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AFCONS
DESIGN TEAM
QUICK REFERENCE MANUAL
AFCONS DESIGN TEAM
QUICK REFERENCE MANUAL
Afcons’s core expertise is mainly because of it’s expert Technocrats in respective areas. Afcons have done many challenging jobs in past, which required strong support from Structural Design Team. For providing accurate designs at least time the Design Team of Afcons developed a manual called a ‘Quick Reference Manual’ or simple QRM. QRM contains all the necessary formulae, charts / tables, graphs, diagraphs etc from various fields of Civil engineering. Thus QRM acts as a ready reckoner. As the organization got diversified in terms of its Skill-sets, the Design team had to provide Design Support in many new fields. During this exercises the Team members came across a new set of formulae, charts etc. This situation demanded updation of entire QRM. With this background the department members decided to regenerate entire contents of this valuable document. Now after the concentrated efforts of two months the new QRM has been prepared. The New QRM includes following features:-
1) The old version of QRM was available only in hard copy. But the new QRM is available in the ‘Electronic’ format. This makes the document ‘Handy’ and portable
2) In the new version of QRM the contents are classified (bunched together) as per the domain areas and also sub-domains. This helps to further reduce the time.
3) The soft Electronic format has made the ‘Search’ option very easy 4) The Index is added at the start of the document along with the name of the
domain, sub-domain and references, from which the contents are selected. 5) In the old version a few pages where found to be duplicated. Hence such pages
are removed in the present version. 6) In the present version the contents are so arranged that the empty / blank spaces
are removed. At such blank spaces the new contents were added, with out causing increase in number of pages
7) For making the document up-to-date, all team members were requested to suggest areas to be added. Accordingly lot of new data is added.
8) In past a few years, many codes have got revised. An attempt is made to pick-up latest information from such codes.
9) Finally a New-look is presented to entire document. Hope all users will find the revised version much useful in practice to act as Qucik Reference Manual in true sense. All users of QRM are requested to revert back with their comments / suggestions if any at the following email IDs- [email protected] [email protected]
INDEX
Area Chapter Topic Detail Ref / Source
Steel
Section
Properties
Steel Sections Properties of Steel Sections IS : 808 - 1989
Rail Details of Rail IS : 3443 - 1980
Chapter 3 : Rails
Sheet pile Details of sheet pile Arbed / Arcelor
Indian standard piling section
HP bearing piles
Tubes Sizes & properties of steel tubes for
structural purposes
IS : 1161 - 1998
(1979)
Design Compression
members
Table 5.2 - Effective length of compression
members of constant domensions
IS 800 - 1984 (2007)
Axial stresses in uncased struts IS 800 - 1984 (2007)
Page no. 63 - Elastic Critical stress IS : 800-1984 (2007)
Table XXII - Safe shear in member for 60
degree lacing rod
Bending Table 6.1B,C,F - Maximum permissible
bending stresses in equal flange I-beams or
channels
IS : 800-1984 (2007)
Purlin / truss SP : 38 (S&T)-1987
(Pg. No.- 34 to 36)
Combined stresses Page no. 90-91 - combination of Direct
stresses
IS : 800-1984 (2007)
Plates Capacity of plates 3.15mm, 2.5 mm, 6mm,
8 mm & 10 mm thickness
Connectons Bolts Approximate weights in pounds of Blacks
Bolts & nuts / Weights of B.S. whitworth
tapped nuts / Weights of B.S. whitworth
hexagon set-screws / Size & weight of
corrugated ironPermissible stresses in bolts Draft Revised IS : 800
Welds Welding Symbols IS : 813 - 1986
Details of Metric Nuts
PLAIN / REINFORCED / PRESTRESSED CONCRETE
Reinforcement Rules for bar bending IS : 1786 - 1985
Page no. 46 - 50 - Requirements of
reinforcement for structural members
IS : 456 - 2000
Reinforcement percentage for singly /
doubly reinforced sections AND limiting
moment of resistance factor for singly
reinforced T-beams
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Table 95 & 96 - Areas of given number of
bars AND Areas of bars at given spacings
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Weight in Kg/m of Helicals & Spacer Rings
www.sheet-
piling.arcelor.com
INDEX
Area Chapter Topic Detail Ref / Source
INDEX
Limit state
method
Bond & Development
Length, Lapping
Development length of bars IS : 456-2000
Development length for fully stressed plain
& deformed bars
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Shear Design shear strength of concrete &
maximum shear stress
IS : 456-2000
Shear - vertical stirrups AND Shear - Bent-
up Bars
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Compression axial compression Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16compression with bending-rectangulr
section
compression with bending-circular section
Chart 4.1 to 4.10 Uniaxial bending of Rectangular columns
Chart 5.1 to 5.10 Circular Columns
Bending Two-way slabs : Rectangular panels : loads
on beams : common coefficients
Reinforced concrete
designer's handbook -
Tenth editionSymbols used V.K. Ghanekar & J.P. Jain
Charts
Columns 2.1-A1 to
A7 AND Columns 2.1-
F2 to F4
Columns with uniaxial bending
Working stress
method
Bond & Dev Length,
Lapping
Development length of bars IS : 456 - 2000
Table 83 to 85 - Development length for
plain & deformed bars
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Cl. 26.2.5.1 - Lap splices IS : 456 - 2000
Shear Table 17 & 18 - Permissible shear stress in
concrete
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16 OR IS : 456-2000
Table 81 & 82 - Shear-vertical stirrups, Bent-
up Bars
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Bending Table 69 to 71 - Moment of Resistance
factor for singly reinforced sections
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Table 77 - 79 - Reinforcement percentage
for doubly reinforced sections
Design AIDS for
reinforced concrete to
IS : 456 - 1978 / SP :
16Page no. 36 & 37 - T-Beams & L-Beams IS : 456 - 2000
Area Chapter Topic Detail Ref / Source
INDEX
Allowable
stresses
Table - 21 - Permissible stresses in concrete IS 456 - 2000
Table - 22 - Permissible stresses in steel
reinforcement
IS 456 - 2000
Page no. 15 & 16 - Properties of concrete,
Req of Reinf.
IS : 456 - 2000
Page no. 20 - Strength of Concrete vs Time SP : 24 - 1983
Maximum reinforcement in piles
FORMWORK
Pressure Calc ACI Concrete pressure SP : 4 Formwork for
Concrete / ACI - 347 R
- 94DIN DIN Formulae
Pressure of fresh concrete on vertical
shutters ± 50
Translation from DIN
18218
Patented
Formwork
Acrow Details of acrowspan
Floor forms / Slab forms
Acrow Props sizes
L&T Doka Table F2 - Allowable span of H-beams
(Secondary) below R.C. slab
DOKA Catalogue
Table F3 & F4 - Allowable span of H-beams
(primary) below RCC slab
DOKA Catalogue
Table F5 - Allowable load on floor props (in
Kn)
DOKA Catalogue
L&T Doka column formwork details DOKA Catalogue
L&T Doka wall formwork details DOKA Catalogue
Table F1 - Allowable span of Plywood (in
cm)
DOKA Catalogue
Assumptions DOKA Catalogue
ENABLING WORK (Other than Formwork)
Plants /
Foundations
Batching Plant CP-30
M-60
Crushing Plants
Load Test Pile Load Test Tensile (Pull-out) IS : 2911 - PART 4 -
1985
Compression
Lateral Load Test
Test of RCC Pile
Test on Steel Piles
Using Reaction Piles
Using Kentledge
Using Anchors
Friction
Clamps
Equipment / Electro-Mech
Pre/post
tensioning
HT Bars Macalloy post-tensioning bar systems
Area Chapter Topic Detail Ref / Source
INDEX
EOT / Goliath
Crane
100 ton. - 24m span Gantry crane IS : 3177 - 1999
60 ton. - 24m span Gantry crane
60 ton. - 33m span Gantry crane
Formulae Wheel Size Trolley or crane wheel design
Lifting Devices Wire rope Fort william industrial Rope for general
engg. Purpose
IS : 2266
Single slings & Double slings BS : 302 - 1968
Safe loads for Eye Bolts BS : 4278 - 1968
Chain Slings grade 75
Fibre rope Endless slings BS : 2052 - 1965
Scale of strength and N values for weak
rocks and bolts
Turn buckle /
Shackles
Details of Turn buckle
Details of 'D' Shakles ISS 6132
Cranes Manitowac 999
GeoTech Data
Soil Properties SPT (N) Value Correction due to overburden & dilatancy IS : 2131 - 1981
Properties of Clay
Piles Cl. A-3 -
Specification
Appendix B & C IS : 2911 (Part I/Sec
2) - 1979
Table Table 2 values of constant IS : 2911-1979
Chart Determination of depth fixity IS : 2911-1979
Table 1.11.1, Page
no. 28
Empirical values of f Dr & unit weight of
granular soild based on standard
penetration blow count with corrections for
saturation effect & for overburden if any
Foundation Design
Manual - N.V. Nayak
Annexure-3 Derivation of length of rock socket
Cl. 4.3 Piles in Cohesionless soil M. J. Tomlinson (Ple
Design and
Construction Practice)
Penetration in weathered rock
Limit state method Maximum moment capacity of piles
Settlement of Piles in sand
in clay
Pile Driving Table giving weight of monkey (dolly) in
tonnes
Shallow
Foundation
Base Pressure Redistribution of Pressures under circular
foundation
Refer p.441, formulas
for stress & strain by
Roark & Young Wintercorn fand - chart for Biaxial Moments
IS : 2911 - 1979
Marine Structures
Shore
Protection
Tetrapod Details of Tetrapod
Floating
Vessels / Eqp
Barges Approximate dead wt. of barges depending
on load capacity
Area Chapter Topic Detail Ref / Source
INDEX
Bridges
IRC-Loads IRC-6 IRC : 6 - 2000
Courbon's formulae IRC-21 IRC : 21 - SECTION III
Bearings Neoprene
Roller-Rocker
POT-PTFE ICR-83-part-3
Disc
Elastomeric ICR-83-part-2
Mettalic Bearings ICR-83-part-1
Data for Calculation / Mathematical Formulae / Analysis
Mathematical
Formulae
Mensuration Geometrical properties of plane sections
Useful Tables
Method of finding surfaces & volumes of
solids
Structural
Analysis
Beam loading & Coefficient for Maximum
Deflection
Design of Steel
Structures - L. S. Negi
Moment & shear values for beams
Moment & shear values for rigid frames
Influence lines for continuous beams
Coefficients for moment & reactions for
continuous beams
IS : 1893 - 1984
IS : 875 - 1987 ALL
PARTS
STEEL
STRUCTURES
SECTION 1 - STEEL - SECTION PROPERTIES
STEEL SECTIONS
REFERENCE - IS : 808 - 1989
SECTION 2 - BEAM SECTIONS
SECTION 3 - COLUMNS / HEAVY WEIGHT BEAM SECTIONS
SECTION 4 - CHANNEL SECTIONS
PARALLEL FLANGE CHANNELS
SECTION 5 - EQUAL LEG ANGLES
Supplementory list of Indian Standard Equal Leg Angles
SECTION 6 - UNEQUAL LEG ANGLES
Supplementory list of Indian Standard Unequal Leg Angles
SECTION 1 - STEEL - SECTION PROPERTIES
RAIL - DETAILS OF RAILS
SPECIFICATIONS FOR CRANE RAIL SECTIONS
REFERENCE : IS 3443 - 1980
ALL DIMENSIONS ARE IN MMFIG. 2 - 30 KG/M CRANE RAIL SECTION
ALL DIMENSIONS ARE IN MMFIG. 5 - 52.2 KG/M CRANE RAIL
ALL DIMENSIONS ARE IN MMFIG. 3 - 45 KG/M CRANE RAIL
ALL DIMENSIONS ARE IN MMFIG. 4 - 52.1 KG/M CRANE RAIL
ALL DIMENSIONS ARE IN MMFIG. 6 - 67 KG/M CRANE RAIL
ALL DIMENSIONS ARE IN MMFIG. 8 - 125 KG/M CRANE RAIL
A B C D
HEIGHT BOTTOM TOP WEB
2 (1/8") 2 (1/8") 1 (5/32") 13/64"
54 54 29 5
2 (1/2") 2 (1/2") 1 (3/8") 15/64"
63.49 63.49 35
2 (23/32") 2 (3/4") 1 (1/2") 9/32"
69 70 38
3 3 1 (5/8") 16/64"
76.2 76.2 41.28 7.54
3 (15/32") 3 (1/4") 1 (7/8") 29/64"
88.05 82.07 47 11.51
4 (1/2") 4 (5/16") 2 (1/4") 7/16"
115 109.54 57.15 11.51
5 (1/16") 4 (3/16") 2 (7/16") 33/64"
130 122.24 61.91 13.89
5 (3/8") 5 (3/8") 2 (5/8") 33/64"
136 136.53 68.88 14.29
6 (7/8") 5 (3/8") 2 (3/4") 37/64"
147 136.63 70
CRANE RAILS :- CR 80 63.52 kg/m
NOTES : CR 100 88.78 kg/m
1) ALL DIMENSIONS ARE IN MM UOS.
2) Zxx TO BE REDUCED BY 12.5 % FOR OLD RAILS.
WEIGHTS & DIMENSIONS OF RAILS
37.19 kg
44.61 kg
6.94 kg
9.92 kg
11.91 kg
14.88 kg
9.72 / 159.28
13.05 / 213.85
cm3
52.09 kg
14 lbs
20 lbs
24 lbs
30 lbs
41.5 lbs
60 R
75 R
90 R
105 R
3.74 / 61.29
7.04 / 115.36
STANDARD FLAT FOOTED RAILS
20.5 kg
29.76 kg
2.39 / 39.17
METRE YARD
Zxx section modulus @ x-x
axis
ALL DIMENSIONS ARE IN MMFIG. 7 - 74 KG/M CRANE RAIL SECTION
A
B
C
D
Sections One tonn equal toKg/m LBS/Yard A HEIGHT B BOTTOM C TOP D WEB FEET METRE
6.94 14 54 mm 54 mm 29 mm 5 mm 472.50 144.05
9.92 20 63.49 mm 63.49 mm 35 mm 6 mm 330.70 100.80
11.10 24 69 mm 70 mm 38 mm 7 mm 275.60 84.02
14.88 30 76.20 mm 76.20 mm 41.2 mm 7.54 mm 220.50 67.20
20.50 41 88.05 mm 82.07 mm 47.06 mm 11.51 mm 161.30 49.17
16.38 35 80 mm 80 mm 44 mm 10 mm 183.70 56.00
24.802 50 93.66 mm 93.76 mm 50.8 mm 10.72 mm 132.30 40.30
29.76 60 RBS 114.3 mm 109.50 mm57.2 mm 11.1 mm 110.20 33.59
29.76 60 BS 109.54 mm 109.54 mm57.15 mm 11.51 mm 110.20 33.59
37.13 75 BS 122.24 mm 122.24 mm61.91 mm 13.89 mm 88.20 26.89
37.13 75 RBS 128.6 mm 122.2 mm 61.9 mm 13.1 mm 88.20 26.89
44.61 90 BS 136.53 mm 136.52 mm66.68 mm 14.29 mm 73.50 22.40
44.61 90 RBS 142.9 mm 136.5 mm 66.7 mm 13.9 mm 73.50 22.40
52.09 105 RBS 156 mm 146 mm 71 mm 15.5 mm 63.00 19.20
CRANE RAILS29.85 CR-50 90 mm 90 mm 50 mm 20 mm - 33.40
40.03 CR-60 105 mm 105 mm 60 mm 24 mm - 25.00
63.89 CR-80 130 mm 130 mm 80 mm 32 mm - 15.60
88.96 CR-100 150 mm 150 mm 100 mm 38 mm - 12.25
122.00 CR-140 152 mm 140 mm 140 mm 64 mm - 8.20
WEIGHT & DIMENSIONS OF RAILSSTANDARD FLAT BOTTOM RAILS
3.4.1 - DETAILS OF STANDARD RAIL SECTION
SECTION 1 - STEEL - SECTION PROPERTIES
SHEET PILE
INDIAN STANDARD PILING SECTION
REFERENCE - www.sheet-piling.arcelor.com
Z SECTIONS
U SECTIONS
HZ - KING PILES SECTIONS
COMBINATION HZ……-12/AZ 18
STRAIGHT WEB SECTIONS
CORNER SECTIONS
TIE BACK SYSTEM
STEEL GRADES FOR HOT ROLLED STEEL SECTIONS
STEEL GRADES FOR COLD FORMED SECTIONS
HP BEARING PILES
Steel Grades - Structural
Properties according to
EN 10249-1, june 1995
edition & corresponding
national standards
Thickness per type of sheet pile -
Maximum allowable thickness per
type of sheet pile & grade of steel
ARBED SHEET PILES - AU 16
AU 20
SECTION 1 - STEEL - SECTION PROPERTIES
TUBES
Table 1 - Sizes and Properties of Steel Tubes for Structural Purposes
REFERENCE - IS : 1161 - 1998 / IS : 1161 - 1979
(Cl. 3.1.6.1.6.1.1 AND 6.1.2)
Nominal
Bore
Outside
Diameter
Class Thk. Weight Area of
cross-
section
Internal
Volume
Moment of
Inertia
Modulus
of
Section
Radius of
Gyration
Square of
Radius of
GyrationExternal Internal
1 2 3 4 5 6 7 8 9 10 11 12 13
mm mm mm Kg/m cm2
cm3/m cm/m cm/m cm
4cm
3 cm cm2
15NB (L) Light 2.0 0.95 1.21 235.06 669.16 543.50 0.57 0.54 0.69 0.4715NB (M) Medium 2.6 1.21 1.53 203.58 505.80 0.68 0.64 0.67 0.4415NB (H) Heavy 3.2 1.44 1.82 174.37 468.10 0.77 0.72 0.65 0.4220NB (L) Light 2.3 1.38 1.78 390.57 845.09 700.58 1.36 1.01 0.87 0.7620NB (M) Medium 2.6 1.56 1.98 369.84 681.73 1.48 1.10 0.87 0.7520NB (H) Heavy 3.2 1.87 2.38 330.06 644.03 1.70 1.27 0.85 0.7225NB (L) Light 2.6 1.98 2.54 637.94 1058.72 895.35 3.09 1.84 1.10 1.2225NB (M) Medium 3.2 2.41 3.06 585.35 857.65 3.60 2.14 1.09 1.1825NB (H) Heavy 4.0 2.93 3.73 518.75 807.39 4.19 2.49 1.06 1.1232NB (L) Light 2.6 2.54 3.25 1086.9 1332.04 1168.67 6.46 3.05 1.41 1.9932NB (M) Medium 3.2 3.10 3.94 1017.9 1130.97 7.62 3.59 1.39 1.9332NB (H) Heavy 4.0 3.79 4.82 929.41 1080.71 8.99 4.24 1.37 1.8740NB (L) Light 2.9 3.23 4.13 1418.6 1517.39 1335.18 10.70 4.43 1.61 2.5940NB (M) Medium 3.2 3.56 4.53 1378.9 1316.33 11.59 4.80 1.60 2.5640NB (H) Heavy 4.0 4.37 5.56 1275.6 1266.06 13.77 5.70 1.57 2.4850NB (L) Light 2.9 4.08 5.23 2332.8 1894.38 1712.17 21.59 7.16 2.03 4.1350NB (M) Medium 3.6 5.03 6.41 2214.5 1668.19 25.87 8.58 2.01 4.0450NB (H) Heavy 4.5 6.19 7.88 2066.9 1611.64 30.90 10.25 1.98 3.9265NB (L) Light 3.2 5.71 7.32 3815.5 2390.75 2189.69 48.78 12.82 2.58 6.6665NB (M) Medium 3.6 6.42 8.2 3728.5 2164.56 54.01 14.19 2.57 6.5965NB (H) Heavy 4.5 7.93 10.1 3536.2 2108.01 65.12 17.11 2.54 6.4580NB (L) Light 3.2 6.72 8.61 5345.6 2792.88 2591.81 79.21 17.82 3.03 9.2080NB (M) Medium 4.0 8.36 10.7 5140.3 2541.55 96.34 21.67 3.00 9.0080NB (H) Heavy 4.8 9.90 12.7 4939 2491.28 112.49 25.31 2.98 8.8690NB (L) Light 3.6 8.70 11.1 6999 3191.86 2965.66 133.24 26.23 3.46 12.0090NB (M) Medium 4.0 9.63 12.3 6880.8 2940.53 146.28 28.80 3.45 11.8990NB (H) Heavy 4.8 11.50 14.6 6647.6 2890.27 171.39 33.74 3.43 11.74
Surfaces
21.3
26.9
33.7
42.4
48.3
60.3
76.1
88.9
101.6
Table 1 - Sizes and Properties of Steel Tubes for Structural Purposes
REFERENCE - IS : 1161 - 1998 / IS : 1161 - 1979
(Cl. 3.1.6.1.6.1.1 AND 6.1.2)
Nominal
Bore
Outside
Diameter
Class Thk. Weight Area of
cross-
section
Internal
Volume
Moment of
Inertia
Modulus
of
Section
Radius of
Gyration
Square of
Radius of
GyrationExternal Internal
1 2 3 4 5 6 7 8 9 10 11 12 13
mm mm mm Kg/m cm2
cm3/m cm/m cm/m cm
4cm
3 cm cm2
Surfaces
100NB (L) Light 3.6 9.75 12.5 9008.8 3590.84 3364.65 191.98 33.59 3.92 15.36100NB (M) Medium 4.5 12.20 15.5 8708.6 3308.10 234.32 41.00 3.89 15.12100NB (H) Heavy 5.4 14.50 18.5 8413.4 3251.55 274.54 48.04 3.85 14.84110NB (L) Light 4.5 13.60 17.3 10936 3989.82 3707.08 325.29 51.23 4.34 18.80110NB (M) Medium 4.8 14.50 18.4 10825 3688.23 344.50 54.25 4.33 18.72110NB (H) Heavy 5.4 16.20 20.6 10605 3650.53 382.04 60.16 4.31 18.55125NB (L) Light 4.5 15.00 19.1 13417 4388.80 4106.06 437.20 62.59 4.78 22.89125NB (M) Medium 4.8 15.90 20.3 13294 4087.21 463.33 66.33 4.78 22.82125NB (H) Heavy 5.4 17.90 22.8 13050 4049.51 514.50 73.66 4.75 22.57135NB (L) Light 4.5 16.40 20.9 16151 4787.79 4505.04 572.24 75.10 5.23 27.38135NB (M) Medium 4.8 17.50 22.2 16016 4486.19 606.76 79.63 5.23 27.33135NB (H) Heavy 5.4 19.60 25 15748 4448.50 674.51 88.52 5.19 26.98150NB (L) Light 4.5 17.80 22.7 19138 5186.77 4904.03 732.57 88.74 5.68 32.27150NB (M) Medium 4.8 18.90 24.2 18991 4885.18 777.13 94.14 5.67 32.11150NB (H) Heavy 5.4 21.30 27.1 18699 4847.48 864.70 104.75 5.65 31.91175NB (L) Light 4.8 22.40 28.5 26619 6085.26 5783.67 1271.39 131.27 6.68 44.61175NB (M) Medium 5.4 25.10 32 26273 5745.97 1416.97 146.31 6.65 44.28175NB (H) Heavy 5.9 27.30 34.8 25987 5714.56 1536.13 158.61 6.64 44.14200NB (L) Light 4.8 25.40 32.3 34471 6883.23 6581.64 1856.03 169.42 7.58 57.46200NB (M) Medium 5.6 29.50 37.5 33947 6531.37 2141.61 195.49 7.56 57.11200NB (H) Heavy 5.9 31.00 39.5 33751 6512.52 2247.01 205.11 7.54 56.89225NB (H) 244.5 Heavy 5.9 34.70 44.2 42529 7681.19 7310.49 3149.12 257.60 8.44 71.25250NB (H) 273 Heavy 5.9 38.90 49.5 53584 8576.55 8205.84 4417.18 323.60 9.45 89.24300NB (H) 323.9 Heavy 6.3 49.30 62.8 76111 10175.62 9779.78 7928.90 489.59 11.24 126.26350NB (H) 355.6 Heavy 8.0 68.60 87.3 90579 11171.50 10668.85 13201.37 742.48 12.30 151.22
114.3
127
219.1
139.7
152.4
165.1
193.7
SECTION 1 - STEEL - SECTION PROPERTIES
TUBES
PERMISSIBLE STRESSES OF TUBES
REFERENCE - IS : 806 - 1968, Clause 5
Axial Stress in Tension
Bending Stresses
Shear Stress
Axial Stress in Compression
Bearing Stress
Combined Bending & Axial Stresses
Permissible Stress in Welds
Increase of Stress
SECTION 1 - STEEL - DESIGN
DESIGN OF COMPRESSION MEMBERS
REFERENCE - IS : 800 - 1984 / IS : 800 - 2007
SECTION 5 : DESIGN OF COMPRESSION MEMBERS
5.1 - AXIAL STRESSES IN UNCASED STRUTS
ELASTIC CRITICAL STRESS
Maximum Permissible Bending Compression Stress in Beams & Plate Girders
TABLE XXII - SAFE SHEAR IN MEMBER FOR 60 DEGREE LACING ROD
ALLOWABLE STRESS FOR STEEL IN AXIAL COMPRESSION
REFERENCE - DESIGN OF STEEL STRUCTURES BY ARYA AJMANI
SECTION 1 - STEEL - DESIGN
DESIGN OF MEMBERS FOR BENDING STRESSES
REFERENCE - IS : 800 - 1984 / IS : 800 - 2007
MAXIMUM PERMISSIBLE BENDING STRESSES
MAXIMUM PERMISSIBLE BENDING STRESSES
MAXIMUM PERMISSIBLE BENDING STRESSES
MAXIMUM PERMISSIBLE BENDING STRESSES
MAXIMUM PERMISSIBLE BENDING STRESSES
MAXIMUM PERMISSIBLE BENDING STRESSES
5.1 - PURLIN DESIGN
REFERENCE SP 38 (S & T) - 1987
SECTION 1 - STEEL - DESIGN
DESIGN OF MEMBERS FOR COMBINED STRESSES
REFERENCE - IS : 800 - 1984 / IS : 800 - 2007
7.1 - COMBINATION OF DIRECT STRESSES
7.1 - COMBINATION OF DIRECT STRESSES
SECTION 1 - STEEL - DESIGN
DESIGN OF PLATES FOR BENDING STRESSES
REFERENCE - IS : 800 - 1984 / IS : 800 - 2007
CAPACITY OF PLATES : 2.5 MM THK.
Thickness of plate = 2.5 mm
Capacity in T/m2
Spacing in mm
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 σbc allow= Continuous 17.2 4.3 1.9 1.1 0.7 0.5 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1
Simply Supported 13.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Continuous 16.1 4.0 1.8 1.0 0.6 0.4 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1
Simply Supported 12.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Continuous 15.6 3.9 1.7 1.0 0.6 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1
Simply Supported 12.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Continuous 15.1 3.8 1.7 0.9 0.6 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1
Simply Supported 12.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Continuous 14.6 3.6 1.6 0.9 0.6 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1
Simply Supported 11.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
CAPACITY OF PLATES : 3.15 MM THK.
Thickness of plate = 3.15 mm
Capacity in T/m2
Spacing in mm
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 σbc allow= Continuous 27.3 6.8 3.0 1.7 1.1 0.8 0.6 0.4 0.3 0.3 0.2 0.2 0.2 0.1 0.1
Simply Supported 21.8 5.5 2.4 1.4 0.9 0.6 0.4 0.3 0.3 0.2 0.2 0.2 0.1 0.1 0.1
Continuous 25.6 6.4 2.8 1.6 1.0 0.7 0.5 0.4 0.3 0.3 0.2 0.2 0.2 0.1 0.1
Simply Supported 20.5 5.1 2.3 1.3 0.8 0.6 0.4 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1
Continuous 24.8 6.2 2.8 1.6 1.0 0.7 0.5 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1
Simply Supported 19.8 5.0 2.2 1.2 0.8 0.6 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1
Continuous 24.0 6.0 2.7 1.5 1.0 0.7 0.5 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1
Simply Supported 19.2 4.8 2.1 1.2 0.8 0.5 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1
Continuous 23.2 5.8 2.6 1.4 0.9 0.6 0.5 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1
Simply Supported 18.5 4.6 2.1 1.2 0.7 0.5 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1
145 Mpa
140 Mpa
140 Mpa
165 Mpa
155 Mpa
150 Mpa
165 Mpa
155 Mpa
150 Mpa
145 Mpa
Capacity in T/m
2
Spacing
Spacing
Capacity in T/m
2
CAPACITY OF PLATES : 6 MM THK.
Thickness of plate = 6 mm
Capacity in T/m2
Spacing in mm
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 σbc allow= Continuous 99.0 24.8 11.0 6.2 4.0 2.8 2.0 1.5 1.2 1.0 0.8 0.7 0.6 0.5 0.4
Simply Supported 79.2 19.8 8.8 5.0 3.2 2.2 1.6 1.2 1.0 0.8 0.7 0.6 0.5 0.4 0.4
Continuous 93.0 23.3 10.3 5.8 3.7 2.6 1.9 1.5 1.1 0.9 0.8 0.6 0.6 0.5 0.4
Simply Supported 74.4 18.6 8.3 4.7 3.0 2.1 1.5 1.2 0.9 0.7 0.6 0.5 0.4 0.4 0.3
Continuous 90.0 22.5 10.0 5.6 3.6 2.5 1.8 1.4 1.1 0.9 0.7 0.6 0.5 0.5 0.4
Simply Supported 72.0 18.0 8.0 4.5 2.9 2.0 1.5 1.1 0.9 0.7 0.6 0.5 0.4 0.4 0.3
Continuous 87.0 21.8 9.7 5.4 3.5 2.4 1.8 1.4 1.1 0.9 0.7 0.6 0.5 0.4 0.4
Simply Supported 69.6 17.4 7.7 4.4 2.8 1.9 1.4 1.1 0.9 0.7 0.6 0.5 0.4 0.4 0.3
Continuous 84.0 21.0 9.3 5.3 3.4 2.3 1.7 1.3 1.0 0.8 0.7 0.6 0.5 0.4 0.4
Simply Supported 67.2 16.8 7.5 4.2 2.7 1.9 1.4 1.1 0.8 0.7 0.6 0.5 0.4 0.3 0.3
CAPACITY OF PLATES : 8 MM THK.
Thickness of plate = 8 mm
Capacity in T/m2
Spacing in mm
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 σbc allow= Continuous 176.0 44.0 19.6 11.0 7.0 4.9 3.6 2.8 2.2 1.8 1.5 1.2 1.0 0.9 0.8
Simply Supported 140.8 35.2 15.6 8.8 5.6 3.9 2.9 2.2 1.7 1.4 1.2 1.0 0.8 0.7 0.6
Continuous 165.3 41.3 18.4 10.3 6.6 4.6 3.4 2.6 2.0 1.7 1.4 1.1 1.0 0.8 0.7
Simply Supported 132.3 33.1 14.7 8.3 5.3 3.7 2.7 2.1 1.6 1.3 1.1 0.9 0.8 0.7 0.6
Continuous 160.0 40.0 17.8 10.0 6.4 4.4 3.3 2.5 2.0 1.6 1.3 1.1 0.9 0.8 0.7
Simply Supported 128.0 32.0 14.2 8.0 5.1 3.6 2.6 2.0 1.6 1.3 1.1 0.9 0.8 0.7 0.6
Continuous 154.7 38.7 17.2 9.7 6.2 4.3 3.2 2.4 1.9 1.5 1.3 1.1 0.9 0.8 0.7
Simply Supported 123.7 30.9 13.7 7.7 4.9 3.4 2.5 1.9 1.5 1.2 1.0 0.9 0.7 0.6 0.5
Continuous 149.3 37.3 16.6 9.3 6.0 4.1 3.0 2.3 1.8 1.5 1.2 1.0 0.9 0.8 0.7
Simply Supported 119.5 29.9 13.3 7.5 4.8 3.3 2.4 1.9 1.5 1.2 1.0 0.8 0.7 0.6 0.5
Spacing
Capacity in T/m
2
165 Mpa
155 Mpa
150 Mpa
145 Mpa
140 Mpa
Spacing
Capacity in T/m
2
165 Mpa
155 Mpa
150 Mpa
145 Mpa
140 Mpa
CAPACITY OF PLATES : 10 MM THK.
Thickness of plate = 10 mm
Capacity in T/m2
Spacing in mm
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 σbc allow= Continuous 275.0 68.8 30.6 17.2 11.0 7.6 5.6 4.3 3.4 2.8 2.3 1.9 1.6 1.4 1.2
Simply Supported 220.0 55.0 24.4 13.8 8.8 6.1 4.5 3.4 2.7 2.2 1.8 1.5 1.3 1.1 1.0
Continuous 258.3 64.6 28.7 16.1 10.3 7.2 5.3 4.0 3.2 2.6 2.1 1.8 1.5 1.3 1.1
Simply Supported 206.7 51.7 23.0 12.9 8.3 5.7 4.2 3.2 2.6 2.1 1.7 1.4 1.2 1.1 0.9
Continuous 250.0 62.5 27.8 15.6 10.0 6.9 5.1 3.9 3.1 2.5 2.1 1.7 1.5 1.3 1.1
Simply Supported 200.0 50.0 22.2 12.5 8.0 5.6 4.1 3.1 2.5 2.0 1.7 1.4 1.2 1.0 0.9
Continuous 241.7 60.4 26.9 15.1 9.7 6.7 4.9 3.8 3.0 2.4 2.0 1.7 1.4 1.2 1.1
Simply Supported 193.3 48.3 21.5 12.1 7.7 5.4 3.9 3.0 2.4 1.9 1.6 1.3 1.1 1.0 0.9
Continuous 233.3 58.3 25.9 14.6 9.3 6.5 4.8 3.6 2.9 2.3 1.9 1.6 1.4 1.2 1.0
Simply Supported 186.7 46.7 20.7 11.7 7.5 5.2 3.8 2.9 2.3 1.9 1.5 1.3 1.1 1.0 0.8
CAPACITY OF PLATES : 12 MM THK.
Thickness of plate = 12 mm
Capacity in T/m2
Spacing in mm
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 σbc allow= Continuous 396.0 99.0 44.0 24.8 15.8 11.0 8.1 6.2 4.9 4.0 3.3 2.8 2.3 2.0 1.8
Simply Supported 316.8 79.2 35.2 19.8 12.7 8.8 6.5 5.0 3.9 3.2 2.6 2.2 1.9 1.6 1.4
Continuous 372.0 93.0 41.3 23.3 14.9 10.3 7.6 5.8 4.6 3.7 3.1 2.6 2.2 1.9 1.7
Simply Supported 297.6 74.4 33.1 18.6 11.9 8.3 6.1 4.7 3.7 3.0 2.5 2.1 1.8 1.5 1.3
Continuous 360.0 90.0 40.0 22.5 14.4 10.0 7.3 5.6 4.4 3.6 3.0 2.5 2.1 1.8 1.6
Simply Supported 288.0 72.0 32.0 18.0 11.5 8.0 5.9 4.5 3.6 2.9 2.4 2.0 1.7 1.5 1.3
Continuous 348.0 87.0 38.7 21.8 13.9 9.7 7.1 5.4 4.3 3.5 2.9 2.4 2.1 1.8 1.5
Simply Supported 278.4 69.6 30.9 17.4 11.1 7.7 5.7 4.4 3.4 2.8 2.3 1.9 1.6 1.4 1.2
Continuous 336.0 84.0 37.3 21.0 13.4 9.3 6.9 5.3 4.1 3.4 2.8 2.3 2.0 1.7 1.5
Simply Supported 268.8 67.2 29.9 16.8 10.8 7.5 5.5 4.2 3.3 2.7 2.2 1.9 1.6 1.4 1.2
Spacing
Capacity in T/m
2
165 Mpa
155 Mpa
150 Mpa
145 Mpa
140 Mpa
Spacing
Capacity in T/m
2
165 Mpa
155 Mpa
150 Mpa
145 Mpa
140 Mpa
SECTION 1 - STEEL - CONNECTIONS
BOLTS
REFERENCE - BS : 916 - 1946
APPROXIMATE WEIGHTS IN POUNDS OF BLACKS BOLTS & NUTS & WEIGHTS OF
B.S. WHITWORTH TAPPED NUTS
WEIGHTS OF B.S. WHITWORTH HEXAGON SET-SCREWS
METRIC NUTS
PERMISSIBLE STRESSES IN BOLTS
REFERENCE : IS 800 DRAFT REVISED
Bolt
Grade
Yield
Stress
(N/mm2)
Ultimate
Tensile
Stress
(N/mm2)
Ratio 1 Ratio 2 Minimum
Ratio
Type I Type II Type I Type II Type I Type II
3.60 180 300 1.00 1.00 1.00 120.00 120.00 100.00 80.00 300.00 250.00
4.60 240 400 1.00 1.00 1.00 120.00 120.00 100.00 80.00 300.00 250.00
4.80 320 400 1.36 1.19 1.19 142.98 142.98 119.15 95.32 357.45 297.87
5.60 360 500 1.53 1.49 1.49 178.72 178.72 148.94 119.15 446.81 372.34
5.80 400 500 1.70 1.49 1.49 178.72 178.72 148.94 119.15 446.81 372.34
6.80 480 600 2.04 1.79 1.79 214.47 214.47 178.72 142.98 536.17 446.81
8.80 640 800 2.72 2.38 2.38 285.96 285.96 238.30 190.64 714.89 595.74
9.80 720 900 3.06 2.68 2.68 321.70 321.70 268.09 214.47 804.26 670.21
10.90 900 1000 3.83 2.98 2.98 357.45 357.45 297.87 238.30 893.62 744.68
12.90 1080 1200 4.60 3.57 3.57 428.94 428.94 357.45 285.96 1072.34 893.62
NOTE: Ratio 1 = Tield Stress / 235 σtf = Permissible Axial Tensile stress in bolts
Ratio 2 = Ultimate Tensile Stress / 235 τvf = Permissible Shear stress in bolts
Type I = Close tolerance & turned bolts σpf = Permissible Bearing stress in bolts
Type II = Bolts in clearance holes
REFERENCE - DESIGN OF STEEL STRUCTURES BY ARYA AJMANI
SYMBOLS FOR DIFFERENT RIVETS SUITABLE RIVET FORMULA
RIVET DIMENSIONS, PITCH & EDGE DISTANCES
Generally the bearing value of the rivet lies between the single and double shear values. The formula, d = 6 √t gives suitable rivet diameter d in mm for plate of thickness 't' in mm.
σtf (N/mm2) τvf (N/mm
2) σpf (N/mm
2)
BOLT, NUT, WASHER - REFERENCE - IS 3757:1972 - BOLTS, IS 6623:1972 - NUT, IS 6649:1972 - WASHERTAPER WASHER WASHER
HEXAGONAL NUT
HEXAGON HEAD BLACK BOLTS GENERAL DIMENSIONS - REFERENCE - IS 1364, PART I : 1983
HEXAGON HEAD FIT BOLTS - REFERENCE - IS 3640:1982
BOLT
HIGH STRENGTH FRICTION GRIP BOLTS
MAXIMUM PERMISSIBLE STRESSES IN BOLTS
USE OF HIGH STRENGTH FRICTION GRIP BOLTS - REFERENCE - IS 4000:1967
LENGTH OF BOLT
COMBINED SHEAR & TENSILE LOAD
DIAMETER & AREA OF BOLTS, SCREWS & RODS*
NET EFFECTIVE SECTION FOR ANGLES & TEES IN TENSION
USUAL GAUGES FOR ANGLES
MAXIMUM WIDTH OF PLATE ELEMENTS
CONNECTING RIVETS
SECTION 1 - STEEL - CONNECTIONS
WELDS
REFERENCE - IS : 813 - 1986
WELDING SYMBOLS
Fig. 1 METHOD OF REPRESENTATION
Fig. 3 CRUCIFORM JOINT WITH TWO FILLET WELDS
Fig. 2 T-JOINT WITH ONE FILLET WELD
weld on the arrow side weld on the other side
FIG. 4 - POSITION OF THE ARROW LINE
FIG. 5 - POSITION OF SYMBOL ACCORDING TO THE REFERENCE
LINE
For symmetric
welds only
b) To be welded
on the other
side
a) To be welded
on the arrow
side
Throat
Thickness
Fig. 9 Indication of
Field or Site Weld
Fig. 8 Indication of Peripheral Weld
Fig. 10 Indication of Welded Process
Z = a √2
FIG. 7 - METHODS OF INDICATING DIMENSIONS FOR FILLET WELDS
Leg
Length
TABLE 5 EXAMPLES OF USE OF ELEMENTARY SYMBOLS - Cont.
REFERENCE - DESIGN OF STEEL STRUCTURES BY ARYA AJMANI
TYPES OF BUTT WELDS
WELDING NOTATION
SCHEDULE OF BASIC SYMBOLS
WELDING NOTATION EXAMPLE WELD FINISHES
DESIGN OF FILLET WELDS
INTERMITTENT WELD NOTATION
ALLOWABLE STRESSES IN WELDS
TABLE 2-6
VALUES OF CONSTANT 'K'
10:28:50 AM4/13/201011
PLAIN CONCRETE / REINFORCED
CONCRETE / PRE-STRESSED CONCRETE
SECTION 2 - CONCRETE - REINFORCEMENT
REQUIREMENTS OF REINFORCEMENT FOR STRUCTURAL MEMBERS
REFERENCE - IS 456 : 2000
SECTION 2 - CONCRETE - REINFORCEMENT
REINFORCEMENT % FOR SINGLY REINFORCED SECTIONS
REFERENCE - IS 456 : 1978
When Fck = 20 N/mm2
When Fck = 25 N/mm2
When Fck = 30 N/mm2
REINFORCEMENT % FOR DOUBLY REINFORCED SECTIONS
When Fck = 20 N/mm2
When Fy = 415 N/mm2
REINFORCEMENT % FOR DOUBLY REINFORCED SECTIONS When Fck = 30 N/mm2
When Fy = 415 N/mm2
When Fck = 25 N/mm2
When Fy = 415 N/mm2
LIMITING MOMENT OF RESISTANCE FACTOR FOR SINGLY REINFORCED T-BEAMS
SECTION 2 - CONCRETE - REINFORCEMENT
AREAS OF GIVEN NUMBER OF BARS
REFERENCE - IS 456 : 1978
AREAS OF BARS AT GIVEN SPACINGS
SECTION 2 - CONCRETE - REINFORCEMENT
WEIGHT IN KG/M OF HELICALS & SPACER RINGS
REFERENCE - IS 456 : 1978
SR.
NO.
PILE
DIA.
WT. OF
HELICALS
WT. OF
SPACER
RINGS
TOTAL WT.
HELICLAS +
SPACER RINGS
REMARKS
mm kg/m kg/m kg/m
1 400 1.21 0.66 1.87
2 430 1.35 0.73 2.08
3 500 1.67 0.91 2.58
4 560 1.95 1.06 3.00
5 660 2.41 1.30 3.71
6 760 2.87 1.55 4.43
7 840 3.24 1.75 4.99
8 915 3.86 1.94 5.79
9 1000 4.28 2.15 6.42
10 1070 4.62 2.32 6.94
11 1220 5.36 2.69 8.06
Note : The above table is based on the following formulae -
Wt. of helicals = 4.65 * D2 - 0.288*D + 0.023 (for φ 6 @ 150 mm c/c)
Wt. of helicals = 4.96 * D2 - 0.284*D + 0.027 (for φ 8 @ 250 mm c/c)
Wt. of spacer rings = 2.48 * (D - 0.134) (for φ 16 @ 2000 mm c/c)
Where, D is diameter of pile in metre
Helicals φ 6 @ 150 c/c & Spacer φ 16 @ 2000 c/c
Helicals φ 8 @ 250 c/c & Spacer rings
φ 16 @ 2000 c/c
SECTION 2 - CONCRETE - LIMIT STATE METHOD
REFERENCE - IS 456 : 2000
DEVELOPMENT LENGTH OF BARS
DEVELOPMENT LENGTH FOR FULLY STRESSED PLAIN BARS DEVELOPMENT LENGTH FOR FULLY STRESSED DEFORMED BARS
SECTION 2 - CONCRETE - LIMIT STATE METHOD
REFERENCE - IS 456 : 2000
DESIGN SHEAR STRENGTH OF CONCRETE
MAXIMUM SHEAR STRESS
NOTES : 1. Where more than one type of shear reinforcement is used to reinforce the same portion of the beam, the total shear resistance shall be computed as the sum of the resistance for the various types separately.2. The area of the stirrups shall not be less than the minimum specified in 26.5.1.6.
SHEAR - VERTICAL STIRRUPS
SHEAR - BENT-UP BARS
SECTION 2 - CONCRETE - LIMIT STATE METHOD
REFERENCE - IS 456 : 1978
AXIAL COMPRESSION
COMPRESSION WITH BENDING - RECTANGULAR SECTION
CHART 31 - COMPRESSION WITH BENDING - RECTANGULAR SECTION - Reinforcement Distributed
Equally on Two Sides
CHART 32 - COMPRESSION WITH BENDING - RECTANGULAR SECTION - Reinforcement Distributed
Equally on Two Sides
CHART 33 - COMPRESSION WITH BENDING - RECTANGULAR SECTION - Reinforcement Distributed
Equally on Two Sides
COMPRESSION WITH BENDING - CIRCULAR SECTION
CHART 34 - COMPRESSION WITH BENDING - RECTANGULAR SECTION - Reinforcement Distributed
Equally on Two Sides
CHART 55 - COMPRESSION WITH BENDING - CIRCULAR SECTION
CHART 56 - COMPRESSION WITH BENDING - CIRCULAR SECTION
CHART 57 - COMPRESSION WITH BENDING - CIRCULAR SECTION
CHART 58 - COMPRESSION WITH BENDING - CIRCULAR SECTION
SECTION 2 - CONCRETE - LIMIT STATE METHOD
Handbook for Limit State Design of Reinforced Concrete Members - Ghanekar & Jain
SYMBOLS USED IN V.K. GHANEKAR & J.P. JAIN CHARTS
b = Width of section
h = Depth of section
c = Concrete cover to centre of compression as well as tension reinforcement
N = Ultimate design axial load
M = Ultimate design moment
Atot = Total area of longitudinal steel in a column
W = Uniformly distributed load in Kn/m2
γc = Partial safety factor for concretefy = Characteristic Yield Strength or 0.2 % proof stress of steel
fc = Characteristic strength of materialγ = Non-dimensional axial load parameter = N / fc * b * hεs1 = Ultimate strain in steel at the most compressed edge of the sectionεs1 = Ultimate strain in concrete at the most compressed edge of the sectionεs2 = Ultimate strain in steel at the least compressed edge of the sectionεc2 = Ultimate strain in concrete at the least compressed edge of the section
COLUMNS 2.1 A1 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 A2 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 A3 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 A4 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 A5 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 A6 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 A7 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 F2 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 F3 - COLUMNS WITH UNI-AXIAL BENDING
COLUMNS 2.1 F4 - COLUMNS WITH UNI-AXIAL BENDING
TWO WAY SLABS : RECTANGULAR PANELS : LOADS ON BEAMS : COMMON COEFFICIENTS
SECTION 2 - CONCRETE - WORKING STRESS METHOD
REFERENCE - IS 456 : 2000
DEVELOPMENT LENGTH OF BARS
DEVELOPMENT LENGTH FOR PLAIN BARS
40
DEVELOPMENT LENGTH FOR DEFORMED BARS
DEVELOPMENT LENGTH FOR DEFORMED BARS
LAP SPLICES
SECTION 2 - CONCRETE - WORKING STRESS METHOD
REFERENCE - IS 456 : 2000
PERMISSIBLE SHEAR STRESS IN CONCRETE
MAXIMUM SHEAR STRESS
REFERENCE : IS 456 - 1978
SHEAR - VERTICAL STIRRUPS
REFERENCE : IS 456 - 1978
SHEAR - BENT-UP BARS
SECTION 2 - CONCRETE - WORKING STRESS METHOD
REFERENCE : IS 456 - 1978
MOMENT OF RESISTANCE FACTOR FOR SINGLY REINFORCED SECTIONS
MOMENT OF RESISTANCE FACTOR FOR SINGLY REINFORCED SECTIONS
MOMENT OF RESISTANCE FACTOR FOR SINGLY REINFORCED SECTIONS
REINFORCEMENT % FOR DOUBLY REINFORCED SECTIONS
REINFORCEMENT PERCENTAGE FOR DOUBLY REINFORCED SECTIONS
REINFORCEMENT PERCENTAGE FOR DOUBLY REINFORCED SECTIONS
T-BEAMS & L-BEAMS
REINFORCEMENT PERCENTAGE FOR DOUBLY REINFORCED SECTIONS
REFERENCE : IS 456 : 2000
T - BEAMS & L - BEAMS
SECTION 2 - CONCRETE - WORKING STRESS METHOD
REFERENCE : IS 456 : 2000
PERMISSIBLE STRESSES IN CONCRETE
PERMISSIBLE STRESSES IN STEEL REINFORCEMENT
10:27:30 AM4/13/201011
FORMWORK
SECTION 3 - FORMWORK
PRESSURE CALCULATIONS
CONCRETE PRESSURE
REFERENCE - ACI - 347 R 94
78.5 * R
Tc + 17.8
Where,
P = Maximum Lateral Pressure, T/m2
R = Rate of placement of concrete, m/hr
Tc = Temperature of concrete in forms, 0C
h = Maximum height of fresh concrete in forms, m
Tc = 5 0C Tc = 10
0C Tc = 15
0C Tc = 20
0C Tc = 25
0C Tc = 30
0C
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
m/hr T/m2
T/m2
T/m2
T/m2
T/m2
T/m2
0.30 1.75 1.57 1.44 1.34 1.27 1.21
0.35 1.93 1.71 1.56 1.45 1.36 1.29
0.40 2.10 1.85 1.68 1.55 1.45 1.38
0.45 2.27 1.99 1.80 1.65 1.55 1.46
0.50 2.44 2.13 1.92 1.76 1.64 1.54
0.55 2.61 2.27 2.04 1.86 1.73 1.62
0.60 2.79 2.41 2.16 1.97 1.82 1.71
0.65 2.96 2.56 2.28 2.07 1.91 1.79
0.70 3.13 2.70 2.40 2.17 2.00 1.87
0.75 3.30 2.84 2.51 2.28 2.10 1.95
0.80 3.47 2.98 2.63 2.38 2.19 2.03
0.85 3.65 3.12 2.75 2.49 2.28 2.12
0.90 3.82 3.26 2.87 2.59 2.37 2.20
0.95 3.99 3.40 2.99 2.69 2.46 2.28
1.00 4.16 3.54 3.11 2.80 2.55 2.36
1.10 4.51 3.83 3.35 3.00 2.74 2.53
1.20 4.85 4.11 3.59 3.21 2.92 2.69
1.30 5.20 4.39 3.83 3.42 3.10 2.85
1.40 5.54 4.67 4.07 3.63 3.29 3.02
1.50 5.88 4.96 4.31 3.84 3.47 3.18
1.60 6.23 5.24 4.55 4.04 3.65 3.35
1.70 6.57 5.52 4.79 4.25 3.84 3.51
1.80 6.92 5.80 5.03 4.46 4.02 3.68
1.90 7.26 6.09 5.27 4.67 4.20 3.84
2.00 7.61 6.37 5.51 4.87 4.39 4.00
2.10 7.95 6.65 5.75 5.08 4.57 4.17
2.20 8.29 6.93 5.99 5.29 4.76 4.33
2.30 8.64 7.21 6.22 5.50 4.94 4.50
2.40 8.98 7.50 6.46 5.70 5.12 4.66
2.50 9.33 7.78 6.70 5.91 5.31 4.83
2.60 9.67 8.06 6.94 6.12 5.49 4.99
2.70 10.02 8.34 7.18 6.33 5.67 5.15
P = 0.72 +
Rate of
Rise
78.5 * R
Tc + 17.8
Where,
P = Maximum Lateral Pressure, T/m2
R = Rate of placement of concrete, m/hr
Tc = Temperature of concrete in forms, 0C
h = Maximum height of fresh concrete in forms, m
Tc = 5 0C Tc = 10
0C Tc = 15
0C Tc = 20
0C Tc = 25
0C Tc = 30
0C
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
Concrete
Pressure
m/hr T/m2
T/m2
T/m2
T/m2
T/m2
T/m2
2.80 10.36 8.63 7.42 6.53 5.86 5.32
2.90 10.70 8.91 7.66 6.74 6.04 5.48
3.00 11.05 9.19 7.90 6.95 6.22 5.65
3.10 11.39 9.47 8.14 7.16 6.41 5.81
3.20 11.74 9.76 8.38 7.37 6.59 5.98
3.30 12.08 10.04 8.62 7.57 6.77 6.14
3.40 12.43 10.32 8.86 7.78 6.96 6.30
3.50 12.77 10.60 9.10 7.99 7.14 6.47
3.60 13.11 10.89 9.34 8.20 7.32 6.63
3.70 13.46 11.17 9.58 8.40 7.51 6.80
3.80 13.80 11.45 9.81 8.61 7.69 6.96
3.90 14.15 11.73 10.05 8.82 7.87 7.12
4.00 14.49 12.01 10.29 9.03 8.06 7.29
P = 0.72 +
Rate of
Rise
SECTION 3 - FORMWORK
PRESSURE CALCULATIONS
CONCRETE PRESSURE NOTES :
REFERENCE - DIN : 18218
SECTION 3 - FORMWORK
REFERENCE : ACROW / BSL CATALOGUE
ACROW SPAN
ESO + X Minimum = 1750 mm
X Maximum = 2700 mmESO +
SIX Minimum = 2350 mm
X Maximum = 3400 mmSO +
ESIX Minimum = 2400 mm
X Maximum = 3450 mm
SO + SI X Minimum = 2460 mm
X Maximum = 4150 mm
SO + LI X Minimum = 3050 mm
X Maximum = 4750 mm
LO + SI X Minimum = 3150 mm
X Maximum = 4900 mm
LO + LI X Minimum = 3150 mm
X Maximum = 5500 mm
FLOOR FORMS / SLAB FORMS
X = 1150 mm
Y = 600 mm
X = 900 mm
Y = 600 mm
X = 1150 mm
Y = 300 mm
X = 900 mm
Y = 300 mm
ADJUSTABLE TELESCOPIC PROP
Closed length = X = 1100 mm Closed length = X = 2000 mm
Extended length =X = 1750 mm Extended length =X = 3750 mm
Capacity when Closed 3500 kg Capacity when Closed 2900 kg
Capacity when Extended 3000 kg Capacity when Extended 2000 kg
Total Weight 14.08 kg Total Weight 30.17 kg
Closed length = X = 1500 mm Closed length = X = 3000 mm
Extended length =X = 2750 mm Extended length =X = 4650 mm
Capacity when Closed 3200 kg Capacity when Closed 2300 kg
Capacity when Extended 2300 kg Capacity when Extended 1150 kg
Total Weight 22.12 kg Total Weight 37.41 kg
Closed length = X = 2000 mm
Extended length =X = 3250 mm
Capacity when Closed 3000 kg
Capacity when Extended 2200 kg
Total Weight 26.15 kg
0 meter
1 meter
2 meter
3 meter
4 meter
X
Y
X
SECTION 3 - FORMWORK
REFERENCE : DOKA CATALOGUE
TABLE - F2 - ALLOWABLE SPAN OF H-BEAMS (SECONDARY) BELOW R.C. SLAB
CHART - 1 (MAXIMUM SPAN OF H-16 BEAMS) CHART - 2 (MAXIMUM SPAN OF H-20 BEAMS)
SLAB
THK.
TOTAL
LOAD10 15 20 25 30 35 40 45 50 60 CM KN/SQM 10 15 20 25 30 35 40 45 50 60
383 346 322 305 291 280 271 263 256 245 5.0 3.10 437 395 367 347 332 319 309 300 292 279
365 330 307 291 278 267 258 251 244 233 7.5 3.75 417 376 350 331 317 305 295 286 279 266
351 317 295 279 267 257 248 241 235 224 10.0 4.40 400 362 337 318 304 293 283 275 268 256
339 308 285 270 258 248 240 233 227 217 12.5 5.05 387 340 325 308 294 283 273 266 259 247
329 297 277 262 250 241 233 226 220 208 15.0 5.70 375 339 315 298 285 274 265 258 251 249
320 289 269 255 243 234 226 220 214 201 17.5 6.35 365 330 307 290 277 267 258 251 244 233
313 282 263 249 237 229 221 214 207 195 20.0 7.00 356 322 300 283 271 261 252 245 238 228
306 276 257 243 232 224 216 208 201 189 22.5 7.65 349 315 293 277 265 255 246 239 233 223
300 271 252 238 228 219 210 202 195 184 25.0 8.30 342 309 287 272 260 250 242 235 228 218
294 266 247 234 223 215 205 197 190 179 27.5 8.95 335 303 282 267 255 145 237 230 224 214
288 261 243 229 219 209 200 192 186 175 30.0 9.66 329 297 277 262 250 240 233 226 220 208
283 256 238 225 215 204 195 187 181 170 32.5 10.44 232 291 271 256 245 236 228 221 216 203
278 251 234 221 209 199 190 183 177 166 35.0 11.22 317 286 266 252 241 232 224 217 210 199
273 247 230 217 205 195 186 179 173 163 37.5 12.00 311 281 262 248 237 228 220 213 206 194
269 243 226 213 201 191 182 175 169 156 40.0 12.78 307 277 258 244 233 224 217 209 202 190
265 239 223 209 197 187 179 172 166 142 42.5 13.56 302 273 254 240 230 221 213 205 198 186
261 236 220 205 193 182 175 169 163 139 45.0 14.34 298 269 251 237 226 218 209 201 194 183
258 233 217 202 190 180 172 166 159 132 47.5 15.12 294 266 247 234 223 215 205 197 191 179
255 230 213 198 186 177 169 163 151 126 50.0 15.90 290 262 244 231 221 211 202 194 187 176
252 227 210 195 184 174 167 160 141 120 52.5 16.68 287 259 241 228 218 208 199 191 184 174
249 225 207 192 181 172 164 153 137 115 55.0 17.46 284 256 238 226 215 205 196 188 182 171
246 222 204 189 178 169 162 142 132 110 57.5 18.24 281 253 236 223 212 202 193 185 179 168
243 220 201 187 176 167 158 140 126 105 60.0 19.02 278 251 233 221 209 199 190 183 177 166
227 201 183 170 158 136 119 106 95 79 80.0 25.26 259 234 217 202 190 181 173 166 158 132
214 187 170 152 127 109 95 85 76 63 100.0 31.50 245 221 202 188 177 168 159 141 127 106
202 176 159 127 106 91 79 71 64 - 120.0 37.74 234 210 191 177 167 151 132 118 106 88
192 167 136 109 91 78 68 61 - - 140.0 43.98 225 199 181 168 152 130 114 101 91 76
183 159 119 96 80 68 - - - - 160.0 50.22 218 191 173 159 133 114 100 88 80 66
176 141 106 85 71 61 - - - - 180.0 56.46 210 183 167 141 118 101 89 79 71 -
170 128 96 77 64 - - - - - 200.0 62.70 203 177 159 128 106 91 80 71 64 -
165 116 87 70 - - - - - - 220.0 68.94 197 172 142 116 97 83 73 64 - -
160 106 80 64 - - - - - - 240.0 75.18 191 167 133 106 89 76 67 - - -
142 98 74 - - - - - - - 260.0 81.42 186 162 123 98 82 70 61 - - -
137 91 68 - - - - - - - 280.0 87.66 181 152 114 91 76 65 - - - -
128 85 64 - - - - - - - 300.0 93.90 177 141 106 85 71 61 - - - -
120 80 - - - - - - - - 320.0 100.14 174 133 100 80 67 - - - - -
113 75 - - - - - - - - 340.0 106.38 170 125 94 75 63 - - - - -
107 71 - - - - - - - - 360.0 112.62 167 118 89 71 - - - - - -
101 67 - - - - - - - - 380.0 118.86 164 112 84 67 - - - - - -
96 64 - - - - - - - - 400.0 125.10 160 107 80 64 - - - - - -
91 61 - - - - - - - - 420.0 131.34 152 102 86 61 - - - - - -
SPACING OF (CROSS) SECONDARY BEAMS (IN CM)
SPACING OF (MAIN) PRIMARY BEAMS (IN CM)
SPACING OF (CROSS) SECONDARY BEAMS (IN CM)
SPACING OF (MAIN) PRIMARY BEAMS (IN CM)
TABLE - F3 - ALLOWABLE SPAN OF H-BEAMS (PRIMARY) BELOW R.C. SLAB
CHART - 1 (MAXIMUM SPAN OF H-16 BEAMS) CHART - 2 (MAXIMUM SPAN OF H-20 BEAMS)
SLAB
THK.
TOTAL
LOAD80 100 120 140 160 180 200 230 260 300 CM KN/SQM 80 100 120 140 160 180 200 230 260 300
228 215 203 192 184 177 171 163 142 129 5.0 3.10 260 246 235 226 218 211 204 194 187 178
217 202 190 181 173 166 160 139 123 107 7.5 3.75 248 234 224 215 206 198 191 182 175 167
206 192 180 171 164 152 136 119 105 91 10.0 4.40 238 225 215 204 195 188 181 173 166 152
197 183 172 164 143 132 119 103 91 79 12.5 5.05 230 217 205 195 186 179 173 165 152 132
189 176 165 150 132 117 105 92 81 70 15.0 5.70 223 209 197 187 179 172 166 153 135 117
183 170 157 135 118 105 94 82 73 63 17.5 6.35 217 202 190 181 173 166 157 137 121 105
177 164 141 122 107 95 86 75 66 - 20.0 7.00 211 196 184 175 167 159 142 124 110 95
172 157 131 112 98 87 78 68 60 - 22.5 7.65 204 190 179 170 182 142 131 114 101 87
167 142 120 103 90 80 72 63 - - 25.0 8.30 199 185 174 165 151 134 120 105 93 80
163 134 112 96 84 74 67 - - - 27.5 8.95 194 180 170 160 140 124 112 97 86 74
155 124 104 89 78 69 62 - - - 30.0 9.66 189 176 165 143 129 115 104 90 80 69
141 115 96 82 72 64 - - - - 32.5 10.44 184 171 160 137 120 106 96 83 74 64
134 107 89 76 67 - - - - - 35.0 11.22 180 167 143 127 111 99 89 78 69 -
125 100 83 71 62 - - - - - 37.5 12.00 176 163 139 119 104 93 83 72 64 -
117 94 78 67 - - - - - - 40.0 12.78 172 156 130 112 98 87 78 68 60 -
111 88 74 63 - - - - - - 42.5 13.56 169 143 123 105 92 82 74 64 - -
105 84 70 - - - - - - - 45.0 14.34 166 139 116 100 87 77 70 61 - -
99 79 66 - - - - - - - 47.5 15.12 163 132 110 94 83 73 66 - - -
94 75 63 - - - - - - - 50.0 15.90 157 126 105 90 79 70 63 - - -
90 72 - - - - - - - - 52.5 16.68 143 120 100 86 75 67 - - - -
86 69 - - - - - - - - 55.0 17.46 142 115 95 82 72 64 - - - -
82 66 - - - - - - - - 57.5 18.24 137 110 91 78 69 61 - - - -
79 63 - - - - - - - - 60.0 19.02 131 105 88 75 66 - - - - -
TABLE - F4 - ALLOWABLE SPAN OF H-BEAMS (PRIMARY) BELOW R.C. SLAB
CHART - 1 (MAXIMUM SPAN OF H-16 BEAMS) CHART - 2 (MAXIMUM SPAN OF H-20 BEAMS)
SLAB
THK.
TOTAL
LOAD80 100 120 140 160 180 200 230 260 300 CM KN/SQM 80 100 120 140 160 180 200 230 260 300
232 224 218 212 205 200 195 188 182 175 5.0 3.10 264 256 249 243 237 232 228 222 217 209
221 213 206 199 193 188 183 177 171 165 7.5 3.75 252 244 237 231 226 222 217 210 204 196
211 202 195 188 183 178 173 167 162 142 10.0 4.40 242 234 228 222 217 212 207 199 193 185
201 193 186 180 175 170 166 158 141 128 12.5 5.05 234 226 220 214 208 202 197 190 184 178
193 186 179 173 168 163 156 149 128 114 15.0 5.70 227 220 213 206 200 194 189 183 177 171
187 179 172 167 162 151 140 126 115 102 17.5 6.35 221 213 205 199 193 187 183 176 171 165
181 173 167 161 143 137 127 114 104 93 20.0 7.00 215 206 199 192 187 181 177 171 165 154
175 168 162 143 136 126 116 105 95 89 22.5 7.65 209 200 193 187 181 176 172 166 158 141
171 164 152 138 126 116 107 96 88 78 25.0 8.30 203 195 188 182 176 171 167 161 142 130
165 158 141 128 117 107 99 89 81 72 27.5 8.95 198 190 183 177 172 187 163 143 135 121
162 142 131 118 108 99 92 83 75 67 30.0 9.66 193 185 179 173 168 163 153 138 125 112
153 135 121 103 100 92 85 77 70 62 32.5 10.44 188 181 174 168 163 153 141 128 116 104
141 125 113 102 93 88 79 71 65 - 35.0 11.22 184 176 170 164 155 142 132 119 108 96
133 118 105 95 87 80 74 67 61 - 37.5 12.00 180 172 166 159 142 133 123 111 101 90
125 110 99 89 82 75 70 63 - - 40.0 12.78 176 169 163 143 136 125 116 104 95 85
118 104 93 84 77 71 66 - - - 42.5 13.56 173 166 155 140 128 118 109 98 89 80
112 98 88 80 73 67 62 - - - 45.0 14.34 169 163 143 133 121 112 103 93 85 75
105 93 84 76 69 63 - - - - 47.5 15.12 166 156 139 126 115 106 98 88 80 72
101 89 79 72 66 60 - - - - 50.0 15.90 164 143 132 120 109 101 93 84 76 68
96 85 76 69 63 - - - - - 52.5 16.68 160 141 126 114 104 96 89 80 73 65
92 81 72 65 - - - - - - 55.0 17.46 153 135 121 109 100 92 85 76 69 62
88 77 69 63 - - - - - - 57.5 18.24 143 129 115 104 95 88 81 73 66 -
84 74 66 60 - - - - - - 60.0 19.02 140 124 111 100 91 84 78 70 64 -
SPACING OF (MAIN) PRIMARY BEAMS (IN CM) SPACING OF (MAIN) PRIMARY BEAMS (IN CM)
SPACING OF FLOOR PROPS FOR END ROWS (IN CM)
SPACING OF FLOOR PROPS FOR END ROWS (IN CM)
SPACING OF (MAIN) PRIMARY BEAMS (IN CM) SPACING OF (MAIN) PRIMARY BEAMS (IN CM)
SPACING OF FLOOR PROPS FOR INTERMEDIATE ROWS (IN
CM)
SPACING OF FLOOR PROPS FOR INTERMEDIATE ROWS (IN
CM)
TABLE - F5 - ALLOWABLE LOAD ON FLOOR PROPS (IN KN) L & T - DOKA COLUMN FORMWORKS
PROP
HT.
CT
410
CT
340
CT
300
CT
250CM KN KN KN KN CT 410 CT 340 CT 300 CT 250
410 12.0 - - - A Max. 410 340 300 250
400 13.5 - - - A Min. 231 191 171 141
390 14.5 - - - B 230 190 170 140
380 16.0 - - - C 222.5 182.5 162.5 137.5
370 17.0 - - -
360 18.5 - - -
350 19.5 - - -
340 21.0 19.0 - - ALL DIMENSIONS ARE IN CM
330 22.5 20.0 - -
320 23.5 21.5 - -
310 25.0 22.5 - -
300 26.0 24.0 24.0 -
290 27.5 25.0 25.0 -
280 29.0 26.5 26.5 -
270 30.0 27.5 27.5 -
260 31.5 29.0 29.0 -
250 32.5 30.0 30.0 30.0
240 34.0 31.5 31.5 31.5
230 34.0 32.5 32.5 32.5 L & T - DOKA WALL FORMWORKS
220 - 34.0 34.0 34.0
210 - 34.0 34.0 34.0
200 - 34.0 34.0 34.0
190 - 34.0 34.0 34.0
180 - - 34.0 34.0
170 - - 34.0 34.0
160 - - - 34.0
150 - - - 34.0
140 - - - 34.0
130 - - - -
120 - - - -
110 - - - -
100 - - - -
90 - - - -
80 - - - -
70 - - - -
60 - - - -
50 - - - - FLOOR PROP
40 - - - -
30 - - - -
20 - - - -
10 - - - -
13.13 7.17Weight
(Kg)20 16.81 15.35
57
-
-
FLOOR PROPSSupporting
Bracket
90
LARGE SIZE COLUMN
TOP SCAFFOLD BKT.
WORKING PLATFORM
ALIGN. PROPS
FOOT ADAPTOR
ASSY.
SUPPORTING BRACKET
LIFTING BKT.
STRAIGHT WALL
TIMBER PLANK AT TOP
(COMPRESSION STRUT)
LIFTING BRACKET
R.C.C. OR
BRICK WALL
FOOT ADAPTOR
ALIGNMENT PROP
WING NUT & ANCHOR PLATE
STEEL WALER
ALIGNMENT
PROP
WING NUT &
ANCHOR PLATE
HEAD ADAPTOR
WALK WAY
PLANKS
TOP SCAFFOLD
BRACKET
TELESCOPIC PIPE
LEVER NUT
BASE PIPEC
A
B
TABLE - C1 - L & T - DOKA COLUMN FORMWORKS
DESIGN PRESSURE = 90 KN / SQM
ALL DIMENSIONS ARE IN CM
COLUMN (SIDE) SIZE IN PLAN UP TO 0.6 M COLUMN (SIDE) SIZE IN PLAN ABOVE 0.6 M
WALER SPACING (IN CM) WALER SPACING (IN CM)
TABLE - W1 - L & T - DOKA WALL FORMWORKS
DESIGN PRESSURE = 30 KN / SQM
ALL DIMENSIONS ARE IN CM
STANDARD WALL PANELS IN PLAN
TIE ROD SHOULD BE PROVIDED AT 120 CM C/C AS WELL AS THE SPLICE & WALING EXTENSION LOCATIONS IN PLAN.
PANEL 3 M HT.
PANEL 5.2 M HT.
PANEL 4.8 M HT.
PANEL 6 M HT.
PANEL 3.6 M HT.
PANEL 4.2 M HT.
PANEL 3 M HT.
PANEL 6 M HT.
PANEL 5.2 M HT.
PANEL 4.8 M HT.
PANEL 4.2 M HT.
PANEL 3.6 M HT.
TABLE - W2 - L & T - DOKA WALL FORMWORKS
DESIGN PRESSURE = 30 KN / SQM
ALL DIMENSIONS ARE IN CM
STANDARD WALL PANELS IN ELEVATION
TABLE - F1 - ALLOWABLE SPAN OF PLYWOOD (IN CM) ASSUMPTIONS
FOR SLAB THICKNESS UP TO 60 CM STD. STEEL WALER
SLAB THICKNESS (IN CM) 10 12 15 18 20 25 30 40 50 60 Allowable B. M. = 10.2 Kn.m
TOTAL LOAD (KN/SQM) 4.40 4.92 5.70 6.48 7.00 8.30 9.66 12.78 15.90 19.02 Allowable Shear = 103.4 Kn
46 44 42 40 39 37 35 32 30 28 Allow Deflection = l/360 or 0.3 cm whichever is less
61 59 57 55 54 51 48 44 41 39 Permis E.I. Value = 784.1 Kn.m2
ASSUMPTIONS
FOR SLAB THICKNESS 60 TO 400 CM BEAM SPAN EXTN. 152
SLAB THICKNESS (IN CM) 80 100 120 150 180 210 240 270 300 350 400 Allowable B. M. = 1.3 Kn.m
TOTAL LOAD (KN/SQM) 25.26 31.50 37.74 47.10 56.46 65.82 75.18 84.54 93.90 109.5 125.1 Allowable Shear = 12 Kn
26 24 23 21 19 17 16 15 13 11 10 Allow Deflection = l/360 or 0.3 cm
35 33 30 27 25 23 21 20 19 18 16 whichever is less
ASSUMPTIONS ASSUMPTIONS Permis E.I. Value = 105 Kn.m2
12 MM THK. PLYWOOD H - 16 BEAM ASSUMPTIONS
Allowable Bending Moment = 0.2 Kn.m/m Allowable B. M. = 3 Kn.m LOADS AS PER "DIN" STANDARD
Allowable Shear = 6.16 Kn/m Allowable Shear = 6 Kn Density of Concrete = 25 Kn/Cum
Allowable Deflection = l / 360 or 0.15 cm whichever is less Allowable Deflection = l/360 or 0.6 cm whichever is less Extra for Fresh Conc. = 1 Kn/Cum
Permissible E.I. Value = 1.07 Kn.m2/m Permissible E.I. Value = 145 Kn.m2 Shuttering Load = 0.3 Kn/Sqm
Live Load = 1.5 Kn/Sqm or
19 MM THK. PLYWOOD H - 20 BEAM 20 % of slab conc. Load
Allowable Bending Moment = 0.34 Kn.m/m Allowable B. M. = 5 Kn.m whichever is more
Allowable Shear = 9.75 Kn/m Allowable Shear = 10 Kn
Allowable Deflection = l / 360 or 0.15 cm whichever is less Allowable Deflection = l/360 or 0.6 cm whichever is less
Permissible E.I. Value = 2.73 Kn.m2/m Permissible E.I. Value = 245 Kn.m2
MAX. SPAN OF
PLYWOOD (CM)
12 MM THK.
19 MM THK.
MAX. SPAN OF
PLYWOOD (CM)
12 MM THK.
19 MM THK.
PANEL 2.4 M HT.
LIFTING BRACKET (TYP)
PANEL 3 M HT.
PANEL 3.6 M HT.
PANEL 4.2 M HT.
PANEL 4.8 M HT.
PANEL 5.4 M HT.
PANEL 6 M HT.
11:00:13 AM4/13/201011
ENABLING WORK
SECTION 4 - ENABLING WORKS - FRICTION CLAMP
REFERENCE - Data of Friction Clamp Designs done in our organization since 1998 to 2009 (about 11 years).
Friction Clamps
SECTION 4 - ENABLING WORKS - FOUNDATIONS FOR BATCHING PLANTS
Batching Plant Foundations
REFERENCE - Data of Aggregate Processing Plant Foundations done in our organization since 1994 to 2009
(about 15 years).
SECTION 4 - ENABLING WORKS - PILE LOAD TEST
REFERENCE - Data of pile load tests done in our organization since 1998 to 2009 (about 11 years).
Plie Load Tests
10:27:12 AM4/13/201011
EQUIPMETS /
ELECTRO - MECHANICAL
SECTION 5 - EQUIPMENT, ELECTRO-MECHANICAL
REFERENCE : MACALLOY CATALOGUE
MACALLOY - POST-TENSIONING BAR SYSTEMS
Fig. 1 - JACK DETAILS
SECTION 5 - EQUIPMENT, ELECTRO-MECHANICAL
REFERENCE : STANDARD DRAWINGS OF EOT
60 T CAPACITY 33 M SPAN EOT
60 T CAPACITY 24 M SPAN EOT
160 T CAPACITY 24 M SPAN DOUBLE GIRDER GANTRY CRANE
40 T CAPACITY15 M SPAN GANTRY CRANE
200 T CAPACITY 11.2 M SPAN GOLIATH CRANE
100 T CAPACITY 24 M SPAN GOLIATH CRANE
100 T CAPACITY 24 M SPAN GANTRY CRANE
SECTION 5 - EQUIPMENT, ELECTRO-MECHANICAL
REFERENCE : DESIGN DATA - PSG TECH.
TROLLEY OR CRANE WHEEL DESIGN
SECTION 5 - EQUIPMENT, ELECTRO-MECHANICAL
REFERENCE : STEEL WIRE ROPE - FORT WILLIAM INDUSTRIES LTD.
FORT WILLIAM INDUSTRIES ROPE FOR GENERAL ENGG. PURPOSES
WIRE ROPE - SINGLE SLINGS WIRE ROPE - DOUBLE SLINGS
CHAIN SLINGS GRADE 75 FIBRE ROPE - ENDLESS SLINGS
SAFE LOADS FOR EYE BOLTS TURN BUCKLES
D SHAKLES
SECTION 5 - EQUIPMENT, ELECTRO-MECHANICAL
REFERENCE : MANITOWOC 999 CRANE MANUAL / CATALOGUE
MANITOWOC 999
OUTLINE DIMENSIONS
BOOM COMBINATIONS
HEAVY - LIFT BOOM RANGE DIAGRAM
HEAVY - LIFT BOOM LOAD CHART
LONG - REACH TOP RANGE DIAGRAM
LONG - REACH TOP LOAD CHART
OPEN THROAT TOP BOOM RANGE DIAGRAM
OPEN THROAT TOP LOAD CHART
LIGHT TAPERED TOP RANGE DIAGRAM
LIGHT TAPERED TOP LOAD CHART
10:27:49 AM4/13/201011
GEO-TECHINCAL DATA
SECTION 6 - GEO-TECH DATA
REFERENCE : IS 2131 - 1981
SPT (N) VALUE - Correction due to Overburden & Dilatancy
SLAB BASES
REFERENCE - DESIGN OF STEEL STRUCTURES BY ARYA AJMANI
DERIVATION OF LENGTH OF ROCK SOCKET FOR BENDING MOMENT & SHEAR
SECTION 6 - GEO-TECH DATA
APPENDIX B - Load Carrying Capacity - Static Formula
REFERENCE : IS 2911 (PART I / SEC. 2)-1979
APPENDIX C - Determination of Depth of Fixity, Lateral Deflection & Maximum Moment of Laterally Loaded Piles
PILE DRIVING
0.5 18.434 22.121 25.808 29.495 33.182 36.869 40.556 44.243 47.929 FORMULA :0.6 22.121 26.546 30.970 35.394 39.818 44.243 48.667 53.091 57.5150.7 25.808 30.970 36.131 41.293 46.455 51.616 56.778 61.940 67.1010.8 29.495 35.394 41.293 47.192 53.091 58.990 64.889 70.788 76.6870.9 33.182 39.818 46.455 53.091 59.728 66.364 73.000 79.637 86.2731 36.869 44.243 51.616 58.990 66.364 73.738 81.111 88.485 95.859 Where,
1.1 40.556 48.667 56.778 64.889 73.000 81.111 89.223 97.334 105.445 E = Energy in Ft. Lbs1.2 44.243 53.091 61.940 70.788 79.637 88.485 97.334 106.182 115.031 S = Set (0.1 Inch per Blow)1.3 47.929 57.515 67.101 76.687 86.273 95.859 105.445 115.031 124.6171.4 51.616 61.940 72.263 82.586 92.909 103.233 113.556 123.879 134.2031.5 55.303 66.364 77.425 88.485 99.546 110.607 121.667 132.728 143.7881.6 58.990 70.788 82.586 94.384 106.182 117.980 129.778 141.576 153.3741.7 62.677 75.212 87.748 100.283 112.819 125.354 137.889 150.425 162.9601.8 66.364 79.637 92.909 106.182 119.455 132.728 146.001 159.273 172.5461.9 70.051 84.061 98.071 112.081 126.091 140.102 154.112 168.122 182.1322 73.738 88.485 103.233 117.980 132.728 147.475 162.223 176.970 191.718
NOTE: REFUSAL MEANS PENETRATION SHOULD BE LESS THAN 1 INCH FOR 10 BLOWS.
EXAMPLE : FOR SELECTING MONKEY & HT. OF FALL FOR REQUIRED CAPACITY.
TO GET CAPACITY OF 50 TEITHER YOU CAN SELECT 1.8 T MONKEY WITH 0.8 m HT. OF FALLOR 1.2 T MONKEY WITH 1.2 m HT. OF FALL OR SIMILAR COMBINATION GIVING CAPACITY OF 50 T.
* Set to be measured for average of 20 blows and not on single blow of monkey I.e. drive 20 blows and if penetration is < 2 inches set criteria of 0.1 inch / blow is achieved.
PREFERABLY LESSER HT. OF FALL AND CORRESPONDING MONKEY SHALL BE USED TO REDUCE LOSS IN ENERGY DUE TO HIGHER HT. OF FALL
2.4 2.6
PILE CAPACITY (IN T) =
2 * E(0.1 + S) * 2000
TABLE GIVING MAX. AXIAL LOAD CARRYING CAPACITY OF TEMPORARY PILES FOR VARIOUS COMBINATIONS OF MONKEY WTS. & HT. OF FALLS FOR REFUSAL (0.1 INCH
PER BLOW)*
WEIGHT OF MONKEY (DOLLY) IN TONNESHT. OF FALL
1 1.2 1.4 1.6 1.8 2 2.2
SECTION 6 - GEO-TECH DATA
REFERENCE : FOUNDATION DESIGN MANUAL - N. V. NAYAK
TABLE 1.11.1 - Empirical Values of φ, Dr & Unit Weight of Granular Soils Based on the Standard Penetration
Blow Count with Corrections for Saturation Effect & for Overburden, if any.
PILE DESIGN & CONSTRUCTION PRACTICE - M. J. TOMLINSON
SCALE OF STRENGTH & N VALUES FOR WEAK ROCKS & BOLTS
FOUNDATION DESIGN & CONSTRUCTION
PENETRATION IN WEATHERED ROCK
Pile Dia.
φConc.
Grade
Safe
Load
with
steel
nominal N 60 100 175 200 250 300
Cu (Kn/m2) 380 700 1665 1997 2500 3200
400 M 20 64 8.46 3.45 0.00
M 25 77 10.66 4.64 0.5 0.00
500 M 20 100 8.46 3.45 0.00
M 25 120 10.66 4.64 0.5 0.00
600 M 20 144 8.46 3.45 0.00
M 25 173 10.66 4.64 0.5 0.00
800 M 20 256 8.46 3.45 0.00
M 25 308 10.66 4.64 0.5 0.00
1000 M 20 400 8.46 3.45 0.00
M 25 481 10.66 4.64 0.5 0.00
1200 M 20 577 8.46 3.45 0.00
M 25 692 10.66 4.64 0.5 0.00
1500 M 20 901 8.46 3.45 0.00
M 25 1081 10.66 4.64 0.5 0.00
2000 M 20 1602 8.46 3.45 0.00
M 25 1922 10.66 4.64 0.5 0.00
NOTE :
Allowable load (F.S. = 3) = Safe Load (Conc.) = End Bearing + Skin Friction in Socket Only
= Stress * π / 4 * φ2 = 9 * Cu / F.S. * π / 4 + 0.3 * Cu * π * φ * k * φ in concrete
Therefore, K =Stress * π / 4 * φ2 - 9 * Cu / F.S. * π / 4 * φ2
in concrete
0.3 * Cu * π * φ * φ
Penetration in Weathered Rock (in terms of φ i.e. k * φ)
mm Tons
SECTION 6 - GEO-TECH DATA
MAXIMUM MOMENT CAPACITY OF PILES (IN T-M)
(Based on Limit State Method)Assumption - % Reinforcement = 3 % (In % of Maximum Capacity)Dia. Mm M 15 M 20 M 25 M 30 Load as
% of
Capacity
M 15 M 20 M 25 M 30
430 9 10 11 12 100 89 86 85 83
500 15 16 18 19 75 96 95 94 94560 24 26 28 30 50 99 100 100 100
660 40 43 46 49 25 100 100 99 98
760 70 74 79 84 0 98 96 96 94
840 94 100 107 114
915 122 130 138 147
1000 159 169 180 192
1070 195 207 221 235
1220 321 341 360 381
REDISTRIBUTION OF PRESSURES UNDER CIRCULAR FOUNDATION
(Ref. p.441, "Formulas for Stress & Strain" by Roark & Young, 1984)
φ (rad.) e / Df C1 C2 C3
- 0.000 1.0000 1.0000 1.0000- 0.025 1.0000 1.2000 1.0000- 0.050 1.0000 1.4000 1.0000- 0.075 1.0000 1.6000 1.0000- 0.100 1.0000 1.8000 1.0000
- π / 2 0.125 1.0000 2.0000 1.0000
- 0.9617 0.150 0.9101 2.2106 0.9555- 0.7221 0.175 0.8305 2.4555 0.8877- 0.5380 0.200 0.7562 2.7493 0.8113- 0.3799 0.225 0.6854 3.1093 0.7305- 0.2364 0.250 0.6171 3.5599 0.6477- 0.1017 0.275 0.5507 4.1374 0.56450.0000 0.295 0.5000 4.7124 0.50000.0282 0.300 0.4859 4.8990 0.48210.1560 0.325 0.4223 5.9397 0.40150.2842 0.350 0.3598 7.4283 0.32390.4155 0.375 0.2982 9.6918 0.25020.5531 0.400 0.2373 13.4447 0.18170.7019 0.425 0.1772 20.5488 0.11960.8708 0.450 0.1176 37.4794 0.06601.0820 0.475 0.0586 105.2578 0.0236
π / 2 0.500 0.0000 ∞ 0.0000
σc max. = C2 * [P / Af]
A Contact = C3 * Af
APPROXIMATE MOMENT CAPACITY FOR
DIFFERENT LOADS
P
D
eP
σσσσcmax.
C1*Df
10:28:05 AM4/13/201011
MARINE STRUCTURES
SECTION 7 - MARINE STRUCTURES
SHORE PROTECTION
DETAILS OF TETRAPOD
SECTION A-A
PLAN
BOTTOM
SECTION 7 - MARINE STRUCTURES
FLOATING VESSELS / EQUIPMENTS
Approximate Dead weight of barges depending on load capacity
Tragfahlgkelt Lange Breite Seitenhone Gewicht Mittlere
Neuwert
Monatliche
Reparaturk
osten
(Capacity) (Dead
wt.)T m m m Kg DM DM von DM bis
90 18 7 1.85 56700 181500 1270 2540 2900
115 20 8 1.85 75200 241000 1690 3370 3860
170 22 8.8 2 89100 285000 2000 3990 4560
220 20 10 2.2 86000 276000 1930 3860 4420
250 25 9 2 101250 324000 2270 4540 5180
320 24 12 2.2 126800 406000 2840 5680 6500
330 30 10 2.2 138000 442000 3090 6190 7070
410 30 12 2.2 158400 507000 3550 7100 8110
535 27 14 2.5 170100 545000 3820 7630 8720
595 30 14 2.5 193200 619000 4330 8670 9900
895 40 14 2.7 268800 860000 6020 12040 13760
1530 50 16 3 376000 1204000 8430 16860 19260
Zusatzausrustungen :
Werterhohungen fur zugelassene groBere Decksbelastungen
A. 2 t/m2 : 8 %
B. 3 t/m2 : 20 %
C. 4 t/m2 : 27 %
Monatlicher
Abschreibungs-und
Verzinsungsbetrag
7:14:52 PM4/12/201011
BRIDGES
SECTION 8 - BRIDGES
REFERENCE - IRC 6 - CODE FOR LOADS & STRESSES
LOADINGTable 1 - Load Combinations and Permissible Stresses Fig. 1 - Class AA Tracked Vehicle
Class A - Wheeled Vehicle
Class B Train (Wheeled Vehicle)
Live Load Combination Reduction in Loangitudinal Effect
Impact Load for Class A, Class B Loads
Water Current force
Horizontal Force at Bearing level in Longitudinal direction
Centrifugal Force
Earth Pressure as per IRC-6 Minimum Size of Support
Seismic Force as per IRC-5
Fundamental Natural Period of Pier
SECTION 8 - BRIDGES
REFERENCE - IRC 21 - CODE FOR CEMENT CONCRETE
Courban's Method of Load Distribution on 'I' Girders
SECTION 8 - BRIDGES
REFERENCE - IRC-83 - CODE FOR BEARINGS
10:26:25 AM4/13/201011
DATA FOR
CALCULATION / MATHEMATICAL
FORMULAE
SECTION 9 - DATA FOR CALCULATION
MATHEMATICAL FORMULAE
GEOMETRICAL PROPERTIES OF PLANE SECTIONS
METHOD OF FINDING SURFACES & VOLUMES OF SOLIDS
USEFUL TABLES
SECTION 9 - DATA FOR CALCULATION
STRUCTURAL ANALYSIS
BEAM LOADING & COEFFICIENTS FOR MAXI. DEFLECTION REFERENCE - DESIGN OF STEEL STRUCTURES BY ARYA AJMANI
REFERENCE - DESIGN OF STEEL STRUCTURES BY L. S. NEGI TABLE 5.1 - DATA FOR DESIGN OF BEAMS
MOMENT & SHEAR VALUES FOR BEAMS
FIXED END MOMENTS, SHEAR & DEFLECTION
MOMENT & SHEAR VALUES FOR RIGID FRAMES
INFLUENCE LINES FOR CONTINUOUS BEAMS
COEFFICIENTS FOR MOMENT & REACTIONS FOR CONTINUOUS BEAMS