1+(nr-1)p-(nrt-1)p), 1.5hef)
mm
Front Edge
mm mm
min(ca2, 1.5hef) (nc-1)g min(ca4, 1.5hef)
Basic concrete breakout strength of an anchor Nb = kc sqrt(fc) hef.
in cracked concrete For cast-in anchors
Where, kc = D.5.2.2
Actual anchor embedment depth hef = limited to max of Camax/1.5Effective anchor embedment depth hef = & 1/3 of max spacings.
limiting to max of Cmax/1.5 & 1/3 of max spacing = mm
of anchors where anchors are located less than ca,,min = mm
1.5heffrom three or more edges. ca,,max = mm
Nb = 10* sqrt(70) *200^1.5 ca,,max is the largest of the influencing
Nb = edge distances that are less than or
equal actual 1.5hef.
the distance between the
resultant tension load on a group of anchors in eN' =
tension and the centroid of the group of anchors in tension 1
=
300
360000.0 mm2
V
150 200
10.0
200.0200.0
236.6
mm
0.0
mm2
150
C.G. of
embedment plt.
mm
300
1.00
24.1
200
200
300
kN
1.25
mm2
1.0
kN
kN
360000.0
mm
=
295.8
207.1
300
1.0
360000.0
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Modification factor for eccentrically loaded yec,N = 1 + (2e'N / 3hef)
anchor group
=
Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min 1.5hef
yed,N =
Modification factor to account for cracking yc,N =
Modification factor to account for post-install ycp,N = For cast-in anchors
anchors
Projected concerte failure area of an anchor ANco = 9 hef2
for calculation of strength in tension when not = 9 *200^2limited by edge distance or spacing. ANco =
Projected concerte failure area of group of ANc = (300+150+300) * (300+150+200)
anchors for calculation of strength in tension when = < nt ANcolimited by edge distance or spacing. ANc = ( mm
2)
Nominal concrte breakout strength for Ncbg = ANc/ANco * yec,N*yed,N * yc,N * ycp,N* Nb
group of anchors in tension = (487500/360000) * 1*0.9*1.25*1* 236.64
=
f Ncbg = > Nuag Safe.
( )
Check 4 : Pullout Strength of Anchors in Tension D 5.3
Nominal pullout strength of an anchor Npn = yc,P * Np
in tension
Pullout strength in tension of an Np = Abrg* 8* fc'
headed stud or headed bolt
Bearing area of the head of stud or anchor Abrg = pi() * (34.76^2 - 22^2 )/ 4
bolt
Abrg =
Pullout strength in tension of an Np = 568.83 * 8 * 70
headed stud or headed bolt
Np =
Modification factor to account for cracking yc,P =
Nominal pullout strength of an anchor Npn = 1.4* 318.55
in tension =
f Npn = > Nua Safe.
( )
Nominal pullout strength of group of Npng = 4 * 445.96
anchors in tension =
f Npng = > Nuag Safe.
( )
1.25
mm2
487500.0
1.00
mm2
487500.0 mm2
0.9
360000.0
1.0
360.5 kN
568.8
kN
24.1
1440000
1.0
kN1783.9
1248.7 kN
96.4
312.2 kN
1.40
446.0 kN
mm2
96.4
252.4 kN
318.5
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KMK
Check 5 : Concrete side-face blowout Strength of a headed anchor in Tension D 5.4
Nominal side-face blowout strength of an Nsb = 13 ca1 sqrt(Abrg) sqrt(fc') ca1 = mm
anchor in tension = 13 * 350 * sqrt(568.83) * sqrt(70)
(for anchor close to an edge c0.4hef, This check not require
anchor in tension
f Nsb = > Nua Safe.
( )
Nominal side-face blowout strength of an Nsb = 13 ca1 sqrt(Abrg) sqrt(fc') ca1 = mm
anchor in tension = 13 * 200 * sqrt(568.83) * sqrt(70)
(for anchor close to an edge c Nuag Safe.
( )
Check 6 : Steel Strength of Anchors in Shear ACI 318-05
Refer to ACI 318-05 D4.4 a(ii) f = D 6.1
Nominal strength of an anchor in shear Vsa = Ase * futa
Refer to ACI 318-05 D6.1.2(a) =
f Vsa = > Vua Safe.
518.8 kN
150
80
200
350
N.A. kN
907.9 kN
300
171.1 kN
583.7 kN
N.A. kN
N.A. kN
96.4
N.A. kN
24.1
kN
mm
0.5
421.5 kN
0.65
111.2
150.0
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( )
Nominal strength of anchor group in shear Vsag = n * Ase * futa
=
f Vsag = > Vuag Safe.
( )
Nominal strength of anchor group f Vsag = f* nc * Ase * futa
in shear (for no. of columns of anchors) =
Check 7: Concrete breakout strength of anchor in shear D 6.2
Nominal breakout strength of an anchor Vcb = AVc/AVco * yed,V* yc,V* Vb
for shear force perpendicular to the edge
Failure area for single anchor
1st col. nth col.
mm
mm mm
min(ca2, 1.5ca1) min((nc-1)g+ca4, 1.5ca1)
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2
sqrt(d0)sqrt(fc') ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5
Effective anchor edge distance ca1 = & 1/3 of max spacings.
limiting to max of Ca2/1.5, ha/1.5 & 1/3 of = mm
max spacing of anchors where anchors are located less than ca2max= mm
1.5ca1 from three or more edges. 1.5ca1= mm
Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(70) * 300^1.5
Vb =
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of one anchor, AVco = 4.5 ca12
when not limited by corner influence, spacing,
or member thickness = 4.5 *300 ^ 2
AVco =
Projected concrete failure area of single , AVc = (450 + 350) * 450
300.0
1.40
405000.0 mm2
0.9
1.0
mm
185.4 kN
300.0
176.0 mm
mm
450
450 350
450
14.1
889.5 kN
1368.5 kN
112.5
333.33
350
500
kN77.8
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anchor when limited by corner influence, spacing,
or member thickness = < Avc0AVc =
Nominal concrete breakout strength of an Vcb = (360000/405000) * 0.933333333333333*1.4*185.44
anchor for shear force perpendicular to the edge =
f Vcb = > Vua Safe.
( )
Failure area for Group of anchors
1st col. nth col.
mm
mm mm mm
min(ca2, 1.5ca1) min(ca4, 1.5ca1)
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2
sqrt(d0)sqrt(fc') ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5
Effective anchor edge distance ca1 = & 1/3 of max spacings.
limiting to max of Ca2/1.5, ha/1.5 & 1/3 of = mm
max spacing of anchors where anchors are located less than ca2max= mm
1.5ca1 from three or more edges. 1.5ca1= mm (acutal)
Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(70) * 300^1.5
Vb =
the distance between the
resultant shear load on a group of anchors in eV' =
shear and the centroid of the group of anchors in shear 1
Modification factor for eccentrically loaded yec,V = 1 + (2e'V/ 3ca1)
anchor group
=
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of one anchor, AVco = 4.5 ca12
when not limited by corner influence, spacing,
or member thickness = 4.5 *300 ^ 2
AVco =
Projected concrete failure area for groups of, AVc = (450 + 150+ 200) * 450 < nc AVc
anchors when limited by corner influence, spacing, = = mm2
or member thickness AVc =
150.8 kN
360000.0 mm2
360000.0 mm2
215.4 kN
176.0 mm
405000.0 mm2
0.8
1.40
1.0
1.0
360000.0 mm2
360000.0 mm2
450 150 200
450
mm
200
300.0
0.0 mm
185.4 kN
500
333.33
14.1
mm
300.0
450
810000
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Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V*yed,V* yc,V* Vb
group of anchors for shear force perpendicular = (360000/405000) * 1*0.833333333333333*1.4* 185.44
to the edge =
f Vcbg = > nc*Vua Safe.
( )
Failure area for Group of anchors
1st col. nth col.
mm
mm mm mm
min(ca2, 1.5ca1) min(ca4, 1.5ca1)
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do).
sqrt(d0)sqrt(fc) ca1.
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5
Effective anchor edge distance ca1 = & 1/3 of max spacings.
limiting to max of Ca2/1.5, ha/1.5 & 1/3 of ( for group of anchor) = mm
max spacing of anchors where anchors are located less than ca2max= mm
1.5ca1 from three or more edges. 1.5ca1= mm (acutal)
Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(70) * 333.33^1.5
Vb =
the distance between the
resultant shear load on a group of anchors in eV' =
shear and the centroid of the group of anchors in shear 1
Modification factor for eccentrically loaded yec,V = 1 + (2e'V/ 3ca1)
anchor group
=
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of one anchor, AVco = 4.5 ca1
when not limited by corner influence, spacing,
or member thickness = 4.5 *333.33 ^ 2
AVco =
Projected concrete failure area for groups of, AVc = (500 + 150+ 200) * 500 < nAvco
anchors when limited by corner influence, spacing, = = mm2
or member thickness AVc =
Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V*yed,V* yc,V* Vb
192.3 kN
kN
28.1
134.6
0.0
500
500 150 200
176.0 mm
750.0 mm
333.3 mm
333.33
500
1125
217.2 kN
mm
1.0
1.0
0.8 200
1.40
500000.0 mm2
425000.0 mm2
4000000
425000.0 mm2
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group of anchors for shear force perpendicular = (425000/500000) * 1*0.82*1.4* 217.19
to the edge =
f Vcbg = >Vuag Safe.
( )
Check 8: Concrete pryout strength of anchor in shear D 6.3
Nominal pryout strength of an anchor Vcp = kcp * Ncbwhere, kcp =
Nominal concrte breakout strength of an Ncb = ANc/ANco *yed,N * yc,N * ycp,N* Nb
anchor in tension
Nominal concrte breakout strength of an Ncb = Refer to check 3anchor in tension =
Vcp = 2* 295.8
Nominal pryout strength of an anchor Vcp =
f Vcp = > Vua Safe.
( )
Nominal concrte breakout strength for Ncbg = Refer to check 3
group of anchors in tension =
Nominal pryout strength for group of Vcpg = kcp * Ncbg
anchors
Vcpg = 2* 360.51
Nominal pryout strength for group of Vcpg =
anchors f Vcpg = > Vuag Safe.
( )
Check 9: Interaction of tensile and shear forces
Lowest design strength in tension f Nn = min. ( 128.29, 207.06, 312.17, N.A. )
of an anchor = > Nua Safe.
( )
Lowest design strength in tension f Nng = min. ( 513.18, 252.35, 1248.7, N.A. )
of group of anchors = > Nuag Safe.
( )
Lowest design strength in shear f Vn = min. ( 111.19, 150.77, 414.12 )
of an anchor = > Vua Safe.
( )
Lowest design strength in shear f Vng = min. ( 889.51, 148.35, 504.71 )
of group of anchors = >Vuag Safe.
( )
Inetraction check for single anchor
Nua Vua (24.09 / 128.29) + (14.06/ 111.19)
f Nn fVn
414.1 kN
2.0
591.6
504.7 kN
112.5
721.0 kN
128.3 kN
24.1
kN
14.1
252.4 kN
295.8 kN
148.4 kN
112.5
96.4
111.2 kN
kN
14.1
360.5
+ =
112.5
211.9 kN
148.4 kN
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=