quick reference manual

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]

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


IS : 456 - 1978 / SP :

16Weight in Kg/m of Helicals & Spacer Rings

www.sheet-

piling.arcelor.com

INDEX


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


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


IS : 456 - 1978 / SP :

16Compression axial compression Design AIDS for


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


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


IS : 456 - 1978 / SP :

16 OR IS : 456-2000

Table 81 & 82 - Shear-vertical stirrups, Bent-

up Bars

Design AIDS for


IS : 456 - 1978 / SP :

16Bending Table 69 to 71 - Moment of Resistance

factor for singly reinforced sections

Design AIDS for


IS : 456 - 1978 / SP :

16Table 77 - 79 - Reinforcement percentage

for doubly reinforced sections

Design AIDS for


IS : 456 - 1978 / SP :

16Page no. 36 & 37 - T-Beams & L-Beams IS : 456 - 2000


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


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


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


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



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


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


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


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


DESIGN OF MEMBERS FOR BENDING STRESSES

REFERENCE - IS : 800 - 1984 / IS : 800 - 2007

MAXIMUM PERMISSIBLE BENDING STRESSES

MAXIMUM PERMISSIBLE BENDING STRESSES

5.1 - PURLIN DESIGN

REFERENCE SP 38 (S & T) - 1987


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


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


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


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


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


CAPACITY OF PLATES : 3.15 MM THK.

Thickness of plate = 3.15 mm

Capacity in T/m2

Spacing in mm



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


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


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


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


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



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


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


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


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




Capacity in T/m2

Spacing in mm



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


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


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


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


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 in T/m2

Spacing in mm



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


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


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


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




Capacity in T/m2

Spacing in mm



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


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


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


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


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


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.


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


REINFORCEMENT % FOR SINGLY REINFORCED SECTIONS


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


AREAS OF GIVEN NUMBER OF BARS


AREAS OF BARS AT GIVEN SPACINGS


WEIGHT IN KG/M OF HELICALS & SPACER RINGS


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


DEVELOPMENT LENGTH OF BARS

DEVELOPMENT LENGTH FOR FULLY STRESSED PLAIN BARS DEVELOPMENT LENGTH FOR FULLY STRESSED DEFORMED BARS



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



AXIAL COMPRESSION

COMPRESSION WITH BENDING - RECTANGULAR SECTION

CHART 31 - COMPRESSION WITH BENDING - RECTANGULAR SECTION - Reinforcement Distributed

Equally on Two Sides

COMPRESSION WITH BENDING - CIRCULAR SECTION



CHART 55 - COMPRESSION WITH BENDING - CIRCULAR SECTION


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 F2 - COLUMNS WITH UNI-AXIAL BENDING

TWO WAY SLABS : RECTANGULAR PANELS : LOADS ON BEAMS : COMMON COEFFICIENTS

SECTION 2 - CONCRETE - WORKING STRESS METHOD


DEVELOPMENT LENGTH OF BARS

DEVELOPMENT LENGTH FOR PLAIN BARS

40

DEVELOPMENT LENGTH FOR DEFORMED BARS

DEVELOPMENT LENGTH FOR DEFORMED BARS

LAP SPLICES



PERMISSIBLE SHEAR STRESS IN CONCRETE

MAXIMUM SHEAR STRESS


SHEAR - VERTICAL STIRRUPS


SHEAR - BENT-UP BARS



MOMENT OF RESISTANCE FACTOR FOR SINGLY REINFORCED SECTIONS


REINFORCEMENT % FOR DOUBLY REINFORCED SECTIONS

REINFORCEMENT PERCENTAGE FOR DOUBLY REINFORCED SECTIONS


T-BEAMS & L-BEAMS

REFERENCE : IS 456 : 2000

T - BEAMS & L - BEAMS


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


PRESSURE CALCULATIONS

CONCRETE PRESSURE NOTES :

REFERENCE - DIN : 18218


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


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


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


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



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



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


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


REFERENCE : DESIGN DATA - PSG TECH.

TROLLEY OR CRANE WHEEL DESIGN


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


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


SPT (N) VALUE - Correction due to Overburden & Dilatancy

SLAB BASES


DERIVATION OF LENGTH OF ROCK SOCKET FOR BENDING MOMENT & SHEAR


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


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


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

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