AMD-1Amendment No. 1 january 2012

TO IS 800 : 2007 GENERAL CONSTRUCTION IN STEEL — CODE OF PRACTICE

(Third Revision)

[(Page (iii), Section 17] — Insert the following new item, as appropriate:

17.15 Bedding Requirement 116'

(Page 6, line 38) — Delete the symbols ‘Cmy, Cmz’ and the corresponding explanation.

(Page 8, line 33) — Insert the following symbols and explanations after this line:

$K_{y}, K_{z}, K_{\mathrm{LT}}$ — Moment amplification factors (see 4.4.2, 4.4.3.1, 4.4.3.3 and 9.3.2.2)'

(Page 18, Table 2, col 2) — Substitute ‘d/t’ for ‘D/tf’ for entry against ‘Stem of a T-section, rolled or cut from a rolled I- or H-section’.

(Page 18, Table 2, col 3, 4 and 5) — Substitute ‘but ≥ 42ε’ for ‘but ≤ 42 ε’ for entries against ‘Web of an I, H or box section’.

(Page 18, Table 2, Notes, last line) — Substitute ‘overall’ for ‘overll’.

(Page 19, Fig. 2, ROLLED CHANNELS) — Substitute ‘d’ for ‘h’ in the figure.

(Page 24, clause 4.4.2, line 10) — Substitute ‘K_y, K_z’ for ‘C_y, C_z’.

(Page 24, clause 4.4.3.1, line 9) — Substitute ‘K_y and K_z’ for ‘C_y and C_z’.

(Page 24, clause 4.4.3.3, line 3) — Substitute ‘(Ky, Kz)’ for ‘(Cmy, Cmz)’.

(Page 25, clause 4.5.2, line 19) — Insert ‘less’ between ‘be’ and ‘than’.

(Page 31, clause 5.6.1, line 6) — Substitute ‘using load factors of Table 4.’ for ‘using a load factor of 1.0.’

(Page 31, clause 5.6.1, third sentence) — Insert the following at the end:

'In Table 6, live load should include all post construction loads including superimposed dead loads.'

(Page 33, clause 6.3.3, line 6) — Substitute ‘0.9 fu γm0/fy γml’ for ‘fu γm0/fy γml’.

(Page 34, clause 7.1.2, line 1) — Substitute the following for the existing:

The factored design compression, $P$ in members shall satisfy the following requirement:

$P<P_{\mathrm{d}}^{\prime}$

(Page 34, clause 7.1.2.1, line 20) — Substitute ‘γmo’ for ‘λmo’.

Amend No. 1 to IS 800 : 2007

(Page 35, Fig. 8) — Insert ‘λ’ as the title of the abscissa (x-axis).

(Page 44, Table 10, col 2, line 3) — Substitute ‘40 mm < t_f ≤ 100 mm’ for ‘40 ≤ mm < t_f ≤ 100 mm’.

(Page 45, Table 11, second row, col 1 and 2) — Substitute the following for the existing entries:

(1) Restrained (2) Free

(Page 48, clause 7.5.1.2, line 4) — Add the following in the end:

“, in place of $\lambda$ in 7.1.2.1 and using curve $c^{\prime}(\alpha=0.49)$ ”

(Page 48, clause 7.5.1.2, line 9, formula) — Substitute the following for the existing:

$\lambda_{v}=\frac{\left(r_{w}\right)}{\varepsilon \sqrt{\frac{\pi^{2} E}{250}}}$ and $\lambda_{\varphi}=\frac{\left(b_{1}+b_{2}\right) / 2 t}{\varepsilon \sqrt{\frac{\pi^{2} E}{250}}}$,

(Page 49, Fig. 10) — Substitute the following figure for the existing as appropriate, and substitute ‘Members’ for ‘Numbers’ in the sub-title of Fig. 10C and substitute the existing title of Fig. 10 with ‘Top RESTRAINT CONDITIONS’:

Figure description:

• Title: TOP RESTRAINT CONDITIONS (substituted for Fig. 10
• Key Entities:
  • Two symmetrical C-shaped structural members facing inward.
  • Axes: Horizontal x-x axis (neutral axis and vertical y-y axis of symmetry.
  • Labels: Points marked 'A' at the top flanges and 'B' at the bottom flanges.
• Visual details: Dashed/dotted lines connect the top and bottom flanges across the y-axis, indicating restraint or connectivity between the members.

(Page 53, clause 8.2.1.1, line 3) — Substitute ‘ $d / t_{\mathrm{w}}>67 \boldsymbol{\xi}$ ’ for ‘ $d / t_{\mathrm{w}} \leq 67 \boldsymbol{\xi}$ ’.

(Page 54, clause 8.3.1, second para) — Substitute the following for the existing:

'In simply supported beams with intermediate lateral restraints against lateral torsional buckling, the effective length for lateral torsional buckling, $L_{\mathrm{LT}}$ to be used in 8.2.2.1 shall be taken as the length of the relevant segment in between the lateral restraints. In the case of intermediate partial lateral restraints, the effective length, $L_{\mathrm{LT}}$ shall be taken as equal to 1.2 times the length of the relevant segment in between the partial lateral restraints.'

(Page 57, Table 14) — Substitute ‘$L_{\mathrm{LT}} / r_{\mathrm{y}}$ ’ and ‘ $h_{\mathrm{f}} / t_{\mathrm{f}}$ ’ for ‘ $K L / r$ ’ and ‘ $h / t_{\mathrm{f}}$ ’.

(Page 58, clause 8.3.2, line 9) — Insert ‘centre’ between ‘shear’ and ‘and’.

(Page 58, Table 15, col 3, first row) — Substitute ‘Both flanges partially restrained’ for ‘Both flanges fully restrained’.

Amend No. 1 to IS 800 : 2007

(Page 59, clause 8.4.2.1) — Substitute ‘εw’ for ‘ε’ and ‘fyw’ for ‘fy’, wherever appearing.

(Page 60, clause 8.4.2.2, col 1, line 18 from top) — Substitute ‘ cr,e for cr,e

(Page 60, clause 8.4.2.2, col 2, line 52) — Substitute 'nearly = tan⁻¹ (a/c)/1.5', for ' = tan⁻¹ (d/c)',

(Page 60, clause 8.4.2.2, col 2, line 55) — Substitute $\dot{=} d \cos \phi-\left(c-s_{\mathrm{c}}-s_{\mathrm{t}}\right) \sin \phi$, for the existing.

(Page 60, clause 8.4.2.2, col 2, lines 59 and 60) — Delete the lines.

(Page 60, clause 8.5.1, line 3) — Insert ‘out’ between ‘carried’ and ‘in’.

(Page 61, Table 16, last row, col 1) — Substitute the following for the existing figure:

Figure description:

The image depicts a structural steel I-beam with a rectangular plate or smaller beam welded perpendicularly to its top flange. The I-beam consists of a vertical web and two horizontal flanges.

(Page 62, Fig. 12) — Substitute the following for the existing figure:

Figure description:

The image is a technical schematic of a structural beam section with vertical stiffeners and designated panels.

Key Entities and Components:

• Bearing Stiffener: The leftmost vertical structural element located over the support.
• Panel B: The first section of the web, defined by width dimension $c$.
• Panel A: The subsequent section of the web to the right of Panel B.
• Dimension $c$: Horizontal distance between the bearing stiffener and the first intermediate stiffener.
• Dimension $d$: Vertical depth of the web between the top and bottom flanges.
• Support: Indicated by the hashed area beneath the bearing stiffener.

NOTES

1 Panel $A$ is designed utilizing tension field action as given in 8.4.2.2(b).

2 Panel $B$ is designed using simple post critical method as given in 8.4.2.2(a).

• 3 Bearing stiffener is designed for the compressive force due to bearing plus compressive force due to the moment $M_{\mathrm{ff}}$ as given in 8.5.3.

FIG. 12 END PANEL DESIGNED not USING TENSION FIELD ACTION

(Page 63, Fig. 13, Notes) — Delete NOTE 2 and renumber the subsequent Note accordingly.

(Page 63, clause 8.6.1.1)— Substitute ‘ε_w’ for ‘ε’ wherever appearing.

(Page 63, clause 8.6.1.1, line 13) — Substitute ‘c < 0.74d’ for ‘c < d’.

Amend No. 1 to IS 800 : 2007

(Page 64, clause 8.6.1.2, line 15) — Substitute ‘εf = yield stress ratio of flange = √(250/fyf), for ‘εf = yield

stress ratio of web $=\sqrt{\frac{250}{f_{\mathrm{yf}}}}$

(Page 65, clause 8.7.1.2, second para, line 1) — Insert ‘stiffener’ between the words ‘web’ and ‘is’.

[Page 70, clause 9.3.1.2(c)] — Substitute the following for the existing:

c) For standard I or H sections

$M_{\mathrm{ndz}}=1.11 M_{\mathrm{dz}}(1-n) \leq M_{\mathrm{dz}}$

for $n \leq 0.2, \quad M_{\mathrm{ndy}}=M_{\mathrm{dy}}$ for $n>0.2, \quad M_{\mathrm{ndy}}=1.56 M_{\mathrm{dy}}(1-n)(n+0.6)$

(Page 72, Table 18) — Substitute the following for the existing table:

For members with sway buckling mode, the equivalent uniform moment factor $C_{\mathrm{my}}=C_{\mathrm{mz}}=0.9$.

Amend No. 1 to IS 800 : 2007

(Page 75, clause 10.3.2, line 3) — Substitute the following for the existing:

$V_{\mathrm{sb}} \leq V_{\mathrm{db}}$

(Page 76, clause 10.4.3, first sentence) — Substitute the following for the existing:

'Design for friction type bolting, where slip resistance is required at factored design force $V_{\mathrm{sf}}$, shall satisfy the following:'

(Page 76, clause 10.4.3, line 14) — Substitute ‘μf ≤ 0.55’ for ‘μf = 0.55’.

(Page 76, clause 10.4.3, Note, line 1) — Substitute ‘Vnsf’ for ‘Vns’.

(Page 77, clause 10.4.5, col 1, line 6, from top, formula) — Substitute ${ }^{` 0.9 f_{\mathrm{ub}} A_{\mathrm{n}} \leq f_{\mathrm{yb}} A_{\mathrm{sb}}\left(\gamma_{\mathrm{ml}} / \gamma_{\mathrm{m} 0}\right)^{\prime}}$ for ${ }^{` 0.9}$ $f_{\mathrm{ub}} A_{\mathrm{n}} \leq f_{\mathrm{yb}} A_{\mathrm{sb}}\left(\gamma_{\mathrm{ml}} / \gamma_{\mathrm{m}}\right)^{\prime}$.

(Page 80, clause 10.5.10.2.2, line 7, formula)— Substitute $\left.f_{\mathrm{br}}^{2}\right\rangle$ for $\left.f_{\mathrm{bf}}^{2}\right\rangle$.

(Page 89, clause 12.8.2.1, first sentence) — Substitute the following for the existing:

Bracing members shall be made of E250B steel of IS 2062 or of steel having Charpy V-notch energy, E > 27J.

(Page 90, clause 12.11.1, line 2) — Insert ‘or of steel having Charpy V-notch energy, E > 27J’ between ‘IS 2062’ and ‘and’.

(Page 106, clause 16.4.1, line 4, formula) — Substitute $\frac{f_{y}(\mathrm{~T})}{f_{y}(20)}=\frac{905-T}{690} \leq 1.0$ for the existing.

(Page 121, Annex B, clause B-3.2, line 10 from top, formula) — Substitute $\left.\phi_{\mathrm{si}}=\frac{\delta_{\mathrm{ui}}-\delta_{\mathrm{Li}}}{h_{\mathrm{i}}}\right\rangle$, for $\left.\phi_{\mathrm{s}}=\frac{-\delta_{\mathrm{L}}}{h}\right\rangle$.

(Page 121, Annex B, clause B-3.2, lines 12, 13 and 16 from top) – Substitute ‘h’, ‘δui’ and ‘δLi’ for ‘h’, ‘δu’ and ‘δL’.

(Page 128, Annex E, clause E-1.2, line 5, formula) — Substitute ‘(L_LT)²’ for ‘(L_LT)’.

(Page 128, Annex E, clause E-1.2, line 30) — Substitute ‘(z² + y²)²’ for ‘(z² – y²)’.

(Page 129, Annex E, clause E-1.2, col 1, line 18 from top) — Insert ‘St. Venant’s’ before ‘torsion’.

(Page 130, Table 42, col 5, row 7) — Substitute ‘1.267’ for ‘1.257’.

(Page 129, Table 42, col 6, rows 5 and 10) — Substitute ‘1.730’ for ‘1.780’ and ‘1.890’ for ‘1.390’, respectively.

(CED 7)