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Sp 6 part 1 1964 pdf

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SP (): ISI Handbook for Structural Engineers -Part- 1 Structural Steel Sections [CED 7: Structural Engineering and structural sections]. “!ान $ एक न'. SP ISI Handbook for Structural Engineers -Part- 1 Structural Steel Sections. The BookReader requires JavaScript to be enabled. Please check that your. I (Revised) SP: 6(1) - HANDBOOK FOR STRUCTURAL ENGINEERS 1. STRUCTURAL STEEL SECTIONS (Revised) BUREAU OF INDIAN STANDARDS .


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Bhartṛhari—Nītiśatakam. “Knowledge is such a treasure which cannot be stolen” . SP (): ISI Handbook for Structural Engineers -Part-. 1 Structural Steel. SP - - ISI Handbook for Structural Engineers -Part- 1 Structural Steel Sections lesforgesdessalles.info . Jawaharlal Nehru. SP (): ISI Handbook for Structural Engineers -Part1 Structural Steel Sections [CED 7: Structural Engineering and structural sections].

IOOX It may be specially noted that the values of g. At the time of the earlier edition of the Handbook, the last four standards mentioned above had not been published. AxBxt ,mm mm mm 6-Okgcm I I. I I50 I I IO

6 1 1964 part pdf sp

This Handbook which was first published in is the result of an attempt to meet that demand. Foreword Introduction Symbols Section A: Rolled Steel Beams Table 2: Rolled Steel Channels Table 3: Rolled Steel Equal Angles Table 4: Rolled Steel Unequal Angles Table 5: Rolled Steel Bulb Angles Table 6: Rolled Steel Tee Bars Table 7: Plates Table 8: Sheet and Strip Table 9: Mild Steel Flats Table Bars Section B: I 20 Composed of Weight sec.

W ,3 20 Note I -The properties given in this Table are based on the gross area of the section. Noto 3 -The maxlmum allowable moment is computed on the basis of the allowable stress specified in 9. Noto 4 -The maximum allowable shear is computed on the basis of the allowable shear stress specified in 9.

Part 1964 1 6 pdf sp

ISMC BJ M 5 Section Only cm cm cm4 cm4 cmr cm cm3 cm3 kg-m x I 36 I 27 Y Whole lop Flange ZC z. I x IO. I CIt Top Desijna. I 15 O I2 I 22 I Y O I9 Moment Shear eyy I. Top Bottom Designa. I 1 Designa. IS Width r: Moment Shear exx e. O 5 Width x fhick- tion ness ness kg kg mm mm mm mm kg cm2 cm mm mm ISWB I ISMC O 6 Note 4-The maximum allowable shear is computed on the basis of the allowable shear stress specified in 9. Channel Channel Top Bottom hxb t. I ISS. Moment C.

IS SP 6 (1) : Handbook for structural engineers - Structural steel sections, (Revised

X h I Thickness 9. I 0 O I To obtain the Moment of Inertia of two Flanges of a particular width. Z 6. Metal mm I. I6 SI 23 I 34 Bxt w f. O 0. I 51 I 52 S6 I6 Continued X X t Q.

1964 pdf 6 sp part 1

I2 O 61 I 84 Q4 S I 33 Note 4. The maximum allowable moment is computed on rhe basis of the allowable stress specified in 9. The maximum allowable shear is computed on rhe buts of Ihe allowable shear stress specified in 9. IOOX Note 4 -The maximum allowable shear is computed on the basis of the allowable shear stress specified in 9.

Note 3 -The maximum allowable mqment is computed on the basis of the allowable stress specified in 9. The properties given in this Table are based on the gross area of the section. Back to Back of Angles. Gravity Distance. Y Axis.

IS SP 6 (1) : Handbook for structural engineers - Structural steel sections, (Revised, BIS

Sl Noto 3 -This Table is based on the requirements specified in I50 IS0 IO 5 I: J Effective Lengths 4. I 16 I v9 39 Note 3-This Table is based on the requirements specified in I0 O 84 I Safe Concentric Loads in kg 3. O 32 7 39 I I9 O 32 S 50 4 S 9 I3 O 14 I 48 I 28 I 46 I7 Safe Concentric Loads in kg 2. I 5 I 30 I I3 S 20 I 7 S I4 I IO S 47 I II I 43 The safe loads given In this Table are tabulated for ratio of slenderness up to but not exceeding 2K.

For double angle struts connected to both sides of the gusser by a single rivetor bolt. I 2 S 2 I 4 O 3 Continued I I I zoo0 I I 5ooa I IOOQO 3 I 2 W-6 3 I I mm Weight in kg I. I 2.

is.sp.6.1.1964.pdf

Comblnrtions - - - I I50 BO 3. Weight I I I. ISMB Length of Span up to which tabulated loads are safe wlrh or wcthout lateral support. Allowable I. I50 X Noto Symbols: I -Loads above the full iina can be aiiowad provided the webs are strengthened suitably for Shear. Note 2 - in the case of loads below the dotted line. ISLB Note 3.

USED Loads above the full line can be allowed provided the webs arm strengthened suitably for Shear. Note 2 -In the case of loads below the dotted line. Continued 7. Length of Bearing to develop a Bearing Capacity of S. Uniform 0. Note 2 -Symbols: Izz I cm cmp O I I 98 I37 I4 I51 I80 I90 I -The properties given in this Table are based on the gross area of the section.

I 5 I 27 29 30 36 Y Whole Section lop Flange Only cm 2 4 ZC cmr cm4 Maximum Allowable M cm3 cm3 kg-m x 9 7 I w Channel I 1 Designation mm Width Y Thick. I I3 14 I4 15 O I2 I Y Designation Designation Top w I Channel.

I x IO. Maximum Allowable Moment 9 Mean Thickness 62 x x x IO. I5 IS I IO1 91 I. O 5 I ISMC O 6 I 35 Bottom Top t. A I mmxmm loo: I ISS.

1964 1 pdf sp part 6

X I-h I Thickness 9. Holes in cm? I6 I 34 SI 23 Plates I- Thickness mm I I 52 I 51 B x Thickness t w 0 t. S6 I6 I2 O 61 Web ?

O 59 Q4 S Comporod of Web Plato. The maximum allowable shear is computed on rhe buts of Ihe allowable shear stress specified in 9. The maximum allowable moment is computed on rhe basis of the allowable gross modulus of section I. I 33 The properties given in this Table are based on the gross area of the section.

Radius of Cyrrtion cm 3.

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About rr T-r Axis. Back to Back of Angles. Designation Back to Back of Angles. Y Axis. I mm kg.

SP6 1(Steel Table)

About Y-Y Axis. Sl I50 I O8 9 20 2 16 9 IS 0 - 0 I 7 4 S 4 6 2 43 6 4 9 - 3 61 7 9 3 4 - 0 9 72 9 I 59 2 51 0 3 2 9OSJS I 7 7 EHective 5 I20 25 18 IS. IO 5 Note 2.

I0 Note I -The exceeding I Effective Lengths in Mctrtf 12 I - I I Safe Concentric Loads in ks 2. Radii of Gyration rxx. O 32 O Coni.