General Recommendations for Steelwork Tenders and Contracts
F-1 General
F-1.1 The recommendations given in this annex are in line with those generally adopted for steelwork construction and are meant for general information.
F-1.2 These recommendations do not form part of the requirements of the Section and compliance with these is not necessary for the purpose of complying with this Section.
F-1.3 The recommendations are unsuitable for inclusion as a block requirement in a contract, but in drawing up a contract the points mentioned should be given consideration.
F-2 Exchange of Information
Before the steelwork design is commenced, the building designer should be satisfied that the planning of the building, its dimensions and other principal factors meet the requirements of the building owner and comply with regulations of all authorities concerned. Collaboration of building designer and steelwork designer should begin at the outset of the project by joint consideration of the planning and of such questions as the stanchion spacing, materials to be used for the construction, and depth of basement.
F-3 Information Required by the Steelwork Designer
F-3.1 General
a) Site plans showing in plan and elevation of the proposed location and main dimensions of the building or structure;
b) Ground levels, existing and proposed;
c) Particulars of buildings or other constructions which may have to remain on the actual site of the new building or structure during the erection of the steelwork;
d) Particulars of adjacent buildings affecting, or affected by, the new work;
e) Stipulation regarding the erection sequence or time schedule;
f) Conditions affecting the position or continuity of members;
g) Limits of length and weight of steel members in transit and erection;
h) Drawings of the substructure, proposed or existing, showing:
levels of stanchion foundations, if already determined;
any details affecting the stanchion bases or anchor bolts;
permissible bearing pressure on the foundation; and
provisions for grouting.
NOTE— In the case of new work, the substructure should be designed in accordance with the relevant standards dealing with foundations and substructure.
j) The maximum wind velocity appropriate to the site (see Section 1 of Part 7 ‘Construction Management, Practices and Safety, of the Code); and
k) Environmental factors, such as proximity to sea coast, and corrosive atmosphere. Reference to bye-laws and regulations affecting the steelwork design and construction.
F-3.2 Further Information Relating to Buildings
a) Plans of the floors and roof with principal dimensions, elevations and cross-sections showing heights between floor levels.
b) The occupancy of the floors and the positions of any special loads should be given.
c) The building drawings, which should be fully dimensioned, should preferably be to the scale of 1 to 100 and should show all stairs, fire escapes, lifts, etc, suspended ceilings, flues and ducts for heating and ventilating. Doors and windows should be shown, as the openings may be taken into account in the computations of dead load.
Requirements should be given in respect of any maximum depth of beams or minimum head room.
Large-scale details should be given of any special features affecting the steelwork.
d) The inclusive weight per m2 of walls, floors, roofs, suspended ceilings, stairs and partitions, or particulars of their construction and finish for the computation of dead load.
The plans should indicate the floors, which are to be designed to carry partitions. Where the layout of partitions is not known, or a given layout is liable to alteration, these facts should be specially noted so that allowance may be made for partitions in any position (see Part 6 'Structural Design, Section 1 Loads, Forces and Effects').
e) The superimposed loads on the floors appropriate to the occupancy, as given in Part 6 ‘Structural Design, Section 1 Loads, Forces and Effects’ or as otherwise required.
f) Details of special loads from cranes, runways, tips, lifts, bunkers, tanks, plant and equipment.
g) The grade of fire resistance appropriate to the occupancy as may be required.
F-4 Information Required by Tenderer (IF Not Also Designer)
F-4.1 General
a) All information listed under F-3.1;
b) Climatic conditions at site-seasonal variations of temperature, humidity, wind velocity and direction;
c) Nature of soil. Results of the investigation of sub-soil at site of building or structure;
d) Accessibility of site and details of power supply;
e) Whether the steelwork contractor will be required to survey the site and set out or check the building or structure lines, foundations and levels;
f) Setting-out plan of foundations, stanchions and levels of bases;
g) Cross sections and elevations of the steel structure, as necessary, with large-scale details of special features;
h) Whether the connections are to be bolted, riveted or welded. Particular attention should be drawn to connections of a special nature, such as turned bolts, high strength friction grip bolts, long rivets and overhead welds;
j) Quality of steel, and provisions for identification;
k) Requirements in respect of protective paintings at works and on site, galvanizing or cement wash;
m) Approximate dates for commencement and completion of erection;
n) Details of any tests which have to be made during the course of erection or upon completion; and
p) Schedule of quantities. Where the tenderer is required to take off quantities, a list should be given of the principal items to be included in the schedule.
F-4.2 Additional Information Relating to Buildings
a) Schedule of stanchions giving sizes, lengths and typical details of brackets, joints, etc;
b) Plan of grillages showing sizes, lengths and levels of grillage beams and particulars of any stiffeners required;
c) Plans of floor beams showing sizes, lengths
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
and levels eccentricities and end moments. The beam reactions and details of the type of connection required should be shown on the plans;
d) Plan of roof steelwork. For a flat roof, the plan should give particulars similar to those of a floor plan. Where the roof is pitched, details should be given of trusses, portals, purlins, bracing, etc;
e) The steelwork drawings should preferably be to a scale of 1 to 100 and should give identification marks against all members; and
f) Particulars of holes required for services, pipes, machinery fixings, etc. Such holes should preferably be drilled at works.
F-4.3 Information Relating to Execution of Building Work
a) Supply of materials;
b) Weight of steelwork for payment;
c) Wastage of steel;
d) Insurance, freight and transport from shop to site;
e) Site facilities for erection;
f) Tools and plants;
g) Mode and terms of payment;
h) Schedules;
j) Force Majeure (sections and provisions for liquidation and damages for delay in completion); and
k) Escalation sections.
F-5 Detailing
In addition to the number of copies of the approved drawings or details required under the contract, dimensioned shop drawings or details should be submitted in duplicate to the engineer who should retain one copy and return the other to the steel supplier or fabricators with his comments, if any.
F-6 Time Schedule
As the dates on which subsequent trades can commence, depend on the progress of erection of the steel framing, the time schedule for the latter should be carefully drawn up and agreed to by the parties concerned at a joint meeting.
F-7 Procedure on Site
The steelwork contractor should be responsible for
the positioning and levelling of all steelwork. Any checking or approval of the setting out by the general contractor or the engineer should not relieve the steelwork contractor of his responsibilities in this respect.
F-8 Inspection
References may be made to the accepted standard [6-6(41)] for general guidance.
F-8.1 Access to Contractor's Works
The contractor should offer facilities for the inspection of the work at all stages.
F-8.2 Inspection of Fabrication
Unless otherwise, agreed, the inspection should be carried out at the place of fabrication. The contractor should be responsible for the accuracy of the work and for any error, which may be subsequently discovered.
F-8.3 Inspection on Site
To facilitate inspection, the contractor should during all working hours, have a foreman or properly accredited charge hand available on the site, together with a complete set of contract drawings and any further drawings and instructions which may have been issued from time to time.
F-9 Maintenance
F-9.1 General
Where steelwork is to be encased in solid concrete, brickwork or masonry, the question of maintenance should not arise, but where steelwork is to be housed in hollow fire protection or is to be unprotected, particularly where the steelwork is exposed to a corroding agent, the question of painting or protective treatment of the steelwork should be given careful consideration at the construction stage, having regard to the special circumstances of the case.
F-9.2 Connections
Where connections are exposed to a corroding agent, they should be periodically inspected, and any corroded part should be thoroughly cleaned and painted.
F-9.2.1 Where bolted connections are not solidly encased and are subject to vibratory effects of machinery or plant, they should be periodically inspected and all bolts tightened.
(Clause D-1.1)
ANNEX G
Table 44Plastic Properties of Beams {see also accepted standard [6-6(35)]}
Designation
Weight per Metre
Sectional Area
Depth of Section
Width of Flange
Thickness of Flange
Thickness of Web
Radii of Gyration
Section Modulus
Plastic Modulus
Shape Factor
(ry) cm(8)
(Zez) cm(9)
(tf) cm3(10)
(Zpz) cm3(11)
(Zpz/Zez) (12)
kg/m(2)
cm2(3)
(D)mm(4)
(bf) mm(5)
(tw) mm(6)
(rz) mm(7)
ISWB 600
*145.1
184.86
600
250
23.6
11.8
25.01
5.35
3 854.2
4 341.63
1.126 5
ISWB 600
*133.7
170.38
600
250
21.3
11.2
24.97
5.25
3 540.0
3 986.66
1.126 2
ISMB 600
*122.6
156.21
600
210
20.8
12.0
24.24
4.12
3 060.4
3 510.63
1.147 1
ISWB 550
*112.5
143.34
550
250
17.6
10.5
22.86
5.11
2 723.9
3 066.29
1.125 7
ISLB 600
*99.5
126.07
600
210
15.5
10.5
23.98
3.79
2 428.9
2 798.56
1.152 2
ISMB 550
103.7
132.11
550
190
19.3
11.2
22.16
3.73
2 359.8
2 711.98
1.149 2
ISWB 500
*95.2
121.22
500
250
14.7
9.9
20.77
4.96
2 091.6
2 351.35
1.124 2
ISLB 550
*86.3
109.97
550
190
15.0
9.9
21.99
3.48
1 933.2
2 228.16
1.152 6
ISMB 500
86.9
110.74
500
180
17.2
10.2
20.21
3.52
1 808.7
2 074.67
1.147 1
ISHB 450
92.5
117.89
450
250
13.7
11.3
18.50
5.08
1 793.3
2 030.95
1.132 5
ISHB 450
87.2
111.14
450
250
13.7
9.8
18.78
5.18
1 742.7
1 955.03
1.121 8
ISLB 500
*75.0
95.50
500
180
14.1
9.2
20.10
3.34
1 543.2
1 773.67
1.149 3
ISWB 450
79.4
101.15
450
200
15.4
9.2
18.63
4.11
1 558.1
1 760.59
1.130 0
ISHB 400
82.2
104.66
400
250
12.7
10.6
16.61
5.16
1 444.2
1 626.36
1.126 1
ISHB 400
77.4
98.66
400
250
12.7
9.1
16.87
5.26
1 404.2
1 556.33
1.115 5
ISMB 450
*72.4
92.27
450
150
17.4
9.4
18.15
3.01
1 350.7
1 533.36
1.150 0
ISLB 450
*65.3
83.14
450
170
13.4
8.6
18.20
3.20
1 223.8
1 401.35
1.145 1
ISWB 400
66.7
85.01
400
200
13.0
8.6
16.60
4.04
1 171.3
1 290.19
1.127 1
ISHB 350
72.4
92.21
350
250
11.6
10.1
14.65
5.22
1 131.6
1 268.69
1.121 2
ISHB 350
67.4
85.91
350
250
11.6
8.3
14.93
5.34
1 094.8
1 213.53
1.108 5
ISMB 400
*61.5
78.40
400
140
16.0
8.9
16.05
2.84
1 020.0
1 176.18
1.149 8
ISLB 400
*56.9
72.43
400
165
12.5
8.0
16.33
3.15
965.3
1 099.45
1.139 0
ISWB 350
56.9
72.50
350
200
11.4
8.0
14.63
4.03
887.0
995.49
1.122 3
ISHB 300
63.0
80.25
300
250
10.6
9.4
12.70
5.29
863.3
962.18
1.114 5
ISHB 300
58.8
74.85
300
250
10.6
7.6
12.95
5.41
836.3
921.68
1.102 1
ISMC 400
*49.4
62.93
400
100
15.3
8.6
15.48
2.83
754.1
891.03
1.181 6
ISMB 350
52.4
66.70
350
140
14.2
8.1
14.32
2.84
779.0
889.57
1.142 1
ISLB 350
49.5
63.01
350
165
11.4
7.4
14.45
3.17
751.9
851.11
1.132 0
ISLC 400
*45.7
58.25
400
100
14.0
8.0
15.50
2.81
699.5
825.02
1.179 4
ISWB 300
48.1
61.33
300
200
10.0
7.4
12.66
4.02
654.8
731.21
1.116 7
ISHB 250
54.7
69.71
250
250
9.7
8.8
10.70
5.37
638.7
708.43
1.109 2
ISLB 325
*43.1
54.90
325
165
9.8
7.0
13.41
3.05
607.7
687.76
1.131 7
ISHB 250
51.0
64.96
250
250
9.7
6.9
10.91
5.49
618.9
678.73
1.096 7
ISMC 350
*42.1
53.66
350
100
13.5
8.1
13.66
2.83
571.9
672.19
1.175 4
ISMB 300
*44.2
56.26
300
140
12.4
7.5
12.37
2.84
573.6
651.74
1.136 2
ISLC 350
*38.8
49.47
350
100
12.5
7.4
13.72
2.82
532.1
622.95
1.170 7
ISLB 300
*37.7
48.08
300
150
9.4
6.7
12.35
2.80
488.9
554.32
1.133 8
ISHB 225
46.8
59.66
225
225
9.1
8.6
9.58
4.84
487.0
542.22
1.113 4
ISWB 250
40.9
52.05
250
200
9.0
6.7
10.69
4.06
475.4
527.57
1.109 7
ISHB 225
43.1
54.94
225
225
9.1
6.5
9.80
4.96
469.3
515.82
1.098 7
ISMC 300
*35.8
45.64
300
90
13.6
7.6
11.81
2.61
424.2
496.77
1.171 1
ISMB 250
37.3
47.55
250
125
12.5
6.9
10.39
2.65
410.5
465.71
1.134 5
ISLC 300
*33.1
42.11
300
100
11.6
6.7
11.98
2.87
403.2
466.73
1.157 6
ISLB 275
*33.0
42.02
275
140
8.8
6.4
11.31
2.61
392.4
443.09
1.130 5
ISHB 200
40.0
50.94
200
200
9.0
7.8
8.55
4.42
372.2
414.23
1.112 9
ISHB 200
37.3
47.54
200
200
9.0
6.1
8.71
4.51
360.8
397.23
1.101 0
ISWB 225
33.9
43.24
225
150
9.9
6.4
9.52
3.22
348.5
389.93
1.118 9
ISMC 250
*30.4
38.67
250
80
14.1
7.1
9.94
2.38
305.3
356.72
1.168 4
ISMB 225
31.2
39.72
225
110
11.8
6.5
9.31
2.34
305.9
348.27
1.138 5
ISLB 250
*27.9
35.53
250
125
8.2
6.1
10.23
2.33
297.4
338.69
1.138 8
ISLC 250
28.0
35.65
250
100
10.7
6.1
10.17
2.89
295.0
338.11
1.146 2
ISWB 200
28.8
36.71
200
140
9.0
6.1
8.46
2.99
262.5
293.99
1.120 0
ISMC 225
*25.9
33.01
225
80
12.4
6.4
9.03
2.38
239.5
277.93
1.160 5
ISLC 225
*24.0
30.53
225
90
10.2
5.8
9.14
2.62
226.5
260.13
1.148 5
ISLB 225
*23.5
29.92
225
100
8.6
5.8
9.15
1.94
222.4
254.72
1.145 3
ISMB 200
25.4
32.33
200
100
10.8
5.7
8.32
2.15
223.5
253.86
1.135 8
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
Table 44 — (Concluded)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
ISHB 150
34.6
44.08
150
150
9.0
11.8
6.09
3.35
218.1
251.64
1.153 8
ISHB 150
30.6
38.98
150
150
9.0
8.4
6.29
3.44
205.3
232.52
1.132 6
ISHB 150
27.1
34.48
150
150
9.0
5.4
6.50
3.54
194.1
215.64
1.111 0
ISMC 200
*22.1
28.21
200
75
11.4
6.1
8.03
2.23
181.9
211.25
1.161 4
ISLC 200
*20.6
26.22
200
75
10.8
5.5
8.11
2.37
172.6
198.77
1.151 6
ISWB 175
22.1
28.11
175
125
7.4
5.8
7.33
2.59
172.5
194.20
1.125 8
ISLB 200
*19.8
25.27
200
100
7.3
5.4
8.19
2.13
169.7
184.34
1.137 0
ISMB 175
*19.3
24.62
175
90
8.6
5.5
7.19
1.86
145.4
166.08
1.142 2
ISMC 175
*19.1
24.38
175
75
10.2
5.7
7.08
2.23
139.8
161.65
1.156 3
ISLC 175
*17.6
22.40
175
75
9.5
5.1
7.16
2.38
131.3
150.36
1.145 2
ISLB 175
*16.7
21.30
175
90
6.9
5.1
7.17
1.93
125.3
143.30
1.143 7
ISJB 225
*12.8
16.28
225
80
5.0
3.7
8.97
1.58
116.3
134.15
1.153 5
ISJC 200
13.9
17.80
200
70
7.1
4.1
8.08
2.18
116.1
133.12
1.146 5
ISWB 150
17.0
21.67
150
100
7.0
5.4
6.22
2.09
111.9
126.86
1.133 7
ISMC 150
16.4
20.88
150
75
9.0
5.4
6.11
2.21
103.9
119.82
1.153 3
ISMB 150
14.9
19.00
150
80
7.6
4.8
6.18
1.66
96.9
110.48
1.140 1
ISLC 150
14.4
18.36
150
75
7.8
4.8
6.16
2.37
93.0
106.17
1.141 6
ISLB 150
14.2
18.08
150
80
6.8
4.8
6.17
1.75
91.8
104.50
1.138 4
ISJC 175
*11.2
14.24
175
60
6.9
3.6
7.11
1.88
82.3
94.22
1.144 9
ISJB 200
*9.9
12.64
200
60
5.0
3.4
7.86
1.17
78.1
90.89
1.163 9
ISMB 125
13.0
16.60
125
75
7.6
4.4
5.20
1.62
71.8
81.85
1.139 9
ISMC 125
12.7
16.19
125
65
8.1
5.0
5.07
1.92
66.6
77.15
1.158 5
ISLB 125
11.9
15.12
125
75
6.5
4.4
5.19
1.69
65.1
73.93
1.135 6
ISJC 150
9.9
12.65
150
55
6.9
3.6
6.90
1.73
62.8
72.04
1.147 2
ISLC 125
10.7
13.67
125
65
6.6
4.4
5.11
2.05
57.1
65.45
1.146 2
ISJB 175
*8.1
10.28
175
50
4.6
3.0
6.83
0.97
54.8
64.22
1.179 9
ISMB 100
11.5
14.60
100
75
7.2
4.0
4.20
1.05
36.6
41.68
1.138 9
ISJB 150
*7.1
9.01
150
50
4.6
3.0
5.98
1.01
42.9
49.57
1.155 6
ISJC 125
7.9
10.07
125
50
6.6
3.0
5.18
1.60
43.2
49.08
1.136 2
ISMC 100
9.2
11.70
100
50
7.5
4.7
4.00
1.49
37.3
43.83
1.175 0
ISLB 100
8.0
10.21
100
50
6.4
4.0
4.06
1.12
33.6
38.89
1.157 3
ISLC 100
7.9
10.02
100
50
6.4
4.0
4.06
1.57
32.9
38.09
1.157 6
ISJC 100
*5.8
7.41
100
45
5.1
3.0
4.09
1.42
24.8
28.38
1.144 2
ISMC 75
6.8
8.67
75
40
7.3
4.4
2.96
1.21
20.8
24.17
1.190 4
ISLB 75
6.1
7.71
75
50
5.0
3.7
3.07
1.14
19.4
22.35
1.152 2
ISLC 75
*5.7
7.26
75
40
6.0
3.7
3.02
1.26
17.6
20.61
1.171 0
NOTE — Sections having ‘weight per metre’ marked with an asterisk (*) may be chosen as the section is lighter having high Zp as compared to sections below it.
The following list records those standards which are acceptable as ‘good practice’ and ‘accepted standards’ in the fulfillment of the requirements of the Code. The latest version of a standard shall be adopted at the time of enforcement of the Code. The standards listed may be used by the Authority for conformance with the requirements of the referred clauses in the Code.
In the following list, the number appearing in the first column within parentheses indicates the number of the reference in this Section:
IS No.
Title
(1) 786 : 1967
Conversion factors and conversion tables (first revision)
(2) 808 : 1989
Dimensions for hot-rolled steel beam, column, channel and angle sections (third revision)
1852 : 1985
Rolling and cutting tolerance for hot rolled steel products (fourth revision)
(3) IS 8000
Geometrical tolerancing on technical drawings (second revision)
IS No.
Title
IS No.
Title
(Part 1):1985
Tolerances of form, orientation, location and run-out, and appropriate geometrical definitions (first revision)
(13) 1148:2009
Steel rivet bars (medium and high tensile)—For structural purposes (fourth revision)
(Part 2):1992
Maximum material principles (first revision)
(14) 1363
Hexagon head bolts, screws and nuts of product grade C:
(Part 3):1992
Dimensioning and tolerancing of profiles (second revision)
(Part 1):2002/ISO 4016:1999
Hexagon head bolts (size range M5 to M64) (fourth revision)
(Part 4):1976
Practical examples of indications on drawings
(Part 2):2002/ISO 4018:1999
Hexagon head screws (size range M5 to M64) (fourth revision)
8976:1978
Guide for preparation and arrangement of sets of drawings and parts list
(Part 3):2002/ISO 4034:1999
Hexagon nuts (size range M5 to M64) (fourth revision)
962:1989
Code of practice for architectural and building drawings (second revision)
1364
Hexagon head bolts, screws and nuts of product grades A and B:
(4) 962:1989
Code of practice for architectural and building drawings (second revision)
(Part 1):2014/ISO 4014:2005
Hexagon head bolts (size range M1.6 to M64) (fourth revision)
(5) 813:1986
Scheme of symbols for welding (first revision)
(Part 2):2002/ISO 4017:1999
Hexagon head screws (size range M1.6 to M64) (fourth revision)
(6) 2062:2011
Hot rolled low, medium and high tensile structural steel (seventh revision)
(Part 3):2002/ISO 4032:1999
Hexagon nuts, Style 1(size range M1.6 to M64) (fourth revision)
(7) 1608:2005/ISO 6892:1998
Metallic materials — Tensile testing at ambient temperatures (third revision)
(Part 4):2003/ISO 4035:1999
Hexagon thin nuts (chamfered) (size range M1.6 to M64) (fourth revision)
(8) 1161:2014
Steel tubes for structural purposes (fifth revision)
(Part 5):2002/ISO 4036:1999
Hexagon thin nuts – Product grade B (unchamfered) (size range M1.6 to M10) (fourth revision)
(9) 814:2004
Specification for covered electrodes for manual metal arc welding of carbon and carbon manganese steel (sixth revision)
1367
Technical supply conditions for threaded steel fasteners:
(10) 7557:1982
Specification for steel wire (up to 20 mm) for the manufacture of cold-forged rivets (first revision)
(Part 1):2014/ISO 8992:2005
General requirements for bolts, screws and studs (fourth revision)
(11) 1148:2009
Steel rivet bars (medium and high tensile)—For structural purposes (fourth revision)
(Part 2):2002/ISO4759-1:2000
Tolerance for fasteners—Bolts, screws, studs and nuts — Product grades A, B and C (third revision)
(12) 1929:1982
Specification for hot forged steel rivets for hot closing (12 to 36 mm diameter) (first revision)
(Part 3):2002/ISO 898-1:1999
Mechanical properties of fasteners made of carbon steel and alloy steel—bolts, screws and studs (fourth revision)
2155:1982
Specification for cold forged solid steel rivets for hot closing (6 to 16 mm diameter) (first revision)
(Part 5):2002/ISO898-5:1998
Mechanical properties of fasteners made of carbon steel and alloy steel — set screws and similar threaded fasteners not under tensile stresses (third revision)
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
IS No.
Title
IS No.
Title
(Part 6) : 1994/ISO 898-2 : 1992
Mechanical properties and test methods for nuts with specified (third revision)
3640 : 1982
with nominal diameters 1 mm to 10 mm
(Part 7) : 1980
Mechanical properties and test methods for nuts without specified proof loads (second revision)
3757 : 1985
Specification for hexagon fit bolts (first revision)
(Part 8) : 2014/ISO 2320 : 2008
Prevailing torque type steel hexagon nuts — Mechanical and performance properties (fourth revision)
5369 : 1975
Specification for high strength structural bolts (second revision)
(Part 9)
Surface discontinuities
5370 : 1969
Specification for plain washers and lock washers (first revision)
Sec 1 : 1993/ISO 6157-1 : 1988
Bolts, screws and studs for general application (third revision)
5372 : 1975
Specification for plain washers with outside diameter 3 × inside diameter
Sec 2 : 1993/ISO 6157-3 : 1988
Bolts, screws and studs for special applications (third revision)
5374 : 1975
Taper washer for channels (ISMC) (first revision)
(Part 10) : 2002/ISO 6157-2 : 1995
Surface discontinuities—Nuts (third revision)
5624 : 1993
Specification for channels (ISMC) (first revision)
(Part 11) : 2002/ISO 4042 : 1999
Electroplated coatings (third revision)
6610 : 1972
Taper washers for I-beams (ISMB) (first revision)
(Part 12) : 1981
Phosphate coatings on threaded fasteners (second revision)
6623 : 2004
Specification for foundation bolts (first revision)
(Part 13) : 1983
Hot dip galvanized coatings on threaded fasteners (second revision)
6639 : 1972
Specification for heavy washers for steel structures
Specification for high strength structural nuts (second revision)
(Part 14)
Mechanical properties of corrosion-resistant stainless-steel fasteners
(15) 4000 : 1992
Specification for hexagon bolts for steel structures
Sec 1 : 2002/ISO 3506-1 : 1997
Bolts, screws and studs (third revision)
(16) 1030 : 1998
Specification for hardened and tempered washers for high strength structural bolts and nuts (second revision)
Sec 2 : 2002/ISO 3506-2 : 1997
Nuts (third revision)
(17) 2708 : 1993
Code of practice for high strength bolts in steel structures (first revision)
Sec 3 : 2002/ISO 3506-3 : 1997
Set screws and similar fasteners not under tensile stress (third revision)
(18) 814 : 2004
Carbon steel castings for general engineering purposes (fifth revision)
(Part 16) : 2002/ISO 8991 : 1986
Designation system for fasteners (third revision)
(19) 1395 : 1982
Specification for covered electrodes for manual metal arc welding of carbon and carbon manganese steel (fifth revision)
(Part 17) : 2005/ISO 3269 : 2000
Inspection, sampling and acceptance procedure (fourth revision)
(20) 1278 : 1972
Specification for filler rods and wires for gas welding (second revision)
(Part 18) : 1996
Packaging (third revision)
Specification for filler rods and wires for gas welding (second revision)
(Part 19) : 1997/ISO 3800 : 1993
Axial load fatigue testing of bolts, screws and studs
Specification for filler rods and wires for gas welding (second revision)
(Part 20) : 1996/ISO 898-7 : 1992
Torsional test and minimum torques for bolts and screws
Specification for filler rods and wires for gas welding (second revision)
(21) 1387 : 1993
General requirements for the supply of metallurgical materials (second revision)
(33) 10748 : 2004
Hot rolled steel strip for welded tubes and pipes — Specification (second revision)
(22) 15977 : 2013
Specification for classification and acceptance tests for bare solid wire electrodes and wire flux combination for submerged are welding of structural steel
(34) 801 : 1975
Code of practice for use of cold-formed light gauge steel structural members in general building construction (first revision)
(23) 6419 : 1996
Welding rods and bare electrodes for gas shielded arc welding of structural steel (first revision)
(35) 808 : 1989
Dimensions for hot-rolled steel beam, column, channel and angle sections (third revision)
6560 : 1996
Molybdenum and chromium-molybdenum low alloy steel welding rods and bare electrodes for gas shielded arc welding (first revision)
(36) 4326 : 2013
Code of practice for earthquake resistance design and construction of buildings (third revision)
6560 : 1996
Molybdenum and chromium-molybdenum low alloy steel welding rods and bare electrodes for gas shielded arc welding (first revision)
(37) 3757 : 1985
Specification for high strength structural bolts (second revision)
(24) 513 : 2008
Cold reduced low carbon steel sheets and strips (fifth revision)
(38) 1367
Technical supply conditions for threaded steel fasteners:
(25) 1079 : 2009
Specification for hot rolled carbon steel sheets and strips (sixth revision)
(Part 1) : 2014/ISO 8992 : 2005
General requirements for bolts, screws and studs (fourth revision)
(26) 1367 (Part 3): 2002/ISO 898-1 : 1999
Technical supply conditions for threaded steel fasteners : Part 3 Mechanical properties of fasteners made of carbon steel and alloy steel - bolts, screws and studs (fourth revision)
(Part 2) : 2002 / ISO 4759-1 : 2000
Tolerance for fasteners — Bolts, screws, studs and nuts — Product grades A, B and C (third revision)
(26) 1367 (Part 3): 2002/ISO 898-1 : 1999
Technical supply conditions for threaded steel fasteners : Part 3 Mechanical properties of fasteners made of carbon steel and alloy steel - bolts, screws and studs (fourth revision)
(Part 3) : 2002/ISO 898-1 : 1999
Mechanical properties of fasteners made of carbon steel and alloy steel - bolts, screws and studs (fourth revision)
(27) 1875 : 1992
Specification for carbon steel billets, blooms, slabs and bars for forgings (fifth revision)
(Part 5) : 2002/ISO 898-5 : 1998
Mechanical properties of fasteners made of carbon steel and alloy steel - sets screws and similar threaded fasteners not under tensile stresses (third revision)
(28) 1990 : 2009
Steel rivet and stay bars for boilers (second revision)
(Part 5) : 2002/ISO 898-5 : 1998
Mechanical properties of fasteners made of carbon steel and alloy steel - sets screws and similar threaded fasteners not under tensile stresses (third revision)
(29) 2002 : 2009
Steel plates for pressure vessels for intermediate and high temperature service including boilers (third revision)
(Part 6) : 1994/ISO 898-2 : 1992
Mechanical properties and test methods for nuts with specified (third revision)
(30) 3039 : 1988
Structural steel for construction of hulls of ships (second revision)
(Part 7) : 1980
Mechanical properties and test methods for nuts without specified proof loads (third revision)
(31) 6240 : 2008
Hot rolled steel plate (up to 6 mm) sheet and strip for the manufacture of low pressure liquefiable gas cylinders (fourth revision)
(Part 8) : 2014/ISO 2320:2008
Prevailing torque type steel hexagon nuts - Mechanical and performance properties (fourth revision)
(32) 9295 : 1983
Steel tubes for idlers for belt conveyors (first revision)
(Part 9)
Surface discontinuities
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
IS No.
Title
IS No.
Title
Sec 1 : 1993/
Bolts, screws and studs for general application (third revision)
9172 : 1979
reinforcement in RB and RCC construction
Sec 2 : 1993/ISO 6157-3 : 1988
Bolts, screws and studs for special applications (third revision)
(41) 7215 : 1974
Recommended design practice for corrosion prevention of steel structures
(Part 10) : 2002/ISO 6157-2 : 1995
Surface discontinuities – Nuts (third revision)
(42) 12843 : 1989
Tolerances for fabrication of steel structures
(Part 11) : 2002/ISO 4042 : 1999
Electroplated coatings (third revision)
(43) 9595 : 1996
Tolerances for erection of steel structures
(Part 12) : 1981
Phosphate coatings on threaded fasteners (second revision)
Metal arc welding of carbon and carbon manganese steels-Recommendations (first revision)
(Part 13) : 1983
Hot dip galvanized coatings on threaded fasteners (second revision)
(44) 919(Part 1) : 2014/ISO 286-1 : 2010
ISO systems of limits and fits: Bases of tolerance, deviations and fits (third revision)
Tables of standard tolerance grades and limit deviations for holes and shafts (second revision)
(Part 14)
Mechanical properties of corrosion-resistant stainless-steel fasteners
(45) 816 : 1969
Code of practice for use of metal arc welding for general construction in mild steel (first revision)
Sec 1 : 2002/ISO 3506-1 : 1997
Bolts, screws and studs (third revision)
Code of practice for resistance spot welding for light assemblies in mild steel
Sec 2 : 2002/ISO 3506-2 : 1997
Nuts (third revision)
819 : 1957
Code of practice for use of welding in bridges and structures subject to dynamic loading (second revision)
Sec 3 : 2002/ISO 3506-3 : 1997
Set screws and similar fasteners not under tensile stress (third revision)
1024 : 1999
Code of practice for seam welding in mild steel
(Part 16) : 2002/ISO 8991 : 1986
Designation system for fasteners (third revision)
Code of practice for oxy-acetylene welding for structural work in mild steels (second revision)
(Part 17) : 2005/ISO 3269 : 2000
Inspection, sampling and acceptance procedure (third revision)
1261 : 1959
Metal arc welding of carbon and carbon manganese steels — Recommendations (first revision)
(Part 18) : 1996
Packaging (third revision)
1323 : 1982
Code of Practice for training of welders
(Part 19) : 1997/ISO 3800 : 1993
Axial load fatigue testing of bolts, screws and studs
Manual metal arc welding (second revision)
(Part 20) : 1996/ISO 898-7 : 1992
Torsional test and minimum torques for bolts and screws with nominal diameters 1 mm to 10 mm
9595 : 1996
Oxyfuel welding (second revision)
(9) 816 : 1969
Code of practice for use of metal arc welding for general construction in mild steel (first revision)
(46) 817
Code of practice for training of welders
9595 : 1996
Metal arc welding of carbon and carbon manganese steels-Recommendations (first revision)
(Part 1) : 1966
Manual metal arc welding (second revision)
(0) 9077 : 1979
Code of practice for corrosion protection of steel
1393 : 1961
Code of practice for training and testing of oxy-acetylene welders
7307(Part 1):1974
Approval tests for welding procedures: Part 1 Fusion welding of steel
(47) 1477
Code of practice for painting of ferrous metals in buildings:
7310(Part 1):1974
Approval tests for welders working to approved welding procedures: Part 1 Fusion welding of steel
(Part 1):2000
Pre-treatment (second revision)
7310(Part 1):1974
Approval tests for welders working to approved welding procedures: Part 1 Fusion welding of steel
(Part 2):1971
Painting (first revision)
7310(Part 1):1974
Approval tests for welders working to approved welding procedures: Part 1 Fusion welding of steel
(48) 7205:1974
Safety code for erection of structural steelwork
7318(Part 1):1974
Approval tests for welders when welding procedure approval is not required: Part 1 Fusion welding of steel
(49) 456:2000
Code of practice for plain and reinforced concrete (fourth revision)
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
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PART 6 STRUCTURAL DESIGN
Section 7 Prefabrication, Systems Building and Mixed/Composite Construction:
7A Prefabricated Concrete
BUREAU OF INDIAN STANDARDS
FOREWORD
... 3
1 SCOPE
... 5
2 TERMINOLOGY
... 5
3 MATERIALS, PLANS AND SPECIFICATIONS
... 6
4 MODULAR COORDINATION, ARCHITECTURAL TREATMENT AND FINISHES
... 6
5 COMPONENTS
... 7
6 PREFABRICATION SYSTEMS AND STRUCTURAL SCHEMES
... 9
7 DESIGN CONSIDERATIONS AND REQUIREMENTS
... 10
8 JOINTS
... 16
9 TESTS FOR COMPONENTS/STRUCTURES
... 19
10 MANUFACTURE, STORAGE, TRANSPORT AND ERECTION OF PRECAST ELEMENTS
... 28
11 EQUIPMENT
... 36
12 PREFABRICATED STRUCTURAL UNITS
... 37
ANNEX A COMMON DEFECTS AND REMEDIES
... 37
LIST OF STANDARDS
... 41
National Building Code Sectional Committee, CED 46
This Code (Part 6/Subsection 7A) gives recommendations regarding modular planning, component sizes, prefabrication systems, design considerations, joints and manufacture, storage, transport and erection of prefabricated concrete elements for use in buildings and such related requirements for prefabricated concrete.
Prefabrication, though desirable for large scale building activities, is now gaining importance for use in the country. Two aspects of prefabrication, specifically to be borne in mind, are the system to be adopted for the different categories of buildings and the sizes of their components. Here the principle of modular coordination is of value and its use is recommended.
Advantages of recent trends in prefabrication have been taken note of and also the hazards attended to such construction. Recommendations on the need to avoid progressive collapse of the structure are covered to make a structure reasonably safe against such a collapse.
Prefabricated constructions being comparatively a new technique, some of the essential requirements for the manufacture of the prefabricated components and elements are also included in this Subsection.
Since the aim of prefabrication is to effect economy and improve quality and speed of construction, the selection of proper materials for prefabrication is also an important factor in the popularization of this technique. The use of locally available materials with required characteristics and the materials which, due to their innate characteristics such as lightweight, easy workability, thermal insulation, non-combustibility, etc, that effect economy and improve quality, may also be tried. However, this Subsection pertains to prefabricated elements with cementitious materials.
The design of prefabricated buildings shall include provision for installations of all services and required piping, wiring and accessories to be installed in the building.
This Section was first published in 1970 and was subsequently revised in 1983. In the first revision, the main changes made included: inclusion of brief provision regarding importance of architectural treatment and finishes as applicable to prefabricated buildings; addition of a brief clause on the requirements of materials for use in prefabrication; elaboration of the clause on prefabricating systems and structural elements; revision of the clause on testing of components to include testing of structure or part of structure; and addition of a brief clause on the manufacture of cellular concrete.l:
In the second revision, this Section 7, earlier named as Prefabrication and Systems Building was renamed and restructured as follows:
Section 7 Prefabrication, Systems Buildings and Mixed/Composite Construction
7A Prefabricated Concrete
7B Systems Buildings and Mixed/Composite Construction
This Subsection, 7A covers prefabricated concrete, in the second revision of which the following main changes were made:
a) Modular coordination and modular dimension of the components were revised to have more flexibility for planning.
b) The provisions on tolerance were revised to include different types of prefabricated components.
c) A detailed clause on design requirements for safety of prefabricated buildings against progressive collapse was included.
d) A clause on sampling procedure was added for testing of components.
In the third, revision, in this Subsection, the following major modifications have been incorporated:
a) Definitions of some new terms have been added and existing terminologies modified, wherever required.
PART 6 STRUCTURAL DESIGN — SECTION 7 PREFABRICATION, SYSTEMS BUILDING AND MIXED/COMPOSITE CONSTRUCTION: 7A PREFABRICATED CONCRETE
b) Provisions relating to prefab systems have been updated.
c) Detailed provisions on diaphragm action of floor systems have been included.
d) Emulative system has been categorized and detailed with respect to its definition, analysis, design, detailing, etc.
e) Design considerations have been updated where accidental impact due to vehicles has been included.
f) Provisions and testing procedures for water tightness of joints have been included.
g) Some of the typical precast joint details have been illustrated.
h) Provisions relating to fire resistance testing of prototypes under sustained load has been provided for.
j) Connection between adjacent prefabricated members only through frictional resistance has been removed and suggestions for resistance using shear has been included.
k) Provisions on site prefabrication have been updated.
m) Guidelines (restriction on the number of components) on vertical stacking on ground have been included.
n) The time for which a chosen component of a lot to be loaded as per the load test has been modified.
p) Provisions for tolerances in erection and associated design considerations have been included.
q) An annex has been included on common defects, their causes and remedies which cover dimensional deviations, cracks, honeycombing, damages, strand slippage, alignment, etc.
The information contained in this Subsection is largely based on IS 15916 : 2010 ‘Building design and erection using prefabricated concrete — Code of practice’. Annex A provides information relating to common defects and remedies related prefabricated concrete construction.
All standards, whether given herein above or cross-referred to in the main text of this Subsection, are subject to revision. The parties to agreement based on this Subsection are encouraged to investigate the possibility of applying the most recent editions of the standards.
For the purpose of deciding whether a particular requirement of this Subsection is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this Subsection.