T N E S N O C
N E T T R W
I
R O R P
I
T U O H T W
I
, E S O P R U P
Y N A
R O F
S R E H T O
Y B
D E S U
E B
T O N N A C
D N A
Y T R E P O R P
S ’ T N O M N C E T
I
S
I
T N E M U C O D
I
S H T
NON-SHRINK GROUT TO BE POURED AFTER FINAL ERECTION (U.N.O)
1 T
D A E R H T
1
STEEL PLATE (HOT DIP GALVANIZED) CENTRAL HOLE Ø= M+2mm
3
1 NUT
EMBEDDED ANCHOR BOLT (TYPE 1)
THROUGH ANCHOR BOLT (TYPE 2)
2 NUTS
M
2 NUTS
M
BASE PLATE HOLE (M+N)
BASE PLATE HOLE (M+N)
WASHERS
D A E R H T
2 T
BOB
TOC
2 Z
.
K H T
E T A L P
WASHERS
D A E R H T
2 T
BOB
TOC
2 Z
.
K H T
E T A L P
I
N O T C E J O R P
P
I
N O T C E J O R P
P
1 L
S
1 Z
NON-SHRINK GROUT TO BE POURED AFTER FINAL ERECTION (U.N.O)
STEEL PIPE SCHEDULE 40 MATERIAL S23JR (OR EQUIVALENT) (HOT DIP GALVANIZED)
3
1 T
D A E R H T
1
2
HEXAGON NUT
3
TACK WELD ON SHOP C
B
STEEL PLATE (HOT DIP GALVANIZED) CENTRAL HOLE Ø= M+2mm
1 NUT
VIEW
1
B
B
m m 0 1
NOTE 13 AND 14
- F = M + 20 mm approx.
) 1 1 E T O N
(
H
) 1 1 E T O N
( 2 L
1 S
1 Z
NOTE 20
TACK WELD ON SHOP C
HEXAGON NUT
F*
B1
VIEW
2
B1
2 GAP
TYPICAL PEDESTAL REINFORCEMENT (VERTICAL)
BREAKOUT CONE FOR TENSION
BREAKOUT CONE FOR TENSION
d b
l
≥
d b
l
≥
1
1.5
≤ q
d b
l
≥
1
1.5
≤ q
≤ q
A1
U BAR A1
SECTION
A
NOTES
-
ANCHOR BOLTS MATERIAL SHALL BE S235JR (AS PER EN10025) OR ASTM F1554 GRADE 36.
-
NUTS MATERIAL SHALL BE ASTM A563 - GRADE A OR GRADE 8 AS PER EN 20898-2 / EN ISO 4034 (COARSE
THREAD) ASTM A36/A36M.
-
WASHERS MATERIAL SHALL BE ASTM F436 OR HARDNESS 200 HV / EN ISO 7091.
-
STEEL PLATE MATERIAL = S235JR (EN 10025).
-
CONCRETE MATERIAL = AS PER PROJECT SPECIFICATION 4439-AA-SG-000000001.
-
REINFORCEMENT MATERIAL = Fe E 400 as per C.B.A. 93 OR B400BWR as per ISO-6935-2 OR EQUIVALENT. ALL
MATERIAL SHALL BE WELDABLE, BUT, NO WELDING OF REINFORCING STEEL SHALL BE PERMITTED WITHOUT
BREAKOUT CONE FOR TENSION
WRITTEN APPROVAL OF EPC CONTRACTOR’S SITE ENGINEER.
- BOLTS, NUTS, WASHERS, STEEL PLATE AND STEEL PIPE SHALL BE HOT DIP GALVANIZED (HDG) AFTER
FABRICATION (EN ISO 1461/ EN 1090).
- THE FIT OF NUTS ON THREADS ON ANCHOR BOLTS SHALL BE VERIFIED BEFORE SUPPLY AND AFTER HDG
3
APPLICATION.
ANCHOR BOLT CAPACITIES INDICATED IN TABLE 1 REFER TO STEEL FAILURE ONLY, AND ARE BASED ON TABULATED
MINIMUM EDGE
DISTANCES, MINIMUM CENTER TO CENTER DISTANCES, NO CENTRING PLATES. REQUIRED AMOUNT OF
REINFORCEMENT TO BE
PROVIDED BY DESIGN ENGINEER TO ENSURE THE ANCHOR BOLT CAPACITY.
THE ALLOWABLE STATE DESIGN (ASD/SLS) CAPACITIES ARE OBTAINED DIVIDING BY 1.5 THE VALUES INDICATED IN TABLE 1.
- FOR GROUT REQUIREMENTS SEE RESPECTIVE FOUNDATION DRAWING OF THE STRUCTURE AND GENERAL SPECIFICATION OF CONCRETE
1
1.5
≤ q
≤ q
d b
l
≥
WORKS.
- ANCHOR BOLTS PROJECTION WILL BE INDICATED IN SECTION OF CORRESPONDING DRAWING.
MINIMUM EMBEDDED BOLT LENGTH (L1) SHALL BE AS PER TABLE-1.
THE THICKNESS OF THE SUPPORTING CONCRETE ELEMENT (H) HAS TO BE DEFINED BY CARRYING OUT PROPER VERIFICATIONS (i.e.
PUNCHING, BENDING, SHEAR…). THIS STANDARD DOES NOT DEAL WITH THE VERIFICATIONS OF THE SUPPORTING CONCRETE ELEMENT. L2
IS OBTAINED CONSEQUENTIALLY.
- SLEEVE SHALL BE PROPERLY SEALED TO AVOID ENTRANCE OF WATER OR ANY OTHER LOOSE PARTICLES
BEFORE AND DURING CONCRETE POURING.
A1
- UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS, ANCHOR BOLT SLEEVES FOR STATIONARY EQUIPMENT AND
STRUCTURAL BASE PLATES SHALL BE FILLED WITH GROUT AFTER THE COLUMN OR EQUIPMENT IS IN PLACE
AND THE ANCHOR BOLTS ALIGNED.
- IF REQUIRED BY EQUIPMENT MANUFACTURER, BOLT SLEEVES FOR HEAVY ROTATING MACHINERY SHALL BE
FILLED WITH MANUFACTURER APPROVED ELASTOMERIC NONBONDING MOLDABLE MATERIAL OR SAND BEFORE
GROUTING.
- ANCHOR BOLT THREADS SHALL BE COVERED WITH DENSO TAPE OR OTHER SUITABLE MEANS TO KEEP THEM
CLEAN AND TO PREVENT ANY DAMAGE THAT MIGHT OCCUR DURING THE PREPARATION OF THE FOUNDATION.
- CIVIL CONTRACTOR TO TAKE CARE OF ANCHOR BOLT CENTERING INTO THE CONCRETE/SLEEVE DURING
CONCRETE CASTING; PLACING TEMPLATES, IF REQUIRED, ARE IN CHARGE TO CIVIL SUB-CONTRACTOR.
- ANCHOR BOLTS TYPE 1 AND 2 TOLERANCES ARE AS PER TM930.003 - CIVIL WORK TOLERANCES. CIVIL
SUB-CONTRACTOR SHALL BE RESPONSIBLE OF RESPECTING SUCH TOLERANCES. EQUIPMENT SUPPLIER SHALL
BE RESPONSIBLE TO NOTIFY TO CONTRACTOR IF DIFFERENT TOLERANCES ARE REQUIRED.
- THE REINFORCEMENT LISTED IN THE TABLE DOES NOT COVER THE CASE OF SPLITTING FAILURE, IF ANY (e.g. REDUCED ELEMENT
THICKNESS OR BASE PLATE CLOSE TO THE SLAB EDGE). REFER TO TM981.008 FOR ALL THE DETAILS.
- WHERE CENTERING PLATE IS PROVIDED, DIAMETER OF BASE PLATE HOLE SHALL BE EQUAL TO d
+18 mm, WHEREAS HOLE
bolt
1.5
1
DIAMETER OF CENTERING PLATE SHALL BE EQUAL TO d
- 2mm FOR d
⇐ 24 mm, OTHERWISE 3 mm.
bolt
bolt
THE CENTRING PLATE THICKNESS SHALL BE 20 mm FOR d
⇐ 24 mm, 30 mm OTHERWISE. THE FILLET WELD THICKNESS
bolt
OF THE CENTERING PLATE SHALL BE AT LEAST 0.5 TIMES THE PLATE THICKNESS.
-
WHERE REQUIRED PROVIDE GROUTING BETWEEN CONCRETE AND STEEL PLATE.
-
ANCHOR BOLTS CALLOUTS ARE SHOWN IN DESIGN DRAWINGS USING FOLLOWING FORMAT:
NUMBER OF ANCHOR BOLTS
A
A
C 5 7 . 0
≤
A2
2
** lbd as 4439-AA-DX-00000001 - minimum required anchoring length for rebars
TYPICAL PEDESTAL REINFORCEMENT (HORIZONTAL, NOTE 24)
SECTION
B
B
5 2 1
B
3mm THK. FLAT WELDED TO WASHER PLATE
3
1 B
A2 TO BE PLACED WITHIN THE FIRST 125 mm
SHEAR DIRECTION
B
ANCHOR BOLT MATERIAL
(G 235)
AB-G 235-1-M24-150-480
BOLT EMBEDDED LENGTH (L1 or L2)
ANCHOR BOLT TYPE
PROJECTION (P)
BOLT DIAMETER (M)
- IN CASE OF COMBINED STRESS, THE VERIFICATION SHALL BE CARRIED OUT USING FORMULA:
k
k
15
15
(N
/N
)
(V
/V
Ed
Rd
Ed
Rd
)
≤
BREAKOUT CONE FOR BLOW-OUT
A3, TO BE DISTRIBUITED ALONG l3
3
l
1
1.5
)
,
B A ( n m
i
AS MINIMUM, THE FIRST FOUR TIES AT PIER TOP UNDER ANCHOR BOLTS SHALL BE SPACED EVERY MAX. 100mm
0 5
0 0 1 ≤
0 0 1 ≤
0 0 1 ≤
0 0 1
0 0 2
) .
P Y T (
A
WHERE:
N
= DESIGN TENSION OF SINGLE ANCHOR BOLT
Ed
N
Rd
= DESIGN TENSION CAPACITY OF SINGLE ANCHOR BOLT
V
Ed
V
Rd
k
15
= DESIGN SHEAR OF SINGLE ANCHOR BOLT
= DESIGN SHEAR CAPACITY OF SINGLE ANCHOR BOLT (THREAD INCLUDED)
is as follow (both for non seismic and seismic load combinations):
1.0 if reinforcement is provided
2/3 otherwise
-
ANCHOR BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITIONING. NO BOLT TENSIONING IS REQUIRED UNLESS OTHERWISE NOTED.
-
REQUIRED REINFORCEMENT AND ITS ARRANGEMENT APPLY ONLY IN CASE OF SHEAR TAKEN BY ANCHOR BOLTS. IN CASE OF SHEAR
KEY, STRUCTURAL DESIGNER SHALL DEFINE THE PROPER SOLUTION.
REFERENCES:
DOCUMENT TITLE
CONTRACTOR DOCUMENT N.
STRUCTURAL DESIGN CRITERIA FOR STEEL AND REINFORCED CONCRETE STRUCTURES
4439-AX-SG-000000001
TABLE 1 - GRADE S235 DETAILS FOR ANCHOR BOLT TYPE1, TYPE2
TABLE 2 - REQUIRED REINFORCEMENT (NOTE 24)
GENERAL SPECIFICATION FOR CONCRETE WORKS
4439-AA-SG-000000001
ANCHOR BOLT DIA.
MIN. EDGE DISTANCE
MINIMUM C/C DISTANCE (4M)
EMBEDDED LENGTH (MIN)
BOLT PROJECTION ABOVE & BELOW PLT.
THREADED LENGTH (MIN.)
STEEL PLATE DIMENSIONS
M
(mm)
C
(mm)
C/C
(mm)
L1 (TYPE 1)
(mm)
Z2
(mm)
Z1
(mm)
T2
(mm)
T1
(mm)
B
S
(mm)
(mm)
B1
(mm)
S1
(mm)
MAX. ALLOWANCE FOR BASE PLATE HOLE c
N (mm)
ULTIMATE LIMIT STATE CAPACITIES
(ULS) (SEE NOTE 9, 22)
TENSION (NRd) (kN)
SHEAR (VRd)a (kN)
SHEAR (VRd)b (kN)
ANCHOR BOLT DIA.
VERTICAL
A1
HORIZONTAL (SEE NOTE 18)
A2
A3
M
(mm)
Req. reinf per bolt (mm2)
q
(mm)
Req. reinf per bolt (mm2)
Req. reinf per bolt (mm2)
l3
(mm)
16
18
20
22
24
27
30
33
36
39
42
45
48
52
56
60
64
68
72
108
109
110
111
115
130
144
158
173
187
202
216
230
250
269
288
307
326
346
64
72
80
88
96
108
120
132
144
156
168
180
192
208
224
240
256
272
288
320
360
400
440
480
540
600
660
720
780
840
900
960
1040
1120
1200
1280
1360
1440
50
55
60
65
70
78
85
93
100
108
115
123
130
140
150
160
170
180
190
29
43
36
40
43
49
54
65
65
70
76
81
86
94
101
108
115
122
130
70
80
85
90
95
102.5
110
117.5
125
132.5
140
147.5
155
165
175
185
195
205
215
49
57
61
65
74
80
91
96
103
108
115
123
128
136
144
155
167
174
183
40
45
45
50
50
60
65
70
75
80
85
90
95
100
105
110
115
125
130
10
10
10
10
10
15
15
15
15
15
15
20
20
20
20
25
25
25
30
80
80
125
125
140
155
155
175
175
220
220
230
230
230
230
230
230
230
230
16
20
20
20
25
25
30
30
30
30
30
32
32
32
32
36
40
40
40
2
3
41
50
64
79
91
119
145
180
212
253
290
340
381
456
526
612
695
793
897
5
7
9.4
11.6
14.8
19.6
26.1
32.4
39.4
49
57.6
69.3
79.6
258
298
346
3.2
4.5
6
7.7
9.8
13.3
17.9
22.7
28.2
35.3
42.2
51
59.5
72.3
86.6
104.6
a. GROUT THICKNESS EQUAL TO 25mm b. GROUT THICKNESS EQUAL TO 50mm
c . THE MAXIMUM ALLOWANCE FOR BASE PLATE OF 2mm FOR Dbolt ≤ 24mm OR 3mm IN CASE OF Dbolt > 24mm, APPLIES IF THE
ANCHOR BOLTS ARE DESIGNED TO TRANSFER THE SHEAR LOAD TO THE FOUNDATION, OTHERWISE IT CAN BE INCREASED AS PER 4439 - AI-DX-000000001 SPEC. (e.g. SHEAR KEY PRESENCE OR BASE PLATE OF A COLUMN THAT IS NOT PART OF THE BRACING SYSTEM ETC.)
16
18
20
22
24
27
30
33
36
39
42
45
48
52
56
60
64
68
72
105
125
160
200
230
300
365
450
530
635
730
850
955
1145
1320
1530
1740
1985
2245
211
238
266
293
320
357
398
439
480
521
562
599
640
695
749
800
855
909
960
18
26
34
43
53
69
89
108
130
158
184
223
254
815
930
1067
26
32
40
50
58
75
91
113
135
160
185
215
240
285
330
385
435
500
565
152
156
150
144
161
198
246
294
341
389
436
484
532
598
665
732
799
856
922
GENERAL NOTES FOR STEEL STRUCTURES
4439-AI-DX-000000001
SPECIFICATION FOR DESIGN OF FOUNDATIONS AND ELEVATED CONCRETE STRUCTURES 1CD1673A-8310-SP-0000-43A1
SPECIFICATION FOR REINFORCED CONCRETE CONSTRUCTION AND DURABILITY 1CD1673A-8310-SP-0000-43A3
GENERAL NOTES FOR REINFORCED CONCRETE 1CD1673A-8310-SP-0000-43B0
STANDARD DRAWING FOR CONCRETE WORKS - GENERAL NOTES 4439-AA-DX-000000001
3
2
1
0
12/Dec/2024
27/Sep/2024
23/Aug/2024
10/May/2024
IFD - Issued for Design
IFD - Issued for Design
IFD - Issued for Design
L. Lischio V. Capodici M. Benassi
L. Lischio V. Capodici M. Benassi
L. Lischio V. Capodici M. Benassi
IFR - Issued for Review
L. Lischio V. Capodici M. Benassi
Realisation en EPC d'installations de production de
LINEAR-ALKYL-BENZENE <
STANDARD DRAWING FOR CONCRETE WORKS ANCHOR BOLTS DETAILS
4439-AA-DX-000000002
A1
1 / 1
Echelle :
Rev :
3
Project: Q-32976 - Tecnmont SKIKDA Folder: Reference Documents